EPA-600/9-77-037
December 1977
Environmental Research Information Center
Office of Research and Development
U.S. Environmental Protection Agency
Cincinnati, Ohio 45268
MUNICIPAL
WATER
POLLUTION
CONTROL
ABSTRACTS:
November 1976-October 1977
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RESEARCH REPORTING SERIES
Research reports of the Office of Research and Development, U.S. Environmental
Protection Agency, have been grouped into nine series. These nine broad cate-
gories were established to facilitate further development and application of en-
vironmental technology. Elimination of traditional grouping was consciously
planned to foster technology transfer and a maximum interface in related fields.
The nine series are:
1. Environmental Health Effects Research
2. Environmental Protection Technology
3. Ecological Research
4. Environmental Monitoring
5. Socioeconomic Environmental Studies
6. Scientific and Technical Assessment Reports (STAR)
7. Interagency Energy-Environment Research and Development
8. "Special" Reports
9. Miscellaneous Reports
DISCLAIMER
This report has been reviewed by the Environmental Research Information
Center, U.S. Environmental Protection Agency, and approved for publication.
Approval does not signify that the contents necessarily reflect the views and
policies of the U.S. Environmental Protection Agency, nor does mention of
trade names or commercial products constitute endorsement or recommendation
for use.
This document is available to the public through the National Technical Informa-
tion Service, Springfield, Virginia 22161.
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ABSTRACT
The Franklin Institute Research Laboratories, Science Information Services
Department, prepared for the Environmental Protection Agency Volume 4 of the
Municipal Technology Bulletin., a current awareness abstracting bulletin cover-
ing methods of municipal waste water treatment, problems of water quality, and
water pollution control. Volume 4 of the Bulletin contained abstracts of
technologically significant literature appearing in print during 1976 and 1977.
Under the same grant the Science Information Services Department, as a center
of competence on municipal waste water, provided 1320 abstracts, including
those appearing in the Bulletin., to the Water Resources Scientific Informa-
tion Center (WRSIC) . The Municipal Technology Bulletin informs researchers,
consultants, engineers, and government officials of current developments
described in more than 4000 English and non-English language scientific and
technical publications. Topics covered in the Bulletin and in the abstracts
submitted to WRSIC include: analytical techniques for water quality measure-
ments; biological, chemical, and physical methods of waste water treatment,
disposal, and recycling; construction and equipment for pollution control;
mathematical, statistical, and simulation model studies; storm runoff; tunnel-
ling technology and sewer systems; and treatment plant operation and automa-
tion. This report is a compilation of the 1320 abstracts arranged consec-
utively by accession number within subject categories. A list is provided
of the abstracts that appeared in the Municipal Technology Bulletin. The
report is completed by a journal list and subject and author indices.
Municipal Water Pollution Control Abstracts: November 1976-October
1977 is submitted in fulfillment of grant number R 804922-01 by the Franklin
Institute Research Laboratories under the sponsorship of the Environmental
Protection Agency. Work on this project was completed as of October 31, 1977.
11
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CONTENTS
Section Page
Abstract ii
Introduction 1
Municipal Technology Bulletin Abstract List 4
Municipal Water Pollution Control Abstracts 5
Storm Runoff (A001-A040) 6
Sewer Systems (B001-B111) 26
Patents (C001-C149) 82
Treatment Methods (D001-D598) 157
Analytical Techniques (E001-E171) 456
Model Studies (F001-F099) 542
Hydrologic Aspects (H001-H012) 592
Miscellaneous (J001-J140) 601
Indices 671
Author Index 672
Subject Index 694
Journal List 710
111
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INTRODUCTION
For the purpose of providing ready access to the large body of current
literature on municipal waste water collection, treatment, and disposal, the
Science Information Services Department of the Franklin Institute Research
Laboratories has abstracted, categorized, and indexed pertinent literature
appearing in print during 1976 and 1977. This service was made possible
through a grant from the Environmental Protection Agency's Office of Research
and Development. Abstracts of technologically significant articles were
printed in Volume 4 of the Municipal Technology Bulletin, a monthly current
awareness abstracting publication. A total of 1320 abstracts, including the
273 appearing in Volume 4, were submitted to the Water Resources Scientific
Information Center (WRSIC), Office of Water Research and Technology, Depart-
ment of the Interior. The present report is a fully indexed compilation of
these 1320 abstracts and serves as a specialized yearly bibliography on muni-
cipal waste water control.
The Municiapal Technology Bulletin, Volume 4, is the outgrowth of several
preceding publications which were prepared by the Franklin Institute for the
EPA: Selected Storm Water Runoff Abstracts,, 1970-1972, and the Municipal
Technology Bulletin, Volumes 1, 2 and 3, 1973 to 1976. These publications
were designed to meet the information needs of officials, researchers, and
engineers regarding recent developments in the field while allowing them to
spend a minimum amount of time in personally scanning the literature. The
abstracts in the Municipal Technology Bulletin provide a basis for further
exploration of the relevant water resources literature.
Material for the Municipal Technology Bulletin was selected by the regular
scanning of over 4000 English and non-English language publications, including
technical journals, government reports, industrial reports, newsletters,
patent gazettes, design manuals, conference proceedings, recent dissertations,
and textbooks. The material was screened at the Franklin Institute Library
and several other Philadelphia libraries. Additional screening was performed
at the Franklin Institute's facilities in Munich, Germany, and Tokyo, Japan.
Each month, 25 to 30 documents pertaining to the latest waste water technol-
ogy were selected for inclusion in the Municipal Technology Bulletin. Spe-
cific subjects covered were: (1) waste water treatment methods relating to
facilities, land application, utilization of sludge, waste water reuse, legis-
lation, plant automation, mechanical and chemical devices; (2) sampling and
instrumentation for biological, chemical, and physical analytical techniques;
(3) storm water runoff, including urban runoff, runoff forecasting, flood
routing, rainfall-runoff relationships, catchment basins, and surface runoff;
(4) tunneling technology and sewer systems, including combined, separated,
outfall and interceptor sewers, storm drains, infiltration-inflow, materials
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and equipment; (5) patents for methods and equipment pertaining to waste
water treatment, reuse and disposal; (6) mathematical, statistical, and
simulation model studies; and (7) hydrologic aspects involving parametric
hydrology, sewer hydraulics, and drainage.
In 1976 and 1977, the Municipal Technology Bulletin was distributed
free of charge on a monthly basis to 660 selected recipients whose names were
supplied by the EPA Project Officer, or were added to the mailing list as a
result of their direct request to the Franklin Institute.
Through this EPA grant, the Franklin Institute served as a center of
competence for municipal waste water pollution control. Thirteen hundred
and twenty abstracts on municipal waste water treatment methods were provided
to WRSIC. These were published in Selected Water1 Resources Abstracts., WRSIC's
semi-monthly abstracting journal. They were also entered into the WRSIC
computerized data base. Literature was chosen for input to WRSIC using
essentially the same criteria and screening procedures as for the Municipal
Technology Bulletin.
This report includes all the abstracts prepared for the Municipal Tech-
nology Bulletin and WRSIC. So that this publication may be easily used as
a specialized bibliography, an in-depth subject index is provided in a hier-
archical, computer-generated form. A complete author index and a journal
list complement the subject index. The abstracts are ordered by consecutive
accession number within each subject area. Topic headings are: Storm Runoff',
Sewer Systems, Patents, Treatment Methods, Analytical Techniques, Model
Studies, Hydrologic Aspects, and Miscellaneous. The format of each abstract
is displayed on the following page.
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ABSTRACT FORMAT
FIRL ACCESSION NUMBER
TITLE OF ARTICLE
NAME OF AUTHOR(S)
AFFILIATION OF PRIMARY AUTHOR
BIBLIOGRAPHIC DATA: Journal Title (source), Volume, Issue number, Pagina-
tion, Date, Figures, Tables, References.
ABSTRACT
DESCRIPTORS: Those terms found in the Water Resources Thesaurus which
best describe the concepts and content of the article. Asterisks
denote the more relevant terms.
IDENTIFIERS: Those terms not contained in the Water Resources Thesaurus
which also closely describe the article's content.
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MUNICIPAL TECHNOLOGY BULLETIN ABSTRACT LIST
ACCESSION NUMBERS
A001
A006
A011-015
A021
A027-028
A032-034
A036
B003-008
B013-017
B019-020
B027
B029-031
B036-041
B046-051
B054
B063-066
B072
B078-080
B087-090
B096-097
C005-010
C012-016
C033-038
C049-053
C057
C067
C071-077
C085-090
C093-099
C110-116
C119
C123-129
C131
C135-136
C145-149
D030-033
D056-064
D108-112
D126-127
D144-147
D222-228
D280-286
D326-332
D383-389
D434-440
D459
D473
D481
D505-511
D516
D521-522
D524
D543
D552
D594-598
E008-010
E016-023
E043-050
E056-061
E077-082
E086
E094-100
Elll-114
E125-128
E141-142
E153-155
E160-164
E166
F002
F004-005
F008-009
F014-018
F032-034
F038
F041
F057-060
F063-066
F070
F074-079
F083
F088-092
F094-095
H003-007
H013
H015
H017
J107
J122
J130
J139
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MUNICIPAL WATER POLLUTION CONTROL ABSTRACTS
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STORM RUNOFF
A001
STORMWATER MANAGEMENT LOOKS TO NATURAL DRAINAGE,
The American City and County, Vol. 91, No. 10, p 51-53, October, 1976. 2 tab.
New trends in storrawater management are discussed, with particular emphasis on deten-
tion, long-term equalization, and natural drainage. The objective of these solutions
is to attenuate both peak and total short-term runoff and to reduce major facilities
investments required for protecting against flood hazards in the lower portion of
an urban drainage basin. The initial planning for a residential subdivision should
begin with a study of the total drainage area, with the major components of the sys-
tem (streams, large depressions, lakes, and ponds) being located for an assessment
of their stormwater management potential. During this phase, existing plans for
stormwater management should be assessed both in terms of the effect of the subdivision
drainage on basin-wide drainage and vice versa. Temporary storage can be achieved
using rooftop and parking lot ponding; while ponds, reservoirs, and stream channels
provide permanent storage. Street design in residential areas should take into
account the functions of streets as part of the stormwater management system. Maxi-
mum use should be made of natural drainage. The installation of stormwater inlets
should be delayed as long as possible because as soon as the runoff enters the pipe
system it is carried rapidly downstream and may pose flood hazards in the lower part
of the drainage basin.
*Water management (applied), *Storm water, *Storm runoff, *Urban runoff, *Drainage
systems, Flood control, Drainage area, Drainage practices, Detention reservoirs,
Storage
A002
STORMWATER TUNNEL CUTS DRAINAGE COSTS,
The American City and County, Vol. 91, No. 10, p 54, October, 1976.
A stormwater system for the city of Indianapolis, Indiana which is designed to handle
periodic flooding and divert overflow from existing corbined sewers for treatment is
described. The system includes a 22-block-long storm drainage pipe, a treatment
facility, and a huge outfall conduit. Stormwater will be collected, channeled north
to the treatment facility for solids separation and chlorination, and then pumped into
the White River. The design includes an underground sedimentation and contact tank
sized to provide slightly more than 15 min contact time at a flow rate of 100 million
gallons/day, equivalent to the treatment of 0.5 in of rainfall/hr with a runoff factor
of 40%. After storms, the .solids and sludge which have been collected in the deten-
tion tank will be flushed into a sump and pumped into an existing 42-inch sanitary
sewer for further treatment at the city's waste water treatment plant. The sewer sys-
tem conveying stormwater to the treatment facility will consist of almost 2.5 mi of
reinforced concrete pipe, most of which will be installed by tunnel construction down
to a depth of 40 ft. Total cost of the project is $5.5 million.
*Storm water, *Runoff, *Sewers, *Urban runoff, '^Drainage systems, Treatment facilities,
Cities, Conduits, Conveyance structures, Hydraulic structures, Construction, Design
criteria, Storm runoff, Concrete pipes, Tunneling, Materials, Separation techniques,
Chlorination, Costs
Indianapolis
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AGO 3
ON THE RUN-OFF CHARACTERISTICS IN THE NIGORI RIVER AND OHORA
RIVER BASINS CONSIDERED BY THE SURFACE RUN-OFF (Hyomer ryushutsu
o kangaeta nigori gawa oyobl ohora gawa ryuiki ni okeru shusui
tokusei ni tsuite),
Takase, N., and Ujibashi, Y.
Kanazawa Daigaku Kogakubu Klyo, Vol. 10, No. 1, p 17-24, 1976. 9 fig, 1 tab, 7 ref.
The runoff mechanism in river basins is very complicated due to many factors involved.
Despite studies, many problems are still unsolved. Several methods for runoff analys:
have been introduced, including the runoff function method, unitgraph method, storage
function method, and characteristic curve method. However, the runoff phenomena are
not entirely clear, as no method of runoff analysis is completely satisfactory. A
universal analysis method is desirable. The relationship between variations in river
basin characteristics and surface runoff area were studied in the Nigori river basin
and Ohora river basin of the Hida river tributary of the Kiso river system, all in
Japan. The characteristic curve analysis method was used to analyze runoff. Some
unusual data were obtained.
*Runoff, *Analytical techniques, *Surface runoff, *River basins, *Analysis,
*Graphical analysis, River systems, Rivers, Tributaries
*Japan
A004
THEORY OF STORAGE AND TREAWENT-PLANT OVERFLOWS,
Howard, C. D. D.
Journal of the Environmental Engineering Division-ASCE, Vol. 102, No. EE4, p 709-722,
August, 1976. 5 fig, 5 ref, 1 append.
A theoretical description is presented of the volume of pollution spilled into receiv-
ing water during storms. The theory may be used as a basis for selecting alternatives
for more detailed analysis and engineering design. The theory begins with the proba-
bilistic aspects of the climate as determined from analysis of local records. It de-
velops the statistics of untreated discharge through mathematically derived probability
functions. Economic analysis is included. The theory has the potential for greatly
simplifying the analysis of storage treatment plant combinations and application to the
effects of storage in urban drainage systems. It is useful for extrapolating results
of detailed computer simulations. Its theoretical limitations stem from the approx-
imation to the true density function for storm volumes.
*Stonn runoff, *Waste water treatment, *Analytical techniques, *Treatment facilities,
*Storage, *0verflow, Volume, Storms, Design, Water pollution sources, Analytical
techniques
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A005
PHOSPHORUS AVAILABILITY IN PARTICULATE MATERIALS TRANSPORTED
BY URBAN RUNOFF,
Cowen, W. F., and Lee, G. F.
Wisconsin University
Madison,
Water Chemistry Program.
Journal Water Pollution Control Federation, Vol. 48, No. 3, p 580-591, March, 1976.
4 fig, 5 tab, 19 ref.
A study was undertaken to provide estimates of the availability of runoff particulate
phosphorus forms collected from a variety of urban land uses. Grab samples of urban
runoff were collected from low, medium, and high density residential areas; a univer-
sity campus; the central commercial district; and areas of urban construction activity
in Madison, Wisconsin, during 12 precipitation or snowmelt events. The following P
forms were determined by chemical analysis: dissolved reactive; total soluble; parti-
culate; total; and particulate inorganic extracted by acid, base, and anion exchange resin.
The sorption of soluble inorganic P by runoff particles was investigated by adding
monobasic potassium phosphate standard solutions to aliquots of runoff and comparing
the resin-extractable dissolved reactive P concentrations with the expected values.
Particulate P of 0.45 micron pore size or larger showed group mean values of acid ex-
tractable particulate inorganic P that ranged from 33 to 46% of particulate P. Cor-
responding ranges were 22 to 27% for base-extractable particulate inorganic P and 13
to 17% for anion exchange resin-extractable particulate inorganic P. The relatively
narrow ranges of group mean values for a given type of chemical extraction indicated
that the particulate P forms transported by surface runoff from different land uses
were similar. Possibly the dominant type of particulate P was derived from a common
source. Dark incubations of runoff particulate P or unfiltered runoff itself with
anion exchange resin indicated that physical-chemical processes were more important in
the release of inorganic P to solution than was microbial mineralization of particulate
P.
*Analytical techniques, *Pollutant identification, ^Phosphorus, *Urban runoff,
*Land use, Water sampling, Construction, Wisconsin
A006
STORMWATER STUDIES AND ALTERNATIVES IN ATLANTA,
Holbrook, R. F., Perez, A. I., Turner, B. G. , and Miller, H. I.
Jordan, Jones and Goulding, Incorporated,
Atlanta, Georgia.
Journal of the Environmental Engineering Division-ASCE, Vol. 102, No. EE6,
p 1263-1277, December, 1976. 2 fig, 10 tab, 14 ref.
The U. S. Army Corps of Engineers quantified and evaluated sewer overflows and storm-
water runoff in Atlanta, Georgia. Field sampling and data from previous studies of
the area were combined. For the present study, four suburban watersheds were selected
for analysis of BODS, COD, suspended solids (SS), lead, phosphorus, oil and grease,
ammonia nitrogen, Kjeldahl nitrogen, nitrate nitrogen, and fecal coliform. Results
indicated that annual combined sewer overflows and urban runoff produced about 45%
of the BOD load and 95% of the SS load in area streams. Computer simulations used in-
dicated that proposed receiving stream DO standards were frequently violated in the
metropolitan area by nonpoint sources. The urban runoff nutrient loads were found to
be excessive of levels which result in accelerated eutrophication. Abatement alter-
natives proposed included storage basin construction and possible stormwater treatment
for urban runoff. Methods for controlling sewer overflows were suggested and included
sewer separation, screening, storage, sedimentation, air flotation, chlorination and
off-peak discharge to existing treatment facilities. Cost estimates for all proposed
abatement systems were evaluated.
*Waste water treatment, *Pollutant identification, *Sewerage, *Biochemical oxygen
demand, *Chemical oxygen demand, Treatment facilities, Storm water, Overflow
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AOO?
SIMPLIFIED METHODS OF COMPUTING THE QUANTITY OF
URBAN RUNOFF,
Shubinskl, R. P.
Water Resources Engineers,
Springfield, Virginia.
In: Short Course Proceedings: Applications of StonnHater Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 200-213.
7 fig, 4 tab, 2 ref.
Regional flood-frequency relations were developed for 40 non-urban watersheds in the
San Francisco Bay area by means of multiple regression. The regression equations were
developed for basins larger than 5 sq mi under essentially non-urban conditions,
and increasing urbanization will tend to change the coefficients and exponents. The
rational method is based on the equation setting the maximum runoff rate equal to the
product of a runoff coefficient representing the effects of rainfall losses, the aver-
age intensity of rainfall for the travel time, and the drainage area. The method's two
principal assumptions are that the maximum runoff rate occurs when the entire area is
contributing flow and the maximum rate of rainfall occurs during the time of concen-
tration and the design rainfall depth during the time of concentration can be converted
to an average rainfall intensity. The unit hydrograph (UH) is based on the assumption
that the ordinates of a direct runoff hydrograph are proportional to the ordinate of
the UH times the rainfall excess in a given time interval. Using the UH involves
derivation of the UH for specified duration and application to a given rainfall event
to determine the corresponding hydrograph of direct runoff. Computation of rainfall
excess is based on known rainfall rates and estimates of losses. The UH can be used
in comprehensive watershed simulation to evaluate the hydrologic effects of urbaniza-
tion and costs of required drainage facilities.
*Analytical techniques, *Rainfall intensity, *Runoff, *Urban runoff, *Peak discharge,
Storm runoff, Storm water, Drainage systems
Peak storm flow
A008
IMPACT OF STORMHATER RUNOFF ON RECEIVING WATER QUALITY,
Roesner, L. A.
Water Resources Engineers,
Walnut Creek, California.
In: Short Course Proceedings: Applications of Stormwater Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 159-176.
9 fig, 5 tab, 10 ref.
Currently, every United States city ultimately disposes of much of its storm runoff
in natural surface watercourses. The impact of this disposal on receiving water qual-
ity depends principally on the quality and quantity of the discharge or discharges,
the type of body of water into which the storm water is discharged, and outfall loca-
tion. The pollution potential of storm water is shown, and some examples are pre-
sented of the impact on receiving waters. Considerations that are involved in assess-
ing storm water discharge impact on the quality of receiving water are discussed.
*Water quality, *Runoff, *Urban runoff, AStorm water, *Storm runoff, *United States,
Cities, Waste water disposal, Natural streams
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A009
QUALITY ASPECTS OF URBAN STORMWATER RUNOFF,
Roesner, L. A.
Water Resources Engineers,
Walnut Creek, California.
In: Short Course Proceedings: Applications of Stormwater Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 138-158.
7 fig, 6 tab, 7 ref.
The biochemical oxygen demand (BOD) and solids loads in urban runoff are significantly
higher than those in combined sewer overflows. Pollutant loads are introduced into
urban runoff from three sources: the land surface itself, catch basins, and the
sewers in combined systems. The pollutant types found in greatest quantity are chemi-
cal oxygen demand (COD), BOD, and solids; nitrogen and phosphorus are also significant.
The amount of runoff, and hence the pollution loads, contributed from pervious surfaces
in urban areas is small compared to that coming from the impervious areas. An equation
gives the rate of dust and dirt buildup for a given land use on urban watersheds. The
amount of pollutant remaining on the watershed decays exponentially for a constant
runoff rate. Depending on the travel time in the transport system and the time to
peak for the individual pollutographs, the resultant pollutograph at the outfall may
have a high peak due to individual peaks arriving simultaneously or a lower peak and
broader base if the travel time in the sewer system is long compared to travel time
on the individual watersheds. Changing a park to a multiple residence area would in-
crease imperviousness and produce a seven—fold increase in peak-runoff. Since the
major contribution to urban runoff pollution comes from the land surface itself,
control of the pollution problem should start there.
*Sewerage, *Analytical techniques, *Biochemical oxygen demand, *Chemical oxygen
demand, *Combined sewers, Water quality, Runoff, Urban runoff
Peak storm flow
AGIO
QUANTITY ASPECTS OF URBAN STORMWATER RUNOFF,
Espey, W. H., and Winslow, D. E.
Espey, Huston, and Associates, Incorporated
Austin, Texas.
In: Short Course Proceedings: Applications of Stormwater Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 83-137.
13 fig, 7 tab, 73 ref.
Considerations must be given in designing urban drainage facilities to the required de-
sign to storm rainfall, the rainfall-runoff relationships as affected by the surface, and
geometric characteristics of the watershed. The system must adequately dispose of all
surface runoff from the design storm without serious damage to physical facilities or
serious interruption of normal traffic. Runoff from storms exceeding the design storm
must be disposed of with minimum damage to physical facilities and traffic interrup-
tion. The system must have maximum reliability of operation. The concept of rainfall
excess, methods for determining rainfall excess, overland flow analysis, runoff hydro-
graphs, urban drainage systems, open channel flow, and methods of routing are dis-
cussed. Many urban design techniques consist of a combination of empirical, statisti-
cal, and theoretical methods. Urban hydrology literature is categorized as empirical/
statistical formulas, flood frequency analysis, and simulation methods. Empirical
formulas are generally based on some form of hydrologic hypothesis; resulting relation-
ships are developed by empirical derivation of equations and/or coefficients. Flood
frequency equations have been developed which predict the peak flow for urban basins
for selected recurrence intervals. Simulation methods generally attempt to describe
in a somewhat analytical fashion the various physical processes involved in the genera-
tion of runoff.
*Analytical techniques, *Runoff, *Urban runoff, *Peak discharge, *Storm runoff,
Storm water, Design, Drainage systems
Peak storm flow
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A011
CONDUCTING A SEWER INFILTRATION/INFLOW SURVEY TO
ELIMINATE 20 MGD,
Karanik, J. M., and Johnson, P. C.
Onondaga County Department of
Drainage and Sanitation,
Syracuse, New York.
Public Works, Vol. 107, No. 12, p 49-52, December, 1976. 1 fig.
A Phase II infiltration/inflow evaluation survey identifies specific infiltration/
inflow sources, determines their effect on treatment capacity, verifies cost-effective
levels for elimination, and determines a program for sewer rehabilitation. Such a
survey was undertaken of the tributary areas of the Metropolitan Syracuse Sewage Treat-
ment Plant. The study area has a 300,000 population and contains 369 miles of separate
sanitary sewers and 287 miles of combined stormwater and sanitary sewers. The plant is
being expanded to an 80 mgd tertiary facility and the combined system overflows are
evaluated for recommendations to control and abate stormwater/sanitary overflows. The
study was in three parts separate system evaluation survey, combined system evalua-
tion survey, and combined sewer overflow monitoring and abatement program. The second
part of this program was described in detail. Four major service areas were defined,
divided into smaller subservice areas, and the data were combined to complete an overall
data base. Manholes and sewer lines were assigned identification codes. Flow depth
monitors were placed in key manholes and this data plus pipe sizes, slopes and sewer
invert depth measurements were input into a computer. The computer was used to calcu-
late flows for specific sections of sewer line, as well as general system flows.
Groundwater and precipitation data were collected to determine their relationship to
infiltration. A physical inspection program was conducted of manholes, the trunk sewer,
and connecting branch sewers. Following a television inspection of sewers, a final
cost-effective analysis will be performed to determine which points of infiltration and
continuous inflow will be removed.
*Infiltration, *Inflow, On-site investigations, Sewers, Manholes, Sewage districts,
Groundwater, Economics
Phase II infiltration inflow evaluation survey, Metropolitan Syracuse Sewage Treatment
Plant, Precipitation data
A012
A STOCHASTIC APPROACH TO SNOWMELT RUNOFF FORECASTING,
Kim, K.
Dissertation Abstracts International B, Vol. 37, No. 6, p 2729, December, 1976.
A study was undertaken to develop models using air temperature and precipitation data
to determine the range and probability of snowmelt floods during spring periods. The
Minnesota River Basin was used to develop stochastic simulation models. The trans-
formation function chosen was the Streamflow Synthesis and Reservoir Regulation (SSARR)
model. Temperature at one station could be modeled. It was transformed to determine
constant variance, then divided into deterministic and stochastic components. The
first was represented by a second degree regression line and the latter was shown as a
first order autoregressive, first order moving average model. With a network of sta-
tions, air temperature was modeled like that for a single station except for the model-
ing of white noise. Transformation coefficients were obtained at all stations to de-
termine transformation temperature. Deterministic and stochastic portions were repre-
sented by a second order regression line and an ARMA model for each station. Precipi-
tation for a single station was represented by a first order Markov chain model and a
gamma distribution with the proper parameter values. Wet day precipitation at each
station was independently described by gamma distribution since the amounts of precipi-
tation at all study stations was assumed to be independent. A 500—year data sequence
was generated by the proposed models for each station. This data was divided into four
groups by possible contribution to snowmelt runoff. One temperature or precipitation
sequence was input to the SSARR model from each group for simulation of floods. Major
and minor floods, similar to past floods, were generated.
*Model studies, *Hydraulic models, *Runoff forecasting, *Snowmelt, Temperature,
Simulation analysis, Stochastic processes, Markov processes, Streamflow forecasting,
Precipitation (atmospheric)
Minnesota River Basin, Streamflow Synthesis and Reservoir Regulation (SSARR) model,
Precipitation data
11
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A013
ON-LINE ADAPTIVE CONTROL FOR COMBINED SEWER SYSTEMS,
Trotta, P. D.
Dissertation Abstracts International B, Vol. 37, No. 7, p 3538, January, 1977.
A new approach to the problem of urban storm water management was proposed. On-line
computer control of the mechanical features of a combined sewer system was investigated.
These controls would aid sewer systems effectively to contain combined flows during
storms. A model was developed for a system divided into subbasins. Controls for each
subbasin are derived separately using a stochastic dynamic programming formulation.
An upper limit for releases is determined by a master control problem, which combines
the separate basin situations and determines individual interceptor and treatment capa-
cities. An autoregressive-transfer function model is used to forecast inflows, and
can respond to new information on the storm event. A part of the proposed system for
San Francisco was used as a test case. Results indicated that controls based on
stochastic models were superior to deterministic forecasts. The model provided a super-
ior distribution of overflows when such overflows were unavoidable. A reactive model
which was tested was able to minimize total overflows to an even higher degree.
*Model studies, *Storm water, *Computer models, *Storm runoff, *Combined sewers,
Interceptor sewers, Waste water treatment, Overflow, Planning, Automatic control
Stochastic dynamic programming
AOH
LONDON'S STORMWATER PROBLEM,
Horner, R. W., Wood, L. B., and Wroe, L. R.
Journal Water Pollution Control Federation, Vol. 49, No. 1, p 103-110, January, 1977.
1 fig, 2 tab, 3 ref.
London's storm water problem and methods utilized to cope with it were reviewed. Six
districts (central London, north-western, northern, north-eastern, south-eastern, and
south-western) were described by characteristics of population, storm water conditions,
and sewerage/drainage systems. A "standard storm" was selected to estimate storm water
quantities discharged to rivers and streams for comparison of districts on a common
basis. Instruments have been added at pumping stations, discharge mains, and culverts
for water quality sampling. Basic principles used in controlling storm water were
rapid removal of storm water from the area affected and storage for dispersal over a
period greater than that of the storm at a rate close to the normal receiving stream
flow. Studies indicated several effects of storm water on the Thames and its tribu-
taries in the Greater London area. These include the depletion of dissolved oxygen in
river water, where oxygen levels are dependent upon previous waterway conditions, flow
quantity, and quality, and the spreading of pollution effects over a larger area when
a storm occurs at rising tide. Possible control methods which were suggested included
operating the sewerage system so as to contain as much of the dry weather flow within
the system as possible; increasing intercepting sewer capacity to allow more storage
and greater carrying capacity for storm water removal to treatment plants, storm tanks,
or other areas; providing short term sedimentation or other treatment for pollution
reduction; and aerating the river water to counter oxygen depletion. It was concluded
that the major problem within the Greater London area was the control of storm water
discharges.
*Storm water, *Storm runoff, *Drainage systems, *Floods, Urban drainage, Storm
drains, Intercepter sewers, Combined sewers, Water quality, Analysis, Monitoring,
Water quality
London (England)
12
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A015
SEDIMENTS' AND WATER QUALITY OF URBAN STORM WATER,
Ellis, J. B.
Middlesex Polytechnic,
Hendon, England.
Water Services, Vol. 80, No. 970, p 730-734, December, 1976. 4 fig, 10 ref.
The Silk Stream catchment, a tributary of the River Brent, in North London, was studied
to gather information on the relationship between sediments and water quality of urban
storm water. Storm water runoff contains a substantial quantity of pollutants which
can present a more serious problem than municipal wastes. Typical components of storm
water are organic compounds, fecal bacteria, heavy metals, and suspended solids. Oils,
phenols, detergents, and greases are other pollutants. Hydrologic and other charac-
teristics of the area were studied. Storm water sediment composition is dominated by
inorganic mineral fractions (45-70%) from roof, pavement, and street surfaces; also
included are brick, glass, concrete, ash, bitumen, rubber-coated particles, minor
amounts of plastics, aggregate, and metallic particles. These sediments are well
sorted, spherical, and concentrated in the 0.1-0.5 millimeter range. Accumulated dis-
charge of huge amounts of sediment in the receiving channels produces a very thick
gelatinous benthal sludge. When these sludges are oil, grease, and detergent, floes
bubble to the surface. This bubbling and flotation are signs of decomposition, just
as depressed pH and dissolved oxygen values indicate. Benthal sludges have a high
ionic absorptive capacity, mainly from inorganic matter in the sediment. Organic
components increase the potential by decomposing to release complex, toxic compounds
into surrounding sediments or by solutional release into the stream. There is a strong
likelihood of co-precipitation of trace metals with these substances as well as with
free iron oxides, rubber, and bitumen components. The use of sediment loads to upgrade
nutrient rich waters, to take chemical species from the solution phase, o-r to remove
these species, heavy metals, and organic compounds from the stream are all feasible
water quality goals.
*Storm runoff, AUrban runoff, *Water pollution sources, Heavy metals, Sediments,
Oxygen demand, Surface runoff, Hydrology, Hydrogen ion concentration, Storm water,
Water quality
Silk Stream (London, England)
A016
TIME-DISTRIBUTION OF STORM RAINFALL IN PENNSYLVANIA,
Kerr, R. L., Rachford, T. M., Reich, B. M., Lee, B. H., and
Plummer, K. H.
Pennsylvania State University,
University Park,
The Institute for Research on Land and Water Resources.
June, 1974. 173 p, 33 fig, 33 tab, 27 ref, 3 append. Technical Report PB 244 251.
A sample of 1623 storms obtained from the rainfall charts of 46 recording rain gage
stations throughout Pennsylvania were analyzed. Each storm was large enough to have
produced a flood, given the proper antecedent conditions. Percentage rainfall occurring
in successive 5%, 10%, 25%, and 33.3% time intervals of storm duration were calculated
for each storm. Ten percent of duration was best for noticing possible trends. Tech-
niques used to identify storms with similar patterns included calculating a median
mass curve for storms in each group, calculating limit curves including 80% of the
data points around this median line, and calculating statistics for the percentage
rainfall in each interval of 10% duration. A sample of 405 antecedent precipitation
events associated with flood-producing storms in Pennsylvania was also analyzed.
Antecedent rainfalls associated with each storm were listed for seven sequential 24 hr
periods immediately before the start of the storm. Antecedent precipitation distri-
butions were somewhat different during the growing and dormant seasons. Regional
variations across Pennsylvania were insignificant. The occurrences of antecedent
rainfalls were nearly independent statistically from the ensuing flood-producing
storms.
*Time, *Storm water, *Storms, *Rainfall, *Pennsylvania, Rain gages, Floods,
Antecedent precipitation
13
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A017
QUALITY ASPECTS OF URBAN STORM WATER RUNOFF,
Roesner, L. A.
Water Resources Engineers,
Walnut Creek, California.
In: Short Course Proceedings: Applications of Storm Water Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 138-158.
7 fig, 6 tab, 7 ref. Technical Report NTIS PB 247-163.
The quality of urban storm water runoff was considered in light of recent recognition
of storm water runoff as a pollution source. Pollutant loads are introduced into ur-
ban runoff from the land surface (primarily impervious surfaces), catch basins, and
combined sewer systems. Street litter, waste water from sewers, and pollutants from
catch basins affect storm water quality. Practically all urban runoff pollutants are
associated with dust and dirt components of street litter COD, BOD, solids (sus-
pended and settleables), nitrogen and phosphorus. These are found in significant quan-
tities. Others include pesticides, herbicides, fertilizers, chemical additives, heavy
metals and other unknown pollutants. Methods are presented for calculating the rate
of pollutant buildup on urban watersheds and determining urban runoff pollution loads.
Effects of land use changes on storm runoff characteristics were studied. For example,
the change from a park area to a residential area increased the impervious area of
the subcatchment and generated a dry weather sanitary flow from the area. BOD re-
mained relatively the same under these conditions, although suspended solids increased
after the change to multiple residences. Suggested solutions included draining im-
pervious areas to pervious areas and providing means for runoff to infiltrate without
contaminating groundwaters. Alternatives were to store storm water for treatment be-
tween storms or to initiate a combination of the two methods.
*Storm runoff, *Water quality, *Water pollution sources, Groundwater, Waste water,
Chemical oxygen demand, Biochemical oxygen demand, Solid wastes, Nitrogen, Phosphorus,
Urban hydrology, Pollution abatement, Watersheds, Combined sewers
A018
IMPACT OF STORM WATER RUNOFF ON RECEIVING WATER QUALITY,
Roesner, L. A.
Water Resources Engineers,
Walnut Creek, California.
In: Short Course Proceedings: Applications of Storm Water Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 159-176.
9 fig, 5 tab, 10 ref. Technical Report NTIS PB 247-163.
The effect of storm water runoff on receiving stream quality depends upon the quantity
and quality of the storm water discharges; the type of water body into which the run-
off is discharged; and the location of the outfalls. Components of storm water having
pollution potential are suspended solids, COD, BOD, nitrogen, phosphorus, and metals.
Whether the receiving stream is relatively enclosed, as a marina, or open to greater
flow and tidal effects, as a stream or an ocean, makes a great difference in the type
of resultant pollution. Tidal influence (mixing and dispersion) affects water quality
as does a coastal or enclosed outfall location. Control measures must allow considera-
tion of the use of the receiving stream: for drinking water, recreational purposes,
or the propagation of aquatic life. Computation analyses should be carried out to
determine effects with time and spatial detail. Value judgment is then used to carry
the assessment beyond present computational technology. One such evaluation system is
the EPA Storm Water Management Model which simulates quality effects of BOD, dissolved
oxygen, and suspended solids. Another useful model is the EPA River Basins Modeling
Projects program.
*Storm runoff, *Water quality, Analysis, Storm water, Water types, Model studies,
Evaluation, Water pollution sources, Suspended solids, Chemical oxygen demand,
Biochemical oxygen demand, Nitrogen, Phosphorus, Metals
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A019
NONPOINT SOURCES AND PLANNING FOR WATER POLLUTION CONTROL,
Whipple, ¥., Jr., and Hunter, J. V.
Rutgers University,
New Brunswick, New Jersey,
Water Resources Research Institute.
Journal Water Pollution Control Federation, Vol. 49, No. 1, p 15-23, January, 1977.
6 fig, 3 tab, 23 ref.
Nonpoint sources and urban runoff were considered in the planning of water pollution
control. In general, constructing facilities for treating storm water pollution has
been neglected since federal programs do not aid urban runoff pollution control on a
regular basis. On-site detention facilities now exist primarily for groundwater re-
charge or flood retardation. The treatment of urban runoff and combined sewer over-
flows combined with detention storage still has problems relative to BOD and suspended
solids. The problems of heavy metals and other pollutants are also unsolved. Section
208 studies will help to include these items in the planning process. These studies
require development of optimal techniques for handling nonpoint and point sources
combined. Water quality control in urban areas requires treatment of runoff and costs
are expected to be high if plans are not well designed. More definitive planning
will follow when better data collection is available and technology is further de-
veloped.
*Urban runoff, *Combined sewers, *Planning, Water pollution sources, Pollution
abatement, Water quality control, Biochemical oxygen demand, Suspended solids,
Water purification, Waste water treatment
A020
DESIGN AND OPERATION OF RAIN SPILLWAYS AND RAIN OVERFLOW CATCHMENT
(Entwurf und Betrieb von Regenuberlaufen (Ru) und Regenuberlauf-
becken (RUB)),
Pfeiff, S.
Berichte der Abwassertechnischen Vereinigung e.V., No. 29, p 127-146, 1976. 11 fig.
Detailed description is given of the design and operation of rain spillways and rain
overflow catchment basins. Feed canals should have triangular or half-cup cross-sections
to prevent sludge sedimentation from back-water. The overflow dam should be at least
25 cm above the feed canal sole, and it should be as long as possible.
*Storm runoff, *Watersheds (basins), *Spillways, *Design criteria, *0perations,
Overflow, Canal construction, Precipitation (atmospheric), Water storage, Dam
construction
15
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A021
URBAN RUNOFF POLLUTION CONTROL—TECHNOLOGY OVERVIEW,
Field, R., Tafuri, A. N., and Masters, H. E.
Storm and Combined Sewer Section,
Waste Water Research Division,
Municipal Environmental Research Laboratory,
Edison, New Jersey.
1977. 103 p, 23 fig, 17 tab, 273 ref. Technical Report EPA-600/2-77-047.
An overview was presented of methods for handling and treating urban runoff and the
pollution problems which result from it. Discharge types considered were combined
sewer overflows, storm drainage in separate systems, and overflows from infiltrated
sanitary sewers. The report describes completed work, ongoing work, and future work
needed to combat wet-weather flow pollution. Various study areas included user assist-
ance tools (instrumentation and computers), management alternatives, collection sys-
tem control, and storage and treatment. Highlights were presented from more than 150
research projects. Capital cost comparisons were provided for storm and combined sewer
control and treatment. In-line storage in Seattle was used to demonstrate a cost-
effective solution for urban runoff pollution control. Cost-effective control alterna-
tives for Des Moines were also considered in comparison with the costs of frequent vio-
lations of dissolved oxygen standards.
*Urban runoff, *0verflows, *Combined sewers, Water quality, Pollution abatement,
Sewage treatment, Waste treatment, Costs, Cost comparisons, Water management (applied),
Waste water treatment
A022
STORM WATER MANAGEMENT MODEL: LEVEL I—COMPARATIVE EVALUATION
OF STORAGE-TREATMENT AND OTHER MANAGEMENT PRACTICES,
Heaney, J. P., and Nix, S. J.
Florida University,
Gainesville,
Department of Environmental Engineering Science.
1977. 105 p, 24 fig, 13 tab, 18 ref, 2 append. Technical Report EPA-600/2-77-083.
A simplified method was presented for the evaluation of management practices in con-
junction with storage-treatment means of storm water pollution control. Section 208
planning requires procedures which are simpler than the EPA Storm Water Management
Model (SWMM), and four levels of management models were developed. A procedure for
the comparison of selected alternative control techniques was presented in this report.
Control options included storage and treatment, street sweeping, sewer flushing, and
catch-basin cleaning. The graphical solution technique described could evaluate these
factors in series and/or in parallel with one another. A reference area, Anytown,
U.S.A., with a population of 1,000,000 was incorporated In this evaluation. Final con-
clusions were based on a control cost function for the study area that presented the
optimal means of achieving a desired level of control. Application of the technique
to the hypothetical community Indicated the mix of treatment, storage, street sweeping,
and sewer flushing needed.
*Storm water, *Water management (applied), Drainage systems, Pollution abatement,
Analysis, Cost comparisons, Urban runoff, Storage requirements, Water treatment,
Evaluation
16
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A023
URBAN STORM WATER POLLUTANT LOADINGS: A STATISTICAL SUMMARY
THROUGH 1972,
Bradford, W. L.
URS Corporation
San Mateo, California.
Journal Water Pollution Control Federation, Vol. 49, No. 4, p 613-622, April, 1977.
5 tab, 18 ref.
A statistical study was undertaken to develop methods and information to aid prediction
of various pollutants in urban storm water. After a search of the literature, a list
of dependent and independent parameters was compiled. Data on dust and dirt loading
rates on street surfaces, and on pollutant counts in these solids, were analyzed
according to the chosen parameters. Several observations were noted. Few loadings and
parameter concentrations showed a consistent relationship to daily traffic patterns.
No relationship between pollutants and land use was found. It was concluded that the
data were insufficient or that such a pattern does not exist. The development of more
sophisticated methods was suggested.
*Pollutant identification, *Storm water, *Urban runoff, Analytical techniques, Sampling,
Watersheds (basins), Nutrients, Trace metals, Suspended solids, Coliforms, Water
pollution sources, Waste water treatment
A024
DEMONSTRATION OF VOID SPACE STORAGE WITH TREATMENT AND
FLOW REGULATION,
1976. 114 p, 30 fig, 11 tab, 22 ref, 4 append. EPA Technical Report EPA-600/2-76-272.
Void space storage was presented as a means of regulation and containment for combined
sewer overflows. The result was a reduction of pollution loads discharged to receiv-
ing streams. A two-year study considered system design, construction, and performance.
The prototype system was built in Akron, Ohio. A combined sewer drainage area of
188.5 acres was provided. A one million gallon void space retention tank received
excess flows. The excavated tank was lined with an impermeable membrane and filled
with inert matter. The waste water was stored in the void space of the media. After
the storm, stored water was gravity fed into interceptor sewers for further treatment.
The facility's top could be used as a park or recreational grounds. Other functions
of the tank include chlorination. The project cost $750,000 and projected costs for
other facilities were $0.30 to $0.35 per gallon. No detectable foul odors or flammable
gases were produced during the study period. Slime and algal growth in the media was
non-existent and there was no evidence of rodent or insect infestations. The facility
was not operated in an automatic mode. Some design changes were recommended, but the
concept could provide a practical and economical solution to pollution problems associ-
ated with combined sewer overflows.
*Combined sewers, *0verflows, *Storage, Design, Performance, Operation, Construction,
Treatment facilities, Storm water, Costs, Economics, Water pollution control,
Waste water treatment, Flow control
Void space storage
17
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A025
PROCEEDINGS OF WORKSHOP ON MICROORGANISMS IN URBAN STORMWATER,
Field, R., Olivleri, V. P., Davis, E. M., Smith, J. E.,
and Tifft, E. C., Jr.
Municipal Environmental Research Laboratory (Cincinnati),
Edison, New Jersey.
1976. 128 p, 28 fig, 42 tab, 47 ref. EPA Technical Report EPA-600/2-76-244.
The proceedings of a workshop on microorganisms in urban storm water were reported.
The major objective was to exchange EPA data on such microorganisms, in order to
understand their behavior and occurrence in urban storm runoff and combined sewer
overflow. Assay procedures for pathogenic microorganisms were reviewed. Studies were
conducted on the relationship between pathogenic and collform microorganisms. Disin-
fection and aftergrowth of microorganisms were investigated and viruses in storm water
were studied.
*Pollutant identification, *Microorganisms, *Storm water, *Urban runoff, *Bioassay,
Bacteria, Viruses, Disinfection, Analytical techniques, Water pollution control,
Waste water treatment, Pathogenic bacteria
A026
MICROORGANISMS IN URBAN STORMWATER — A U.S. ENVIRONMENTAL
PROTECTION AGENCY PROGRAM OVERVIEW,
Field, R.
Municipal Environmental Research Laboratory (Cincinnati),
Edison, New Jersey.
IN: Proceedings of Workshop on Microorganisms in Urban Stormwaters, 1976.
p 1-7, 6 ref. Technical Report EPA-600/2-76-244.
The analysis and disinfection of microorganisms in storm water is discussed. The
highly variable flow, temperature, pollutant load, and hydraulic quality of storm water
discharge makes the analysis and disinfection of microorganisms difficult. The direct
adoption of waste water analysis methods which utilize total coliform, fecal coliform,
and fecal streptococcus methods can produce misleading conclusions. On-site disinfec-
tant generation by raw materials' batching and electrolysis is necessary to economi-
cally provide the highly unpredictable quantities of disinfectant which are required.
High-rate disinfection means and disinfection facility designs to accommodate the
variable character of storm water should be developed.
*Microorganisms, *Storm water, *Pollutant identification, *Urban runoff, Analytical
techniques, Flow, Temperature, Loads (forces), Bioindlcators, Biological properties,
Physical properties, Chemical properties, Disinfection, Treatment facilities,
Economics, Waste water treatment, Pathogenic bacteria
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A027
STORM MANAGEMENT PROGRAM IS MODEL FOR OTHERS,
Debo, T. B., and Ulrich, B. 0.
Georgia Institute of Technology,
Atlanta,
Department of City Planning.
Public Works, Vol. 108, No. 7, p 60-62, July, 1977. 3 fig.
Urbanization and changes in land use have substantially altered the natural drainage
and vegetation patterns in the area of Columbus, Georgia. Construction in previously
undeveloped areas has led to increased surface runoff, sedimentation, stream-flow,
and stream bank erosion. The Columbus Storm Water Management Program (CSWMP) was de-
signed to establish guidelines and procedures to alleviate flooding, erosion, and
sedimentation and to protect existing natural areas. New computer techniques are used
to augment traditional methods. The first phase of the three phase program included
a comprehensive soils inventory and analysis to supplement existing data. The goal
of the second phase was to conduct hydrologic studies and to develop a comprehensive
erosion and sediment control program. The third phase of the program includes imple-
mentation of a two-part urban flood simulation model. The first component of the
model generates flood hydrographs and frequency estimates, while the second component
evaluates alternative flood mitigation measures using local physical characteristics
and economic data.
*Storm runoff, *Stream bank erosion, *Surface runoff, *Streamflow, *Flood routing,
Sedimentation, Erosion control, Planning, Model studies, Hydrologic models, Storm
water, Urbanization, Urban drainage
Columbus (GA), Columbus Storm Water Management Program (CSWMP)
A028
URBAN RUNOFF AND COMBINED SEWER OVERFLOW,
Field, R., Bowden, R., and Rozgonyi, K.
Environmental Protection Agency,
Wastewater Research Division,
Edison, New Jersey.
Journal Water Pollution Control Federation, Vol. 49, No. 6, p 1095-1104, June, 1977.
116 ref.
A literature review is presented of the various aspects related to the control and
treatment of storm water discharges and combined waste water overflows from urban areas.
Various methods for determining the quantity and quality of urban runoff are discussed,
including descriptions of field and laboratory studies. Hydrologic studies and math-
ematical models for simulation of storm and combined sewer systems are considered for
urban watershed management. The use of Infiltration-flow analysis and flow meters is
outlined for sewer system management and evaluation. Previous studies of construction
costs for combined sewer overflow treatment plants and erosion control programs are
described.
*Storm runoff, *Storm drains, *Combined sewers, AUrban runoff, *Infiltration,
Mathematical models, Hydrologic studies, Overflow, Flow control, Flow measurement,
Runoff, Urban runoff, Urban hydrology, Waste water treatment, Water Pollution
Control Federation
19
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A029
METHODOLOGY FOR EVALUATING THE COST OF URBAN STORMWATER
QUALITY MANAGEMENT,
Heaney, J. P., and Hasan, S. H.
Florida University,
Gainesville,
Department of Environmental Engineering Sciences.
In: Applications of Stormwater Management Models 1976, 1977. p 15-33, 3 fig,
2 tab, 14 ref. Technical Report EPA-600/2-77-065.
Procedures used during an EPA-sponsored study to estimate the nationwide cost of treat-
ing combined sewer overflows and storm water runoff are described. The EPA Storm Water
Management Model (SWMM) was used to simulate a single storm event for a single catch-
ment area for each of five cities in the U. S. The HEC STORM model was used to estimate
hourly precipitation, runoff, and discharge rates for projections of the total volume
of storm water treated for a specified size of storage unit and treatment rate. Results
were used to derive storage-treatment isoquants. Mathematical derivations and proce-
dures for adjustment according to treatment efficiency are given for the calculated
isoquants. Formulas are given for the estimation of costs for storm water management
based on quality control. Potential savings due to multipurpose planning and the in-
tegration of wet- and dry-weather treatment are considered.
*Costs, forecasting, *Storm water, *Combined sewers, *Model studies, Urban runoff,
Mathematical models, Mathematical studies, Cost comparisons, Storm runoff, Water
quality, Waste water treatment
Storage-treatment isoquants, STORM, SWMM
A030
SHORT COURSE PROCEEDINGS - APPLICATIONS OF STORMWATER
MANAGEMENT MODELS, 1976,
1977. 434 p, 80 fig, 41 tab, 176 ref. Technical Report EPA-600/2-77-065.
This short course, held in Chicago, Illinois on July 18-23, 1976, focused on the role
of mathematical models and simulations in storm water management. The U. S. EPA
Storm Water Management Model (SWMM) is discussed in detail. Applications of other
models, including FILTH, STORM, and USLE, are also considered. Topics discussed in the
eleven papers presented include cost assessments for storm water management planning
programs; a description of program blocks, data requirements, and capabilities of SWMM;
various criteria for the selection of storm water management models; methods for proper
collection of field data for model input; and sample applications of model use.
*Mathematical models, *Federal Water Pollution Control Act, *Storm water, Model studies,
Water management (applied), Storm runoff, Planning, Management, Urban runoff,
Legislation, Cities, Waste water treatment
Storm water management, SWMM, STORM, FILTH, USLE
20
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A031
THE SWIRL CONCENTRATOR FOR EROSION RUNOFF TREATMENT,
Sullivan, R. H., Cohn, M. M., Ure, J. E., Parkinson, F. E.,
and Zielinski, P. E.
1976. 74 p, 46 fig, 5 tab, 6 ref, 1 append. Technical Report EPA-600/2-76-271.
The applicability of the swirl solids-liquid separator has been examined for the re-
moval of suspended solids from storm water erosion flows. The swirl concentrator con-
sists of a circular flat-bottomed basin which contains an internally-supported overflow
weir, flow spoilers, a concentrate discharge take-off, and a baffled inlet. A cattle
watering tank is suggested as a possible swirl concentrator basin. In a series of 62
performance tests, the swirl concentrator reduced the volume of grit-containing waste
water by 14-50%. The desilted or clarified effluent could be discharged directly to
receiving waters provided erosion solids met existing standards, while the concentrated
grit-containing portion could be directed to settling ponds for later disposal. Further
studies and possible design modifications on the prototype are suggested to establish
standards for future use of the swirl concentrator in the treatment of erosion runoff
wat er s.
*Separation techniques, *Erosion control, *Storm runoff, *Suspended solids, Silting,
Soil erosion, Surface runoff, Flow rates, Overflow, Waste water treatment, Storm
water, Equipment, Design, Research and development, Model studies
*Swirl concentrator, Erosion runoff
A032
ENHANCEMENT OF HIGH-RATE DISINFECTION BY SEQUENTIAL ADDITION
OF CHLORINE AND CHLORINE DIOXIDE,
Tifft, E. C., Moffa, P. E., Richardson, S. L., and
Field, R. I.
O'Brien and Gere Engineers, Incorporated,
Syracuse, New York.
Journal Water Pollution Control Federation, Vol. 49, No. 7, p 1652-1658, July, 1977.
2 fig, 9 tab, 10 ref.
Combined waste water overflows due to use of interceptor sewer systems for both normal
waste waters and storm water runoff are a major source of microbial contamination of
surface waters. Several methods for the high-rate point source treatment of microbial
contamination have been investigated. As the cost, availability, and possible carcin-
ogenicity of chlorine may restrict future disinfection by chlorine alone, the use of C102
in combination with C12 has been considered. In laboratory studies to determine the
approximate dosages of C12 and C102 necessary to adequately reduce the microbial count,
C12 and C102 were applied individually and sequentially during single- and two-stage
studies on a simulated combined waste overflow. The treatment method Included fine-
mesh screening prior to disinfection. Two full-scale facilities were used to verify
findings. Studies concluded that C102 at 12 tug/liter had the same bacterial and viral
killing capacities as C12 at 25 mg/llter in two minutes contact time. In a two-stage
addition treatment, C12 at 8 mg/liter followed by C102 at 2 mg/liter also accomplished
the same disinfection as C12 at 25 mg/liter. Although the effects of the chlorite ion
as a byproduct of disinfection with C102 are not known, it is suggested that the use
of C102 in conjunction with C12 to enhance disinfection may significantly reduce treat-
ment costs.
*Disinfection, *Chlorination, *Combined sewers, *0verflow, Storm water, Bactericides,
Waste water treatment, Water Pollution Control Federation, Model studies
*Chlorine dioxide
21
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A033
PLANNING FOR URBAN STORMWATER CONTROL,
Fell, W. J.
Fell Brusso Bruton and Knowles, Incorporated,
Engineers, Architects, Planners,
Tulsa, Oklahoma.
Public Works, Vol. 108, No. 8, p 81-85, August, 1977. 4 fig, 2 tab.
The elements of hydrograph construction and the use of hydrographs are discussed with
respect to storm water management and the Soil Conservation Service (SCS) unit hydro-
graph. Hydrographs are graphical presentations of storm flow or discharge rates with
respect to storm duration, with the unit hydrograph representing the flow from one inch
of rainfall over the entire catchment area. The Soil Conservation Service (SCS) unit
hydrograph relates ratios of discharge and time, the shape of the curve being determined
by field observations from actual watershed flows. Applications of the unit graph in
constructing discharge hydrographs for actual storms are discussed. A series of equa-
tions relating rainfall, peak discharge, time to peak, and runoff is presented. An
area of 160 acres in Tulsa, Oklahoma is used in a numerical example for hydrograph
c ons true t ion.
*Unit hydrographs, *Rainfall-runoff relationships, Watersheds (basins), *Storm water,
*Hydrologic data, Duration curves, Discharge (water), Hydrograph analysis,
Mathematical models, Runoff, Precipitation (atmospheric), Storms, Water management
(applied), Waste water treatment
Tulsa (OK)
A034
THE INVESTIGATION OF SEWER NETWORKS BY COMPUTER,
Cook, L. A., and Lockwood, B.
Proceedings of the Institution of Civil Engineers, Part 2, Vol. 63, p 481-494, June,
1977. 4 fig, 5 ref.
Computer-based algorithms have been used by the London Borough of Hammersmith to examine
the area's sewer system. The Sewcheck suite of programs and the Transport and Road
Research Laboratory (TRRL) method of hydrographic analysis were the major components of
the evaluation program. TRRL as used in Hammersmith was modified to produce hydraulic
gradients, provide line-printer output, characterize surcharge, allow for pipes with
oval and circular cross-sections, accept input data in a more compact form than the
original version, and minimize cost in operating the program. A series of flow charts
is provided to illustrate program logic. Calculated individual and cumulative surcharge
figures may be high because of program limitations on relaxation of pipes and storage
of storm water. Dry weather flow velocity should be checked for all new additions to
the sewer network. Recommendations for weir placement, pipe size, and pipe gradient
based on peak flow are presented. The size and other characteristics of the network
control operating costs for the hydrograph program, with a system of 110 pipes requiring
105,000 octal words of storage per run using a CDC 6600.
*Algorithms, *Computer programs, *Sewerage, *Storm runoff, *Hydrograph analysis,
Hydrographs, Analytical techniques, Storm drains, Sewers, Urban hydrology, Design
criteria, Water management (applied), Sewers, Drainage systems, Pipes, Mathematical
models, Waste water treatment
Borough of Hammersmith, London, England, TRRL
22
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A035
POTENTIAL VALUE OF TREATMENT OF URBAN STORMWATER,
Cordery, I.
New South Wales University,
Australia,
School of Civil Engineering.
The Institution of Engineers, Australia, Vol. CE 18, No. 2, p 60-63, 1976. 2 fig,
4 tab, 9 ref.
Storm water quality was examined for two sites in Sydney, Australia, to examine the
feasibility of storm water treatment. Flow rate, suspended solids, BOD, phosphate, and
ammonia were measured for approximately 100 water samples collected from 13 floods
within a catchment area. Analyses indicated that pollutant loads were highest during
the "first flush" of the storm and also tended to be higher during morning storms than
afternoon storms. Laboratory studies on settling for from 4 minutes to 24 hours as a
treatment method for storm water showed that suspended solids could be reduced by as
much as 87% with a settling time of only 15 minutes. A comparison of estimated an-
nual loads indicated that settling of urban runoff could produce effluent qualities
similar to those produced by tertiary treatment but at a much lower cost.
*Urban runoff, *Storm water, *Water quality, *Tertiary treatment, *Settling basins,
Suspended solids, Biochemical oxygen demand, Surface runoff, Water pollution sources,
Model studies, Waste water treatment
Storm water treatment
A036
WATER-QUALITY EFFECTS FROM URBAN RUNOFF,
Pitt, R., and Field, R.
Woodward-Clyde Consultants,
San Francisco, California.
Journal of the American Water Works Association, Vol. 69, No. 8, p 432-436,
August, 1977. 3 fig, 6 tab, 13 ref.
A hypothetical example was used to demonstrate potential problems and possible solu-
tions for urban storm water runoff. Hypothetical inputs, loading, worst-case storm
predictions, quality-quantity hydrographs, a comparison of storm water quality and
sanitary waste water effluent quality, effects on receiving waters, and costs of
required treatment were included in the example case study for a hypothetical city
of 100,000 people. Total solids concentration curves were calculated for receiving
waters using various storms simulated in the study. Oxygen sag curves were calculated
to show oxygen depletion in receiving waters caused by secondary treated sewage and
untreated urban runoff. Costs for treatment processes in use at various locations
within the United States are compared. Total waste discharge analysis, water quality
management planning, and more research on the long-term toxic effects of storm flow
were suggested to help solve urban runoff problems.
*Urban runoff, *Storm water, *Model studies, *Urban hydrology, *Water management
(applied), Cities, Oxygen sag, Water quality, Costs, Forecasting, Runoff forecasting,
Precipitation (atmospheric), Hydrographs, Sewage treatment, Waste water treatment
23
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A037
QUALITY OF URBAN FREEWAY STORM WATER,
Jodie, J. B.
In: Water Quality, Conduits, and Geometries. Transportation Research Record 556,
p 1-5, 2 fig, 2 tab, 9 ref.
The quality of storm-water runoff from urban freeways was monitored during a y^-long
sampling and testing program in Milwaukee County, Wisconsin. Sodium chloride, calcium
chloride, total solids, volatile total solids, suspended solids, volatile suspended
solids, 5-day BOD, total nitrogen, pH, total phosphorus, ammonia, fecal coliforms,
lead, dissolved oiygen, nitrates, and nitrites were measured for two storm water outfall
locations. Analyses indicated that parameter concentrations were higher during the
first hour of a rainstorm and tended to be very high during snowstorms. High salt
concentrations were observed during winter and spring. No significant differences in
storm water quality were observed between the two sampling stations. iotal solias,
suspended solids, and BOD were higher in storm water than in treatment plant effluent.
Parameter concentrations for the Milwaukee study and for other cities are listed.
Additional research into contamination by and treatment of urban runoff is suggested.
*Urban runoff, *Storm water, *Surface runoff, *Water pollution, *Model studies,
Data collections, Monitoring, Salts, Snow, Storms, Storm runoff, Cities
Milwaukee (WI)
A038
COUNTERMEASURES FOR POLLUTION FROM OVERFLOWS;
THE STATE OF THE ART,
Field, R., and Lager, J. A.
Storm and Combined Sewer Section (Edison, New Jersey),
Advanced Waste Treatment Research Laboratory,
National Environmental Research Center,
Cincinnati, Ohio.
1974. 38 p, 4 fig, 2 tab, 28 ref. Technical Report EPA-670/2-74-090.
A state-of-the-art review of treatment and control of storm water runoff and combined
sewer overflow is presented. Management alternatives including source controls, collec-
tion system controls, storage, and treatment are discussed. Methods of abatement for
urban runoff include retention, physical treatment, biological treatment, physical-
chemical treatment, disinfection, and integrated processes. Storage costs and cost
comparisons for different treatment alternatives are provided for various cities in the
United States. Legislation which supports the development of countermeasures against
the environmental impacts of urban runoff is examined, including the Federal Water
Pollution Control Act (FWPCA), 1972 amendments to the FWPCA, and state and local re-
quirements. Considerations in characterizing and evaluating storm water include simu-
lation models, nationwide assessment of urban runoff impacts, combined sewage sludge,
uniform procedures for analysis and evaluation of storm flow characteristics and treat-
ability, flow measurement, consideration of trace pollutants, and pathogen detection.
Methods of storm water treatment discussed include new sewer design, upstream impoundment,
catch basins, runoff attenuation by porous pavement, dual use facilities, swirl and
helical separators, and screening devices.
Storm water management
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A039
URBAN RUNOFF CHARACTERISTICS: VOLUME I ANALYTICAL STUDIES,
Pruel, H. C., and Papadakls, C. N.
Cincinnati University,
Ohio,
Department of Civil and Environmental Engineering.
1976. 338 p, 44 fig, 28 tab, 100 ref, 5 append. Technical Report EPA-600/2-76-217a.
Analysis and development of storm water management models are examined in the first
part of a two-volume series on analytical studies and field investigations for the
characterization of urban runoff and combined sewer overflows. Design storm hydro-
graphs were developed for use in mathematical models which simulate urban runoff for
design and analysis of sewer systems. Precipitation duration and intensity for a
Cincinnati, Ohio, watershed were used to calculate synthetic storm patterns for seven
selected design frequencies. Infiltration capacity curves for runoff prediction are
derived. The University of Cincinnati Urban Runoff Model (UCUR), which contains sub-
models for infiltration, surface retention, overland flow, gutter flow, and sewer
routing, is described. A general description, verification, and testing of the EPA
Storm Water Management Model (SWMM) on the Bloody Run catchment area in Cincinnati,
Ohio, are provided. Various methods for determining urban storm water runoff were
tested and compared: empirical methods, the Los Angeles Hydrograph method, Izzard's
method, the Chicago Hydrograph method, the Inlet method, the Unit Hydrograph method,
the RRL method, the UCUR model, and the SWMM model. Appendices include data card
preparation, testing data, typical input and output for SWMM, and a copy of the program
for the UCUR model.
*Urban runoff, *Storm water, *Water management (applied), *Hydrologic data,
*Forecasting, *Rainfall-runoff relationships, Hydrograph analysis, Mathematical
models, Computer models, Combined sewers, Sewerage, Overflow, Storm runoff,
Urban hydrology, Water pollution sources
Storm water management models, SWMM, UCUR, Cincinnati (OH)
A040
URBAN RUNOFF CHARACTERISTICS: VOLUME II - FIELD INVESTIGATIONS,
Preul, H. C., and Papadakis, C. N.
Cincinnati University,
Ohio,
Department of Civil and Environmental Engineering.
1976. 769 p, 424 fig, 314 tab. Technical Report EPA-600/2-76-217b.
Field investigations on urban runoff in Cincinnati are described in the second part
of a two-volume series on characterization of urban runoff and combined sewer overflows.
The Bloody Run Sewer System encompasses approximately 2,380 acres of a combined sewer
watershed. Data on the physical characteristics of the watershed are provided. The
watershed was divided into 37 subareas for study purposes according to topography,
zoning, land use, and sewer network. Manhole locations and the size, slope, and length
of sewer pipes are listed for each of the 37 subareas. Five storm and six dry weather
flow stations were set up to collect flow quantity and quality data. Storm runoff
samples were collected at the five monitoring stations from October 29, 1970 to June
28, 1972. Laboratory analyses were carried out for total solids, suspended solids,
volatile suspended solids, biochemical oxygen demand, chemical oxygen demand, chlorides,
and pH. Runoff quality and quantity data are provided for individual storms during
the study period. Information collected was used to evaluate storm water management
models developed by EPA and the University of Cincinnati.
*0n-site investigations, *0n-site data collections, *Urban runoff, *Storm water,
*Storm runoff, Water pollution sources, Water quality, Combined sewers, Sewerage,
Watersheds (basins), Cities, Watershed management, Monitoring, Precipitation
(atmospheric), Model studies, Overflow, Sampling, Hydrologic data, Waste water
treatment
25
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SEWER SYSTEMS
B001
TANKS OF PANEL CONSTRUCTION,
Water and Waste Treatment, Vol. 19, No. 7, p 26, July, 1976.
A Dlapac sewage treatment unit constructed of modular tank panels Is described. The
Diapac unit consists of two tanks, each designed for both aeration and clarification.
Since tank construction is based on the use of modular tank panels which are pre-
fabricated and produced in standard size, erection of the tanks consists of a simple
bolting up and sealing operation. The tanks can also be taken down and installed
at another site with relative ease.
*Sewage treatment, *Aeration, *Equipment, ^Construction, ''Materials, Materials
engineering, Waste water treatment
Clarification tanks, Aeration tanks
B002
CONSTRUCTION OF GOSCOTE SEWAGE PUMPING STATION,
Cooper, M. L.
Proceedings of the Institution of Civil Engineers, Vol. 60, Part 1, p 345-365,
August, 1976. 16 fig, 3 tab, 8 ref.
The construction of a substructure for a raw sewage pumping station in Great Britain
is described. The substructure consisted of a circular cofferdam (38 m in diameter
and 15 m deep). The notable feature of the substructure was the employment for the
first time at such a large scale of a precast concrete bolted segmental lining.
Although the circular cofferdam had the disadvantage of requiring a relatively large
amount of over-excavation and backfilling, it had the overwhelming advantage of
providing an unobstructed working space. Specific details of the design and con-
struction of the cofferdam are presented.
*Sewage treatment, *Pumping plants, ''Construction, *Structural design, *Concrete
structures, Design criteria, Treatment facilities, Materials
26
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B003
AUSTIN'S 11 MILE SEWER TUNNEL REFLECTS SOUND ECONOMIC,
ENVIRONMENTAL ALTERNATIVES,
Eldridge, A. M.
City of Austin,
Austin, Texas,
Construction Management Department,
Civil Engineering-ASCE, Vol. 46, No. 8, p 52-55, August, 1976. 1 fig.
An 11-mile, $20 million continuous sewer tunnel which extends across the city of
Austin, Texas is described. The sewer tunnel is designed to serve as a sanitary
sewer and obviates about 98,000 ft of relief sewer construction work. Anticipating
a maximum flow rate of 131 million gallons/day for the year 2020 and an allowable
slope of about 0.00066, the lower end of the tunnel is sized for a finished diameter
of 96 in. Maximum velocity is expected to be about 4.6 ft/sec at the maximum future
flow rate. The tunnel is fitted in places with removable cunnette inserts which
provide the hydraulic characteristics of a 24-inch pipe for low flow conditions.
Measures being taken to prevent hydrogen sulfide buildup in the tunnel along with
the usually associated problems of odors and corrosion include: the provision of
air-excluder gates at each inlet shaft and the use of specially designed inlet vor-
tex chambers, T-lock polyvinyl chloride lining, and limestone coarse aggregate for
the 12-inch concrete lining of the tunnel. In addition to relieving many existing
sewers from periodic overflows, the all-gravity flow design of the crosstown inter-
ceptor reflects substantial long-range savings over the more conventional cut and
cover alternative.
*Sewers, *Tunnels, ^Interceptor sewers, *Municipal wastes, *Construction, Tunnel
design, Tunnel construction, Hydraulics, Sewage treatment, Hydrogen sulfide, Odor,
Corrosion, Design criteria, Tunnel linings, Materials, Flow, Liquid wastes, Cities,
Texas
BO 04
THURROCK BEATS PEAT WITH PILED PIPES,
Appleton, B.
New Civil Engineer, Vol. 19, No. 207, p 24, August, 1976.
The installation of new sewers supported by piles in an area where old sewers were
adversely affected by peat layers up to 11 meters deep which overlay weathered chalk
is described. Piling was decided upon since any form of conventional bedding would
eventually settle unevenly as the peat alternately swelled and shrank with movements
in the water table. Construction was simplified by selecting just two pile spacings
(5 m and 10 m), two pipe diameters (300 mm and 450 mm), and a constant beam depth
(1 m). Beam widths were 600 mm for the smaller pipe diameter and 750 mm for the
larger pipes. The problem of supporting the pipe inside a reinforcement cage during
concreting was solved by using a Williams form tie fastened at one end to a circular
clamp around the pipe and at the other end to a worm thread adjuster clamped to a
modified horizontal Acrow prop. Spaced at 1.2 m centers, the brackets allowed any
deflection of the pipe to be corrected during concreting.
*Sewers, *Construction, *Design criteria, *Peat, *Piles (foundation), Hydraulic
structures, Conveyance structures, Foundation failure, Foundations, Pipes,
Geology, Conduits
27
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B005
MODEL FOR LAYOUT AND DESIGN OF SEWER SYSTEMS,
Mays, L. W., Wenzel, H. G., Jr., and
Liebman, J. C.
Texas University,
Austin,
Department of Civil Engineering.
Journal of the Water Resources Planning and Management Division-ASCE, Vol. 102,
No. WR2, p 385-405, November, 1976. 7 fig, 1 tab, 24 ref.
A heuristic optimization model for simultaneously determining minimum cost layouts
and designs of sewer systems is described. The heuristic optimization model is
developed as a screening model consisting of two conjunctive phases: a combined
layout and design model and a design model for given layouts. The combined layout
and design model is an optimization procedure which uses a connectivity model for
selecting the least-cost network configuration from a finite set of alternatives
for each stage. The model for given layouts is used to compute the optimal design
of the layouts generated in the combined model. The screening model can be effi-
ciently used for large-scale sewer systems and can be extended for storm sewer de-
sign to include risk considerations. Computer storage requirements for large-scale
systems are relatively small so that slow core memory is not needed. Approximately
268k bytes of storage are required for a system of 200 manholes.
*Mathematical models, *Sewers, *Cost-benef it analysis, *Model studies, *Drainage
systems, Hydraulic structures, Conveyance structures, Computer models, Computer
programs, Optimization
BOOS
TEST NEW SEWERS WITH LOW-PRESSURE AIR,
Foster, W. S.
American City and County, Vol. 91, No. 10, p 102, October, 1976.
A low-pressure air test for determining the integrity of newly constructed sewers is
described. Under the test procedure, the sewer line should be flushed and cleaned
with the interior walls moist. The line should be plugged, including the laterals
and outlets. Air under pressure is then introduced to a point where the pressure
at the test line registers 4.0 pounds/sq in and is then allowed to stabilize until
it reaches a figure of 3.5 pounds/sq in or slightly above. The pressure drop over a
specified test period is then recorded; if the pressure drops more than 1 pound/sq in,
the line has failed. The specified test period is determined by the following equa-
tion: test time equals (0.085 times the nominal inside pipe diameter)/permissible
air loss per sq ft of internal pipe surface. The test time is established on an
allowable air loss of 0.003 cu ft/min per sq ft of internal pipe surface with the
following restrictions: minimum significant air loss is 2.0 cu ft/min and maximum
total allowable air loss is 3.5 cu ft/min. Sewers should be air tested before and
after backfill in order to assess the integrity of the installed material and the
construction procedures.
*Sewers, *Constructlon, *Testing procedures, *Pressure, ^Hydraulic structures,
Conduits, Conveyance structures, Pipes
28
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B007
EMERGENCY REPAIR OF A DEEP STORM SEWER LINE,
Weis, D. M.
Assistant Village Manager's Office,
Whitefish Bay, Wisconsin.
Public Works, Vol. 107, No. 9, p 76-77, September, 1976. 3 fig.
The emergency repair of a 60-inch monolithic concrete storm sewer in imminent danger
of collapse is described. The sewer discharges into Lake Michigan, emerging from a
bluff in a head wall a short distance from the shore line. A slippage had occurred
along the face of the bluff about 110 ft inland from the head wall and extended
laterally about 600 ft. This resulted in a shear failure in the sewer along the
apparent fault line of the slippage. The existence of the fault was unsuspected un-
til the face of the 90-foot high bluff suddenly dropped a total of 2 ft at the rate
of 3-6 in/day. Temporary repair of the sewer with a 48-inch diameter, 3/8 in steel
liner plate was performed. Sections of the liner were assembled on the outfall
apron, attached to a cable extending through 287 ft of sewer and up to a manhole
where a crane could pull the completed pipe or liner into place at the point of the
break. A gap of about 1.5 in at the joint of the dropped section was closed by weld-
ing. A concrete transition section was poured to anchor the liner, and the front
20 ft was grouted with mortar. A bulkhead was made at the lake end to hold the pea
gravel. The remaining annular space was filled with pea gravel or torpedo sand.
"Sewers, "^Repairing, "Storm water, ^Concrete structures, ^Hydraulic structures,
Materials, Linings
BOOS
PRECAST SEGMENTS SPEED INSTALLATION OF THUNDER BAY SEWER,
Engineering and Contract Record, Vol. 89, No. 10, p 22-23, October, 1976.
The use of non-reinforced precast concrete segments for an 85-inch diameter section of
the Neebing-Mclntvre sanitary trunk sewer in Thunder Bay, Ontario is reported. The
main advantage of the system is that both the primary lining and secondary poured con-
crete section usually used in soft ground are replaced by a. one-step installation of
segments. One tunnel ring consists of four segments, each 4.33 in thick, 39.3 in
long, and weighing 1000 pounds. They are erected by a mechanical arm attached to a
97-inch mole. The rate of advance is as much as 50 ft of finished tunnel per 8-hour
shift. Materials handling is essentially the same as in conventional tunneling sys-
tems. One major difference is that the segments are considerably larger, and it is
thus necessary to exercise greater care to ensure that they do not obstruct the
tunnel passageway or foul the conveyor support assembly.
*Sewers, *Tunneling, *Construction, ^Concrete pipes, *Hydraulic structures,
Municipal wastes, Conveyance structures, Materials
29
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B009
THE DESIGN AND CONSTRUCTION OF A SCREENING AND PUMPING STATION
AND AN OUTFALL FOR THE DISPOSAL OF SEWAGE FROM BRIGHTON AND HOVE,
Osorio, J. D. C.
The Public Health Engineer, Vol. 4, No. 5, p 131-137, September, 1976. 4 fig, 6 ref.
Design and construction details of a screening and pumping station and an outfall for
the disposal of sewage from Brighton and Hove (Great Britain) are described. The gen-
eral scheme involves: an outfall long enough to ensure that sewage cannot reach the
beach areas of the above communities until dilution and action of the sea water on
sewage bacteria have reduced pollution to an acceptable level, pumps to allow the
intercepting sewer to discharge freely at all times, and screens and ancillary^equip-
ment for the removal of sewage solids. The pumping and screening plant is designed
for a 4000-liters/sec flow, and the outfall and diffuser system is designed to accept
6800 liters/sec, six times the anticipated average dry-weather flow. The screening
plant should be capable of handling 2500 kg of dry solids/day. Screening is removed
from the fine screens by water jets, and grit removal from tanks is by chain and bucket
scrapers. The outfall tunnel is 2.3 meters in internal diameter and 1830 meters long
and is lined with Kinnear Hoodie Rapid smooth bore segments. Infiltration of ground-
water is controlled by injecting rapid hardening cement grout through holes drilled
ahead of the face.
*Pumping plants, ^Screens, *0utlets, *Sewage disposal, ^Treatment facilities,
Equipment, Construction, Design criteria, Liquid wastes, Suspended solids, Waste
water treatment, Waste disposal, Flow, Hydraulics, Municipal wastes
B010
DILUTION AND DESIGN,
Agg, A. R.
Water and Waste Treatment, Vol. 19, No. 7, p 33, July, 1976. 2 fig, 1 ref.
A method for designing outfalls for the discharge of sewage or industrial wastes to
the sea is described which is based primarily on initial dilution and the transit
times from the outfall to the area of concern. The design procedure assumes a demand
for very high initial dilution factors if the release is close to the beach and pro-
gressively lower demand factors as the outfall is extended offshore. The design
length for the outfall is given by the intersection of a curve for the dilution which
can be attained with the flow of sewage and depths of water with a curve representing
the demand for dilution. Calculations based on the above design procedure indicate
that a system with 10 outfalls reduces the length of the outfall required by about 50%.
*0utlets, *Design criteria, *Waste water disposal, Conveyance structures, *Hydraulic
structures, Mathematical models, Sewage disposal, Industrial wastes, Liquid wastes,
Waste disposal
30
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BOH
PLASTIC LINING OVERCOMES RBGGED TERRAIN,
Dairawood, J. F.
Bement-Dainwood-Sturgeon,
Civil Engineers,
San Diego, California.
Public Works, Vol. 107, No. 9, p 100-101, September, 1976.
The use of plastic lining to overcome exfiltration and infiltration problems associated
with a 55-year-old, 6-inch concrete sewer line running through rocky terrain in the
city of La Mesa, California is described. The repair project involved pulling heat-
fused lengths of flexible polyethylene pipe (inside diameter of 4.75 in) through the
old line. The pipe was supplied to the job-site in 38-foot sections and heat-fused in
lengths necessary to extend from the lead-in pit to pull point. Lateral connections
were made with polyethylene plastic saddles and jointed to the existing lateral with
mechanical couplings. Manhole-main connections were made with a special grout and
existing manholes were not damaged. The city elected to manage the work Itself, con-
tracting out only those portions of the project which their own forces could not handle.
The final cost to complete the project was $40,000 for the 3400-foot sewer run.
*Sewers, *Repair±ng, *Plastic pipes, *Hydraulic structures, *Brainage systems,
Conduits, Conveyance structures, Cities, Materials, Construction, Costs, California
La Mesa
B012
FLOW DATA COLLECTION FOR INFILTRATION-INFLOW ANALYSIS,
Maynes, J. S.
Whitman, Requardt and Associates,
Baltimore, Maryland.
Journal Water Pollution Control Federation, Vol. 48, No. 8, p 2055-2061, August, 1976.
2 fig, 4 ref.
An analysis of the cost-effectiveness of continuing to transport and treat inflow
(leakage from surface run—off resulting from rainfall) and infiltration (leakage origin-
ating from the groundwater table) versus eliminating these flows through a rehabilita-
tion program was performed for the Baltimore, Maryland area over a 20-year planning
period. The amount of infiltration was determined by comparing the observed average
daily flows with computed flows, and inflow was determined by comparing the observed
peak flow rate resulting from rainfall with the flow rate from a twin-day comparison.
The annual flow records for two treatment plants In the area revealed that infiltration
composed about 30% of the average daily flow, while infiltration flows for pumping
stations ranged between 1-62%. In general, It appeared to be more economical to con-
tinue to transport and treat these infiltration flows rather than to identify and
correct the sources. An exception to this Involved several pumping stations which re-
quired three or more repumping operations downstream before the flow arrived at the
treatment plant. Inflow quantity, on the other hand, was found to equal one-half of
a station's pumping capacity. It generally appeared to be more cost-effective to correct
sources contributing to extraneous flows in valleys that were currently fully developed
and did not have relief interceptors planned.
*Cost-benefit analysis, *Inflow, *Infiltration, *Treatment facilities, *Leakage,
Surface waters, Groundwater, Flow, Cities, Urban runoff, Runoff, Pumping plants,
Maryland
31
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B013
MECHANICAL MOLE BURROWS SEWER TUNNEL,
Public Works, Vol. 107, No. 11, p 62-63, November, 1976. 1 fig.
The use of a boring machine to create a sewer tunnel in Quincy, Illinois, was evaluated.
With this machine, it was possible to build a tunnel with 50 percent increased sewage
outflow capacity at no additional costs. Safety margins were greater and the problems
associated with blast and drill methods were avoided. The machine bored a. tunnel
8 feet, 2 inches, by 5 feet, 3 inches wide as compared to an 8-foot diameter tunnel
originally planned. With this method, damage to surrounding rock by blasting was
avoided. The horseshoe shape of the bored tunnel allowed additional height for main-
tenance headroom and the smaller arch gives the tunnel greater strength and stability.
Tunnel construction proceeded at rates similar to conventional drill and blast methods
while overbreak and fracturing due to blasting were avoided. The operation of the
machine was similar to a milling machine that shaves metal surfaces.
*Sewers, *Construction equipment, *Safety, *Tunnelling machines, *Tunnelling, Costs
B014
CONDUCTING SEWER SYSTEM EVALUATIONS FOR SMALL SYSTEMS,
Darnell, P. E.
Water and Sewage Works, Vol. 123, No. 11, p 68-71, November, 1976.
Various aspects of an Infiltration/Inflow Analysis were described. This analysis ap-
plied to sewer systems with a total installed length of lines of 200,000 ft or less.
Its function was to determine system susceptibility to excessive infiltration/inflow.
Detailed descriptions were given for the three phases of analysis (evaluation survey,
physical survey, and data analysis). Accurate flow data was a prime prerequisite in
making all determinations. Smoke testing for leaks, observation during a rainfall or
a rainfall simulation, and monitoring of groundwater levels in the system were impor-
tant considerations. Preliminary data analysis involved an estimation of the quantity
of water needed in a line section to justify costs of cleaning, inspecting, and re-
habilitating the line. Consideration was also given to the option of replacement
work. This was followed by a preparatory cleaning and internal inspection of the lines.
Advantages and disadvantages of cleaning systems were compared. These activities were
followed by an evaluation survey and the preparation of cost estimates for needed work.
*Sewerage, *Sewers, *Infiltration, *Inflow, *Evaluation, Data processing, Analytical
techniques, Monitoring, Inspection, Cleaning, Repairing, Surveys, Cost analysis, Flow
*Infiltration/inflow
32
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B015
DUCTILE IRON PIPE SOLVES A TOUGH SEWER PROBLEM AT
JIMERSON CREEK,
Stroud, T. F.
Ductile Iron Pipe News, p 9-11, Spring-Summer, 1976.
Ductile pipe was used to replace deteriorated sewer piping at Jimerson Creek near
Little Rock, Arkansas. Ductile iron pipe was chosen because of its ability to with-
stand harsh bedding conditions without breaking and the protection it provides against
large rocks and other debris in the Creek. Permanence and low-maintenance needs were
also prime considerations. Rubber-gasketed joints helped to eliminate infiltration/
inflow which had been a problem with the older concrete mortar joints previously used.
Completed in 1975, the ductile iron line performed much as expected.
*Sewerage, *Pipelines, *Iron, Maintenance, Waste water treatment, Infiltration,
Inflow, Joints (connections), Construction materials
*Ductile iron pipe, Rubber gaskets
B016
INNOVATIONS IN SEWER DESIGN AND CONSTRUCTION,
Willis, D. L.
Edward H. Richardson Associates, Incorporated,
Consulting Engineers,
Newark, Delaware.
Public Works, Vol. 107, No. 11, p 44-47, November, 1976.
A trenchless sewer construction demonstration (E.P.A. Project No. S-800690) was de-
scribed. The project's purpose was the development of construction techniques in
which it would not be necessary to have a man enter a construction trench. Another
design intent was the redefinition of relative factors such as manhole needs and
design. Bethany Beach, Delaware, was chosen as the demonstration site. Preliminary
cost studies projected as much as 25 percent savings over traditional construction
methods. The machinery involved plows open an earth section and pulls in a length of
polyethylene pipe. There were minor problems with pipe tension, "floating" pipes,
and cold-weather brittleness of the PVC pipes. The fiscal savings and safety aspects
of this construction method are expected to make it an attractive alternative to more
traditional procedures.
*Sewerage, *Manholes, *Cost analysis, *Plastic pipes, Construction equipment,
Construction costs, Delaware, Pipelines, Safety factors
*Trenchless sewers
33
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B017
PRECAUTIONS TO BE TAKEN IN THE CONSTRUCTION AND MAINTENANCE OF
WATER SUPPLY AND SEWER SYSTEMS (Precautions a prendre dans la
construction et 1'entretien des reseaux d'aqueduc et d'egout),
Asselin, Yvan
Eau du Quebec, Vol. 9, No. 3, p 8-9, August, 1976.
A survey performed on the water treatment practices of the .155 towns in Quebec with
populations of 5000 or more revealed that the levels of inspection and cleaning ot
water lines were generally low. Improvements in quality and service could be achieved
by checking valve operation at least twice a year, checking operation of street foun-
tains three or four times a year, cleaning the water lines at least twice a year,
checking the sewage lines regularly and cleaning them at least twice a year, and seek
ing and eliminating leakage. Application of modern construction techniques can elim-
inate many potential or actual problems; these techniques include proper preparation
of the pipe beds, packing a filler around the pipes, sealing the joints with rubber,
providing inspection points with constrictions to maintain flow speeds, ensuring easy
access to inspection sites, firmly connecting the cesspools, providing for electrical
conductivity of water supply lines, selecting optimal valves, and establishing proper
anchoring and drainage for street fountains. Modern devices are available for leakage
and continuity detection.
ASurveys, "Inspection, *Maintenance, '"Water supply, *Sewerage, Water distribution
(applied), Pipelines, Valves
Fountains, Quebec, Canada
B018
INFILTRATION/INFLOW IMPROVEMENTS IN THE OYSTER BAY
SEWER DISTRICT,
Albanese, R. H.
Holzmacher, McLendon and Murrell,
Melville, New York.
Water Pollution Control Federation Highlights, Vol. 13, No. 9, p Dl, D6-8,
September, 1976. 2 fig.
The program used by the Oyster Bay Sewer District of Long Island, New York, to correct
their infiltration/inflow problem was discussed. The area is composed of a low-lying
harbor and hillier areas to the east, south, and west. The original plant was re-
placed by a trickling filter plant in 1965. In 1966, an infiltration/inflow study was
conducted revealing a structurally sound system needing partial replacement to reduce
infiltration/inflow. Only 20-30% of the system and some significant leaks needed
repair,, A major salt water lake which discharged salt water into the system was
discovered. A modified Phase I study was done in 1974 which indicated that 20-30%
of the system contained 75-80% of the total infiltration/inflow. Pilot cleaning in-
dicated that all hydraulic cleaning equipment should have a minimum flow of 227 liters
per minute (60 gpm); that sewers being cleaned should be less than one quarter full;
that sand traps should be used in all manholes downstream of lines being cleaned;
that heavy sand deposits are best removed by bucket machines; and that "bee liners"
should not be used. A pilot grouting program revealed that air testing of each joint
is required in spring areas to prevent the spring from entering the sewer at an ad-
jacent joint; that sealing joints in these areas tends to cause a buildup of ground
water which appears as a leak In an adjacent manhole; and that sealing visible leaks
under static groundwater conditions eliminates infiltration.
*Infiltration, *Inflow, *New York, *Sewers, *Programs, Public utility districts,
Harbors, Topography
*Inf11tration/inflow
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B019
OUTFALL HAS UNUSUAL ADMINISTRATION,
Milgram, 0.
Elson T. Killam Associates,
Millburn, New Jersey.
Water and Wastes Engineering, Vol. 13, No. 11, p 56, 58, 62-63, November, 1976.
2 fig, 1 tab.
The Monmouth County (New Jersey) regional outfall serves twelve communities and diverts
treated effluent from environmentally sensitive bays to the Atlantic Ocean. The system
includes an ocean section (48 in. diameter), two land sections (48 and 42 in. diame-
ters), and two (8.0 mgd) pump stations and retention basins. Treated effluent from
three regional treatment plants is received by the Outfall Authority and pumped to the
ocean by a common force main. Retention basins are also used as overflows and high
flow conditions are handled by using standby outfall pumps and storage capacity of the
retention basins. Natural basin sedimentation helps to improve effluent quality. The
ocean section is protected by exterior and interior epoxy coatings and a mortar and
mesh cover. Model testing was used to determine final design location. Financing was
by a combination of federal, state, and county funding. Actual project costs have
exceeded projections by only 5%. The system is now automatically operated, and only
routine service and maintenance are required. An automatic sampling station monitors
effluent quality. The system may, in the future, be adapted to advanced waste treat-
ment methods and reuse schemes.
*0utfall sewers, *Automatic control, *Waste water treatment, *Sewage effluent,
*Sewerage, Outlets, Administration, Bays
Monmouth County, (NJ)
B020
OPTIMAL DESIGN OF MULTILEVEL BRANCHING SEWER SYSTEMS,
Mays, L. W., and Wenzel, H. G., Jr.
Texas University at Austin,
Austin,
Department of Civil Engineering.
Water Resources Research, Vol. 12, No. 5, p 913-917, October, 1976. 2 fig, 1 tab,
6 ref.
Discrete differential dynamic programming (DDDP) was used to develop a serial approach
for the description of a system for determining a minimum cost design for multilevel
branching sewer systems. The advantages of a serial rather than a nonserial DDDP ap-
proach were outlined and discussed. A major advantage of the serial system is that
less space is required for storage. Also, there is a saving in computer time since
much time is used in a nonserial system for retrieval of information. Ease of pro-
gramming was proven as a third advantage because the serial system can handle all levels
of branching whereas the nonserial approach is capable of handling only one level of
branching from the main and increasing its capability would require a significant in-
crease in the code size. One could divide the sewer system into smaller subsystems for
minimum cost computation, but the result would not necessarily produce optimal results
for the entire system. The serial approach can better handle such additions to com-
putations as hydraulic models.
*Analytical techniques, *Design, *Sewers, *Computer programs, *Cost analysis,
Storage, Time, Information retrieval
*Discrete differential dynamic programming
35
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B021
FORCE MAIN SEWER LINE USES POLYETHYLENE PIPE,
Water and Wastes Engineering, Vol. 13, No. 12, p 16, December, 1976.
An installation of a 16,640 ft, 14-ln. polyethylene sewer force main was installed
in Ruston, Louisiana. It connected a treatment plant, being phased out, with a new
one across town. This is part of the first of three stages in the rehabilitation of
the community's waste treatment program. The high density polyethylene pipe, under
pressure up to 100 psi, was chosen because it can withstand the vibration stresses
resulting from three passes under railroad tracks. Variable speed pumps will mini-
mize shock waves when line pressure is increased or decreased. Economy and safety
of construction was improved since hydraulic backfilling of ditches eliminated the
need for men in the ditches after pipe laying.
*Waste water treatment, *Sewage treatment, *Sewers, ^Pipelines, *Plastic pipes,
Sewerage, Treatment facilities, Installation
Polyethylene, Ruston (La)
B022
CHARACTERIZATION AND TREATMENT OF COMBINED SEWER OVERFLOWS,
1975. 202 p, 59 fig, 24 tab, 21 ref, 6 append. Tech. Rept. EPA-670/2-75-054,
NTIS PB 241-299.
Two combined sewer outfall systems, the Selby Street and Laguna Street systems, in
San Francisco, were studied. Eight storm overflows were monitored at the Selby Street
outfall and two in the Laguna Street system. Monitoring Included measurement of rain-
fall, discharge, and quality characteristics of the overflows. The bacteriological
impact of overflows on receiving waters was determined by a coliform survey of a seg-
ment of the municipal marina adjacent to the Laguna Street outfall. Laboratory tests
were conducted to select suitable methods to treat combined sewer overflows. The
initial overflow phase is probably caused by flushing of sewage in the lower reaches
of the sewerage system. Generally initial overflows have the characteristics of raw
sewage. During the second phase, a systematic scouring of materials in the sewer and
on the surface appears to occur, and pollutant concentrations usually increase. The
concentrations then drop to the steady third phase level. Relatively unpolluted sur-
face runoff and normal sewage flow make up third phase discharges. The discharge
rate has little effect on pollutant concentrations. The time of decrease to a steady
level is virtually independent of system physiography and meteorological conditions.
Differences between combined sewer overflows and urban storm runoff are small. Ap-
parently, separation of sewers would not significantly reduce pollution of receiving
waters. Wet weather discharges significantly affected coliform levels in waters
proximate to combined sewer outfalls. Disinfecting combined sewer overflows will be
necessary for receiving waters to meet recreational water quality requirements. Dis-
solved air flotation is potentially feasible as a means of treating combined sewer
overflows.
*Waste water treatment, ^Pollutant identification, *Sewage treatment, *Sewerage,
^Outfall sewers, Storm surge, Combined sewers, Storm drains
36
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B023
PLAIN END PIPE MEANS PRODUCTION EFFICIENCY,
Jeffers, P. E.
Brick and Clay Record, p 17-18, November, 1976. 6 fig, 1 tab.
The advantages of manufacturing plain end pipe are many. Forming is faster and
easier, dryer and kiln space is reduced, jointing is simplified, and shipping is
streamlined by permitting more compact packaging. The pipe is manufactured from a
combination of shale and fireclay. It is formed by extrusion, and a special press
manufactures curves, elbows, and traps. Branching is accomplished manually. After
forming, the pipe is dried with hot air for 16 hr to 7 days. After drying, the
pipe is fired. Two types of jointing systems are used. A plain end coupling made
from rubber, silicon bronze, stainless steel, and plastic is available in several
sizes. Another coupling, used with automatic equipment, consists of a urethane ring
cast on each end of the pipe and coupled together with a sleeve.
*Clay pipes, *Efficiencies, *Joints (connections), *Shales, *Clays, Curves,
Drying, Rubber, Bronze, Stainless steel, Plastics
B024
EQUALIZATION OF FLOW VARIATIONS IN COMBINED SEWERS,
Janson, L-E., Bendixen, S., and Harlaut, A.
Royal Institute of Technology,
Stockholm, Sweden,
Department of Water Supply and Sewerage Engineering.
Journal of the Environmental Engineering Division-ASCE, Vol. 102, No. EE6, p 1139-1149,
December, 1976. 8 fig, 1 tab, 13 ref, 2 append.
During heavy rainstorms the main collecting sewers In combined systems are overloaded
and, to avoid flooding of low areas, it has been necessary to discharge the peak
amounts of combined untreated waste water to adjacent watercourses. The pollution
problems in the receiving watercourses can be serious. Treatment plants are usually
not capable of producing satisfactory purification at such peak flows. A method is
presented of using normally unutilized volumes in main sewers as temporary storage for
excess flow during rainstorms by installing flow regulators in main sewers. The flow
regulators are helical plates mounted in the pipes. A basic sewage flow is always
discharged through a basic opening in the regulator. This opening's size is calculated
to obtain the most favorable use of the upstream storage volume and maintain the pipe
self-cleaning at dry-weather flow. Only the basic flow is discharged through the reg-
ulator, while the inflow excess up to the center of the pipe is stored in the sewer
upstream from the regulator. For higher water levels, discharge starts over four tri-
angular outlets in the regulator. This discharge increases with water level. At full
flow the entire inflowing sewage is discharged over the four outlets, and the total
discharge through the flow regulator is practically the same as the pipe capacity with-
out a flow regulator. At decreasing flow the storage upstream from the regulator is
slowly emptied through all five openings. Friction losses at full flow are small.
Construction cost is lower than for other regulators; operation cost is negligible.
The risk of clogging is eliminated. Flow regulators can be used in pipes 0.8 m or more
in diameter. The flow regulators have been tested during nearly 2 yr and have fulfilled
all requirements.
*Waste water treatment, *Sewerage, *Treatment facilities, *Flow control, *Flow rates,
Combined sewers, Storms, Rainfall intensity
37
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B025
SIMULATED FIELD STUDY FOR I/I ANALYSIS,
Stilley, S. H.
Public Works, Vol. 108, No. 1, p 50-53, January, 1977. 1 fig, 1 tab.
A simulated field study was presented as a guide to infiltration/Inflow analysis. Sig-
nificant factors are: monitoring of significant bypasses and overflow from surcharged
manholes, use of weirs to measure gravity sewer flows and recorders for logging flows
of an extended period, logging of frequency and duration of each pump operation, mon-
itoring to determine amount of time a bypass operates at a set level, obtaining daily
rainfall readings, correlating groundwater levels to flows during wet and dry weather,
and analyzing flow data with respect to water consumption, treatment plant flows,
rainfall and groundwater levels. Dry weather infiltration is primarily due to high
groundwater levels, expressed as the difference between dry weather average flow and
calculated waste water flow. Wet weather infiltration and inflow are usually extraneous
flows entering the system during and after wet weather rainfall, expressed as all flows
above average dry weather flow. After determining flows and calculating the I/I, a
comparison of alternatives is made to determine the excess I/I and to select a cost-
effective plan of improvement. In cost comparison, hydraulic capacities of transmission
and treatment facilities are based on capacities necessary to accommodate flows met in
the present system, but applied to an expanded system. Not included is a reserve capa-
city for future growth or I/I greater than that encountered during study period.
*Waste water treatment, *Analytical techniques, *Treatment facilities, -"Infiltration,
^Inflow, Sewerage, Hydraulic condictivity, Analysis
*Inf11tration/inflow
B026
TUNNELS AND TUNNELLING PRACTICE,
Water Services, Vol. 80, No. 969, p 688-689, November, 1976.
The piping system of the Milton Keynes, England, city sewerage scheme was described.
Consulting engineers made recommendations as to the general requirements and approxi-
mate routes for trunk sewers. Separate sewerage systems are provided for foul and sur-
face water sewage. Trunk sewers were built along the lines of grid roads to avoid in-
terference with development areas and the two sets of sewers were built in twin paral-
lel trenches where possible. The necessity for a single trench was small. The foul
trunk sewer was made of bolted ring, smooth bore ring, and reinforced flexibly jointed
pipe layed in open cut. The other system used reinforced concrete pipes and internal
segmental tunnel with associated segmental shafts, manholes and outfall bays for foul
and surface water drainage. The central contract was for reinforced concrete pipe in
open cut at depths up to 7 meters. Construction involved pipes in open trench, pipe-
jacking, heading, segmental tunnelling and box culvert. Manholes were constructed in
precast concrete rings, segmental concrete rings, and in-situ concrete. Close-piled
coffer dam construction and well-point dewatering were often used. Where river cross-
ing was involved, tunnel, pipe jack, coffer dam, and open cut methods were employed.
Ground conditions varied from hard rock to running sand and silt, and the major soil
is Oxford Clay. Special trench supporting boxes were designed for use in open cut
construe tion.
*Sewerage, *Tunnels, *Piping systems (mechanical), Pipes, Separated sewers, Tunneling,
Tunnel design, Soil types
Milton Keynes, England
33
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B027
SET SEWER RATES THAT REFLECT USE,
Ghosh, M. M., and Hall, M. W.
Missouri University,
Columbia,
Department of Civil Engineering.
The American City and County, Vol. 91, No. 12, p 49-50, December, 1976. 1 tab.
The problems of equitable distribution of water treatment costs which reflect usage
were considered. The dominant question is providing reasonable means of charging in-
dustrial users for a fair share of municipal costs involved in waste water treatment.
Previously, this cost was negotiated between municipalities and their largest users
with taxation used to offset any differences. It is recommended that a new system
involving accurate determination of the quantity and quality of influent from these
customers be used to determine the load on the municipal system and costs determined
from this consideration. The most common rate structures used are: Ad valorem tax,
based on dollar value of property or a levy on corporate revenue; percentage of water
bill, varied from 50% to 150%; special assessment charges; volume of sewage; or volume
of sewage plus surcharge for suspended solids, oil and grease, BOD, chlorine demand
or some other parameter. The practices of Dover, New Hampshire, were used for an exam-
ple. Both collection and operating costs are charged to direct users. Annual revenue
for maintenance and operation was proportioned on the basis of percentage-of-use.
*¥ater rates, *Waste water treatment, *Sewerage, *Biochemical oxygen demand,
Economics, Cost sharing, Capital costs, Operating costs
Dover (NH)
B028
SEWER CLEANING SYSTEM COMBINES VERSATILITY, LOW INITIAL COST,
Twitty, B. A., Jr.
Water and Sewer Maintenance,
Monroe, North Carolina.
Public Works, Vol. 108, No. 1, p 47-48, January, 1977.
The city of Monroe, North Carolina, has tested a new sewer cleaning system. The power
operated units, Sewer Jet and Jet-Vac, provide low initial cost, and better versatility
and efficiency than mechanical sewer cleaners previously used. One advantage is that
solids can be removed from sewer systems with the Jet-Vac. The procedure involves a
high velocity jet nozzle fed through a manhole and thrust up the sewer through clogs
by water at 2000 psi. Solids are flushed back and removed by the intake tube of the
trailer system. Liquids and solids are simultaneously removed and solids are separated
while the liquid returns, under pressure, through a discharge hose into the sewer line
downstream. Economic advantages have not been documented, but time involved for pro-
jects has been reduced from a matter of days to hours. Field tests indicated a clean-
ing capacity for 2000 feet of 8-inch diameter pipe of 1.5 hours with the use of 1000
gallons of water. This equipment can operate at temperatures as low as minus 40 F.
The vacuum trailer system can operate all day without the necessity of dumping the
sludge from the sealed tank. Maintenance and cleaning is a simple operation. The
Jet-Vac can also be left to remove liquids and solids as the Sewer Jet moves on to
clean other lines. There are various features for operator safety and noise suppres-
sion.
*Cleaning, *Initial costs, *Cities, *North Carolina, *Efficiencies, Sewers, Sewage
effluents, Clogging
Monroe (NC), Sewer Jet, Jet-Vac
39
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B029
CALIFORNIA CITIES LAUNCH $2 BILLION IN SEWERAGE JOBS,
Engineering News-Record, Vol. 197, No. 26, p 27, December, 1976.
The cities of San Francisco and Los Angeles, California, have embarked on programs to
upgrade their waste water handling capabilities. San Francisco plans a $1.5 billion
program which includes building collector sewers, storm water storage, a 114-mgd pump-
ing station, and the consolidation of outfalls on the city's east side. The project
is expected to be completed in twelve years. The $500 million Los Angeles project in-
volves improvements to the Hyperion plant at Playa del Rey, its major treatment facil-
ity, to upgrade it to secondary treatment in five years. Upon completion, the plant
will handle its own 160 tons per day of sludge, as well as sludge from another small
waste water plant and two reclamation plants. The sludge will be disposed in sanitary
landfills. Ocean discharge will be discontinued by the early 1980s.
*Sewerage, *Cities, Waste water treatment, Sludge treatment, Ultimate disposal,
Landfills, Treatment facilities, Pumping stations, Sludge disposal, Storm water,
California
San Francisco (Calif), Los Angeles (Calif)
BO 30
NO SEWERS—NO GROWTH I ,
Boyles, E. H.
DE Journal, Vol. 228, No. 5, p 56-59, 77, November, 1976. 6 tab.
The spread and impact of sewer moratoriums as a means of restricting community growth
was investigated. One major effect of this program is an adverse effect on the re-
covery of the American housing industry. One plumbing industry spokesman suggested
that moratoriums result in housing shortages; unemployment in the construction indus-
try; depressed business for builders, subcontractors, and their suppliers; and con-
tribute to rising costs. Sewer moratoriums result when a sanitary district or muni-
cipality outgrows its sewerage system or cannot maintain established treatment stand-
ards. The moratorium usually involves a combination of the following factors: a
freeze on new sewer authorizations, a freeze on new sewer connections, a freeze on new
building permits or a class of building permits, a freeze on subdivision requests or
re-zoning and zoning to higher than developed densities, and a slowing down or quota
system for any or all of the above. Suggested solutions consisted of developing un-
tapped water sources, building additional sewage treatment facilities, or instituting
an area-wide water conservation program. One facet of the latter category is water
saving fixtures and fittings. Various items, suggested by the plumbing industry,
were evaluated.
*Water conservation, Domestic water, Domestic wastes, Treatment facilities, Plumbing
Sewer moratorium, Housing industry
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B031
EPOXY MORTAR AND COATING PROVIDE NEW LIFE FOR INVERT,
Water and Sewage Works, Vol. 123, No. 12, p 74, December, 1976.
A 14,000 square foot box culvert invert beneath Santa Rosa, California, uses a combina-
tion of a rock-hard epoxy mortar and an erosion-resistant epoxy coating to provide
long-term protection. The culvert is one of three which aid flood and high water run-
off. It is constructed of a foot-thick reinforced concrete slab which has a full-
length wall on one side and a 4-foot wall on the other side. During the past 12 years,
erosion has occurred from flooding, abrasive debris, sulfates and lignins. Overlays
of Portland cement concrete or asphaltic concrete were rejected because they could not
ensure corrosion resistance. The epoxy coating is designed to protect Portland cement
concrete from moisture, abrasion, wear and many corrosive chemicals. No signs of wear
were found after 10 months of use.
*Conduits, *Culverts, *Corrosion control, *Coatings, *Concrete construction, Concrete
structures, Reinforced concrete, Asphaltic concrete, Corrosion, Chemical degradation,
Sewerage, Construction materials
Epoxy mortar, Santa Rosa (Calif)
B032
FLAME SPRAYING REDUCES PUMP LEAKAGE AT WASTE WATER
TREATMENT PLANT,
Welding Journal, Vol. 55, No. 11, p 968, November, 1976. 2 fig.
A ceramic coating on packing sleeves was used by the Metropolitan Sewer District of
greater Cincinnati to reduce pump leakage. A titanium dioxide ceramic was applied to
pump sleeves by flame spraying. The process produces molten particles by feeding the
titanium dioxide powder into the flame spraying gun. The coating, thus produced, is
more resistant to abrasive/sewage sludge than the original metal. In five years of
usage, there has been no failure. When the pumps in the system (stainless, bronze,
or mild steel) develop excessive leakage, they are stripped down and the sleeves are
rebuilt with the ceramic coating. This process has proven more economical than any
other repair or replacement scheme. Proof of the effectiveness of the ceramic coating
was shown a few years ago. Raw sludge-draw off pumps were installed to move solids
from the settling tanks to the digesters. The new pump shaft sleeves began to wear
excessively before the system was completed. The solution was the substitution of a
water type lubricant for the pumps and rebuilding worn sleeves with the ceramic.
*Pumps, Sludge, Waste water treatment, Hydraulic machinery, Treatment facilities,
Economics, Solid wastes, Leakage, Sewerage, Mechanical equipment
Flame spraying, Titanium dioxide, Pump sleeve ceramic coatings
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B033
SUCCESS IN GRP MOULDINGS THROUGH PRODUCT AMD PROCESS
DIVERSIFICATION,
European Plastics News, Vol. 3, No. 7 and 8, p 38-39, July/August, 1976.
The use of GRP molding at sludge handling facilities in Great Britain is described.
Plastic materials are used in the production of tanks and silos as well as high pres-
sure pump housings. Silo tanks for sewage farms are of the non-pressurized type and
are produced in two semicircular section halves by the hand/spray lay-up technique
using GRP molds. After molding, the two halves are bonded together and fitted with
manhole covers, valves, and pipework. GRP is used in the form of hot press molded
DMC to make the heavy section suction chamber and stator housing of high pressure,
positive displacement pumps which are designed to handle liquids containing a high
proportion of solids or fibrous materials.
*Sludge treatment, ^Treatment facilities, *Pumps, *Sewage, *Materials, Equipment,
Waste water treatment, Manholes, Plastics
GRP molding
B034
DESIGN SEWERS TO BE SELF-CLEANING,
Paintal, A. S.
Water and Wastes Engineering, Vol. 14, No. 1, p 32, 44-45, January, 1977. 6 fig,
9 ref.
Hydrogen sulfide control and a self-cleaning capability can be designed into sewer
systems. Design considerations include: flow characteristics, solids characteristics,
BOD, sulfate contents, principles of fluid mechanics, sediment transport, and bio-
chemical decomposition of solids. The self-cleaning aspects of sewers are dependent
on tractive force generated by sewage flow on the sewer boundary. Hydrogen sulfide
generation is important where microorganism activity is increased, as in warm climates.
Sulfide generation depends upon sewage temperature and BOD, called effective BOD (EBOD)
Hydrogen sulfide generation and buildup depend on the amount of sulfide reducing bac-
teria present. These bacteria breed in slime growth on the sewer boundary. Various
equations and formulae are provided for making necessary design calculations with the
above-mentioned criteria. Applicable design conditions evolved indicated the follow-
ing: sanitary sewers should be essentially straight and circular in cross-section;
flow should be uniform and describable by Manning's Formula; critical boundary shear
stress should be the minimum which keeps sewage solids moving to reduce slime growth
(0.08 pounds/square foot) and, at minimum flow, the mean value should be considered
equal to the assumed critical shear stress. Pameroy's Z criteria can be used in sul-
fide control calculations. The slope necessary for self-cleaning sewers and sulfide
control was calculated to be 0.00305 for a 2-foot diameter sewer.
*Sewerage, *Sanitary engineering, *Design criteria, ''Design data, *Fluid mechanics,
Solid wastes, Flow characteristics, Bacteria, Microorganisms, Biochemical oxygen
demand, Temperature, Environmental control
Self-cleaning sewers, Effective BOD, Boundary shear stress
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B035
CANWEL CAN DO?,
Leich, H. H.
Compost Science, Vol. 17, No. 5, p 21, Winter, 1976.
The Ontario Research Foundation has spent fifteen years developing the Canwel system
of sewerless sanitation. The approach was developed under the assumption that central
treatment plants cannot produce effluents which are nonhazardous to the environment
and are not able to keep up with increasing demands upon them. Several avenues were
investigated. Cleaning waste water to two levels, one good enough for recirculation
to toilets, washing cars, and sprinkling lawns, and one pure enough for cooking and
drinking, was the first step. Others were ozonation rather than chlorination for
purification and incineration of sewage sludge and kitchen garbage. The heat produced
was used for hot water needs. Advantages of this system would be the elimination of
sewer lines and central treatment facilities, lessening of home water requirements,
meeting of hot water demand without added energy input, lowered costs for refuse col-
lection, and significant increases in the quality of effluents released to ground or
surface waters. A combination of physical, biological, and chemical processes would
be used to run the system. Filtration and reverse osmosis techniques would reduce
contaminant levels and increase water quality. Brine concentrates from this process
could be incinerated with sludge and garbage. A prototype installation has been suc-
cessful and the next step will be testing of the entire system in an apartment build-
ing.
*Waste water treatment, *Domestic wastes, *Water quality, *Treatment facilities,
Water reuse, Environmental control, Sanitary engineering, Sewage treatment, Biological
treatment, Chemical treatment
Ontario Research Foundation (Canada), Canwel sewerless sanitation system
B036
TESTING AND GROUTING LEAKING JOINTS,
Herndon, J.
Halliburton Services,
Environmental Control Department,
Duncan, Oklahoma.
Water and Sewage Works, Vol. 124, No. 1, p 76, January, 1977. 1 fig.
A three-element packer was designed to alleviate the problem of sewer infiltration
through faulty joints. This instrument tests, grouts and retests joints. The packer
contains a liquid-filled center portion connected to a direct reading, Bourbon tube
pressure gauge which is viewed by television during air testing or grouting. The
packer is usually pulled through the sewer line from the downstream manhole. The air
test is performed by applying air to the center void until test pressure is attained;
the pressure is released from the line and stays trapped in the void around the joint.
Void pressure decrease indicates a leak. PWG chemical grout is mixed and pumped in
two streams to the packer and, as the grout is injected, the two streams mix to begin
a reaction which forms a high-strength gelled material that squeezes around the center
element and fills the void between the flows into the leaking joint. This prevents
further leakage. If necessary, retesting of the joint can be performed by deinflating
and reinflating the end elements of the packer. The system is efficient and can be
controlled by one operator. It is also economical since a minimum amount of grout is
wasted and no excess is used.
*Grouting, *Chemical grouting, *Leakage, ^Equipment, Sealants, Seepage, Sewerage,
Infiltration, Testing, Repairing
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B037
SEWERAGE FOR A RURAL RESORT AREA,
Sullivan, J. A.
Alexandria Lake Area Sanitary District,
Alexandria, Minnesota.
Public Works, Vol. 108, No. 2, p 56-57, February, 1977. 1 fig.
A tertiary waste water treatment plant, 75 miles of sanitary sewers and 48 major lift
stations are being constructed to provide sewerage for a 50 square mile area in rural
Minnesota. Fifteen lakes and the groundwater in the area began to show signs of pol-
lution during the late 1960's. This project was instituted to preserve the water re-
sources of the area. A secondary treatment plant was completed in 1971, phasing out
the two plant system previously employed. A comprehensive program including an ac-
tivated sludge process, followed by alum coagulation and polymer filtration, chlorina-
tion, and final aeration in ponds was accepted by government agencies responsible for
pollution control. Total costs of the project including engineering, administration,
land acquisition and capitalized interest is $23 million. Fourteen million dollars
was obtained as grants from state and federal agencies. Operational costs are expected
to be about $1.1 million annually. All properties gaining lateral sewer benefit from
the system will be assessed by special levy,, The treatment plant and interceptor sys-
tem have a design capacity of 2.5 and 3.2 mgd, respectively. Staff is expected to
total 14 full-time employees and 2 part-time employees by 1978.
*Sewerage, *Treatment facilities, *Interceptor sewers, Engineering structures,
Tertiary treatment, Waste water treatment, Construction, Costs, Financing, Planning
Alexandria Lake Area Sanitary District (Minn)
B038
CHICAGO DRIVES LARGE BORES TO CONTROL COMBINED
SEWAGE FLOW,
Engineering News-Record, Vol. 198, No. 5, p 20, February, 1977. 1 fig.
Chicago has begun work on a program to control storm and sanitary sewage runoff by
utilizing underground storage caverns. With pilot bores for testing tunneling and
sealing completed, work on the remaining hardrock tunnels has proceeded. The two
systems will contain 125 miles when completed in 10 years. Combined sewer overflow
has been an irritant, creating problems of waterway pollution and disease. Sewer over-
flow has accounted for nearly 45% of the metropolitan area water pollution. The tunnel
and reservoir plan provides for three reservoirs (118,000 acre/foot of combined sew-
age) which will pump stored water to surface plants for off-peak treatment. Rochester,
New York, and other cities are considering similar plans. Also included in the system
are a $365 million mainstream system under downtown Chicago, a $114 million pumping
station and associated structures, and tunnels, shafts, and pumping works estimated
at $183 million. Machine mining without blasting is to be used for hardrock tunneling
to avoid surface disturbances. Shale portions of rock must be concrete-lined, and
more competent rock must be 100% grouted to prevent infiltration. Surface disturbance
must be minimized when drop shafts are excavated.
*Combined sewers, *Runoff, *0verflow, *Water pollution sources, *Pollution abatement,
Construction, Reservoirs, Waste treatment, Waste water treatment, Engineering
structures, Underground storage, Rock excavation, Tunnel excavation, Costs
Chicago (111), Rochester (NY)
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B039
CINCINNATI'S PREVENTIVE MAINTENANCE SEWER PROGRAM,
Water and Sewage Works, Vol. 124, No. 1, p 70-71, January, 1977.
The Greater Cincinnati Sewer Maintenance Division will soon complete a 12-year program
of preventive inspection and cleaning of its 4000-mile sewer system. The goal of the
project is to provide repair and cleaning services before conditions warrant com-
plaints. A complex network of crews was formed to achieve this goal. There are three
cleaning and repair-section crews and an inspection section crew. Each cleaning/repair
section has two major repair crews, a minor repair crew, two major cleaning crews, a
power cleaning crew, and a complaint crew. The inspection and investigation section
is composed of three minor investigation crews for interceptor cleaning; three regu-
lator crews—two routine inspection crews and one maintenance crew for welding and
fabrication; and four routine inspection crews. Other divisions of the Metropolitan
Sewer District are Administration, Technical Services, and Operations. The entire
operation is financed by a special rate charge. Daily reports are made on trouble
areas, and monthly reports are given on how much sewer line was cleaned and repaired,
on the number of complaints, and on recommended solutions. Equipment is serviced
regularly and purchases are based on the amount of cleaning and repair work to be done.
*Sewerage, '"Repairing, '"Inspection, '•''Cleaning, *Maintenance, *Water districts,
Cities, Personnel, Water quality control, Sanitary engineering
Cincinnati Metropolitan Sewer District (OH)
B040
PREVENTIVE SEWER MAINTENANCE HEIPS PRESERVE HISTORIC
ANNAPOLIS,
Public Works, Vol. 108, No. 2, p 58-59, February, 1977.
The role of sewer maintenance in preserving Annapolis, Maryland, as a clean city and
tourist attraction was reviewed. The program was designed to prevent blockages which
could cause backups and flooding. An evaluation of equipment was conducted in 1972
and a Myers-Sherman Vactor "Jet-Rodder" was selected to bring the city's equipment
level to a state of adequacy. First used full time on emergency work, the apparatus
now cleans the entire system on a regular basis. Trouble spots are serviced every
six months and the rest of the system is inspected annually and cleaned every two
years. The former average of 370 emergency calls per year has been cut by more than
60%. Since the new machinery has been in use, there has been no severe basement
flooding problem or back-up problem. Claims for blocked line damage were reduced by
50%. Economic savings have been made in maintenance and labor costs, as well as costs
associated with treatment and removal of the sludge previously accumulated in the
system. Lift station wet wells are now cleaned every four months and the machinery
has been used to remove sand and gravel from filters. Valve boxes can now be cleared
of clogging debris and other adapted uses include the removal of dead fish accumula-
tions from the harbor.
*Sewerage, '-'Inspection, ''Cleaning, *Equipment, *Maintenance, Water districts,
Machinery, Repairing, Sanitary engineering, Water quality control
Annapolis (Md)
'15
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B041
COPPER SULFATE FIGHTS ROOT GROWTH IN SEWER SYSTEMS,
Tuwiner, S. B.
Water and Sewage Works, Vol. 124, No. 1, p 40-41, January, 1977. 1 fig.
Copper sulfate has become an effective cure for the problem of sewer and storm drain
blockage by root and fungus growth. Root growth in pipes produces a mechanical ob-
struction causing unsanitary conditions, and an odor problem from the decomposition
of detained organic matter. This obstruction deteriorates mortar pipe, joints, man-
holes, pipes and substructures, treatment plant units and mechanisms; it reduces the
capacity of pumps, force mains and gravity lines, and it can lead to stream pollution.
Copper sulfate treatment produces an immediate abatement of these conditions, but an
exact usage formula has not been deduced. The only guideline is that the amount of
needed copper sulfate is in ratio to the total mass of roots present. The pH-alkalin-
ity test can be used to determine the existence of a problem as well as the results
of treatment. Sewer and lateral application is by sprinkling copper sulfate along
the invert of the pipe. In homes and buildings, flushing the chemical through the
toilet is the prescribed procedure. About two pounds is used for home treatment.
It is safe to use around trees because it results in only local killing action on the
root system. It is a stable, crystalline, easily handled, mildly acidic material.
Use should be planned only at low flow periods to avoid excess dilution.
*Root distribution, *Root systems, *Copper sulfate, *Sewerage, ^Cleaning, Drainage,
Storm drains, Combined sewers, Municipal wastes, Domestic wastes, Hydrogen ion
concentration, Flow
B042
ENVIRONMENTAL IMPACT OF URBAN STORM WATER RUNOFF,
McPherson, M. B.
In: Short Course Proceedings: Applications of Storm Water Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Aniherst, p 11-82.
4 fig, 4 tab, 198 ref. Technical Report NTIS PB 247-163.
The use of models for the analysis and development of engineering methods for flood
control projects in urban catchments was evaluated. Preliminary analysis and design
should employ the simplest models. These should be based on data such as temporary
rainfall-runoff-quality measurements. Detailed modeling Is justified only if actual
field data is available, and only to delineate better the underlying processes and to
develop an understanding of the simpler models used. Compatibility should be sought
between tool sophistication, scale of use, and input data quality. Artificial supports,
such as intensity-duration-frequency curves, should be avoided and historical storm
data should be used as inputs with all model types. The rational method is the only
model type which does not require computers for efficient calculation. Drainage de-
sign is important because of the great expense involved in sewer system development
and construction.
*Model studies, *Design criteria, *Storm runoff, *Storm drains, Urban drainage,
Urban hydrology, Analysis, Engineering, Drainage engineering, Pollution abatement
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B043
SLIPFORM PAVER, STEEL FORMS SPEED LINING OF 25,000-FOOT SEWER
TUNNEL,
Hancock, N.
Engineering and Contract Record, Vol. 90, No. 1, p 64-65, January, 1977. 1 fig.
A slipform paver was used to pour a 12-inch concrete lining for a 25,000-foot sewer
tunnel in Montreal, Canada. Special steel forms were used for the 16-foot horseshoe-
shaped arch and wall. The Miller M9000 paver can slipform up to 16 feet wide and 2
feet deep and was used to form curbs and an invert. After a very successful experience
with tunnels for the Montreal subway system, modifications were instituted to make the
apparatus applicable to sewer tunnel construction. Telescoping steel forms with hinged
upper quarters were used on the horseshoe portion of the tunnel. When the first form
is anchored and the concrete is poured, the second 40-foot form is moved ahead, anchored,
and more concrete is poured. This operation is repeated until the first form is ready
to be moved on the 20-foot traveler to a new position. This process completes about
1,000 feet of wall and arch per week.
*Tunnel linings, *Tunnel construction, Sewers, Engineering structures, Construction,
Concrete construction, Concrete placing, Equipment, Underground structures, Construction
equipment
Montreal (Canada)
B044
CONTROL SEWER CORROSION WITH H202,
Matthews, D. G.
Public Utilities,
Corpus Christ!, Texas.
The American City and County, Vol. 92, No. 2, p 65, February, 1977.
In Corpus Christ!, Texas, hydrogen peroxide was used to control odor and hydrogen
sulfide-induced corrosion. The city tried, unsuccessfully, to eliminate the problem
with the use of liners for its concrete sewers. No liner material proved satisfactory.
Peroxide completely oxidizes hydrogen sulfide. Water and sulfur are formed in acid
or neutral sewage; water and sulfates are formed in alkaline sewage. Although avail-
able in various concentrations, a 50% solution of hydrogen peroxide is the maximum
concentration that can be used safely and housed easily in residential areas, although
the 70% solution is the more economical. Other alternatives were suggested, but the
peroxide proved efficient and more effective.
*Sewers, *Corrosion, *Corrosion control, *0dor, *Hydrogen sulfide, Waste treatment,
Waste water treatment, Liners, Chemical reactions, Economics
Hydrogen peroxide, Corpus Christ! (TX)
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B045
CONTRACT SERVICES STRETCH SEWER MAINTENANCE BUDGET,
Anderson, D. C.
The American City and County, Vol. 92, No. 2, p 53, February, 1977.
The city of Gladstone, Missouri, has contracted its sewer maintenance work. The
annual fee of $9,000 enables the city to avoid the purchase and maintenance of
$100,000 worth of equipment. Personnel costs are also eliminated, as are insurance,
unemployment compensation, hiring or overhead charges, and salaries. Round-the-clock
service is guaranteed and the service keeps lines free of roots, leaks, and other
obstructions. Flooding, odor, and pollution have all been abated as a result of this
contracted service.
*Sewerage, *Maintenance, ^Cleaning, Costs, Cities, Equipment, Personnel, Flood
protection, Leakage, Odor, Root systems, Water pollution sources, Pollution abatement
Gladstone (MO), Contracted maintenance
B046
NEW PROGRAMS IMPROVE SENSITIVE AREAS OF WATER AND
SEWER SYSTEMS,
Delaney, E. F.
Public Works, Vol. 108, No. 3, p 66-67, March, 1977.
Waltham, Massachusetts, has embarked on a program of water and sewer system improve-
ments. The old and inaccurate metering system was first to be renovated to improve
efficiency in accounting for water use. Nine thousand self-generating remote readout
meters have already been installed, producing a $33,000 savings in one year, and
accounting for 138 million "lost" gallons of water. These meters, which will even-
tually total 12,000, eliminate the need for access to homes. The specifications
required a self-generating remote meter with a simplified two-wire system; a bronze
maincase; non-corrosive gears and measuring chamber; a frost bottom plate for severe
winters; and a hermetically sealed, easily removable register. The water program
also included new municipal storage and pumping facilities, new pumping station
and interceptors, and a preventive maintenance program.
*Sewerage, ^Instrumentation, ''Measurement, Equipment, Cities, Water use, Storage,
Pumping plants, Design criteria, Interceptor sewers
Waltham (MA)
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B047
THE USE OF OXYGEN TO TREAT SEWAGE IN A RISING MAIN,
Boon, A. G., Skellett, C. F., Newcombe, S., Jones, J. G.,
and Forster, C. F.
Water Research Centre,
Stevenage, England.
Water Pollution Control, Vol. 76, No. 1, p 98-112, 1977. 6 fig, 11 tab, 9 ref.
Oxygen was used as a sewage treatment In rising and slow-flowing gravity mains to
correct anaerobiosis which causes organic sulfur compounds and inorganic sulfates to be
reduced to sulfide by specific bacteria growing in the sewage. Sulfide can lead to
odor problems, concrete corrosion, and a sewage which is more difficult to treat at the
receiving works. Testing was conducted in Bath, England. Average DO and total sulfide
concentrations were 5 and 0 milligrams/liter, respectively, in the main and 0 and 8
milligrams/liter at the sewage works. Poor sludge settling characteristics at the
facility were thought to be caused by Leucothrix bacteria in the raw sewage. By in-
jecting oxygen and maintaining sewage DO concentrations above 0.5 milligrams/liter,
sulfur formation was prevented. The oxygen was injected at a point on the outgoing
main. The theoretical maximum of oxygen needed was 1400 kilograms/day. BOD reductions
were equivalent to between 70%, in winter, and 140%, in summer, of the mass of DO in-
jected at the foot of the main. BOD in the final treatment effluent decreased from 58
to 21 milligrams/liter; suspended solids decreased from 51 to 21 milligrams/liter.
Although the total weight of sludge produced at the plant was only slightly affected
by this treatment, the consolidated sludge volume was reduced by nearly 10%. Treatment
produced an almost total reduction of Leucothrix bacteria. During oxygen injection
periods, there was an 8% increase in the daily power needed for sewage pumping because
the flow rate decreased slightly. The annual cost of injecting oxygen to produce easily
treatable sewage will be about 19,000 pounds. The alternative to this procedure, up-
grading the biological filtration plant, would require an expenditure of 500,000 pounds.
*Anaerobic conditions, *Sulfur compo
unds, *Anaerobic bacteria,
Oxygen injection, Rising main, Leucothrix, Bath (England)
B048
TELESCOPING FORM SYSTEM SPEEDS SEWER CONCRETING,
Water and Sewage Works, Vol. 124, No. 3, p 68, March, 1977.
A telescoping two-section concrete form system was used for sewer construction in
Cleveland, Ohio. Concrete is poured around a steel form to make a 9-foot diameter tube.
While the concrete sets behind one of the two-piece sections, the other is stripped
from a completed sewer wall portion, threaded through the first set of forms, and
placed for the next pouring. An overhead beam moves the forms which, with the hydraulic
traveler, comprise a self-contained unit. The small crew needed for the system can
pour 100 linear feet of concrete every two days, using the alternate days to strip,
move and place the forms. The hydraulic system of the traveler is utilized for strip-
ping and setting the form panels. The advantages realized from this system included
the efficient and rapid movement of the forms, an excellent concrete finish, and a
single clean-up which would not be possible by using separate systems for floor and
sidewall sections.
*Sewers, *Concrete construction, *Concrete technology, *Formwork (construction),
Concrete placing, Concrete structures, Equipment, Engineering structures, Tunnel
construction, Interceptor sewers
Cleveland (OH)
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B049
PLASTIC SEWER PIPE MATERIALS,
Journal of the Environmental Engineering Division, ASCE, Vol. 103, No. EE2,
p 177-180, April, 1977.
Recent information on plastic sewer pipe materials was presented. The two types of
plastics are thermosetting, which is irrevocably set into shape once molded, and
thermoplastic, which may be reheated, refabricated, and reshaped. The following pipe
materials are most commonly used. Acrylonitrile-Butadiene-Styrene (ABS) plastic pipe
is used for gravity, nonpressure sanitary, and storm and drainage installations. This
is available as composite pipe (plastic shell plus filler), and as solid plastic wall
pipe. The advantages of these pipes are their light weight, long laying lengths, re-
duced infiltration and exfiltration, corrosion resistance, higher flow characteristics,
and lower installation costs. They are, however, susceptible to ultra-violet rays
which affect shape and impact strength, and they are available only in limited sizes.
Continuous lateral support is necessary for structural stability. Fiberglass rein-
forced plastic (FRP) pipe can be used for both gravity and pressure sanitary, and storm
and drainage installations. This is a Reinforced Thermosetting Resin Pipe (RTRP);
various reinforcements include glass-fibers and asbestos. The thermosetting resins
used are epoxy, polyester, and phenolics. Fillers, such as sand, are used in some
pipes to improve stiffness and abrasion properties, but they are available for gravity
service only. The FRP pipe provides high strength at a light weight, corrosion re-
sistance, and the ability to make field connections. Polyethylene pipe has a high
density and is suitable for many applications. Its life expectancy depends upon time,
temperature, pressure, and wall thickness. Polyvinyl chloride (PVC) pipes are used for
both gravity sewer and pressure pipe applications. It has a light weight, long laying
lengths and low fraction resistance. It requires special bedding, softens at 140+ F,
and is sensitive to some solvents. Specifications were listed for all the above pipe
types.
*Plastic pipes, '''Construction materials, *Sewers, Physical properties, Pipes, Plastics,
Temperature, Flow, Corrosion control, Structural engineering
Acrylonitrile-Butadiene-Styrene (ABS), Fiberglass reinforced plastic (FRP),
Polyvinyl chloride (PVC)
B050
GAS DETECTORS DETERMINE HEALTH HAZARDS IN SEWAGE TREATMENT,
Water and Sewage Works, Vol. 124, No. 3, p 60, March, 1977.
The Los Angeles City Sewer Maintenance Department has acquired portable combination
H2S and combustible gas detectors. These gases have become known safety problems in
sewage and water treatment. The detectors consist of a sensor, alarms, a charger, a
three and one-half inch meter, and an optional miniature sample pump. The units weigh
five and one-half pounds. The instruments are very durable and easily calibrated.
Detectors are preset for audible alarm at 30-35 ppm H2S and 20% LEL for combustible
gases. They are placed at three points at any entry to a pumping station. The sensor
is directed to the above-ground wet well vent to monitor gas concentration in the
concrete-enclosed rooms below, and operates at slightly above ambient temperature. The
instrument is worn for all work in the underground pump room. The detector is placed
on a metal grid walkway above the waste water flow in the wet well when the area is
cleaned. H2S is the one highly toxic gas which cannot be detected by smell at low con-
centrations of 100-150 ppm. Concentrations at 700 ppm can cause instant unconscious-
ness and death. The other gas combinations in the area of sewer maintenance are all
explosive. The Los Angeles maintenance group requires that workmen immediately leave
the area at first warning.
*Monitoring, *Hydrogen sulfide, *Gases, *Hazards, *Sewers, Pumping plants,
Maintenance, Personnel, Safety, Toxicity
Los Angeles City Sewer Maintenance Department (CA)
50
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B051
HOW TO DETERMINE WASTE WATER FLOW,
Foster, W. S.
The American City and County, Vol. 92, No. 3, p 61-62, March, 1977.
A discussion was presented of various aspects of the problem of waste water flow deter-
mination. The monitoring equipment should be accurate and operable in wet or dry
weather, reasonably priced and easy to install and service, capable of quick and easy
installation at various manhole locations, rugged and operable in an automatic mode,
reasonably vandal-proof, and should not interfere with the flow in the sewers or
with sewer use. Oscillating probes, bubbler tubes, various floats, ultrasonic level
detectors, and capacitance measuring probes are used for monitoring purposes. Flow
velocity can be measured by using salts or radioactive tracers in the waste water, or
by a chemical dilution method using a fluorescent dye. Information derived by these
instruments and methods can guide engineers, planners, and administrators in developing
and improving collection systems.
*Flow measurement, *Pipe flow, *Monitoring, *Sewers, *Measurement, Data collection,
Equipment, Flow rates, Instrumentation, Planning
B052
A NEW VACUUM SEWAGE SYSTEM BY IFO WARTSILA,
Shipbuilding and Marine Engineering International, Vol. 99, No. 1204, p 684-686,
December, 1976. 1 fig.
A new marine vacuum sewage system was introduced by Swedish firms. All sanitary fit-
tings are connected to a piping system kept under partial vacuum pressure. This
pressure is generated by pumps at the outlet end of the system. Sewage is pumped to
a holding tank which can be emptied at port or directly into the sea in unrestricted
waters. The holding tank need not be a vacuum tank and the vacuum system may be
connected to any receptacle under atmospheric pressure by a special discharge unit.
The holding tank can be designed to accommodate available space or an existing facility
may be used. The components of the system are more expensive than a conventional
system, but the freedom of pipe routing which benefits the sewage system and other
ship sub-systems, along with the retrofit installation advantages, provide many cost
reductions. Only 1.2 liters of water are used per flushing, and the toilet water can
be separated from other waste water. This creates water savings and produces about
10 liters of sewage per person per day, as compared to 200-300 liters for conventional
gravity flow systems.
*Sewerage, *Boats, Sewage disposal, Storage, Piping, Pollution abatement, Pressure
conduits, Plumbing, Economics, Waste disposal, Storage
Vacuum pressure, Marine sanitation
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B053
INCREASING SEWER CAPACITY BY POLYMER DOSING,
Sellin, R. H. J.
Bristol University,
Bristol, England,
Department of Civil Engineering.
Proceedings of the Institution of Civil Engineers, Part 2, Vol. 63, p 49-67,
March, 1977. 9 fig, 3 tab, 10 ref.
An evaluation was conducted to determine the various factors involved in using polymer
dosing to increase sewer flow discharge capacities. An increase of about 25% could be
expected with 20-50 ppm polymer additions by weight. An increase of 140% was obtained
in a 150 millimeter, 30 meters long pipe with a dose of 300 ppm. No pollution or
toxicity problems occurred, except in the immediate area of an accidental bulk spill,
which would be naturally cleared in a short time. Comparisons with sewer construction
costs indicated that polymer injection would be a cheaper alternative. There was a
clear financial advantage in most cases. A minimum sewer length is necessary to make
polymer addition economically viable. Other advantages of polymer treatment include
its ease of use and transport in emergency situations and its ability to prolong the
life of sewer systems prone to overloads during the planning and construction of new
sewers. Drag reduction in large or rough pipes will be determined by future testing.
^Polymers, *Sewers, AFlow, Performance, Costs, Chemical treatment, Chemical reactions,
Sewage treatment, Economics, Waste water treatment
B054
DRAINAGE—WHO PAYS?,
Davies, J., and Dixon, R. E.
Chartered Municipal Engineer, Vol. 104, No. 3, p 35-38, March, 1977. 1 fig, 4 ref.
The English 1973 Water Act places the responsibility for sewerage on various water
authorities and other agencies. There is a provision in the Act stating that owners
or occupiers of a property, or local authorities, can requisition sewer systems for
domestic purposes. The increasing costs of sewer construction present a financing
problem: who is to pay for the installations? Water authorities seem likely to have
funds for only essential sewer construction in the foreseeable future, and will probably
concentrate on making the best use of already existing facilities. There is no absolute
duty for them to provide sewers for their areas. The requisitioning provision of the
Water Act appears to be a useful instrument, since the requisitioner will guarantee the
authority's income in uneconomical situations.
^Drainage, *Sewers, *Costs, *Sewer construction, Municipal wastes, Domestic wastes,
Legislation, Capital costs, Water quality control, Waste water treatment
52
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B055
STUDY OF IN-SERVICE BITUMIZED FIBER SEWER PIPE,
Brumagin, T. E., Colwell, J. A., and Skelton, W. H., Jr.
Transportation Engineering Journal of ASCE, Vol. 103, No. TE2, p 257-267, March, 1977.
10 fig, 2 tab, 2 ref.
Used bitumized fiber sewer pipes were recovered and tested to determine in-service
changes which had occurred. Pipes used in the City of Tampa and Hillsborough County,
Florida, were studied. Pipe strength had rapidly decreased according to time in
service and the amount of water absorbed. Rotary knife cleaning, surface blisters,
and root penetration also decreased pipe strength. Beam strength test results indi-
cated chat rigidity was less than one-third that of the original specifications. Wet
conditions produced greater strength deterioration than dry conditions. This pipe was
considered inappropriate for the Tampa or Hillsborough areas because of the rapid loss
of needed pipe properties.
*Sewers, '-Pipes, ^Physical properties, Evaluation, Conveyance structures, Chemical
reactions, Waste water treatment, Equipment, Conduits, Engineering structures
Tampa (FL), Bitumized fiber sewer pipe
B056
MOVEMENT JOINT FOR CONCRETE SEWER BRIDGE,
New Zealand Engineering, Vol. 31, No. 15, p 261, November 15, 1976. 1 fig.
Hamilton City, New Zealand, has built a concrete bridge for transporting sewage across
a river for treatment. The prestressed concrete bridge has two 1.34 square meter ducts,
is 165 meters between abutments, and 15 meters above river level. Flexible duct pins
provide longitudinal earthquake protection. A leak-proof, elastic jointing system
(Transflex Type 200A) was used for earthquake deflection, temperature movement, shrink-
age, and creep shortening. The seal also resists the chemicals in raw sewage and
hydraulic pressures.
^Sewerage, ^Bridges, ^Concrete, ^Construction joints, Bridge design, Construction
materials, Prestressed concrete, Sealants, Corrosion, Engineering structures, Design
criteria
Hamilton City (New Zealand)
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B057
INDUSTRY MONITORS COUNTY STORM SEWER WATER,
Tllsner, F.
Water and Sewage Works, Vol. 124, No. 3, p 56-57, March, 1977. 1 fig.
A storm sewer and its monitoring by a Wisconsin tractor plant and foundry operation
were described. The system is completely open and susceptible to contamination by oil
and other waste matter. An oil interceptor system was installed at the sewer outlet
to a lake. It was divided into two units, a pump Basin and a filter building. The
pump basin is the primary monitoring and flow controlling station of water into the
lake. Water passes over a baffle for the removal of heavy solids or debris, then through
the pump house via a screened inlet so that flotable materials which passed the baffle
are removed. Another baffle traps flotable oil or process liquid in the basin, while
an oil skimming unit continuously removes surface oils. Water contaminated by matter
which mixes with it is transferred to the filter house which has primary and secondary
solids separators. It is then moved to a pre-filter tank or to the secondary separator
if further solids removal is necessary. Solids and debris collected are transferred
to an outside collection tank for pumping to the waste treatment plant grit chamber
for ultimate disposal. An operator monitors the system's performance for possible
pollution problems and controls the equipment.
*Storm drains, *Monitoring, Pumping plant, Filters, Industrial wastes, Domestic wastes,
Liquid wastes, Oil wastes, Chemical wastes, Flow, Separation techniques, Water
purification, Pollution abatement
Racine (WI)
B058
HANDLING SMALL AMOUNTS OF CRUDE SEWAGE,
Water and Waste Treatment, Vol. 20, No. 2, p 41, February, 1977.
An English company has marketed specialized sewage handling equipment in the Middle
East. Most applications involve sewage pumping and sewage disposal. Equipment is
constructed to handle flows up to 115 liters/second, especially in cases where low
and constant delivery rates are necessary. Gravity filled sewage ejectors are pro-
vided, as are fully automatic sewage pumping systems. These systems are designed to
handle small crude sewage flows.
*Sewers, *Equipment, *Sewage treatment, *Sewage disposal, Pumps, Automatic controls,
Maintenance, Design, Performance, Waste water treatment
Middle East
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B059
PIPES FOR SEWERAGE AND SURFACE WATER,
Pipes and Pipelines International, Vol. 22, No. 1, p 39, February, 1977.
Piping for an English scheme to Improve sewerage and surface water facilities was de-
scribed. The purpose was to accommodate new development and avoid sewer and drain
damage by mine wastes. The village of Riccall is very near a coal field and mine
wastes must be sewered to a treatment facility which replaced the older municipal
plant. The work involved a sewage pumping main and the laying of 710 meters of 200
millimeter diameter pipe and 1,985 meters of 225 millimeter diameter pipe. The pipes,
constructed with Widnes joints, were laid on a granular bed with normal cover. Pipes
were laid at a depth of 3 meters in the section crossing under an aqueduct.
*Pipes, Sewage treatment, Physical properties, Sanitary engineering, Mechanical
engineering, Treatment facilities, Waste water treatment, Conduits, Cities, Surface
water, Industrial wastes, Mine wastes
B060
THE CONCEPTION, DESIGN, AND CONSTRUCTION OF METROPOLITAN
TORONTO MID-TORONTO SEWER,
Hogarth, L. N.
James F. MacLaren Limited,
Willowdale, Ontario, Canada.
Canadian Journal of Civil Engineering, Vol. A, No. 1, p 47-56, March, 1977. 3 fig,
3 ref.
Various factors of the planning, design, and construction of an intercepting sewer in
Toronto, Canada, were discussed. Considerations of flows in the Toronto area and
hydraulics of the area were prime factors of the system's design. Advantages of the
deep sewer design used include the dewatering of existing intercepting sewers for in-
spection, repair, or restoration without raw sewage discharge to the lakefront. Sur-
plus flows of present sewers will be discharged to the new interceptor sewer. Pumping
station and trunk sewer connections will also allow continued maintenance of the present
low and high level sewers and their pumping station, as well as that of the new system,
without sewage loss to the lake. Dynamic operation measures flows in various sewers
and, manually or automatically, diverts flow from sewer to sewer by the regulation of
gates. This utilizes full sewer capacity while reducing overflows. Backflows into
trunk sewers should be avoided and flow tributary to the interceptor sewer must be
measured to achieve flow routing. Air trapped in sewage during the fall to the inter-
ceptor sewer is vented by a structure in a spur tunnel horizontal to the main intercep-
tor sewer. Access shafts for maintenance and inspection of the interceptor sewer are
located at 305-1219 meter intervals. A level sensing bubble is located at each shaft
and hydraulic gradients can be accurately measured at these points. The shafts are
located at points where the 150 centimeter diameter cross connections between high and
low level interceptors meet the new interceptor systems. Construction, maintenance and
operation data are being collected.
*Sewers, *Construction, *Deslgn criteria, *Interceptor sewers, Tunneling, Automatic
controls, Engineering structures, Flow, Hydraulic design, Operation and maintenance,
Performance, Construction techniques, Construction materials, Waste water treatment
Toronto (Canada) 55
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B061
GO AHEAD FOR DRAINAGE AND OUTFALL,
Effluent and Water Treatment Journal, Vol. 17, No. 3, p 112, March, 1977.
The Wessex Water Authority, in England, has decided to build a proposed drainage and
long sea outfall system as the most effective and economical solution for the sewage
problems in the Weymouth and Portland areas. A study has been undertaken to select
definite siting and outfall length. Conditions in the outfall area will be monitored
before and after construction to determine the necessity of pretreatment. Tests are
also to be conducted with harmless bacteria to determine the time it takes for them
to move from the outfall area back to land. The long sea outfall discharging macerated
and screened domestic effluent into deep water is expected to relieve present marine
pollution problems.
^Drainage, *0utfalls, Piping, Monitoring, Waste disposal, Sewage effluents, Bacteria,
Saline water, Domestic wastes, Pollution abatement, Environmental control
Ocean disposal
B062
IMPROVEMENT AND EXPANSION OF THE DRAINAGE SYSTEM OF HAMBURG,
Kuntze, E.
Abwassentechnische Vereinigung E.V.,
Fernuf Bonn, Germany.
Journal Water Pollution Control Federation, Vol. 49, No. 3, p 499-502, March, 1977.
The City of Hamburg, West Germany, has embarked on a program to improve its drainage
system. Deterioration of its waterways and the rapid growth following its devastation
after World War II made improvements and expansion of drainage and water treatment
systems necessary. The system was primarily a combined sewer system with separate
sewers added to accommodate post-war expansion. Results of this construction, aided
by geographical considerations, were increased loads of existing trunk sewers which
led to frequent storm overflows, and sewers which were overloaded by the increased per
capita water consumption. A study revealed that nearly 1,000 kilometers of the system
were older than 50 years and needed renovation; 92% of the population was connected to
the drainage system; most of the industrial firms were connected to the drainage system
or had their own treatment facilities; treatment efficiency was between 50 and 94%;
and about 75 million cubic meters of highly polluted storm water was discharged into
smaller city streams and created extreme pollution. The proposed solutions involve
stopping the direct disposal of untreated waste water into natural water resources;
banning disposal of treated effluents into streams incapable of sufficient self-purifica-
tion; reducing overflows from combined sewers and relocating storm overflows to more
suitable areas; expanding treatment plants which discharge effluents into the Elbe;
renovating the old central drainage system and improving its capacity; building new
sewers in areas already built up, but not connected to the drainage system; and finding
an economical treatment for storm water from separated systems before disposal. The
city is applying model studies, electronic analysis, flow control investigations, and
economic analysis in various investigations of the best means for solving these problems.
*Drainage systems, *Water quality control, *Public health, *Combined sewers, *Separated
sewers, Urban drainage, Cities, Pollution abatement, Storm water, Treatment facilities,
Overflows, Construction, Engineering structures, Waste water treatment
Hamburg (West Germany) 56
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B063
CORROSION AVOIDANCE IN WATER AND SEWAGE PIPELINES,
Smith, T. R.
Water Services, Vol. 82, No. 973, p 143, 145, 146, March, 1977.
Current economic conditions dictate that water and sewage pipelines be chosen for the
lowest overall costs. These costs not only include the pipe cost, but installation and
maintenance costs. The latter depends greatly on pipe life-aging and breakage. Cor-
rosion, which contributes greatly to aging and breakage, should be minimized. Ductile
iron is generally coated with a tar or bitumen-based substance which enhances its metal
corrosion resistance, and especially its oxide skin. Great reliance is placed on
cement mortar linings. Sulfate resisting cement is often specified for ductile iron
linings. Other lining materials include epoxy resin systems and loose polyethylene
film. Better application methods are being developed for polyethylene to provide re-
sistance to extremely corrosive environments. Prestressed concrete pipes can be used
under conditions of sulfate levels exceeding 5000 ppm when a proprietary wrapping tape
system is used or when the pipes are installed in limestone surroundings. The very
dense structure of concrete gives it an improved corrosion resistance similar to that
of prestressed concrete. When sulfates are present in soils, a sulfate resistant cement
should be specified. Corrosion resistance can be improved by using a hard calcareous
aggregate such as dolomite. Glass reinforced plastics (grp) or reinforced plastic
mortar (rpm) pipes provide corrosion resistance at a reasonable cost. Proper installa-
tion of this pipe is necessary for obtaining the full benefits of its resistance proper-
ties. Soil analyses can aid in determining the pipe composition and the means of pro-
tection needed.
*Corrosion control, *Sewers, *Piping, *Linings, Iron, Concrete, Plastics, Costs,
Maintenance costs, Construction materials, Evaluation, Prestressed concrete
Ductile iron, Polyethylene, Glass reinforced plastics, Reinforced plastic mortar
B064
STATIC CALCULATION OF DRAINAGE CHANNELS AND PIPES (Die statische
Berechnung von Entwasserungskanalen und-leitungen),
Zaschke, W.
Berichte der Abwassertechnischen Vereinigung e.V. , No. 29, p 107-122, 1976. 12 fig,
17 ref.
The static calculation of statically stiff and soft pipes is presented. The basic soil
mechanical parameters necessary to load calculation are specific gravity, viscous flow,
and modulus of deformation. The earth load is reduced by the friction forces of the
wall. The traffic load is calculated on the basis of Boussinesq's theory. Various
formulas for the determination of the stress concentration in stiff pipes, and the
Iowa formula for statically soft pipes, are presented. The live load is nearly in-
dependent of the pipe-laying conditions; it can be assumed to be rectangular. While
statically stiff pipes should be chosen on the basis of stress or load-bearing capacity
calculations, the long-term and short-term deformations, and possibly the stresses,
should be calculated for statically soft pipes. The maximal permissible relative
change in the vertical diameter of soft pipes is 6%.
*Sewers, *Analytical techniques, *Loads (forces), Viscous flow, Specific gravity,
Friction, Mechanical properties, Physical properties, Conduits, Soil mechanics,
Stress analysis, Drainage
Static calculation
57
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B065
DEMONSTRATING THE FEASIBILITY OF VACUUM AND PRESSURE SEWERS,
Clark, L. K., and Eblen, J. E.
C and G Engineering,
Salem, Oregon.
Public Works, Vol. 108, No. 4, p 81-84, April, 1977. 1 tab.
A study was conducted in Bend, Oregon, to determine the feasibility of using vacuum and
pressure sewers. A concurrent study attempted to develop construction techniques other
than drilling and blasting for sewers in rocky areas. The pressure sewers were de-
signed to tap septic tank effluent lines upstream from boreholes or trench drainage sys-
tems. Multiple residential connections were also investigated. There were three resi-
dences on one unit, two on each of three units, and two residences were connected to
single pumping installations. The system had a total of eleven service connections.
The PVC pressure lines were buried at a depth of no less than three feet. The pumping
units included a submersible centrifugal pump (25 gpm) in a 30-inch vertical culvert
with a tight cover. Two head conditions were used for the six connections, 25 and 37
feet. Discharge lines had check and gate valves and gates were fitted with extension
rods. An alarm system was included, but even in the event of pump failure, liquids
back up into the original disposal system and householders are not inconvenienced.
Monitoring was at the point of discharge into the trunk sewer. Gravity lines did not
require rock excavation. A rock trencher was used to place about 25% of the pressure
lines. Operation, maintenance and repair costs are being evaluated. The vacuum system
also served eleven residences. The central station drew air from small diameter pipes
connected to small sumps that received residential waste water. The waste water was
collected by vacuum in a receiving tank and pumped through a pressure line to a force
main that terminates in the main interceptor. The system was limited by elevation
differences. Vacuum release valves were built into the collection system, but electri-
cal or hydraulic valves would also work. Sumps were connected to building sewers by a
line upstream from the septic tank. Costs for the vacuum system piping were about
$9.75/foot and, for the pressure sewers, about $5/foot. About 50% of the excavation
for the vacuum system was done with the rock trencher. These systems show promise as
alternatives to gravity systems in areas requiring excessive underground work, in
heavily built-up areas, in locations with high groundwater tables, or where buildings
are inaccessible for gravity service.
*Sewers, *Sewer construction, Costs, Conduits, Equipment, Monitoring, Interceptor
sewers, Pumping plants, Excavation, Cities
B066
PVC LINING—THE ANSWER TO CORROSIVE ATTACK BY H2S IN CONCRETE
SEWERS AND STRUCTURES,
Water Services, Vol. 82, No. 973, p 161-162, March, 1977.
Polyvinyl chloride (PVC) linings were studied in Australia as a preventive measure for
hydrogen sulfide corrosion in concrete sewers and structures. Factors involved in this
type of corrosion are temperature, sewer design, and degree of turbulence. High temper-
ature increases the rate of corrosive attack. Hydrogen sulfide corrosion can be broken
down to four stages: sulfur compounds natural to sewage or formed by bacterial activity
in anaerobic conditions provide a sulfide content; H2S gas is released into the sewer
atmosphere depending on the relative humidity, the degree of turbulence, and the pH
in the sewer flow; H2S is oxidized by bacteria, reducing the pH and forming sulfuric
acid on the concrete; and the sulfuric acid reacts with lime and hydrated calcium sili-
cates in cement to destroy its structure and reduce it to a putty-like paste. Any pro-
tective lining should be resistant to waste constituents and sulfuric acid. It should
be suitable for sewer use, remain in place, be unaffected by bacterial actions, be
formed as a continuous coating throughout the entire system, and be easily identifiable
and reparable in case of accidental damage. A patented process was developed to embed
PVC sheets in concrete pipes. They are placed to avoid moisture buildup between the
PVC sheets and the concrete, and methods were developed to join sheets between succes-
sive pipes after laying them. A lining testing method was also developed to ensure
the lining's integrity.
*Linings, *Plastics, *Corrosion control, *Concrete structures, Hydrogen sulfide,
Physical properties, Chemical properties, Sewers, Sulfur compounds, Aerobic conditions,
Design criteria
Polyvinyl chloride (PVC)
58
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B067
GO AHEAD FOR LONG SEA OUTFALL,
Water Services, Vol. 82, No. 973, p 126-127, March, 1977.
After much Investigation, the Wessex Water Authority, England, has decided to construct
a long sea outfall as part of a drainage system to solve sewage problems in Weymouth
and Portland. Further testing and study will determine the optimum location and length
of the outfall. Environmental conditions are to be continuously monitored. Tests will
be conducted with harmless bacteria to determine the time they take to reach land from
the outfall. Sewage is an extreme problem and it is expected that a long outfall dis-
charging into deep waters will provide the most economical solution. Inland treatment
facilities would be more expensive and an outfall would be necessary in any case. Total
costs for all systems involved are estimated to be about 8.8 million pounds; the outfall
will cost 2.4 million pounds of this amount. Construction should begin about 1978.
*0utfall sewers, Drainage, Monitoring, Testing, Bacteria, Planning, Sewage treatment,
Waste disposal, Domestic wastes, Waste water treatment
Weymouth (England), Portland (England)
B068
POLYETHYLENE SEWER FORCE MAIN TAKES VARYING PRESSURES,
Water and Sewage Works, Vol. 124, No. 4, p 108-110, April, 1977. 1 fig.
A 16,640-foot, 14-inch polyethylene sewer force main has been constructed in Ruston,
Louisiana. This is part of the first of a three stage project to rehabilitate the
city's treatment system. The force main is subjected to pressures of up to 100 psi.
The pipe was formed by butt fusing of the joints to provide resistance to railway
vibration; it is also elastic and able to withstand deflection. The Driscopipe 1000
chosen has a high molecular weight and is suited for sewer use due to its stress crack
resistance, stiffness, and toughness. Variable speed pumps will be used to minimize
shock wave production when pressure is increased or dropped. A pressure profile was
used and pipe thicknesses were chosen to match pressure at various points along the
line. This resulted in a material and cost savings of nearly 15%. Hydraulic back-
filling of the ditches eliminated the need for a man in the ditch after pipe laying.
*Sewers, ^Construction, *Plastics, Planning, Pipes, Physical properties, Construction
materials, Pumps, Costs, Hydraulic structures
59
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B069
SEWAGE PUMPING STATION BUILT TO HANDLE FUTURE SYSTEM DEMANDS,
Glldewell, J. D., Jr.
Water Pollution Control Department,
Topeka, Kansas.
Water and Sewage Works, Vol. 124, No. 4, p 105-106, April, 1977.
A pumping station of "concentric cylinder" design was constructed in Topeka, Kansas.
The automated station, with computer monitoring, houses variable speed pump and motor
combinations which are designed to meet normal growth demands. The system included
a 44 foot deep, 22 foot diameter center wet well for sewage which first passes through
bur screens. Two variable speed solids-handling pumps have a 21 mgd capacity, and the
third has a 14 mgd rating. A 50 mgd design capacity was built into the system. The
pumps have mixed-flow sewage-type closed impellers to aid handling of large solids and
stringy materials.
*Pumping plants, *Pumps, *Design criteria, Planning, Engineering structures, Cities,
Sewage treatment, Automatic controls, Maintenance, Performance, Operations, Waste
water treatment
Topeka (KS)
B070
THE PROTECTION AND REPAIR OF UNDERGROUND PIPELINES FOR WATER
AND SEWAGE,
Leng, M. S.
Water Services, Vol. 82, No. 973, p 168, 171, March, 1977.
The protection and repair of underground pipelines of ferrous metals, asbestos cement,
and various concretes is very important. Metal pipes are subject to various chemical
reactions, such as oxidation, which causes them to revert to their original ores, and
corrosion from the elements in raw sewage. Coatings of various types and cathodic
protection are used to protect ferrous metal pipes. Various polymer resins are used
for cement and concrete pipes. These pipes require protection primarily from sulfuric
acid, acidic water and groundwater, and chemicals from industrial sources. Special
equipment is available for sealing defective joints. Pipe repairs may be needed to
stop excessive infiltration, protect pipes from interior chemical attack, correct damage
already done, or to strengthen pipelines. Repair is expensive, but reconstruction is
much more costly.
*Pipelines, Metal pipes, Concrete pipes, Oxidation, Corrosion, Conveyance structures,
Resins, Linings, Sewers, Chemical reactions, Corrosion control, Physical properties,
Chemical properties, Hydraulic structures
CO
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B071
POST-TENSIONED SEWER RIVER CROSSING,
New Zealand Engineering, Vol. 32, No. 2, p 42, February, 1977.
A major part of the main sewer drainage of the Hutt Valley, New Zealand, was recently
duplicated. This project included an on-grade sewer crossing of the Hutt River at
Silverstream. Previous sewers crossing the river were true siphons or pumping mains,
which entailed continuous operating costs and potential pollution hazards. The avail-
ability of bedrock close to the stream bed surface was confirmed. Because of a fault
zone in the area, it was decided to make the 165 meter long crossing and the manholes
monolithic by post tensioning. A tidy slab with a reinforced shear key was poured on
the excavated rock surface. The pipe structure was post-tensioned with eighteen multi-
strand cables with five vertical anchors stressed to 70 t to anchor the crossing to the
bedrock. Sewage flow is carried by two 1065 millimeter diameter pipes. Design capa-
city is 10,900 cubic meters/hour. Overflow pipes and service ducts were included in
the construction, with a river level recording channel and a modified Parshall flume
to monitor total sewage flows of the Upper Hutt basin.
*Sewers, *Construction, *Engineering structures, Hydraulic structures, Pipelines,
Pumping plants, Equipment, Excavation, Design criteria, Flow, Monitoring
Hutt River (New Zealand)
B072
CONSTRUCTION AND MAINTENANCE COSTS OF SEWER SYSTEMS
(Bau- und Betriebskosten von Kanalisationsanlagen),
Haendel, H.
Berichte der Abwassertechnischen Vereinigung, e.V., No. 29, p 205-219, 1976. 9 tab.
Construction, operating, and maintenance costs of sewer systems are discussed. The
construction costs are influenced by such factors as topographic conditions, population
density, type of ground, groundwater level, weather conditions, type and price of the
pipes and other installations. Charts are presented for the determination of the
specific costs of earthworks and piping. The high construction costs fully justify the
use of high-quality, more or less expensive pipes to increase the life of the sewer
system.
*Sewers, *Construction costs, *Maintenance costs, *0perating costs, Topography,
Soil types, Population, Density, Groundwater, Construction materials, Climates,
Piping, Earthworks, Cost analysis
61
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B073
PLAIN-END PIPE 'COLLARS' PROBLEM SEWER CONNECTIONS,
Foster, W. S.
The American City and County, Vol. 92, No. 4, p 76, April, 1977.
Plain-end pipe, which has a factory-applied polyvinyl chloride or fiberglass-reinforced
polyester plastic collar, may permit reductions of installation costs in sewer collec-
tion systems. The collar is molded to provide a double bead and ensure an infiltration-
tight seal; the spigot end is provided with a flexible molded band, generally of ure-
thane rubber. The bells of flared-end pipes represented the most common site of
breakage in the past. Trench excavation and pipe bedding had to be very carefully
executed to provide safe and proper support for these pipes. Clay pipe has many desir-
able properties, but the cold mastic or cement mortar previously used to join them were
not sufficiently resistant to movement or infiltration. Jointing systems for clay
pipes are now improved. Many suppliers of bell-and-spigot type pipes expect to offer
plain-end pipe in the future, and some suppliers of plain-end pipe are listed.
*Piping, *Sewers, *Joints (connections), Clay pipes, Plastics, Infiltration, Costs,
Physical properties, Chemical properties, Construction materials
Plain-end pipes
B074
IDEAS APLENTY-BUT STILL SEWERS FACE CASH NEGLECT,
Surveyor, Vol. 149, No. 4425, p 14-15, April, 1977.
Proposals from Great Britain's Water Research Centre conference on Opportunities for
Innovations in Sewerage are reported. The lack of progress towards innovation in the
British sewerage industry was blamed not upon a lack of ideas, but on shortages in
funding. British sewer systems are greatly in need of repair. A four-point plan was
outlined for improvements, involving: identification of work priorities; use of ex-
isting techniques to increase sewer life; development of new technology where applicable;
and increasing the efficiency and cost-effectiveness of full reconstruction techniques.
The five sections of the conference focused upon planning and design, construction and
records, flow measurement and control, inflow and infiltration and maintenance and
renovation. New synthetic materials for sewerage were suggested as replacements for
traditional ones. These plastics provide high reliability and durability in drainage
systems, rising mains, and gravity and trunk sewers. It was recommended that upgrading
of sewerage systems be implemented, using available and new technologies, in order to
counteract the effects of years of neglect on these systems.
*Sewers, *Maintenance, *Repair, *Construction, Economics, Planning, Costs,
Construction materials, Tunneling, Flow, Measurement, Polymers, Corrosion control,
Cleaning, Inspection
62
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B075
SEABED SEWERS FOR HONG KONG,
Short, A. F.
The Consulting Engineer, Vol. 41, No. 4, p 47, 50, April, 1977.
The planned system of submarine interceptor sewers for Hong Kong was described. The
system was planned to replace direct discharge to the ocean, which has caused deteriora-
tion of beaches and local waters. Rapid population increases and industrial development
have made the recommended waste disposal system necessary. Oxygen levels of the city's
harbor had been falling below 50% saturation. The proposed scheme uses an interceptor
sewer to collect wastes from the three main North West Kowloon drainage areas and con-
vey them to a new treatment site. Treated effluents will be discharged into the har-
bor's main tidal stream. The interceptor sewer would be a twin circular sewer that
crosses the harbor to the treatment site. Interceptor and outfall sewers to the treat-
ment works will be gravity sewers. A main pumping station with degritting and coarse
and fine screening facilities will lift sewage to ground level and on to treatment. A
high rate biological filtration system with settlement and recirculation is to be em-
ployed, and a twin outfall with diffusers will be used for effluent discharge. Sludge
treatment will involve heated anaerobic digestion in covered digesters for circulation
and gas collection. Sludge disposal will be by ocean dumping. Investigations are con-
tinuing for development of underwater construction by tunnelling and immersed tube
techniques. The treatment facility is to be constructed on reclaimed land and the en-
tire system must be able to withstand the worst extremes of weather, such as typhoons.
*Sewers, *Construction, *Planning, Pollution abatement, Outfalls, Waste disposal,
Treatment facilities, Waste water treatment, Tunneling
North West Kowloon (Hong Kong)
B076
CONCRETE BUCKET DISTRIBUTES CRUSHED BEDDING EVENLY ON
SEWER JOB,
Highway and Heavy Construction, Vol. 120, No. 4, p 32-33, April, 1977.
A bottom-dump concrete bucket was used to distribute granular bedding for a sanitary
sewer line. The work was done quickly and easily in otherwise inaccessible areas. Ex-
cavation of sandy, red clay soil in Dothan, Alabama, was done with an hydraulic backhoe
with a 1 1/2 cubic yard bucket. Clay and PVC pipe were used for the project which re-
quired 23,000 linear feet of sewer line and 14,000 linear feet of water pipe. The ter-
rain ranged from open prairie to wooded with a creek. An eighteen-foot deep cut was
planned near the creek. A right work area was created because many old trees could not
be removed. A track loader with a bucket was used to carry granular material from the
stockpile to the concrete bucket. The concrete bucket was attached to the backhoe
bucket and lowered into a trench after backhoe excavation. The bucket dropped an even
12 inches of crushed bedding into the trench. After pipe connections were made, back-
fill operation was begun. A compactor was used to consolidate the upper 12 inches of
backfill to a 100% modified Proctor.
*Sewers, *Concrete construction, Construction materials, Excavation, Concrete,
Conveyance structures, Conduits, Piping, Clay pipes, Plastics
Concrete bucket
C3
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B077
CHELLASTON TRUNK FOUL SEWER. SOME INTERESTING ASPECTS OF
THE SCHEME,
Fisher, R. G.
Chartered Municipal Engineer, Vol. 104, No. 4, p 53-59, April, 1977. 4 fig, 2 ref.
An increase in the population served by the sewage disposal works in Derby Borough,
England, and in projected increased industrial operations created a need for develop-
ment of a drainage plan. This included abolishing the old system and constructing the
new Chellaston trunk foul sewer scheme. The proposed scheme involved a gravity trunk
foul sewer to the borough's sewage disposal works, laid to minimum falls with a self-
cleaning velocity, and routed through developing areas. This would relieve the existing
overloaded system and eliminate five existing pumping stations. Design criteria were
chosen to satisfy needs until the year 2000. New residential development was assumed
to be on a separate system with standards for domestic properties of 0.23 cubic meters
per head/day with 3.5 persons per house, and a maximum discharge of six times dry
weather flow allowed for 30 dwellings per hectare. Various aspects of construction
were described. These included solutions to problems created by noise, ground condi-
tions, outfall construction, excavation processes, culvert construction, river cross-
ings, and canal construction.
*Sewers, *Sewage disposal, Analysis, Outfalls, Design criteria, Construction,
Treatment, Flow, Odor, Canals
B078
CHICAGO PLAN DESIGNED FOR POLLUTION AND FLOOD CONTROL,
Water and Sewage Works, Vol. 124, No. 5, p 50-51, May, 1977.
Construction has begun on a Chicago, Illinois, tunnel and reservoir plan for pollution
and flood control. Phase one comprises storm water and sewage conveyance, storage,
and purification. Ninety-one miles of 9 to 35-foot diameter tunnels at 150 to 300 feet
below ground will be drilled through dolomitic rock. Phase two will provide flood
control. It will involve 21.2 miles of 30 and 35-foot diameter tunnels, and storage
reservoirs with a volume of 127,000 acre-feet of runoff water from a tributary area of
363.8 square miles. Total costs for the project were estimated as $1,912.4 million.
The present Interceptors are subject to runoff volumes 15 to 30 times that of design
capacities. The planned expansions will allow storage in the tunnel system and three
open-pit quarries. Combined sanitary/storm water flows would be pumped from storage
and treated at the present facilities during dry weather to prevent flooding of low-
lying areas and the discharge of untreated sewage Into waterways. Drop shafts will
interrupt sewer flow for diversion into the tunnels. Portions of the system which have
been completed were described.
*Tunnels, *Reservoirs, Pollution abatement, Flood control, Storm water, Water
purification, Storage, Urban runoff, Conveyance structures, Tunneling, Costs
Chicago (IL)
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B079
COLLECTION SYSTEMS,
In: 1977 Public Works Manual and Catalog File, Billings, C. H., Conner, S. H., and
Klrcher, J. R., editors, p D2-8, 1977.
The collection system is the most expensive portion of a sewage system; therefore, its
design and construction are important in order to avoid future problems with mainten-
ance and treatment plant operation. Pipe materials, such as clay, iron, concrete, and
asbestos-cement were presented with various specifications for each. These included
strength, fittings, installation, and testing procedures. Linings, coatings, and other
methods for prevention of corrosion and proper operation were presented. Linings for
concrete sewers included polyvinyl chloride and vitrified clay. Jointing materials
were briefly discussed, as were various manhole designs and materials. Septic tanks
and cesspools were discussed for use in small systems where sewers were not installed.
The use of flow regulators in sewers was also considered.
*Sewers, *Design criteria, *Physical properties, *Chemical properties, Construction,
Maintenance, Clay pipes, Concrete pipes, Metal pipes, Plastic pipes, Joints
(connections), Linings, Manholes, Construction materials, Conduits
Asbestos-cement pipes
B080
DESIGN PROPOSALS FOR SUBMERSIBLE SEWAGE LIFT STATIONS,
Kelly, H. G.
Water and Sewage Works, Reference Issue, p 76-78, 80-84, 86, 88-90, April, 1977.
12 fig, 2 tab, 18 ref.
Designs were presented for submersible sewage lift stations. Submersible lift stations
are economical alternatives to larger dry well/wet well stations. They can also be
used to handle flows until increased flows require larger facilities. Design factors
considered were construction materials, sizing, pump types, power and controls, hy-
draulic conditions, operation and maintenance needs, and costs. Practical design can
be achieved for flows less than 1500 gpm. Centrifugal pumps are generally used, but
progressive cavity pumps and pneumatic ejectors have been used in low flow-high head
applications. Concrete, fiberglass, or a protected metal are the usual construction
materials, depending upon specific site, design, and construction considerations.
Sizing and pump selection should be based on accurate design inflow estimations. Pumps
should also perform reliably and have a good service record, as well as conform to head
requirements. A friction loss equation should be derived before the selection of sys-
tem components, and the system head curve should reflect Its optimum solution. System
hardware should be selected for ease of installation, operation, maintenance, cleaning,
and repair. The well must be large enough to provide pump operation times which would
prevent material accumulation and septicity. The range of liquid level controls in-
cludes float and pneumatic bubbler controls, ultrasonic echo controls, and pressure
sensing tubes with time delays. Pump motors should be installed with non-overloading
features. Horsepower should run out a certain percentage of the pump characteristic
curve past the intended operation point. Grinder pumps provided alternatives for low
flow applications. They were economical and simple, and could be used for individual
homes or in a station for several homes or sources. Installation and material costs
can determine the type of station constructed. Individual preference may overrule cost
comparison in this selection. Operation and maintenance costs should be considered,
as well as the costs of downtime.
*Hydraullc design, *Hydraulic structures, *Pumps, Sewers, Construction materials,
Performance, Design criteria, Operation and maintenance, Flow rates, Costs, Control
systems
Submersible lift stations
C5
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B081
SEWER MAINTENANCE AND REHABILITATION,
In: 1977 Public Works Manual and Catalog File, Billings, C. H., Conner, S. H., and
Kircher, J. R., editors, p D57-D62, 1977. 1 fig.
Tests for evaluating sewer systems were presented. These were needed to maintain de-
sign performance levels of treatment plants. Public Law 92-500 provided for 75% of
construction costs of interceptors and treatment plants if the applicant could demon-
strate that related sewer systems were not subject to excessive infiltration/inflow.
The evaluation procedures consist of an infiltration/inflow analysis and a physical
evaluation survey. These must be conducted before rehabilitation can proceed. The
first analysis includes area topography, soil conditions and hydrology; wet and dry
weather patterns and 100-year flood crest; projected population and industrial growth
and growth patterns; industrial effluent characteristics; environmental aesthetic ef-
fects of treatment facilities; mapping of collector lines and manhole inspection to
determine infiltration; treatment costs of extraneous water; comparison of metered water
sales and returned volume for treatment; health hazards of bypass pumping into recrea-
tional waters; and a smoke and/or dye test to locate hidden infiltration sources. The
second test includes evaluation of soil cavitation; potential exfiltration/infiltration
areas; visual grade variance; maintenance of way and system; qualification of damage
from surface forces; and soil characteristics. The effect of groundwater conditions
should also be examined. Various mechanical and chemical means for clearing obstruc-
tions from sewers were described, as well as methods for rehabilitation, such as chemi-
cal grouting and sewer relining. Maintenance and safety measures and equipment were
suggested.
ASewers, ^Maintenance, ^Rehabilitation, Evaluation, Hydraulic structures, Conveyance
structures, Monitoring, Infiltration, Inflow, Cleaning, Chemical treatment, Equipment,
Repairs, Safety, Conduits
B082
PENNSYLVANIA WASTE WATER PROJECT PROGRESSES QUICKLY,
Water and Sewage Works, Vol. 124, No. 5, p 73, May, 1977.
The Valley Forge Joint Sewerage Authority has been responsible for one of the largest
American sewer projects. Nine local governments, six contractors, and seventeen con-
tracts were involved. The project consisted of an $11 million treatment plant, a new
interceptor main, and hundreds of miles of sewer pipe. Construction was 40% ahead of
schedule, in spite of simultaneous Bicentennial celebrations. Good planning contributed
to this success. Lines across the Valley Forge National Park were completed before the
summer of 1976. Sewer construction along highways coincided with low traffic periods.
Excavation was accomplished by extendable-boom drills and portable compressors, with
dynamite blasting in rocky areas. Community disturbances due to drilling were mini-
mized. About 275-325 linear feet of pipe were laid daily. Project completion was
expected to be earlier than the target date set for the fall of 1977.
*Sewers, ^Construction, Planning, Water districts, Equipment, Excavation, Trenches,
Performance, Pipes, Hydraulic structures
Valley Forge Joint Sewerage Authority (PA)
56
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B083
CRITICAL AND BRINK DEPTHS IN ELLIPTICAL SEWERS,
Paintal, A. S.
Water and Sewage Works, Reference Issue, p 172-173, April, 1977. 3 fig.
A method for the determination of critical depth In elliptical sewers was presented.
Flow estimation involved measurement of brink depth. Brink depth was the result of
a subcritical sewer flow at a free overfall critical depth upstream of the overfall.
The brink depth to critical depth ratio is constant and provides a method for critical
depth determination. Basic elliptical geometry was combined with mathematical ex-
pressions for the determination of critical depth and brink depth. This resulted in
equations which could be used to formulate functional relationships between the two
depths.
*Sewers, *Non-uniform flow, *Channel flow, *Flow rates, Subcritical flow, Overfalls,
Physical properties, Conveyance str"ctures, Mathematical studies, Equations
Critical depth, Brink depth, Elliptical sewers
B084
CITY OF MINNETONKA WING LAKE TRUNK SEWER: CITY OF
MINNETONKA, MINNESOTA,
Consulting Engineer, Vol. 48, No. 5, p 89, May, 1977.
Fifteen thousand feet of 6 to 24-inch sewer and force main, and a lift station were
Installed as part of a trunk sewer system in Minnetonka, Minnesota. The installation
was to eliminate individual soil adsorption disposal systems and sewage leaching into
four lakes. An 18-inch diameter gravity sewer was placed across Wing Lake. The lake
was drained and cleaned for pipe installation. Clean water from the city water system
was used as refill water. Environmental effects of alternative proposals were con-
sidered. Sewer construction adjacent to the lake might have destroyed trees. Exces-
sive groundwater movement could have resulted from trench dewatering. The lake's
ability to hold water was in danger of disruption due to the breakage of bottom seals
by excavation. Negative effects on aquatic life were considered when lake dewatering
was investigated. Public meetings were conducted, and a biological assay provided
information so that final decisions could be made. Inclusion of the public In pre-
construction planning avoided possible lawsuits from those disturbed about possible
environmental hazards, while providing the best solution to the extreme environmen-
tal problem of maintaining an intact lake ecosystem.
*Sewers, *Sanitary engineering, Construction, Environmental control, Excavation,
Dewatering, Aquatic life, Conveyance structures, Leaching, Pipes
Minnetonka (MN)
67
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B085
NEW SEWER SYSTEM RESISTS INFILTRATION,
Public Works, Vol. 108, No. 5, p 130, May, 1977.
Caruthersvllle, Missouri, has completed a sanitary sewer system which resists infiltra-
tion. The city is located along the Mississippi River and has a soil which is mostly
river and glacial silt. The area also possesses a high water table. Infiltration-
proof piping was needed because of its installation several feet below the water table
at several points. The major requirements of piping were tight joints and beam strength
which would withstand probable subsurface structural movement. Chemical bonding was
used to solve the jointing problems; longer pipe lengths necessitated fewer joints.
The choice of a pipe which allowed connection to house lines at random levels and in-
crement was important. About 13,500 feet of 8-inch diameter pipe, 4,000 feet of 10-
inch diameter pipe, and 1,400 feet of 12-inch diameter pipe were supplied by the Armco
Steel Corporation. Another 5,300 feet of 4 and 6-inch diameter extra-strength, solid
wall ABS pipe were used in reconnecting house lines.
*Sewers, *Infiltration, *Flooding, Design, Pipes, Construction materials, Sanitary
engineering, Joints (connections), Chemical properties, Physical properties,
Design criteria, Metal pipes, Plastic pipes
Caruthersville (MO)
B086
A NOTE ON SEWER DESIGN,
Swamee, P. K., and Grewal, N. S.
Roorkee University, India, Department of Civil
Engineering.
Indian Journal of Environmental Health, Vol. 19, No. 1, p 69-72, January, 1977.
1 fig, 2 ref.
A method has been devised for the design of circular sewers to handle partially full
flow conditions. Determinations are made for design parameters without any trial
and error procedure. Parameters of known value, such as discharge, bed slope, and
Manning's roughness coefficient n, are used to determine sewer radius, average flow
velocity, and flow depth. Equations and a sample solution are provided to illustrate
the process.
*Sewers, *Design criteria, Hydraulic design, Conveyance structures, Structural
design, Flow, Mathematical studies, Equations, Conduits, Waste water treatment
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B087
HYDROGEN PEROXIDE CONTROLS ODOR, CORROSION IN COLLECTION
SYSTEMS,
Matthews, D. G.
Water and Sewage Works, Vol. 124, No. 6, p 52-54, June, 1977. 1 ref.
A review was presented of efforts to control concrete sewer corrosion in Corpus
Christi, Texas. Experiences were related concerning one line using pipe factory-coated
with Polycor Enamel and carrying flows of nearly one-half its diameter. Corrosion was
noted soon after completion, and attributed to the reduction of inorganic sulfates and
organic compounds to hydrogen sulfide or the hydrosulfide ion by anaerobic bacteria.
The hydrogen sulfide combined with oxygen to form water and sulfur. Thiobacillus bac-
teria converted the sulfur to sulfuric acid, which combined with calcium oxide in the
concrete to form calcium sulfate. The resultant porosity of the structure allowed
sulfuric acid penetration of the sewer pipe. Several correctives were considered. Re-
placement with smaller diameter clay pipe at steeper grades using lift stations was too
costly and disruptive. Sliplining the pipe with a polyethylene liner and inject-
ing air into the sewage for bacterial control were discussed. Chlorine could be added
to end sulfide production or to oxidize hydrogen sulfide rapidly. High chlorine levels
would be required to destroy bacterial colonies. Hydrogen peroxide, originally sug-
gested for odor control, was chosen for testing. It was injected into the collection
system well before the concrete component. Sulfides were undetectable for three miles
and then reached a concentration of 1 ppm. Concentrations reached 12 ppm at the end
of the line. Feed rates were increased in summer to control higher sulfide concentra-
tions. The city found that the best solution would be hydrogen peroxide addition, un-
less polyethylene sliplining could be federally funded.
*Concrete pipes, *Corrosion control, *0dor, *Hydrogen sulfide, ^Anaerobic bacteria,
*Linings, Chlorination, Oxidation, Equipment, Conveyance structures, Sewers, Sewage
treatment, Sewage effluents, Waste water treatment
Corpus Christi (TX)
SUBMERSIBLE PUMPS SPEED SEWAGE FLOW,
Ransom, J. E.
The American City and County, Vol. 92, No. 6, p 70, June, 1977.
Rapid community and area growth and overloaded pumping stations created sewage handling
problems in Florence, Kentucky. A modified activated sludge process package plant was
constructed to support the original facility. In the mid-1960s, the three original
pumping stations suffered from freauent breakdowns and flooding. These were converted
to electrical submersible pumps, which were also used in the nine stations subsequently
constructed. Station capacity can be increased by changing impellers or adding another
pump. Equipment failure due to flooding has been eliminated because the pumps operated
submerged normally. No major problems have since occurred, and maintenance and in-
spection have been simplified. City regulation of pumping station construction has
standardized equipment and contributed to the simplification of inspection and main-
tenance.
*Pumping plants, *Pumps, Equipment, Sewers, Treatment facilities, Sewage effluents,
Regulation, Planning, Cities, Urban areas, Performance, Maintenance, Inspection,
Waste water treatment
Florence (KY)
69
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B089
COLLECTION, TREATMENT AND REUTILIZATION OF WASTE WATERS IN ARID
ZONES OF THE MIDDLE EAST,
Roberts, D. G. M., and Banks, P. A.
John Taylor and Sons,
Consulting Engineers,
London, England.
Proceedings of the Institution of Civil Engineers, Part 1, Vol. 62, p 209-219, May,
1977. 3 tab, 5 ref.
Local influences on the design and operation of Middle Eastern sewer systems were
examined. Waste treatment and water reuse were also discussed. Major problems result
from high temperature, low rainfall, and the predominantly sandy ground surface. The
temperature in sewers can reach 35 C which quickly produces septicity, especially in
rising mains. The resultant H2S can cause severe corrosion. Design features which
may ease the problems were: good gradients, small capacity pumps, restricted sump
sizes, and short rising mains. Highly technological solutions were avoided. Linings
and coatings which have been used successfully include coal tar epoxy, pure epoxy
resins, and glass reinforced plastic. The use of expensive, non-corrosive pipes was
frequently justified. Provisions should be made for heavy rainfall as most areas do
not have storm sewers. Ingress of groundwater into house connections should be avoided
to prevent sewer system overloading. The effectiveness of various treatment systems
was evaluated and recommendations made as to their applicability. Careful handling
and treatment were suggested for water reuse schemes. Use as industrial process water
or orchard and agricultural irrigation water was recommended to prevent public health
problems. Waste disposal and the economics of sewer systems and treatment facilities
were briefly reviewed.
* Sewers, *Design criteria, *Environment, *Corrosion control, *Linings, Pipes,
Corrosion, Pumps, Conveyance structures, Treatment facilities, Waste disposal,
Precipitation (atmospheric), Water reuse, Waste water treatment
Middle East
B090
PVC SEWER PIPE SURVIVES DEEP BURIAL,
The American City and County, Vol. 92, No. 5, p 89-90, May, 1977.
Polyvinyl chloride (PVC) sewer pipe was successfully installed by Genge/Meurer,
Serafini and Meurer, Incorporated, of Denver, Colorado, in a 42-foot deep trench.
Proper bedding and control of the trench width were able to minimize deflection. The
achievement of a 90% Standard Proctor Compaction or better around the sides of the
pipe allowed transmission of the load from the pipe to the trench wall. The bedding
also had to permit water to percolate through to avoid deterioration and excessive
deflection. A composite material of gravel with minimal sand and no clay was used as
bedding. Washed rock was placed on the sides of the pipe and crushed rock with dirt
and fine sand was used on top of the pipe. The project described used 15-inch diameter
pipe in 12 1/2-foot sections. The pipe allowed easy and fast joint assembly. A
Ring-Tite joint, made of a rubber ring seated in the ring groove of the pipe's bell
end, was used. The joint, tight and leakproof, also allowed for deflection. The most
severe deflection in the 2200-foot length of pipe was 3 1/2%.
*Pipes, *Sewers, Plastics, Construction materials, Pressure, Design criteria,
Conduits, Conveyance structures, Loads (forces), Joints (connections)
70
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B091
KEEP MAINTENANCE IN MIND WHEN DESIGNING OR USING PUMPS,
Bright, R. D.
Water and Wastes Engineering, Vol. 14, No. 5, p 62-65, May, 1977. 6 fig.
The proper choice and placement of pumps can reduce costs and Increase dependability
and economy of sewage handling systems. Several useful steps were recommended. Pro-
vision should be made for maintenance in the initial phases of system design. Pumping
systems should be adapted to handle current volumes to maintain efficiency. Pump
suction conditions should be accurately determined. The equipment should be scheduled
for maximum running time. Effective maintenance programs and personnel training
should also be provided.
*Pumps, *Maintenance, *0perations, *Performance, Sewers, Hydraulic equipment,
Design, Optimization, Equipment, Personnel, Waste water treatment
B092
EXTENSIVE COLLECTION SYSTEM HIGHLIGHTS $30 MILLION POLLUTION
CONTROL PROGRAM,
Water and Wastes Engineering, Vol. 14, No. 5, p 35-38, May, 1977.
A $30-million waste water collection and treatment project is nearing completion
in Haverhill, Massachusetts. The project selected, one developed by Camp Dresser
and McKee, follows an intermediate plan and will be able to handle treatment of all
dry weather waste water flows. Excess flows during rainfall and snowmelt will be
diverted to the Merrimack River. Other collection approaches—separation of storm
water and waste water or treatment of all collected water—were rejected as too costly
and disruptive. The 18 mgd capacity of the activated sludge facility will meet the
needs of the city's estimated 1985 population (48,500) and also those of nearby
Groveland. The plant is designed to treat wastes of paper, tannery, and textile manu-
facturing as well. Construction has also included two major intercepting sewers on
either side of the dividing river, and three inverted river crossings conveying waste
water to the south bank where a 30 mgd peak capacity pumping station is being built.
Treatment processes will include screening, primary sedimentation, aeration, final
sedimentation, and chlorination.
*Waste water treatment, *Municipal wastes, Sewers, Sewage systems, Industrial wastes,
Interceptor sewers, Planning, Design, Costs
Haverhill (MA), Merrimack River
71
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B093
GROUT ROUTS SEWER PROBLEMS,
Sweeney, C. G.
Metropolitan Sewer District,
St. Louis, Missouri.
Water and Wastes Engineering, Vol. 14, No. 5, p 59-60, May, 1977.
The St. Louis Metropolitan Sewer District, established in 1954, was an early experi-
menter with TV inspection and grouting for sewer line maintenance. The district, a
consolidation of 90 municipalities, towns, and unincorporated areas, continues to show
great success in the use of these techniques. The district requires efficient use of
funds, equipment, and manpower for upkeep of its complex system. Two TV inspection/
grouting units are now on daily operation. While they are a direct and effective ap-
proach for handling emergencies, they are largely deployed for preventive maintenance.
Areas of heavy infiltration/inflow are identified for inspection by the units. Sources
of inflow are pinpointed by TV inspection and dye testing. A "pump until no acceptance"
formula is used, restricting to 5 or 6 gallons the maximum amount of grout—a viscous
acrylamide gel—that is generally required. Costs of chemical grouting are estimated
to be 1% that of repair by other methods. Inspections carried out six months after
every grouting have never revealed any evidence of breakdown or deterioration.
*Municipal wastes, *Grouting, *Plpes, *Repairing, *Maintenance, Municipal wastes,
Waste water treatment, Sewers, Sewer systems, Costs
Television inspection, St. Louis (MO)
B094
EPA INDEXES SHOW COSTS RISING AT QUICKER PACE,
Engineering News Record, Vol. 198, No. 25, p 120, June, 1977. 1 tab.
Compilations made by the Environmental Protection Agency (EPA) on municipal waste water
treatment plants and urban sewer system construction costs have shown that costs have
risen from about 1% to over 2% during the first part of 1977. Sewer construction
costs were 105% higher during the first quarter of 1977 than during the five-month
total for 1976, with the rate of increase for the complete urban sewer system being the
greatest. Comparisons of sewage treatment plant and sewer construction cost indexes
for 5 mgd municipal waste water treatment facilities in 25 cities, 50 mgd treatment
facilities in 25 cities, and complete urban sewer systems are presented.
*Cost analysis, *Cost comparisons, *Construction costs, *Sewage treatment, *Waste
water treatment, Sewers, Cost trends, Water costs
72
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B095
PROGRAM HOPES TO REDUCE POLLUTION FROM SEWER OVERFLOW,
Water and Wastes Engineering, Vol. 14, No. 5, p 32, May, 1977.
A study being conducted by the Onondaga County Department of Drainage and Sanitation
was originated to develop an abatement program for overflow discharges into Onondaga
Lake by the city of Syracuse, New York. An examination of quantity/quality relation-
ships, measurements, projections, and assessment of the impact of overflows on receiv-
ing waters led to the development of a four-step plan of action. This plan included
the definition of major drainage areas, studies on selected overflow sites using
automatic sampling and flow monitoring equipment, and verification of a model to be
used for overflow and pollutant loading prediction. During an overflow, samplers are
automatically activated by a relay system in the flow monitoring equipment and samples
are taken at predetermined intervals. Following the overflow, samples are collected
for laboratory analysis, as these overflow discharges may contain a heavy load of
oxygen-demanding matter, suspended solids, bacteria, and viral organisms.
*Stormflow, *Combined sewers, *0verflow, *Drainage systems, *Sewerage, Municipal
wastes, Sewage disposal, Effluents, Storm drains, Storm water, Water pollution sources,
Urban drainage, Urban runoff, Waste water treatment
Syracuse (MY), Onondaga Lake (NY), O'Brien & Gere Engineers
B096
SEWERS UNDER ATTACK: THE HYDROGEN SULPHIDE PROBLEM,
Pullin, J.
Surveyor, Vol. 149, No. 4433, p 12, May 27, 1977.
Hydrogen sulfide can be produced in sewage under anaerobic conditions by the reduction
of sulfate, or in sewers containing dissolved oxygen but having a layer of biological
slime coating the sewer pipe wall. The hydrogen can be then oxidized in the presence
of Thiobacillus concretivorus to sulfuric acid which can cause considerable damage to
sewer pipes. Factors influencing the rate of H2S build-up include oxygen concentration,
temperature, and concentrations of sulfate and organic matter in the sewage. Increased
temperatures and decreased oxygen concentrations increase sulfide production. The re-
sistance of various pipe materials to attack by sulfuric acid is examined. Although
vitrified clay pipes are resistant to corrosion, cast iron, steel, and concrete pipes
will deteriorate unless other preventive measures are taken. Use of plastic liners
for sewer pipes, periodic treatment with caustic soda or lime, and application of
chlorine are suggested as methods for reducing corrosion.
*Hydrogen sulfide, *Sulfur compounds, *PIpes, *Anaerobic conditions, *Corrosion,
Corrosion control, Chemical degradation, Sewers, Pipe flow, Waste water treatment
73
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B097
WASTEWATER COLLECTION,
Singh, T., and Bhutan!, J. S.
H. D. Nottingham and Associates, Incorporated,
McLean, Virginia.
Journal Water Pollution Control Federation, Vol. 49, No. 6, p 1074-1078, June, 1977.
55 ref.
Various methods developed during 1976 for the collection of waste water are reviewed.
An evaluation of general sewerage problems and future waste water treatment needs for
New York City is given. Design criteria are described for the construction of storm
retention basins, combined sewer systems, and other waste water collection and storage
systems. The use of plastic pipes for highly corrosive and abrasive waste water flows
is evaluated. Inspection, monitoring, and maintenance are considered for the safer,
more efficient operation of waste water systems. Recent monitoring techniques for
characterizing infiltration/inflow in a continuing program of sewer maintenance are
evaluated. Experiences of various municipalities in the use of polyethylene pipe in-
sertion for the correction and prevention of infiltration/inflow problems by sewer re-
habilitation or new construction are related. Maintenance techniques and applications
presented include television monitoring of newly installed sewer lines, chemical treat-
ment to retard the growth of tree roots in sewers, and standardization of inflow/
infiltration measurements using hydrographic analysis. A design for a waste water lift
pump designed to handle larger flows is described. Sewer system rehabilitation and
maintenance is mentioned as a cost-effective method of increasing treatment plant capa-
city.
*Combined sewers, *Infiltration, *Inflow, *Plastics, ^Maintenance, Storm drains,
Sewerage, Sanitary engineering, Municipal wastes, Urban runoff, Storm runoff,
Maintenance costs, Waste water treatment, Rehabilitation, Replacement costs,
Construction, Construction materials, New York
Tampa (FL), Grand Rapids (MI), Bossier City (LA), Montclair (NJ)
B098
HOW TO CONDUCT A WASTEWATER SURVEY, PART I - IDENTIFYING
PHYSICAL CHARACTERISTICS OF SEWER SYSTEMS,
Vernick, A. S.
Burns and Roe
Industrial Services Corporation,
Paramus, New Jersey.
Plant Engineering, Vol. 31, No. 14, p 85-87, July, 1977. 5 fig.
A method for conducting a waste water survey is outlined as an important aspect In de-
veloping more efficient waste water management programs. This part of a two part series
emphasizes identification of the physical characteristics of sewer systems. The first
part of the survey would entail the compilation and review of a. complete drawing file
of all plans and schematic diagrams that relate to the plant's sewer systems and water
supply. Observations should be made on the plant's sanitary sewage system, storm water
collection and disposal facilities, and process drainage systems. The next part of
the survey would require field investigation to confirm and augment information provided
by the drawing file. Specific objectives would include: the characterization of plant
design, layout, and waste sources; sampling point selection; and familarization with
sewer, collection, and disposal systems. A complete identification of the physical
characteristics of a sewer system aids in the preparation of updated sewer maps, flow
diagrams, and individual waste stream profiles.
*Waste water treatment, *Surveys, *Waste treatment, *Sewerage, *Facilities, Waste
water (pollution), Storm drains, Drainage systems, Management, On-site Investigations,
Basic data collections, Water quality control
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B099
DUCTILE IRON PIPES TO CARRY WIMBLEBALL WATER,
Water Services, Vol. 81, No. 976, p 368, June, 1977.
The Stanton and Stavely Group of British Steel Corporation's Tubes Division is furnish-
ing 4500 tons of ductile spun iron pipes to the Wessex Water Authority for the con-
struction of trunk mains to the Wimbleball Reservoir. Pipe supplied includes 15,683 m
of pipe in the 600 mm to 250 mm diameter range fitted with Tyton joints, and 13,789 m
of 700 mm diameter pipe fitted with Stantyte joints. Construction of Wimbleball Reser-
voir is scheduled for completion by the end of 1977. The completed reservoir will
service the Wessex and South West Water Authorities.
*Metal pipes, *Joints (connections), *Reservoir construction, *Water treatment,
Reservoirs, Pipelines, Pipes, Waste water treatment
*Ductile iron pipes, *Wessex Water Authority (UK), Tyton joints, Stantyte joints
B100
NORTH EAST SEWERAGE SCHEMES, PUMP CONTRACTS,
Water Services, Vol. 81, No. 976, p 368, June, 1977.
The Northumbrian Water Authority in England has awarded two contracts to Sigmund
Pulsometer Projects Ltd. for the supply and installation of pumping equipment at Browns
Point, Whitley Bay and for construction of a new sewage treatment plant at Sunderland.
The Browns Point pumping station will contain three Hidrostal vertical pump sets, three
disintegrator pumps, a submersible pump, and a washwater booster unit. The Sunderland
sewage works will be used for sewage treatment prior to ocean discharge of effluent.
*Treatment facilities, *Pumping plants, *Interceptor sewers, *Sewage treatment, *Pumps,
Sewerage, Waste water treatment
*Northumbrian Water Authority (UK), Sunderland (UK), Browns Point (UK)
75
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B101
THE USE OF BACTERIA TO REDUCE CLOGGING OF SEWER LINES BY
GREASE IN MUNICIPAL SEWAGE,
Baig, N., and Grenning, E. M.
The Maryland-National Capital Park and
Planning Commission,
Silver Spring, Maryland.
In: Biological Control of Water Pollution (ed. Tourbier, J., and Pierson, R. W. Jr.),
University of Pennsylvania Press, 1976. p 245-252, 4 tab, 5 ref.
An alternative to traditional cleaning and removal of grease from sewers by mechanical
means is described. Packaged freeze-dried bacteria cultures are reactivated in water
and added to sewer mains and laterals through manhole covers. Accumulated grease is
consumed and organic material, removed from the sewer walls, flows to the treatment
plant. After initial grease deposits are removed, low-dosage applications are used
to prevent further accumulation. The use of bacteria cultures for removal is suggested
as a much less costly alternative to mechanical cleaning. Cost projections for sewer
cleaning in Montgomery and St. George's Counties, Maryland were placed at $4 million
for traditional cleaning methods and $1.3 million for bacterial treatment. Bacterial
cultures may also provide pretreatment of sewage as it flows through the collection
system. Information on municipalities currently using bacterial cleaning is given,
including population size, providing organization, system characteristics, and user
experiences.
*Biological treatment, *Bacteria, *Cultures, *Sewerage, *Sewers, Manholes, Organic
wastes, Decomposing organic matter, Maintenance costs, Treatment, Cleaning, Sewage
bacteria, Sewage treatment, Municipal wastes, Microbial degradation, Drainage systems,
Waste water treatment
*Sewer maintenance, Degreasers, Perry (FL), St. George County (MD), Montgomery
County (MD)
B102
COST ESTIMATING MANUAL—COMBINED SEWER OVERFLOW STORAGE
AND TREATMENT,
Benjes, H. H., Jr.
Gulp, Wesner, Culp,
El Dorado Hills, California.
1976. 133 p, 30 ref, 19 tab, 72 fig, 2 append. Technical Report EPA-600/2-76-286.
Cost estimates for various processes associated with storm water treatment have been
prepared according to plant size (5-200 mgd) and storage capacity (1-240 mgd). Four-
teen process functions are examined: swirl flow regulator/concentrator, horizontal
shaft rotary screen, stationary screen, vertical shaft rotary screen, air flotation,
chlorination, granular media filtration, storage, flocculation, sedimentation, chemical
feed systems, raw sewage pumping, sludge pumping, and flow measurement. Graphical
presentations relate labor, capital, operation, and maintenance costs and energy re-
quirements to process design and capabilities. A method of projecting construction
costs according to inflation rates and time of construction is presented. Examples of
cost estimates for various processes are presented.
*Storm water, *Estimated costs, *Capital costs, *Cost analysis, *Energy, *Combined
sewers, Costs, Overflow, Sewage treatment, Operating costs, Construction costs,
Waste treatment, Sewerage, Treatment facilities, Waste water treatment
76
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B103
SURGE ARRESTOR CONTROLS FLORIDA SEWAGE,
Water and Wastes Engineering, Vol. 14, No. 7, p 55, July, 1977.
The Boca Ciega Cross State Sewage Transmission System, servicing the St. Petersburg/
Tampa Bay area in Pinellas County, Florida, has begun using a hydro-pneumatic surge
arrestor to control pressure fluctuations and prevent rupture of thin-walled sewer
piping from the shock pressures of pump start-up and shutdown. The vented surge ar-
restor, furnished by Greer Hydraulics, Inc., is designed to limit maximum surge pressure
at the Lake Seminole master lift station to 83 psig, thereby controlling shock pressures
in the system's 14,000 feet of thin-walled piping.
*Sewerage, *Pipes, *Flow, *Equipment, *Pressure, Sewers, Hydraulic structures,
Waste water treatment
Pinellas County (FL), St. Petersburg (FL), Tampa Bay (FL)
B104
EASING THE BURDEN ON TREATMENT WORKS,
Effluent and Water Treatment Journal, Vol. 17, No. 6, p 275, June, 1977.
Extension of sewage treatment plant facilities by modification of sewer mains has been
considered by the Water Research Center, Wessex Water Authority, and British Oxygen
Company, Ltd., in the United Kingdom. A large-scale application of the principle is
being tested for a five-mile stretch of pumping main between Bath and Saltford. In
this section, sewage became anaerobic and more difficult to treat at the already over-
loaded treatment plant. An oxygen injection system was used to establish aerobic
conditions in the sewer main, allowing aerobic bacteria to partially digest sewage
before it arrives at the sewage treatment plant.
*Treatment facilities, *Sewerage, *Anaerobic conditions, *Aerobic treatment, *Sewers,
Aerobic bacteria, Sewage treatment, Pipes, Oxygenation, Aeration, Waste water treatment
Wessex Water Authority (UK), Bath (UK), Saltford (UK), Water Research Center (UK)
77
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BIOS
WATER QUALITY, CONDUITS, AND GEOMETRICS,
1975. 41 fig, 9 tab, 28 ref, 1 append. (ed. Silberman, J.) Transportation Research
Record 556, Technical Report PB 251 101.
These four articles dealing with urban runoff and storm water conduits were prepared
for the 54th annual meeting of the Transportation Research Board. A testing program
in Milwaukee, Wisconsin, for quality of storm water runoff from urban freeways is
described. The use of composite construction of conduits for sewer systems is investi-
gated. Failure analyses for an unreinforced concrete conduit are presented. A method
of curve design to be used in highway construction is also described.
*Conduits, *Storm water, *Highways, *Concrete pipes, *Sewers, Structural analysis,
Structural engineering, Urban runoff, Water quality, Data collections, Cities
Transportation Research Board
B106
COMPOSITE CONDUIT CONSTRUCTION FOR LOWER COST
INSTALLATIONS AND IMPROVED PERFORMANCE,
Breitfuss, T. K.
In: Water Quality, Conduits, and Geometries. Transportation Research Record 556,
p 6-19, 19 fig, 2 tab, 8 ref.
The use of conduits having a thin-shelled core surrounded by a supporting medium such
as concrete or a combination of concrete and soil—cement are discussed. Prior to
studies on composite construction, shear transfer capacities were examined for various
bonding agents. Comparative analyses for eight composite configurations having differ-
ent modes and degrees of encasement with soil-cement, dense sand, and concrete were
based on calculations of moment, thrust, shear, and earth load. The allowable load
and design criteria for open-topped conduits, soil-cement or unbonded concrete as a
surrounding medium, and full encasement with bonded concrete were discussed. Field
tests showed that thin-cored composite conduits would greatly limit vertical deflec-
tions for backfill of almost any height.
*Conduits, ^Concrete pipes, *Structural engineering, *Stress analysis, *Strength of
materials, Shear strength, Pipes, Engineering structures, Sewers, Model studies
Composite conduits
73
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B107
FAILURE OF A CAST-IN-PLACE UNREINFORCED CONCRETE CONDUIT,
Chang, J. C.
In: Water Quality, Conduits, and Geometries. Transportation Research Record 556,
p 25-34, 12 fig, 5 tab, 5 ref.
A structural analysis of the failure of a 72-inch cast-in-place, unreinforced concrete
conduit at the toe of a highway embankment near San Dimas, California is presented.
Soil analyses of backfill were used to determine soil shear strength by triaxial
compression tests. Earth pressures on the conduit due to local overburden and highway
embankment load were calculated. The distribution of internal hydrostatic pressure
on the water-filled conduit was examined. Analyses of moment, thrust, and shear due
to internal and external loads were performed. Results indicated that failure was due
to the additional lateral load from the highway embankment which caused the upper half
of the conduit to be sheared off. The conduit was subsequently replaced with a class
4, double—caged, reinforced pipe.
*Conduits, *Structural analysis, *Structural engineering, *Failures, *Stress analysis,
*Concrete pipes, Strength of materials, Pipes, Sewers, Concrete testing, Overburden,
Soils, Shear stress
San Dimas (CA)
BIOS
HANDBOOK FOR SEWER SYSTEM EVALUATION AND REHABILITATION,
1975. 228 p, 47 fig, 25 tab, 17 ref, 4 append. Technical Report EPA-430/9-75-021.
A manual to assist in the preparation and review of infiltration/inflow analyses and
sewer system evaluation surveys is presented. Construction grant regulations imposed
by the Federal Water Pollution Control Act Amendments of 1972 are discussed with re-
spect to sewer system evaluation and rehabilitation. A user's guide to the handbook
is presented. Methodology for conducting infiltration/inflow analysis, representative
data, and work sheets are provided. Aspects of a. sewer system evaluation survey are
described, including a physical survey, rainfall simulation, preparatory cleaning,
internal inspection, and the survey report. Excavation/replacement, chemical grouting,
pipe lining with polyethylene pipe, pipe lining with fiberglass-reinforced polyester
mortar pipe, and pipe lining with cement mortar and epoxy mortar are examined as
methods of sewer rehabilitation. Representative costs for sewer system evaluation and
rehabilitation are presented.
*Infiltration, *Sewerage, *Pipes, *Inflow, *Sewers, *Evaluation, Analytical techniques,
Model studies, Sewage treatment, Surveys, Rehabilitation, Costs, Waste water treatment
*Sewer system evaluation, Sewer system rehabilitation, Infiltration/inflow analysis
79
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B109
EPA SETS RULES ON 'INELIGIBLE' SEWERS,
The American City and County, Vol. 92, No. 8, p 13, August, 1977.
The U. S. Environmental Protection Agency has limited the availability of construction
funds for sewage collection systems, restricting grants to applications where the lack
of such a system has serious public health implications and other methods of sewage
collection and treatment are not as cost-effective. Population density criteria es-
tablished in 1972 limit the allocation of EPA funds for sewage system construction to
areas with a population density of more than 1.7 persons per acre. Current EPA grant
application regulations require the applicant to demonstrate that a collection system
is more cost-effective than septic tanks, holding tanks, "honey wagons", or aerated
mounds for areas where the population density is less than 10 persons per acre.
*Sewerage, *Septic tanks, *Legislation, *Sewage treatment, *Cost-benefit analysis,
Construction, Sewers, Environmental sanitation, Waste water treatment
Construction grants
B110
HEAVY RAINS, POOR SOIL FORCE INTERNAL SEWER REPAIR,
Engineering News Record, Vol. 199, No. 8, p 20, August, 1977.
A $1 million sewer repair project directed by Smith, Miller Associates (SMA) of
Kingston, Pennsylvania was financed by the Federal Disaster Assistance Administration
after tropical storm Eloise caused a rupture in an 800-ft-long combined sewer near
Wilkes-Barre, Pennsylvania in 1975. The sewer transports 3.5-4.0 mgd of sanitary sewage
from southern Wilkes-Barre to the Wyoming Valley Pumping Station and eventually to the
Horton treatment plant. For an investigation of the damage to the sewer line, sewage
was rerouted from the 42-inch Barney Farm sewer line through 10-inch pipes running
parallel to the interceptor. After dewatering and cleaning of the sewer line, the
interceptor ruptured again. A steel and concrete casing was placed around the sewer
line at the site of the initial rupture and cleaning began again. Heavy rains again
produced infiltration and ruptures during the fall of 1976. SMA then began using a
high-velocity vacuum system to clean the sewer pipe. External grouting had to be used
to stop excessive infiltration until the waters of the Susquehanna River receded enough
to begin internal reinforcement of the sewer by spray application of concrete. Where
infiltration could not be controlled by internal spraying, grout was pumped to the outer
surface of the pipe through 1.5-inch plastic pipes. Repeated rainfall, unstable soil
conditions, and high water levels resulted in a final cost for the 20-month project of
$972,000.
*Sewers, *Infiltration, *Grout curtains, *Cement grouting, *Combined sewers,
Interceptor sewers, Sewerage, Construction costs, Repairing, Pipes, Concrete pipes,
Rehabilitation, Waste water treatment
Wilkes-Barre (PA)
-------
Bill
CATCHBASIN TECHNOLOGY OVERVIEW AND ASSESSMENT,
Lager, J. A., Smith, W. G., and Tchobanoglous, G.
Metcalf and Eddy, Incorporated,
Palo Alto, California.
1977. 129 p, 36 fig, 31 tab, 121 ref, 3 append. Technical Report EPA-600/2-77-051.
A survey of technical and economic information on catchbasins was conducted to enable
more efficient planning and decision-making for urban runoff and collection systems.
The report includes: a state-of-the-art review, a review of variables affecting catch-
basin efficiency, hydraulic modeling analyses, an assessment of the role of catchbasins,
an economic evaluation of alternative storm and combined sewer designs, and a review
of recent developments and continuing program needs. The state-of-the-art survey
provides background information on catchbasin design, maintenance, and use. Hydraulic
modeling analyses indicate that catchbasins could effectively remove medium to very
coarse sands from storm water runoff. Removal efficiency increases with increased
particle size, decreasing flow velocity, and increased basin depth. Catchbasin clean-
ing is recommended when solids content exceeds 40-50% of the storage depth. A survey
on existing catchment basins indicated that mixed performance for the 1,750,000 catch-
ment basins in the United States is probably due to underfinanced and poorly monitored
programs. Major alternatives to the use of catchment basins are sewer and street clean-
ing, the use of inlets and flow—attenuation devices, and separate storm water storage.
Recommendations from this study include further evaluation of cost effectiveness, more
accurate records of catchment performance, and field scale demonstrations of catch-
basin cleaning programs.
*Storm water, *Urban runoff, *Watersheds (basins), *0peration and maintenance,
*Suspended solids, Design criteria, Sewers, Combined sewers, Water pollution control,
Urban drainage, Waste water treatment
81
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PATENTS
C001
SUSPENDED SLUDGE SCRAPER FOR ARCUATE SEDIMENTATION ZONE,
Pelton, J. F.
Union Carbide Corporation,
New York, New York. (assignee)
United States Patent 3,977,974. Issued August 31, 1976. Official Gazette of the
United States Patent and Trademark Office, Vol. 949, No. 5, p 2027-2028, August, 1976.
1 fig.
A patent for a waste water treatment device that allows for separation of solids from
the liquid in a sedimentation zone is described. The device consists of two circular
concentric walls spaced apart to form an intermediate volume. A first radial parti-
tion extends across the intermediate volume and is joined at opposite edges to the
inner and outer walls, while a second radial partition is similarly located and spaced
from the first partition to form an arcuate sedimentation zone. Means for introduc-
ing a liquid-solid feed in the arcuate sedimentation zone are provided to achieve
a solids-depleted liquid in the upper part of the zone and a layer of settled solids
in the bottom part of the zone. Means are also provided for discharging the solids-
depleted liquid from the upper zone and for collecting the settled solids from the
bottom part of the zone. The solids collection means include a mechanically driven
bridge which moves in an arcuate path around the arcuate sedimentation zone and a
scraper blade extending transversely across the sedimentation zone at the bottom
thereof.
*Patents, *Waste water treatment, *Separation techniques, *Sludge, *Sedimentation,
Equipment, Waste treatment, Solid wastes, Liquid wastes, Design criteria
C002
METHOD OF BIOLOGICAL PURIFICATION OF SEWAGE,
Tholander, B. K., and Krarup, S.
Akvadan A/S, Denmark. (assignee)
United States Patent 3,977,965. Issued August 31, 1976. Official Gazette of the
United States Patent and Trademark Office, Vol. 949, No. 5, p 2024, August, 1976.
1 fig.
A patent for a four-phase biological sewage treatment process is described. During
the first phase raw sewage is fed to the first of three tanks in series, with nitri-
fication and denitrification occurring in the first tank during different portions
of the first phase. Sewage in the second tank undergoes denitrification and sewage
in the third tank is clarified. Raw sewage in a second phase is fed to the second
tank for nitrification and transferred to the third tank for clarification, while
sewage in the first tank (uncoupled) undergoes nitrification. The second tank is
then used as the first tank in a three tank series arrangement during a third phase
where nitrification and denitrification occur during different portions of the phase
in the second tank. Sewage in the first tank also undergoes nitrification, while
sewage in the third tank is clarified. During a fourth phase, after the uncoupling
of the last arrangement, raw sewage is fed to the first tank and then transferred
to the third tank for nitrification and clarification treatment in the two tanks,
respectively. Sewage in the uncoupled second tank undergoes nitrification. After
the fourth phase, the tanks are rearranged according to the first series arrangement,
and the method is repeated.
^Patents, *Sewage treatment, *Biological treatment, *Nitrification, *Denitrification,
Waste water treatment
32
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C003
CLARIFICATION PLANT,
Kaelin, J. R.
United States Patent 3,979,294. Issued September 7, 1976. Official Gazette of the
United States Patent and Trademark Office, Vol. 950, No. 1, p 265, September, 1976.
1 fig.
A patent for an activated sludge clarification plant is described which provides for
recycling of the activated sludge. The plant consists of at least one gas-tight
activation tank provided with a surface ventilation rotor, a reclarification tank,
inlet means for supplying sewage to the activation tank, and outlet means for con-
ducting activation sewage to the reclarification tank. A conduit with one of its
ends vertically oriented in the activation tank directly below the surface ventilation
rotor is connected at its other end to the reclarification tank for recycling activ-
ated sludge concentrate from the reclarification tank to the activation tank. An
outlet aperture in one end of the conduit is located in the suction zone of the sur-
face ventilation rotor such that the activated sludge in the conduit is sucked upward
through the surface ventilation rotor zone. Means are also provided for supplying
pure oxygen to the other end of the conduit for application to the concentrated re-
cycled activated sludge prior to the sludge's entry into the surface ventilation
rotor.
*Patents, *Activated sludge, *Biological treatment, *Sewage treatment, *Recycling,
Oxygenation, Design criteria, Equipment, Waste water treatment
C004
APPARATUS FOR THE PURIFICATION OF EFFLUENT,
Boulenger, P.
L'Air Liquide, Societe Anonyme pour
lTEtude et 1'Exploitation des Precedes Georges
Claude, Paris, France. (assignee)
United States Patent 3,979,293. Issued September 7, 1976. Official Gazette of the
United States Patent and Trademark Office, Vol. 950, No. 1, p 265, September, 1976.
1 fig.
A patent for a waste water purification apparatus that employs oxygenation and activ-
ated sludge treatment is described. The apparatus includes: an uncovered main treat-
ment tank which contains a suspension of biologically activated sludge in the waste
liquid, an inlet receptacle which is separate from the main treatment tank and con-
tains a waste/sludge mixture, a preliminary oxygenation chamber which ensures flow
from the inlet receptacle to the main treatment tank, a means for injecting oxygen-
enriched gas into the waste/sludge mixture, and a means for recycling at least a
portion of non-dissolved oxygen-enriched gas which is recovered in a gas-accumulation
receiver.
*Patents, *Waste water treatment, *Activated sludge, *0xygenation, *Biological
treatment, Liquid wastes, Recycling, Equipment, Design criteria, Waste treatment
33
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C005
FREEING WASTE WATER FROM NITROGENOUS CPDS - USING PARTIALLY
OXIDISED SLUDGE AS SOURCE OF ORGANIC CARBON,
South African Patent ZA 7505-682. Issued September 5, 1975. Derwent French Patents
Abstracts, Vol. X, No. 37, p D2-D3, August, 1976.
A patent for a process that removes nitrogen compounds from waste water is described.
The process involves mixing the waste water with active nitrifying organisms and an
oxygen-containing gas to convert the nitrogenous material to the nitrate form. The
nitrifying organisms and accumulated biomass are then separated from the waste water
and recycled to the nitrification contacting step. A portion of the accumulated bio-
mass is either periodically or continuously removed from the nitrifying step. The
nitrified waste water is then contacted with heterotrophic denitrifying bacteria in
the presence of a source of organic carbon to reduce nitrate nitrogen to elemental
nitrogen. The denitrifying organisms and accumulated biomass are separated from the
waste water and recycled to the denitrification step, with a portion of the accumu-
lated biomass being either periodically or continuously removed from the denitrifying
step. The process is improved by heating the biomass removed from the nitrifying and
denitrifying steps in the presence of an oxygen-containing gas at 175-315 C at an
oxygen partial pressure of 5-250 pounds/sq in to partially oxidize the biomass and
convert the organic nitrogen to ammonia nitrogen. The solid phase is then separated
from the liquid phase of the oxidized mixture; and after ammonia is removed from the
liquid phase, the latter is directed to the denitrifying step as a source of carbon.
*Patents, *Waste water treatment, *Nitrogen compounds, *Nitrification, *Denitrification,
Biological treatment, Oxidation, Chemical reactions, Liquid wastes, Chemical wastes,
Nitrates, Nitrogen, Ammonia, Biomass, Microorganisms
C006
FLUID SAMPLER AND OXYGEN METER FOR SEWAGE PROCESSING - BIOLOGICAL
OXYGEN DEMAND DETAILED CONTINUOUSLY BY REACTION VESSEL READ-OUT,
French Patent FR 2289-451. Issued August 4, 1975. Derwent French Patents Abstracts
Vol. X, No. 36, p D3-D4, May 28, 1976.
A patent for a biochemical oxygen demand metering device which can be used in activated
sludge type sewage treatment installations is described. The device has a. reaction
vessel which constantly receives a sample from the aeration tank and through which
air is caused to flow. A vent is provided to allow air leaving the liquid sewage to
escape into the atmosphere. Air from the vent can be conducted to an oxygen metering
instrument in a second section of the device. A third section of the reactor is
provided for feeding in the liquid sample, and a fourth section takes overflow back
to the aeration tank. The device provides continuous biochemical oxygen demand read-
ings in a minimum amount of time and is protected from soiling, clogging, and corro-
sion.
*Patents, *Biochemical oxygen demand, *Sewage treatment, ^Monitoring, *Activated
sludge, Biological treatment, Aeration, Equipment, Analytical techniques,
Instrumentation
-------
COO 7
COMBINED FILTER AND DRYER FOR SEWAGE SLUDGE ETC. - USES BAND
OF VACUUM FILTER TO CARRY CAKE THROUGH FILTER PRESS,
French Patent FR 2289-453. Issued October 30, 1975. Derwent French Patents Abstracts,
Vol. X, No. 36, p D4, May 28, 1976.
A patent for a sewage sludge filter and dryer combination is described. The device
combines a vacuum band filter with a filtrate expressing unit. A porous band which
carries the filter cake from its passage around a partly-immersed vacuum filter drum
moves horizontally into the expressing unit where it is squeezed between a porous
drainage plate below the band and a fluid-pressurized, impervious membrane above the
cake. The machine is programmed so that the drum rotates periodically to advance the
band only when the expressing unit is inactive. The device is useful for drying
sludges prior to incineration and is easily installed.
*Patents, *Sewage sludge, *Drying, *Sludge treatment, *Filters, Equipment,
Waste treatment, Dewatering, Solid wastes
COOS
SEWAGE SURFACE AERATOR WITHOUT AXIAL THRUST THUS REDUCING
VIBRATION FROM WAVES,
German Patent DS 2120-576. Issued September 9, 1976. Derwent German Patents Abstracts,
Vol. X, No. 38, p Dl, October 27, 1976.
A patent for a sewage surface aerator rotor that reduces vibration from waves by avoid-
ing axial thrust is described. The aerator rotor consists of a driven vertical shaft
to which several vanes are attached by means of a circular support. The vanes lie in
vertical planes containing the rotor axis or planes parallel to it which extend beyond
the edge of the circular support when seen axially from above. The vanes are at
least partially immersed in the water. The effective surfaces of the rotor are ar-
ranged so that they do not produce any axial force components, either individually
or together. The vanes extend from the support first downwards and outwards and then
parallel to the shaft in the region of immersion. The rotor is immersed in the water
only to the point where in operation the support is either not subject to flow or only
to flow in a direction free from axial thrust.
^Patents, *Rotors, *Aeration, *Sewage treatment, *Flow, Waste water treatment,
Equipment, Design criteria, Liquid wastes
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C009
ACTIVATED SLUDGE WASTE WATER TREATMENT PROCESS - USING SUCCESSION
OF AEROBIC AND ANAEROBIC ZONES TO REMOVE NITROGENOUS MATERIAL,
Belgian Patent BE-840-694. Issued April 13, 1976. Derwent Belgian Patents Abstracts,
Vol. X, No. 36, p D3, October 13, 1976.
A patent for an activated sludge waste water treatment process that uses a succession
of aerobic and anaerobic zones to remove nitrogenous material is described. The process
involves the following steps: waste water is mixed with activated sludge and a gas
containing free oxygen under aerobic conditions (above 1 milligram/liter of dissolved
oxygen); the liquor is then treated under anaerobic conditions (below 0.3 milligrams/
liter of dissolved oxygen) to convert nitrates and/or nitrites formed in the aeration
stage to nitrogen; the liquor is again treated under aerobic conditions, with part
of the treated liquor being returned to the anaerobic stage; the liquor passes to a
settling tank from which part of the settled activated sludge is returned to the initial
aeration stage; and the purified decanted liquor is then discharged. Unlike prior art
processes, the above scheme provides efficient nitrogen removal without either re-
quiring multi liquid/solid separations or having an adverse effect on the rate of sepa-
ration at the decantation stage.
*Patents, *Waste water treatment, ''Activated sludge, *Nitrification, *Nitrogen
compounds, Aerobic conditions, Anaerobic conditions, Biological treatment, Nitrates,
Nitrites, Chemical reactions, Dissolved oxygen, Nitrogen
C010
SCREENING APPTS FOR REMOVAL OF SOLIDS - FROM SEWAGE WITH
ROTATING SCREEN AND VERTICAL LIFT FOR RESIDUES,
Belgian Patent BE-841-043. Issued April 23, 1976. Derwent Belgian Patents Abstracts,
Vol. X, No. 37, p D3, October 20, 1976.
A patent for a screening device that removes solids from sewage or other waste waters
is described. The device includes a first cylindrical screen with a vertical axis
that is provided with slits or openings through which the liquid flows, with the solids
in the liquid becoming deposited thereon and thus separated from the general flow.
This screen is also provided with a scraper and can be fixed or rotated by a motor.
A second screen located at the side of the first screen which rises above the upper
level of the liquid flow is also provided. A lifting plate is associated with this
second screen and is moved up and down by a hydraulic ram. When ascending, the plate
collects all of the solid matter that has accumulate! on the second screen. The solid
matter is then pushed by a pressure head and associated piston into a compression
chamber. The walls of the latter decrease in diameter towards the outlet, and a
spring-loaded articulated plate assists in compressing the solid reject. Screening
is continuous and effective.
*Patents, *Screens, *Waste water treatment, *Solid wastes, *Sewage treatment,
Equipment, Design criteria, Separation techniques
86
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con
BIOLOGICAL TREATMENT OF SEWAGE WATERS DEVICE WITH
INTERNAL AERATION ZONE,
Buzovkin, M. I., Zhukov, D. D., and Ivanyukov, D. V.
Soviet Patent SU-497-245. Issued March 15, 1976. Derwent Soviet Inventions
Illustrated, Vol. X, No. 38, p D3, October 27, 1976. 1 fig.
A patent for an activated sludge sewage treatment device that has an internal aeration
zone is described. The device consists of a horizontal cylindrical vessel with a
coaxial inner cylinder which divides the unit into an outer circular aeration zone
and an internal settling zone. The aeration zone with horizontal filtration mesh
packing is provided with an inlet for compressed air and an outlet for the disposal
of sludge into the settling zone. A round tray for distributing the feed sewage is
also provided along with a circular tray for distributing the recirculated activated
sludge. The system also has a separating partition and a central collecting tray.
*Patents, *Sewage treatment, *Activated sludge, *Aeration, *Waste water treatment,
Biological treatment, Equipment, Design criteria, Liquid wastes
C012
SLUDGE COLLECTOR AND LIGHT LIQUID SEPARATOR-FROM SEWAGE
WITH TOO TANKS IN SINGLE HOUSING AND COVER,
Belgian Patent BE-841-045. Issued August 16, 1976. Derwent Belgian Patents Abstracts,
Vol. X, No. 37, October, 1976.
A patent has been issued for a sludge collector. A unit containing this collector
and separator is designed to separate settled materials and light liquids from waste
water and sewage. Water flows into the unit and materials which can settle into
the collector. The remaining liquid moves under the partition Into the separator
where materials such as oil and fats rise to the surface to be removed. Then, the
water passes under a partition and out of the unit. Separate pipes are used to pump
out collected sludge and light liquids. The collector and separator are washed by
water after evacuation.
*Patents, *Waste water treatment, *Sewage treatment, ^Sludge treatment, *Sludge
disposal, Recycling, Liquid wastes, Separation techniques
Sludge collectors, Sludge separators
87
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C013
SEWERAGE TREATMENT APPARATUS,
Edwards, R. N.
Edward Waters and Sons,
Melbourne, Australia. (assignee)
Australian Patent 475,357. Issued August 19, 1976. Official Journal of Patents,
Trade Marks, and Designs, Vol. 46, No. 30, p 3029, August, 1976.
A patent has been issued for a liquid sewage and waste treatment apparatus which pro-
vides biological and chemical oxidation and sterilization, and color, taste, odor,
phenol, cyanide, and phosphate reduction of the contaminants. It is characterized by
a high degree of oxygen absorption and utilization. The treatment apparatus is com-
posed of an enclosed pressurized chamber with an upper and lower section. Liquid
sewage enters the lower section, and oxygen is supplied to the upper one. The liquid
sewage is directed in a stream into the upper portion where it is broken into small
particles which absorb the oxygen as they drop through the oxygen rich atmosphere.
*Patents, *Sewage treatment, *Waste water treatment, *Design criteria, *Equipment,
Oxidation, Chemical reactions, Color, Taste, Odor, Phenols
C014
BIOLOGICAL PURIFICATION OP SEWAGE WATER-IN A MULTI-STAGE
TREATMENT TANK WITH ROTATING CONTACTOR SURFACES PARTLY
IMMERSED IN THE LIQUID,
German Patent DS 2407-423. Issued September 2, 1976. Derwent German Patents Abstracts,
Vol. X, No. 37, p D2, October, 1976.
A patent has been issued for a process and apparatus for biological purification of
sewage water which features a multi-stage treatment tank with rotating contactor sur-
faces partly immersed in the liquid. The treatment unit should have a treatment
basin/contact element surface area ratio about 0.0049 cu m/sq m. It should never be
less than this. Under normal operating conditions, obtaining the optimum effect re-
quires little effort.
*Patents, ^Sewage treatment, *Biological treatment, *Equipment, *Deslgn criteria,
Tanks, Liquid wastes, Operation, Treatment facilities, Waste water treatment
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C015
COAGULATION CLARIFYING EFFLUENTS CONTAMINATED WITH COLLOID
SUSPENSIONS-BY ELECTROPHORESIS AFTER MIXING IN INSOLUBLE
METALLIC PARTICLES,
German Patent DS 2461-943. Issued September 9, 1976. Derwent German Patents Abstracts,
Vol. X, No. 38, p D2-D3, October, 1976.
A patent has been issued for a process for coagulation clarifying effluents contami-
nated with colloid suspensions by electrophoresis following mixture with insoluble
metallic particles. The plant for treating dirty water containing colloids by elec-
trophoresis has a suspension, coagulation, and separation zone. An electrode pipe
containing electrodes is adjacent to a treating vessel with a cone-shaped upper section
and a lower suspensiofi area which is cylindrical and has a conical lower portion. A
suction pipe valve, a pipe and a suspension pump connect the interior of the treating
vessel to the lower end of the electrode pipe which is connected, by a pipe at its
upper end, to the upper end of the separating area. Waste water enters through the
tip of the lower conical area of the suspension zone and exits through an outlet at
the upper end of the separating zone.
*Patents, *Waste water treatment, ^Coagulation, *Electrophoresis, ^Design criteria,
Colloids, Mixing, Metals, Solids removal
C016
BIOLOGICAL CONVERTER FOR FAECAL MATTER IN WATER USING ROTARY
TUBES WITH FIBROUS FILLING SUPPORTING THE BACTERIAL CULTURE,
Netherlands Patent NL 7601-914. Issued August 31, 1976. Derwent Netherlands Patents
Abstracts, Vol. X, No. 38, p D3, October, 1976.
A patent has been issued for a system for the conversion of fecal matter in water to
harmless matter by a biological culture. The major component is a conversion tank
which houses perforated tubes. The tubes are on wheels which rotate to allow sub-
mersion and complete emergence. The tubes contain a water insoluble material with a
large surface area, exposable to both water and air, for bacterial growth. Water
which has been purified may be either re-used or released directly into waterways.
The water quality is such that it may be used in fish farming or cattle watering.
With some chlorination, it may be used as potable water.
*Patents, *Biological treatment, *Sewage treatment, *Biodegradation, *Design criteria,
Water purification, Tanks, Waste water treatment, Recycling, Water reuse
Fecal matter
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C017
CENTRIFUGE FOR DEWATERING SEWAGE SLUDGE,
Australian Patent 475,847. Issued September 2, 1976. Official Journal of Patents,
Trade Marks and Designs, Vol. 46, No. 32, p 3240-3241, September 1976.
A patent has been granted for a centrifuge which drains off sewage sludge. The equip-
ment includes a drum which is tapered towards both ends, a hollow shaft that extends
longitudinally within the drum for the passage of sewage sludge, and means to withdraw
separated water at one end of the drum and dewatered sludge at the other end. A
conveyor screw passes through the drum's interior, along the whole length of the drum.
Additionally, a rotatable ejection wheel with blades adapted to accelerate the sludge
tangentially to the direction of the wheel is arranged within the drum. Thus, with
a wheel in the interior of the drum, at or adjacent to the largest cross-section of
the drum, the centrifuge operates and communicates with the interior of the hollow
shaft for dewatering and discharging separated sewage.
*Separation techniques, *Centrifugation, *Sewage sludge, *Dewatering, ^Patents,
*Waste water treatment, *Sewage treatment, *Sludge treatment, Equipment
C018
FLUIDIZED WASTE INCINERATOR AND METHOD,
Pledger, W. R., and Gwyn, J. E.
Shell Oil Company
Houston, Texas. (assignee)
United States Patent 3,994,244. Issued November 30, 1976. Official Gazette of the
United States Patent Office, Vol. 952, No. 5, p 1975, November, 1976. 1 fig.
A patent has been granted for a fluidized bed incinerator for sewage sludge and similar
waste liquids containing a high proportion of easily fusible salts. The equipment
includes: a refractory lined vessel; means for holding dense fluidized-solids in a
bed in the lower part of the vessel, with a bed supporting grate and means to force
air upward through the bed; equipment to introduce a stream of feed into the fluidized
bed; and effluent take-off means to communicate with the upper portion of the vessel
and withdraw an effluent stream of combustion vapors and entrained solids. These
take-off means have the properties of comprising a refractory-lined metal conduit
which connects one end of the vessel with the other; a second conduit, communicating
with the first, at about right angles; and quench water injection means adapted to
spray quench water directly into the opening of the second conduit.
*Incineration, *Sewage treatment, *Sewage sludge, '-Sludge disposal, *Patents,
*Equipment, Waste water treatment, Joints (connections)
Combustion, Conduits, Fluidized beds
90
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C019
MODULAR AERATOR AND SEPARATOR ASSEMBLY FOR
SEWAGE TREATMENT FACILITY,
Schmid, L. A.
United States Patent 3,975,276. Issued August 17, 1976. Official Gazette of the
United States Patent Office, Vol. 949, No. 3, p 1111-1112, August, 1976.
A sewage treatment apparatus was patented. A bottom wall is adapted for holding
sludge and particulate matter derived from it. A chamber directs sewage flow through
the separation equipment after it enters the apparatus. A sewage inlet is located
below the particulate separation equipment. Sewage flows upward through the chamber.
Provision is made to induce a generally upward hydraulic suction to increase turbu-
lence and aeration in the particulate matter and sludge and to aerate sewage entering
the inlet. Baffles at least partially cover the aeration means to prevent clogging
by solid material in the sewage. Provision is made for withdrawing clarified liquid
emerging from the particulate separation equipment.
*Waste water treatment, *Sewage treatment, *Patents, *Sewerage, *Treatment facilities,
*Aerobic treatment, *Aeration, Aerobic conditions, Separation techniques, Equipment
C020
INTEGRAL CIRCULAR WASTEWATER TREATMENT PLANT,
Australian Patent 473,063. Issued June 10, 1976. Official Journal of Patents, Trade
Marks and Designs, Vol. 46, No. 20, p 1968-1969, June, 1976.
A waste water treatment apparatus was patented. It has concentric circular inner and
outer walls. The radius of the inner wall is between one quarter and seven tenths the
radius of the outer wall. A radial partition extends across the intermediate volume
joined to the outer and inner walls, spaced from the first radial partition to form
a portion of the intermediate volume bounded by segments of the outer and inner walls
from 90 degrees to 330 degrees and a second portion consisting of the remainder of the
intermediate volume. There is an aeration zone within the outer wall outside the first
arcuate portion, enclosed by a cover. Oxygen gas is introduced in the aeration zone.
Another passage introduced activated sludge and feed waste water to the aeration zone.
A second aeration zone outside the first arcuate portion is also enclosed by a cover.
Oxygen depleted gas discharged from the first aeration zone is introduced to the second
aeration zone and mixed with the oxygen-containing gas. A gas vent discharges further
oxygen depleted gas from the second aeration zone. The second oxygenated liquor is
also discharged from the second aeration zone. Oxygenated liquor is uniformly dis-
tributed in the first arcuate portion around the inner wall segments for radial flow
across the first arcuate portion. A trough around the upper part of the outer wall
segment of the first arcuate portion discharges clarified water. Activated sludge is
collected and removed from the lower part of the first portion and at least part of it
is returned to tfhe passage to the first aeration zone.
*Waste water treatment, *Patents, *Activated sludge, *Treatment facilities,
*Aeration, Aerobic treatment, Aerobic conditions, Oxygen
91
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CO 21
SEWAGE SLUDGE TREATMENT SYSTEM,
Kalvinskas, J. J., Pasadena, S., and Mueller, W. A.
California Institute of Technology,
Pasadena, California. (assignee)
United States Patent 3,994,804. Issued November 30, 1976. Official Gazette of the
United States Patent Office, Vol. 952, No. 5, p 2160-2161, November, 1976. 1 fig.
A patented method for treating raw liquid sewage is described. The process, used when
the waste includes water with dissolved organic and inorganic matter as well as sus-
pended matter, involves mixing the raw liquid waste with activated carbon and ash,
then introducing the mixture into a primary settling tank for settling the suspended
matter as primary sludge. The effluent from this first tank is mixed, then fed to a
secondary settling tank to permit the settlement of secondary sludge. Both the primary
and secondary sludges are dewatered and sent to pyrolysis equipment. There, they are
formed into activated carbon and ash, mixed with raw liquid waste and effluent. In
this particular invention, the primary and secondary sludges are pyrolyzed separately
to form separate quantities of activated carbon and ash. The products of pyrolysis
of the primary sludge are mixed with the raw waste while the products of the pyrolysis
of the secondary sludge are mixed with the effluent from the first settling tank.
*Incineration, *Sewage treatment, *Liquid wastes, *Activated carbon, *Recycling,
Mixing, Sludge treatment, Sludge disposal, Settling basins, Sedimentation, Effluents
*Pyrolysis
C022
REMOVAL OF BOD AND NITROGENOUS POLLUTANTS FROM WASTEWATERS,
Casey, J. P., and Spector, M. L.
Air Products and Chemicals,
Allentown, Pennsylvania. (assignee)
United States Patent 3,994,802. Issued November 30, 1976. Official Gazette of the
United States Patent Office, Vol. 952, No. 5, p 2160, November, 1976. 1 fig.
A process for purifying waste water with activated sludge has been patented. Waste
water is subjected to continuous flow through several successive zones of an activated
sludge system, where BOD is reduced and nitrogenous pollutants are removed. The in-
fluent waste water is mixed with activated sludge, nitrified and denitrified, and
mixed with free oxygen-containing gas under aerobic conditions. This provides a mixed
liquor which is passed, without separation, to further treatment under anaerobic con-
ditions in the presence of nitrates or nitrites plus microorganisms. The liquor is
then again treated with an oxygen-containing gas and is introduced into a final settling
zone to separate the settled solids from the supernatant liquid. Part of the settled
solids are returned as activated sludge; a portion of the microorganisms which have
been oxidized are returned; and the mixed liquor is maintained with a dissolved oxygen
level of one ppm and a F/M ratio of 1.5.
*Patents, *Waste water treatment, *Aerobic conditions, *Anaerobic conditions,
*Nitrogen, *Biochemical oxygen demand, *Mixing, *Actlvated sludge, Nitrification,
Denitrification, Dissolved oxygen
92
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C023
AUTOMATIC CLARITY CONTROL OF OVERFLOW FROM SEDIMENTATION TANK-
WITH SLUDGE PUMP ACTUATED BY PHOTO-ELECTRIC CHECK OF SAMPLE LIQUID,
French Patent FR 2292-505. Issued July 30, 1976. Derwent French Patents Abstracts,
Vol. X, No. 41, p Jl, November, 1976.
A patent was issued for a control system and process to ensure proper clarification of
overflow of a sedimentation tank. A sample stream of liquid continually passes from
the tank at a level below the overflow but as high as permissible suspended particles,
and falls through the beam of a photo-electric cell detector system. When particles
are detected, sludge pumps are automatically activated. The sample stream is from a
pipe which enters the liquid through a side wall between 0.1 and 0.2 meters below the
overflow.
*Patents, *Waste water treatment, *Pollutant identification, *0verflow, ^Settling
basins, Sludge, Sedimentation, Automatic control
C024
SLUDGE SETTLING BASIN,
Fux, K.
Prometall Uznach AG,
Uznach, Switzerland, (assignee)
United States Patent 3,993,568. Issued November 23, 1976. Official Gazette of the
United States Patent Office, Vol. 952, No. 4, p 1732, November, 1976. 1 fig.
A patent was issued for a sludge settling basin. The basin, with an essentially flat
floor and vertical walls, has a fixed channel on one wall and a roller-mounted cover
for movement over the basin. A siphon tube attached to the cover has a mouthpiece,
extending over the entire basin floor, constructed to reduce the cross section of
channels from the suction gap to the upper end of the mouthpiece. Tube portions ex-
tend up to the mouthpiece directly upward from the adjacent floor to the basin; hori-
zontally and transversely over the basin slightly above the maximum liquid levels;
and downward into the channel. There is also a controllable pump.
*Patents, *Waste water treatment, *Settling basins, *Treatment facilities, *Sludge,
*Walls, Channels, Siphons
*Floor
93
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C025
WASTE WATER DEN1TRIFICATION-BY PROCESS COMPRISING BIOLOGICAL
DENITRIFICATION AND NITRIFICATION STEPS,
German Patent DS 2339-557. Issued September 30, 1976. Derwent German Patents
Abstracts, Vol. X, No. 41, p D3, November, 1976.
A patent was issued for a waste water denltrification process. Nitrogen removal is
accomplished by feeding waste water first to a further biological denitrification
stage before the biological nitrification stage. The solid-separation-stage activated
sludge and mixed water from the biological nitrification stage are introduced to the
further denitrification stage. Oxygen-free conditions which allow anaerobic respir-
ation without anaerobic fermentation are best for the two denitrification stages.
Nitrogen removal is highly effective at low temperatures and with feed water con-
taining great amounts of total nitrogen.
^Patents, *Denitrification, *Waste water treatment, *Biological treatment, *Activated
sludge, *Nitrification, Nitrogen, Waste water (pollution)
C026
BIOLOGICAL TREATMENT OF EFFLUENT CONTAINING ACTIVATED SLUDGE-
INVOLVES CONTINUOUSLY INTRODUCING OXYGEN (CONTG. GAS) AND
FEEDING THE OUTLET GAS TO A BURNER,
Belgian Patent BE-839-847. Issued September 22, 1976. Derwent Belgian Patents
Abstracts, Vol. X, No. 41, p Dl, November, 1976.
A patent was issued for an oxygen based biological treatment for effluent that con-
tains activated sludge. The process involves the continuous introduction of air or
an oxygen-containing gas into the effluent. The apparatus involves a cylindrical
tank with ejectors that receive gas through the pipe. Residual gas passes through
the outlet into a burner. Effluent overflows are pumped into the ejectors as a
propelling liquid. The overflow used is equal to 10-30% of the gas volume. The
oxygen is stripped from the gas in a single absorption stage.
*Patents, *Waste water treatment, *Biological treatment, *Activated sludge,
*Treatment facilities, Air, Sewage effluents, Oxygen
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C027
WASTE WATER PURIFICATION-USING SUPER-PARAMAGNETIC DISPERSED
ION-EXCHANGER IN CONSTANT MAGNETIC FIELD,
Svyadoshch, Ya. N., Alsher, G. P., and Lyubman, N. Ya.
Soviet Patent SU-497-027. Issued March 15, 1976. Soviet Inventions Illustrated,
Vol. X, No. 41, p D2, November, 1976.
A patent was Issued for a waste water purification process using a micro dispersed
super paramagnetic ion exchanger. This allows an 8 to 10-fold increase in liquid
flows. An example was provided. Eight kilograms of super-paramagnetic cation-
exchanger KU-2-8f were placed in a column with an electromagnetic coil having a
strength of 350 oersted. A CaC12 solution was passed upwards at 40 specific vols/hr
giving a capacity of 2.85 milligrams equivalent per gram. The same capacity by
non-magnetic ion-exchange methods requires a rate of 5 specific vols/hr.
*Patents, *Ion exchange, *Treatment facilities, *Water purification, *Waste water
(pollution), Magnetic studies, Liquid wastes, Waste water treatment
Paramagnetism, Magnetic field
C028
SETTLED SLUDGE REMOVAL,
Australian Patent 475,862. Issued January 3, 1974. Official Journal of Patents,
Trade Marks, and Designs, Vol. 46, No. 32, p 3244, September, 1976.
A patent was issued for a mechanism to remove sludge from the bottom of settling tanks.
The apparatus is composed of means to concentrate settled sludge in a localized area
on the tank bottom, and conduits from this area to a collection zone. There are also
controls for selective operation of these conduits to control flow and range of
sludge from the tank bottom to the collection area.
*Patents, *Sludge disposal, *Waste water treatment, ^Treatment facilities, *Sludge,
Settling basins, Mechanical equipment, Equipment, Conduits
95
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C029
EFFLUENT WASTE TREATMENT PROCESS AND APPARATUS,
United States Patent 3,986,955. Issued October 19, 1976. Official Gazette of the
United States Patent Office, Vol. 951, No. 3, p 1155, October, 1976. 1 fig.
A patent was issued for a process and apparatus for treating effluent waste. The ap-
paratus is a self-contained unit with an internal water system. The process consists
of passing waste effluent into a collection zone and various heat exchanges where
water vapor from the heated effluent is converted to heat for preheating wastes and
other heating needs. The solid wastes are sterilized, dried, and stored. After pass-
ing through four heat exchanges, the condensed vapor is passed to the system's water
supply.
*Patents, *Treatment facilities, *Effluents, *Waste treatment, *Equiproent, Water
vapor, Waste water treatment, Heat exchangers
CO 30
SEWAGE DISPOSAL SYSTEM,
Greenleaf, J. W., Jr.
United States Patent 3,998,736. Issued December 21, 1976. Official Gazette of the
United States Patent Office, Vol. 953, No. 3, p 1155, December, 1976. 1 fig.
A patent was issued for a vacuum type sewage disposal system. The system has two
variable volume chambers with movable walls. The first contains a sewage accumulating
sump at atmospheric pressure. A discharge conduit, with a negative pressure source,
has an open intake end which is normally below the sewage surface. A flow valve is
contained in the conduit and is biased to a closed position. The chamber is defined
by a means for opening the valve in opposition to its closed position. A control valve
is connected to the chamber on the side opposite from the sump. It is movable to a
first position which vents the chamber to the atmosphere, and a second which establishes
contact between the chamber and discharge conduit. The second chamber is defined by a
means which connects it to the control valve to hold it in the second position due to
the negative pressure therein. There is another means for returning the control valve
to the first position which is responsive to atmospheric pressure in the first chamber.
*Sumps, *Atmospheric pressure, *Sewage, *Patents, Sewage disposal, Conduits,
Negative pressure
96
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CO 31
APPARATUS AND METHOD FOR DENITRIFICATION OF WASTE WATER,
Neff, H. P., and Graham, J. T.
United States Patent 3,994,803. Issued November 30, 1976. Official Gazette of the
United States Patent Office, Vol. 952, No. 5, p 2160, November, 1976.
An improvement is patented in an apparatus for treating sewage with an aeration zone to
convert nitrogen-containing compounds in sewage to nitrates, as well as a settling
zone to separate a nitrate-containing liquid and sludge produced in the aeration zone,
and a filter bed containing anaerobic denitrifying bacteria. The nitrate-containing
liquid is charged from the settling zone to the filter. The filter bed is periodically
backwashed, including forcing clean water into the bottom of the filter and upwardly
through it to a level higher than the surface of the filter bed. The improvement makes
it possible to conduct most of the clean water away from the filter by gravity and re-
tain a small portion of it above the bed. This small portion also contains a portion
of the colony of bacteria. The flow of clean water is discontinued after a predeter-
mined time. The water in the filter bed can be withdrawn and the small portion of
water along with the portion of bacteria released to flow by gravity onto the bed,
inoculating it with the portion of the colony of bacteria. A conduit is included,
through which the nitrate-containing liquid is conveyed to flush away the small amount
of water and portion of the colony of bacteria.
^Patents, *Waste water treatment, *Sewage treatment, ^Biological treatment, ^Sewerage,
Treatment facilities, Equipment, Denitrification
C032
TERTIARY FILTER FOR WASTE TREATMENT,
Australian Patent 475,789. Issued September 2, 1976. Official Journal of Patents,
Trade Marks and Designs, Vol. 46, No. 32, p 3227, September, 1976.
A method for filtering liquid was patented. Two filter beds are positioned in outlets
in containers. The flow of liquid being filtered is directed through one filter bed.
The liquid level in each container is sensed. When the liquid level in the container
holding the first filter bed exceeds a predetermined value, flow of liquid being fil-
tered is diverted through the other filter bed. The flow of unfiltered liquid is
transferred. The solid contaminant particles are removed from the first filter bed
while flow of liquid is maintained through the second filter bed. Flow of liquid is
directed through the first bed when the liquid level in the container holding the
second filter bed exceeds a predetermined value. Liquid is transferred, and contami-
nant particles are removed from the second bed while liquid flows through the first.
*Patents, *Waste water treatment, *Treatment facilities, *Tertiary treatment,
^Filters, Liquid wastes, Outlets, Flow, Diversion
97
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C033
SCREENING APPTS FOR REMOVAL OF SOLIDS - FROM SEWAGE WITH
ROTATING SCREEN AND VERTICAL LIFT FOR RESIDUES,
Netherlands Patent NL 7604-312. Issued October 26, 1976. Derwent Netherlands Patents
Report, Vol. X, No. 46, p D6, December, 1976.
A patent was issued for an apparatus to remove solids from sewage flow or other liquids.
Solids are trapped on the face of a cylindrical screen with a vertical axis placed in
the liquid flow. The screen can be fixed or rotated by a motor. At its side, there
is another screen, composed of vertical rods which rise above the level of fluid flow-
ing through the device. A lifting mechanism related to the second screen is moved up
and down by a hydraulic ram. When rising, the mechanism captures solids which remain
on the second screen and pushes them into a compression chamber. Screening is con-
tinuous and effective.
*Patents, *Filtration, Sewage treatment, Waste water treatment, Sewage effluents,
Separation techniques, Suspended solids, Waste disposal, Liquid wastes, Screens
CO 34
SEWAGE SLUDGE IRRADIATION SYSTEM-APPLYING ELECTRON BEAM BEFORE
MIXING GAP BETWEEN ENDLESS BELTS MOVING AT DIFFERENTIAL SPEED,
French Patent FR 2291-946. Issued July 23, 1976. Derwent French Patents Abstracts,
Vol. X, No. 39, p D3, November, 1976.
A patent was issued for a sewage sludge irradiation system. The sludge is sterilized
by radiation just ahead of the gap between two endless belt conveyors, moving at
different speeds. The irradiated layers are mixed with less affected lower layers
in the gap. The process pasteurizes sewage sludge before its use as manure and there
is no odor problem. There is no need for an additional paddle mixer. This process
kills all bacteria, worms, and pathogens.
*Patents, Sludge treatment, Irradiation, Sewage treatment, Bacteria, Sterilants,
Fertilizers, Odor, Pathogenic bacteria, Worms, Treatment
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CO 35
ROTARY DRUM EVAPORATIVE DRYER ESP FOR SEWAGE SLUDGE - CONTROLS
DRYING FILM THICKNESS BY ADJUSTING INCLINATION OF DRUM AXIS,
Netherlands Patent NL 7603-913. Issued November 1, 1976. Derwent Netherlands Patents
Report, Vol. X, No. 46, p D5, December, 1976.
A patent was issued for a rotary sewage sludge dryer. Sludge is applied to the inside
circumferential wall and evaporated by a heater inside the drum. A means is provided
for removing dried residue. The hollow interior is tapered conically on a longitudinal
axis and is open at the large end. The drum should be mounted on a pivot in order to
adjust its axis to the horizontal. Wet sludge is fed into the drum via the large end
at the bottom of its circumference. Film thickness is adjusted by tilting to make
surplus sludge flow back to overflow the mouth of the drum.
*Patents, *Sludge treatment, Solid wastes, Evaporation, Drying, Overflow, Treatment,
Waste water treatment, Wastes, Dehydration
CO 36
AEROBIC TYPE SEWAGE DIGESTION SYSTEM,
Prince, J. E., Terry, F. E., and Mullins, W. H.
United States Patent 3,997,437. Issued December 14, 1976. Official Gazette of the
United States Patent Office, Vol. 953, No. 2, p 718, December, 1976. 1 fig.
A patent was issued for an aerobic sewage digestion system. The system is composed
of a primary state which receives sewage from a screened headworks into a primary
clarifier. After settling to the bottom of the clarifier, sludge is carried to a
sludge digester. A secondary stage involves a filter which receives overflow from the
primary clarifier which is then passed to another clarifier for additional treatment
and discharge of separated liquids. The sludge digester contains a pump for continual
sludge circulation, an aerator which discharges above the sludge level, and a means
for controlling sludge additions by the aerator. There is also a supernatant over-
flow mechanism and a means for periodically removing digester sludge.
*Patents, *Sewage treatment, *Aerobic treatment, Waste water treatment, Pumps,
Filters, Filtration, Sludge treatment, Digestion, Overflow
Supernatant
99
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C037
ACTIVATED SLUDGE TREATMENT-PASSING ALL SEWAGE BY FORCE PUMP
THROUGH ATMOSPHERIC AIR ENTRAINING ENJECTORS INTO ACTIVATION
TANK,
Belgian Patent BE 843-613. Issued October 18, 1976. Derwent Belgian Patents Abstracts,
Vol. X, No. 46, p D2, December, 1976.
A patent was issued for an activated sludge treatment process which ensures the in-
troduction of maximum required oxygen into the activated sludge-effluent mixture
without air compressors. The liquid-sludge mixture is circulated in a closed circuit
channel, pressurized by a pump and passed through at least one injector with an inlet
exposed to the atmosphere. Air is introduced to the liquid by a downward sloping jet
and caused to circulate around the closed circuit. The effluent to be purified is
delivered to the channel only by the pump unit and the injector or injectors.
*Patents, *Sludge treatment, Activated sludge, Oxygen, Pumps, Sewage effluents,
Hydraulic machinery, Water purification, Treatment, Waste water treatment, Closed
conduits
C038
STIRRING APPTS. FOR WASTE WATER PDRIFICN. BY INJECTION OF
GAS IN BIOLOGICAL TREATMENT TANK,
Belgian Patent BE 843-751. Issued November 3, 1976. Derwent Belgian Patents Abstracts,
Vol. X, No. 47, p D2-3, January, 1977.
A patent was issued for a stirring device to be used in waste water purification. The
device consists of a central cyclindrical body with a cone-shaped extension capped by
an ovoid element that has an inlet from the biological tank to the device. The cir-
cular unit admits atmospheric air. The body extends downward by the conical part
and a paddle-wheel, driven by the shaft, is mounted in the lower body. When immersed
in a treatment tank with a biological bed, the vortex is produced and the water drawn
in tends to stick to the walls of element and absorb much of the oxygen in the air
entering through the inlet. The water moves down the walls and joins the vortex.
Supersaturation of the water with air creates a great degree of expansion at a certain
tank level, resulting in intense rising currents which bring the sludge into suspen-
sion. This promotes excellent oxygen circulation in the mass which provides excellent
conditions for the biological elements.
*Patents, *Waste water treatment, *Biological treatment, Sludge, Oxygen, Water
purification, Sludge treatment, Sewage treatment, Air circulation
100
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CO 39
WASTE TREATMENT AND SOLIDS SEPARATING SYSTEM,
Sullins, J. K.
Canton Textile Mills, Incorporated,
Canton, Georgia. (assignee)
United States Patent 3,990,974. Issued November 9, 1976. Official Gazette of the
United States Patent Office, Vol. 952, No. 2, p 762, November, 1976. 1 fig.
An aerobic system for waste treatment was patented. It includes a reservoir with an
outlet. Waste liquid flows into the reservoir and outward through the outlet. An
ejector in the reservoir communicates with the atmosphere. A pump interconnects with
the reservoir through a conduit and with the ejector via a conduit to withdraw liquid
from the reservoir and force the withdrawn liquid through the ejector in a substan-
tially horizontal direction to impart atmospheric air to the liquid as it flows through
the ejector to aerate the liquid and cause it to flow substantially horizontally. The
opening in the reservoir which supplies liquid to the pump is upstream from and ad-
jacent to the direction of liquid discharge from the ejector. A sensor senses the
dissolved oxygen concentration of the liquid in the reservoir. Control means vary the
speed of the pump to change the rate that the pump forces liquid through the conduit.
An ejector maintains the dissolved oxygen concentration at a selected level. A wall
in the reservoir's upper part accomodates flow thereunder from the ejector. A tube
settler in the reservoir adjacent to the wall has several parallel juxtaposed vertical
tubes. Their upper ends directly communicate with the outlet. The liquid flows up-
ward through them and is discharged at the outlet. Settled solids fall downward
through the tubes against the upward liquid flow. The tube settler is remote from the
ejector's discharge end and somewhat higher.
^Patents, AWaste water treatment, ^Treatment facilities, AWaste treatment, ^Aerobic
treatment, Outlets, Liquid wastes, Reservoirs, Air, Separation techniques
C040
SEWAGE SETTLING TANK,
McGivern, R. F.
Sybron Corporation,
Rochester, New York. (assignee)
United States Patent 3,997,444. Issued December 14, 1976. Official Gazette of the
United States Patent Office, Vol. 953, No. 2, p 720, December, 1976. 1 fig.
A patent was issued for a sewage settling tank. The tank consisted of a settling
chamber with an inlet for liquid to be treated and an outlet for clarified water. At
least two banks of tube settlers, arranged in a horizontal plane above the chamber
bottom, and a baffle from the periphery of each bank, defining a clear water area
above each bank, were employed. A sludge removal siphon carried by a floating carriage
removes sludge from the tank bottom and tube settlers.
*Patents, *Settling basins, ^Sedimentation, *Sewage treatment, Sludge, Waste water
treatment, Liquid wastes, Sewage effluents, Environmental sanitation
101
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C041
AN APPARATUS FOR WASTE WATER TREATMENT BY OZONE
(Ozon ni yoru haisui shori sochi),
Japanese Patent No. Sho 51-5278. Issued February 13, 1976. Japanese Model Utility,
p 223-235, February, 1976. 1 ref.
A patent was issued for a continuous waste water treatment apparatus utilizing ozone.
A spiral tube was used for the contact between ozone and waste water to improve ozone
absorption efficiency. Waste water to be treated was fed into the spiral tube under
pressure and ozonized air was jetted into the tube through an injector. The flow rate
of waste water in the tube was controlled by a pressure valve attached adjacent to
the tube so that the water flow was slightly faster than the speed of the ozonized air
moving up the tube. A degassing tank was connected to the end of the spiral tube.
When waste water entered into this tank, the pressure decreased, liberating the dis-
solved ozone in the form of small gas bubbles which further increased the reaction be-
tween the waste water and the ozone. With the use of this spiral tube, the size of
the ozone treatment apparatus could be reduced to 1/10 that of conventional ozone
treatment apparatus and still provide nearly 100% ozone absorption efficiency.
*Patents, *Waste water treatment, ^Equipment, *0zone, Absorption,
Chemical reactions, Optimization, Mechanical equipment, Gases
C042
APPARATUS FOR BIOLOGICAL TREATMENT OF WASTE WATER,
Thlssen, C.
George A. Hormel and Company,
Austin, Minnesota. (assignee)
United States Patent 3,997,443. Issued December 14, 1976. Official Gazette of the
United States Patent Office, Vol. 953, No. 2, p 720, December, 1976. 1 fig.
A patent was issued for an apparatus to biologically treat waste water. The apparatus
involves a container for the waste water to be treated, several driven shafts extend-
ing transversely through and mounted on the tank with biological discs mounted thereon,
and a means for rotating the discs in the same or opposite directions that alternately
exposes them to the waste water and air for the growth of aerobic materials on their
surfaces.
*Patents, *Waste water treatment, *Biological treatment, Aerobic treatment,
Mechanical equipment, Sewage treatment, Waste treatment, Sewage effluents,
Environmental sanitation
102
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C043
METHOD AND APPARATUS FOR AEROBIC SEWAGE TREATMENT,
Traverse, C. E.
United States Patent 4,002,561. Issued January 11, 1977. Official Gazette of the
United States Patent Office, Vol. 954, No. 2, p Ilk-Ill, January, 1976. 1 fig.
A patent was issued for a method and apparatus for aerobic sewage treatment in septic
tanks. The system contains a means for removing a portion of the liquid from the
tank and reducing floe particle size. The liquid is placed in a cylindrical treatment
vessel designed to create a hydraulic turbulence in the fluid and to provide surface
means to reduce floe particle size by mechanical shear forces. Oxygen is introduced
to optimize size reduction and aerobic treatment. The treated liquid is returned to
the septic tank.
*Patents, *Sewage treatment, *Aeroblc treatment, *Septic tanks, Domestic wastes,
Sewage disposal, Oxygen, Waste water treatment, Liquid wastes
C044
WASTE WATER TREATMENT PROCESS,
Joseph, J. J., and Keigher, J. R.
SCM Corporation,
New York, New York. (assignee)
United States Patent 4,001,114. Issued January 4, 1977. Official Gazette of the
United States Patent Office, Vol. 954, No. 1, p 295, January, 1977. 1 fig.
A patent was issued for a treatment process for waste water containing fatty residue.
Density separation is employed to remove accumulated lighter oil phase from the denser
aqueous phase. The denser phase is treated with a flocculating agent and brought to
a pH of at least 6. It is then subjected to dissolved air flotation to recover the
stripped water product phase from the oily froth formed. The waste water is acidified
to a pH of approximately 3 to 5.5 before density separation, and the oil froth is
allowed to flow by gravity and mix with waste water admitted to the process.
*Patents, *Waste water treatment, *0ily water, *Lipids, Separation techniques,
Flocculation, Flotation, Acidity, Hydrogen ion concentration
Density separation
103
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C045
POLLUTED WATER PURIFICATION,
Box, E. 0., Jr., and Farha, F_, Jr.
Phillips Petroleum Company,
Bartlesville, Oklahoma. (assignee)
United States Patent 3,992,295. Issued November 16, 1976. Official Gazette of the
United States Patent Office, Vol. 952, No. 3, p 1210, November, 1976.
A patent was issued for a process to purify aqueous streams containing organic mater-
ial impurities, dissolved and/or suspended, to products substantially free of organic
material. This involves mixing the contaminated stream with an oxygen-containing
gas and a copper manganite catalyst under liquid phase oxidation conditions at a
temperature of 350 F to 550 F. The organic materials are converted to relatively
innocuous forms and the stream can be safely discarded or reused.
*Patents, *Waste water treatment, *0xidation, Organic matter, Water purification,
Oxygenation, Copper, Manganese, Water reuse
C046
PROCESS OF TREATING GELATINOUS SLUDGE AGGLOMERATIONS,
Weiland, H. J., and Black, D. W.
Environmental Improvement Systems, Incorporated,
Birmingham, Alabama. (assignee)
United States Patent 3,997,438. Issued December 14, 1976. Official Gazette of the
United States Patent Office, Vol. 953, No. 2, p 718, December, 1976. 1 fig.
A patent was issued for a process to treat gelatinous sludge agglomerations contain-
ing aluminum hydroxide from the clarification of raw water with coagulants. The gela-
tinous sludge is reacted with lime to combine with the aluminum hydroxide to form a
precipitate and produce a filterable sludge in water. This is settled in the water,
and separated and passed through a filter to separate solids from the liquid.
*Patents, *Sludge treatment, *Filtration, Separation, Suspended solids, Waste water
treatment, Lime, Aluminum, Chemical degradation
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C047
CONVERTING SEWAGE SLUDGE INTO COMPOST,
Australian Patent 476,969. Issued October 7, 1976. Australian Official Journal of
Patents, Trade Marks, and Designs, Vol. 46, No. 37, p 3718, October, 1976.
A patent was issued for a process to compost sewage sludge by biological decomposi-
tion. Sewage sludge and an organic additive are fed into the upper part of d reactor
and air and additional oxygen are fed into the lower part of the reactor for biologi-
cal decomposition. The sewage sludge and the gases flow countercurrent to each other
and the air and oxygen are fed at a rate so that zones of different temperatures and
oxygen concentrations prevail at different areas of the reactor. Highest temperatures
are in the upper reactor and lowest temperatures are in the lower portion. Locations
of high and low 02 concentrations are inversely located to high and low temperature
areas.
^Patents, *Sludge treatment, Biological treatment, Sewage treatment, Oxygen,
Temperature, Air, Gases, Organic matter
C048
SEWAGE TREATMENT DEVICES PARTICULARLY FOR
MARINE APPLICATIONS,
Wray, S. W.
Hamworthy Engineering Limited,
Dorset, England. (assignee)
United States Patent 3,992,299. Issued November 16, 1976. Official Gazette of the
United States Patent Office, Vol. 952, No. 3, p 1211, November, 1976. 1 fig.
A patent was issued for a two-container compartment for sewage treatment aboard marine
vessels. The extended aeration activated sludge treatment process was employed. The
first container had provisions for aeration, inlet, discharge, and flow directing
means. Liquid is transferred from the first to the second container and sludge is
returned to the first container. The second container also has means for skimming
floating debris and returning it to the first container. Provisions are made for the
removal of effluent from the second container and for protecting the process from
ship movement.
*Patents, *Sewage treatment, *Equipment, *Activated sludge, *Aeration, *Ships,
Waste water treatment, Sludge treatment, Liquid wastes, Waste disposal
105
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C049
ELECTRON-BEAM IRRADIATION OF WASTE PRODUCTS-E.G. FOR
STERILIZATION OF SEWAGE SLUDGE AND WASTE INDUSTRIAL PRODUCTS,
French Patent FR 2298-363. Issued October 20, 1976. Derwent French Patents Abstracts,
Vol. X, No. 48, p D3, January, 1977.
A patent was issued for a sterilization process for wastes which can be stirred and
mixed. The process involves irradiation of materials which flow into a chamber below
an electron beam of 300-800 keV. Several parallel waste flow channels which are not
transversely joined form the container. They have flat floors inclined to the hori-
zontal and are connected by pumps and pipework. The radiation source covers the entire
container and is perpendicular to the flow, producing a uniformly irradiated material.
No excessive radiation is needed to treat thick layers. No protection and disposal
problems are faced due to the lack of a strongly radioactive source.
*Patents, ^Equipment, *Sludge treatment, *Irradiation, Industrial wastes, Sewage
treatment, Waste treatment, Waste water treatment, Disinfection
S terilization
C050
SLUDGE SEPARATOR,
Australian Patent 478,919. Issued December 16, 1976. The Australian Official Journal
of Patents, Trade Marks, and Designs, Vol. 46, No. 47, p 4621, December, 1976.
A patent was issued for a sludge separator apparatus to remove sinking and buoyant
contaminants from sewage. The apparatus is cylindrical with a vertical axis, and
separated into an upper and lower chamber by an insert which also produces a gap be-
tween the two chambers. Sewage flows into the lower chamber below the water level
and sinking contaminants in the sewage influent are deposited on the vessel bottom
while buoyant contaminants are captured on the insert surface facing the bottom.
*Patents, *Separation, *Sludge treatment, *Equipment, Sewage effluents, Sediments,
Waste water treatment, Waste treatment, Treatment facilities
106
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C051
OXIDATION AND OZONATION CHAMBER,
Bowen, J. H.
BDH, Incorporated,
Rome, Georgia. (assignee)
United States Patent 4,007,120. Issued February 8, 1977. Official Gazette of the
United States Patent Office, Vol. 955, No. 2, p 582, February, 1977. 1 fig.
A patent was issued for an oxidation and ozonation chamber to treat liquids. The com-
bined treatment chamber is composed of several compartments. These compartments con-
tain a rotatable axle with a blade which creates an electrostatic charge by liquid
agitation and mixes oxygen and ozone with the liquids.
*Patents, *Equipment, Oxidation, *0zone, Oxygen, Liquid wastes, Waste treatment,
Waste water treatment, Chemical treatment
Electrostatic charge
C052
HYDROCARBON PRODS MFC BY CARBONISATION OF COAL, SCRAP RUBBER
OR PLASTIC OR DOMESTIC SEWAGE UNDER REDUCED PRESSURE,
French Patent FR 2300-124. Issued October 8, 1976. Derwent French Patents Abstracts,
Vol. X, No. 50, p D5, January, 1977.
A patent was issued for a process to make hydrocarbon products from organic raw mater-
ials with coal or an analogous carboniferous material. The process can be applied to
domestic sewage. The operation involves circulating the material through an elongated
tubular element at a temperature of 425-98 C in the absence of oxygen at a reduced
pressure of 50-150 mm Hg. The raw material is agitated as it enters the tube to in-
crease surface area contacting the inner surface of the element. Reduced pressure in
the process assures the removal of liquid and gaseous hydrocarbons before secondary
reactions occur.
*Patents, *0rganic compounds, *Equipment, *Domestic wastes, ^Resources development,
Waste treatment, Sewage treatment, Coal, Carbon, Natural resources, Oxygen, Chemical
reactions
Hydrocarbon products
107
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C053
SEWAGE AERATION IMPELLER-WITH AUTOMATIC DE-ICING AND
ANTI-CLOGGING SYSTEM,
Tofaute, K.
Soviet Patent SU-504-472. Issued April 30, 1976. Soviet Inventions Illustrated,
Vol. X, No. 51, p D5, February, 1977. 1 fig.
A patent was issued for a sewage water surface aerator employed in biological clean-
ing. Contamination of external surfaces is prevented by connecting tubes to these
surfaces and the volume of the transport channels. The mechanism consists of a conical
body with corrugated internal walls and external caps connecting the outer surface
with the transporting channel volume. It is fixed to a drive shaft and, when rotated,
the liquor is sucked into the transporting channel, mixed with air, and ejected by
centrifugal forces. Oxygen from the air further aerates the dispersed liquor.
*Patents, *Aeration, *Equipment, *Sewage treatment, Biological treatment, Cleaning,
Waste water treatment, Oxygen, Waste treatment, Sewage effluent
C054
APPARATUS FOR DISPOSAL OF EFFLUENTS,
United States Patent 4,008,155. Issued February 15, 1977. Official Gazette of the
United States Patent Office, Vol. 955, No. 3, p 935, February, 1977. 1 fig.
A patent was issued for an apparatus to handle effluent disposal. The equipment is
composed of two major enclosures, one within the other, and has a means for flotation
on the open sea. The second chamber includes a centrally located open-bottom chamber.
The second enclosure has a closed bottom for the accumulation of material separated
from the treated effluent transferred to it from the first enclosure. The bottom of
the second enclosure has tapered chambers arranged side-by-side with walls that diverge
upward so that material which is denser than water is separated from the remainder of
the waste.
*Patents, *Waste disposal, *Separation techniques, *Equipment, Surface waters,
Pollutants, Water quality control, Water pollution control, Pollutants, Pollution
abatement
108
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C055
METHOD OF WASTE TREATMENT AND ALGAE RECOVERY,
Oswald, W. J.
California University,
Berkeley. (assignee)
United States Patent 4,005,546. Issued February 1, 1977. Official Gazette of the
United States Patent Office, Vol. 955, No. 1, p 30, February, 1977. 1 fig.
A patent was issued for a method of waste treatment and algae recovery involving
three ponds. Sewage containing algae is retained in a pond open to light and air
under natural conditions for 10 to 20 days. A portion is transferred to another pond
open to light and air which is agitated for 3 to 6 days. Then a portion of the water
in the second pond is transferred to a third that is substantially closed to light
and remains quiescent for 1 1/2 to 3 days while algae settles. Settled algae is re-
moved from this last pond.
^Patents, *Algae, *Sewage treatment, *Ponds, AAerobic treatment, Air, Water
purification, Waste water treatment, Sewage effluent, Treatment facilities
Algae recovery
cose
OZONE OXIDATION OF WASTE WATER,
United States Patent 4,007,118. Issued February 8, 1977. Official Gazette of the
United States Patent Office, Vol. 955, No. 2, p 581-582, February, 1977. 1 fig.
A patent was issued for an ozone oxidation treatment method for waste water containing
organic contaminants and bacteria. Waste water is injected into a closed tank, sub-
merging fluid-pervious bags containing powdered metal oxide catalyst (manganese tri-
oxide, ferric oxide, nickel oxide or copper oxide); ozone is injected into the bags
for exposure to the catalyst and reaction with waste water flowing through the bags.
Purified and inert water is drawn from the tank and ozone is vented from the upper
part of the tank.
*Patents, *0xidation, *0zone, ^Organic matter, *Bacteria, Waste water treatment,
Oxides, Equipment, Metals, Sewage treatment
109
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C057
PROCESS FOR THE PURIFICATION OF WASTE WATERS WITH
ACTIVATED CARBON,
United States Patent 4,007,116. Issued February 8, 1977. Official Gazette of the
United States Patent Office, Vol. 955, No. 2 p 581, February, 1977. 1 fig.
A patent was issued for an activated carbon waste water treatment process. Waste water
is passed upward through a column of activated carbon particles and distributed equally
over the cross-sectional area. Total organic carbon is determined before water enters
the column and simultaneously at a point between 30 and 70% of the carbon particles
height in the column. Spent carbon particles are withdrawn from the column bottom
at a rate which maintains a selected difference between total organic carbon content
of water entering the column and at the above selected point. Fresh activated carbon
or reactivated carbon is constantly introduced at the column top to compensate for
the withdrawal. Purified water is recovered at the top of the column.
*Patents, *Waste water treatment, *Activated carbon, Organic carbon, Treatment
facilities, Equipment, Sewage treatment, Sewage effluents, Water purification,
Sanitary engineering
C058
CLARIFIER WITH OVERFLOW SCUM REMOVAL,
United States Patent 4,009,106. Issued February 22, 1977. Official Gazette of the
United States Patent Office, Vol. 955, No. 4, p 1265, February, 1977. 1 fig.
A patent was issued for a sewage treatment clarifier. The clarifier has a circular
outer wall with submerged feed ports, a conical bottom defining a lower sludge collec-
tion area, a sludge return line from the lowest portion of this area, and a circular
overflow launder that establishes the normal liquid level in the clarifier. A cir-
cular scum trough, a frusto-conical baffle, and a scum collection zone are other fea-
tures of the system.
*Patents, *Separation, Separation techniques, Waste water treatment, Sewage treatment,
Equipment, Water purification, Sewage effluents, Treatment, Sludge
Clarifier, Scum removal
110
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C059
WASTE TREATMENT PROCESS,
United States Patent 4,009,098. Issued February 22, 1977. Official Gazette of the
United States Patent Office, Vol. 955, No. 4, p 1262, February, 1977. 1 fig.
A patent was issued for a waste water treatment process for BOD removal. Waste water
passes through a bed of microorganisms which oxidizes BOD under aerobic conditions and
allows suspended solids to pass through it. This produces an upflow fluidized bed
of solid particulate carrier by passing waste water up at a flowrate of 6+ gallons/
minute/square foot of bed. About 0.1 to 1.5 milligrams of oxygen per milligram of
BOD removed from the waste water are provided to allow the microorganisms to reduce
BOD. Specific gravity of the particles is increased by removal of excess microorganism
growth from the bed to aid BOD removal. Floe produced by excess growth removal is
taken from the process without any interference with operational efficiency.
*Patents, *Waste water treatment, ^Biochemical oxygen demand, *0xidation, Oxygen,
Microorganisms, Suspended solids, Aerobic treatment, Aerobic conditions
C060
RENOVATION OF WASTE WATER,
Besik, F.
Ontario Research Foundation,
Sheridan Park,
Ontario, Canada. (assignee)
United States Patent 4,008,159. Issued February 15, 1977. Official Gazette of the
United States Patent Office, Vol. 955, No. 3, February, 1977. 1 fig.
A patent was issued for a process to renovate waste water containing contaminants
such as suspended solids, dissolved organic material, organic nitrogen-, ammoniacal
nitrogen-, nitrite nitrogen-, and nitrate nitrogen-containing materials, phosphate
material, odor-producing matter, and turbidity-producing material. The process sub-
jects waste water to primary treatment for partial removal of dissolved organic matter,
nitrogenous and phosphate matter, and turbidity-causing matter, followed by effluent
removal to a second treatment zone where adsorption-biological treatment using acti-
vated carbon and microorganisms takes place. The effluent from this stage is treated
with chemical coagulants, and then treated with ozone and oxygen. After the filtration
of solids, renovated water is removed.
*Patents, *Water purification, Suspended solids, Organic matter, Inorganic compounds,
Nitrogen compounds, Odor, Adsorption, Biological treatment, Chemical treatment,
Filtration, Coagulation, Microorganisms, Phosphates, Waste water treatment
Waste water renovation
111
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C061
WASTE TREATMENT APPARATUS,
Jeris, J. S.
Ecolotrol, Incorporated,
Bethpage, New York. (assignee)
United States Patent 4,009,105. Issued February 22, 1977. Official Gazette of the
United States Patent Office, Vol. 955, No. 4, p 1264, February, 1977. 1 fig.
A patent was issued for a treatment apparatus to biologically remove BOD from waste
water. The equipment is composed of an elongated vertical container with a manifold
near the bottom for control of waste water passage through the container, and an
inlet for waste water that will be treated. Above the manifold is a fluidized bed
of a solid particulate carrier with a layer of cultured microorganisms for BOD oxida-
tion. There are means for adding oxygen to the bed which is arranged to receive the
waste water and biologically convert most of the BOD to be removed to carbon dioxide,
water, and cellular material. The waste water and carbon dioxide are continuously
removed through an outlet, and the excess cellular material is removed from the
particulate carrier.
*Patents, *Equipment, *Biochemical oxygen demand, *Biological treatment, *0xidation,
Microorganisms, Filters, Oxygen, Carbon dioxide, Waste water treatment, Organic
matter
C062
METHOD OF TREATING WASTE WATER WITH JET NOZZLES,
United States Patent 4,009,100. Issued February 22, 1977. Official Gazette of the
United States Patent Office, Vol. 955, No. 4, p 1263, February, 1977. 1 fig.
A patent was issued for a treatment process for activated sludge systems with aerating
nozzles submerged in the waste water and activated sludge contained in a reservoir.
A gas stream of air or high-oxygen gas is propelled through the nozzles, near the
bottom of this mixture, into a small impulse exchange tube. A directional flow is
produced in a rotary motion by ascending bubbles to create a screw motion flow in
the waste water/activated sludge mixture.
*Patents, *Activated sludge, *Aeration, Equipment, Gases, Air, Oxygen, Sludge
treatment, Waste water treatment, Water purification, Waste treatment
112
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C063
PROCESS FOR THE TREATMENT OF WASTE WATER BY HETEROGENEOUS
PHOTOSENSITIZED OXIDATION,
Williams, J. R.
Temple University,
Philadelphia, Pennsylvania. (assignee)
United States Patent 4,008,136. Issued February 15, 1977. Official Gazette of the
United States Patent Office, Vol. 955, No. 3, p 929, February, 1977.
A patent was issued for the treatment of waste water by heterogeneous photosensitized
oxidation. This process is especially for waste water containing organic materials.
A water insoluble polymer-based photosensitizer is added to the waste effluent in the
presence of oxygen. The suspension is photolyzed by light with a wave-length between
320 and 800 nm.
*Patents, *Light, *0xldation, *Polymers, *Liquid wastes, Sewage effluents, Oxygen,
Water purification, Waste water treatment, Treatment
Photolysis
C064
DEVICE FOR SUCKING THE UPPER LAYER OF A POLLUTED WATER
SURFACE,
United States Patent 4,008,156. Issued February 15, 1977. Official Gazette of the
United States Patent Office, Vol. 955, No. 3, p 935, February, 1977. 1 fig.
A patent was issued for a device to collect floating pollutants from water surfaces.
The mechanism has an inlet opening in the forward portion connected to a channel with
extending sidewalls so that polluted water flows through the channel from the inlet
opening. A collection chamber is provided with means to separate the polluting mater-
ials according to their specific gravities. A negative pressure area sucks the pollu-
tants into the collection chamber and means are provided to remove separated water and
pollutants from the collection chamber.
*Patents, *Equipment, *Separation techniques, *Specific gravity, Separation, Water
pollution control, Surface waters, Pollutants, Water quality control, Pollution
abatement
113
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C065
METHOD OF APPLYING OZONE AND SONIC ENERGY TO STERILIZE AND
OXIDIZE WASTE WATER,
Henderson, A. D., and Perlale, J. M.
Til Corporation,
Lindenhurst, New York. (assignee)
United States Patent 4,003,832. Issued January 18, 1977. Official Gazette of the
United States Patent Office, Vol. 954, No. 3, p 1203, January, 1977. 1 fig.
A patent was issued for a. method employing ozone and sonic energy to sterilize and
oxidize waste water. A coagulating agent is added, followed by a polyelectrolyte to
form a floe. The water is passed through a lamina to remove suspended solids, and is
then passed in a counter-flow through o gravity gradient stand of water. The water
is pre-treated with ozone and sonic energy to cause cavitation. Further treatment
by ozone and sonic energy produces additional cavitation for effective oxidation and
sterilization.
*Patents, *0zone, *Sound waves, *Cavitation, *0xidation, Water purification, Suspended
solids, Coagulation, Polyelectrolytes, Waste water treatment, Sterilants
C066
APPARATUS AND PROCESS FOR REMOVING AMMONIA NITROGEN FROM
WASTE WATER,
Jeris, J. S.
Ecolotrol, Incorporated,
Bethpage, New York. (assignee)
United States Patent 4,009,099. Issued February 22, 1977. Official Gazette of the
United States Patent Office, Vol. 955, No. 4, p 1262, February, 1977. 1 fig.
A patent was issued for an apparatus and biological process to remove ammonia nitrogen
from waste water. The process includes a fluidized bed of a solid particulate carrier
with a cultured layer of nitrifying microorganisms. Waste water continuously passes
through this bed, to which oxygen is added, and retained at a controlled temperature
and length of time under aerobic conditions. This biologically converts most of the
ammonia nitrogen to be removed from the waste water to oxidized forms of nitrogen,
water and cellular material. These oxidized nitrogen forms and the water are contin-
uously removed from the bed, as the excess cellular material is removed from the
particulate carrier.
^Patents, *Equipment, Water purification, Biological treatment, Oxygen, Ammonia,
Nitrogen, Ammonia compounds, Microorganisms, Temperature, Oxidation, Waste water
treatment, Aerobic conditions
Fluidized bed
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C067
WASTE-WATER PROCESS,
United States Patent 4,002,565. Issued January 11, 1977. Official Gazette of the
United States Patent Office, Vol. 954, No. 2, p 777-778, January, 1977. 1 fig.
A patent was issued for a process to produce recycle water and to separate ammonia and
acid gas from waste water. Waste water is passed through an acid gas-ammonia stripping
column, which is maintained at a bottoms temperature of 93-149 C and a pressure of
1 to 5 atmospheres absolute, to produce a recycle water stream and an effluent gas
stream of acid gas, ammonia, and water vapor. The acid gas and ammonia content is less
than 15% of that in the waste water. The two streams are separately withdrawn from
the stripper and a liquid aqueous concentrate of ammonia and gas are produced by de-
creasing the temperature of the gas stream to about 55 to 110 C. The concentrate is
passed into a primary acid-gas stripping column, and is maintained at superatmospheric
pressure acid-gas stripping conditions to produce an effluent acid-gas stream and an
aqueous bottoms stream. The acid-gas stream and the bottoms stream are separately re-
moved from the acid-gas stripping column to produce an effluent gas stream of ammonia,
and a second recycle water stream by passing the bottoms stream through an ammonia
stripping column. This column is maintained at superatmospheric pressure ammonia
stripping conditions. The second stream has an acid gas and ammonia content which is
15% less than that of the bottoms stream from the acid-gas stripping column.
^Patents, AWater reuse, *Ammonia, *Acids, *Gases, Waste water treatment, Separation,
Temperature, Equipment, Water purification, Liquid wastes
C068
METHOD FOR ELIMINATING ORGANIC AND INORGANIC BOUND NITROGEN
FROM DOMESTIC AND INDUSTRIAL WASTE WATER,
United States Patent 4,011,156. Issued March 8, 1977. Official Gazette of the
United States Patent Office, Vol. 956, No. 2, p 566-567, March, 1977. 1 fig.
A patent was issued for a method to eliminate organic and inorganic bound nitrogen
from domestic and industrial waste water. The process involves two stages connected
in series which can directly process unclarified waste water in a biological activated
sludge treatment plant. Waste water is aerated in the first stage and transferred to
the settling basin where a clarified effluent is transferred into the second stage
aeration tank and then to the second stage settling basin. Waste water with organic
and inorganic bound nitrogen is aerated in the first stage tank and the organic bound
nitrogen is ammonified. The ammonified waste water is transferred to the first settling
basin and nitrates are denitrified. This effluent is transferred to the second aera-
tion tank where an oxygen level of at least 2 milligrams/liter is provided. Ammonia
is nitrified to nitrates in this section and the process is continued by recirculating
a portion of the clarified effluent from the second settling basin to the first aera-
tion tank.
*Patents, *Aeration, *Nitrogen, Organic matter, Inorganic compounds, Domestic wastes,
Industrial wastes, Waste water treatment, Water purification, Denitrlfication
115
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C069
MARINE SANITATION METHOD AND DEVICE,
Behrendt, G. H,., and Potter, J. L.
Filteron Systems Incorporated,
Dallas, Texas, (assignee)
United States Patent 4,009,104. Issued February 22, 1977. Official Gazette of the
United States Patent Office, Vol. 955, No. 4, p 1264, February, 1977. 1 fig,.
A patent was issued for an automatic marine sanitation unit and sanitation method.
The system incorporates two storage tanks, a sewage inlet to the first tank, and a
separator for solids beyond, a determined' size li,mit. A means is, provided for the
circulation of salt water containing sewage from the first to the second tank while
the fir,st tank is filling. The effluent passes through, an, electrolytic cell during
this transfer. A portion of treated, effluent is returned, to the first tank.
*Patents, ^Equipment, Sewage treatment, Saline water, Sanitary engineering, Waste
water treatment, Electrolysis, Wa.ter purification, Storage
Marine sanitation
CO 70
METHOD OF TREATING WASTE WATER WITH JET NOZZLES,
United States Patent, 4,009,100. Issued February 22, 1977. Official Gazette of the
United States Patent Office, Vol. 955, No. 4, p 1263, February, 1,977. 1 fig.
A patent was issued for a waste water treatment system using aerating nozzles. These
nozzles are submerged in a body of waste water and activated sludge. A gas stream of
air, or a high-oxygen gas, or parallel streams of air, are injected into the liquid.
The ascending bubbles column produces a rotary mption, which, is superimposed on the
directional flow caused by the gas impulse. A screw type flow of the waste water and
activated sludge ±s thus created.
*Patents, *Aeration, *Air, *0xygen, Gases, Activated sludge, Flow, Equipment,
Waste water treatment, Liquid wastes
116
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C071
WATER WASTE TREATMENT,
United States Patent 4,011,163. Issued March 8, 1977. Official Gazette of the
United States Patent Office, Vol. 956, No. 2, p 569, March, 1977. 1 fig.
A patent was issued for a sewage treatment apparatus. The device consists of an outer
tank enclosing a mixing chamber with a draft tube for sewage transport to the mixing
chamber. An outer draft tube is positioned annularly about the first draft tube, and
an inner tank, positioned annularly about the outer draft tube, is below and open to
the mixing chamber and acts as a. primary settling circuit. There are two annular
passageways between the inner tank and the outer wall. A portion of the sewage solids
from the primary and secondary settling circuits can be returned to the mixing chamber.
The mixing chamber contains a pumping means for the introduction of air into the
sewage. There is a digester compartment with a connective means to the primary and
secondary settling circuits and a sewage treatment outlet.
^Patents, *Equipment, Sewage treatment, Sludge digestion, Suspended solids,
Sedimentation, Liquid wastes, Waste water treatment, Treatment, Air
C072
INCINERATION METHOD AND SYSTEM,
United States Patent 4,013,023. Issued March 22, 1977. Official Gazette of the
United States Patent Office, Vol. 956, No. 4, p 1202, March, 1977. 1 fig.
A patent was issued for a method and apparatus for sludge incineration. Dewatered
sludge containing organic wastes is incinerated in a multiple hearth furnace equipped
with an afterburner for receiving gases and vapors from the furnace. Wastes are
pyrolyzed in a regulated oxygen-deficient atmosphere so that the products of the
pyrolysis are only partially oxidized. These products are then conveyed in the gases
and vapors from the furnace to the afterburner, x-yhere enough air is introduced to
complete their oxidation.
''Patents, *Incineration, *Equipment, Oxidation, Gases, Oxygen, Sludge disposal,
Dewatering, Air, Waste water treatment
Multiple hearth furnace, Afterburners
117
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C073
PREFABRICATED PANELS FOR SUB-SURFACE SEWAGE EFFLUENT AND
WASTE WATER DISPOSAL,
United States Patent 4,013,559. Issued March 22, 1977. Official Gazette of the
United States Patent Office, Vol. 956, No. 4, p 1380, March, 1977. 1 fig.
A patent was issued for prefabricated panels to be used for underground sewage effluent
and waste water disposal from septic tanks. There is at least one panel section which
includes top, bottom, end, and side walls of a strong, porous cementitious material.
Several elongated chambers with an upper, lower, and intermediate chamber, one above
the other, are arranged within the section. These are partially separated by a web
of the porous cementitious material. A pipe extends from the septic tank into the
upper chamber to allow air and waste water to enter the panel section. There is also
a means for overflow effluent to move through the separating webs to the lower chambers.
*Patents, *Concrete, *Underground disposal, Septic tanks, Sewage disposal, Waste water
disposal, Liquid wastes, Construction materials, Ultimate disposal, Disposal
C074
COAL DISTN. WASTE LIQUOR PURIFICN. TO REMOVE PHENOLS, AMMONIA-
AND HYDROGEN SULPHIDE BY 2-STAGE SOLVENT EXTN. AND DISTN.,
South African Patent ZA 7600-011. Issued November 11, 1976. Derwent French Patents
Abstracts, Vol. Y, No. 4, p D4, March, 1977.
A patent was issued for a method to remove monohydric and polyhydric phenols, hydrogen
sulfide, and free and combined ammonia from sewage by extracting and distilling waste
water formed during degasification or gasification of coal with subsequent biological
purification. Most of the monohydric phenol, part of the polyhydric phenols, and any
free fatty acids present are separated by extraction. Phenols are separated by dis-
tillation. Next, a major portion of the polyhydric phenols is separated and the
remainder of the monohydric phenols and free fatty acids are separated by extraction
with an organic solvent. Phenols in this extract are changed to their salts which are
then washed. This mixture is separated into an organic and aqueous phase. The or-
ganic phase is recycled, and free phenols are separated from the aqueous phase by
surplus C02 and by decanting and/or extraction with the organic solvent or the sump
produc t.
^Patents, ^'Separation techniques, *Phenols, *Ammonia, *Hydrogen sulfide, Distillation,
Liquid wastes, Sewage treatment, Waste water treatment, Treatment
113
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C075
OXYGEN ADDN. REGULATION IN WATER AND SEWAGE PURIFICN.— USING
EJECTORS TO SECURE INTIMATE CONTACT WITH ACTIVATED SLUDGE,
Belgian Patent BE 845-103. Issued February 14, 1977. Derwent Belgian Patents
Abstracts, Vol. Y, No. 6, p J3, March, 1977.
A patent was issued for oxygen addition regulation in water and sewage purification.
The process is designed for plants with at least one treatment unit mounted in cascade.
A gas with a 20-45% volume of oxygen is introduced in the finely divided state to
produce a great agitation of the waste water. Two units in cascade are fed with water
from the inlet on the suction side of the pump which also recycles partially purified
water containing activated sludge. This mixture is pumped through an ejector to meet
the recycled gas from a compressor. Activated sludge from the settlement tank has a
flocculant structure and goes into suspension in the liquid in the first unit. Tech-
nical oxygen is introduced in a quantity dependent upon the content of biodegradable
materials in the water. Oxygen in the first unit water is maintained at 1-4 milligrams/
liter. A rapid transfer of oxygen to the liquid and of dissolved oxygen in the liquid
to the finely divided activated sludge is assured. The amount of dissolved oxygen
can be maintained at a constant value despite variations in the rate of the raw water
supply.
*Patents, *0xygenation, Treatment facilities, Oxygen, Sludge treatment, Sewage
treatment, Activated sludge, Water purification, Dissolved oxygen, Gases, Waste water
treatment
C076
FLOTATION TREATMENT OF WASTE WATER AND SEWAGE-USING GAS CONTG.
OXYGEN IN DEEP PIT TO FLOAT THE PARTICLES,
French Patent FR 2306-745. Issued December 10, 1977. Derwent French Patents Abstracts,
Vol. Y, No. 6, p J3, March, 1977.
A patent was issued for the flotation treatment of waste water and sewage. The device
is composed of a tank with a pit beneath it which contains rising and descending pas-
sages separated by a partition. These passages are connected above and below the
partition. The upper passage extends above the tank base and contains a means for
directing flow. The rising passage opens into a flotation chamber near a separator,
and the upper end of the chamber opens in a flotation tank. Gas containing oxygen is
injected into the two passages. The bubbles of the gas are injected into the descent
passage and move down to where the pressure is greatest and their size is reduced.
Most of the bubbles are completely absorbed by the water at the lowest levels. When
the water rises, the bubbles reappear and grow. Air bubbles attach to the particles
which pass through the opening into the flotation chamber, and raise the solids to the
surface where they are raked off and evacuated. Substantial sludge recycling is pos-
sible without sedimentation, thereby avoiding long anaerobic tank treatment. Special
compression chambers or decompression systems are not necessary to achieve flotation.
*Patents, *Separation techniques, *Flotation, *Equipment, Waste water treatment,
Sewage treatment, Sludge treatment, Air, Gases, Oxygen
119
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C077
MA.CERATOR-STERILIZER SEWAGE TREATMENT SYSTEM,
Saigh, P. A., and Glueckert, A. J.
General American Transportation Corporation,
Chicago, Illinois. (assignee)
United States Patent 4,012,322. Issued March 15, 1977. Official Gazette of the
United States Patent Office, Vol. 956, No. 3, p 958-959, March, 1977. 1 fig.
A patent was issued for a sterilizer sewage treatment system which collects, treats,
and discharges toilet wastes. The system is composed of a collection tank, a sterili-
zation tank, and a transfer pump which is connected to the collection tank and to the
sterilization tank by a power-operated valve transfer mechanism. Liquid sewage is
measured into the sterilization tank where the temperature is elevated to a preset
level. Automatic controls and sensors operate the valves, pumping, and heating mecha-
nisms to control effluent flow.
*Patents, ''Domestic wastes, *Liquid wastes, Sewage treatment, Automatic controls,
Temperature, Heat treatment, Equipment, Sewage effluents, Waste water treatment
Sterilization
CO 78
METHOD FOR IMPROVING THE QUALITY OF CONTAMINATED WASTE WATER,
United States Patent 4,012,320. Issued March 15, 1977. Official Gazette of the
United States Patent Office, Vol. 956, No. 3, p 958, March, 1977. 1 fig.
A patent was issued for a method to improve contaminated waste water quality by remov-
ing pollutants. An aqueous solution of an alkali metal silicate and a silicate setting
agent are mixed with the contaminated waste water to form an earth-like material. This
material is pulverized and mixed with the waste water to react with pollutants. After
a sufficient mixing time, the water is separated from the pulverized material and pol-
1n1-^n1-s.
^Patents, *Adsorption, Separation techniques, Water quality, Waste water treatment,
Pollution abatement, Chemical reactions, Liquid wastes, Alkalis, Water purification
120
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CO 79
WASTE TREATMENT APPARATUS,
United States Patent 4,009,105. Issued February 22, 1977. Official Gazette of the
United States Patent Office, Vol. 955, No. 4, p 1264, February, 1977. 1 fig.
A patent was issued for a waste treatment apparatus for BOD removal from waste water by
biological treatment. A vertical container has a manifold near the bottom which con-
trols waste water flow into the container. A fluidized bed composed of a solid particu-
late carrier with a layer of microorganisms for BOD oxidation lies above the manifold.
Oxygen is added to this bed. BOD is oxidized to water, carbon dioxide, and cellular
material. There is an outlet and a means for continually withdrawing the products of
BOD oxidation.
*Patents, *0xidation, *Biochemical oxygen demand, Equipment, Microorganisms, Oxygen,
Carbon dioxide, Biological treatment, Waste water treatment, Waste treatment
CO 80
SEWAGE TREATMENT APPARATUS,
Snodgrass, J. D., and Pilolla, J. J.
Sloan Valve Company,
Franklin Park, Illinois. (assignee)
United States Patent 4,013,557. Issued March 22, 1977. Official Gazette of the
United States Patent Office, Vol. 956, No. 4, p 1379, March, 1977. 1 fig.
A patent was issued for an apparatus providing for the electrolytic treatment of sew-
age. This treatment occurs in a casing with electrodes positioned between the casing
inlet and a valve adjacent to the discharge outlet. A fluid is introduced to this
treatment zone to provide agitation and turbulence which produces a homogeneous sewage
liquid. Projections above the treatment area, and adjacent to the electrodes aid
sewage reduction.
^Patents, *Electrolysis, *Electrodes, Equipment, Water purification, Waste water
treatment, Liquid wastes, Waste treatment, Treatment facilities, Mechanical engineering
121
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C081
SKIMMER APPARATUS FOR SEWAGE SETTLING TANKS AND THE LIKE,
United States Patent 4,011,164. Issued March 8, 1977. Official Gazette of the
United States Patent Office, Vol. 956, No. 2, p 569, March, 1977. 1 fig.
A patent was issued for a skimmer apparatus for sewage settling tanks. The device
consists of a ramp with one end below the tank liquid level and the other above this
level. It is mobilized to move back and forth across the tank. A boom is attached
which moves the scum towards and into a scum trough at one end of the tank.
*Patents, *Sedimentation, *Settling basins, Equipment, Water purification,
water treatment, Treatment facilities, Municipal wastes, Pollutants
Waste
C082
CONTROL OF AEROBIC BIOLOGICAL GROWTH IN ACTIVATED CARBON
WASTE TREATMENT,
Australian Patent 480,396. Issued June 25, 1973. The Australian Official Journal of
Patents, Trade Marks, and Designs, Vol. 47, No. 5, p 382, February 17, 1977.
A patent was issued for a process to remove suspended and dissolved organic matter from
waste water. The waste water is pretreated for removal of suspended matter and passed
through at least one activated carbon bed to remove dissolved contaminants. Oxygen is
added to the bed at a rate of 0.09-0.15 pounds per pound of COD contaminants removed.
*Patents, *Activated carbon, Suspended solids, Organic matter, Filtration, Oxygen,
Chemical oxygen demand, Waste water treatment, Water purification, Pollution abatement
122
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C083
PROCESS FOR SLUDGE DISPOSAL AND CIRCULAR LANDFILL SYSTEM,
Jordan, J. L.
Dravo Corporation,
Pittsburgh, Pennsylvania. (assignee)
United States Patent 4,016,073. Issued April 5, 1977. Official Gazette of the United
States Patent Office, Vol. 957, No. 1, p 266, April, 1977. 1 fig.
A patent was issued for a disposal process for waste products, including aqueous sludge,
in a circular landfill. The circular disposal area has a raised central portion and a
dike perimeter. Several disposal ponds are created by radial dikes from the center
to the dike perimeter. Aqueous sludge is charged from a central mechanism into the
first of the disposal ponds, settled, and the supernatant water is removed from a loca-
tion near the perimeter dike. The settled solids are dried by evaporation and are
mechanically disturbed to aerate added settled sludge solids. Solid absorbent particu-
late matter is deposited on the partially dried sludge solids and mixed to form a
landfill material within the disposal pond. The material is compacted, which raises
the level of the perimeter dike and radial dikes, and the process is repeated.
*Patents, *Sludge disposal, *Landfills, Soil disposal field, Solid wastes, Evaporation,
Aeration, Drying, Waste water treatment, Sludge treatment
C084
RECIRCULATING SEWERAGE SYSTEM,
Davis, R. B.
Koehler-Dayton, Incorporated,
New Britain, Connecticut. (assignee)
United States Patent 4,017,395. Issued April 12, 1977. Official Gazette of the United
States Patent Office, Vol. 957, No. 2, p 712, April, 1977. 1 fig.
A patent was issued for a recirculating sewage system and toilet. Wastes are filtered
after flushing and mixed with bath water from a reservoir for this purpose. Solids
remaining after filtration are washed into a solids collection area. The collected
filtrate is directed back to the toilet for the next flushing.
*Patents, *Water reuse, Sewage treatment, Filtration, Sewage effluents, Liquid wastes,
Equipment, Domestic wastes, Water conservation, Waste water treatment
123
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C085
AEROBIC TREATMENT OF LIQUID WASTES—WITH OXYGEN CONG. MEASURED
AND USED TO CONTROL PUMP SPEED USED TO FORCE LIQUID THROUGH
VENTURIS,
Netherlands Patent NL 7608-692. Issued February 8, 1977. Derwent Netherlands Patents
Abstracts, Vol. Y, No. 8, p D7, April 1, 1977.
A patent was issued for an aerobic treatment process for liquid wastes. The waste
flows through a reservoir and a portion is removed and reinjected, with added air,
into the reservoir. This creates a horizontal aerated liquid flow. A device, sensi-
tive to the liquid oxygen concentration, controls the speed of the pump which forces
the liquid through the ejectors to maintain a determined dissolved oxygen level.
Liquid from the reservoir flows out and up through tube settlers above the level of
the ejectors. The process may be applied to sanitary and industrial waste liquids.
Power needs are lowered and a maximum efficiency is obtained.
*Patents, *Aerobic treatment, *0xygen, *Pumps, Liquid wastes, Reservoirs, Dissolved
oxygen, Sewage effluents, Sedimentation, Equipment, Industrial wastes, Performance,
Waste water treatment
C086
MECHANICAL SURFACE AERATOR FOR EFFLUENT PURIFICN.—HAS THE LIQUID
SCOOPED BY THE CURVED ELEMENTS AND EJECTED INTO THE AIR ABOVE,
Chumachenko, P. N., Papkov, G. I., and
Kostenko, V. F.
Soviet Patent SU 508-485. Issued August 6, 1976. Soviet Inventions Illustrated,
Vol. Y, No. 9, p D3-D4, April 12, 1977. 1 fig.
A patent was issued for an aerator to be used in the biochemical purification of water.
The device consists of a vertical shaft with curved elements mounted at angles to each
other, and a mechanical drive. Inlets and outlets are placed about the rotational
direction of the shaft. Rotation of the elements occurs as the liquid passes through.
The liquid is then ejected into the air above the liquid level for aeration. This
saturates the liquid with oxygen; additional mixing and aeration take place on the
side plane of the curved element. Aeration effectiveness is very independent of level
variations in the aeration tank.
*Patents, *Aeration, ^Equipment, Water purification, Performance, Domestic wastes,
Industrial wastes, Oxygen, Liquid wastes, Waste water treatment
124
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C087
BREAKING DOWN SOLID AND LIQUID WASTE TO FORM A FERTILIZER—BY
INOCULATION WITH SELECTED FUNGI AND FERMENTATION,
Netherlands Patent NL 7608-433. Issued February 2, 1977. Derwent Netherlands Patents
Abstracts, Vol. Y, No. 8, p D5, April 1, 1977.
A patent was issued for a process to transform solid and liquid wastes, which are com-
pressed or comminuted, into fertilizer. Ferrous metals are removed and the material
is fermented at room temperature and inoculated with fungus, yeast, or mold. Milling
and mixing after inoculation distributes the fungi through the material. It is then
placed in a closed aerobic area. This method can be used to treat solid domestic waste
and sludge from either domestic or industrial waste water treatment. Various feed-
stocks may be treated by this process. The resultant product is stable and has proper-
ties resembling natural manure.
*Patents, *Solid wastes, ^Liquid wastes, *Fertilizers, *Fungi, *Fermentation, Metals,
Aeration, Domestic wastes, Industrial wastes, Microorganisms, Recycling, Waste water
treatment
C088
SLUDGE COLLECTOR AND LIGHT LIQ. SEPARATOR—FROM SEWAGE WITH
TWO TANKS IN SINGLE HOUSING AND COVER,
French Patent FR 2309-677. Issued December 31, 1976. Derwent French Patents Abstracts,
Vol. Y, No. 9, p D9, April, 1977.
A patent was issued for a process to collect sludge and to separate settled materials
from light liquids. The apparatus is installed in a common covered housing. Contami-
nated water enters the inlet and settled material is placed in the collector as the
liquid moves over the overflow and under a partition into the separator. Light mater-
ials float upwards and water passes under the partition. A pump evacuates buildups
of separated matter. Light liquids are removed through one pipe and sludge through
another. Water is recycled for jet injection to break up the floating light materials;
the collector and separator are washed by water. Separated materials can be removed
by a pump as needed.
^Patents, *Sludge treatment, ^Liquid wastes, ^Separation, ^Equipment, Oil wastes,
Pumps, Sewage effluents, Water reuse, Separation techniques, Waste water treatment
-------
C089
CLEANING OF SEWAGE SLUDGE SYSTEM,
Australian Patent 480,414. Issued February 17, 1977. Australian Official Journal of
Patents, Trade Marks, and Designs, Vol. 47, No. 5, p 387, February, 1977.
A patent was issued for a sludge system cleaning process. The process involves a high
pressure pump connected to a sludge source, and piping from the pump to a heat ex-
changer, a reactor, a separator, and an oxidized sludge tank. A cold water source
separated from the sludge source has a separate pipe leading to the pump. The sludge
line to the pump is closed and the cold water line is opened. The cold water is
directed through the heat exchanger, by-passing the reactor, to isolate the hot re-
actor contents from the system. Afterwards, the cold water line is closed, the sludge
line is opened, and the reactor is returned to the system. Sludge blockage is removed
by cold water flowing through the heat exchanger in the reverse direction of sludge
flow during normal operation. The blocking material is flushed through a previously
closed drain line.
*Patents, *Sludge treatment, *Cleaning, Pumps, Piping, Separation, Oxidation, Heat
exchangers, Waste water treatment, Equipment
C090
SCREENING APPTS. FOR REMOVAL OF SOLIDS—FROM SEWAGE WITH
ROTATING SCREEN AND VERTICAL LIFT FOR RESIDUES,
French Patent FR 2308-599. Issued December 24, 1976. Derwent French Patents Abstracts,
Vol. Y, No. 8, p D5, April, 1977.
A patent was issued for a screening apparatus to remove solids from sewage. Sewage
flows through a cylindrical screen with a vertical axis and solids are retained on the
external face, separating them from the flow. The screen is either fixed or rotated
by motor. A second screen, of vertical rods, is located to the side of the first one.
The rods extend above the level of flow and a hydraulic ram moves a lifting plate up
and down. This plate collects solids which remained on the second screen and pushes
them into a compression chamber. The first screen has a scraper and the process is
continuous.
*Patents, *Separation techniques, *Solid wastes, *Filtration, Equipment, Sewage
effluents, Mechanical engineering, Sewage treatment, Waste water treatment, Waste
treatment
126
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C091
SEWAGE DISPOSAL SYSTEM,
Australian Patent 478,238. Issued November 25, 1976. The Australian Official Journal
of Patents, Trade Marks, and Designs, Vol. 46, No. 44, p 4320, November, 1976.
A patent was issued for a sewage disposal system. It is composed of a main frame posi-
tioned at a selected above-ground level with at least one vertical shank secured to it
that penetrates the ground to a chosen depth. An underground disposal tunnel is formed
by an axially elongate foot attached to a plow at the shank?s lower end. Servo-
mechanisms vary the cross-sectional area of the tunnel during operation. A dispensing
port is at the end of the flow path for sewage discharge into the tunnel.
*Patents, *Sewage disposal, Equipment, Waste treatment, Sewage treatment, Hydraulic
engineering, Waste disposal, Mechanical engineering, Waste water treatment
C092
DISINFECTION SYSTEM AND METHOD,
Mandt, M. G.
Houdaille Industries, Incorporated,
Buffalo, New York. (assignee)
United States Patent 4,019,983. Issued April 26, 1977. Official Gazette of the United
States Patent Office, Vol. 957, No. 4, p 1565, April, 1977. 1 fig.
A patent was issued for a sewage disinfection method and system. Sewage effluent is
continuously mixed and passed to a disinfection zone, while maintaining =t turbulent
energy dissipation level in the mixing zone of at least 5 sec to the minus one. Thus,
the fluid disinfectant and the effluent are sufficiently mixed to produce a toxic en-
vironment for organism inactivation. The process produces a treated effluent with a
99.9% bacterial kill measured by fecal coliform removal and a viral kill rate of 99%
measured by f2 virus removal.
*Patents, *Disinfection, Sewage effluents, Equipment, Water purification, Bacteria,
Coliforms, Viruses, Microorganisms, Waste water treatment
127
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C093
HIGHLY EFFICIENT AERATING SYSTEM—FOR AN ACTIVATED SLUDGE EFFLUENT
TREATMENT PLANT, WITH RESTRICTED LIQUID CIRCULATION IN AERATING
TANK,
French Patent FR 2311-758. Issued January 1, 1977. Derwent French Patents Abstracts,
Vol. Y, No. 11, p D3, April, 1977.
A patent was issued for an activated sludge treatment aeration system. Domestic or
industrial waste effluents are treated by diffusing an oxygen-containing gas through
aerators into an aeration tank containing bacterial sludge. The tank bottom aerators
are fixed to a movable platform for continuous motion. Air lift pumps hold the settling
sludge in suspension. Baffles limit the circulation of tank contents, but do not inter-
fere with aeration. A portion of the aerated effluent is supplied by a. connection with
a sedimentation tank while the rest of the separated effluent can be recycled to the
aeration tank for solids content regulation.
*Patents, *Aeration, *Activated sludge, Treatment facilities, Sewage effluents,
Equipment, Pumps, Design, Performance, Waste water treatment
C094
WASTE WATER BIOCHEMICAL PURIFCN. CONTROL—BY AUTOMATED DETEKMN.
OF CARBON DIOXIDE CONCN. WITH BARIUM HYDROXIDE SOLN. ,
Soviet Patent SU 517-845. Issued August 2, 1976. Soviet Inventions Illustrated,
Vol. Y, No. 11, p Dl, April, 1977.
A patent was issued for a method to control biochemical treatment of waste water using
automated determination of carbon dioxide concentrations. The carbon dioxide monitor
includes a circulating pump, respirometric flask, a vessel of barium hydroxide solu-
tion with pH meter electrodes and temperature sensor, automatic titration, and a
digital analogue transducer with a register. The barium hydroxide solution is kept
constant. Carbon dioxide production is monitored during biological oxidation of or-
ganic compounds in waste water. The carbon dioxide gas reacts with the barium hydrox-
ide to create a pH change while the temperature is monitored. A reagent flows to a
dispenser to keep the pH at a constant value.
*Patents, *Water purification, *Monitoring, *Equipment, *Carbon dioxide, Hydrogen ion
concentration, Temperature, Automation, Oxidation, Organic compounds, Gases,
Electrodes, Waste water treatment
128
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C095
CONTINUOUS COMPOSTING OF ORGANIC W W WASTE—BY AUTOMATIC CONTROL
OF FERMENTATION TEMPERATURE AND HUMIDITY OF PRODUCT AND CONTROL
OF CARBON DIOXIDE OR OXYGEN IN WASTE GASES,
Kneer, F. X.
Netherlands Patent NL 7604-357. Issued March 17, 1977. Derwent Netherlands Patents
Abstracts, Vol. Y, No. 13, p Dl, May, 1977.
A patent was issued for a continuous composting process for organic waste water sludge.
Major features of the system are automatic control of fermentation temperature, product
humidity, and carbon dioxide or oxygen in the waste gases. The waste/sludge flows down
through a closed aeration reactor. Reactor readings determine the amount of air con-
tacted with the waste stream. The air bubbles flow upward through the waste. Quantity
and flow rate are controlled based on comparisons of the pre-set and real values of
C02 and 02 in the waste air. Water is supplied as a function of humidity measurements
made in the upper and lower thirds of the waste stream. Air heated to 30-50 C is
supplied to the base of the waste. The process operates for long periods under optimum
conditions and a minimum of labor. The compost contains a high degree of biologically
active microorganisms and is free of pathogenic organisms and weed seeds.
*Patents, *Sludge disposal, Organic matter, Automatic control, Fermentation,
Temperature, Humidity, Carbon dioxide, Oxygen, Equipment, Aeration, Microorganisms,
Waste water treatment, Ultimate disposal
C096
BIOLOGICAL TRANSFORMATION PLANT FOR REFUSE AND SLUDGE—WITH
PRE-MIXER FOR TREATMENT CHAMBER,
Kaelin, J. R.
French Patent FR 2312-474. Issued January 28, 1977. Derwent French Patents Abstracts,
Vol. Y, No. 11, p D8, April, 1977.
A patent was issued for a treatment facility to process domestic wastes and/or thick-
ened sludge for humus production. The material is mixed In the upper portion of a
treatment chamber. The mixer exterior is heated by air from the biological transforma-
tion process. The material is softened during treatment. Hot, dry air enters through
a pipe and humid, oxygen-depleted air is removed. The entering air may be enriched
with oxygen. Blades are arranged for gas diffusion and aeration. Sludge enters by
pipe, after being dried to 75% of its moisture content. It then undergoes partial
aeration in a preliminary mixer. The sludge is heated and, if necessary, mixed with
treated material for regulation of temperature, consistency, and biological condition.
The gaseous current in the treatment chamber accelerates the heat from the biological
transformation process.
*Patents, *Biological treatment, *Treatment facilities, Domestic wastes, Sludge,
Humus, Heat treatment, Oxygen, Aeration, Temperature, Gases, Waste treatment,
Ultimate disposal
129
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C097
SEWAGE CLARTFIER SYSTEM,
Hughes, C. D.
United States Patent 4,024,060. Issued May 17, 1977. Official Gazette of the United
States Patent Office, Vol. 958, No. 3, p 1194, May, 1977. 1 fig.
A patent was issued for a tube clarifier system to treat sewage effluent. The clari-
fier is connected to a main pond and to a compressed air source. A settling conduit
is connected to the pond at one end, and to an outlet and air lock at the other end.
The air lock structure includes a U tube chamber connected to the discharge means and
to an inverted U tube chamber which has a connection with the compressed air source.
Means are provided for the creation of back pressure and its release. A second air
lock as.sembly is contained within the discharge tube.
*Patents, *Water purification, Equipment, Air, Sedimentation, Ponds, Sewage treatment,
Waste water treatment, Design
C098
RADIOACTIVE TREATMENT OF SEWAGE SLUDGE—-IN IRRADIATION CHAMBER
SUNK IN PIT BELOW WATER TANK AS RADIATION SCREEN,
Netherlands Patent NL 7512-546. Issued March 15, 1977. Derwent Netherlands Patents
Abstracts, Vol. Y, No. 13, p Dl, May, 1977.
A patent was issued for an Irradiation treatment system for sewage sludge. A vertical
hollow cylinder is suspended in an irradiation chamber. Its annular jacket contains
radioactive elements. The fluid circulates along the jacket's inner and outer walls
alternately. A tank above this chamber is filled with a liquid to a level that pro-
vides protection from radiation. This tank is connected to the chamber jacket space
and should form a storage sump for radioactive elements. A centrifugal pump should
be used to circulate the waste fluid. Water can be used as a screen against radia-
tion.
*Patents, *Irradiation, Sludge treatment, Equipment, Pumps, Water purification,
Design, Waste water treatment
130
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C099
MIXING CHAMBER FOR THICKENING SEWAGE SLUDGE BY MEANS OF A
FLOCCULATION AGENT COMBINED WITH OVERFLOW DRAINAGE MEANS,
Heinrich, H. J.
United States Patent 4,022,691. Issued May 10, 1977. Official Gazette of the United
States Patent Office, Vol. 958, No. 2, p 739, May, 1977. 1 fig.
A patent was issued for a mixing chamber to thicken sludge. There is a cylindrical
housing with a cup-like bottom and a widened upper area. A mixing area is defined by
an agitator in the lower part. A sewage inlet is attached at the lower end. A pipe
for flocculant addition extends through the inlet. Thickening occurs in the mixing
area. An annular chamber is formed at the wider upper portion by a. perforated inner
wall and an outer wall spaced from the inner wall. The perforated construction provides
dewatering for the thickened sludge. A pipe from the dewatering area delivers thickened
sludge to a drainage system. Provision is made for additional drainage or dewatering
and sludge storage or conveyance.
*Patents, *Flocculation, Equipment, Overflow, Dewatering, Sewage effluents, Sludge
treatment, Mechanical engineering, Waste water treatment
Sludge thickening
C100
SEWAGE TREATMENT SYSTEM,
Teller, R. E., and Zachar, S. G.
United States Patent 4,021,347. Issued May 3, 1977. Official Gazette of the United
States Patent Office, Vol. 958, No. 1, p 286-287, May, 1977. 1 fig.
A patent was issued for &. sewage treatment system. It is comprised of an enclosed
horizontally elongated tank with inlet and outlet at opposite ends. First and second
compartments are formed by a wall extending across the interior to a point slightly
below the level of the lowest edge of the inlet. Two filter screens are placed in
the interior and a pair of solid side walls and a bottom wall, extending to the filter
screens, define a third compartment. The sewage flow is aerated in the first chamber,
partially purified by gravity settling of some solids in the second chamber, and
further purified by the screens in passing to the third chamber.
*Patents, *Aeration, *Filtration, Equipment, Sewage effluent, Screens, Sedimentation,
Suspended solids, Liquid wastes, Water purification, Waste water treatment
131
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C101
AERATED SEWERAGE EFFLUENT DISPOSAL SYSTEM,
Smith, A. J.
United States Patent 4,021,348. Issued May 3, 1977. Official Gazette of the United
States Patent Office, Vol. 958, No. 1, p 287, May, 1977. 1 fig.
A patent was issued for a disposal system for aerated sewage effluents. The construc-
tion of the liquid sewage pool receptacle is such that it forms a submerged trench with
sidewalls which taper downward. Solids collect in a narrow channel at the trench bot-
tom. Gas is injected into the pool to form bubbles which contact the solids. The in-
jection means is attached to a guide rail above and along the trench.
*Patents, *Waste disposal, Equipment, Gases, Suspended solids, Mechanical engineering,
Sewage treatment, Sanitary engineering, Waste water treatment, Aeration
C102
METHOD FOR TREATING SEPTIC TANK EFFLUENT SEEPAGE BEDS AND
THE LIKE,
Harkin, J. M.
Wisconsin Alumni Research Foundation,
Madison, Wisconsin. (assignee)
United States Patent 4,021,338. Issued May 3, 1977. Official Gazette of the United
States Patent Office, Vol. 958, No. 1, p 283, May, 1977.
A patent was issued for a process to treat clogged or crusted and ponded effluent
seepage beds of septic systems. The septic tank is pumped to lower the liquid below
the effluent outlet level to reduce the amount of water ponded in the seepage bed.
Hydrogen peroxide is applied in quantities sufficient to increase the seepage bed per-
meability and to enhance its functioning.
*Patents, *Septic tanks, *Seepage, *Seepage control, Liquid wastes, Waste water
treatment, Leakage, Domestic wastes, Waste water treatment, Chemical treatment
Hydrogen peroxide
132
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C103
GERMICIDAL SOLUTIONS AND METHODS FOR PRESERVING AND PURIFYING
MILK, OTHER BEVERAGES, FOODS, WATER AND SEWAGE EFFLUENT,
Vinson, L. J., and Cancro, L. P.
Lever Brothers Company,
New York, New York. (assignee)
United States Patent 4,022,882. Issued May 10, 1977. Official Gazette of the United
States Patent Office, Vol. 958, No. 2, p 785, May, 1977.
A patent was issued for a germicidal solution which could be applied to the treatment
of water and sewage effluent. The solution was composed of hydrazine, elemental
iodine, and polyvinyl pyrrolidone dissolved in water. A quantity of hydrazine was
used which would dissolve the iodine and overcome its color. The amount of iodine
employed was 100 grams and that of polyvinyl pyrrolidone was 20-100 grams.
*Patents, *Pesticides, *Water purification, Sterilants, Chemicals, Iodine, Waste
water treatment, Aqueous solutions, Liquids
Hydrazine, Polyvinyl pyrrolidone, Germicides
C104
WASTE WATER TREATMENT,
Ramirez, E. R.
Swift and Company,
Chicago, Illinois. (assignee)
United States Patent 4,012,319. Issued March 15, 1977. Official Gazette of the
United States Patent Office, Vol. 956, No. 3, p 958, March, 1977.
A patent was issued for a waste water treatment process involving the coagulation,
agglomeration, and flotation of suspended and dissolved materials. Waste water
flows along an electrode grid in which the current gradually diminishes in density.
The greatest density is at the influent end of the flow path. This process forms
microbubbles by electrolytic decomposition of waste water. A high water turbulence
in the waste water is created at the influent end and maintained within and above
the grid by the microbubbles.
*Patents, *Coagulation, ^Flotation, ^Electrolysis, Suspended solids, Electrodes,
Equipment, Separation techniques, Waste water treatment
133
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C105
SEWAGE TREATMENT AERATION SYSTEMS,
Thayer, P. M.
Water Pollution Control Corporation,
Milwaukee, Wisconsin. (assignee)
United States Patent 4,012,470. Issued March 15, 1977. Official Gazette of the
United States Patent Office. Vol. 956, No. 3, p 998, March, 1977. 1 fig.
A patent was issued for an aeration treatment system. The system was composed of
header means arranged in a tank with diffusers spaced at longitudinal intervals
along them. The orientation of diffusers with regard to the tank can be adjusted
by rotation of the header means.
*Patents, *Aeration, *Equipment, Mechanical engineering, Sewage treatment,
Hydraulic equipment, Waste water treatment
C106
SEWAGE TREATMENT PROCESS,
Kreuter, J.
Ecquacon Corporation,
Matawan, New Jersey. (assignee)
United States Patent 4,013,552. Issued March 22, 1977. Official Gazette of the
United States Patent Office, Vol. 956, No. 4, p 1378, March, 1977. 1 fig.
A patent was issued for a sonobioaeration process that utilizes an electroacoustic
horn to treat sewage. The horn is exposed to air and the sewage, converted to a
thin film, is applied to the horn. Ultrasonic energy is transmitted through the horn
to atomize the film. This process reduces liquid particle size and surrounds the
particles with air to provide more oxygen to the aerobic organisms. The micro-
organisms are then used in a biochemical oxidation process to convert organic matter
to a more stable compound.
^Patents, *Sound waves, ^Biological treatment, ^Microorganisms, Oxidation, Aerobic
treatment, Organic matter, Oxygen, Sewage treatment, Waste water treatment
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C107
OXIDATION OF REFRACTORY ORGANICS IN AQUEOUS WASTE STREAMS BY
HYDROGEN PEROXIDE AND ULTRAVIOLET LIGHT,
Koubek, E.
The United States of America,
Secretary of the Navy,
Washington, D. C. (assignee)
United States Patent 4,012,321. Issued March 15, 1977. Official Gazette of the
United States Patent Office, Vol. 956, No. 3, p 958, March, 1977. 1 fig.
A patent was issued for a method to lower COD in aqueous wastes by using hydrogen
peroxide and ultraviolet radiation. Waste stream COD is measured and an amount of
hydrogen peroxide (as grams), no less than 2.1 times the measured COD, is added.
The mixture is then agitated and moved through a container where it is irradiated
at a wavelength no greater than 2600 Angstroms.
*Patents, *0xidation, *Chemicals, *Ultraviolet radiation, *0rganic matter, *Chemical
oxygen demand, Liquid wastes, Light, Equipment, Water purification, Effluents,
Waste water treatment
Hydrogen peroxide
C108
ROTATING MULTITUBE BIOCONTACTOR FOR TREATING SEWAGE,
Kato, M., Kato, I., Kato, S., Kato, Y., and Kato, T.
United States Patent 4,022,689. Issued May 10, 1977. Official Gazette of the
United States Patent Office, Vol. 958, No. 2, p 738, May, 1977. 1 fig.
A patent was issued for a rotary multi-tube biocontactor for sewage treatment. The
apparatus contains an open trough which holds the liquid to be treated and a rotating
rod above the liquid surface. Many tubes surround the rod and are longitudinally
askew to the rod and to each other. These tubes are partially submerged in the
liquid, and move in and out of it as the rod rotates.
*Patents, *Biological treatment, *Equipment, Water purification, Mechanical
engineering, Sewage effluents, Liquid wastes, Waste water treatment
135
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C109
WATER TREATMENT USING OXIDISED SLUDGE,
Australian Patent 479,408. Issued January 13, 1977. The Australian Official Journal
of Patents, Trade Marks, and Designs, Vol. 46, No. 50, p 4873, January, 1977.
A patent was issued for a waste and water treatment process utilizing oxidized sludge.
The process involves coagulation and separation using aluminum compounds. The
resultant sludge is subjected to wet air oxidation. The sludge pH is adjusted so
that the aqueous mixture resulting from the oxidation treatment will have a pH below
1.5 or above 9.0. This aqueous mixture can be directly re-used for water treatment
if its pH is below 1.5 or above 10.5. For pH levels between 1.5 and 10.5, the
mixture can be used after the removal of the aluminum compounds by adding acid or
alkali.
*Patents, ^Oxidation, *Coagulation, *Aluminum, Water purification, Sludge,
Hydrogen ion concentration, Chemicals, Waste water treatment
Wet air oxidation
C110
BIOLOGICAL EFFLUENT TREATMENT PLANT WITH THREE TANKS ARRANGED
FOR REVERSIBLE FLOW,
Kaelin, J. R.
German Patent DS 2459-634. Issued April 21, 1977. Derwent German Patents Abstracts,
Vol. Y, No. 17, p D4, June, 1977.
A patent was issued for a. biological effluent treatment plant. The plant consisted
of three connected tanks. After the activated sludge concentration in the first tank
is reduced to a pre-determined level, the flow is reversed. This allowed the second
and third tanks to act as an activated tank. The first tank became a downstream post-
clarification tank. Pure oxygen or an oxygen mixture was introduced into the aeration
tank by a centrifugal pump impeller below the waste water surface. A flow rate of
30 cm/second was created above the floor of the activated tank. No mechanical sludge
removal was necessary for prevention of clogging.
*Patents, *Biological treatment, *Aeration, Treatment facilities, Activated sludge,
Oxygen, Flow, Water purification, Waste treatment, Waste water treatment
136
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cm
WASTE WATER TREATMENT APPARATUS BY BIOLOGICAL ACTION,
Akae, K.
Unitika Limited,
Amagasaki, Japan. (assignee)
United States Patent 4,026,802. Issued May 31, 1977. Official Gazette of the United
States Patent Office, Vol. 958, No. 5, p 2121, May, 1977. 1 fig.
A patent was issued for a small-scale biological treatment apparatus for waste water
treatment. The plant contained a tank with a water outlet and overflow means. The
tank was fitted with several individual biological filter beds and a central longitudi-
nal partition. The filters were separated and provided with a means for rotation
around the partition. Water was circulated around the partition by a diffuser. The
filter beds can be washed while they are above the water level.
*Patents, *Treatment facilities, *Mechanical equipment, *Biological treatment,
Liquid wastes, Filters, Water purification, Filtration, Separation techniques, Waste
water treatment
C112
SMALL-SCALE PLANT FOR MECHANICALLY/BIOLOGICALLY PURIFYING
WASTE WATER,
Netherlands Patent NL 152-516. Issued March 15, 1977. Derwent Netherlands Patents
Abstracts, Vol. Y, No. 15, p D2, May, 1977.
A patent was issued for a mechanical-biological waste water purification plant. Only
one immersion-dripper body was contained in the biological stage. Its worm-like form
reduced manufacturing and operating costs. This feature also allowed continuous step-
wise cleaning. The biological stage also included a basin with the rotating immersion-
dripper body. Separate pre- and/or post-purifying tanks may be attached to the unit.
* Patents, *Treatment facilities, *Biological treatment, Water purification,
Mechanical equipment, Effluents, Liquid wastes, Waste water treatment
137
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C113
NON-BIODEGRADABLE WASTE WATER TREATMENT - BY WET OXIDN. FOLLOWED
BY BIOLOGICAL AERATION IN PRESENCE OF ACTIVE CARBON,
Belgian Patent BE 846-256. Issued March 16, 1977. Derwent Belgian Patents Abstracts,
Vol. Y, No. 12, p Dl, April, 1977.
A patent was Issued for a non-biodegradable waste water treatment. Effluents were
treated by wet oxidation at 150-375 C and 150-4,000 p. a. 1. g. This separated
the gaseous, solid, and liquid phases and reduced COD by 30-99%. Biological oxidation
followed in a tank with a suitable biomass. Powdered activated carbon was added to
reduce color and odor while enhancing the oxidation process. Carbon was used up as
excess biomass accumulated. The carbon and excess biomass were then moved to a second
oxidation stage similar to the first. This regenerated the activated carbon and dis-
persed excess biomass. The expense of wet oxidation used alone was avoided. Toxic
wastes can be biologically treated after wet oxidation.
*Patents, *0xidation, Chemical oxygen demand, Biological treatment, Biomass,
Activated carbon, Sewage effluents, Aeration, Odor, Color, Waste water treatment
Wet oxidation, Non-biodegradable waste water treatment
C114
MECHANICAL SEWAGE SLUDGE COMPOSTING IN MIXER WITH RECYCLED
BIOGENIC MASS CHARGING REVOLVING HEATED DRUM,
German Patent DS 2517-381. Issued March 3, 1977. Derwent German Patents Abstracts,
Vol. Y, No. 10, p D3, April, 1977.
A patent was issued for a mechanical sludge composting process for sewage sludge and
other semi-solid wastes. The sludge to be composted is premixed with recycled sludge
compost according to a predetermined formula. The mixture is then added to a revolv-
ing drum which already contains rotting sludge compost. Optimum composting conditions
are maintained.
*Patents, *Sludge treatment, *Waste disposal, Recycling, Mechanical equipment,
Heat treatment, Waste treatment, Waste water treatment
Composting
138
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C115
AERATION TANK FOR ACTIVATED SLUDGE TREATMENT OF WASTE WATER -
IS SMALLER AND REQUIRES LESS POWER FOR A GIVEN TREATMENT CAPACITY,
Netherlands Patent NL 7610-431. Issued March 28, 1977. Derwent Netherlands Patents
Abstracts, Vol. Y, No. 15, p D5, May, 1977.
A patent was issued for an activated sludge treatment aeration tank. The tank was
constructed as a horizontal, elongated rectangle. It contained offset Immersed flow
passages in several compartments formed by transverse partitions. Each division con-
tained an aerating agitator. The liquid passed continuously between an inlet and an
outlet at each end of the tank. Each compartment had a length/width ratio of 0.59 to
1.70, the preferred ratio being 0.60 to 1.00. The flow passage covered 30-80% of the
immersed cross-sectional area of its partition. Rotary agitators were used. This
design was smaller and required less power for a given capacity than conventional
units.
*Patents, *Aeration, *Equipment, Design, Flow, Activated sludge, Liquid wastes,
Treatment facilities, Sewage effluents, Waste water treatment
Aeration tanks
C116
OXIDISING ORGANIC REFRACTORY CPDS. IN WASTE WATER BY CONTACT
WITH OZONE CONTG. GAS AND SIMULTANEOUS UV IRRADIATION,
French Patent FR 2309-480. Issued December 31, 1976. Derwent French Patents Abstracts,
Vol. Y, No. 9, p D5, April, 1977.
A patent was issued for a process to treat organic refractory compounds of bio-
refractory compounds in a liquid medium. The medium was oxidized with ozone-containing
gas and simultaneously subjected to ultraviolet radiation to enhance the process. The
treatment was applicable to industrial and municipal water purification. The process
was especially useful for wastes that could not be converted to carbon dioxide and
water by secondary treatment and carbon adsorption. The combined treatment proved
more effective than either individual treatment.
*Patents, ^Oxidation, ^Irradiation, *0rganic compounds, Liquid wastes, Waste treatment,
Industrial wastes, Municipal wastes, Ultraviolet radiation, Water purification, Ozone,
Carbon dioxide, Carbon, Adsorption, Waste water treatment, Gases
139
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C117
AEROBIC SEWERAGE DIGESTION PROCESS (42 C. PROCESS),
Rein, D. A.
United States Patent 4,026,793. Issued May 31, 1977. Official Gazette of the United
States Patent Office, Vol. 958, No. 5, p 2118-2119, May, 1977. 1 fig.
A patent was issued for an aerobic sewage digestion process. The process was designed
to biologically reduce the solids content of an aqueous, biodegradable, organic sludge
containing waste activated sludge. The sludge was first introduced into a vessel
where total volatile solids concentration was maintained at less than 2.5% by weight.
Sludge temperature was maintained in the range of 38-46 C, while oxygen was added to
promote the growth of Monadidae protozoa and aerobically digest the sludge in their
presence.
*Patents, *Aerobic bacteria, *Suspended solids, *Biological treatment, Microorganisms,
Temperature, Oxygen, Sludge treatment, Activated sludge, Waste water treatment
C118
DISPOSAL METHOD AND USE OF SEWAGE SLUDGE,
Webster, W. C., Hilton, R. G., and Cotts, R. F.
IU Conversion Systems, Incorporated,
Philadelphia, Pennsylvania. (assignee)
United States Patent 4,028,130. Issued June 7, 1977. Official Gazette of the United
States Patent Office, Vol. 959, No. 1, p 272, June, 1977.
A patent was issued for a sludge disposal method. The sludge was admixed with lime
and fly ash. The final composition of the admixture should be: 1-15% lime, 1-50%
digested sludge solids, 20-90% fly ash, and 5-50% moisture content. The latter must
be based on weight percent of dry solids. The final process step consisted of drying
the admixture under atmospheric conditions.
*Patents, *Sludge disposal, Lime, Fly ash, Solid wastes, Moisture content, Drying,
Waste disposal, Waste water treatment
140
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C119
PROCESS FOR TREATING MUNICIPAL WASTES TO PRODUCE A FUEL,
Livingston, A. D.
Guaranty Performance Company, Incorporated,
Independence, Kansas. (assignee)
United States Patent 4,026,678. Issued May 31, 1977. Official Gazette of the United
States Patent Office, Vol. 958, No. 5, p 2083-2084, May, 1977.
A patent was issued for a process to treat municipal wastes for use in fuel production.
Solid wastes, containing organic matter (15% by weight) that could be fiberized, were
treated to produce a substantially homogeneous pulp-like mixture. This mixture should
have a moisture content of 20-70% by weight. An air-fluidized stream of this mixture,
with a temperature of 130-180 F, was then produced. This stream, which contained the
fiberized material in a solids fraction, possessed a moisture content that enhanced
the organic material's adhesive properties. The fiberized organic material content
was maintained at a minimum of 15% by weight. The solids fraction was collected while
maintaining its temperature level, and was finally formed into self-sustaining bodies.
*Patents, *Fuels, *Solid wastes, Waste treatment, Municipal wastes, Moisture content,
Organic matter, Temperature, Waste disposal, Waste water treatment
C120
PHOSPHORUS REMOVAL FROM WASTE WATER,
Bykowski, M. J., and Ewing, L.
Ewing Engineering Company,
Milwaukee, Wisconsin, (assignee)
United States Patent 4,029,575. Issued June 18, 1972. Official Gazette of the United
States Patent Office, Vol. 959, No. 2, p 751, June, 1977. 1 fig.
A patent for a process which treats waste water containing dissolved phosphorus com-
pounds is described. The aqueous reaction products of elemental iron are mixed with
waste water and are exposed alternately to anaerobic and aerobic conditions. The re-
sulting liquid-solid suspension is clarified. Suspended solids, including insolubilized
phosphorus compounds, are removed.
*Phosphorus compounds, *Nutrient removal, *Patents, Phosphorus, Aerobic treatment,
Waste treatment, Anaerobic digestion, Suspended solids, Waste water treatment
141
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C121
APPARATUS FOR THE TREATMENT OF LIQUIDS,
Marquardt, K., and Buchholz, R.
Hager and Elsaesser,
Stuttgart, Germany. (assignee)
United States Patent 4,033,874. Issued July 5, 1977. Official Gazette of the United
States Patent Office, Vol. 960, No. 1, p 307, July, 1977. 1 fig.
An apparatus for liquid-solid separations is described. A treatment column containing
treatment material, a solvent extraction column, and a washing column are joined to
form a closed system. Connections are provided for the addition and removal of washing
liquid, solvent, treatment material, and waste water. Volume adjustment is accomplished
by telescopically adjusted pipes that extend into the treatment and washing columns
depthwise.
*Separation techniques, *Solvent extractions, *Liquid wastes, *Waste water treatment,
*Equipment, Solvents, Waste treatment, Patents
C122
WASTE WATER TREATMENT APPARATUS,
Besik, F.
Ontario Research Foundation,
Sheridan Park, Canada. (assignee)
United States Patent 4,033,875. Issued July 5, 1977. Official Gazette of the
United States Patent Office, Vol. 960, No. 1, p 307-308, July, 1977. 1 fig.
A patent has been issued for an apparatus which treats waste water containing a variety
of contaminants. The apparatus consists of a cylindrical container having a truncated
cone at the lower end, into which is placed an inverted funnel. Untreated waste water
is pumped in through the base of the container in the truncated cone portion for first
treatment. Treated waste water is discharged from a pipe at the top of the cylinder.
A riser tube extending up through the container conducts material upward through the
container, and also contains a gas feed tube for discharge at the lower end of the
riser.
*Waste water treatment, *Equlpment, *Patents, *Treatment, *Water pollution treatment.
Instrumentation, Liquid wastes
142
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C123
AQ. FERRIC CHLORIDE SOLN. FOR WATER TREATMENT—OBTD. BY NEUTRALISING
AND CHLORINATING PICKLING LIQ. CONTG. FERROUS CHLORIDE,
French Patent FR 2320-911. Issued April 15, 1977. Derwent French Patents Abstracts,
Vol. Y, No. 21, p D2, July, 1977.
A patent has been issued for a process to produce FeC13 in an aqueous solution from a
pickling liquid containing FeC12 and HC1. The liquid is first evaporated to a minimum
FeC12 concentration of 34.25% by weight and then neutralized in a fluidized bath of
iron oxide particles. Next, the mixture undergoes counter-current chlorination at
35-75 C for 73-86% chlorination and then at 40-100 C for 27-14% chlorination. The
process is reported to produce a solution containing a minimum of 40% FeC13, below 0.1%
FeC12, and below 0.1% free HC1.
*Chlorine, *Iron compounds, *Chemical reactions, Patents, Treatment, Waste treatment,
Flocculation, Waste water treatment
*Ferric chloride, *Ferrous chloride
C124
SLUDGE PURGING CONTROL FOR WASTE WATER PURIFICN. PLANT—AUTOMATICALLY
PREVENTS OVERPURGE WITHOUT ENDANGERING QUALITY OF TREATED WATER,
Netherlands Patent NL 7612-303. Issued May 10, 1977. Derwent Netherlands Patents
Abstracts, Vol. Y, No. 21, p D2, July, 1977.
A patent has been issued for the automatic control of sludge purging from a sludge
concentrator. Turbidity is measured at two different levels above the sludge bed.
When measurements at the upper sampler reach a certain preset value, the sludge purge
valve is opened and the lower sampler is activated. When turbidity at the lower level
sampler drops below a preset level, the sludge purge valve is closed and the upper
sampler reactivated. A constant level illuminated tank and a photoelectric cell which
is attached to a galvanometer are suggested for turbidity measurements. This method
is reported to minimize excess water loss and errors due to local variations in turbid-
ity above the sludge bed.
*Sludge treatment, *Turbidity, *Sampling, *Automatlc control, Equipment, Instrumenta-
tion, Patents, Physical properties, Waste water treatment
*Sludge purging control
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C125
EFFLUENT PURIFICATION BY BIOLOGICAL ROTARY CONTACTOR—WHICH IS
ROTATED BY AIR WHICH DISPLACES LIQUID FROM RADIAL POCKETS,
German Patent DS 2428-910. Issued May 18, 1977. Derwent German Patents Abstracts,
Vol. Y, No. 21, p D3, June, 1977.
A patent for the biological treatment of waste water using a basin equipped with a
circular, rotatable arrangement of biological beds has been issued. The beds are con-
tained in pockets which are a part of a radial contact arrangement. Gases flowing out
of a pipeline below the contact arrangement are caught in the pockets, causing the
contact arrangment to rotate. It is suggested that pockets be placed on the radial
outer side of the contact arrangement on non-adjacent circular discs which are part of
the contact element arrangement.
*Biological treatment, *Patents, *Packed beds, *Waste water treatment, *Biodegradation,
*Water purification, Equipment, Treatment
C126
WASTE WATER ORGANIC RESIDUE DETOXIFICATION—BY TWO STAGE THERMAL
TREATMENT AND SEPARATION AT SPECIFIED TEMP.,
Soviet Patent SU-514-773. Issued September 23, 1976. Soviet Inventions Illustrated,
Vol. Y, No. 22, p D2, July, 1977.
A patent has been issued for a more economical method for the detoxification of organic
wastes. Waste water containing a high concentration of organic substances is heated
to 120-130 C and separated into a highly concentrated precipitate and a weakly con-
centrated filtrate which requires no further treatment. Maintenance of proper tempera-
ture is important to insure good separability and minimum contamination of the filtrate.
In a test using excess active sediment with W(p) of 97.5% and COD of 2.2 kg/cu m,
the described method produced a precipitate with a COD of 4-6 kg/cu m. After heating
to 180-200 C, separating, and drying, the volume of the precipitate was 0.05 cu m and
the filtrate volume was 0.45 cu m, with a COD of 21 kg/cu m. Energy consumption for
the process was 290,000 kcal of heat.
*Separation techniques, *0rganic wastes, *Waste water treatment, *Heat treatment,
Waste treatment, Chemical oxygen demand, Patents
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C127
METHOD FOR THE TREATMENT OF WASTEWATER,
Torpey, W. N.
Autotrol Corporation,
Milwaukee, Wisconsin, (assignee)
United States Patent 4,035,290. Issued July 12, 1977. Official Gazette of the United
States Patent Office, Vol. 960, No. 2, p 777-778, July, 1977.
A patent for the continuous treatment of waste water has been issued. The method util-
izes a rectangular treatment tank which contains an upper biological treatment zone and
a lower settling zone, separated by a horizontal baffle. The biological treatment zone
is divided longitudinally into three bays which contain rows of biological contactors
parallel to the flow direction of the waste water which enters and exits at opposite
ends of the tank. Waste water is introduced into the two outer bays where it is treated
by the rotating biological contactors. The two parallel streams of waste water are
combined in the center bay and treated further while flowing back in the direction of
the inlet tank. The combined stream is conducted to the lower settling tank and the
flow reversed again. Treated waste water is removed via the outlet end of the lower
settling tank.
*Patents, *Waste water treatment, *Biological treatment, *Equipment, Biodegradation,
Waste treatment, Water purification
*Rotating biological contactors
C128
EFFLUENT WATERS CLEANING AUTOMATIC CONTROL—USED FOR DOMESTIC AND
INDUSTRIAL WASTES AND BASED ON COLOUR MONITOR TO CONTROL COAGULANT
SUPPLY,
Soviet Patent SU-514-774. Issued September 22, 1976. Soviet Inventions Illustrated,
Vol. Y, No. 22, p D2, July, 1977.
A patent has been issued for a system designed to control the coagulation treatment of
domestic and industrial effluents in a reaction vessel. The system is comprised of a
coagulant dispenser controlled by a buffer meter and a color meter. The amount of
coagulant initially added to the reaction vessel is determined by the oxygen-base
buffer meter, which dispenses a dosage based on alkalinity of incoming effluents. After
the treated effluent leaves the reaction vessel, its color is monitored. If the color
of the effluent exceeds preset limits, a signal generated by the color meter adjusts
the dosage added by the coagulant dispenser.
*Coagulation, *Effluents, *Color, *Automatic control, *Instrumentation, Patents,
Remote control, Automation, Equipment, Waste water treatment
Oxygen-base buffer meter
145
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C129
LIQ. E.G. AQ. EFFLUENT TREATMENT WITH OZONE—EMPLOYING USED
OZONE AND THEN FRESH OZONE, BOTH PRESSURIZED,
French Patent FR 2321-299. Issued April 22, 1977. Derwent French Patents Abstracts,
Vol. Y, No. 21, p D6, July, 1977.
A patent for the oxidation of waste water by exposure to pressurized ozone has been
issued. Pressurized gas containing a proportion of residual ozone is used to pretreat
the effluent stream. In the second stage of the treatment process, freshly made ozone
at a concentration of at least 10 weight percent of the carrier gas and at higher
pressures (0.07-2.1 kg/sq cm) than in the initial phase is added to the effluent stream.
The ozone used in the second stage can be recycled for use in pretreatment of the next
batch of effluent. Pretreatment is reported to increase the rate and efficiency of
ozonation in the second stage. This process can be used for the disinfection of waste
waters.
*0xidation, *0zone, *Waste water treatment, *Disinfection, *Liquid wastes, Treatment,
Waste treatment, Organic compounds, Gases, Patents
*0zonation
C130
SEWAGE TREATMENT APPARATUS,
Peasley, H. P.
United States Patent 4,036,754. Issued July 19, 1977. Official Gazette of the
United States Patent Office, Vol. 960, No. 3, p 1271-1272, July, 1977.
A waste water treatment apparatus for the clarification of a mixed liquor of sewage
water and suspended solids by bacterial degradation has been patented. Mixed liquor
is aerated and circulated in a main treatment tank which also has a smaller internal
clarification compartment. An auxiliary compartment is provided for overflow from
the main tank. The clarification compartment and main tank can be periodically back-
flushed. A digester compartment is attached to the side of the main tank for bacterial
treatment of raw sewage. When sewage in the tank reaches a predetermined level, the
digester tank is filled by overflow from the main tank via a weir. Air is injected
into the digester tank to aerate the sewage and maintain solid materials in suspension.
Clarified effluent is removed from the clarification tank through a longitudinal slot
on the bottom of the compartment.
*Sewage treatment, *Biological treatment, *Patents, *ClarifIcation, *Suspended solids,
Design data, Effluents, Aerobic treatment, Digestion, Waste water treatment
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C131
WASTE WATER TREATMENT METHOD AND APPARATUS,
Miura, M., Matubayasl, H., and Iwai, S.
Miura Engineering International Company Limited,
Osaka, Japan, (assignee)
United States Patent 4,039,447. Issued August 2, 1977. Official Gazette of the
United States Patent Office, Vol. 961, No. 1, p 256, August, 1977. 1 fig.
A method of waste water treatment using magnetic powder has been patented. Flocculated
waste water to which magnetic powder has been added is continuously fed into a two-
chambered tank which contains a number of rotating magnetic discs. Co-flocs of magnetic
powder and suspended solids are collected on the magnetic discs, removed from the
treatment tank, and then separated by agitation to allow recovery of the powder. The
treatment apparatus itself is divided into a large chamber for collecting co-flocs and
a small chamber for separating them. The rotary magnetic discs are attached to a
rotating shaft which extends through both chambers. A scraper is used to remove co-
flocs from the discs for separation in a smashing tank.
*Separation techniques, *Flocculation, *Magnetic studies, *Patents, Design data,
Suspended solids, Waste water treatment
^Magnetic separation
C132
EVAPORATION OF TREATED WASTE WATER,
Smith, A. J.
United States Patent 4,039,451. Issued August 2, 1977. Official Gazette of the
United States Patent Office, Vol. 961, No. 1, p 257-258, August, 1977.
A patent for a waste water evaporation system is described. The system includes a
horizontally elongated evaporation bed which contains an upper layer of rock pieces,
a median layer of sand, and a lower rock layer. Waste water is recirculated through
the layers by a sump system which collects excess water from the lower rock layer
and repumps it through the upper rock layer. Septic tank contents are piped to the
upper rock layer for slow percolation through the bed and subsequent evaporation.
*Evaporators, *Drying, *Patents, *Design data, *Sewage treatment, Evaporation,
Septic tanks, Filtration, Waste water treatment
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C133
TREATMENT OF AQUEOUS WASTE STREAMS,
Australian Patent 483,271. Issued May 26, 1977. The Australian Official Journal
of Patents, Trade Marks, and Designs, Vol. 47, No. 18, p 1654, May, 1977.
A process for removing chlorinated isocyanurates from waste water has been patented.
Aqueous waste water at a pH of from 0.5 to 7.0 is treated with hydrogen peroxide at a
pH of from 0.5 to 12.0. The isocyanurates are thereby dechlorinated to form a pre-
cipitate of cyanurate, and evolved. The precipitate is then removed from the waste
water stream.
*Chemical wastes, *Patents, *Chlorination, *0rganic compounds, Chemical reactions,
Chemical precipitation, Waste water treatment
Chlorinated isocyanurates
C134
ANAEROBIC WASTE TREATMENT FACILITY,
Garrott, W. A., Jr.
United States Patent 4,040,963. Issued August 9, 1977. Official Gazette of the
United States Patent Office, Vol. 961, No. 2, p 759, August, 1977.
An anaerobic digester which contains a mixing zone, a quiescent zone, a clear zone,
and an inlet and outlet for the movement of waste water has been patented. The system
can prevent the entry of large particles from the quiescent zone into the clear zone,
and selectively circulate material between the mixing and clear zones with a rotor
below the liquid level in the digester. Rotary circulation is accomplished by a
stationary conduit rotor and a second conduit member which is vertically moveable with
respect to the first rotor. Vertical motion of the second rotor is limited so that is
is also confined below the liquid level in the sludge digester. The digester itself
is a flat-bottomed tank with outwardly sloping side walls and a cover.
*Anaerobic digestion, *Sludge digestion, *Patents, *Digestion tanks, *Mixing,
Design data, Sludge treatment, Waste water treatment
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C135
SEWAGE SLUDGE-IRRADIATION DEVICE,
La Roche, U.
BBC Brown Boveri and Company Limited,
Baden, Switzerland, (assignee)
United States Patent 4,038,028. Issued July 26, 1977. Official Gazette of the
United States Patent Office, Vol. 960, No. 4, p 1705, July, 1977.
An apparatus for the sterilization of sewage sludge by irradiation has been patented.
The device contains a conveyor system with at least two separate conveyor belts.
Sewage sludge is supplied to at least one of the conveyor belts and spread to form
a substantially coherent thin layer on the belt surface. The two conveyor belts are
positioned to provide a passageway and mixing gap between them. The irradiating device
is positioned so that sludge is subjected to radiation immediately prior to mixing in
the interbelt gap.
*Disinfaction, *Radiation, *Sludge treatment, *Design data, *Sewage treatment,
*Patents, Microorganisms, Irradiation, Waste water treatment
Sterilization
C136
ANAEROBIC DIGESTION PROCESS,
Ort, J. E.
RecTech, Incorporated,
State College, Pennsylvania, (assignee)
United States Patent 4,040,953. Issued August 9, 1977. Official Gazette of the
United States Patent Office, Vol. 961, No. 2, p 755, August, 1977.
A two-stage anaerobic digestion process for the treatment of organic wastes and the
production of gases, including methane and carbon dioxide, has been patented. A liquid
slurry of organic wastes is maintained in the digesters for a total retention time
of at least 24 hours with an air space above the slurry allowing for a volume-to-
interface ratio of at least 100 gallons per square foot. Methane is produced and
collected during both stages of anaerobic digestion. After the second stage of diges-
tion is complete, the sludge is transferred to a stripping zone where sludge pH is
adjusted to 6.0-6.5 to remove carbon dioxide. After carbon dioxide removal the sludge
is recycled to the first digester for further digestion and methane production.
*Sludge digestion, *Anaerobic digestion, *Patents, *Methane, Sludge treatment,
Carbon dioxide, Organic wastes, Digestion tanks, Waste water treatment
149
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C137
PROCESS FOR DEWATERING SEWAGE SLUDGE,
Talbert, N. K.
Agway, Incorporated,
Syracuse, New York, (assignee)
United States Patent 4,038,181. Issued July 26, 1977. Official Gazette of the
United States Patent Office, Vol. 960, No. 4, p 1747, July, 1977.
A chemical process for dewatering unprocessed sludge containing at least 75% water
has been patented. Urea and the common salts of ammonium and potassium are mixed with
an equivalent or lesser amount of sludge. After dissolution of the chemicals, the
sludge-chemical mixture separates into a liquid phase containing the added chemicals
dissolved in water and a solid or semi-solid phase of sludge solids. The two phases
can then be physically separated.
*Dewaterlng, *Separation techniques, *Chemical reactions, *Sewage treatment, *Ureas,
Salts, Ammonium compounds, Potassium compounds, Sludge treatment, Patents, Waste water
treatment
Chemical dewatering
C138
PROCESS OF DEWATERING SEWAGE SLUDGE,
Talbert, N. K.
Agway, Incorporated,
Syracuse, New York. (assignee)
United States Patent 4,038,180. Issued July 26, 1977. Official Gazette of the
United States Patent Office, Vol. 960, No. 4, p 1747, July, 1977.
A method for dewatering nongaseous sewage sludge has been patented. In the treatment
process, sewage sludge with a low enough water coutent to render it non-compressible
is mixed with a mineral acid or anhydride. The water is extracted to form a mixture
of sludge solids and water-diluted acid. The mixture is then placed in a reaction
vessel with enough base to sufficiently react with the previously added acid or anhy-
dride, and heated to remove the remaining water. The treatment process produces a
granular mixture of sludge solids and a salt.
*Dewatering, *Separation techniques, *Sewage treatment, *Chemical reactions, *Patents,
Sludge treatment, Acid-base equilibrium, Salts, Waste water treatment
150
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C139
SLUDGE DEWATERING,
Cox, C. H.
United States Patent 4,041,854. Issued August 16, 1977. Official Gazette of the
United States Patent Office, Vol. 961, No. 3, p 1065-1066, August, 1977.
A patented sludge dewatering device includes an outer funnel-shaped cylindrical shell
which is equipped with a sludge inlet and a sludge outlet. The filter-dewatering shell
diameter is largest at the sludge inlet and narrows toward the sludge outlet. A rotary
shaft extending through the filter-dewatering shell is equipped with a screw-like sludge
compression blade. A coil-spring blade supported by the main compression blade is
provided to scrape sludge from the inner surfaces of the shell. A secondary shaft
within the main rotary shaft is mounted and powered so that it rotates in a direction
countercurrent to the direction of the main shaft. A filter-cake discharging blade is
attached to the outlet end of the secondary shaft.
*Dewatering, *Patents, *Sludge treatment, *Equipment, *Filtration, *Separation
techniques, Design data, Waste water treatment
Sludge dewatering
C140
REMOVAL OF PHOSPHOROUS FROM WASTE WATER,
Field, J. R., and Andrew, K. G.
Allied Colloids Limited,
Bradford, England. (assignee)
United States Patent 4,043,910. Issued August 23, 1977. Official Gazette of the
United States Patent Office, Vol. 961, No. 4, p 1749, August, 1977.
A process for the removal of phosphates from waste water has been patented. The method
is applicable to raw sewage, effluents from primary or secondary sedimentation, and
food processing wastes. Soluble and colloidal phosphate is precipitated from aqueous
waste by the addition of multi-valent metal cation-containing inorganic coagulant.
Typical cations which may be used include aluminum, ferrous and ferric iron, and cal-
cium. A cationic polyelectrolyte is then added to the waste after an interval of about
15 seconds to 4 minutes after the addition of the coagulant. The cationic polyelectro-
lyte is in the form of a quarternary ammonium salt of a copolymer with a molecular
weight which yields a viscosity of more than 2000 in centipose of an aqueous solution
at pH 6, 25 C, and a polymer solution of 1% by weight. The polymer structure is illus-
trated.
*Phosphates, *Phosphorus, *Ammonium salts, *Chemical precipitation, *Patents,
*Coagulation, Polymers, Polyelectrolytes, Separation techniques, Sewage treatment,
Effluents, Industrial wastes, Chemical reactions, Ammonium compounds, Salts,
Waste water treatment
Phosphate removal
151
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C141
PROCESS FOR PROMOTION OF ALGAE GROWTH IN A SEWAGE MEDIUM,
Dor, I.
United States Patent 4,043,903. Issued August 23, 1977. Official Gazette of the
United States Patent Office, Vol. 961, No. 4, p 1747, August, 1977.
A process and apparatus to promote the growth of algae in a sewage medium have been
patented. Algae is placed in pure water separated from sewage water by a dialysis
membrane which has a porosity of about 250A to 24A. The algae is subjected to light
of an intensity of at least 15,000 lux. An osmotic interaction occurs across the
membrane as a result of the difference in concentration gradient.
*Algae, *Microorganisms, *Patents, *Aquatic algae, *Growth chambers, Dialysis,
Membrane processes, Treatment, Sewage, Plant growth
Algae growth
C142
WASTE WATER TREATMENT METHOD,
Takeda, T., Atarashi, Y., and Mori, A.
Kao Soap Company, Limited,
Tokyo, Japan. (assignee)
United States Patent 4,043,904. Issued August 23, 1977. Official Gazette of the
United States Patent Office, Vol. 961, No. 4, p 1747, August, 1977.
A waste water treatment process has been patented which removes formaldehyde-produced
water-soluble salts of condensates of sulfonates of mono- or fused poly-cyclic benzenoid
aromatic hydrocarbons having from 1 to 12 benzene rings. An inorganic flocculating
agent at a concentration of from 50 to 1000 ppm is added to the waste water. The pH is
maintained from about 6.5 to 9.5 during the process. Floes which contain a portion of
the condensates are then removed from the waste water. Activated carbon at concen-
trations of from 50 to 400 ppm is then added to the partially treated waste water.
The solution is agitated over a period of time for sufficient absorption of the con-
densates. The activated carbon is then filtered from the treated waste water.
*0rganic compounds, *Flocculation, *Chemical precipitation, *Salts, *Patents,
*0rganic wastes, Chemical wastes, Waste water treatment
Hydrocarbons, Formaldehyde
152
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C143
APPARATUS FOR REMOVING SOLID MATERIAL FROM SEWAGE OR OTHER
LIQUID,
Wilson, R. A. E.
Jones and Attwood Limited,
Stourbridge, England. (assignee)
United States Patent 4,042,506. Issued August 16, 1977. Official Gazette of the
United States Patent Office, Vol. 961, No. 3, p 1277, August, 1977.
A device for separating solid and liquid matter in sewage or other liquids by screening
has been patented. The device includes a duct through which sewage flows. Two screens
are provided for sewage filtration. A cylindrical screen extends vertically through
the duct and is rotatable about its vertical axis. A second vertically extending
screen receives solid material from the first screen. A lifting plate over the top
of the second screen lifts the solid material from the screen to a position above the
main sewage flow. The solid material is then removed from the lifting plate to a
horizontally extending compression chamber.
*Filtration, *Patents, *Sludge treatment, *Screening, *Equipment, Sewage treatment,
Waste water treatment
C144
PROCESS AND APPARATUS FOR THE TREATMENT OF WATER-CONTAINING
SUBSTANCES AND APPLICATION OF THIS METHOD FOR THE PREPARATION
OF PASTEURIZED DRIED SLUDGE,
Galliker, J.
Patelhold Patentverwertungs- and Elektro-Holding Company,
Glarus, Switzerland. (assignee)
United States Patent 4,043,047. Issued August 23, 1977. Official Gazette of the
United States Patent Office, Vol. 961, No. 4, p 1469, August, 1977.
A process for drying water-containing substances, including sludge, has been patented.
The water-containing substance is conveyed to the first treatment station, where
elongated electrodes energized by alternating current for heating purposes dry the
substance. The pre-dessicated substance is then transported to a second treatment
station, where it is dielectrically heated to remove all but a few percent of the
initial water content. The dielectric heat is furnished by condenser plates which are
powered by a high-frequency source.
*Dewatering, *Separation techniques, *Heating, *Heat treatment, *Drying, Equipment,
Patents, Sludge treatment, Electrical equipment, Waste water treatment
153
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C145
REMOVAL OF SLUDGE FROM WASTE WATER TREATMENT PLANT-BY ROTARY
SWEEP FOOTBRIDGE WITH INBUILT SUCTION SCRAPER,
French Patent FR 2320-909. Issued April 15, 1977. Derwent French Patents Abstracts,
Vol. Y, No. 21, p D2, July, 1977.
A rotary sweep footbridge, which is bearing-mounted on one end and carried on rollers
around a circumferential track at the other end, has been patented as a device for
the removal of sludge from a waste water treatment plant. The bridge is a trapezoidal-
section channel with a walkway across the larger, upper face. An electric collection
rotor and a suction outlet pipe are coaxial with the central bearing. A metal service
pit for the sludge suction manifold system, a sludge scraper, and suction pipes are
carried by the beam. The footbridge assembly, used to remove settled sludge from
settling basins, is capable of directly pumping sludge from the basin without addi-
tional storage or transport.
*Settling basins, *Patents, *Equipment, *Sludge treatment, Sludge disposal,
Hydraulic transportation, Separation techniques, Dewatering, Pumping, Waste water
treatment
Footbridges, Sludge transport
C146
WASTE WATER AERATING AND CLARIFYING TANK-HAS PERFORATED PLATE
FOR CIRCULATION BETWEEN AERATION AND CLARIFICATION ZONES,
Soviet Patent SU-387-935. Issued November 14, 1973. Soviet Inventions Illustrated,
Vol. Y, No. 26, p Dl, August, 1977.
Design data for a patented aerating and clarifying basin are presented. The waste
water treatment tank contains a casing equipped with a water removal channel; a water
supply pipe; aerators; and partitions separating the aeration, clarification, and
pulse-damping zones. The partitions, composed of perforated plates, extend horizontally
over the clarification zone to stabilize the fluidized bed and to intensify recircula-
tion between the aeration and clarification zones. Vertical sloping partitions divide
the tank into a central compartment for aeration and two lateral compartments for
clarification. Effluent is saturated with air in the central compartment of the flat-
bottomed tank and is treated with activated sludge from the clarification zone. In-
tense mixing in the aeration zone results in accelerated oxidation of organic impuri-
ties.
*Activated sludge, *Clarification, *Aeration, *0xidation, *Patents, Sludge treatment,
Design data, Organic wastes, Waste water treatment
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C147
ELIMINATION OF NITROGEN CPDS. FROM WASTE WATER BY DOWNWARDS
PASSAGE THROUGH BIOLOGICAL TREATMENT UNITS IN A SUITABLE ATMOS.,
Netherlands Patent NL 7613-165. Issued May 31, 1977. Derwent Netherlands Patents
Report, Vol. Y, No. 24, p D6, July, 1977.
A process for the biological removal of nitrogen compounds, nitrates, nitrites, and
ammonia compounds has been patented. Waste water is conducted through a distribution
chamber and a series of recipients for the biological reduction of nitrates and oxygen
removal. The waste water then flows into a gas distribution chamber, where a nitrogen
atmosphere is produced by the introduction of gas which flows in a direction counter-
current to the waste water stream. The series of superimposed recipients is fitted
with interconnecting overflow tubes. The lower portion of the recipients is filled
with nutrient-treated, innoculated porous bodies which denitrify bacteria. The bio-
logical treatment process is reported to eliminate dissolved nitrogen compounds in a
few minutes at costs much lower than those for chemical treatment processes.
*Biological treatment, *Nitrogen compounds, *Denitrification, ^Patents, *Ammonia,
Nitrates, Nitrites, Ammonium compounds, Reduction (chemical), Bacteria, Nitrogen,
Waste water treatment
C148
OXYGEN ADDN. REGULATION IN WATER AND SEWAGE PURIFCN.-USING
EJECTORS TO SECURE INTIMATE CONTACT WITH ACTIVATED SLUDGE,
French Patent FR 2320-908. Issued April 15, 1977. Derwent French Patents Abstracts,
Vol. Y, No. 21, p D2, July, 1977.
A method of activated sludge oxygenation for use in facilities with cascade-mounted
units has been patented. Waste water is agitated with gas containing at least 20-45
volume percent of oxygen. Water is fed to two units from an inlet in the suction side
of a recycling pump. The activated sludge mixture is pumped through an oxygen injector
with recycled gas furnished by a compressor. Settled sludge is transported to the
first unit in the cascade and goes into suspension. The quantity of oxygen furnished
to the first unit is dependent upon the amount of biodegradable material present and
upon the amount of oxygenation necessary to maintain an oxygen concentration of 0.25
mg/liter. Oxygen concentrations are measured with a probe. Oxygen is rapidly trans-
ferred to the finely-divided activated sludge.
*Activated sludge, *Patents, *Aeratlon, *0xygenation, *Aerobic conditions,
Biodegradation, Organic wastes, Oxygen requirements, Sewage treatment, Waste water
treatment
155
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C149
AQ. EFFLUENT PURIFICATION BY MICROBIAL FERMENTATION-FEEDING
BIOMASS TO PROTOZOA TO FORM BIOMASS AS PROTEIN SOURCE,
Belgian Patent BE-849-148. Issued June 7, 1977. Derwent Belgian Patents Abstracts,
Vol. Y, No. 24, p Dl, July, 1977.
A biological process for the treatment of waste water which contains biodegradable
organic materials is described. Organic wastes are used as a culture medium for the
exponential growth of microorganisms. The waste is cultured until it provides a
suitable medium for microorganism—consuming protozoans. The protozoal biomass can
then be removed from the waste water and used as a protein source for livestock feeds.
Suggested microorganisms include aerobic bacteria and/or yeasts (specifically,
Pseudomonas and Brevibacterium) and Torula yeasts. Ciliated protozoa are suggested
for microorganism consumption, including Tetrahymena pyriformis and Colpidium camphil-
ium.
*Microorganisms, *Food chain, *Biodegradation, *Protozoa, *Patents, Nutrients,
Proteins, Fermentation, Cultures, Sludge treatment, Sewage treatment
Pseudomonas, Brevibacterium, Torula yeasts, Tetrahymena pyriformis, Colpidium
camphilium
156
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TREATMENT METHODS
D001
WATER USAGE AND WASTEWATER CHARACTERIZATION AT A CORPS OF
ENGINEERS RECREATION AREA,
Francingues, N. R., Jr., and Green, A. J., Jr.
United States Army Engineer Waterways Experiment Station,
Vicksburg, Mississippi,
Environmental Effects Laboratory.
January, 1976. 44 p, 7 fig, 10 tab, 5 ref. Paper No. Y-76-1.
A field monitoring study to collect information on water usage and waste water char-
acterization at a Corps of Engineers recreation area was conducted in order to develop
guidelines for assisting Corps of Engineers districts in optimizing the design and
operation of recreation area waste water management systems. Water usage and waste
water production rates were significantly less than those presently being used by
Corps of Engineers districts. The characteristics of the waste water from the camping
areas were not substantially different from those for picnic, rest, or other day-use
areas (comparable to medium-strength domestic waste water), except for ammonia nitro-
gen which was somewhat higher. It appears that the sizing of water supplies and
waste water treatment facilities should be based on the number of occupied campsites
in overnight areas and not on the number of people. Suggested design values for
waste water treatment facilities serving Corps of Engineers recreation areas are
tabulated.
*Recreation facilities, *Waste water (pollution), *Water requirements, *Water
utilization, *Water management (applied), Ammonia, Nitrogen compounds, On-site
investigations, Monitoring, Design criteria
D002
CHLORINE DISINFECTION OF TREATED WASTEWATER IN A BAFFLED
CONTACT CHAMBER AT LESS THAN 1 C,
Gordon, R. C., Davenport, C. V., and Reid, B. H.
Environmental Protection Agency,
College Alaska,
Arctic Environmental Research Laboratory.
October, 1973. 67 p, 11 fig, 7 tab, 35 ref. Working Paper No. 21.
The disinfection of treated waste water at temperatures in the 0-10 C range was
studied. Batch treatment of one primary and three secondary effluents with chlorine
revealed that effective disinfection was attained in all samples at a temperature of
less than 1 C when the actual contact time was 60 min and the final chlorine residual
was about 1 mg/liter (orthotolidine). Studies in an 8-compartment, 60-liter contact
chamber with flow rates providing 30, 60, and 120 min theoretical contact time re-
vealed that fecal coliforms were essentially destroyed (less than 5/100 milliliter)
at temperatures of less than 1 C regardless of the flow rate or chlorine residual
maintained. However, reduction of total coliforms to less than 1000/100 milliliter
did not occur when the theoretical contact time was 30 min, even when the chlorine
residual was 3.3 mg/liter (orthotolidine). For a theoretical contact time of 60 min,
nearly 2 mg/liter chlorine residual were required before total coliforms were suf-
ficiently reduced. Only slightly more than 0.5 mg/liter chlorine residual was re-
quired for sufficient reduction in total coliforms when the theoretical contact time
was 120 min. Reductions in fecal streptococci were generally between those observed
for total and fecal coliforms. Raising the temperature from 1 to 10 C did not
significantly affect disinfection.
^Disinfection, *Waste water treatment, *Chlorine, *Temperature, *Bacteria,
Coliforms, Streptococcus, Effluents, Performance, Evaluation
157
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D003
SHIP-TO-SHORE SEWAGE HOSE HANDLING TESTS,
Campbell, F. J.
Naval Construction Battalion Center,
Port Hueneme, California,
Civil Engineering Laboratory.
October, 1975. 98 p, 42 fig, 22 tab, 9 ref. Technical Note N-1404.
Procedures and equipment for transferring waste from a ship's holding tank to pier
waste-handling facilities were evaluated. The procedures tested included: loading,
transporting, connecting, disconnecting, unloading, cleaning, and hose storing. The
equipment tested included four types of transport vehicles, plastic and rubber hoses,
metal and plastic hose caps and plugs, two powered reels, two types of storage and
loading racks, a hose cleaning rack, a hose cleaning apron, and two types of hose
supports. The systems selected as best suited to future sewage transfer operations
included one for high- and low-load, high-turnover ports and a second for high- and
low-load, low-turnover ports. Criteria for determining manpower and equipment re-
quirements for the systems are outlined.
*Waste disposal, *Waste treatment, *Ships, *Transfer, *Design criteria,
Evaluation, Performance, Equipment, Hoses
D004
SYSTEM FOR DEWATERING DILUTE SLURRIES,
Lippert, T.
Environmental Protection Agency,
Washington, D. C.
November, 1974. 16 p, 7 fig. Publication No. PB-245 720.
An improved system for dewatering dilute slurries such as waste activated sewage
sludge is described which allows for higher solids yields by decreasing the solids
loading which in turn allows for a proportionally larger decrease in the sludge-belt
contact time to effect dewatering. The device includes a spring-loaded or balanced
sludge feed tray incorporating an adjustable flow splitter plug along with spring-
loaded sludge side guides. A sludge cake compression section design which allows
two-position adjustment of the compression roller is employed as a component in the
backflushing of the sludge carrier screen using cake effluent.
*Sludge treatment, -'Dewatering, *Equipment, *Design criteria, *Activated sludge,
Waste treatment, Performance
158
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D005
ADVANCED TRICKLING FILTER FOR WASTEWATER TREATMENT,
Leschber, E. W.
Gary Aircraft Corporation,
San Antonio, Texas.
August, 1975. 44 p, 13 fig, 4 tab, 3 ref. Air Force Report No. AFCEC-TR-75-6.
A prototype advanced trickling filter unit for purifying secondary-treated waste
water is described. The unit uses a foamed silica medium (GaryGlas) and has a design
hydraulic load of 700,000 gallons/day. The design organic load (biochemical oxygen
demand) and design solids load are 80 and 60 pounds/1000 cu ft/day, respectively.
The unit is capable of reducing effluent biochemical oxygen demand from 29 to 18
milligrams/liter, and reductions in total suspended solids from 64 to 32 milligrams/
liter have been achieved. These reductions are sufficient for upgrading existing
treatment plants to a level consistent with newer effluent limitations. Detailed
design drawings of the trickling filter are provided.
*Trickling filters, *Tertiary treatment, *¥aste water treatment, *Biological
treatment, *Deslgn criteria, Suspended solids, Biochemical oxygen demand, Equipment,
Treatment facilities, Performance
D006
ULTRAVIOLET DISINFECTION OF ACTIVATED SLUDGE EFFLUENT
DISCHARGING TO SHELLFISH WATERS,
Roeber, J. A., and Hoot, F. M.
Clow Corporation,
Florence, Kentucky.
December, 1975. 94 p, 12 fig, 13 tab, 7 ref. Environmental Protection Agency
Report No. EPA-600/2-75-060.
The feasibility of using ultraviolet radiation for the disinfection of activated
sludge effluent discharging to shellfish waters was investigated. A tertiary treat-
ment plant and an ultraviolet disinfection chamber were Installed at the outlet of
an activated sludge unit at the municipal sewage treatment plant in Saint Michaels,
Maryland. Flow-through tests indicated that a total of 16 germicidal 36-watt ultra-
violet lamps were capable of achieving a most probable number count of not more than
70/milliliter when the flow was not in excess of 40,000 gallons/day and when the
turbidity was less than 11 Jackson turbidity units. Ultraviolet radiation absorption
appeared to be much more dependent on chemical oxygen demand than on turbidity,
indicating that the effluent's appearance is not the best criterion for estimating
the desired ultraviolet treatment rate. Coliform inactivation followed first order
kinetics until 99.99% inactivation occurred; the inactivation then followed a
tailing-off curve. Bacteriophage followed first order kinetics up to the maximum
available ultraviolet rate. Both coliforms and bacteriophage which were exposed to
sublethal doses of ultraviolet radiation multiplied when subsequently exposed to
visible light.
^Ultraviolet radiation, *Bacteria, *Sewage treatment, *Disinfection, ^Feasibility,
Chemical oxygen demand, Turbidity, Coliforms, Bacteriophage, Treatment facilities,
Municipal wastes, Microorganisms, Kinetics, Performance, Evaluation, Tertiary
treatment, Activated sludge
159
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D007
RESEARCH NEEDS FOR THE POTABLE REUSE OF MUNICIPAL
WASTEWATER,
Linstedt, K. D., and Bennett, E. R.
Colorado University,
Boulder,
Department of Civil and Environmental Engineering.
December, 1975. 202 p, 18 fig, 31 tab, 88 ref. Environmental Protection Agency
Report No. EPA-600/9-75-007.
Research needs associated with the potable reuse of municipal waste water are dis-
cussed. Topics covered include: Environmental Protection Agency research strategy
for waste water reuse, current municipal waste water reuse practices, waste water
treatment technology for potable reuse, treatment reliability and effluent quality
control for potable reuse, socio-economic aspects of water reuse, research needs
related to treatment for potable reuse, and the health effects of potable reuse
associated with inorganic and organic chemical pollutants as well as with viruses.
The identified research is designed to serve as a basis for future Environmental
Protection Agency projects dealing with potable reuse of waste water.
*Water reuse, *Reclamation, *Municipal wastes, *Waste water treatment, *Reclaimed
water, *Potable water, Social aspects, Economics, Organic compounds, Inorganic
compounds, Viruses, Research priorities, Toxicity
D008
AMMONIA REMOVAL FROM WASTEWATER BY LIGAND EXCHANGE,
Smith, L. M., Lyerly, G. A., and Dooley, M. E.
Gillette Research Institute,
Rockville, Maryland.
April, 1976. 78 p, 21 fig, 13 tab, 27 ref. Environmental Protection Agency Report
No. EPA-600/2-76-103.
A ligand exchanger consisting of copper ions on a hydrous zirconium oxide ion ex-
changer was tested in terms of its effectiveness in removing ammonia from secondary-
treated municipal waste water and its regeneration capacity. Maximum ammonia uptake
by the ligand exchanger occurred at a pH of 10-11 and corresponded to 0.1 millimole
ammonia/millimole copper. Steam regeneration was temperature dependent, with maximum
regeneration being complete after four column volumes of condensed steam at 135 C.
Repeated loading and regeneration through 25 cycles resulted in no physical particle
breakdown nor copper leaching, though some ammonia capacity was lost. Common in-
organics and organics exerted a minimal effect on the overall process. Runs with
secondary-treated waste water through five cycles were successful, with the exchanger
capacity being near that for pure ammonium chloride solution and essentially no
loss of capacity occurring.
*Waste water treatment, *Ion exchange, *Municipal wastes, *Ammonla, *Feasibility,
Performance, Evaluation, Waste treatment, Chemical wastes, Alkalinity, Temperature
Ligand exchange
160
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DO 09
TECHNICAL ASSISTANCE PROJECT GREELEY WASTEWATER TREATMENT
FACILITY, GREELEY, COLORADO. JUNE-JULY, 1972,
Environmental Protection Agency,
Denver, Colorado,
Technical Support Branch.
August, 1972. 21 p, 5 fig. Publication No. S and A/TSB-4.
Improvements in the performance of an activated sludge/trickling filter waste water
treatment plant handling municipal and industrial wastes in the Greeley, Colorado
area are outlined. Modifications to the facility resulted in an increase in 5-day
biochemical oxygen demand removal from 40% to 70%. Most of the improvement was due
to the discovery of a partially opened valve which provided a cross-connection between
the mixed liquor from the activated sludge plant and the final effluent. An improved
operational mode for the activated sludge portion of the plant also resulted in
better effluent quality. Wasting to the primaries was optimized by monitoring the
sludge blanket in the primary clarifiers, and wasting was continued until the primary
clarifier blankets began to increase to the point that bulking of solids from the
primaries would occur. Thus, all of the solids that could be handled by the system
as well as all of the biochemical oxygen demand that could be utilized in solids
production were removed. Consistent effluent quality is expected to be difficult
to achieve at the plant due to the organic overload received and the plant's inability
to handle sludge solids.
*Waste water treatment, *Treatment facilities, *Activated sludge, *Biochemical oxygen
demand, *0ptimization, Trickling filters, Municipal wastes, Industrial wastes,
Biological treatment, Performance, Efficiencies, Sludge, Organic compounds
Solids bulking, Cross connections
D010
NITROGEN REMOVAL FROM WASTEWATERS BY COLUMN REACTORS,
Smith, J. M.
In: Advanced Waste Treatment Seminar, Session 1, Nitrogen Removal From Wastewater,
October 28-29, 1970, San Francisco, California, p 35-38. 1 fig, 3 ref.
When a number of facultative bacteria common in waste water are supplied with a
suitable organic carbon source under anaerobic or near anaerobic conditions, they can
convert nitrates formed in sewage treatment to nitrogen gas in columnar nitrate re-
duction. The long cell residence time, large contact surface, and short diffusion
distances in a packed column provide an efficient system for rapid denitrification.
Greater than 90% nitrate reduction can be achieved at contact times of 10 min for
sand and 30 min for 3/4 in. stone. Media varying in size from one in. to 2 in.
aggregate have been successfully used to denitrify agriculture subsurface drainage.
Methanol is used as a supplemental organic carbon source for denitrification because
of its low cost, biodegradability, and ease of handling. The interdependence of
nitrification and denitrification stages will limit total nitrogen removal efficiencies
to a practical value of about 90%. The design of denitrification systems is straight-
forward and involves basic principles of biologica] oxidation and filtration. Anaero-
bic filters have been successfully used for removal of nitrates from irrigation return
flow collected in drain tiles.
*Waste water treatment, *Sewage treatment, *Biological treatment, *Treatment
facilities, *Nitrogen, Waste water (pollution), Bacteria, Alcohols, Carbon,
Anaerobic conditions, Nitrates
Column reactors
161
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D011
AMMONIA NITROGEN REMOVAL BY STRIPPING WITH AIR,
Farrell, J. B.
In: Advanced Waste Treatment Seminar, Session I, Nitrogen Removal from Wastewater,
October 28-29, 1970, San Francisco, California, p 39-41.
Problems associated with the stripping (desorption) of ammonia from waste water are
discussed. Waste water contains ammonium ion at concentrations which typically range
from 15-25 mg/liter; and if the ammonium ion is converted to dissolved ammonia by
raising the pH, the ammonia may be stripped out by contacting the waste water with
air. Problems associated with the use of stripping towers for ammonia removal in-
clude: the effect of cold air in the winter on cooling the waste water and raising
the ammonia solubility and the formation of scale when previously lime-treated ef-
fluents are being stripped. Although it is possible to heat the incoming air to
temperatures above 0 C and add moisture to prevent freezing of the waste water, this
procedure is economical only if subfreezing days are rarely encountered. The best
approach for minimizing scale and its effects involves the use of a pH of about 10.5,
countercurrent rather than cross-flow operation, and the use of an open fill to allow
for easy flushing of accumulated solids.
*Waste water treatment, *Ammonia, *Sorption, *Solubility, *Chemical wastes, Liquid
wastes, Freezing, Scaling, Treatment facilities, Alkalinity, Lime, Effluents,
Design criteria, Nitrogen compounds
Stripping, Desorption
D012
ION EXCHANGE FOR NITRATE REMOVAL,
Dobbs, R. A.
In: Advanced Waste Treatment Seminar, Session I, Nitrogen Removal from Wastewater,
October 28-29, 1970, San Francisco, California, p 45-46.
The feasibility of using ion exchange for removing nitrate from irrigation return
drain water was investigated, and the conclusions were extrapolated to municipal waste
water treatment. Although the concentration of anions in drain water is considerably
higher than the corresponding concentration in waste water, the ratio of nitrate to
chloride is quite similar for both waters, thus permitting the extrapolation of con-
clusions from drain water treatment to waste water treatment. Commercially available
anion exchange resins with a selectivity for nitrate over chloride exist; an estimated
selectivity ratio of about 20:1 appears to be necessary for the economical removal
of nitrate from waste water. Assuming that resins with this degree of selectivity
can be developed, problems associated with the regeneration of the selective ion ex-
change resin and with the ultimate disposal of nitrate laden brine produced during
regeneration must be solved. Based on nitrate anion alone, the efficiency of sodium
chloride regeneration is only about 1%. A nitrate removal process based on the
use of a porous solid absorbent containing a nitrate-selective, water-immiscible
extractant is currently being investigated. The process has the advantages of liquid
ion exchange technology and the ease of operation associated with granular bead resin
systems.
*Waste water treatment, *Ion exchange, *Nitrates, *Municipal wastes, ^Feasibility
studies, Irrigation, Liquid wastes, Chemical wastes, Nitrogen compounds, Separation
techniques, Absorption, Chlorides, Ions
162
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D013
NITROGEN REMOVAL BY BIOLOGICAL SUSPENDED GROWTH REACTORS,
Earth, E. F.
In: Advanced Waste Treatment Seminar, Session I, Nitrogen Removal From Wastewater,
October 28-29, 1970, San Francisco, California, p 31-34. 1 fig, 11 ref.
For nitrogen removal by biological denitrification to be highly efficient, the
biological transformation of ammonia nitrogen to nitrate nitrogen must be under good
process control. Reduced nitrogen compounds introduced into the denitrification
stage will pass through the process unaltered and impair overall nitrogen removal
efficiency. The three sludge system allows management of the separate biological
transformations needed for successful denitrification. The high rate system handles
the bulk of the carbonaceous removal. Thus, the nitrification stage receives a
predominantly ammonia nitrogen feed. An enriched culture develops because each sys-
tem has its own sludge recycle. The latter nitrification stages are protected by the
high rate system from toxic chemicals. Since this is a staged system, no direct
short circuiting of materials from the influent to the effluent can occur.
*Waste water treatment, *Biological treatment, *Activated sludge, *Nitrogen,
*Denitrification, Nitrogen compounds, Control, Efficiencies, Growth chambers
D014
SALT CREEK TWO STAGE NITRIFICATION PLANT METROPOLITAN
SANITARY DISTRICT OF GREATER CHICAGO,
Woodward, R. L.
In: Advanced Waste Treatment Seminar, Session I, Nitrogen Removal from Wastewater,
October 28-29, 1970, San Francisco, California, p 51-55.
The design of a two-stage activated sludge waste water treatment plant with nitrifica-
tion/denitrification capability is described for the metropolitan sanitary district of
Greater Chicago. The design calls for the plant to handle an average dry weather flow
of 30 million gallons/day and a maximum flow of 50 million gallons/day. After coarse
racks, pumping, screening, and grit removal, the sewage will flow to the first aera-
tion stage which will provide 3 hr of detention. Sedimentation will be in circular
clarifiers with an overflow rate of 1450 gallons/day/sq ft based on maximum day flow
plus 30% sludge return. Second-stage clarifiers and sedimentation tanks will be
identical to those in the first stage. Nitrogen removal by denitrification can be
accomplished in the filters which follow the second-stage clarifiers by providing a
carbon source (methanol) to permit the development of a denitrifying flora in the
filters. Pilot plant studies with the basic design indicate almost complete nitrifi-
cation even for sewage temperatures in the 40-50 F range.
*Sewage treatment, *Treatment facilities, *Nitrification, ^Denitrification,
^Activated sludge, Biological treatment, Aeration, Pilot plants, Design criteria,
Municipal wastes, Illinois
163
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D015
REMOVAL OF AMMONIA NITROGEN BY SELECTIVE ION EXCHANGE,
Dean, R. B.
In: Advanced Waste Treatment Seminar, Session I, Nitrogen Removal from Wastewater,
October 28-29, 1970, San Francisco, California, p 42-44.
The use of ion exchange for removing ammonia nitrogen from waste water is discussed.
Certain zeolites, including the naturally occurring mineral clinoptilolite, exhibit
a high selectivity for ammonium in natural and waste waters. Preliminary experiments
were performed with columns filled with clinoptilolite which was ground and sieved to
20 by 50 mesh. The water was first passed through an inclined-tube settler clarifier
to remove turbidity from the feed and prevent clogging of the ion exchange columns.
The clarified water was treated by passing it in conventional downflow through two
columns in series. When ammonia breaks through the second column, the first column is
taken offstream and a third column containing freshly regenerated clinoptilolite is
added after the second column uhich now becomes the first in the series. The loaded
column is regenerated by backwashing with lime water containing sodium chloride.
The ammonia laden lime water is then pumped through a packed column through which
heated air is blown to remove the ammonia. The problems of ammonia dispersal to the
atmosphere are similar to those encountered in direct air stripping of ammonia. The
cost of removing ammonia from waste water using zeolite ion exchange methods is esti-
mated at about 10 cents/1000 gallons.
*Waste water treatment, *Ammonia, *Ion exchange, *Zeolites, *Chemical wastes,
Liquid wastes, Costs, Treatment, Nitrogen compounds
Clinoptilolite
D016
OTHER METHODS FOR REMOVING NITROGEN,
Dean, R. B.
In: Advanced Waste Treatment Seminar, Session I, Nitrogen Removal from Wastewater,
October 28-29, 1970, San Francisco, California, p 47-50.
Techniques for the removal of various forms of nitrogen in waste water are reviewed.
Efficient clarification and filtration are effective ways of removing organic nitrogen
compounds which are present in particulate form both in raw sewage and in secondary
effluents. Soluble nitrogen compounds, with the exception of urea, are ionized in
water, and 85-90% of them can be removed by such deionizing or desalting processes
as reverse osmosis, electrodialysis, ion exchange, or distillation. None of these
processes have a favorable selectivity for ammonium or nitrate ions, and it is thus
necessary to remove about 90% of the salts in order to remove 90% of the soluble
nitrogen compounds. Breakpoint chlorination can be used to destroy ammonia in addi-
tion to its use for disinfection. Hypochlorite is preferred to chlorine for chlorina-
tion purposes since the former is much safer than the latter. Nitrates can be chem-
ically reduced to nitrogen gas and some nitrous oxide using ferrous sulfate; however,
the byproduct is a voluminous sludge of ferrous-ferric hydroxide, and a large part
of the sulfate remains in the waste. The process appears to have marginal value for
special situations.
*Waste water treatment, *Sewage treatment, *Nitrogen compounds, *Chemical wastes,
*Separation techniques, Reverse osmosis, Ion exchange, Electrodialysis, Chlorination,
Filtration, Distillation, Reduction (chemical), Organic compounds, Ammonia, Nitrates,
Ions
164
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D017
NITROGEN REMOVAL FROM WASTEWATERS — STATEMENT OF THE PROBLEM,
Earth, E. F., and Dean, R. B.
In: Advanced Waste Treatment Seminar, Session I, Nitrogen Removal from Wastewater,
October 28-29, 1970, San Francisco, California, p 22-30. 1 fig, 10 ref.
Nitrogen contents range from 15 to 25 mg/liter in untreated and primary settled
municipal wastes; the nitrogen Is divided between organic compounds, which are mostly
insoluble, and ammonia. Biological treatment converts most of the organic nitrogen
to ammonia, which under favorable conditions may be oxidized to nitrates. To achieve
nitrification consistently, the period of aeration must exceed a minimum value which
depends on the concentration of activated sludge, the temperature, and the strength of
the sewage. Under conditions favoring nitrification, the rates of nitrification and
consumption of oxygen due to this process will tend to an equilibrium level propor-
tional to the concentration of activated sludge under aeration. In an aeration unit
through which the liquid travels with ideal flow the effluent ammonia concentration
under equilibrium conditions will be normally very small. Eutrophication in lakes
that are young in the aging process may be more likely to be nitrogen limited than
in lakes that have started down the eutrophication pathway. In some areas dissolved
oxygen deficits are mainly attributable to the nitrogenous demand or organic matter
from waste water discharges. Ammonia and particulates containing nitrogen are ef-
fectively removed in the soil. Bound ammonia is converted to nitrates by nitrifying
bacteria if there is insufficient plant growth in the soil to use it. Nitrates are
poorly adsorbed in the soil; excess nitrates rapidly reach the groundwater. Ammonia is
more poisonous to aquatic species than to humans, but details are not completely clear.
The toxicity of nitrates for both plants and animals Is low.
*Waste water treatment, *Sewage treatment, '^Biological treatment, ^Activated sludge,
*Sewerage, Nitrogen, Waste water (pollution), Nitrogen compounds
D018
DECONTAMINATION OF WATER CONTAMINATED WITH POLYCYCLIC AROMATIC
HYDROCARBONS (PAH). I. ACTION OF CHLORINE AND OZONE ON PAH DISSOLVED
IN DOUBLY DISTILLED AND IN DE-IONIZED WATER,
Sforzolini, G. S., Savino, A., Monarca, S., and
Lollini, M. N.
Oak Ridge National Laboratory Translation No. ORNL-tr-2960, 19 p, 11 tab, 59 ref.
Translated from Igiene Moderna, Vol. 66, No. 3, p 309-335, 1974.
The destructive effects of ozone and chlorine on various polycyclic aromatic hydro-
carbons in bidistilled or deionized water were investigated. Ozone proved to be more
effective in destroying such compounds as pyrene, 1,2-benzoanthracene, 3,4-benzopyrene,
3,4-benzofluoroanthene, and 11,12-benzofluoroanthene. Ozone in the form of ozonized
air at a concentration of 0.40 mg/liter and with a contact time of 30 min produced
stronger destructive effects than aqueous chlorine solutions with a concentration of
2 mg/liter did over the same contact time. Ozone was most effective against 3,4-
benzopyrene, with reductions amounting to as much as 100%. Spectrophotometric evidence
for the formation of new chloro derivatives of pyrene and 3,4-benzopyrene was observed
after their reaction with chlorine. Thus, ozone appears to be preferable to chlorine
for the oxidation of polycyclic aromatic hydrocarbons in water.
*Water treatment, ^Oxidation, *Hydrocarbons, A0zone, *Chlorine, Organic compounds,
Chemical reactions
Polycyclic aromatic hydrocarbons, Pyrene, Benzoanthracene, 1,2-, Renzopyrene, 3,4-,
Benzofluoroanthene, 3,4-, Benzofluoroanthene, 11,12-
165
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D019
ESTUARINE POLLUTION CONTROL: OBJECTIVES AND PRIORITIES,
Staples, K. D.
Proceedings ol" the Institution of Civil Engineers, Vol. 60, Part 1, p 329-343,
August, 1976. 5 fig, 2 tab, 8 ref.
The forms and hydraulic regimes of estuaries are described along with the nature and
effect of pollutants arising from sewage and industrial waste discharges on developed
estuaries. Pollutants contributed to a developed estuary normally include three
important elements: suspended solids, dissolved colloidal biodegradable compounds,
and dissolved toxic chemicals including heavy metals. The effect of individual pollu-
tants on a particular estuary is dependent on their volume and the estuary regime,
particularly the tidal excursion and retention period within the waters. The point
of pollutant contribution is important in all cases, with the pollutants's effect
being greater at higher points of contribution in the estuary. Where high water
quality is desired, a minimum dissolved oxygen level of about 40% is recommended.
Mathematical modeling procedures can be used to equate pollutant input with the dilu-
tion and transport effected by the tidal flow and the reaeration and oxidation poten-
tial of the estuary, thus allowing for the establishment of pollution control policies
that minimize expense. The costs of proposed estuary pollution control works for
several major British estuaries are compared, and priorities for the staged implemen-
tation of typical control schemes are discussed.
*Estuaries, *Water pollution control, *Hydraulics, *Sewage, *Industrial waste,
Suspended solids, Organic compounds, Heavy metals, Toxicity, Dissolved oxygen,
Tidal effects, Control Systems, Economics, Aeration, Mathematical models, Surface
waters, Effluents
Great Britain
D020
COLESHILL ADVANCED WASTEWATER TREATMENT PROJECT,
Clough, G. F. G., and Maskell, A. D.
Proceedings of the Institution of Civil Engineers, Vol. 60, Part 1, p 383-400,
August, 1976. 7 fig, 2 tab, 6 ref.
A full-scale advanced waste water treatment installation at Coleshill, Great Britain
is described. The facility utilizes mobile process units which allow for the linking
up of various experimental treatment sequences. The basic treatment steps employed
at the facility include: lime addition and flocculation, primary settling, recarbon-
ation and secondary settling, sludge consolidation, multi-media filtration, activated
carbon treatment, activated sludge treatment, and final settling. A sludge dewatering
facility is also provided. Initially, physical-chemical processes for sewage treat-
ment are being examined. An important objective of the experimental waste water
treatment program is to obtain information on which an economic assessment of advanced
waste water treatment can be based.
^Treatment facilities, ''Tertiary treatment, *Waste water treatment, *Biological
treatment, ^Physical control, Activated sludge, Sludge treatment, Dewatering,
Filtration, Settling basins, Separation techniques, Sewage treatment, Economics,
Flocculation, Activated carbon, Lime, Evaluation, Performance
Recarbonation
166
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D021
OPTIMIZE THE EFFLUENT SYSTEM. PART 6: BIOCHEMISTRY OF
ACTIVATED SLUDGE PROCESS,
Grutsch, J. F., and Mallatt, R. C.
Standard Oil Indiana,
Chicago.
Hydrocarbon Processing, Vol. 55, No. 8, p 137-142, August, 1976. 7 fig, 2 tab,
15 ref.
The biochemistry of activated sludge treatment is discussed, with particular emphasis
on the role of enzyme reactions and the transport of substrate through the bacterial
cell wall and membrane. Exoenzymes are needed to hydrolyze colloidal and suspended
solids into smaller soluble molecules that can pass through cell membranes for food.
However, these enzymes may be dispersed and lost in the effluent or destroyed by
exposure to changes in pH, salinity, and other conditions. Endoenzymes on the other
hand are at least partially protected from these environmental changes by the bacterial
cell wall and membrane; thus, using the biological process for the removal of only
soluble contaminants is consistent with obtaining a stable system. Moreover, activated
sludge units that utilize only soluble contaminants can be operated at very high
sludge ages, thus permitting much higher biological cell inventories which in turn
increases stability, capacity, and purification while minimizing the generation of
excess biological cells.
*Activated sludge, *Waste water treatment, *Enzymes, *Biochemistry, *Bacteria,
Chemical reactions, Microorganisms, Biological treatment, Solid wastes, Liquid
wastes, Solubility, Suspended solids, Colloids, Performance, Optimization
DO 22
ADVANCED WASTE TREATMENT PLANT HAS PHYSICAL-CHEMICAL OPTION,
McDowell, D. L., and Goldman, M.
Buchart-Horn,
Consulting Engineers and Planners,
Lewisburg, Pennsylvania.
Public Works, Vol. 107, No. 9, 2 p, September, 1976.
The design of an advanced municipal waste water treatment plant with physical-chemical
options is described. Waste water passes through a grit chamber and comminutor to a
pumping station, and the pumped wastes are discharged directly to twin oxidation
ditches which are circular and have a common wall. The oxidation ditches are designed
to provide a 24-hour retention period at a design flow rate of 130,000 gallons/day.
The remaining plant features to achieve advanced waste water treatment consist of
triple-media filters (equipped for backwash and surface wash) operating in conjunc-
tion with flocculation equipment and tube settlers plus a chlorine contact tank. An
aerated equalization tank of reinforced concrete intervenes between the clarifier and
filter complex to maintain a constant feed to the filters. The flocculator and tube
settler are incorporated into the design for phosphorus removal if desired or for
physical chemical treatment of raw waste water. A chemical feed system is also built
into the plant for phosphorus removal. A chlorine contact tank capable of dosing
up to 27 pounds of chlorine/day at the design flow also serves as a reservoir for
filter backwash water. The filtered effluent is expected to have a chemical oxygen
demand of 25 milligrams/liter and a suspended solids level of 4 milligrams/liter.
*Waste water treatment, *Tertiary treatment, *Treatment facilities, *Municipal
wastes, *Biological treatment, Design criteria, Flocculation, Chlorination,
Aeration, Oxidation, Equipment, Filtration, Chemical oxygen demand, Suspended
solids, Liquid wastes
167
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D023
PHOSPHORUS REMOVAL WITH ALUM FROM SECONDARY EFFLUENT,
Francisco, D. E., Strauss, M., and Dempsey, B. A.
North Carolina University,
Chapel Hill,
Department of Environmental Sciences and
Engineering.
Journal Water Pollution Control Federation, Vol. 48, No. 8, p 2002-2006, August,
1976. 1 fig, 5 tab, 12 ref.
The effect of sodium tripolyphosphate on alum removal of phosphorus from synthetic
raw waste water samples was investigated. Waste waters containing different forms of
phosphorus (ortho-phosphate, sodium tripolyphosphate, and combinations of the two)
were biologically treated in a 5-hour detention activated sludge unit prior to the
treatment of the effluents with alum in a jar test apparatus. While phosphorus re-
moval increased with alum dosage to an alum:phosphorus ratio of 1.8 in all samples,
there were no significant differences between the samples in terms of alum require-
ments for phosphorus removal. Thus, previous findings suggesting that sodium tri-
polyphosphate raises the alum requirement for phosphorus removal in waste water were
not duplicated in this study. Apparently some other constituent in the waste water,
either alone or in combination with sodium tripolyphosphate, was responsible for
previously observed alum requirement increases. The effect of calcium hardness on
phosphorus removal by alum was also investigated, and a hardness of 150 milligrams/
liter was found to decrease the amount of alum required for an equivalent alum dosage.
*Waste water treatment, *Phosphorus, *Phosphates, *Chemical wastes, *Chemical
properties, Biological treatment, Performance, Efficiencies, Evaluation, Calcium,
Hardness (water)
Alum, Sodium tripolyphosphate
D024
DENITRIFICATION OF NITRIFIED SEPTIC TANK EFFLUENT,
Sikora, L. J., and Keeney, D. R.
Wisconsin University,
Madison,
Department of Soil Science.
Journal Water Pollution Control Federation, Vol. 48, No. 8, p 2018-2025,
August, 1976. 7 fig, 2 tab, 26 ref.
Denitrification of nitrified septic tank effluent was achieved in continuous flow
columns packed with limestone chips using methanol as an energy source. Nearly com-
plete nitrate removal was attained in 17 hr at 5 C, 13 hr at 13 C, and in less than
2 hr at 20 C. The general kinetics of the systems were best depicted as first order.
An Arrhenius relationship was also demonstrated, with the calculated activation energy
being 12.25 kilocalories/mole of nitrate nitrogen. Nitrogen was the gas detected in
highest concentrations, but oxygen, methane, and occasionally carbon dioxide were
also present in the system. Oxidation-reduction potentials in the columns were
generally in the 100-200 millivolt range. The performance of in situ oxidation-
reduction electrodes during the denitrification experiment demonstrated their poten-
tial use for monitoring the efficiency of operating field systems. Carbon analyses
performed during denitrification at 5 C revealed a ratio of 0.89 milligrams of methanol
carbon oxidized to 1 milligram of nitrate nitrogen reduced.
*Denitrification, *Septic tanks, ^Feasibility studies, *Waste water treatment,
*Nitrates, Kinetics, Chemical reactions, Monitoring, Oxidation, Reduction (chemical),
Performance, Measurement, Limestones, Alcohols
Methanol
168
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D025
WASTE WATER PROCESSING WITH HGMS (HIGH GRADIENT MAGNETIC
SEPARATORS) ,
Oder, R. R., and Horst, B. I.
Bechtel Corporation,
San Francisco, California.
Filtration and Separation, Vol. 13, No. 4, p 363-364, 366, 368-369, 377,
July/August, 1976. 5 fig, 10 tab, 15 ref.
A conceptual process for high gradient magnetic separation treatment of municipal
secondary effluent based on recent bench-top laboratory results was used as a model
for comparison with more conventional solids separation techniques. The conceptual
process is designed for 80-90% solids reduction when processing typical municipal
secondary effluents containing a nominal 50 ppm suspended solids. Estimated high
gradient magnetic separator treatment costs for waste water treatment plants with
1, 10, and 100 million gallon/day capacities were 68, 22, and 15 cents, respectively.
For process capacities of 10 million gallons/day, these costs compare favorably with
those of conventional two-stage tertiary lime treatment. In addition, high gradient
magnetic separators also offer economy of space.
*Waste water treatment, ^Suspended solids, *Tertiary treatment, *Magnetic studies,
*Separation techniques, Liquid wastes, Economics, Feasibility, Efficiencies,
Municipal wastes
High gradient magnetic separators
D026
NITRIFICATION IN HIGH-SLUDGE AGE CONTACT STABILIZATION,
Zoltek, J., Jr., and Lefebvre, L.
Florida University,
Gainesville,
Department of Environmental Engineering Sciences.
Journal Water Pollution Control Federation, Vol. 48, No. 9, p 2183-2189,
September, 1976. 4 fig, 1 tab, 11 ref.
Nitrification of raw waste water in a high-sludge age, contact-stabilization activated
sludge plant was investigated. The unit substrate (ammonium ion nitrogen) removal
rate was directly proportional to the overall substrate removal rate and inversely
proportional to the mass of the activated sludge. Initial hydrolysis of organic
nitrogen to ammonia proceeded quite rapidly during the early stages of aeration for
raw waste water, but then began to level off at a very slow rate. Unless the return
sludge ratio is very high, contact stabilization modification of activated sludge
systems does not appear to be feasible for producing a substantial degree of oxida-
tion of ammonia nitrogen and organic nitrogen to nitrate nitrogen when raw waste
is treated.
*NItrification, *Waste water treatment, *Activated sludge, *Kinetics, *Ammonium
compounds, *Nitrogen compounds, Organic compounds, Nitrates, Chemical reactions,
Biological treatment, Oxidation, Feasibility studies, Aeration
Contact stabilization
169
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D027
MINNEAPOLIS-ST. PAUL: LAND OF THE 'SHINING BIG-SEA-WATERS',
Vandervoort, T. J., and Denisen, K. A.
Minneapolis-Saint Paul Metropolitan
Waste Control Commission,
Minneapolis-St. Paul, Minnesota.
Journal Water Pollution Control Federation, Vol. 48, No. 9, p 2107-2113,
September, 1976.
Efforts by the Minneapolis-Saint Paul Metropolitan Waste Control Commission to up-
grade waste water treatment facilities in the area and to improve the water quality
of lakes and rivers in the region are reviewed. Only three of 33 waste water treat-
ment plants in 1971 met all state and federal effluent standards consistently, and
the overall average removal efficiencies of biochemical oxygen demand and total sus-
pended solids were 68% and 78%, respectively. Since that time, seven outmoded waste
water treatment plants have been phased out, and existing plants have been upgraded
so that by the end of 1974, 13 out of 21 treatment plants consistently met the
secondary treatment definition set forth by the Environmental Protection Agency. In
1973 two new treatment plants were placed in operation, one being the first full-scale
physical-chemical treatment facility in the nation. Nearly 100 miles of new sewer
interceptors were also constructed. During 1975 the Commission routinely sampled
26 locations on six rivers and one creek for over 50 water quality parameters. Dis-
solved oxygen concentrations in the Mississippi, Minnesota, and Saint Croix Rivers
during 1975 were never below the 5 milligram/liter standard in contrast to dissolved
oxygen concentrations of below 1 milligram/liter which were observed in 1970.
*Waste water treatment, *Water quality, *Water pollution control, *Treatment
facilities, ^Minnesota, Surface waters, Rivers, Lakes, Biological oxygen demand,
Dissolved oxygen, Suspended solids, Construction, Sewers, Programs, Monitoring,
Municipal wastes
Minneapolis-Saint Paul
D028
HEAVY METALS-INDUCED DEFLOCCULATION OF ACTIVATED SLUDGE,
Neufeld, R. D.
Pittsburgh University,
Pittsburgh, Pennsylvania,
Water and Environmental Engineering Program.
Journal Water Pollution Control Federation, Vol. 48, No. 8, p 1940-1947,
August, 1976. 11 fig, 9 ref.
The influence of shock loadings of heavy metals (mercury, cadmium, and zinc) on
activated sludge deflocculation was investigated in cultures maintained in a captive
condition with no deliberate sludge wasting. No operational difficulties in terms
of the underflow control of gravity cell separators are anticipated based on the above
experiments, but potential problems involving the possibility of substantial loss of
biomass in the form of pinpoint discrete solids over the effluent weir of gravity
separators can be expected as a result of heavy metal shock loadings. Such problems
may be overcome by using polyelectrolytes or other types of liquid solid separators
(sand filters for effluent polishing or continuous centrifuges for cell separation)
in conjunction with cell recycling. Maximum deflocculation in the experimental
continuous culture system used occurred after 3-4 days for mercury addition, 12-14
days for cadmium addition, and 10-12 days for zinc addition. While deflocculation
did not result at cadmium and zinc levels lower than 20 or 40 milligrams/liter,
respectively, virtually any mercury level resulted in some degree of deflocculation.
*Activated sludge, *Waste water treatment, *Heavy metals, *Flocculation, *Biological
treatment, Biomass, Performance, Sludge, Microorganisms
Deflocculation
170
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D029
SALT WATER DOMESTIC WASTE TREATMENT,
Kessick, M. A., and Manchen, K. L.
Rice University,
Houston, Texas,
Department of Environmental Science and
Engineering.
Journal Water Pollution Control Federation, Vol. 48, No. 9, p 2131-2136,
September, 1976. 6 fig, 17 ref.
The feasibility of using salt water as a flush medium for domestic wastes was in-
vestigated, with particular emphasis on the effect of salt water wastes on coagulation
and flocculation processes which are normally used in the first step of any physical-
chemical treatment process. Laboratory experiments with samples of primary domestic
waste water containing sea salts indicated that increasing the salt content of such
waste water causes no net precipitation or salting out of organic material. Alum
and lime proved to be effective coagulants for simulated salt water domestic waste.
Alum coagulation was equally effective for turbidity and organic content removal in
both fresh and salt water waste samples; while the addition of lime was associated
with an increase in the nonsettleable organic fraction, although the turbidity was
still reduced. Biodegradation of the soluble fraction of domestic waste with resident
bacteria was unaffected by sea salt added to levels expected in a seawater waste
system. However, sea salt addition markedly inhibited the biodegradation of the
suspended fraction. Thus, if the suspended fraction of salt water domestic wastes is
dumped in the ocean, it may not exert an oxygen demand equivalent to that exerted in
freshwater environments when metabolized by members of the waste's own resident
microblal population.
*Domestic wastes, *Saline water, *Waste water treatment, *Water conservation,
*Coagulation, Flocculation, Organic compounds, Suspended solids, Turbidity,
Biodegradation, Bacteria, Salinity, Physical properties, Chemical properties,
Waste disposal, Lime
Alum
D030
SOLAR SEWAGE PLANT 75% ENERGY SELF-SUFFICIENT,
Engineering News-Record, Vol. 197, No. 12, p 20, September, 1976. 1 fig.
The design of a 450,000-gallons/day primary and secondary waste water treatment plant
that will treat waste water from 4200 residents of rural Wilton, Maine, using solar
energy as an integral part of the biological treatment process is described. The
sun's radiance will heat the process via solar collectors from the time waste water
enters the plant through economical screw pumps until the treated effluent is passed
through energy recycling heat pumps and out into a small stream. The plant's com-
ponents are to be stacked and compacted to conserve heat and to allow waste water to
flow in short runs, for the most part by gravity. The building is shaped to hold
snow on the roof and sides for natural insulation and is located in a man-made dish
so that sunlight reflecting off snow-covered hills can be used for heating. Methane
gas which is generated by the sludge digestion process will be stored in tanks for
heating the building on rainy days, running an electric generator, and for use as a
back-up heat source for the digesters. The projected result is a treatment plant
that will supply more than 75% of its own energy requirements, saving roughly $4450/yr
in fuel and electricity costs.
*Waste water treatment, *Municipal wastes, *Treatment facilities, *Solar radiation,
*Recycling, Biological treatment, Heat transfer, Symbiosis, Economics, Energy
transfer, Methane, Construction, Design criteria, Liquid wastes, Maine
171
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D031
THE INFLUENCE OF THE RAW WATER CONDITIONING ON THE WORKING DATA
OF A REVERSE OSMOSIS PLANT TO PRODUCE ULTRA-PURE WATER (EINFLUSS
DER ROHWASSERKONDITIONIERUNG AUF BETRIEBSDATEN EINER UMKEHROSMOSE-
ANLAGE ZU REINSTWASSERERZEUGUNG) ,
Marquardt, 0. K.
Vom Wasser, Vol. 45, p 129-158, 1975. 13 fig, 6 tab.
The use of reverse osmosis to produce reclaimed water from water contaminated by salt
is discussed, with particular emphasis on the importance of raw water preconditioning.
Less than satisfactory performance obtained with reverse osmosis units in the past is
attributed to a lack of raw water pretreatment which is especially important when
polyamide hollow fiber-membranes are used in reverse osmosis units. Raw water condi-
tioning will reduce the fouling index of reverse osmosis units such that special rinses
are necessary only at infrequent intervals. The use of raw water conditioning to re-
duce the passage of salt through reverse osmosis units also allows for the effective
utilization of ion exchange treatment after the reverse osmosis process.
*Reverse osmosis, ^Desalination, *Waste water treatment, *Reclaimed water, *Saline
water, Reclamation, Liquid wastes, Performance, Ion exchange, Fouling
DO 32
SPRAY IRRIGATION SOLVES DISPOSAL PROBLEM,
Harvey, W. B.
Van Note-Harvey Associates,
Princeton, New Jersey.
Water and Wastes Engineering, Vol. 13, No. 10, p 31-33, October, 1976.
A spray irrigation system that will ultimately remove 1.0 million gallons/day of
municipal wastes from direct river discharge is described. The system which is located
in East Windsor, New Jersey is one of the largest municipal spray irrigation applica-
tions in the northeast, serving a population of about 20,000. Sewage first enters a
pumping station where it is screened for the removal of fibrous material. It is
then pumped to a 300,000 gallon equalization basin, and heavier grit and inorganic
material are settled in a conical section of the basin's bottom. Effluent from the
basin is then pumped to activated sludge units, and the flow is subsequently polished
in an aerated lagoon which provides tertiary treatment. After tertiary treatment,
the effluent is chlorinated. Two deep-well turbine pumps lift the polished effluent
to the irrigation site where 80 acres of hay are treated with 600,000 million gallons/
day of the effluent. Different valve combinations are used to achieve the proper
waste water application over different portions of the site. A network of 13 test
wells is located throughout the site to sample groundwater.
, , ,
pling Activated sludge, Farms,
172
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DO 3 3
FEASIBILITY OF HIGH-ENERGY ELECTRON TREATMENT OF
MUNICIPAL SLUDGE,
Trump, J. G., Wright, K. A., Sinskey, A. J., Merrill, E. W.,
and Shah, D. B.
Massachusetts Institute of Technology,
Cambridge,
Electrical Engineering Department.
American Institute of Chemical Engineers Symposium Series, Vol. 71, No. 151,
p 367-374, 1975. 9 fig, 9 ref.
Studies on the feasibility of using high-energy electrons for the disinfection of
municipal sludge and waste water are reported. Small quantity irradiation studies
using a 3-million electron volt Van de Graaff electron accelerator indicate that high
energy electrons can be used to adequately control bacteria, viruses, and parasites.
In addition to primary disinfection and deinfestation of waste water and sludge,
electron radiation also appears capable of achieving substantial chemical oxygen de-
mand reductions if adequate oxygen is available. Currently, an investigative system
for teating 100,000 gallons/day of sludge with 400,000 rads is being constructed.
The facility will use a standard 50 kilowatt electron beam system. Capital and oper-
ating cost estimates for a modular electron injection unit capable of treating 100,000
gallons/day of sludge are projected at $500,000 and $100,000/yr, assuming that 450,000
rads proves to be an adequate minimum dosage and that electron beam power can be util-
ized to produce this minimum dosage with an overall utilization efficiency of 33.3%.
*Waste water treatment, *Sludge treatment, ''Municipal wastes, *Ionization, Feasibility
studies, *Disinfection, Electronics, Bacteria, Viruses, Parasitism, Economics,
Chemical oxygen demand
Ionizing radiation, Electron beam treatment
DO 34
WASTEWATER REUSE-INDUSTRIAL, MUNICIPAL, OR BOTH,
Fritsche, B. R., and Schima, R. W.
Maintenance Engineering Corporation,
Houston, Texas.
American Institute of Chemical Engineers Symposium Series, Vol. 71, No. 151,
p 242-247, 1975. 3 tab.
The reuse of industrial and/or municipal waste water for industrial water needs is
discussed. Although municipal waste water is adaptable for limited reuse (cooling
water and process water) with minor pretreatment, municipal treatment processes In-
crease the total dissolved solids level (sodium and chloride) significantly which in
turn increases water consumption, pretreatment costs, and internal treatment costs.
Such increases in total dissolved solids do not occur in industrial process waste water.
Also, if municipal waste water is to be used in steam generation systems, phosphorus
removal is necessary; ammonia removal may also be necessary, depending on the use of
the steam. The only type of industrial waste water that can be considered for reuse
is process waste water since cooling water and boiler water blowdowns are normally
concentrated with respect to scale formation and corrosion, making these streams im-
practicable for reuse under circumstances where further concentration occurs or adverse
conditions exist. Although Industrial waste water may contain process contaminants
which must be removed prior to reuse, the utilization of industrial waste water may
significantly reduce water consumption requirements.
*Water reuse, *Waste water treatment, ^Industrial wastes, ^Municipal wastes,
^Industrial water, Reclaimed water, Recycling, Symbiosis, Liquid wastes, Dissolved
solids, Phosphorus, Ammonia, Sodium, Chlorides
173
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DO 35
OPEN TANK PURE OXYGEN SYSTEM BEGINS OPERATION,
Public Works, Vol. 107, No. 9, p 106, September, 1976.
A pure oxygen activated sludge demonstration system using uncovered tanks has begun
operation under a grant from the Environmental Protection Agency at the Metropolitan
Denver Sewage Disposal District Number 1 Plant. For the demonstration, one of 36
diffused air activated sludge basins was converted to an open-tank oxygen system by
installing rotating active diffusers and associated oxygen control equipment suited to
a wide range of loading conditions. Effluent from this tank passes to one of 12 final
clarifiers which has been isolated from the rest of the plant. The diffusers rotate
slowly in the mixed liquor, producing very fine micron-size bubbles that achieved 90%
or greater oxygen transfer. Electrical signals from dissolved oxygen sensors auto-
matically regulate pneumatic oxygen control valves to satisfy the oxygen demand for a
given point in the basin. The limiting factor of the system will be the solids and
hydraulic loadings of the single clarifier. During the last phase of the project, the
flow will be increased in steps from its current 10 million gallons/day until the upper
operating limit of the system is determined.
-'Activated sludge, *Sewage treatment, *Municipal wastes, *0xygenation, *0n-site tests,
Aerobic conditions, Performance, Evaluation, Efficiencies, Treatment facilities
D036
PACKAGED PLANT FOR VIRGIN ISLANDS,
Water and Waste Treatment, Vol. 19, No. 7, p 22, July, 1976.
The largest complete sewage treatment plant manufactured out of glass fiber reinforced
plastics in the United Kingdom is described. The plant operates by the extended aera-
tion activated sludge process and is capable of serving a population of 500 people.
The plant is designed to treat a domestic sewage dry weather flow of 25,000 gallons/day.
It consists of a rectangular glass fiber reinforced plastic tank, 11 m by 6 m by 3.5 m,
divided into an aeration chamber and a settling chamber of the upward flow type. An
adjustable weir controls the overflow rate in the settling chamber and ensures the
quiescent conditions necessary for efficient settling. A scum removal system keeps
the surface of the settling chamber free from floating solids. Particular advantages
of the glass reinforced plastic construction are corrosion resistance and light weight
which makes the plant easy to transport and simple to install.
*Sewage treatment, *Treatment facilities, '''Plastics, ^Activated sludge, *Biological
treatment, Materials, Construction, Equipment, Design criteria, Aeration
17 H
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D037
GLASS COATED STEEL TANKS,
Water and Waste Treatment, Vol. 19, No. 7, p 23, July, 1976.
The use of glass-coated steel plates for the construction of tanks used for the storage
and treatment of water and waste water Is reported. The plates are in standard sizes
of 2,730 mm long by 1,445 mm high and in half plate sizes 2,730 mm long by 800 mm high.
Each plate is sprayed with glass frit and fired at high temperature. The plates are
lap jointed at vertical and horizontal seams with 58 mm lap at the vertical joints and
50 mm lap at the horizontal joints. All laps are sealed using a moisture curing seal-
ant and are then bolted. The steel tanks are erected on reinforced concrete founda-
tions. Tank sizes vary with diameters ranging from 2.558 m to over 30 m and heights
ranging from 1.377 m to 11.155 m. The tanks are normally supplied open topped for
effluent and water treatment, although coated steel roofs and reinforced butyl rubber
debris covers can also be supplied for water and effluent storage. The tanks have a
high resistance to corrosion and are simple to erect.
*Storage tanks, *Waste water treatment, *Steel structures, *Coatings, *Construction,
Materials, Equipment, Corrosion control
D038
EFFICIENCY OF DIFFUSED AERATION SYSTEMS IN WASTEWATER
TREATMENT,
Mavinic, D. S., and Bewtra, J. K.
British Columbia University,
Vancouver,
Department of Civil Engineering.
Journal Water Pollution Control Federation, Vol. 48, No. 10, p 2273-2283, October,
1976. 11 fig, 1 tab, 7 ref.
Factors affecting the oxygenation efficiency of diffused aeration systems employed
in activated sludge waste water treatment are examined. A process of aeration using
d countercurrent flow of air bubbles and waste water is shown to result in increased
contact time and thus higher oxygenation efficiencies. The operating conditions of
the system are such that the average velocity of the water is equal to or less than
the velocity of the rising air bubble in order to provide maximum contact times for
countercurrent flow of air and water. The process can possibly be adapted to existing
conventional aeration systems so that treatment efficiency can be improved.
^Activated sludge, *Waste water treatment, ^Aeration, *0xygenation, Biological
treatment, Bubbles, Flow characteristics, Efficiencies, Performance
175
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DO 39
WASTEWATER PLANT DOES NICELY WITHOUT NATURAL GAS,
THANK YOU,
Karnat, L.
Sewage Treatment Plant,
Reading, Pennsylvania.
Water and Wastes Engineering, Vol. 13, No. 10, p 25-26, October, 1976.
The use of on-site methane generation for supplying waste water treatment fuel gas
needs at the sewage treatment plant in Reading, Pennsylvania is described. The plant
produces an average of 150,000 cu ft of methane/day which is enough to supply heat for
the two primary digesters and one secondary digester plus heat for two of the plant
buildings. Methane is metered via two rotating-vane type positive displacement meters
installed on each of the two primary digesters. While measuring methane production,
the meters also indicate whether the digesters are operating properly and show the
amount of methane used to heat the digesters. The meters are also equipped with flow-
totalizing readouts to provide statistical information on methane production required
by the Commonwealth of Pennsylvania. Surplus methane is burned off by flares.
*Sewage treatment, *Treatment facilities, "Methane, *Energy conversion, *Digestion,
Monitoring, Waste water treatment, Municipal wastes, Cities, Pennsylvania
Reading, Fuel generation
D040
DEGRADATION OF NTA ACID DURING ANAEROBIC DIGESTION,
Moore, L., and Earth, E. F.
Environmental Protection Agency,
Municipal Environment Research Laboratory,
Cincinnati, Ohio,
Biological Treatment Section.
Journal Water Pollution Control Federation, Vol. 48, No. 10, p 2406-2409, October,
1976. 3 fig, 1 tab, 3 ref.
The degradability of the sodium salt of nitrilotrlacetic acid, a proposed substitute
for tripolyphosphate in synthetic detergent formulations, during anaerobic digestion
of primary sludge and d mixture of primary and waste activated sludge was investigated.
Experiments involving the addition of 20 milligrams/liter of the nitrilotriacetic
acid salt to an anaerobic system containing only primary sludge did not reveal any
degradation of the salt over a period of 120 days. However, when 20 milligrams/liter
of the salt was added to an anaerobic system containing 50% primary sludge and 50%
waste activated sludge that was acclimated to the degradation of sodium nitrllotriace-
tate, almost complete degradation was observed after 2 months. When this mixture of
primary sludge and acclimated waste activated sludge was gradually returned over a
20-day period to a daily feed consisting entirely of primary sludge, degradation con-
tinued, indicating that the acclimated culture can be retained in the digestion pro-
cess when the daily feed is returned to zero.
*Waste water treatment, *Activated sludge, *Biodegradation, *Detergents, *Anaerobic
conditions, Organic acids, Salts, Sludge, Performance, Evaluation, Biological treatment
Nitrilotriacetic acid (sodium salt), Sodium nitrilotriacetic acid, Detergent additives
176
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DO 41
DIGESTION IS A GOOD EGG IN LOS ANGELES,
Kara, J. F., and Schank, J. F.
Water and Wastes Engineering, Vol. 13, No. 10, p 28-29, October, 1976.
The use of egg-shaped anaerobic digestion tanks for a waste water treatment plant in
the city of Los Angeles is reported. The tanks which are patterned after a German
design possess the advantage that they don't accumulate grit and scum. The shell of
the digester is built with post-tensioned concrete, with the bottom of the container
being as steep as possible (generally under 45 degrees inclined from verticle) so that
the digested sludge flows by gravity into the tip of the hopper. The digester reduces
in area in an upward direction so that the scum area stays small compared with the di-
gesting area. Dead corners that form deposit are avoided. Digester gas is bubbled
at the circumference of the lower tank area to intensify the digestion and prevent
scum formation. Screw impellers for scum destruction are installed at the top of the
digesters. The inside of the digester above the sludge level is epoxy coated for
corrosion protection. The middle section of the digester is constructed in sections
(like an orange peel), whereby the forming and scaffolding are built for one section
at a time, rotated into place, and used repeatedly.
*Digestion tanks, *Construction, *Design criteria, *Waste water treatment, *Concrete
structures, Equipment, Materials, Scum, Coatings, Corrosion control, Anaerobic
conditions
Grit
D042
PILOT PLANT TRAVELS ON WHEELS,
The American City and County, Vol. 91, No. 10, p 98, October, 1976.
A mobile pilot plant for evaluating the effectiveness of a clay-polymer drainage and
evaporation system in improving the sludge clarification capabilities of two waste
water treatment plants in the city of Birmingham, Alabama is described. The mobile
plant is able to treat up to 100 million gallons/day of water during the clay-polymer
test. Tests at a treatment facility with an 8.5 million gallons/day flow revealed
that polymer and clay levels of 2.0 ppm and 8.0 ppm, respectively, were sufficient to
obtain results that were superior to those obtained with conventional alum treatment.
At a treatment plant with an average flow up to 50 million gallons/day, 1.2 ppm of
polycationic polymer and 9.0 ppm of clay were used. The clay-polymer system produces
finished water of good clarity and a low volume of sludge with good handling and de-
watering properties.
*Waste water treatment, *Pilot plants, *Sludge, *Dewatering, *Municipal wastes,
Cities, Treatment facilities, Evaluation, Performance, Alabama
Birmingham
177
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D043
FLUID-BED REACTOR MAY CUT SEWAGE COSTS,
The American City and County, Vol. 91, No. 10, p 26, October, 1976.
A fluidized bed biological waste water treatment process that is potentially capable
of reducing treatment plant capital costs for some municipalities is described. The
process provides secondary biological treatment, nitrification, and denitrification for
domestic sewage. The fluidized-bed reactors take up only one-fifth the space a standard
activated sludge system requires. The process eliminates the huge concrete tanks and
basins required for conventional waste water treatment by substituting compact fluidized
bed reactors containing bacteria-coated media with a high biomass concentration and a
short detention time. A pilot installation located at an advanced waste water treat-
ment plant is achieving better than 99% denitrification.
*Biological treatment, *Activated sludge, *Waste water treatment, *Nitrification,
*Denitrification, Domestic wastes, Municipal wastes, Pilot plants, Efficiencies,
Evaluation, Performance, Economics, Tertiary treatment, Biomass
D044
SANDWICH CONSTRUCTION G.R.P.,
Water and Waste Treatment, Vol. 19, No. 7, p 26, July, 1976.
The use of sandwich construction glass reinforced plastics in sewage treatment plant
equipment is reported. Equipment constructed of glass reinforced plastic includes
integral launders in sections fitted to form a circle within final settling tanks
as well as similar launders installed in thickening tanks. Glass reinforced plastic
offers the advantages of increased strength and a smooth surface which minimizes algal
growth. The material is also non-corrosive.
*Plastics, *Sewage treatment, *Treatment facilities, *Equipment, *Materials,
Settling basins, Construction
178
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D045
THERMOPHILIC BIO-OXIDATION OF HIGH-STRENGTH ORGANIC
WASTEWATERS AND SLUDGES,
Kallnske, A. A.
Camp Dresser and McKee Incorporated,
Boston, Massachusetts.
American Institute of Chemical Engineers Symposium Series, Vol. 71, No. 151,
p 34-40, 1975. 2 fig, 3 tab, 13 ref.
Processes for the thermophilic bio-oxidation of waste water and sludges containing
high levels of organics are discussed. Thermophilic activated sludge treatment of
waste waters with high levels of soluble organics appears to be feasible, especially if
the waste water originates at a temperature of 40 C or higher. At a 5-day biochemical
oxygen demand above about 30 g/liter, sufficient heat can be generated so that the
process is self-sustaining as far as temperature is concerned. Thermophilic organisms
do not appear to have bioflocculating properties; thus their removal by plain settling
is not possible. Aerobic digestion of sewage sludges and other organic solid wastes in
liquid suspensions at high mesophilic and thermophilic temperatures (35-60 C) is pos-
sible and can be self-sustaining at volatile solids concentrations above 3%. Compost-
ing of organic solid wastes by thermophilic aerobic organisms also appears feasible.
Tests with a mechanical composting unit handling dewatered sewage solids having 75%
moisture revealed that at a temperature of 60 C and a retention time of about 6 days
all pathogens were killed or inactivated. Recycle and forced aeration were used to
achieve final composted solids with a moisture content of 25% and a 6-day stabiliza-
tion time.
*Biological treatment, *Waste water treatment, *Sludge treatment, *Thermophilic
bacteria, ^Activated sludge, Solid wastes, Temperature, Aerobic conditions, Micro-
organisms, Biochemical oxygen demand, Organic compounds, Digestion, Sewage sludge,
Feasibility studies, Oxidation
Composting
D046
STUDIES OF THE REMOVAL OF AMMONIA NITROGEN BY ION EXCHANGE,
Wilson, T. E., and Riddell, M. D.
Greeley and Hansen,
Engineers,
Chicago, Illinois.
American Institute of Chemical Engineers Symposium Series, Vol. 71, No. 151,
p 118-125, 1975. 4 fig, 4 tab, 9 ref.
Pilot studies to evaluate the effectiveness of an ion exchange process using the
natural zeolite, clinoptilolite, for removing ammonia nitrogen from the filtered
secondary effluent generated by an activated sludge municipal waste water treatment
plant were conducted. Ion exchange beds (6-feet deep) consisting of two columns with
3 ft of media were used. A sodium chloride-sodium hydroxide brine was generally used
for regeneration of clinoptilolite. Effluent ammonia nitrogen levels often averaged
less than 1.0 milligrams/liter for one-column operational mode but commonly averaged
closer to 1.5 milligrams/liter for two-column operation. The calcium content of the
influent did not appear to affect either the effluent ammonia concentration or the
clinoptilolite*s ammonia capacity. Calcium breakthrough tended to precede ammonia
breakthrough and thus might be used as an early indicator of ammonia breakthrough.
Both the ammonia and calcium capacities of the clinoptilolite tended to decrease with
increasing hydraulic loading. Activated carbon pretreatment had no effect on effluent
ammonia concentration.
*Ion exchange, *Waste water treatment, *Ammonia, ^Zeolites, *Activated sludge,
Nitrogen compounds, Calcium, Pilot plants, Performance, Effluents, Liquid wastes,
Municipal wastes, Treatment facilities, Separation techniques
Clinoptilolite
179
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D047
RECOVERY AND REUSE OF ALUM FROM WATER FILTRATION
PLANT SLUDGE BY ULTRAFILTRATION,
Lindsey, E. E., and Tongkasame, C.
Massachusetts University,
Amherst,
Environmental Engineering Program.
American Institute of Chemical Engineers Symposium Series, Vol. 71, No. 151,
p 185-192, 1975. 5 fig, 2 tab, 6 ref.
A system for the recovery and reuse of alum from water filtration plant sludge by
ultrafiltration is described. The settled, used sludge from water treatment is acidi-
fied with sulfuric acid to a pH of about 2.5, and the clarified overflow from the
acidification is subjected to ultrafiltration at a pressure differential of about
50 Ib/sq in with an acid-resistant synthetic copolymer membrane. A portion of the
solution which does not go through the membrane contains most of the color and the
high molecular weight organics removed by the alum floe. Since the underflow from
acidification is relatively small in volume and more easily dewaterable, there is a
greatly reduced problem in ultimate disposal. The solution through the membrane con-
tains up to 90% of the original aluminum in a soluble form that is suitable for reuse
as a coagulant after pH adjustment. A cost comparison with other means of sludge
disposal such as landfill shows that the recovery system can result in significant
savings.
*Sludge treatment, *Recycling, ^Aluminum, *Waste water treatment, *Filtration,
Byproducts, Membrane processes, Economics, Coagulation, Sludge disposal, Symbiosis,
Color, Organic compounds
Alum
D048
ASPECTS OF SLUDGE TREATMENT,
Shabi, F. A., and Hanbury, M. J.
Effluent and Water Treatment Journal, Vol. 16, No. 7, p 343-346, 350-351, July, 1976.
2 fig, 5 tab, 7 ref.
Waste water sludge treatment processes being utilized in Great Britain are reviewed.
The most widely used sludge treatment process in Great Britain is anaerobic digestion
which serves about half of Britain's population. Dewatering by mechanical means
(filter press, vacuum filtration, and centrifugation), however, is becoming increasingly
more attractive both in terms of cost and convenience. Sludge pretreatment to achieve
flocculation or coagulation of the sludge particles is achieved either by thermal
conditioning or by the addition of chemical coagulants. The development of polyelectro-
lytes which can be added in very small quantities (about 1%) to achieve sludge particle
coagulation has improved the efficiency of sludge mechanical dewatering systems as
illustrated by a sludge concentrator which is capable of producing a cake with a solids
content in the range of 8-16%. The use of wet air oxidation in waste water treatment
is another means of making the residual sludge more amenable to dewatering. At one
facility using this waste water treatment modality, the -utilization of overloaded dry-
ing beds was extended by eight-fold, while the sludge volume was reduced by over 80%.
*Sludge treatment, *Dewatering, ^Coagulation, *Anaerobic conditions, ^Oxidation,
Waste treatment, Filtration, Centrifugation, Flocculation, Solid wastes, Waste water
treatment, Liquid wastes, Separation techniques, Treatment facilities, Polyelectrolytes
180
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D049
A DISCOURSE ON THE BIOCHEMICAL OXIDATION OF SEWAGE,
Stones, T.
Effluent and Water Treatment Journal, Vol. 16, No. 7, p 352-355, July, 1976.
4 tab, 21 ref.
The kinetics of the biochemical oxidation of settled domestic sewage was investigated.
Data obtained from experiments in which the dissolved oxygen contents of portions
of 1/100 dilution of settled domestic sewage were determined at various intervals during
incubation over 20 days at 20 C were substituted into an expression for a second-order
reaction. The results was a reasonably constant value throughout a period of about
10 days. During this period, therefore, the course of biochemical oxidation closely
followed a second-order reaction, with the rate of oxidation at any instant over this
period being governed jointly by the residual dissolved oxygen concentration and the
unsatisfied biochemical oxygen demand. After a slight fall in the velocity coefficient
value during the first 5 days, however, there was a gradual increase which became more
rapid after the 10th day. This was presumably due to the onset of nitrification, the
occurrence of which did not become apparent until more than 15 days had elapsed.
^Sewage treatment, '''Biological treatment, ^Kinetics, ^Biochemical oxygen demand,
*Dissolved oxygen, Domestic wastes, Nitrification, Oxidation, Chemical reactions,
Waste water treatment
D050
POLYMERS CUT COST OF PHOSPHORUS REMOVAL,
Check, T. G.
Frank A. Thomas and Associates,
Willoughby, Ohio.
Water and Wastes Engineering, Vol. 13, No. 8, p 23-24, August, 1976. 1 fig, 2 tab.
A pilot plant study at a tertiary waste water treatment plant was conducted to investi-
gate the feasibility of substituting wet or dry anionic polymers for sodium aluminate
in the phosphorus removal system. The purpose of sodium aluminate or polymer addition
is to achieve secondary coagulation and subsequent flocculation. Both Calgon WT 3000
( a dry powder) and Nalco 7744B (a liquid polymer) proved to be effective polymers for
achieving the above purpose, with phosphorus concentrations of less than 1.0 milligrams/
liter being achieved. Solids carryover was 10 milligrams/liter. Each polymer also
resulted in the production of less sludge, thus reducing sludge pumping and lagoon
capacity requirements. Using bulk delivery chemical costs, the total expense per month
for the dry and liquid polymers is $80 and $116, respectively, as compared with $1100
for sodium aluminate.
*Tertiary treatment, *Phosphorus, *Polymers, *Waste water treatment, *Feasibility
studies, Pilot plants, Costs, Ions, Coagulation, Flocculation, Sludge
181
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D051
AN ECONOMIC EVALUATION OF DEEP TANK AERATION FOR
WASTEWATER TREATMENT,
Edwards, L. L., Leber, B. P., Jr., and
Jackson, M. L.
American Institute of Chemical Engineers Symposium Series, Vol. 71, No. 151,
p 154-157, 1975. 4 tab, 13 ref.
An economic comparison between a deep-tank aeration system and a conventional aerated
stabilization basin for the treatment of 4.5 million gallons/day of waste water from
a sulfite pulp mill is presented. The deep-tank aeration system is in reality a verti-
cal flow reactor which takes advantage of the large partial pressure driving force for
oxygen transfer at the bottom of the tank. The analysis consists of modeling oxygen
transfer in deep tanks and designing a minimum-cost deep-tank treatment process. The
deep tank system is designed with standby capacity for pumps, compressors, deep tanks,
and a. settling tank to insure continuous operation. The economic analysis indicates
that the deep-tank system requires a capital investment of $647,000 which is 10%
lower than that for the aerated basin. The deep-tank system also results in a 58%
reduction in total electrical energy usage.
*Aeration, *Cost analysis, *Waste water treatment, *Stabilization, *0xygenation,
Transfer, Oxygen, Economics, Model studies, Pulp and paper industry, Industrial
wastes, Liquid wastes, Waste treatment
Deep tank aeration
D052
OXYGEN TRANSFER IN A 23-METER BUBBLE COLUMN,
Jackson, M. L., James, D. R., and Leber, B. P., Jr.
American Institute of Chemical Engineers Symposium Series, Vol. 71, No. 151,
p 159-165, 1975. 4 fig, 2 tab, 5 ref.
Oxygen transfer efficiencies in an aeration column (7.6 cm in diameter) were observed
for liquid depths up to 21 m. Although higher air rates and liquid depths increased
the oxygen transfer rate and overall efficiency, the transfer area was reduced with
increasing liquid level because of the higher pressures on the entering bubbles. A
diffuser provided 96% oxygen transfer at 8 m, and a pipe inlet provided 63% transfer
at a liquid depth of 21 m. The performance of the narrow column may also be used to
judge applications to large diameter aeration tanks with multiple inlets. The design
of a plant for the treatment of 15,000 eu m/day of waste from a sulfite paper mill
based on the results observed for the narrow column was analyzed in terms of treating
the same waste in a lagoon; the results were favorable for tall tank aeration.
*Aeration, *Waste water treatment, *0xygen, *Transfer, *Efficiencies, Waste treatment
Performance, Evaluation, Pulp and paper industry, Industrial wastes, Bubbles
182
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D053
DENVER'S HEADWORKS REFLECTS COMPLEXITY OF SYSTEM,
Henderson, R. W.
Rodney Hunt,
Orange, Massachusetts.
Water and Wastes Engineering, Vol. 13, No. 10, p 63-64, October, 1976.
Denver's waste water treatment program is described, with particular emphasis on the
complexity of the city's headworks. From Denver's large northern primary treatment
plant, influent arrives through two modulating 54 by 54 in sluice gates for secondary
treatment; and interceptor lines bring flows from outlying areas in the east and west
for both primary and secondary treatment. Incoming flow is metered through a Parshall
flume before entering the headworks. It is then aerated and routed through screens
and bar channels and subsequently sent to grit basins for full treatment or diverted
directly to primary clarifiers. Influent requiring primary treatment passes through
14 Rodney Hunt slide gates to the grit basins, and from there flows are sent to the
plant's four primary clarifiers. The liquor flows out of the primary clarifiers to
the primary effluent pump station where six pumps provide the boost necessary for the
remaining gravity flow processing. From the pumphouse, flow continues to eight 23-foot
deep aeration basins and then to secondary clarifiers after which it is discharged to
an outfall channel leading to the Platte River. The plant is capable of handling
average and peak flows of 168 and 200 million gallons/day, respectively.
*Municipal wastes, *Waste water treatment, treatment facilities, *Flow, *Hydraulics,
Pumps, Slide gates, Sluice gates, Aeration, Separation techniques, Colorado
Denver
D054
TOXICITY OF AMMONIA TO ALGAE IN SEWAGE OXIDATION PONDS,
Abeliovich, A., and Azov, Y.
Hebrew University,
Jerusalem, Israel,
Human Environmental Sciences Laboratory.
Applied and Environmental Microbiology, Vol. 31, No. 6, p 801-806, June, 1976.
5 fig, 2 tab, 24 ref.
The effects of ammonia on the growth and photosynthesis of axenic cultures of algae in
a high-rate sewage oxidation (stabilization) pond were investigated. Ammonia at con-
centrations above 2.0 millimoles and at pH values over 8.0 inhibited the growth and
photosynthesis of Scenedesmus obliquus, a dominant species in high-rate oxidation ponds.
Photosynthesis of Chlorella pyrenoidosa, Anacystis nidulans, and Plectonema boryanum
was also susceptible to ammonia inhibition. Methylamine exerted the same effect as
ammonia, and its penetration into algal cells was pH dependent. When operated at a
120-hour detention time, the high-rate oxidation pond maintained a steady state with
respect to algal growth and oxygen concentration, and the concentration of ammonia did
not exceed 1.0 millimoles. Shifting the pond to a 48-hour detention caused an increase
in pond water ammonia concentration to 2.5 millimoles, and the pond gradually turned
anaerobic. Photosynthesis, which usually elevates the pH of pond water to 9.0-10.0,
could not proceed beyond a pH of 7.9 because of the high concentration of ammonia. The
dominant factors in determining the oxygen regime and growth rate in oxidation ponds
run at short detention times thus appear to be ammonia concentration and pH.
*Algal poisoning, *0xidation lagoons, *Ammonia, *Algal toxins, *Sewage treatment,
Biological treatment, Kinetics, Oxidation, Alkalinity, Growth rates, Photosynthesis,
Stabilization, Nitrogen compounds
Methylamine, Amines, Chlorella pyrenoidosa, Anacystis nidulans, Plectonema boryanum
183
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DOS 5
THE INFLUENCE OF CARBON-NITROGEN RATIO ON THE CHLORINATION
OF MICROBIAL AGGREGATES,
Characklis, W. G., and Dydek, S. T.
Rice University,
Houston, Texas,
Environmental Science and Engineering Department.
Water Research, Vol. 10, No. 6, p 515-522, 1976. 10 fig, 12 tab, 27 ref.
Experiments were conducted with attached microbial films in a continuous flow reactor
to determine the response of the films to hypochlorite treatment as a function of in-
fluent substrate concentration, influent carbon/nitrogen ratio, and shear force at the
slime-water interface. Experiments were also conducted in batch systems with suspended
organisms grown at varying carbon/nitrogen ratios. Hypochlorite appeared to react
with attached microbial films grown at high carbon/nitrogen ratios, causing disruption
and partial detachment from the inert growth surface. Hypochlorite also inactivated
a portion of the active biomass. Experiments involving mercuric chloride addition
indicated that the oxidizing characteristics of hypochlorite rather than its bacteri-
cidal effectiveness are responsible for slime removal. Experiments with microbial
suspensions revealed that extracellular microbial polysaccharides affect the rate of
chlorine demand and to a lesser extent the total chlorine demand in such suspensions.
Hypochlorite addition significantly reduced the suspended solids concentration also.
*Chlorination, *0xidation, *Bactericides, *Microbiology, *Slime, Waste treatment,
Chlorine, Carbon, Nitrogen, Suspended solids, Kinetics
Polysaccharides, Substrates, Microbial films
D056
KEEP COOL WITH SEWAGE EFFLUENT A TWO-WAY SAVING OF WATER,
Wood, R.
Process Engineering, p 71, June, 1976. 1 fig.
A procedure using sewage effluent as cooling water in power plants was discussed.
Croydon Power Station, built on top of a sewage works in Britain, was the example used.
Treated effluent with borehole water for makeup has been successful. No metallic cor-
rosion problems appeared and there was no need for manual cleaning of condensers or
acid washing. The natural draught cooling towers acted as nitrifiers and the pond
acted as an activated sludge system; thus, effluent quality was improved. The towers
also maintained necessary nitrification during the winter. It was concluded that
sewage effluent may be used in other applications to provide water savings.
*Water reuse, *Sewage effluents, *Nltrification, *Cost analysis, *Cooling water,
*Power plants, Recycling, Cleaning, Activated sludge
184
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DOS 7
COMBINED PROCESS OF PYROLYSIS AND COMBUSTION FOR SLUDGE
DISPOSAL,
Takeda, N., and Hiraoka, M.
Kyoto University,
Kyoto, Japan,
Department of Sanitary Engineering,
Faculty of Engineering.
Environmental Science and Technology, Vol. 10, No. 12, p 1147-1150, November, 1976.
5 fig, 2 tab, 2 ref.
A double hearth incinerator was used to test the effect of pyrolysis and combustion
on sewage sludge. The incinerator was used with a secondary combustion furnace.
Sludge supplied through the top of the incinerator was thermally decomposed, and the
pyrolysis gases were burnt in the secondary combustion furnace. Some flue gas was
passed to a venturi-type scrubber for particulate collection efficiency study. The
sludge, a cake of mixed primary and surplus activated sludge from a municipal sewage
treatment plant, was combined with heavy metal chlorides to study their behavior. At
temperatures as low as 450 C, pyrolysis can reduce feed sludge bulk density by 50%.
Low temperature pyrolysis minimizes vaporization of heavy metals in air, while high
temperature pyrolysis can produce an air pollution problem. Hydrocarbons produced by
pyrolysis can be burned in a secondary combustion furnace to prevent pollution. Low
temperature operation did not effectively suppress sulfur oxides, but 40% of the sul-
fur compounds oxidize to sulfur oxides between 450 and 600 C. Hydrogen chloride can
react with alkalis and nitrogen oxides can be controlled by controlling product gases
of pyrolysis. A temperature of 600 C minimized nitrogen oxide emissions. Dust col-
lection was effected through water scrubbing.
*Incineration, *Sewage sludge, *Sludge disposal, Municipal wastes, Waste water
treatment, Sludge treatment, Sulfur compounds, Temperature, Treatment facilities
*Combustion, *Pyrolysis, Hydrocarbons, Water scrubbing
D058
SLUDGE DEWATERING PILOT PLANT DESIGN,
Cheremisinoff, P. N., and Maglio, M. A., Jr.
New Jersey Institute of Technology,
Department of Civil & Environmental Engineering.
Water and Sewage Works, Vol. 123, No. 11, p 90-95, November, 1976. 4 fig, 12 tab.
Design considerations for a sludge dewatering plant were discussed in part one of a
two-part article. First, the pilot plant was designed to handle secondary sludges as
well as industrial sludges. Wide variations in sludge compositions at different
plants and industries made this a necessity. Treatment stages included chemical
treatment, heat treatment, and the dewatering process. The addition of chemicals
such as lime to destroy pathogenic bacteria, and ferric chloride and ferrous sulfate
to provide charge neutralization and coagulation was discussed. Heat treatment was
considered as a means of improving sludge dewatering properties. Finally, a dewater-
ing process was presented to deal with such factors as particle density, particle
size, particle charge, degree of hydration, and compressibility.
*Sludge treatment, *Industrial wastes, *Design criteria, *Pilot plants, Heat
treatment, Dewatering, Treatment facilities, Chemical precipitation, Coagulation,
Sludge disposal
Chemical treatment
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D059
DORR-OLIVER TO MARKET ECOLOTROL WASTE WATER TREATMENT PROCESS,
Chemical Engineering Progress, Vol. 72, No. 10, p 104, October, 1976.
A process which removes carbonaceous BOD (activated sludge), nitrifies ammonia nitro-
gen to nitrate form, and denitrifies nitrates to nitrogen was introduced. Fluidized
bed reactors using microorganism-saturated media with high biomass concentration
proved more economical than the more common concrete tanks or basins. The Hy-Flo sys-
tem passes waste water up through a reactor partially filled with sand or a similar
substance. After fluidization, the media becomes a vast surface on which micro-
organisms become attached. Biomass and biological reactions are like those of other
biological treatment systems. In 15 mln, 85-90% of carbonaceous BOD can be removed.
Ninety percent nitrification is obtained in 18 minutes. Denitrification (99+%) can
be achieved in 6 minutes. A pre-engineered equipment package will be developed for
smaller plants.
*Waste water treatment, *Biological treatment, *Biochemical oxygen demand, *Activated
sludge, *Nitrification, *Denitrification, Ammonia, Nitrogen, Microorganisms, Equipment
Fluidized bed reactors
D060
HIGH GRADIENT MAGNETIC FILTRATION,
Harland, J. R., Oberteuffer, J. A., and
Goldstein, D. J.
Sala Magnetics, Incorporated,
Cambridge, Massachusetts.
Chemical Engineering Progress, Vol. 72, No. 10, p 79-80, October, 1976.
1 fig, 2 tab, 7 ref.
Magnetic filtration may be used in waste treatment in two areas. First, it can di-
rectly filter suspended magnetic particles. The process may also remove non-magnetic
materials by a seeding method. A simple high gradient magnetic separator is composed
of a fibrous ferromagnetic packing or matrix filter bed which is externally magnetized.
Economics of this method depend upon the form of the ferromagnetic matrix and the ' ;
efficiency of the magnetic field. Contaminated material is passed through the filter
and magnetic materials are trapped on the matrix fibers. In cases of non-magnetic
suspended solids, a magnetic seed material, such as magnetite, is added to the water
which is then flocculated to allow non-magnetic impurities to adhere to the seed
material. Removal then occurs as with magnetic impurity removal. This technique has
worked well in removing microbial cells and most viruses in treatment of raw sewage.
Design features are given for a pilot plant and a total operating cost estimate of
$0.10 to 0.15/1,000 gallons is given for a system which processes 27,000 gallons per
minute of waste water.
*Waste water treatment, *Filtration, *Filters, -'Equipment, *Pilot plants, Sewage
treatment, Economics, Costs, Operating costs, Waste treatment, Sewage treatment
*Magnetic filtration
186
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D061
SLUDGE INCINERATION,
Environmental Science and Technology, Vol. 10, No. 12, p 1080-1082, November, 1976.
2 tab, 6 ref.
Incineration of sewage plant sludge Is discussed and compared to other methods of
sludge control. EPA studies have proved sludge incineration adequate in meeting
present air quality standards. This is true of both multiple-hearth and fluidized-
bed incinerators. A 1972 study noted that most sludge incinerators of the time did
not use high-efficiency particulate control devices and traces and small quantities
of specific metals, PCBs, and pesticides could be found in stack emissions. Particu-
late control is a part of all sewage sludge incinerators now. Most metals either
oxidize and are collected in the bottom ash or are collected during the particulate
scrubbing phase. Sludge incinerators have been proven to destroy 99% of pesticides
and 94% of PCBs when they are coincinerated with sludge. In terms of overall econo-
mics, sludge incinerators have proven to be half as costly as land application in
Boston, Massachusetts. The same study rated incineration slightly better in terms
of environmental impacts. It is also the best alternative to ocean disposal in the
near future. The ash is free of pesticides, viruses, and pathogens, and easily
transported to landfill sites.
*Sewage treatment, *Sewage sludge, *Sludge treatment, *Incineration, *Sludge disposal,
Metals, Pesticides, Polychlorinated biphenyls
Multiple-hearth incinerators, Fluidized-bed incinerators, Particulates
D062
WASTE-TREATMENT 'FARM' HARVESTS FIRMS,
Chemical Week, Vol. 119, No. 11, p 51-52, September, 1976.
A waste water treatment farm that uses partially treated waste water to irrigate and
fertilize 4500 acres of corn is described. Waste water is collected from industrial
sources and 13 municipal systems and is piped for distances up to 11 miles to the
site. After biological treatment (aeration and settling) and percolation through the
soil, the treated water has a biochemical oxygen demand value of 2.7 ppm and phos-
phorus and nitrogen levels of 0.02 ppm and 2 ppm, respectively. During the winter,
incoming waste water is stored in a 850-acre lagoon with over 5-billion gallon capa-
city. The return from the sale of crops at the farm is offsetting the treatment costs
which are surprisingly low for tertiary treatment. Users are charged 22 cents/1000
gallons, with an additional 2 cents/1000 gallons in acreage assessments by municipali-
ties. The main problem encountered with this waste water treatment farm which is
located in Muskegon, Michigan is the generation of odor from paper mill wastes.
*Tertiary treatment, irrigation, *Municipal wastes, *Industrial wastes, *Waste water
treatment, Aeration, Percolation, Biochemical oxygen demand, Nitrogen, Phosphorus,
Odor, Pulp and paper industry, Economics, Fertilizers, Crop production, Michigan,
Symbiosis, Water reuse
137
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D063
USE OF SLUDGE LEFT AFTER WASTE WATER DECANTATION AS A FERTILIZER
OR SOIL CONDITIONER (Les boues de decantation d'eau residuaires
utilisees comme fertilisant ou comme conditionneur de sols),
De Haan, S.
Bulletin d'Information, Institut Beige pour 1'Amelioration de la Betterave-Tiene
(Belgium), Vol. 11, No. 7, p 60-62, 1976. 1 tab.
The average inhabitant in the Netherlands produces 60 cubic meters of waste water per
year, containing 40 kg of solid organic matter and 30 kg of mineral material. Second-
ary (microbial) sludge contains large numbers of microorganisms, which are very rich
in nitrogen and phosphorus. This sludge is customarily dephosphated with ferric
chloride or aluminum sulfate and stabilized by addition of thickeners. After matura-
tion for one year, moist sludge develops very favorable physical properties. It is
then dewatered and preconditioned, and sterilized to destroy pathogenic organisms and
worm eggs before agricultural or horticultural use. The effect of nitrogen is pre-
dominant for sludge in the first year of application, and is generally positive. Un-
desirable effects of heavy metals can be avoided by addition of lime. Percolation
water from sludge is heavily contaminated. It is recommended that not more than 2
tons of municipal sludge/ha/yr, calculated as dry weight, be added to soil.
*Waste water treatment, *Sludge disposal, Metals, Lime, Recycling
Netherlands, Land application
D064
SPECIFIC ROLE OF LIME IN MUNICIPAL WASTE WATER TREATMENT-
EXPECTATIONS AND REALITY (Die spezifische Rolle des Kalks in
der kommunalen Abwasserreinigung-Erwartungen und Realitaeten),
Kickuth, R.
Forum Umwelt Hygiene, Vol. 27, No. 2, p 300-305, September, 1976. 2 fig, 1 tab,
13 ref.
Addition of lime directly to municipal waste water has been proposed for two distinct
purposes: waste water purification and phosphate recovery. However, reaction of
phosphate with lime can also be carried out in a separate process following precipita-
tion with Fe or Al, and therefore, there is no compelling reason for the use of lime
in the actual clarification process. Hydrolytic decomposition of iron and aluminum
phosphates by lime would have to be carried out within the sludge loop of the municipal
water system. Addition of lime to municipal clarified sludges containing iron phos-
phate to produce equilibrium pH values of 11 would result in 90-95% conversion of the
iron-bound phosphate to usable calcium phosphate. A maximum of 2 g calcium hydroxide
would be required for each gram of iron in the sludge, for an average addition level
of 500 g calcium hydroxide per cubic meter of sludge. The sludge volume in a municipal
sewage treatment system amounts to about 1% of the waste water volume, for a daily
municipal clarified sludge volume of about 150,000 cubic meters in the Federal Republic
of Germany. Therefore, about 27,375 tons of calcium hydroxide per annum would be
required for the conversion of iron phosphates.
*Waste water treatment, *Lime, ^Municipal wastes, ^Phosphates, *Water purification,
Recycling
Federal Republic of Germany
133
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D065
ORIGIN OF NITROGEN POLLUTION IN SURFACE AND WASTE WATERS
(Origines des pollutions azotees dans les eaux superficielles
et les eaux usees),
Bebin, J.
Techniques et Sciences Municipales—L'eau, 71(8/9):347-362, August/September, 1976.
11 fig, 13 tab, 18 ref.
New developments are reported in the elimination of the problem of nitrogen pollution
in both surface waters and waste waters. The nitrogen concentration has increased
in surface waters over the past few years. The major sources of the increase are
domestic sewage and industrial waste waters. Nitrogen pollution must be abated in
sewage treatment plants, in order to avoid further eutrophication of rivers. Nitri-
fication may be achieved quite simply by oxygenation, followed by the use of an anoxic
tank. Sewage can then be used as a source of carbon, allowing both denitrification
and further reductions in biochemical oxygen demand.
^Nitrogen, ^Pollution abatement, *Waste water treatment, ^Sewage treatment,
*Nitrification, Surface waters, Biochemical oxygen demand, Oxygenation, Water
pollution control
D066
SLUDGE WHERE WILL WE PUT IT?,
Raines, R. F.
CH2M Hill,
Corvallis, Oregon.
Water
and Wastes Engineering, Vol. 13, No. 7, p 60, 62, 64, 66, July, 1976. 2 fig.
The problem of sludge disposal has become one of major importance. Estimates place
the cost of sludge treatment and disposal at 25 to 50% of total waste water manage-
ment costs in the United States. Until now, purification was the main objective of
treatment. The EPA is setting standards for treatment and the management of resultant
residues. Landfill disposal is losing ground to other disposal options. Lagooning,
ocean disposal, use as fertilizer, use of sludge-derived methane, and incineration
have become attractive alternate methods. Future emphasis will be on improved oper-
ating techniques, recycling and minimizing waste streams, and on holding down water
costs. Social, economic, and environmental factors must be included in all future
planning.
*Sludge disposal, *Sludge treatment, *Waste water treatment, *Costs, Landfills,
Lagoons, Recycling, Fertilizer, Incineration
139
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D067
WASTE WATER'S FUTURE IS CLOUDY,
Storck, W. J.
Water and Wastes Engineering, Vol. 13, No. 7, p 20-22, July, 1976.
A great deal of concern has been expressed for the future development of waste water
treatment systems. The major problem is that research will probably be lessened in
order to rush practical development. The primary concern is for finding means of re-
using treated waste water instead of merely disposing of it. One projection involves
the direct reuse of waste water as potable water. This depends upon public acceptance
of the idea as well as the introduction of systems which can provide water of the re-
quired quality. Sludge also receives attention as a product of waste water treatment.
It is suggested that its use as landfill or fertilizer may be extremely viable alter-
natives. Pyrolysis and the use of sludge-derived methane gas are also considered.
Any system or method must be cost effective.
*Waste water treatment, *Sludge disposal, *Water reuse, Recycling, Potable water,
Landfill, Incineration, Cost analysis, Treatment facilities
D068
ACTIVATED CARBON FROM ACTIVATED SLUDGE,
Bosch, H., Kleerebezem, G. J., and Mars, P.
Twente University,
Enschede, The Netherlands,
Department of Chemistry.
Journal Water Pollution Control Federation, Vol. 48, No. 3, p 551-561, March, 1976.
5 fig, 2 tab, 21 ref.
Investigations were conducted to determine if activated carbon with a sufficiently
high surface area can be prepared from sludge; if this active carbon has necessary
adsorption qualities; if the presence of carbon particles affects the rate and/or
degree of biological oxidation; and if the active carbon acts as a filter aid in
dewatering. Primary and secondary sludges were studied. The samples were centrifuged,
dried, and the sludge carbonized in nitrogen gas. The samples were activated with
steam. Pore structure, adsorption capacity, and the influence of active carbon on
biological oxidation and floe structure in an activated sludge tank were investigated.
This process facilitated regeneration of powdered carbon and the addition of commer-
cial powdered carbon x-/ith a higher adsorption capacity may be beneficial. Adsorption
is faster and more effective and an extra separator for carbon used in the tertiary
purification is unneeded. Salts will be partly insoluble due to the regeneration
procedure.
^Activated carbon, ^Activated sludge, ^Adsorption, Oxidation, Filtration,
Dewatering, Centrifugation, Pores, Waste water treatment, Biological treatment
190
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D069
DESIGN AND CONTROL OF NITRIFYING ACTIVATED SLUDGE SYSTEMS,
Lawrence, A. W., and Brown, C. G.
Cornell University,
Ithaca, New York,
Environmental Engineering Department.
Journal Water Pollution Control Federation, Vol. 48, No. 7, p 1779-1803, July, 1976.
13 fig, 8 tab, 20 ref, 1 append.
A pilot study was conducted to determine criteria for the application of microbial
growth kinetics and continuous-culture theory in the nitrification of activated sludge.
A comparison of one- and two-sludge nitrifying systems was also made. This activity
was done to aid the upgrading of a regional trickling filter plant in Cheektowaga,
New York. Laboratory tests at 8 and 20 C investigated temperature effects on nitri-
fication; process stability against changing hydraulic, carbonaceous, and nitrogenous
loads; and the use of biological SRT (sludge age) and controlled solids wasting.
Steady-flow studies, reactor performance, settling characteristics, and microbial
oxygen uptake, were considered. Experimental results indicated no essential differ-
ences in efficiency and performance of one— and two-sludge nitrifying systems oper-
ated under the same growth and temperature conditions; that nitrification can be con-
trolled by applying biological solids retention time concepts and appropriate sludge-
wasting policies; that nitrification is practically complete at temperatures of 8 and
20 C with biological solids retention times of 20 and 10 days, respectively; and that
maximum growth rates of nitrifying bacterial at 8 and 20 C is approximately 0.25 and
0.5 days, respectively. Nitrification is definitely temperature dependent and use
of either the one- or two-sludge systems should depend upon economic considerations.
*Kinetics, *NitrifIcation, *Activated sludge, *Sludge treatment, Temperature,
Oxygen demand, Waste water treatment, Trickling filters
Oxygen uptake
D070
FLOTATION FOR WATER AND WASTEWATER TREATMENT,
Pullin, J.
Surveyor, Vol. 4383, No. 147, p 39-40, June 11, 1976. 2 fig.
Microflotation is based on the idea that, for effective flotation, the bubbles which
take the solids or oil particles to the surface, should be numerous but small in size.
After chemical treatment and aeration, the effluent flows down a 10 m deep divided
shaft, which keeps the downward flowing effluent away from the effluent which rises
into the flotation tank. Air is injected at the bottom of the shaft. Floe agglomer-
ation begins when the effluent, free from undissolved air, begins to rise up the
shaft toward the flotation tank, and gas bubbles form as the gas content of the ef-
fluent exceeds the saturation level. A dissolved air flotation plant has been in
continuous operation at a sewage treatment works for 3 years with few operational
problems. The plant produced a consistently good sludge float averaging 4% dry solids,
good effluent and solids removal efficiencies of over 99.7%. After a series of trials
using different polyelectrolytes, Zetag 94 was used as a flotation aid. It might be
possible to use flotation units to elutriate and thicken digested sludge prior to
mechanical dewatering, instead of using elutriation tanks. Operational experience
in potable water treatment is also discussed. Practical examples are included.
*Waste water treatment, *Sewage treatment, *Sewerage, *Treatment facilities,
*Flotation, Water treatment, Waste water (pollution), Bubbles
*Microflotation
191
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D071
AERATION AND OXYGEN TRANSFER IN BIOLOGICAL REACTORS,
Eckenfelder, W. W., Jr.
La Tribune du Cebedeau, No. 389, p 160-167, April, 1976. 5 fig, 1 tab, 14 ref.
The supply of oxygen to an aerobic biological treatment system is a critical aspect
of proper design and operation. Oxygen, which is sparingly soluble in water, is
transferred from the gas phase to the liquid phase by diffusion and convection to
a concentration in accordance with Henry's Law. Under turbulent flow conditions as-
suming that the resistance of the liquid film controls oxygen transfer rate, transfer
of oxygen from the gas to the liquid phase is a function of the overall transfer
coefficient and the oxygen deficit. When oxygen is supplied to fluidized systems
treating waste water via aerobic biological oxidation, a correction factor must be
defined which relates the oxygen transfer to the nature of the waste. Aeration equip-
ment is categorized into three systems: diffused aeration, turbine aeration, and
mechanical aeration. All three are discussed. Diffused aeration systems include
bubbler aeration and static aeration. Air is discharged from a pipe or sparge ring
beneath the rotating blades of an impeller in turbine aeration.
*Waste water treatment, ^Biological treatment, *Treatment facilities, AAerobic
treatment, *Aeration, Aerobic conditions, Oxygen, Transfer, Equipment
*0xygen transfer
DO 72
CONCENTRIC WASTE-TREATMENT PLANT SAVES LAND, CUTS COST,
Brisbin, S. G.
Steams and Wheler,
Cazenovia, New York.
Civil Engineering-ASCE, Vol. 46, No. 2, p 74-76, February, 1976. 2 fig.
In 1969 the village of Camden, New York, located in the cold snow belt region im-
mediately north of Oneida Lake, recognized that its waste water treatment facilities
were inadequate and began planning the needed facility. The Village wanted a plant
located near its existing Imhoff-type primary treatment plant that would be reliable,
require a minimum of attention, be simple to operate, be compatible with the harsh
winter conditions, be economical and easy to maintain. An extended aeration type
process was selected, using three circular concentric tanks, the outer two for aera-
tion and the central circle utilizing a covered final settling tank. It was designed
to treat waste from an equivalent population of 4700, with an average flow of 800,000
gallons per day and a peak flow of two million gallons per day, and to provide 85%
biochemical oxygen demand (BOD) and suspended solids reduction at average flow. The
treatment process is relatively simple. Excess sludge is removed routinely from the
system by pumping from the final clarifier to sludge holding and drying beds, then
disposed of at a landfill or used as soil conditioner. Emergency generation equip-
ment works automatically, when needed, to guarantee continued operation and treatment.
Replacing portions of leaking sewers resulted in considerably reduced flows. Operat-
ing results indicate over 90% removals of all monitored pollutants. This plant cost
only 60% of the cost of a conventional plant.
*Waste water treatment, ^Biochemical oxygen demand, *Treatment facilities, *Waste
treatment, *Land use, Landfills, Costs, New York, Weather, Aeration, Sludge disposal
Imhoff treatment, Land application
192
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D073
EXPERIMENTS ON WASTEWATER SEDIMENTATION,
White, J. B., and Allos, M. R.
Manchester University,
England,
Institute of Science .and Technology.
Journal Water Pollution Control Federation, Vol. 48, No. 7, p 1741-1752, July, 1976.
8 fig, 2 tab, 2 ref, 1 append.
Tests were conducted to examine the performance of circular center-feed sedimentation
tanks in the primary stage of waste water treatment. Major variables involved were
the rate of flow through the tank, the concentration of suspended solids in the feed,
and the settling characteristics of the suspension. Various tests were made on a
full-sized tank with no control of these variables and in a small tank with means of
controlling them. Settling column tests were also run on samples of the waste water
used. Settling column tests on raw waste water had results which differed from those
of discrete suspensions. Suspended solids concentrations decreased with time, and the
rate of decrease lessened with time. Concentrations increased little with depth.
Initial suspended solids concentrations greatly affected the degree of clarification
in a given time. There was evidence of highly variable settling characteristics in
waste water. The relationship of effluent and influent concentrations and detention
time in the tank tests and column tests were such that the column tests results gave
an approximation of performance in the tanks. It was shown that, after two hours,
only little further clarification can be expected. Other tests with reconstituted
waste water indicated that the limit of concentration may decrease with decreasing
surface loading.
*Flow rates, *Sedimentation rates, *Tanks, *Waste water treatment, Suspended solids,
Settling, Effluents, Clarification
*Circular center-feed sedimentation tanks
D074
THE ROTOR AERATOR: GROWING USE IN U.S. WASTE-TREATMENT PLANTS,
Civil Engineering-ASCE, Vol. 46, No. 2, p 76-77, February, 1976. 1 fig.
The rotor aerator was developed in the early 1950's as a low-cost method of sewage
treatment. It has been used in sewage treatment plants ranging in size from 20,000
gpd to 40 mgd. In most cases, the rotor aerator is installed in an oxidation ditch
with a race-track geometry. Using a ditch 10 to 16 ft deep was made possible by in-
stalling a baffle just downstream of the rotor aerator. When the aerated stream
strikes the baffle, it plunges to the bottom of the ditch, then up again. Diffuser
aerators have only about half the oxygen transfer efficiency of mechanical surface
aerators. Turbine aerators have a more limited radius of influence than the rotor
aerator. One-way movement around the oxidation ditch, with two rotor aerators 180
degrees apart, has an important advantage in nitrogen removal. The dissolved oxygen
concentration tapers off downstream of the reactor. When it falls below 0.5 mg/liter,
bacteria attack the nitrate ion, releasing both nitrogen and oxygen as a gas.
*Waste water treatment, *Sewage treatment, *Sewerage, *Treatment facilities,
*Aeratlon, Aerobic treatment, Waste treatment, Aerobic conditions, Dissolved oxygen
*Rotor aerators
193
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DO 75
ELEMENTAL DISTRIBUTION DIAGRAMS FOR BIOLOGICAL
WASTEWATER TREATMENT,
Sherrard, J. H., and Benefield, L. D.
Virginia Polytechnic Institute and State University,
Blacksburg, Virginia,
Department of Civil Engineering.
Journal Water Pollution Control Federation, Vol. 48, No. 3, p 562-569, March, 1976.
7 fig, 1 tab, 7 ref.
A method is illustrated that may be used to account for waste water carbon, nitrogen,
and phosphorus and to specify the form in which each may be found after treatment.
In the activated sludge process, the organic components of the waste are partially
oxidized by microorganisms, after which the microbial mass is separated as sludge by
settling from the supernatant liquid. The supernatant may undergo further treatment,
and the concentrated microbial mass is recycled to the aeration chamber. Once a waste
water has been defined on a biokinetic basis, effluent quality, sludge production,
nitrification, and other parameters may be predicted based on the concept of mean cell
residence time. A laboratory study is required to define the biokinetic constants
for carbon removal and nitrification to plot the forms of carbon, nitrogen, and phos-
phorus as a function of mean cell residence time as they appear after treatment. De-
termining the distribution of phosphorus as a function of mean cell residence time is
relatively simple, because phosphorus is either incorporated into the sludge produced
in the carbon removal and nitrification steps or it will pass directly into the ef-
fluent. It is suggested that several uses be made of the graphical relationships
involved, the most important being a realization of what a process can or cannot do
under a specific operating condition. It is suggested that elemental percentage dis-
tribution diagrams may be easily determined for a specific waste water for a variety
of process operating conditions that may exist at a treatment plant.
*Waste water treatment, *Biological treatment, *Activated sludge, *Analytical
techniques, *Treatment facilities, Carbon, Nitrogen, Phosphorus, Kinetics,
Microorganisms
D076
FACTORS AFFECTING POWDERED CARBON TREATMENT OF A
MUNICIPAL WASTEWATER,
Wallace, R. N., and Burns, D. E.
Envirotech Corporation,
Salt Lake City, Utah,
Eimco-BSP Division.
Journal Water Pollution Control Federation, Vol. 48, No. 3, p 511-519, March, 1976.
7 fig, 3 tab, 3 ref.
A nominal 50-gpm pilot plant operated for about 15 months using carbon treatment to
remove soluble organics from waste water. To quantify pertinent system variables,
periods of reasonably stable carbon system operation and performance were identified
by plotting effluent quality, carbon dosage, and carbon system solids retention time
for each day of pilot plant operation. The Freundlich adsorption model is used for
evaluations. Organic removal in the pilot plant carbon system is considerably higher
than predicted for adsorption by laboratory tests, reinforcing the thesis that a removal
mechanism in addition existed in the carbon contactor. Treatment effects analyzed are:
number of stages, chemical pretreatment effects, biological effects, and regeneration
effects. In contrast to a previous study, this study showed adsorption and biological
removal to be operative in both stages. Because it is impossible to model practically
or predict theoretically carbon system response, pilot plant studies for developing
sizing criteria for powdered carbon systems are strongly recommended. It seems that
organic removals for two-stage countercurrent treatment using powdered carbon are
higher than those for single-stage treatment, but single-stage carbon treatment might
be economically justified for relatively weak waste water.
*Waste water treatment, *Analytical techniques, *Treatment facilities, *Carbon,
*Waste water (pollution), Municipal wastes, Pilot plants, Organic compounds
Carbon treatment
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D077
INHIBITING NITRIFICATION IN WASTEWATER TREATMENT PLANTS,
Stover, E. L., Esfandi, A., Little, H., and
Kincannon, D. F.
Water and Sewage Works, Vol. 123, No. 8, p 56-59, August, 1976. 5 fig, 11 ref.
Apparent inhibition of nitrification was studied in continuous flow and batch studies
using an experimental bench-scale activated sludge unit. Many compounds inhibit ni-
trification by interference with the general metabolism of the cell or with the pri-
mary oxidative reactions. When the influent chemical oxygen demand (COD) to an
activated sludge plant increased and a sharp increase in biological solids occurred,
the nitrification efficiency of the system decreased. Glucose concentrations under
750 mg/liter COD did not change nitrification rates in batch reactors containing
nitrifying microorganisms, but concentrations of 777 mg/liter and 1139 mg/liter in-
hibited nitrification rates in the same type systems. In completely mixed one-stage
activated sludge treatment plants, substrate concentrations of this magnitude would
seldom occur, and the organic substrate by itself would not inhibit the biological
nitrification process in such systems. A reasonable explanation would be the produc-
tion by the heterotrophic microorganisms at fast growth rates of intermediary meta-
bolic byproducts which inhibit biological nitrification. This is supported by data
from other nitrification investigations. As the influent COD or biochemical oxygen
demand (BOD) concentrations to a system increase, the rate of carbonaceous micro-
organism growth increases and depresses the nitrification rate of the system.
*Waste water treatment, *Biological treatment, ^Activated sludge, *Biochemical
oxygen demand, *Chemical oxygen demand, Treatment facilities, Pollutant identification,
Nitrification
D078
U. S. AIR FORCE GREENS COLORADO,
Water and Sewage Works, Vol. 123, No. 8, p 62-64, August, 1976. 7 fig.
Final polishing of effluent from the United States Air Force Academy's sewage treat-
ment plant enables treated water to be recycled and used to irrigate the campus. Re-
cycling water makes it possible to produce greenery unusual in this semi-arid region.
Up to 20% of the wastes coming into the plant emanate from dining halls as garbage
grindings, making the sewage twice as strong as what would normally appear in Colorado
Springs. The plant uses primary sedimentation, industrial grit removal with full
aeration, primary and secondary treatment filters, and intermediate clarifiers.
Wastes are further purified in a four-stage reservoir system offering retention per-
iods of 30 to 60 days and producing biochemical oxygen demand (BOD) that compares
favorably with that of running streams. The water is used to irrigate lawns and
shrubbery. Operation of the plant began in 1958.
*Waste water treatment, *Sewage treatment, *Sewerage, *Biochemical oxygen demand,
^Treatment facilities, Colorado, Military reservations, Effluent, Recycling, Water
reuse
195
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D079
SLUDGE DRYING BEDS ARE PRACTICAL: PART 2,
Beardsley, J. A.
Water and Sewage Works, Vol. 123, No. 8, p 42-44, August, 1976. 4 fig.
Chemical conditioning is important to the efficient operation of sludge drying beds.
Using polymer flocculants to oreat sludge prior to bed drying offers several benefits,
including increased production from existing beds, heavier loadings without blinding,
reduced odor because of rapid drainage, application of variable sludges and supernate,
less sludge hauling because of drier cake, and easier unloading because sludge does
not form small fractured crumble. Cationic polymer flocculants are most appropriate
for sewage sludges. The polymer flocculant will release large quantities of free
water while forming a large well-defined floe. The flocculant ties up fine supernate
solids and removes the greatest volume of liquid from the digester for a given amount
of solids, prevents upsets in the primary due to recycling anaerobic colloidal solids,
and provides for longer stabilization time of the remaining solids. Solution floccu-
lants allow simpler feed systems than dry polymers, but both require dispersing and
metering equipment. Chemical application has made it possible for a plant using a
trickling filter and mixed sludge to switch from anaerobic to aerobic digestion with-
out adding more sand beds. In one experiment, much more water was drained from a
treated sludge bed than from a similar untreated bed. Chemical addition dramatically
improved dewatering at a plant where an alum-anionic flocculant program resulted in
additional solids to dewater.
*Waste water treatment, *Sewage treatment, *Treatment facilities, *Sewage sludge,
*Drying, Chemicals, Efficiencies, Sludge treatment
^Drying beds
D080
SHELTERS BOOST WINTER TREATMENT EFFICIENCIES,
Long, L. W.
Anderson-Nichols and Company, Incorporated,
Boston, Massachusetts.
Water and Sewage Works, Vol. 123, No. 8, p 32-33, August, 1976. 2 fig.
Prefabricated, aluminum and fiberglass-plastic shelters around Mount Desert, Maine,
sewage treatment facilities have resulted in a steadier demand in aeration require-
ments, energy savings, and less equipment wear in winter operation. All treatment
plants on Mount Desert Island are of the secondary treatment type, utilizing extended
aeration. The type of panels used in the shelters encourages heat from the sun to
build up. At two plants, each made up of two aerator units, the seasonal load is
sufficiently reduced in the winter that only one unit is needed, and only one was
covered. Side wall panels are hinged so that they can be opened in summer for greater
air circulation and maintenance. The steadier environment has resulted in less use
of heaters. It is estimated that the energy savings alone could enable the shelters
to pay for themselves.
*Waste water treatment, *Sewage treatment, *Sewerage, *Treatment facilities, *Winter,
Efficiencies, Materials, Maine
126
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D081
THE APPLICATION OF THE FOAM FRACTIONATION PROCESS TO THE REMOVAL
OF VIRUSES. PART I. THE PRODUCTION OF A MATHEMATICAL MODEL TO
PREDICT THE EFFICIENCY OF VIRUS REMOVAL,
Guy, M. D., Mclver, J. D., and Lewis, M. J.
Trent Polytechnic,
Nottingham, United Kingdom,
Department of Life Sciences.
Water Research, Vol. 10, No. 8, p 737-744, 1976. 2 fig, 3 tab, 4 ref.
A laboratory scale foam fractionation plant was used to study factors affecting the
removal of viruses. Viruses were represented by Escherichia coli Bacteriophage MS-2,
and the surfactant was Arquad T50, a cationic agent composed of a blend alkyl quater-
nary ammonium chlorides. The level of Arquad T50 likely to be used in foam fractiona-
tion is toxic to Bacteriophage MS-2. If the water to be treated is mixed with the
surfactant for a period before fractionation, the percentage of such bacteriophages
that would be destroyed could be predicted mathematically. The removal of Entero-
viruses with this cationic surfactant is not affected by toxlclty. Virus removal de-
pends on their adsorption to the surfactant and their physical removal as free virus
particles entrapped in the interstitial liquid.
^Laboratory tests, *Waste water treatment, *Analytical techniques, *Treatment
facilities, *Foam fractionation, *Bacteriophage, Mathematical models, Efficiencies,
Surfactants, Viruses
D082
EFFLUENT VARIABILITY ESTIMATION FOR COMPLETE-MIX ACTIVATED
SLUDGE TREATMENT SYSTEMS,
Novotny, V., Englande, A. J., Jr., and Majganl, P.
Marquette University,
Milwaukee, Wisconsin,
Department of Civil Engineering.
Water Research, Vol. 10, No. 8, p 699-709, 1976. 14 fig, 1 tab, 14 ref.
To meet effluent guidelines, it is necessary to quantitatively define activated sludge
behavior with respect to transient loading conditions. A frequency transform technique
was employed for developing mathematical models describing the waste water influent
variability removal for completely-mixed biological treatment plants. The influent
variability was simulated by a pulse function, a step function, a harmonic function,
and a random signal. A principle of superposition can be applied for more complex
influent variation patterns. The solution was presented for waste water treatment sys-
tems consisting of one mixed basin with decay or of two mixed basins, second with de-
cay. A practical design equation was developed. Laboratory experiments were performed
in an effort to verify the design equations. First, the steady state substrate removal
coefficient was evaluated in a bench-scale study. Refinery waste water was used due to
its relatively slow degradability. For random influent variation, input concentrations
were changed at 2 hr intervals using a random number table. A pulse function was in-
troduced by a 5 min application of a sample with 4200 mg/liter total organic carbon
(TOC) followed by a return to the original 480 mg/liter TOC. A step function input
was produced by a sudden 480 mg/liter increase in TOC concentration which was main-
tained. While some deviation from the theoretical model was Indicated for random in-
puts, general agreement was within 5%. Both pulse and step function response showed
excellent agreement with the theoretical equations, with observed error of 13 and 2%,
respectively.
197
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D083
BEHAVIOUR IN CONVENTIONAL SEWAGE PURIFICATION PROCESSES OF
COLIFORM BACTERIA WITH TRANSFERABLE OR NON-TRANSFERABLE
DRUG-RESISTANCE,
Grabow, W. 0. K., van Zyl, M., and Prozesky, 0. W.
Council for Scientific and Industrial Research,
Pretoria, South Africa,
National Institute for Water Research.
Water Research, Vol. 10, No. 8, p 717-723, 1976. 6 tab, 39 ref.
The effect of biofiltration, sedimentation, chlorination, and sand filtration on coli-
form bacteria with transferable (R+) or nontransferable (R-) resistance to five common
drugs was investigated. Grab samples were taken at a municipal sewage works after
conventional primary sedimentation, biofiltration and secondary sedimentation, about
10 min after addition of chlorine to a total chlorine content of about 4 mg/liter, and
after rapid sand filtration of the chlorinated effluent. The percentage of R- coli-
forms resistant to ampicillin (A) , chloramphenicol (C), or streptomycin (S), but not
kanamycin (K) or tetracycline (T) was slightly reduced. On the average the percentage
of R+ coliforms resistant to one or more of these drugs was reduced by about 50%,
mainly by biofiltration and sand filtration. The ratio of transferable to nontrans-
ferable resistance for drugs other than streptomycin increased during secondary sedi-
mentation and chlorination. R factor transfer may occur in water. Rapid passage over
stony surfaces in biological and sand filters is unfavorable for conjugation, while
R factor transfer can be expected under the relatively stagnant conditions in sedimen-
tation and chlorination tanks. The incidence of R factors conferring resistance to
all five drugs simultaneously increased through treatment. The incidence of Escheri-
chia coli I among R+ coliforms did not exceed 50%. The limited effect of conventional
sewage purification on the incidence of drug resistance in bacteria supports the view
that sewage should be treated by more advanced methods prior to discharge.
ABacteria, *Waste water treatment, *Sewage treatment, ^Biological treatment,
*Sewerage, ^Analytical techniques, Treatment facilities, Filtration, Sedimentation,
Sampling, E. coli
Drug-resistance
D084
CORRELATION BETWEEN BOD - TOC - TOD (Zusammenhang
Zwischen BSE5 TOC TOD),
Offhaus, K.
Vom Wasser, Vol. 46, p 35-63, 1976. 11 fig, 3 tab, 8 ref.
Total organic carbon (TOC), biochemical oxygen demand (BOD), chemical oxygen demand
(COD), and total oxygen demand (TOD) are important parameters for examining waste
water. The difference in capacity for peptone degradation between a mixed culture
and a Pseudomonas putida mono-culture is discussed in light of experiments performed.
Using the effluent of a laboratory scale activated sludge plant, it can be demon-
strated that Pseudomonas displays no stronger degradation capabilities than a mixed
culture. The varying efficiency of the TOC and COD analysis, particularly with regard
to carboxy-carbon, is mentioned. For oxidation ol this type of carbon compounds, no
external source of oxygen is provided which the carbon dioxide determines in TOC
analysis. Extensive experiments indicate that in conventional COD determination ni-
trogen is not oxidized, in contrast with the TOD method with the Swing TOD analyzer
where nitrogen is transformed into nitrous oxide. The correlations between COD, BOD,
and TOC are discussed. The TOC value will, under certain conditions, allow BOD and
COD to be rather precisely estimated. To reliably correlate BOD and TOC, numerous
BOD determinations are required.
*Waste water treatment, *Pollutant identification, '''Activated sludge, *Biochemical
oxygen demand, -'Chemical oxygen demand, Treatment facilities, Organic compounds,
Carbon
Total organic carbon
19$;
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D085
SEWAGE PLANT FOR BRITISH VIRGIN ISLANDS,
Reinforced Plastics, Vol. 20, No. 5, p 138, May, 1976.
A complete sewage treatment plant made of glass fiber reinforced plastics was designed
for the Virgin Islands. The structure has the advantages of being corrosion resistant
and light weight. It was designed to treat a 25,000 gpd dry weather flow of domestic
sewage. The system consists of a GRP tank divided into an aeration chamber and an
upward flow type settling chamber. A surface scum removal system avoids the problem
of floating solids. Sewage enters the aeration chamber, is mixed with activated
sludge, aerated, and transferred to the settling chamber. Solids from activated sludge
settle to chamber base and return to the aeration chamber to be mixed with incoming
sewage. Clarified effluent is discharged over a castellated weir. Air enters the
aeration chamber through coarse bubble aerators. Construction is such that additional
units can be added as needed. This system, for a population of under 500, is rectang-
ular; a circular arrangement is recommended for populations of 800 or more.
*Sewage treatment, *Treatment facilities, Plastics, Aeration, Scum, Bubbles,
Construction, Activated sludge, Mixing, Equipment
*Virgin Islands, Glass fiber reinforced plastics
D086
THE OPTIMIZATION OF CHEMICAL PRECIPITATION: FLOCCULATION
OF MUNICIPAL WASTE WATERS,
Lee, F-M.
Dissertation Abstracts International B, Vol. 37, No. 1, p 426, July, 1976.
A study was conducted to investigate means of optimizing the chemical precipitation-
flocculation phase in the treatment of domestic raw waste water. Parameters of inves-
tigation were the removal of turbidity, suspended solids, organic matter, phosphorus,
and nitrogen. Jar tests and a 2 gallon per minute continuous flow pilot plant were
used for evaluation. Of the coagulants which had the highest removal efficiency of
organics, suspended solids, total phosphate and organic nitrogen, lime gave the better
effluent quality. It was also the most economical chemical for treating the raw waste
water. The lime treatment of raw domestic sewage thus became the major thrust of
testing. Process modifications and the kinetics of lime dissolution in water of
various chemical composition and in various waste waters were studied.
*Chemical precipitation, *Flocculation, *Domestic wastes, *Waste water treatment,
*Sewage treatment, Turbidity, Suspended solids, Phosphorus, Nitrogen, Coagulation,
Pilot plants, Lime
199
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D087
LARGE FACTORY-BUILT PUMP STATION BEGINS OPERATION,
Uater and Sewage Works, Vol. 123, No. 8, p 86, August, 1976.
As part of its new sewage project, Kansas City, Kansas, installed a new pump station.
The station employs a variable frequency control system with two 200-hp pumps and
another on standby. It can pump 11,250 gallons per minute of waste water up a 77.1 ft
head through 44 in. sewer lines. It is designed to provide more interior room and use
less steel, and can accomodate a variety of pump types inside. The energy efficient
design should provide substantial operational savings.
*Pumps, *Sewerage, *Energy, Control systems, Design criteria, Waste water treatment,
Equipment, Sewers, Pieplines, Operating costs
Pumping stations, Kansas City (Kan)
'GIVE FLOTATION A TRY' WAS CHALLENGED,
New Civil Engineer, p 16, June 10, 1976.
The water authorities of Britain were urged to consider flotation as an alternative
to filtration in water treatment. Claims based on Scandinavian experiences indicated
that treated water quality is such that final filtration is sometimes unnecessary.
It was suggested that thorough flocculation and separation tests would speed use of
the flotation process in most surface water treatment plants. Advocates of the system
have claimed several advantages for the process: smaller tank sizes with surface
loading up to 10 times that of sedimentation tank loading, reduced chemical usage due
to lighter floes used, higher treated water quality from better solids recovery, and
drier sludge. However, there would be higher energy costs and increased maintenance
requirements due to the greater mechanical equipment needed. With the benefits of
improved sludge handling and cheaper disposal, flotation has some cost advantage over
sedimentation and, if filtration could also be replaced, the system could provide
substantial financial savings.
*Flotation, *Filtration, *Water treatment, Water quality, Separation techniques,
Flocculation, Surface waters, Sludge disposal, Sludge treatment, Treatment facilities,
Sedimentation, Costs
200
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D089
SMALL VILLAGE GETS ADVANCED TREATMENT,
The American City and County, Vol. 91, No. 8, p 69, August, 1976.
The new sewage treatment plant Installed at the small village of McAlisterville,
Pennsylvania, is an extended aeration plant. Due to the low flow rate of the receiving
stream from April to October, 95% BOD removal is required. During the rest of the
year, 90% BOD removal is achieved, meeting Pennsylvania's Department of Environmental
Resources requirements. Design features include twin circular oxidation ditches with
a common wall into which pumped wastes are discharged. The "doughnut" is an oxidation
ditch and the "hole" is a clarifier, separated by a common wall. Rapid sand filters
are used to further reduce BOD and suspended solids to the required levels. The sand
filters have a top layer of coarse anthracite coal, a middle layer of common sand,
and high-density garnet sand at the bottom. A chlorine contact tank provides chlorin-
ation and also serves as a reservoir for filter backwash water. Sludge is treated
by aerobic digestion and land disposal. A chemical feed system is ready if phosphorus
removal becomes necessary. Flocculation and tube settling mechanisms supplied with
the sand filters can aid phosphorus removal.
*Tertiary treatment, "Treatment facilities, *Sewage treatment, Flow rates, *Filtration,
Oxidation, Aerobic digestion, Biochemical oxygen demand, Suspended solids, Flocculation
*Extended aeration, Phosphorus removal, Sand filters
D090
BIOCHEMICAL MECHANISMS IN THE METHANE FERMENTATION OF
GLUTAMIC AND OLEIC ACIDS,
Weng, C-N., and Jeris, J. S.
Buck, Seifert and Jost,
Consulting Engineers,
Englewood Cliffs, New Jersey.
Water Research, Vol. 10, No. 1, p 9-18, 1976. 5 fig, 4 tab, 9 ref, 1 append.
A series of 2-1 laboratory scale digesters fed on a batch basis similar to typical
field operations were used to determine the biochemistry involved in anaerobic diges-
tion processes used in waste water treatment. L(+)-glutamic acid and oleic acid were
the substrates fed. Identifications were made by chemical analyses of the liquid feed
and effluent and radioactivity analyses of the gases produced was by liquid scintil-
lation techniques. It was concluded that glutamic acid was probably degraded to
methane and carbon dioxide through mesaconic, pyruvic, lactic, propionic, and acetic
acids. Beta-oxidation seemed to be the major mechanism in oleic acid fermentation.
The major volatile acid intermediate found in methane fermentation of L(+)-glutamic
and oleic acids was acetic acid.
*Anaerobic digestion, *Waste water treatment, laboratory tests, *Methane,
Radioactivity, Chemical analysis, Chemical reactions, Fermentation
Glutamic acid, Oleic acid
201
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D091
SOEPTION OF POLIOVIRUS FROM AQUEOUS SOLUTION
WITH ACTIVE CARBON,
Carlson, R. H.
Dissertation Abstracts International B, Vol. 37, No. 2, p 675-676, August, 1976.
The use of activated carbon for removal of enteroviruses from raw domestic sewage was
examined. The Mahoney strain of Type I poliovirus was used for testing. A qualita-
tive plaque assay using HeLa cell monolayers in a double overlay technique was em-
ployed. Secondary sewage effluent components seemed to lower carbon capacity and
toxic factors prevented a quantitative evaluation of the amount of inhibition. Polio-
virus adsorption was influenced by physical factors such as the size of the carbon
particles used. There was a direct relationship between rapid virus titer losses at
acidic pH values in the absence of carbon absorbent and the pH value of the suspending
solution. It is a function of the net charge on the particle. This pH-specific factor
may have resulted in the misunderstanding of recently published virus adsorption
studies.
*Viruses, *Activated carbon, Toxicity, Sewage treatment, Sewage effluent, Hydrogen
ion concentration, Absorption
Enteroviruses, Poliovirus
D092
LARGE SCALE SEWAGE TREATMENT PLANT WITH SLUDGE INCINERATOR,
Chemical Age of India, Vol. 27, No. 7, p 651-652, July, 1976.
The treatment process of a large industrial sewage treatment plant was described. The
plant, located at the Grenzach Work of Ciba-Geigy AG, Basel, Switzerland, treats wastes
from the production of dyestuffs, textile auxiliaries, and industrial chemicals as well
as municipal sewage from nearby communities. Major plant sections are a chemical-
physical section, clarifying section, biological section, sludge and waste incinerator
section. Chemical works effluent is pretreated in the chemical-physical section. The
effluent has a high salt content, acidic pH, residual solvents, non-ferrous metals, and
other organic substances which inhibit biological decomposition. This section contains
the acidic flocculation and flotation stage, the alkaline flocculation and sedimenta-
tion stage and a buffer basin. Municipal sewage is pretreated in the mechanical clari-
fier parallel to the industrial effluent treatment line. A mixture of both is fed to
a distributor basin. Biological treatment consists of aeration, deaeration and second-
ary settling. The return sludge is recirculated and the cleaned sewage is fed into
the Rhine river. The sludge is dewatered and burned in a fluidized-bed furnace and the
ash (6 cu m per day) containing no more than 1% organic matter is hauled to a dump.
The plant also contains a refuse incinerator which burns all kinds of industrial wastes.
*Waste water treatment, *Sewage treatment, *Biological treatment, *Sewerage,
*Treatment facilities, Sludge, Sludge disposal, Incineration
202
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D093
EFFECT OF HIGH DISSOLVED OXYGEN CONCENTRATION IN
ACTIVATED SLUDGE SYSTEMS,
Chapman, T. D., Matsch, L. C., and Zander, E. H.
Journal Water Pollution Control Federation, Vol. 48, No. 11, p 2486-2510,
November, 1976. 7 fig, 7 tab, 69 ref.
An evaluation of the UNOX oxygen activated sludge system was given to prove its advan-
tages. The system is designed to use high purity oxygen for the dissolved oxygen (DO)
requirements, to use a covered basin for contact between biomass, oxygen, and waste
water, to operate in the same average range of power densities as air systems but at
lower ones near the end of the train to develop a well flocculated biomass, to handle
a broad range of F:M loadings, and to operate at a DO level range of 2 to 6 mg/liter.
Aspects discussed are the effect of DO in activated sludge, organic loading and efflu-
ent quality, settleability of OE solids and MLSS levels, sludge production nitrifica-
tion, and process stability. Oxygen systems have no advantage relative to settleabil-
ity, operation at higher organic loadings, or waste sludge production. But at DO
levels of 4 to 6 mg/liter (oxygen system) and 1 to 2 mg/liter (air system) the follow-
ing observations were made. Higher DO level oxygen systems can operate at biomass
loadings (F:M) of more than twice that of air systems with the same BODS and SS quality
effluent. Settleability of oxygen system sludge is greater, allowing higher solids
loading on the clarifier with higher recycle solids and MLSS concentrations. There is
also improved dewatering of oxygen activated sludge. Less sludge is produced with the
oxygen system at equivalent apparent F:M ratios. It was concluded that these charac-
teristics were due to the increased viability of the oxygen system mixed liquor re-
sulting from increased oxygen penetration into the floe matrix.
*Waste water treatment, ^Activated sludge, ^Biochemical oxygen demand, ^Dissolved
oxygen, *0xygen, Basins, Biological treatment, Biomass
D094
COMPARISON OF AIR AND OXYGEN ACTIVATED SLUDGE SYSTEMS,
Kalinske, A. A.
Camp Dresser and McKee, Inc.
Environmental Engineers,
Boston, Massachusetts.
Journal Water Pollution Control Federation, Vol. 48, No. 11, p 2472-2485, November,
1976. 2 fig, 2 tab, 57 ref.
A study to determine the reality of claims made for oxygen activated sludge systems
was conducted. It was claimed that elevated DO caused basic changes in the metabolic
activity and characteristics of organisms composing an activated sludge floe; that
flocculant suspension settles at a higher velocity for any given concentration of such
flocculant biomass; that an elevated DO reduces microbial cell growth or synthesis will
be reduced for the removal of a given amount of organic substrate or BOD; and that an
elevated DO permits a higher bio-oxidation rate and higher BOD loadings for equal BOD
removals. Results indicated that for most physical and biochemical parameters, both
systems were comparable. An elevated DO above 2 mg/liter had no influence. A lower
mixed liquor pH may cause some inhibition of nitrification at lower temperatures in
oxygen systems. Oxygen systems can supply a high oxygen input needed for high strength
wastes for which air systems need increased mixing Intensity. Higher DO levels possi-
ble with oxygen systems provide a short period reservoir of oxygen when uptake in-
creases, but if this uptake lasts, DO levels will drop to zero if supply does not match
demand. But this is true for all systems. With monitoring and automation, both systems
can perform equally in this respect. In large plants, costs are relatively equal.
There is no basis for the assumption that oxygen systems demand less power.
*Waste water treatment, *Blological treatment, *Activated sludge, *Biochemical oxygen
demand, *Air, *0xygen, Dissolved oxygen, Metabolism
203
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D095
OXYGEN AND AIR ACTIVATED SLUDGE: ANOTHER VIEW,
Parker, D. S., and Merrill, M. S.
Brown and Caldwell,
Walnut Creek, California.
Journal Water Pollution Control Federation, Vol. 48, No. 11, p 2511-2528, November,
1976. 13 fig, 2 tab, 46 ref.
A study was conducted to compare and clarify conflicting claims made for the oxygen
and air activated sludge processes. The activity of DO was studied by consideration
of the effects of macromixing and micromixing on activated sludge floe size, substrate
concentration, F:M ratio, and DO penetration. It was found that oxygen activated sludge
required higher DO levels to maintain floe penetration of DO than air activated sludge.
Oxygen systems can be designed at higher F:M levels than air systems. However, oxygen
systems had a better ability to cope with unexpected increases in organic loading.
The systems were proved equal in operation when a minimum DO of 2.0 mg/liter was main-
tained in regard to settleability. The previously mentioned minimum DO ensured an
equal sludge production for most municipal waste waters. DO control in air activated
systems is no more costly or difficult on an annual basis than in an oxygen activated
system. The oxygen activated system has produced high performance standards which only
well-designed and operated air systems can compete with. The oxygen system is best
applied in situations where space limitations occur, where there is a side load fluc-
tuation, or when strong municipal or industrial waste waters are treated.
*Waste water treatment, "'Activated sludge, *0xygen, *Air, *Dissolved oxygen, Mixing,
Flocculation, Aquatic microorganisms
Food to microorganism ratio
D096
ULTRAVIOLET DISINFECTION: AN ALTERNATIVE TO
CHLORINATION,
Oliver, B. G., and Carey, J. H.
Canada Centre for Inland Waters,
Burlington, Ontario, Canada,
Process Research Division,
Water Chemistry Section.
Journal Water Pollution Control Federation, Vol. 48, No. 11, p 2619-2624, November,
1976. 2 fig, 6 tab, 16 ref.
Because chlorine residues are toxic to aquatic life, UV disinfection of waste water was
studied. This is done with a UV wavelength of about 254 nm. It did not become popular
because chlorine was cheaper and provided some degree of residual protection. Major
problems encountered with UV disinfection were: the need to maintain residual protec-
tion from bacterial contamination during transport and the difficulty of obtaining
totally sterile water from a raw water supply with variable turbidity and color.
Studies have shown that 99% of total coliform, fecal coliform and fecal streptococcus
could be killed with low doses, that bacterial kill was independent of light intensity,
and that ultrasonic pretreatment produces a higher bacterial kill. Experiments were
conducted with UV lights over secondary clarifiers in an activated sludge plant. This
indicated that total coliform and fecal streptococcus are less sensitive to UV light
than fecal coliform bacteria. All pathogens and viruses studied were as sensitive or
more sensitive to UV light than fecal coliforms. Problems encountered were large sur-
face areas of clarifiers which altered effluent residence time near the surface and the
variable flow rate at waste water treatment plants. Flat weirs on final clarifiers are
necessary before UV disinfection is practical. This method would also suppress algae
growth on the weirs. Its major advantage is that it is less harmful to the environ-
ment than chlorination, though chlorine is cheaper.
204
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D097
FLOW EQUALIZATION BY USE OF AERATION TANK VOLUME,
Speece, R. E., and LaGrega, M.
Drexel University,
Philadelphia, Pennsylvania,
Department of Environmental Engineering.
Journal Water Pollution Control Federation, Vol. 48, No. 11, p 2599-2608, November,
1976. 8 fig, 8 ref.
Flow equalization was examined as a method for producing waste treatment effluent with
a better average quality. It was expected that this process would improve overall
treatment efficiencies, extend plant design life, reduce operating costs, and reduce
waste water quantities by-passed. Economic advantages of the system were not clear.
However, a study showed that a separate upstream equalization basin is more costly than
basing design overflow rates for the clarifiers on the peak rather than average flow.
There was a definite relationship between overflow and suspended solids in the efflu-
ent. A reduction in effluent was accompanied with a reduced BOD. Several methods were
tried in flow equalization, such as basins to equalize raw flow before reaching treat-
ment plant; some waste water flows were equalized to provide uniform 24-hr discharge to
anaerobic contact processes; and some industries store a 24-hr waste water flow, check
it for toxicity and then discharge it to a biological treatment unit. Aeration tank
volume has been used for equalization purposes and oxygen transfer has also been a
consideration in the process. Other considerations discussed were the probability of
overflow, concentration equalization, soluble BOD removal, location of equalization
systems in the flow scheme, and regulatory approval.
*Waste water treatment, *Biological treatment, *Biochemical oxygen demand, *Treatment
facilities, *Flow, Flow control, Flow rates, Aeration
D098
VIRUS AND BACTERIAL REMOVAL FROM WASTE WATER BY LAND
TREATMENT,
Gilbert, R. G., Gerba, C. P., Rice, R. C., Bouwer, H.,
and Wallis, C.
United States Department of Agriculture,
Agricultural Research Service,
Water Conservation Laboratory,
Phoenix, Arizona.
Applied and Environmental Microbiology, Vol. 32, No. 3, p 333-338, September, 1976.
1 fig, 5 tab, 19 ref.
This study was conducted to evaluate the effective removal of viruses and bacteria
from secondary sewage effluent and to evaluate their movement in soil during flooding.
Results indicated that fecal coliforms, fecal streptococci, and total bacteria were
decreased about 99.9% in renovated well water and Salmonella were not found in 5 liter
well water samples from the east center well at two samplings. There were no detect-
able viruses in the well water which indicated that 99.99% of them were removed during
percolation of waste water through 9 m of sandy loam soil. Sewage effluent samples
contained poliovirus types 2 and 3, echovirus 7 and 15, coxsackiervirus B4, and reovirus
types 1 and 2, which varied with the time of year. It was proved that human bacterial
and viral pathogens were mostly removed from sewage effluent when it percolates through
the soil. After eight years of operation, the project showed that viruses, enteric
bacterial pathogens, and pollution indicator organisms in renovated sewage effluent
were very decreased or nondetectable after filtering waste water through soil recharge
basins. Land treatment was shown to be a very satisfactory method of waste water
renovation. Studies on the detection and assessment of the survival potential of virus
populations retained in the soil should be undertaken.
*Waste water treatment, -'Sewage treatment, *Pollutant identification, *Viruses,
205
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D099
HEAT INACTIVATION OF POLIOVIRUS IN WASTE WATER SLUDGE,
Ward, R. L,, Ashley, C. S., and Moseley, R. H.
Sandia Laboratories,
Albuquerque, New Mexico.
Applied and Environmental Microbiology, Vol. 32, No. 3, p 339-346, September, 1976.
3 fig, 5 tab, 20 ref.
The study was designed to determine the effects of raw and anaerobically digested sludge
on the rate of heat inactivation of poliovirus. Three types of poliovirus were grown
and plaqued on a line of HeLa cells. A 10-fold dilution of virus was placed in the
sludge samples at room temperature and then flamed to eliminate infectious virus that
may have remained above the water line in the incubation bath. Then they were incubated
at specified times and temperatures, placed in an ice bath and analyzed by the SDS-
sonication procedure. Results showed that viruses are readily inactivated by heat,
though the inactivation rate is most dependent on environment. Raw sludge proved con-
sistently protective of poliovirus during heat treatment and digested sludge had erratic
effects. The latter, when dilute and at low temperatures, protects the virus but, at
high temperatures and concentrations, loss of viral plaque-forming units is more rapid.
The difference between the two sludge types is attributed to the acquisition of viru-
cidal activity during digestion. It seemed that a vlrucidal agent associated with the
liquid component of sludge is produced during digestion. Solids of raw sludge are
protective during heat inactivation, and this can be reversed by the addition of the
liquid fraction of digested sludge.
*Waste water treatment, *Pollutant identification, *Heat, *Viruses, *Sludge,
Anaerobic digestion, Waste dilution, Temperature
Poliovirus, Inactivation
D100
SODIUM BICARBONATE NEUTRALIZES,
Barber, N.
The American City and County, Vol. 91, No. 11, p 54-55, November, 1976.
Large amounts of waste paper fibers collecting in the primary settling basin of the
West Nyack, N. Y. sewage treatment plant caused a serious digester souring problem.
The system's pH had fallen from 7 to 4.8. Raw sewage was pumped into the primary di-
gester, but the anaerobic microorganisms were adversely affected and recovery was
doubtful. About 700 Ib/day of sodium bicarbonate was added and the pH began to rise,
ranging from 6.9 to 7.1. Alkalinity rose from less than 2000 mg/liter to 4000 mg/liter.
Waste digestion improved greatly. When reasonable pH and alkalinity levels were reached,
about 150 Ib/day of sodium bicarbonate were applied as a preventative. The gradual ad-
dition of sodium bicarbonate was also used to clear emulsion blockage of the settling
tanks. Sodium bicarbonate functions as a buffer in the maintenance of desired acidity-
alkalinity ratios for microbial activity. Sodium bicarbonate also plays a role in pH
control and is an ideal medium for increasing methane production in anaerobic systems
and precipitating toxic metals.
*Waste water treatment, *Sewage treatment, *Biological treatment, *Sewerage,
*Treatment facilities, Sodium compounds, Bicarbonates, Neutralization
Sodium bicarbonate
206
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D101
RECENT DEVELOPMENTS IN THE USE OF POLYELECTROLYTES,
Moll, D. B.
Water and Waste Treatment, Vol. 19, No. 9, p 39, September, 1976. 2 tab.
Synthetic polyelectrolytes have received much attention In Britain for use In the
solid-liquid separation process of sewage treatment. They are generally reliable in
achieving a high degree of solids recovery and have been used in mechanical dewatering
and vacuum filtration. "In-line" dosing of sludge has proved suitable for most sludge
pumps and eliminates the need for chemical preparation and dilution tanks, thus offer-
ing considerable cost savings. Polyelectrolytes have successfully replaced traditional
conditioners such as the lime-copperas combination and aluminum chlorohydrate. Their
use has proven advantages which include: elimination of scaling problems, increased
press capacity, reduced chemical handling problems, elimination of inorganic conditioner-
induced corrosion, reduction of chemical storage space needs, and a non-contribution
to ash loading when incineration is considered. It is concluded that further investi-
gation will reveal other productive uses for synthetic polyelectrolytes.
*Waste water treatment, *Sewage treatment, *Sewerage, *Polyelectrolytes, *Separation
techniques, Solid wastes, Liquids, Dewatering
D102
AN OPERATOR'S APPROACH TO AEROBIC DIGESTER SUPERNATANT
DISPOSAL PROBLEMS,
Fricker, R. G.
Montgomery County Sewer Authority,
Oaks, Pennsylvania.
Water Pollution Control Federation Highlights, Vol. 13, No. 10, p D2-D3, October, 1976.
Problems associated with aerobic and anaerobic digester supernatant and means of detect-
ing them were discussed. Two major problems encountered with aerobic supernatant are
the tremendous hydraulic loading caused by abruptly returning large amounts of super-
natant to the head of the plant and the possibility of high SS levels returned to the
head of the plant with the supernatant. The first problem can be determined by noticing
SS concentrations at the influent and effluent end of the primary and secondary clari-
fiers and by noticing solids washing over the weirs during supernatant return. Sched-
uling the liquid return for low flow times and slowing the rate reduces the hydraulic
load on the treatment units. Some form of settling aid can reduce the second problem.
With anaerobic digester supernatant excessive BOD can be formed which can be monitored
by keeping good BOD records for influent and effluent of each treatment unit and by DO
tests to determine the freshness of the incoming load. A black septic sludge on top
of primary tanks can indicate a problem. A hydraulic overload may be countered by
methods similar to those used with the problem in aerobic digester processes. Turbidity
and SS tests can determine high solids loading. Hydrogen sulfide content can be de-
termined by tests or by a rotten egg odor in the plant. Problems with pH can be handled
by monitoring the pH of the supernatant. The amount of suspended solids in the super-
natant can be controlled by polyelectrolytes.
*Waste water treatment, *Pollutant identification, *Biochemical oxygen demand,
*Treatment facilities, *Digestion, Aerobic treatment, Waste disposal, Anaerobic
digestion
207
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D103
SUPERNATANT DECANTING OF AEROBICALLY DIGESTED
WASTE ACTIVATED SLUDGE,
Parades, M.
Carmel Sanitary District,
Carmel, California.
Water Pollution Federation Highlights, Vol. 13, No. 10, p D4-D5, October, 1976.
2 fig.
The Carmel Sanitary District, in 1973, began operation of a secondary activated sludge
treatment process. It included two aeration tanks which were aerated and mixed by two
surface aerators which ran continuously. Supernatant decanting basins in each tank
helped to settle sludge and return solid materials to the digestion area. Submerged
entrance ports allowed mixed sludge to enter the basins and settle on the bottom while
clarified or decanted supernatant passed over outlet weirs to return to the waste water
flow ahead of the secondary sedimentation tank or to the final clarifier. The sludge
was returned to the main digestion area. Because of turbulence in the supernatant de-
canting basins a clear decanted liquid was impossible. The tanks were alternately shut
down creating the problems of sludge rising to the top and going over the weirs and bad
odors after start-up. A hole was cut in one side of the decanting basins which ex-
tended above and below the water line and a wooden sluice box was attached to the out-
side of the settling basins over the hole to allow it to slide up and down until clear
liquid could be brought into the settling basin and the surface sludge kept out. This
caused poor settling in the digestion area and one tank was permanently shut down to
receive sludge from the other and act as a settling tank. This cleared the decanted
supernatant and improved sludge settling in the main digestion area. A submersible
pump was installed 60 cm below water level in the decanting basin of the settling tank
to pump clear supernatant to the aeration basins and aid in the clarification of the
final clarifier. Drawing off sludge regularly from the bottom of the settling tank,
not running an aerator in this settling, and keeping water sprays on top of the tank
produces a consistently clear supernatant.
*Waste water treatment, *Activated sludge, ^Treatment facilities, *Aerobic treatment,
^Digestion, Sewage treatment, Aeration, Mixing
D104
AN AUTOMATED METHOD FOR THE DETERMINATION OF LOW-LEVEL
KJELDAHL NITROGEN IN WATER AND WASTE WATER,
Elkei, 0.
Canada Centre for Inland Waters,
Water Quality Branch,
Ontario Region,
Burlington, Ontario, Canada.
Analytica Chimica Acta, Vol. 86, p 63-68, 1976. 2 fig, 2 tab, 10 ref.
An automated system was developed to determine low Kjeldahl nitrogen concentration
levels with good accuracy and precision. The device consisted of standard Technicon
AutoAnalyzer II nodules with various proportioning and micrometric pumps. Also in-
volved were a continuous block digester, a rotary mixer, heating elements, a double-
reservoir helix, colorimeter, vacuum pump, strip chart recorder, and a digital printer.
Reagents were high quality certified reagent grade and distilled deionized water was
used. An ammonium sulfate solution was the stock solution for making working standards.
Sensitivity was unsatisfactory with the colorimetric method based on the Bertholet re-
action with alkaline phenolate-hypochlorite reagents. A more sensitive color reaction
was found between ammonia and a weakly alkaline mixture of sodium salicylate and di-
chloroisocynurate. The digestion mixture of perchlorate was slightly better for guano-
sine and quinine, but for prollne and amino acids, peroxide and the perchlorate-
selenium mixture were equally good. Hydrogen peroxide was a good alternative to the
latter mixture and had the highest digestion capacity of tested digesters. The method
proved satisfactory.
^Pollutant identification, *Analytical techniques, *Automation, *Nitrogen, *Waste
water (pollution), Water, Pumps, Digestion
Kjeldahl nitrogen
208
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D105
INTERMITTENT SAND FILTRATION OF HOUSEHOLD WASTEWATER,
Sauer, D. K., Boyle, W. C., and Otis, R. J.
Wisconsin University
Madison,
Department of Civil and Environmental Engineering.
Journal of the Environmental Engineering Division-ASCE, Vol. 102, No. EE4, p 789-803,
August, 1976. 3 fig, 10 tab, 9 ref, 1 append.
Intermittent sand filtration of septic tank and aerobic treatment unit effluents was
investigated as an alternative to subsurface disposal for household waste water treat-
ment. Filters at one homesite treated septic tank effluent, while those at another
homeslte treated activated sludge extended aeration effluent. Twenty-four hour compos-
ite samples were obtained from the septic tank, aerobic unit, and intermittent sand
filter effluents. Combined aerobic and sand filter treatment provided a highly treated
effluent in terms of BOD, COD, and TSS. The effluent quality meets suggested current
surface discharge effluent standards. It operated successfully at an average hydraulic
loading rate of 3.5 gal/day sq ft for 9 mo. before surface sand maintenance was re-
quired. Sand filtration of septic tank effluent at an average hydraulic loading rate
of 5 gal/day/sq ft produced complete nitrification and BOD and TSS that meet surface
discharge effluent standards. Successful maintenance for sand filters used with a
septic tank included removing the top 2 to 5 in. of clogged sand and replacing it with
clean sand and raking it without adding clean sand. Total annual costs for treating
and disposing of household waste water using intermittent sand filter systems ranged
from $400 to $700, depending on the use of septic tanks or aerobic treatment units
and the size and method of maintenance of the sand filters.
*Waste water treatment, *Activated sludge, *Pollutant identification, *Biochemical
oxygen demand, *Chemical oxygen demand, Treatment facilities, Filtration, Sands
D106
TERTIARY TREATMENT OF SEWAGE EFFLUENTS,
Kershaw, M. A.
Mander, Raikes and Marshall Consulting Engineers,
Bristol, England.
Process Biochemistry, p 21-23, 25, September 1976. 10 ref.
A review is presented of tertiary treatments, or polishing processes, applied to sewage
effluents to make them comply with standards more stringent than 30 ss (suspended
solids):20 BOD. In upward flow filters, the larger solids are trapped in the bottom,
coarse medium and the finer solids in the top, fine medium. Their performance depends
on the flow rate; with filter effluent loading of 100 cu m/sq m/day 90% solids removal
can be achieved. With Micro strainers, results vary with the quality of fabric on the
drum, and the key to successful performance is the quality of the influent. Rapid
gravity sand filters are successful as treatments for percolating filter and activated
sludge effluents. Normal loading is between 200 and 250 cu m/sq m/day. Slow sand
filters are found at older, smaller sewage works; they produce higher costs than other
methods of effluent polishing. With the upward flow carrier, the effluent is passed
up through a bed of pea gravel and the suspended solids are removed from the Influent
by flocculation and settlement. The action of lagoons or maturation ponds consists of
a combination of buffering sedimentation and biological activity. For a retention
period of 4 days 40% ss and BOD reduction and 70% E. coli reduction are often achieved.
In the operation of grass plots, the first consideration is to ensure that the feed
liquor is evenly distributed and does not pond or short circuit. This form of treat-
ment is well suited to small sewage works in rural areas where land is available.
*Waste water treatment, *Sewage treatment, *Biologlcal treatment, *Treatment
facilities, *Tertiary treatment, Sewage effluents, Biochemical oxygen demand,
Suspended solids
209
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D107
AEROBIC BIOLOGICAL TREATMENT OF A COLLOIDAL WASTEWATER,
Khararjlan, H. A.
Dissertation Abstracts International B, Vol. 37, No. 4, p 1805B, 1976.
Contact stabilization was studied as a modification of the activated sludge process.
Colloidal waste water made from yogurt, beef extract, and mineral salts was used in the
study. Batch type experiments conducted at 0, 23, 43, and 54% colloidal percentages
showed that not all colloidal wastes undergo a period of adsorption onto biological
floe followed by release back into solution. Continuous flow experiments conducted
on two model treatment units showed that the completely mixed and contact stabilization
processes both have similar COD removal efficiencies when compared on a total sludge
basis. Sludge productions in the contact stabilization processes were lower than in
the completely mixed system. A mathematical model was developed for the use of design
engineers and plant operators for use in process optimization.
*Waste water treatment, *Biological treatment, *Actlvated sludge, *Chemical oxygen
demand, *Aerobic treatment, Colloids, Waste water (pollution), Stabilization
D108
PRIMARY SURVEY OF THE INVENTORIES OF RURAL PUBLIC UTILITIES
(Premier Apercu Sur Les Inventaires Des Equipements Publics
Ruraux),
Basalo, C.
Techniques et Sciences Municipales-L' Eau, No. 8-9:363-368, August-September, 1976.
The inventory of rural public utilities in France shows that sewer systems are now
serving 32% of the population compared to 23% in 1971 and that the adjunction of pur-
ification plants has risen from 12% (in 1971) to 22%. An estimated 8 billion francs
will be spent to add to the sewer system and 2 billion to expand purification facili-
ties. It is estimated that the immediate needs of the growing communities will be
met within 10 years. The capacity for rural sewage treatment has recently risen from
that for 4,180,000 inhabitants to 9,500,000. At present, out of 28,000,000 inhabi-
tants who could be served by communal facilities, only 19,500,000 are so served.
*Waste water treatment, *Sewage treatment, *Sewerage, *Treatment facilities, *Rural
areas, Public utilities, Sewers, Human population
France
210
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D109
BIOLOGICAL PURIFICATION OF URBAN WASTEWATERS BY MEANS OF ROTATING
BIOLOGICAL DISKS (EPURATION BIOLOGIQUE DBS EAUX USEES URBAINES
AU MOYEN BE BISQUES BIOLOGIQUES TOURNANTS),
Tan, B. H., Giffard, M., and Martin, G.
Techniques et Sciences Municipales-L'Eau, No. 6:281-284, June, 1976.
For six months, the municipal waste waters of Rennes were fed into a pilot biological
purification plant consisting of two drums, each with eleven rotating biological poly-
styrene disks. The total functional surface of the disks was 130 sq m and the total
immersed surface 56 sq m. The rotating speed was 2 rpm and total volume 690 liters.
Eight flow rates were tested. Charted results show that BOB, COD, and N-NH4+ can be
effectively reduced by this process. About 50% nitrification can be achieved in 2
hours whole time with a load of 25,000 sq m/cu m/min. The BOBS load per liter of
growth on the disks is 7.2 g compared to 7.7 g in conventional bacterial beds. The
advantages of rotating biological disks are a predictable yield, a good tolerance to
toxic substances, easy maintenance, and a short whole time.
*Waste water treatment, *Biological treatment, *Pollutant identification,
*Biochemical oxygen demand, *Chemical oxygen demand, Treatment facilities,
Water purification, Cities
DUO
TECHNICAL ASSISTANCE FOR OPERATORS OF PURIFICATION PLANTS IN THE
SETNE-NORMANDIE BASIN (ASSISTANCE TECHNIQUE AUX EXPLOITANTS DES
STATIONS B'EPURATIONS BANS LE BASSIN SEINE-NORMANBIE),
Pinoit, R.
Techniques et Sciences Municipales-L'Eau, No. 8-9:363-368, August-September, 1976.
Free technical assistance to purification plants in communities and industries have
been available in lower Normandy since 1971. Technicians visit a plant four times a
year to check, correct, and improve the facility. Two day sessions are held for plant
operators to teach them more about the plant; they are also made to participate in
practical demonstrations and tests. This technical assistance system has aroused
more interest in operators for their jobs and has improved overall functioning of the
plant by approximately 10%.
*Waste water treatment, *Treatment facilities, *0perations, *Water purification,
*Personnel, Industries, Training, Operation and maintenance
Treatment facility operations, Normandy, France
211
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Dill
WASTE WATER STORAGE-SIMULATION OF INSTREAM EFFECTS,
Tapp, J. S.
Kentucky Department for Natural Resources and
Environmental Protection,
Frankfort, Kentucky,
Division of Water Quality.
Journal of the Environmental Engineering Division-ASCE, Vol. 102, No. EE6, p 1151-1159,
December, 1976. 4 fig, 7 tab, 1 ref, 1 append.
The applicability of storage and timed release of waste water into streams was investi-
gated as a means of compliance with water quality standards of Public Law 92-500. The
test site was a small stream in Mississippi with nearly 233 sq mi of drainage area
above two major dischargers, a municipality of 20,000, and a large wood products area.
The following assumptions were made for purposes of the study: that dischargers were
constant inputs into the system, except for the industry where flow was considered a
constant input to the storage pond; that velocity-flow and depth-flow in DO models by
Shindala were applicable; that a steady-state model would be representative at all
streamflows; that reaction rates of BOD decay and nitrogen oxidation to nitrate would
not change significantly with flow changes; that BOD, oxidizable nitrogen, and DO con-
centrations in stream above discharges would remain constant at all flows; and that
the ratio of flow by each subdrainage area to total flow would be the same at all
flows. The relationship of waste water flow and stream flow at a given temperature
for a given DO target was investigated. It was also studied under conditions with and
without operation of the storage pond. Results indicated that the storage pond kept
DO concentrations at acceptable levels by smoothing valleys in instream DO concentra-
tion curves. It was proved that storage of industrial waste water during times of
low natural streamflow and release under higher flow conditions significantly increases
instream DO levels. The frequency of violation was calculated to be once every 4 to
5 calendar years. Equations were derived for proper storage pond operation.
^Pollutant identification, ^Biochemical oxygen demand, *Waste water (pollution),
*Waste storage, *Water storage, Model studies, Natural streams, Water pollution
effects
D112
DEVELOPMENTS AT WATER RESEARCH CENTRE,
Process Biochemistry, Vol. 11, No. 9, p 24-25, September, 1976.
Several projects viewed at an open-house of the Stevenage Laboratory of the Water
Research Centre were discussed. Investigations suggested the use of flotation as an
alternative to conventional upflow clarification of potable water, a sedimentation
alternative, and a clarifier of sewage effluent and sludge thickener. Methods of im-
proving overloaded sewage treatment facilities were also discussed. These included
the adoption of alternating double filtration or effluent recirculation, the use of
plastics, and proposals for upgrading the performance of biological filtration plants.
Oxygen injection in rising-main sewers was also studied. There were continuing in-
vestigations of sludge treatment. The use of polyelectrolyte dosing and slow stirring
to thicken alum sludge and the disposal of waterworks sludge to sewers were under in-
vestigation. The Centre also undertook the study of means for co-ordinating analytical
data for determining and maintaining water quality standards.
*Waste water treatment, *Sewage treatment, *Biological treatment, *Treatment
facilities, *Research and development, Research facilities, Projects, Laboratories,
Investigations
*Water Research Centre
212
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D113
THE COST OF MUNICIPAL WATER SUPPLY: A CASE STUDY,
Clark, R. M., Stevie, R., and Trygg, G.
United States Environmental Protection Agency,
Cincinnati, Ohio,
Municipal Environmental Research Laboratory.
1976. 42 p, 8 fig, 13 tab, 5 ref. Tech. Kept. EPA-600/2-76-179.
Water supply problems have become increasingly important recently. Spreading urban
boundaries force many potential customers to locate farther from available water
sources. Therefore, studying factors affecting the costs of water supply management
is important. These factors are examined for the Cincinnati Water Works, Cincinnati,
Ohio, and the application of a functional approach to the analysis of water supply
costs is documented. This approach provides the basis for determining the cost of
service for any given consumer within the Water Works service area. Ultimately this
or a similar approach will of necessity be used to analyze the impact of regional water
supply systems. Costs are defined functionally for support services, acquisition,
purification, power and pumping, and transmission. Operating and maintenance, capital,
and labor costs are evaluated. Manpower costs are significant and play an increas-
ingly important role in the total cost of water as delivered to the consumer. As
water is pumped from treatment plant to consumer, costs are added, increasing with
respect to distance from the central supply. Cost zones are developed for the Water
Works service area. Actual charges and construction costs are compared for the Water
Works' 10 largest water users. The basic principles discussed apply to all water
supplies. They must be considered in planning and designing water systems; the func-
tional analysis is extremely important for regional considerations.
*Treatment facilities, *Cost analysis, *Economics, *Management, ""Planning, Utilities,
Water supply, Systems analysis
D114
EVALUATION OF THE USE OF SLUDGE CONTAINING PLUTONIUM AS A SOIL
CONDITIONER FOR FOOD CROPS,
Myers, D. S., Silver, W. J., Coles, D. G., Lamson, K. C.,
and Mclntyre, D. R.
California University,
Livermore,
Lawrence Livermore Laboratory.
November, 1975. 18 p, 5 fig, 6 tab, 11 ref. Tech. Rept. UCRL-77318.
During a 3-wk period approximately 32 mCi of plutonium 239 was inadvertently released
into a sanitary sewer system. Sampling confirmed that the Pu239 was essentially all
contained in the digested sludge at the sewage treatment plant. In view of the wide-
spread use of sludge as a soil conditioner, possible adverse health implications as-
sociated with use of the sludge were studied. Two uptake pathways were studied: re-
suspension and inhalation of Pu239 from sludge used as soil conditioner, and Pu239
uptake by plants grown in the sludge and subsequent ingestion by people eating the
crops. Approximately 13 cu m of the dried sludge was spread 7.5 to 10 cm deep over
an experimental plot. After a 4 wk drying period, the soil was rototilled to a depth
of about 14 cm, A control plot was rototilled without soil conditioner. The dust
cloud generated was sampled with a high-volume Anderson cascade impactor. Dissolution
characteristics of the plutonium in body fluids were studied using simulated blood
serum. Corn, turnips, broccoli, tomatoes, cucumbers, and melons were raised in the
test plot. Harvested vegetables were cleaned using techniques approximating those
home gardeners use. Fifty to 100 g of each were chemically digested and counted using
alpha spectrometry to determine Pu239 content. Estimated 50-yr radiation doses to
the pulmonary region of the lung, bone, and liver from inhalation are 0.00016 rem,
0.0012 rem, and 0.000055 rem, respectively. The 50-yr doses from vegetables were
0.000022 rem to the bone and 0.000015 rem to the liver. The maximum credible 50-yr
lung, bone, and liver dose commitments associated with the contaminated sludge are
approximately 0.04% of the annual maximum permissible dose.
*Waste water treatment, *Pollutant identification, *Sewage treatment, *Sewerage,
*Treatment facilities, Evaluation, Sludge, Sweet corn, Tomatoes, Melons, Radioisotopes
Plutonium, Soil conditioner
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D115
NUTRIENT CONTROL BY PLANT MODIFICATION AT EL LAGO, TEXAS,
Ryan, B. W., and Earth, E. F.
Harris County Water Control and Improvement District No. 50,
Seabrook, Texas.
July, 1976. 123 p, 24 fig, 20 tab, 2 append. Tech. Rept. EPA-600/2-76-104.
An existing small trickling filter plant was modified for advanced waste water treat-
ment. The need for advanced waste treatment at El Lago, Texas, the plant location,
is based on the requirements of the Texas Water Quality Board to protect the receiving
water, Clear Lake, from excessive pollution by organic carbon, suspended solids, am-
monium nitrogen oxygen demand, and phosphorus. All existing facilities of the nominal
0.3 mgd plant were utilized. Phosphorus is controlled by metallic salt addition to
the primary settler, carbonaceous removal by trickling filters, and nitrogenous oxygen
demand by suspended growth second stage activated sludge. Nitrogen is removed via
attached growth column denitrification and tertiary solids by granular media filtration.
These processes operate in series. An effluent with the following residual concentra-
tions can be obtained at the design flow of 0.3 mgd: biological oxygen demand, 5 day,
4 mg/liter; chemical oxygen demand (COD), 25 mg/liter; suspended solids, 2 mg/liter;
total phosphorus, one mg/liter; and total nitrogenous content, 2 mg/liter. The feasi-
bility of modifying an existing small trickling filter plant to control nutrients in
waste water discharge was demonstrated. The conversion to an advanced waste water
treatment plant need not disrupt services. Dosing of metallic salts for phosphorus
control did not interfere with anaerobic digestion or overload the sand drying bed
capacity. Tertiary filtration of effluent to control particulate matter enhanced the
visual qualities of the final product.
AWaste water treatment, ^Biological treatment, ^Activated sludge, ^Chemical oxygen
demand, *Treatment facilities, Waste water (pollution), Nitrification, Phosphorus
D116
DIFFUSION COEFFICIENT OF OXYGEN IN MICROBIAL AGGREGATES,
Ngian, K. F., and Lin, S. H.
Melbourne University,
Parkville, Victoria, Australia,
Department of Chemical Engineering.
Biotechnology and Bioengineering, Vol. 18, No. 11, p 1623-1627, November, 1976.
3 fig, 1 tab, 11 ref.
The question of oxygen transfer in raicrobial aggregates is of interest for biological
waste treatment and aerobic fermentation processes. If oxygen is transferred within
microbial aggregates by diffusion, as it is assumed, the transfer can be described
by Pick's law. Various experimental approaches to determine the diffusion coefficients
have been tried; they all indicate that the diffusion coefficient of oxygen in the mi-
crobial aggregates is less than that in water. A convenient method recently proposed
for evaluating the diffusion coefficient assumed that oxygen uptake by the pellets can
be described by a Michaelis-Menten type equation, according to which initial oxygen
concentration can be plotted against the half-life of oxygen concentration to yield
the desired coefficients. However, this equation is only valid in the absence of mass
transfer resistance, and the presence of this factor has been detected, especially at
low growth medium agitation speeds. The kinetic parameters can be evaluated directly
from the oxygen uptake and concentration with a Lineweaver-Burke plot and can then be
used to determine the diffusion coefficient. The agitation speed should be kept as
low as possible and small pellets used to minimize pellet break-up effects. A diffu-
sion coefficient ratio (diffusion in pellet compared to diffusion in water) of 0.525
was obtained. Thus, the method of Miura et al was sound, and can be useful if the
proper experimental conditions are selected.
*Waste treatment, *Biological treatment, *Aerobic treatment, *0xygen, *Transfer,
Microorganisms, Diffusion, Kinetics
Oxygen transfer, Pick's Law, Michaelis-Menten equation, Lineweaver-Burke plot
214
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D117
AWT AT WOODLANDS, TEXAS,
Matson, J. V., Callegari, W. A., and Hassan, M. R.
Houston University,
Houston, Texas,
Civil Engineering Department.
Water and Wastes Engineering, Vol. 13, No. 12, p 22-25, December, 1976. 1 fig, 3 tab.
Innovations in the water treatment system of Woodlands, Texas were presented and dis-
cussed. As a HUD new community project, the system was designed after extensive ecologi-
cal and environmental planning. Treated waste water will be recycled into a lake which
will serve as a recreational facility and a reservoir for irrigation and domestic
waters. Thus, a high quality effluent is required. The system consists of four pro-
cess stages: activated sludge, lime precipitation, pressure filtration, and parallel
ozonation and chlorination facilities. Sludge treatment is handled by an aerobic di-
gester, thickener, and vacuum filter. Construction is in four stages with completion
in the mid-1980's. The system is designed to handle a population of 150,000. Lime
precipitation is used to remove phosphorus in order to prevent excessive algae growth.
Ozone was used to control chlorine levels and for disinfection. The plant is provided
with an emergency power generator.
*Waste water treatment, ^Tertiary treatment, *Sewage effluents, ^Recycling, *City
planning, Irrigation systems, Watershed management, Algal Control, Chlorination,
Ozone, Lime, Phosphorus
D118
SODIUM BICARBONATE AIDS PLANT SWITCHOVER,
Water and Wastes Engineering, Vol. 13, No. 12, p 17, December, 1976.
Sodium bicarbonate was used to solve digester souring problems in a New Jersey sewage
treatment plant during a changeover from primary to secondary treatment. Problems
occurred when plant capacity was doubled and the new treatment system added to meet
new demands and EPA standards. Alkalinity washout resulted from inadequately thickened
sludge and a 12 ft high scum blanket formed and disabled some digester piping. Produc-
tion of methane gas, used for digester temperature regulation, was reduced from 25,000
(winter) and 40,000 (summer) cu ft/day to as low as 465 cu ft/day. This caused the
use of much expensive natural gas. The addition of one to three hundred pound bags
of sodium bicarbonate daily for two months countered these problems. Alkalinity in-
creased from under 2000 milligrams/liter with a pH of 5.4 to 4000 milligrams/liter with
a pH of 7.0. With this stabilization, methane production went as high as 49,000 cu ft/
day and the use of natural gas was reduced by 98%.
*Waste water treatment, *Sewerage, *Sewage treatment, *Digestion tanks, *Alkalinity,
Sludge digestion, Methane, Sodium compounds
Sodium bicarbonate
215
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D119
KEEPING UP WITH SLUDGE AT WPCF,
Storck, W. J.
Water and Wastes Engineering, Vol. 13, No. 12, p 35-37, December, 1976.
A review of issues discussed at the Water Pollution Control Federation annual confer-
ence was presented. Sludge treatment and disposal and a variety of related topics
were treated by persons involved in various projects. One discussion on the economics
of energy use and recovery in sludge disposal was concerned with the influence of
different sludge handling and disposal methods on energy consumption and total plant
capital and operating costs. It was concluded that incineration will continue to be
economically viable, but more effective heat recovery will be necessary. Another dis-
cussion indicated that anaerobic digestion is again becoming popular because it is
economical and technical advances can easily devise more stable systems. A dewatering
economy was suggested in the use of a combined gas turbine and dryer energy sharing
proposal. The Basic Extractive Sludge Treatment (B.E.S.T.) system was evaluated. It
dewaters and dries many types of inorganic and organic sludges to produce 95% dry,
pathogen-free solids, clear sterile water, and it recovers greases and oils. Various
land applications of wastes were considered for treating waste water. Finally, the
effects of various legal, social and political considerations on the development of
treatment systems was discussed.
*Sludge treatment, *Sludge disposal, *Economics, *Anaerobic digestion, *Dewatering,
Drying, Incineration, Social aspects, Legal aspects, Political aspects, Technology
Basic Extractive Sludge Treatment
D120
WASTE WATER TREATMENT BY HEATED ROTATING BIOLOGICAL DISCS,
Prensner, D. S., Muchmore, C. B., Gilmore, R. A., and
Qazi, A. N.
Southern Illinois University,
Carbondale, Illinois,
Department of Thermal and Environmental Engineering.
Biotechnology and Bioengineering, Vol. 18, No. 11, p 1615-1621, November, 1976.
3 fig, 3 tab, 11 ref.
Investigations were performed to find means of improving the performance of rotating
biological discs in the treatment of waste water. Treatment is usually performed at
68 F where mesophilic organisms metabolize wastes. Studies have shown that operation
at temperatures about 131 F, where thermophilic organisms with a higher metabolic rate
predominate, is more efficient. In this study, two identical disc systems were used;
one was heated and the other maintained at 68 F. Actual domestic sewage was used in
the experiment. Results indicated that, at 86 and 131 F, COD and BOD removal was much
higher than with the 68 F system. At 131 F, BOD and COD removal of 86 and 80%, respec-
tively, was achieved. Biological activity on the discs was instrumental in degrading
wastes.
*Waste water treatment, *Biological treatment, *Sewage treatment, *Sewerage,
treatment facilities, Microbial degradation, Biochemical oxygen demand, Chemical
oxygen demand
Mesophilic organisms, Thermophilic organisms, Biological discs
216
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D121
PROCESS ALTERNATIVES FOR REMOVAL OF CARBONACEOUS, NITROGENOUS,
AND PHOSPHORUS MATERIALS FROM CONCENTRATED WASTE STREAMS,
Engineering-Science, Incorporated,
Research and Development Laboratory,
Oakland, California.
November, 1970. 22 p, 7 fig, 2 tab, 1 ref. Tech. Rept. NTIS PB-245 125.
Laboratory studies were conducted to evaluate the performance of separation and conver-
sion processes in treating waste water effluents. Digester liquid was used as a re-
presentative waste stream. Economic evaluation indicated that daily treatment costs
increased as flow increased, that each ten-fold increase in flow rate produced a seven
to nine-fold economic cost. Highly concentrated streams produced lower treatment costs
than treatment of diluted waste streams. The use of wet air oxidation reduced solids
content and precluded chemical solids conditioning before vacuum filtration, but in-
creased daily treatment costs. It was concluded that presently available technology
for evaluating unit process performance can be applied to evaluating waste treatment
systems. Some systems proved applicable for waste treatment after cost analysis were:
chemical solids and phosphorus conversion, gravity thickening, vacuum filtration and
centrifugation, and ammonia air stripping.
*Waste water treatment, *Economics, *Nutrients, *Evaluation, *Chemical precipitation,
Flow rates, Lime, Iron
Separation processes, Conversion processes, Alum
D122
DETERMINATION OF RADIUM REMOVAL EFFICIENCIES IN IOWA WATER
SUPPLY TREATMENT PROCESSES,
Schliekelman, R. J.
Iowa Department of Environmental Quality,
Des Moines, Iowa.
1976. 212 p, 47 fig, 67 tab, 31 ref, 1 append. Tech. Rept. ORP/TAD-76-1.
Water from nine municipal water treatment plants in Iowa was sampled and analyzed to
determine the efficiency of radium-226 removal in various treatment processes and
provide cost data for these processes. Supplies with a high naturally occurring radium
content over 5 pCi/liter in Jordan and Dakota sandstone formation well water were
selected. Reverse osmosis, iron removal filtration, sodium ion exchange, and lime-soda
ash softening were studied. Radium-226 removals through reverse osmosis, sodium ion
exchange, and lime-soda ash softening plants were in the range of 95%. Hardness re-
movals with reverse osmosis and ion exchange were generally nearly identical to radium
removal. The soda ash shortage caused considerable variation in hardness and radium
removals in lime-soda ash softening; generally, radium removals were greater than
hardness and iron removals. Radium removal in iron removal plants ranged from 12 to
38%. Total annual capital and operation costs and plant operation and maintenance
costs were highly variable and typical cost data could not be developed.
*Pollutant identification, ^Treatment facilities, *Radioactivity, *Potable water,
*Water treatment, Radium radioisotopes
Natural radioactivity
217
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D123
REVERSE OSMOSIS STUDY ON MUST WASTEWATER TREATMENT,
Jennings, J. L., and Furukawa, D. H.
Universal Oil Products Company,
San Diego, California,
Fluid Sciences Division.
1975. 103 p, 18 fig, 8 tab, 3 append. Tech. Kept. NTIS AD-A014 270.
A new, non-cellulosic, reverse osmosis membrane (NS-100) and one and two stage reverse
osmosis recycle operations were evaluated for field hospital waste other than human
waste. The test unit consisted of two parallel first stages followed by a second
stage that could take feed from either first stage. One first stage contained NS-100
membranes, the other standard cellulose acetate membranes. The second stage contained
NS-100 membranes. Various compounds were added as an inter-stage treatment in an
attempt to increase organic rejection by the second stage. With low molecular weight
organics passing the membranes, vacuum air stripping was evaluated as a removal method.
Foaming was also evaluated for increasing flux and organic rejection. Recycling re-
verse osmosis was proven reliable and simple for producing reusable water. The NS-100
membrane did a very good job of removing organics, but is not yet suitable for field
hospital use. Problems occurred with fouling, cleaning, and fabrication. Two stage
operation increased performance over single stage operation, but not enough to justify
the additional cost and power consumption. None of the inter-stage treatment compounds
significantly improved organic rejection. Foaming the feedwater in a column reduced
total organic carbon (TOC) and volatile organic carbon, but not fouling. Air stripping
reduced TOC by 50%.
*Waste water treatment, *Treatment facilities, *Reverse osmosis, *Waste water
(pollution), *Hospitals, Membranes, Organic wastes, Foaming
Hospital wastewater, Non-cellulosic membranes, Air stripping
D124
LAND APPLICATION OF WASTEWATER: THE FATE OF VIRUSES, BACTERIA
AND HEAVY METALS AT A RAPID INFILTRATION SITE,
Schaub, S. A., Meier, E. P., Kolmer, J. R., and Sorber, C. A.
United States Army Medical Bioengineering Research and
Development Laboratory,
Fort Detrick, Frederick, Maryland.
1975. 57 p, 17 fig, 9 tab, 17 ref, 1 append. Tech. Rept. 7504.
Rapid infiltration (RI) land application of waste water was studied to determine if
significant quantities of specific microbiological and chemical waste water constituents
could percolate into the groundwater. The study had been in operation over 30 yr.
Primary sewage effluent was used. Bacteriophage was added to the waste water as a
tracer virus. Indigenous indicator bacteria concentrations were determined. Samples
from five soil layers extending to approximately 30 in. beneath the surface were
analyzed for heavy metals. Neither renovated nor unrenovated RI cell soils were cap-
able of adsorbing viruses from primary effluent. Tracer bacteriophage penetrated into
the groundwater. The tracer and indigenous enteroviruses were sporadically detected
in significant numbers in the groundwater at horizontal distances up to 600 ft from
the application point. Fecal indicator bacteria were concentrated on the soil surface,
but significant numbers can migrate into the groundwater. They were detected at the
same locations as the viruses. A subsurface black layer in unrenovated cells had a
high total organic carbon and heavy metal content. This layer disappeared several
months after sewage application was discontinued. Renovated beds had high total or-
ganic carbon and heavy metal accumulation on the soil surface only. Because the ground-
water intercepts a polluted river, there is little direct health hazard from the study
site.
*Waste water treatment, ^Pollutant identification, ^Sewerage, "Bacteriophage,
*Coliforms, Enteric bacteria, Groundwater, Heavy metals
213
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D125
VIRUS ELIMINATION IN WATER AND WASTEWATER,
Katzenstein, L. B., and Braswell, J. A.
Naval Coastal Systems Laboratory,
Panama City, Florida.
1976. 37 p, 2 tab, 128 ref. Tech. Rept. NCSL 269-76.
Considering the extremely small concentration of viruses necessary for infection, a
major sanitary engineering goal is total removal of viruses from water which humans
might consume. Major emphasis has been placed on assuring sufficient sewage treatment.
The effectiveness of various techniques for disinfecting sewage and drinking water are
discussed, emphasizing virus elimination. Disinfection technology currently applied
is not adequate to insure that treated water or waste water does not contain harmful
viruses. Relatively minor alterations of conventional treatment processes can greatly
enhance their effectiveness. Alum and lime can contribute to virus removal by the
formation of virus-adsorbing floes or by adjusting the pH to levels which inactivate
viruses. Ferric chloride and other coagulants are also effective. If coagulants are
used with sand filtration, the otherwise less effective filtration process can accom-
plish substantial removal of viruses. Improved mixing can greatly enhance terminal
disinfection by chlorination. The quantity of chlorine required can be reduced, re-
ducing the potential hazard of chlorinated effluents. Ozone compares very favorably
with chlorine for the elimination of viruses. The state-of-the-art for virus removal
through economically feasible treatment of water and waste water appears well ahead
of the technology currently being applied. Substantially improved virus removal should
be possible at little additional cost to a well-run treatment facility.
*Waste water treatment, *Sewage treatment, *Sewerage, *Treatment facilities, *Waste
treatment, Water treatment, Waste water (pollution), Sedimentation
DI26
HOW TO KEEP AN OLD PLANT RUNNING,
Water and Sewage Works, Vol. 123, No. 12, p 71, December, 1976.
A two-year souring cycle in the anaerobic sludge digester was recently broken at the
Tonawanda, New York, sewage treatment plant. A sodium bicarbonate treatment consist-
ing of a 500 pound/week spring dosage and the use of a combination of NaHC03 and
soda ash or continued sodium bicarbonate dosing on a year-round basis were instrumental
in discontinuing the souring. A stable pH of 7 has been maintained. A drop in methane
production was the first indication of souring and caused increased acid formation and
a drop in pH. The effect snowballed until pH reached 6.5 or lower where methane
formation is impossible. To a plant where methane gas fuels the digester, this was
a major problem. The poor solubility of lime and the lengthy period it took to raise
pH, as well as a stabilization problem made it a poor solution. It was estimated that
15 tons of sodium bicarbonate are used yearly. Temperature drops do not affect bi-
carbonate and it performs well where lime was poor.
*Anaerobic digestion, *Sludge treatment, Waste water treatment, Digestion, Treatment
facilities, Sodium compounds, Bicarbonates, Hydrogen ion concentration, Methane,
Lime, Temperature, Alkalinity
Digester souring, Tonawanda (NY), Sodium bicarbonate
219
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D127
ANAEROBIC DIGESTER SUPERNATANT DOES NOT HAVE TO BE A PROBLEM,
Mignone, N. A.
Water and Sewage Works, Vol. 123, No. 12, p 57-59, December, 1976. 8 tab, 26 ref.
The problem of poor quality supernatant from anaerobic digestion is discussed in the
first of a 3-part series. This was defined as any liquid flow from either a single-
stage or two-stage anaerobic digester which is not scum, gas, or liquid pumped from
the bottom half of the digestion tank. Its color varies from clear to yellow, to
black; and the odor can be pleasant to nauseating. Quality and quantity of supernatant
depends on the character of solids, the type of solids and the digester design (temper-
ature, loading, and mixing). Total solids increases with the fineness of division of
suspended solids removed during treatment. The three most common municipal sludges
handled are primary, primary with waste activated, and primary plus trickling filter.
Recent concern with phosphorus removal has created sludge with high proportions of
chemicals. The effects of chemical sludges on anaerobic digestion and the release of
phosphate and metal ions into the supernatant are of great concern. Several studies
of primary plus waste activated sludge with two stage, mesophilic, anaerobic digestion
with hydrated lime, aluminum sulfate, ferric chloride, and sodium aluminate for phos-
phorus removal show no effects on the anaerobic digestion process and release of solu-
ble phosphorus was minimal. Treatment by a single stage, mesophilic, anaerobic di-
gester treating primary sludge with ferric chloride, primary sludge with lime, primary
sludge with alum, and primary plus trickling filter sludge with alum, produced similar
results.
*Anaerobic digestion, *Sludge treatment, Waste water treatment, Digestion tanks,
Suspended solids, Municipal wastes, Trickling filters, Metals, Phosphorus, Lime,
Chlorides, Sludge, Temperature, Odor, Color
*Alum, Supernatant
D128
EVALUATION OF ROTARY VACUUM PRECOAT FILTRATION FOR
SLUDGE DEWATERING,
Bell, G. R., and Wirsig, 0. A.
Johns-Manville Sales Corporation,
Denver, Colorado,
Research and Development Center.
1976. 110 p, 19 fig, 25 tab. Tech. Rept. 0276-1.
Bench scale studies were performed to determine general areas of feasibility for
rotary vacuum precoat filtration (RVPF) and specific conditions for the subsequent
pilot plant studies. RVPF provides a means for dewatering sludges containing sub-
stantial amounts of finely divided, relatively impermeable solids. It achieved very
high suspended solids capture when filtering untreated and chemically pretreated con-
centrated chemical toilet human waste, Erdlator blowdown sludge, and laundry waste.
It removed varying amounts of total organic carbon (TOC) and chemical oxygen demand
(COD) depending on the age of the human waste. Filtrate from Erdlator blowdown sludge
and laundry waste had the clarity of potable water. Waste cake dry solids from the
various sludges ranged from 38 to 51%, averaging about 45%, and would be suitable for
landfill or incineration. Design of treatment systems using RVPF would be a matter
of incorporating small commercially available components. One modification necessary
for human waste filtering would involve a revolving knife to handle the paper fiber
content of the waste. An alternative single stage process using RVPF to provide simul-
taneous solids removal and carbon treatment was demonstrated.
*Waste water treatment, ^Chemical oxygen demand, *Treatment facilities, *Filtration,
Carbon, Diatomaceous earth, Filters, Suspended solids
Suspended solids removal, *Rotary precoat filter
220
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D129
OVERLAND FLOW TREATMENT OF RAW WASTEWATER WITH ENHANCED
PHOSPHORUS REMOVAL,
Thomas, R. E., Bledsoe, B., and Jackson, K.
Robert S. Kerr Environmental Research Laboratory,
Ada, Oklahoma,
Wastewater Management Branch.
1976. 44 p, 7 fig, 5 tab, 8 ref. Tech. Rept. EPA-600/2-76-131.
The capability of overland flow to provide complete treatment of raw comminuted waste
water year-round in mild climates was evaluated. A 36-month pilot study was con-
ducted at a loading of 10 cm/wk with a special 15-month adjunct on phosphorus removal
by chemical precipitation with aluminum sulfate. A well-operated system can produce
an effluent with less than 10 mg/liter of suspended solids and biochemical oxygen
demand (BOD), while removing 70 to 90% of the total nitrogen. Phosphorus removal is
about 50% with relatively minor seasonal variation but can be improved to 90% by pre-
cipitation using aluminum sulfate. Data for chemical oxygen demand (COD) and total
organic carbon are also covered in detail. Overland flow was shown to be a simple and
reliable treatment process. The effluent from the 36 month evaluation was substan-
tially better than established criteria for secondary treatment.
*Waste water treatment, APollutant identification, ^Biochemical oxygen demand,
^Chemical oxygen demand, *Sewage treatment, Land use, Nitrogen cycle, Overland flow
Phosphorus cycle
D130
WASTEWATER TREATMENT FACILITY EVALUATION, RICKENBACKER AFB OH,
Pauls, C. F.
United States Air Force Environmental Health Laboratory,
McClellan Air Force Base, California.
January, 1976. 165 p, 10 fig, 10 tab, 16 ref, 4 append. Tech. Rept. 76M-1.
The waste water treatment facility at an Air Force base was evaluated, including an-
alyzing operating conditions and performance, evaluating past operating records, and
preliminary evaluation of techniques that can be applied to upgrade the facility to
insure compliance with future discharge limitations. The primary sedimentation basins
provided 43% mean biochemical oxygen demand (BOD) removal and 50% mean suspended solids
(SS) removal, the latter below that expected for this facility. The trickling filter
provided 27% mean BOD removal efficiency; the trickling filter/secondary sedimentation
basins combined provided 69% BOD removal efficiency. Mean effluent BOD and SS concen-
trations were within current National Pollutant Discharge Elimination System (NPDES)
specifications; maximum daily effluent BOD exceeded the allowable concentration in two
instances. Final effluent fecal coliform concentrations exceeded the allowable maxi-
mum 4 of 9 days tested and chlorine residuals 5 of 7. Final effluent pH was acceptable.
Mean SS concentrations based on operating logs for the raw sewage, primary effluent,
trickling filter effluent, and final effluent were 79, 45, 37, and 18 mg/liter, re-
spectively. Mean BOD concentrations in the raw sewage, primary effluent, trickling
filter effluent, and final effluent are 162, 88, 44, and 33 mg/liter, respectively.
The BOD removal efficiency of the existing trickling filters can be improved substan-
tially by extending their arms to utilize the full available area and increasing the
recirculation ratio. Jar tests indicate that the use of alum, lime, or lime and mag-
nesium carbonate to coagulate and precipitate either the trickling filter effluent or
final clarifier effluent will produce an effluent complying with the 1977 NPDES limita-
tions.
*Waste water treatment, *Pollutant identification, ASewage treatment, *Sewerage,
*Biochemical oxygen demand, Treatment facilities, Biological treatment, Lime,
Magnesium carbonate
221
Alum
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D131
MUNICIPAL WASTEWATER TREATMENT WORKS CONSTRUCTION GRANTS
PROGRAM SUPPLEMENT NO. 1,
August, 1976. 103 p, 1 fig, 7 tab, 15 ref, 4 append. Publication MCD-02.1.
Minor revisions are made to the material in the Environmental Protection Agency Munici-
pal Wastewater Treatment Works Construction Grants Program Manual of References to
assure compatibility with a revised system for issuing policy and instructions relating
to the Construction Grants Program for Municipal Wastewater Treatment Works. The new
system is summarized. Policy directives issued after the manual was published are
included.
*Waste water treatment, ^Treatment facilities, *Municipal wastes, Construction,
*Grants, Programs, Publications, Waste treatment
D132
OPTIMIZATION OF MULTISTAGE SECONDARY CLARIFIER,
Lee, C. R., Fan, L. T., and Takamatsu, T.
Seelye, Stevenson, Value and Knecht,
Consulting Engineers,
New York, New York.
Journal Water Pollution Control Federation, Vol. 48, No. 11, p 2578-2589, November,
1976. 13 fig, 1 tab, 32 ref, 1 append.
Modeling, simulation, and optimization of the removal efficiency of the secondary
clarifier were undertaken. Investigations were aimed at the determination of optimal
operating conditions, geometry, and allocation of the compartment volumes. Results
showed that the multistage system was more efficient and produced a more stable ef-
fluent. Volume or detention time are not major considerations, if there is no scour-
ing, of removal efficiency in either clarifier type.
*Waste water treatment, ^Analytical techniques, ^Treatment facilities, *0ptimization,
•'Model studies, Sewage treatment, Efficiencies, Simulation analysis
*Clarifiers
222
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D133
MANY DESIGN PROBLEMS OVERCOME IN STATEN ISLAND PLANT,
Mitchell, R. D.
Malcolm Plrnie, Incorporated,
White Plains, New York.
Water and Wastes Engineering, Vol. 13, No. 12, p 57-59, 68, December, 1976. 1 fig,
1 tab.
Various problems received unusual solutions in the upgrading of the Port Richmond,
New York City, waste water treatment plant. The original extension plan provided for
a modified aeration process without primary settling. With changes in federal regu-
lations, alteration to a step aeration activated sludge process was necessary. It
was also necessary to provide continued operation of the primary plant until the new
one was ready. Additional problems included laying lines under an elevated railway.
Criteria for design included: plant operation with step aeration and provisions for
use of activated aeration, aeration by fine-bubble diffused air, covered liquid sur-
faces, grit removal with sludge in primary settling tanks and separation from sludge
by cyclone separators, hauling of screenings to disposal areas, and that sludge be
digested and barged to sea. The plant features a hypochlorite disinfection system
and the use of gas produced in boilers to provide space heating and sludge heating.
*Activated sludge, *Design, *New York, *Aeration, *Sewage treatment, Waste water
treatment, Treatment facilities, Air, Regulations
Port Richmond (NY)
D134
SEWAGE TO AID CITY POWER PLANT,
The American City and County, Vol. 91, No. 12, p 25, December, 1976.
A 5.7 mgd phosphate removal facility is being built by the City of Glendale, California,
to process effluent from a new water reclamation plant for use as cooling tower makeup
water for its power plant. It involves a physical-chemical phosphate stripping process
which upgrades incoming filtered secondary effluent through the addition of alum or
sodium aluminate, flocculation, precipitation of aluminum phosphates, and final fil-
tration in a dual granular media filter. Polymers will be added for aiding floccula-
tion and chlorine added to inhibit slime growth. Plant equipment includes solids
contact clarifier, chemical feed systems, dual media filter, spent backwash holding
reservoir, a pumped distribution system, and an automatic control system. Automatic
operation is a feature of this project.
*Water reuse, *Sewage treatment, *Sewage effluents, *Waste water treatment,
Filtration, Chlorination, Electric powerplants, Automatic control, Cooling water
*Phosphate removal, Cooling tower makeup water, Glendale (Calif)
223
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D135
WHITHER VILLAGE SEWAGE?,
Pullin, J.
Surveyor, Vol. 148, No. 4407, p 9-11, November, 1976.
The problem of handling sewage in rural England is approached from two viewpoints.
These involve using either regionalized sewage treatment facilities or individual
community plants. On an economic basis, costs varied from 404 to 788 pounds per proper-
ty for a regional system and 375 to 1,498 pounds per property for a community system.
Financing procedures and sources are being re-evaluated. Future trends point towards
larger regionalized schemes. On the basis of size, regional plants have several ad-
vantages: full-time attendants to quickly detect malfunctions, electronic monitoring
that is too expensive for smaller plants, designed-in flexibility in larger plants,
and minimalization of natural diurnal variations in flow. Disadvantages include the
problem of bacterial slime build-up on pipes in a longer pipeline for regional systems
and the fact that additions to either system would cost about the same. Examples were
given of various rural systems, some of which use activated sludge processes, even
in small plants. It was concluded that there is no one plan which could be recommended
for all rural areas.
*Waste water treatment, *Activated sludge, *Sewerage, *Sewage disposal, *Sewage
treatment, Economics, Pipes
Regional treatment plants, Rural areas
D136
EFFLUENT AND WATER TREATMENT: THE ECONOMICS OF LIME
DOSING AND IN-HOUSE WASTE TREATMENT,
Surveyor, Vol. 148, No. 4407, p 7, November, 1976. 1 tab.
Data from experimental plants at Stevenage and Coleshill, England, were used to evaluate
the economics of lime in waste treatment and industrial in-house waste treatment was
discussed. Costs were evaluated for the treatment of a flow of 45,000 cu m/day in
plants using conventional treatment and those using different quantities of lime. Re-
sults showed that substantial savings were achieved In capital and operating costs
when lime was used in activated sludge treatment. High costs for lime and sludge de-
watering or disposal outweighed savings with high-dosage lime treatment. Plants using
lime doses of 25, 50, 100, and 200 milligrams/liter had lower costs than conventional
treatment plants with filter presses operating at 29 cycles/week. With 14 cycles/week
or sludge disposal to land, all but the 100 milligrams/liter dose were cheaper than
conventional treatment and disposal. Lime use with systems where primary sedimentation
is the only treatment appear to provide the greatest advantages. With in-house waste
treatment, increasing costs and effluents to be disposed suggest that reducing the
amount of waste water needing treatment should be a primary objective. Options avail-
able to companies include: having some or all effluent treated at local sewage facil-
ities; minimizing waste by changing processes, reclamation of wastes and reuse of
water or waste materials; separating solids or highly contaminated wastes from main
waste stream; and pretreating waste partially or to a standard acceptable for river
discharge.
*Waste water treatment, *Industrial wastes, *Lime, *Activated sludge, Capital costs,
Operating costs, Sedimentation, Waste water disposal, Water reuse
Industrial in-house treatment
224
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D137
SLUDGE BULKING CONTROL WITH BICARBONATES,
Salvador, M.
Water Pollution Control Facility,
Cohasset, Massachusetts.
Public Works, Vol. 108, No. 1, p 65, January, 1977.
Alum treatment was replaced by sodium bicarbonate as a cure for sludge bulking in a.
Cohasset, Massachusetts, activated sludge waste water treatment facility. The use of
alum temporarily cured the problem but caused a pH drop from 6.9 to 5.0. Attempts
at control by lime and caustic soda created problems with stabilization. Alum was
discontinued to allow a return to equilibrium and sodium bicarbonate was added, at a
dosage of 10 Ibs/day, to the aeration tank, settling basins, and chlorine contact
chamber. Within four weeks, the pH of these components Increased from 6.5-6.8 to
stability at about 7.0 with an alkalinity of 250 milligrams/liter. Bulking stopped,
while BOD, and settleable and suspended solids removals Increased. The suspended
solids content of the effluent decreased from a high of 257 milligrams/liter to an
average of 25 milligrams/liter and BOD removals increased from 65% to 90%. Sodium
bicarbonate, one grain per gallon, is still added for pH control. Dosage is doubled
at a pH of 5.8 or lower.
*Waste water treatment, ^Activated sludge, *Treatment facilities, *Sludge treatment,
*Sodium compounds, Aeration, Settling basins, Biochemical oxygen demand
Bulking, Alum, Sodium bicarbonate
D138
SOLVING AN INTERIM PROBLEM OF TREATMENT PLANT OVERLOAD,
Hopkins, M. P., and Burstein, D.
Water Resources Division,
Public Works Department,
Santa Barbara, California.
Public Works, Vol. 108, No. 1, p 62-63, January, 1977. 1 tab.
A ''problem-solution" approach was used to determine necessary changes for upgrading
Santa Barbara, California, waste water treatment facilities. Additional concerns In-
cluded the prohibition of ocean disposal of sludge, stricter effluent limits for
settleable and suspended solids, inability of handling more than 8 mgd flows, and the
poor condition of the submarine outfall. Hydraulic overloading was controlled by five
corrective measures. A Barminutor was used in a bypass channel to increase comminuting
capacity during high flows. Manually cleaned bar racks were used to prevent large ob-
jects from entering comminuting facilities. Influent pumps were overhauled for in-
creased capacity and efficiency. A portable pump was installed to aid influent pumps
during heavy flows. Twenty and twenty-four inch pipes were used to connect clarifier
effluent troughs and the effluent structure was raised to accommodate peak flow heads.
Clarifier performance was improved by installing new baffle systems for basin Influ-
ent and effluent, installing new effluent weirs in the clarlfiers, regrouting each
basin bottom, installing new scum scrapers, and adding polymer feed systems to aid
settling. New chlorination equipment was installed. Sludge digestion was improved by
replacing digester feed pumps with plunger type pumps, installing an added sludge re-
circulation pump, installing a new digester gas mixing compressor, and replacing most
of the digester gas piping. Several general safety hazards were also corrected. With
these changes, performance met new standards, operational costs were reduced, and the
new equipment could be used in a new facility.
*California, *Effluents, *Waste water treatment, *Hydraulics, *Sludge digestion,
Pipes, Sludge disposal, Treatment facilities
Santa Barbara (Calif)
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D139
OZONE MAKERS HOPE TO REPLACE CHLORINE IN SEWAGE USES,
Chemical Marketing Reporter, p 7, 17, November 22, 1976.
An EPA contract was awarded for a prototype ozone disinfecting system at a sewage
treatment plant in Marlboro, Massachusetts. A new approach involves ozone generation
by a high-volume electron beam generator directly in untreated air. It was estimated
that a one million gallon per day discharge can be treated. The system is expected
to be cheaper than chlorination systems being used, producing ozone at a price of
4 to 8 cents per pound. Ozone is an attractive alternative because of the higher
cost of chlorine and problems related to its use as well as its toxicity. This method
is expected to produce up to thirty pounds of ozone an hour and only two to five
pounds are needed to treat the proposed daily output. Savings in energy, plastic, and
rubber are expected due to the fact that ozone oxidizes at room temperature. Acceler-
ators developed a beam which produces ozone from untreated air at a cost of less than
10 cents per pound. The generator is combined with a purification device. This sys-
tem is estimated to reduce by 67% the present ozone treatment energy costs of 30
cents per pound of ozone. Related equipment costs are also reduced over costs with
conventional ozone treatment systems.
*Sewerage, *Treatment facilities, *Prototypes, *Waste water treatment, *Sewage
treatment, Ozone, Chlorination, Economics
Marlboro (Mass)
D140
RECONCENTRATION OF POLIOVIRUS FROM SEWAGE,
Farrah, S., Wallis, C., Shaffer, P. T. B., and Melnick, J. L.
Baylor Medical College,
Houston, Texas,
Department of Virology and Epidemiology.
Applied and Environmental Microbiology, Vol. 32, No. 5, p 653-658, November, 1976.
1 fig, 6 fig, 7 ref.
A study was carried out to determine optimal conditions for reconcentration of viruses
adsorbed from sewage. A type 1 poliovirus was added to sewage effluent, concentrated
by an Aquella virus concentrator, and this mixture is clarified to remove solids.
The clarified effluent is treated with acid and A1C13 for a pH of 3.5. This fluid was
passed through virus adsorbents and the virus was eluted from the adsorbents. The
eluted virus was readsorbed to a series of filters. Results indicated that organic
compounds and metal ions can be concentrated during viral concentration using the
Aquella virus concentrator. While processing relatively clean water, adsorbed viruses
can be reconcentrated on smaller membranes. This is a simple procedure, though re-
concentration of eluates from filters that process sewage effluents is problematical.
At low pH, the organic compounds and metal ions form floes and clog the filters used
for reconcentration. Solving this problem by using tetrasodium ethylenediaminetetra-
acetate (EDTA) created problems of interference with viral adsorption to the smaller
filters. Reconcentration on smaller filters was effective when carbon and ion-exchange
resins were used to remove organic compounds. With this procedure, a mean recovery of
40% of the initial virus count was achieved. A very clean final concentrate was ob-
tained since most organic compounds were removed by carbon and anion-exchange resins.
*Waste water treatment, *Sewage treatment, *Viruses, Adsorption, Anion exchange,
Organic compounds, Filtration, Carbon
*Viral reconcentration, Metal ions, Aquella virus concentrator, Tetrasodium
ethylenediaminetetraacetate (EDTA)
22G
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D141
RISING TO SEWAGE PROBLEMS,
Materials Reclamation Weekly, Vol. 128, No. 22, p 25, November, 1976.
The gravity-filled Electromatic Sewage Ejector was used to alleviate a sewage flow
problem involving blocked suction pipework and pump casings at a hospital. The
problem inflow consisted of items from clothes to toys. Correction included instal-
lation of an ejector system which was 50% more efficient than regular systems which
had capabilities of up to 81/sec (100 gpm). A screening apparatus was developed for
the inlet chamber of the main sewer to handle the large amounts of previously un-
screened waste. The system works by air displacement and is said to be more effective
than rotary valve or electrode control units. Materials entering cause air to pass
through nylon transfer tubes to a switch which operates a solenoid when closed. Air
passes from the receiver into the ejector body and reduces grease or crude sewage
problems.
*Sewerage, *Treatment facilities, *Pollutant identification, *Sewage, *Gravity,
Pipes, Sewage treatment, Pipe flow
Electromatic Sewage Ejector, Sewage screening
D142
GENERATION OF ELECTRICAL ENERGY FROM MUNICIPAL REFUSE AND
SEWAGE SLUDGE,
Ruf, J. E., and Brown, H. T.
Burns and McDonnell Engineering Company,
Kansas City, Missouri.
Public Works, Vol. 108, No. 1, p 38-41, January, 1977. 1 fig, 2 tab.
Design considerations are discussed for a proposed energy recovery system involving
incineration of mixed solid waste and dried sewage sludge. Designs are based on fil-
ter press dewatering and direct drying of vacuum filtered sludge. Filter presses
were estimated to provide sludge with a 40% solids content and a higher heating value
(HHV) of 2500 Btu/pound. Dried sludge estimates were an 85% solids content and a
HHV of 6400 Btu/pound. Costs to power companies for energy produced was suggested to
be $0.015 per KWH for firm energy and $0.008 per KWH (1976 prices). A concurrent
materials recovery process was considered due to its compatibility with energy re-
covery processes. Ferrous metals recovery is now feasible and aluminum recovery
should be effective before 1980. Alternative systems which were devised included the
grate-fired waterwall incinerator, suspension-fired waterwall incinerator, and the
"Purox" pyrolysis system. Economic factors such as annual operation and maintenance
costs and annual credits were discussed and evaluated.
*Sewage treatment, *Electric power production, *Sewage sludge, *Municipal wastes,
*Energy, Electricity, Sludge treatment, Economics
Energy recovery, Materials recovery
227
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D143
PLANT UPGRADED WITH ROTATING BIOLOGICAL SURFACE SYSTEM,
Mather, S. E. J.
Public Works, Vol. 108, No. 1, p 59-60, January, 1977.
The Newell Company of Newell, West Virginia, has planned the addition of a rotating
biological surface system to its existing primary sewage treatment facility. This was
required to meet EPA standards of a 95% BOD reduction, suspended solids and phosphorus
removal. The added unit, Bio-Surf, consists of a series of 12-foot diameter high
density polyethylene sheets in corrugated sections for maximum surface area for mi-
crobial growth. There are two 25-foot shafts with a total of 176,000 sq ft, divided
into four stages. Flow is parallel to the shaft and perpendicular to the medium.
Clarified primary effluent enters the Bio-Surf unit where fixed aerobic microbial cul-
tures remove dissolved and suspended organic matter from the water. Each stage is a
completely mixed, fixed-film biological reactor with a dynamic equilibrium between the
biological growth rate and the sloughing rate of the bio-mass. The degree of treat-
ment is increased, as waste water and sloughed bio—mass progress from stage to stage,
by biological cultures adapted to the changing waste water. Bio-Surf section effluent
is not recirculated and operating power requirements are minimal. Excess waste water
and bio-mass from the last treatment stage enter circular secondary clarifiers at the
tank periphery and clarified effluent is drawn out over weirs at the center. Sludge
and skimmings can be returned to the sludge digester or to the inlet end of existing pri-
mary settling tanks. After drying, digested sludge is removed by truck to landfill
or dumping. The clarified effluent is discharged into a chlorine contact tank with
final effluent discharged into the Ohio River.
*Sewage treatment, *Sewerage, *Treatment facilities, *Waste water treatment,
*Biochemical oxygen demand, Biological treatment, Biodegradation, Sludge
*Bio-Surf
D144
WETTED AREA, SLIME THICKNESS AND LIQUID PHASE MASS TRANSFER IN
PACKED BED BIOLOGICAL FILM REACTORS,
Atkinson, B., and All, M. E. A. R.
UMIST,
Manchester, England,
Department of Chemical Engineering.
Transactions of the Institution of Chemical Engineers, Vol. 54, No. 4, p 239-250,
October, 1976. 16 fig, 9 tab, 18 ref.
Trickling filters or packed-bed biological film reactors are inserted between sedimen-
tation tanks in systems for biological purification of domestic and industrial waste
water. The performance of one such reactor containing Biopac high-porosity plastic
packing and washed "clean" each day with a high pressure water hose was examined. The
biological film was composed of a mixed culture of microorganisms with glucose as the
sole limiting substrate. The biological film thickness and the efficiency of substrate
removal were satisfactorily consistent. Throughout the experiment, the biological
film thickness remained uniform, as confirmed by the fact that independent parameters
fitting the experimental data at different flow rates, using two different optimization
methods, gave similar biological film thickness values. The experimental data were
well represented by a mathematical model in which liquid phase mass transfer was in-
terpreted as involving a mass transfer coefficient. The values of the mass transfer
coefficients obtained for all flow rates investigated were very high. Thus all the
parameters of a packed bed biological film reactor can be obtained from a pilot plant
investigation and an estimation of the kinetic coefficients. The design requirements
for any microbe/substrate system are reduced to a knowledge of the kinetic coefficients
in trickling filters with controlled microbial hold-up.
Filtration, ^Biological treatment, Mierobial degradation, Waste water treatment,
Trickling filters, Sewage treatment, Industrial wastes, Domestic wastes, Biochemical
oxygen demand, Filters, Model studies, Microorganisms
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D145
CONSIDERATIONS FOR ELECTRICAL DESIGN IN SEWAGE LIFT STATIONS,
Applegate, L. M.
Public Works, Vol. 107, No. 12, p 59-60, December, 1976. 2 fig.
The Oroville (California) Sewerage Commission has built sewage lift stations in an area
which is several feet too low for complete gravity collection. The pumps raise sewage
for gravity drainage to a much larger pump station. However, the flow is such that the
problem of on-off operation develops when pumps operate at full speed. To solve this
problem, a Variable Frequency Drive (VFD) system with a full-load efficiency of about
95% was implemented. In this system, 60-hertz commercial power is rectified into uni-
directional current which produces a 3-phase group of single-phase waves. These are
remade into alternating sequences of square waves, forming a 3-phase square-wave
counterpart of 3-phase sine waves. The motors operate as if they were served a normal
sine-wave input. The system works well if the original alternating current source is
not affected by left-overs from rectification. There is a possible drawback with
standby generators. If they have power ratings similar to the motor load ratings,
they can be incompatible with the load if the generator voltage regulator is sen-
sitive and fast in response to voltage changes. The problem can be overcome. This
was the problem with the new station. Capacitors were used to smooth out and slow up
regulator response. The modification allowed the generator to start and carry per-
fectly both 50-hp motors operating through VFD. The designed flexibility of the pumps
created a necessity for consideration of a simpler and more economical design of the
VFD system.
*Pumps, *Performance, *Hydraulic machinery, *Sewage treatment, Waste water treatment,
Treatment facilities, Electrical design, Electric motors, Capacitors, Pumping plants
Oroville (Calif), Variable Frequency Drive
D146
SUBSURFACE APPLICATION SOLVES COMMUNITY'S SLUDGE DISPOSAL PROBLEM,
Public Works, Vol. 107, No. 12, p 67-68, December, 1976.
A Lancaster, Pennsylvania, treatment plant has successfully experimented with the appli-
cation of raw sludge to farmland. This eliminated a costly step in the treatment pro-
cess. Because the plant is designed to treat a 9.6 mgd flow and often treats a 12 mgd
flow, a means of handling the excess sludge was needed. The system absorbs about 70%
sanitary wastes and serves a population of 60,000. The sludge is used on farmland pro-
ducing field corn and several grasses eaten by cattle. It cannot be used on land used
for crops aimed at human consumption. Although a sludge/acre ratio of 5 tons/acre has
been found tolerable, less has been used during experimentation. A Big Wheels applica-
tion unit was used. It can knife in 600 to 800 gallons per minute of waste material
at 6 miles per hour. Critics complain of odor and runoff problems which can be solved
by plowing under the waste material with a disc or plow. Bacterial and viral contam-
ination was also a concern. Guidelines have been developed for acceptable amounts of
heavy metals. The Big Wheels system eliminates problems associated with compacting
soil with tires and sludge runoff during rainy weather. The major drawback is diffi-
culty in injecting sludge into frozen ground. The benefits to the farmer (fertilizer
savings of $35 per ton) and the reduction of the load on waste treatment facilities
outweigh this disadvantage.
*Sludge treatment, Waste water treatment, Fertilizers, Waste treatment, Anaerobic
digestion, Waste disposal, Domestic wastes, Industrial wastes, Pathogenic bacteria,
Viruses, Runoff, Odor
*Land application, Lancaster (Pa)
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D147
THE ULTIMATE DISPOSAL OF SLUDGE,
Silvester, D. K., and Lewis, K.
The Public Health Engineer, Vol. 4, No. 6, p 153-159, November, 1976. 4 tab, 3 ref.
Three forms of land disposal of sludge were considered with a discussion of the treat-
ment methods necessary in each case. Sludge can be disposed to land as a liquid, as
organic matter, or as an inert material. Local conditions must govern which methods
are suitable and economically advantageous. The form and location of disposal dictate
the extent of required treatment. The type of sludge controls the form of treatment.
Treatment can be divided into two stages: thickening and conditioning, and dewatering
and drying. Several forms of thickening and conditioning are described, such as
gravity thickening, flotation thickening, elutriation, anaerobic digestion, chemical
conditioning, heat treatment, and polyelectrolytes. Dewatering and drying include
drying beds, filter presses, vacuum filters, belt filters, sludge concentrators,
centrifuges, composting plants, and incinerators. The Buckland Water Pollution Control
Centre in Newton Abbot, South Devon, England, was described as a demonstration of the
evolution of a means for selecting and rejecting various alternatives.
*Ultimate disposal, *Sludge disposal, Waste water treatment, Sludge treatment, Drying,
Dewatering, Polyelectrolytes, Filters, Incineration, Liquid wastes, Organic matter,
Treatment, Economics, Centrifugation
Sludge thickening, Sludge conditioning, Gravity thickening, Land application
D148
PRESSURIZED AIR SIMPLIFIES CONVEYING SEWAGE SOLIDS,
Blanchard, C. T.
Neptune CPC Engineering Corporation,
Sturbridge, Massachusetts.
Water and Sewage Works, Vol. 123, No. 11, p 78-79, November, 1976. 3 fig.
Pneumatic systems have been used for material transport for over 50 years. The appli-
cation of pneumatic ejectors in sewage treatment w^s proposed over 40 years ago, but
a system which could tie into modern treatment works has just recently been developed.
The CPC Pneumatic Ejector System is capable of moving dry sand and pumping water as
well as moving solids with a moisture content varying between these extremes. The
basic theory of operation is Boyle's Law. The material is fed into the top of the
ejector by conveyor and air (stored at 100 psi) moves the material in the pipeline
to its destination. Critical factors involved are sizing the air receiver and compres-
sor as well as the design of the ejector cycle profile. Ejectors, control valves,
discharge pipe, fittings and special discharge hoppers are designed and manufactured
for maximum protection against wear. Manual and automatic control panels are avail-
able. In addition, there is a "bottom loading" ejector for thickened sludge or other
materials that behave like a liquid. Advantages of pneumatically conveying grit,
screenings and sludge safely in enclosed pipe, in any direction, can be applied to
small or large plants. It can be applied to new construction or it can be an economic
alternative for upgrading older plants.
*Sewage treatment, *Pipelines, *Pressure conduits, Solid wastes, Mechanical equipment,
Distribution systems, Sewerage, Treatment facilities, Automatic control
CPC Pneumatic Ejector System
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D149
THE USE AND RE-USE OF SEWAGE EFFLUENT,
Cox, G. C., and Humphris, T. H.
Water Pollution Control, Vol. 75, No. 4, p 413-427, 1976. 10 fig, 2 tab, 23 ref.
Experiences at the Croydon Power Station, In England, with sewage effluent used as
cooling water for condensers was reported. This use of sewage effluent has proven
economical and beneficial to the waterway receiving the effluent. At this plant,
sewage effluent was combined with small amounts of borehole water. In addition, con-
cern was shown for cleaning the condensers. The condenser deposit was a form of
calcium phosphate and small quantities of calcium carbonate. Laboratory tests were
conducted to determine characteristics of the sewage effluent for control purposes.
In comparison with other cooling water systems, it was found that bacterial oxidation
could be used as a means of reducing chemical treatment costs. The use of sewage ef-
fluent may provide a way around the use of enormous amounts of fresh water and the
waste heat of generating plants can be used in sewage treatment. Conditions in a
power station cooling tower are nearly optimum for nitrification and could prove valu-
able in sewage treatment. Cooling towers might also be used for denitrification pur-
poses. Experiments are suggested to determine the usefulness of developing combined
power generation and sewage treatment plants.
*Water reuse, *Power plants, ^Cooling towers, *Waste water treatment, *Sewage
effluents, Treatment facilities, Biological treatment, Nitrification, Denitrification,
Sewage treatment
Croydon Power Station
D150
WASTE WATER TREATMENT UNIT FEATURES FLUIDIZED BED,
Chemical Engineering, Vol. 83, No. 23, p 87-88, October, 1976. 1 fig, 1 tab.
The Hy-Flo fluidized-bed waste water treatment system is described for biologically
treating waste water for carbonaceous BOD removal, nitrification of ammonia nitrogen
to nitrates, and denitrification of nitrates to nitrogen. The modular system is
economically competitive with other systems and can increase plant capacity by the
addition of reactors. It is a closed system requiring no activated sludge return to
the reactor. It is composed of a vertical column filled with a medium, such as sand,
with a bacterial and other high-order microorganism population coating the surface
of each particle of the medium. Waste water, which can be preoxygenated, is introduced
into the bottom of the column at a flow rate of 10-25 gallons/minute/square foot of
reactor cross-section area. Continuous fluidization of the bed is assured and elim-
inates packing of solids and reactor clogging. Treatment times were found to produce
85-90% removal of BOD in 15 minutes compared to normal removal times of 6-8 hours.
The system is less susceptible to toxic shock loads.
*Filtration, *Waste water treatment, *Biological treatment, Nitrification,
Denitrification, Activated sludge, Biochemical oxygen demand, Flow, Microorganisms,
Treatment facilities
Fluidized-bed
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D151
GAS FROM SEWAGE, SLUDGE PYROLYSIS ENERGY SOURCE SAYS
CALIFORNIA STUDY,
Canadian Pulp and Paper Industry, Vol. 29, No. 11, p 10, November, 1976.
Tests at the Concord, California, Waste Water Treatment Plant proved that pyrolysis
of municipal solid waste and sewage sludge could be an energy source for waste water
treatment plants. A multiple hearth furnace was used for the pyrolysis of various
mixtures of refuse and sludge. The object was to cut costs of tertiary waste water
treatment and solids disposal at a new plant being constructed. The new plant was
to recycle domestic sewage into high quality water for cooling and industrial processes.
The recommendation was that there be shredding accompanied by metal removal and air
classification of solid waste to produce a refuse-derived fuel (RDF). This fuel is
then fed to the furnace with the sewage and pyrolyzed into a combustible gas. No other
fuel is needed for the process. The fuel gas has sufficient entropy to make steam and
power generation economically viable. Temperatures of more than 2400 F were achieved.
*Incineration, *Ultimate disposal, Waste water treatment, Treatment facilities,
Sewage disposal, Municipal wastes, Tertiary treatment, Fuels, Domestic wastes,
Water reuse
*Pyrolysis, Multiple hearth furnace, Refuse-derived fuel, Concord (Calif)
D152
THE OXYGEN-ACTIVATED SLUDGE PROCESS — THEORY AND PRACTICE,
Singh, R. C.
Journal of The Institution of Engineers (India), Vol. 56, Part EN 3, p 108-114,
June, 1976. 2 fig, 2 tab, 16 ref.
The ability to produce oxygen economically has made its use possible instead of air in
the activated sludge process. An oxygen atmosphere creates a different environment
from an air atmosphere, and the two should be evaluated independently. Theoretical con-
siderations, experimental evidence, and working results of pilot and full scale plants
are discussed. The advantages of using oxygen in the activated sludge process are
presented. The oxygen activated sludge process has been proved economically viable in
actual field installations treating municipal and varied industrial wastes. Its ad-
vantages arise from its ability to maintain a high dissolved oxygen level in the mixed
liquor, efficient oxygen transfer at low mixing velocities, quick removal of the gases
of decomposition, and capability for automatic operation. Due to use of covered re-
actors, less land area is needed. Treatment time is significantly reduced. The effluent
is well nitrified. The excess sludge has higher bio-mass per unit volume and a low
sludge volume index. The food to micro-organisms ratio is increased, making possible
higher biochemical oxygen demand (BOD) loading per unit weight of mixed liquor volatile
suspended solids (MLVSS). High MLVSS concentration can be maintained in the reactor
so that more BOD per unit reactor volume can be applied. The sludge settling and
compacting properties are excellent. Pumping for sludge recirculation is less expen-
sive. Dewatering, processing, and disposing of excess sludge are easier. Bulking is
eliminated. The effect of temperature on oxygen absorption rate is minimized. The
covered aeration tanks minimize odor nuisance.
*Waste water treatment, *Biological treatment, *Activated sludge, *Biochemical oxygen
demand, *Treatment facilities, Oxygen, Air, Aerobic conditions, Microorganisms,
Dissolved oxygen
*0xygen activated sludge
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D153
FILTRATION RESEARCH IN UK UNIVERSITIES,
Wakeman, R. J.
Exeter University,
Exeter, United Kingdom,
Department of Chemical Engineering.
The Chemical Engineer, No. 314, p 683-685, 703, October, 1976. 4 tab, 75 ref.
Current contributions to research in filtration by workers at British universities and
research centers are briefly surveyed. Measurements of the influence of slurry con-
centration on filter cake moisture contents are being made, and cake dewatering mecha-
nisms are being examined with respect to the nature of the particles, their size dis-
tribution, and the compressibility of the cake. Pilot scale experiments on depth
filtration as applied to water treatment are being extended to full scale filters with
particular reference to the use of anionic polyelectrolytes suitable for the treatment
of low turbidity reservoir waters and to the kinetics of phenol oxidation within fil-
ters. Sludge dewatering is being examined, with some emphasis on the nature of the
solids found in effluents and the validity of filtration theory when applied to sewage
sludges. Research in the United Kingdom is making an important contribution to the
gradual transformation of filtration from an art to a science.
*Waste water treatment, *Treatment facilities, *Filtration, *Research and development,
*Foreign research, Universities, Slurries, Moisture content, Dewatering, Filters
Filter cakes
D154
POLYELECTROLYTES FILTER BED COATINGS (Impregnacja zloz
filtracyjnych polielektrolitami),
Dziegielewski, B., Kowal, A. L., and Mackiewicz, J.
In: Metody Fizykochemiczne Oczyszczania Wod I Sciekow (Referaty Z Konferencii Naukowo-
Technicznej), May 6-7, 1976, Lublin, Poland, Marie Curie Sklodowska University, Lublin,
Vol. 1, p 59-68, 8 fig, 7 ref.
Filter bed coating with polyelectrolytes increases filtration efficiency in decoloring
water with low suspended matter concentrations. Cationic and anionic polyelectrolytes
were studied. During the first two hours of a 10-14 hour filter run, 0.1-0.2 ppm doses
were applied. Raw water turbidity was 25 ppm; that of the effluent was less than 3 ppm.
Filtration velocity was 7.5 meters/hour and the filter bed capacity for suspended
solids was 1.95-2.85 kilograms/square meter. Anionic polyelectrolyte, Polyhall 650
proved most efficient at doses around 0.01 ppm. Calgon M-502 was very efficient with
jar test coagulation, but useless for filter coating. Filtration effectiveness was
increased by filter bed coating without prior coagulation.
*Filtration, *Waste water treatment, *Polyelectrolytes, Coagulation, Suspended solids,
Color, Cations, Anions
Filter bed coatings, Polyhall 650, Calgon M-502
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D155
PURIFICATION OF WASTE SULPHURIC ACID BY DIALYSIS ON WEAKLY-BASIC
ANION-EXCHANGE MEMBRANES (Dlalityczne oczyszczanie odpawdow
stezonego kwasu siarkowego przy pomocy slabozasadowych membran
anionowymiennych) ,
Mika-Gibala, A., and Winnicki, T.
In: Metody Fizykochemiczne Oczyszczania Wod I Sciekow (Referaty Z Konferencii
Naukowo-Technicznej), May 6-7, 1976, Lublin, Poland, Marie Curie-Sklodowska University,
Lublin, Vol. 1, p 1-10. 3 fig, 1 tab, 7 ref.
Studies were conducted to determine more economic means of neutralizing sulfurlc acid
wastes formed during sulfonation of organic compounds. Purification by dialysis was
investigated. The test solution contained about 13 moles/cu dm of H2S04 and up to
200 grams/cu dm of organic impurities, the post-sulfonation degradation products of
iso-butyl naphthalene. Weakly-basic, anion-exchange membranes were used because of
their superiority in relation to the specific mechanism of hydrogen ion transfer.
Determinations were made of the diffusion coefficient and rate of dialysis for ion-
exchange membranes of varying capacities. Results indicated that these membranes were
substantially better than the Selemion DMT membrane.
*Waste water treatment, *Sulfur compounds, Organic compounds, Acids, Degradation,
Anion exchange, Neutralization, Hydrogen, Ion exchange, Membrane processes
Ion-exchange membranes, Selemion DMT membrane
D156
MEMBRANE SCALING PREVENTION IN AN ELECTRODIALYSIS DESALINATION
OF BRACKISH WATER (Zapobienganie powstawaniu kamienia
membranowego podczas elektrodlalizy wod slonawych),
Blazejewska, G., Winnicki, T., and Gudra, T.
In: Metody Fizykochemiczne Oczyszczania Wod I Sciekow (Referaty Z Konferencii Naukowo-
Technicznej), May 6-7, 1976, Lublin, Poland, Marie Curie-Sklodowska University,
Lublin, Vol. 1, p 11-16. 3 fig, 1 tab, 1 ref.
Several considerations involved in the electrodialitic process were discussed. Con-
centration polarization, precipitation of heavily dissolving salts, and other factors
were investigated to determine their influences relative to the process. Experiments
were described which evaluated ultrasonic vibrations as a means of preventing membrane
scaling. Determinations were made on the effect of ultrasonic vibration intensity on
the amounts of sludge in the concentration chamber.
^Membranes, treatment facilities, *Brackish water, Water treatment, Desalination
processes, Electrodialysis, Sludge, Scaling
*Ultrasonic vibration
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D157
COAGULATION OF WATER WITH HIGH CONCENTRATION OF COLOR MATTER
(Oczyszczanie wody o wysoklej barwie),
Kowal, A. L., and Kurowskl, Z.
In: Metody Fizykochemiczne Oczyszczania Wod I Sciekow (Referaty Z Konferencii Naukowo-
Technicznej), May 6-7, 1976, Lublin, Poland, Marie Curle-Sklodowska University,
Lublin, Vol. 1, p 17-23. 4 fig, 1 tab, 5 ref.
Investigations were made of groundwater with very high color (950 ppm Ft) and permangan-
ate value (90 ppm 02). Color removal was by alum and lime coagulation. Doses of alum
were near 300 ppm (calculated as aluminum sulfate), and that of lime was 400 ppm CaO.
Lime coagulation in a sludge blanket clarifier followed by multilayer filtration pro-
duced best color removal (99.5%) and permanganate value (93%). The sulfate or chloride
concentrations in treated water increased when alum coagulation and oxidation of color
matter with chlorine (700 ppm C12) was used. With lime coagulation, recarbonation
was necessary to reduce water hardness.
*Subsurface waters, *Water properties, *Water analysis, *Color, Sludge, Filtration,
Sulfur compounds, Chlorides, Coagulation, Groundwater
Alum coagulation, Lime coagulation, Permanganate value, Hardness(water)
D158
EFFECT OF pH ON SOME WATER TREATMENT UNIT PROCESSES
(Wplyw odczynu na niektore procesy Oczyszczania wody),
Kowal, A. L., and Mackiewicz, J.
In: Metody Fizykochemiczne Oczyszczania Wod I Sciekow (Referaty Z Konferencii Naukowo-
Technicznej), May 6-7, 1976, Lublin, Poland, Marie Curie-Sklodowska University,
Lublin, Vol. 1, p 32-37. 5 fig.
The efficiencies of purification processes are affected by pH levels of the treated
waters. In water from the river Odra, optimum pH for alum coagulation and filtration
was from 5.2 to 5.5, though the raw water pH was 7.4 to 7.8. A relationship was found
between optimum pH of alum coagulation and water temperature. Water pH and the pres-
ence of manganese oxides on the filter bed sand determine the efficacy of iron and
manganese removal. Manganese removal at a lower water pH can be achieved by prelimi-
nary chlorination. A pH of 7.0 allowed the most efficient sorption process with
active carbon.
^Treatment facilities, *Water treatment, Waste water treatment, Water purification.
Water temperature, Hydrogen ion concentration, Chlorination, Filtration, Rivers
235
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D159
REMOVAL OF LEAD IN WATER TREATMENT (Badania nad usuwaniem
olowlu z wod),
Kowal, L., and Swiderska-Broz, M.
In: Metody Fizykochemiczne Oczyszczania Wod I Sciekow (Referaty Z Konferencii Naukowo-
Technicznej), May 6-7, 1976, Lublin, Poland, Marie Curie-Sklodowska University,
Lublin, Vol. 1, p 38-43. 3 fig.
Studies were conducted of lead removal in water treatment processes. Lead sorptions
on activated carbon and suspensions of clay, chemical coagulation, and filtration
were investigated. Test solutions containing lead (from 0.1 to 1.0 ppm Pb up to 67.0
ppm Pb) were analyzed by atomic absorption. The processes studied were affected by
lead concentration, water pH, coagulants applied and their doses, and the methods for
removing suspended solids. The Introduction of iron coagulation and filtration pro-
duced the best results.
*Waste water treatment, *Lead, *Activated carbon, Hydrogen ion concentration,
Filtration, Adsorption, Suspended solids, Iron, Coagulation
D160
RESIDUAL SATURATION OF DEWATERED FILTER CAKES,
Wakeman, R. J., Rushton, A., and Brewis, L. N.
Exeter University,
Exeter, England,
Department of Chemical Engineering.
The Chemical Engineer, No. 314, p 668-670, October, 1976. 5 fig, 1 tab, 15 ref.
When a packed bed of solid particles initially saturated with a liquid is drained by
a desaturating driving force, a quantity of liquid, the residual saturation, is re-
tained at equilibrium. In cases such as sewage sludge, transport costs of wet sludge
may be reduced considerably by effective dewatering. Movement and retention of fluid
in centrifuged filter cakes have been studied experimentally. Ballotini and sieved
sand fractions were used as solids with a vertical, 0.2286 m diameter, perforate bowl
centrifuge. A cake formed by filtering the particles into the centrifuge was allowed
to drain to a final equilibrium saturation level corresponding to the centrifugal
force developed at a specific rotational speed. The measured values of the residual
equilibrium saturation were compared with previously predicted saturation levels. The
inadequacy of the capillary number and previously used permeability expressions to
correlate residual saturation data was demonstrated, along with the failure of the
simple two-regime model. It is doubtful that capillary drain height correlations from
gravity drained beds can be applied to centrifugally dewatered cakes. The effect of
rotational speed on cake permeability was explained in terms of the range of pore sizes
contributing to fluid flow.
*Waste water treatment, *Analytical techniques, ^Treatment facilities, *Saturation,
*Dewatering, Packed beds, Liquids, Equilibrium
Filter cakes
236
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D161
USES AND CULTIVATION OF SEAWEEDS,
Fralick, R. A., and Ryther, J. H.
New Hampshire University,
Plymouth,
Department of Natural Sciences.
Oceanus, Vol. 19, No. 4, p 33-39, Summer, 1976. 5 fig, 1 tab, 13 ref.
The uses and cultivation of seaweeds are discussed. They include a project begun in
1970 at the Woods Hole Oceanographic Institution to develop a waste recycling-marine
aquaculture system. Secondary sewage effluent, mixed with seawater, is used to grow
phytoplankton which is later fed to oysters, clams, and other bivalves. The algae
remove nutrients, primarily nitrogen, from the waste water, and the shellfish remove
the algae, providing tertiary sewage treatment as well as commercially valuable sea-
food. Metabolism of the animals in the system remineralizes some of the nutrients;
nitrogen and phosphorus return to the water by way of the animals' wastes. This phenome-
non necessitated the addition of seaweeds grown in suspended culture to remove the
regenerated nutrients. Initially Chondrus crispus was used in this project, but it
grew solwly and became heavily overgroxm with epiphytic seaweeds. It was replaced by
other warm-water species that appear as summer annuals in the Woods Hole region. The
growth of these algae, especially Neoagardhiella and Gracilaria, has been so successful
that a separate project was begun in which the seaweeds alone are grown in mixtures
of sewage effluent and seawater as a one—step waste recycling-aquaculture system.
Similar experiments were started in 1973 at the Harbor Branch Foundation, Ft. Pierce,
Florida, using more tropical species of seaweeds.
*Waste water treatment, *Sewage treatment, *Biological treatment, ^Cultivation,
*Projects, Recycling, Shellfish farming, Sewage effluents
^Seaweeds
D162
FILTRATION WITH GRANULAR BEDS,
Cleasby, J. L.
Iowa State University,
Ames,
Civil Engineering Department.
The Chemical Engineer, No. 314, p 663-667, October, 1976. 2 fig, 4 tab.
Granular bed filtration as applied to water and waste water treatment is discussed. It
involves the passage of dilute suspensions of particulates through beds of granular
material 0.6 m to 1.8 m deep to separate the unwanted solids. The suspensions may
reach 50 mg/liter in waste water filtration. The beds may be composed of natural sand
or crushed anthracite, flint, garnet, illmenite, or pumice. The materials are sieved
to provide the desired size range. Such filters can process large quantities of water
at low cost. The traditional slow sand filter has been largely supplanted by the rapid
filter. Rapid, granular filters are used to polish the effluent from conventional
secondary biological treatment works to meet more stringent effluent quality require-
ments. Various designs have evolved to accommodate higher solids loads. Removal re-
sults from a combination of interstitial straining, transport mechanisms, and attach-
ment mechanisms. Macroscopic physical models of filtration are based on the fact that
the rate of removal per unit depth of filter is proportional to the local concentration
of suspended solids. More recent attempts to model deep bed filter behavior have been
founded on the trajectory of small particles as they approach a larger collector.
Three basic backwashing systems are currently in use: air scour followed by water at
velocities barely sufficient to fluidize the bed, upflow wash with water at sufficient
velocity to fluidize the bed fully, and simultaneous air scour and water upwash.
*Waste water treatment, ^Biological treatment, *Analytical techniques, *Treatment
facilities, *Filtration, Suspension, Sands, Coals, Suspended solids, Filters
Granular bed filtration
237
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TU63
EVALUATION OF PROCESS DESIGN PARAMETERS FOR PHOSPHORUS REMOVAL
FROM DOMESTIC WASTE WATERS BY CHEMICAL CLARIFICATION,
Bowen, S. P.
Dissertation Abstracts International B, Vol. 36, No. 9, p 4608, 1976.
The increased use of chemical waste water treatment requires the development of optimum
values, and a means for their determination, of design parameters. These parameters
include the coagulant, dose, pH, flocculation intensity and duration, and sedimentation
time. Alum and lime treatments were the subjects of investigations. Coagulation was
studied in the treatment of raw domestic sewage by using jar tests and a column floc-
culation-sedimentation apparatus. Procedures were developed to determine the effect
of coagulant dose and pH interaction on the removal of total phosphorus, suspended
solids, turbidity, and total organic carbon. Results showed that alum coagulation pro-
duces optimum removal at a dose of about 175 milligrams/liter and a pH of 5.9. Small
variations produce large alterations in pollutant removal. There was no optimum dosage
for lime treatment coagulation and pollutant removal increased as the dose and pH in-
creased. Coagulation at low lime dose, the use of ferric iron as a coagulant aid and
sludge recycling were also studied. Studies on the effect of flocculation mixing in-
tensity and sedimentation time on pollutant removal using the above data indicated that
flocculation intensity was relatively unimportant. Overflow rate, dose, and pH for
lime and alum produced enough energy to prevent floe settling during flocculation. A
lighter, slower floe was produced by alum and alum coagulated water overflow rates must
be lower to produce comparable results. Hydraulic variations more easily upset alum
floe than lime floe. Alum sludge was more voluminous and more difficult to dewater
than that of lime.
*Phosphorus, "'Analytical techniques, Coagulation, Flocculation, Sedimentation, Lime,
Waste water treatment, Hydrology, Sludge treatment, Hydrogen ion concentration,
Chemical precipitation
Alum, Chemical treatment
D164
PURIFICATION PLANTS OF THE CARROUSEL TYPE FOR THE PURIFICATION
OF COMMUNAL, TRADE AND INDUSTRIAL WASTE WATER (Klaeranlagen
vom Typ Carrousel fuer die Reinigung Kommunaler, Gewerblicher
und Industrieller Abwaesser),
Christ, W.
Industrieabwaesser, p 13-19, 1976. 3 fig, 11 tab, 9 ref.
A carrousel-type sewage treatment plant for the purification of municipal, occupa-
tional, and industrial sewage was described. The carrousel system was developed as
a modification of the oxidation ditch. Its advantages could be applied to high con-
necting values. The system under discussion was based on the use of rotary aerators in
oxidation ditches with separation of the ventilation zone and aerators from the rest
of the ditch content. The rotary aerator was thereby adapted to the capacity required
while vouchsafing the oxygen input. In the remaining parts of the tank, divided into
two by a partition wall, the necessary speeds were maintained by rotary aerator action.
The spiral motion engendered by the aerators continued as a straighforward current
through the entire ditch and was returned at its end to the rotary aerator by opening
the partition wall. The benefits of this process involved greater padding capacity
attributable to the large sludge quantity, large storage capacity for excess sludge,
high load tolerance for sewage and sludge peaks, squat construction, and simple pro-
cedure and nitrification/denitrification processes. Comparison of construction costs
of carrousel-type installations with those of other wholly biological purification
plants showed an economy of up to 35%.
*Water purification, treatment facilities, ^Oxidation, *0xidation lagoons, Aeration,
Municipal wastes, Industrial wastes, Waste water treatment, Biological treatment,
238
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D165
NEW REFUSE INCINERATOR TO BURN ATOMIZED SLUDGE,
Mlllbank, P.
Surveyor, Vol. 148, No. 4405, p 15, November, 1976.
A new British refuse incinerator capable of handling up to 3,700 tons of domestic and
bulky household waste a week for a population of 600,000 is described. Eventually
the facility will handle 1,440 tons of 5% solids sludge from a planned treatment plant.
A 1970 report on waste disposal options recommended incineration and, though con-
sidered, electrical generation and district heating utilizing waste heat was dismissed.
Vehicles enter the facility and enter an eight bay tipping hall. Two bays have re-
straining chains to secure unstable collection vehicles during tipping. The bunker
has two main sections with a small pit for bulky household wastes. Shears are in-
stalled for bulky waste which is then discharged into the main sections. Two cactus
grabs feed the twin furnaces and air extraction grilles are set above the feed chutes
and lower down the bunker to reduce dust. The twin stream incinerator has four rock-
ing grates in each furnace, inclined at 11 degrees with a drop between each. Pre-
treatment and screening equipment designed for the new treatment plant is currently
at this plant so that the sludge will be below 6 millimeter particle size. Sludge
will be injected with air from the back wall of the furnace over the moving grate.
This avoids the problem of wet sludge landing on the grate and 'balling' with refuse.
Injection will be at 750 C, ideally at 800 C.
*Treatment facilities, *Incineration, *Waste disposal, *Sludge disposal, Waste
water treatment, Domestic wastes, Sludge treatment, Disposal, Solid wastes, Ultimate
disposal
D166
THE ELECTROFLOTATION OF ORGANIC WASTES,
Barrett, F.
Chemistry and Industry, No. 20, p 880-882, October, 1976.
A discussion was presented on the development and application of electroflotation for
effluent treatment. Electroflotation was investigated as a means of avoiding the dis-
advantages of other methods of separation in waste water treatment. The forms of this
method have been air injection or diffusion for a froth separation system, and air
dissolution in the effluent, under pressure, released as bubbles into the main portion
of the liquor at normal pressure. Major considerations for the use of electroflotation
include: good coverage of the container area by suitable electrode arrangements if
used to produce gaseous bubbles; assistance of flocculation of particles if bubbles
produced were introduced with minimum turbulence in the liquor body; and variation in
dwell time under these conditions to suit the effluent under treatment and intensify
the action. The unit is composed of a holding tank (rectangular) containing the efflu-
ent and a pair of electrodes near the bottom with the cathode above the anode. Direct
current potential is applied across the electrodes which causes electrolyzed water to
produce bubbles of oxygen at the anode and hydrogen at the cathode. These rise to the
surface, carrying suspended particles with them, thus producing a floating sludge layer
which can be removed by brushing or scraping. Titanium electrodes have proven less
susceptible to corrosion and produce better results than mild steel, stainless steel,
or platinized titanium. Application of this method was most suitable to sludge thick-
ening and to treating waste effluents from printing units applying flexographic ink,
until the less expensive and longer-lived electrode material was developed,
*Separation techniques, *Waste water treatment, *Sludge treatment, *Flocculation,
*Treatment, ^Electrodes, Sewage effluent, Corrosion, Frothing, Flotation
239
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D167
ADSORPTION, COAGULATION AND FILTRATION MAKE A USEFUL
TREATMENT COMBINATION - PART 1,
Wang, L. K., Ross, R. G., and Ciccone, V. J.
Water and Sewage Works, Vol. 123, No. 12, p 42, 44-47, December, 1976. 1 fig, 5 tab,
17 ref.
A study was conducted to determine the applicability and practicality of adapting a
mobile water purification plant using an adsorption-coagulation-filtration process to
military applications in treating field kitchen, laundry, and shower waste waters.
The preliminary process selection and subsequent technical approach to treatability
studies were presented. Factors involved included: characteristics of target wastes;
level of waste treatment required, mobility of the treatment facility; simplicity of
installation and treatment; compatibility of treatment facilities with other military
operations; costs involved; and preference of military administration and management.
Since the waste streams to be treated contain nonhazardous anionic surfactants, and
dissolved and suspended solids, treatment equivalent to secondary biological waste
treatment was suggested. With these criteria in mind, a literature search was con-
ducted to find feasible waste treatment processes which use the units of feeding, mixing,
flocculation, filtrations, and sludge concentration. Selected processes included
powdered activated carbon adsorption, polymer coagulation, and diatomaceous earth fil-
tration. After the treatment system was planned, laboratory tests were conducted to
determine the optimum types and dosages of powdered carbon and polymer, and optimum
operational conditions, A summary of the procedures and results were presented.
*Treatment facilities, *Waste water treatment, *Domestic water, *Domestic wastes,
*Military aspects, Laboratory tests, Biological treatment, Adsorption, Filtration,
Coagulation, Economics, Analytical techniques
D168
DISINFECTION OF VIRUSES IN SEWAGE BY OZONE,
Katzenelson, E., and Biedermann, N.
Hebrew University-Hadassah Medical School,
Jerusalem, Israel,
Environmental Health Laboratory.
Water Research, Vol. 10, No. 7, p 629-631, 1976. 2 fig, 6 ref.
Ozone was found to be a very potent viral disinfectant, even in contaminated water.
Tests were conducted for the ability of ozone to inactivate waterborne viruses during
sewage treatment. In one method, filtered sewage together with a virus inoculum was
added to a buffer solution containing known concentrations of ozone. The complete dis-
appearance of ozone immediately after the addition of the effluent was found. At the
same time, a rapid reduction in virus titer occurred, but after initial reduction this
titer remained unchanged. The degree of virus inactivation was dependent upon ozone
concentration and the amount of organic matter in the effluent. In a second method,
ozone was bubbled into filtered sewage containing a virus inoculum. Inactivation of
the virus began after a 30 second lag, even before residual ozone could be detected.
Inactivation of 99.999% of the virus was found when the ozone residual was 9.6 mg/liter.
Similar experiments using buffer rather than sewage showed that the process took place
at an even faster rate.
*0zone, ^Viruses, *Disinfection, Sewage treatment, Chemical reactions, Reduction
(chemical), Organic matter, Sewage effluent, Treatment, Analytical techniques
240
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D169
ADDITIONAL STUDIES ON THE USE OF CRACKING CATALYSTS IN
CONJUNCTION WITH ACTIVATED SLUDGE WASTE WATER TREATING,
Schwartz, R. D., and McCoy, C. J.
Corporate Research Laboratories,
Exxon Research and Engineering Company,
Linden, New Jersey.
Water, Air, and Soil Pollution, Vol. 6, No. 1, p 97-102, August, 1976. 1 fig, 5 tab,
1 ref.
Fresh, spent, and regenerated cracking catalysts were examined to see if observed
activity could be due to carbon and metals deposited on the catalyst during cracking
operations. Earlier studies were repeated and adsorption isotherm tests were con-
ducted. Sludge and waste water samples were taken during wet-weather conditions which
were probably responsible for poor settling and compaction noted with controls. Cata-
lyst addition caused test activated sludge to compact better than the control. The
failure of catalysts fines to settle resulted in poor supernatant optical clarity. It
was thought that adding the catalyst would aid operation under wider loadings and
throughputs without affecting sludge settling and compaction. There was little differ-
ence in the performance of fresh, spent, or regenerated catalyst and the ability to
operate at concentrations as low as 0.5 g/100 millimeters. When sludge and water were
sampled during more normal conditions, the catalyst addition produced the same in-
creases in settling and compaction. Results indicated that carbon and metals on the
catalyst surface had no effect on settling and compaction improvement when the catalyst
is present and they did not affect TOC removals. None of the catalysts adsorbed solu-
ble TOC well and the catalyst could possibly stabilize the activated sludge system
during wet weather conditions.
*Catalysts, *Waste water treatment, *Analysis, *Sludge treatment, Sedimentation,
Compaction, Chemical reactions, Carbon, Metals, Activated sludge
D170
THE FIRST FLUOSOLIDS INCINERATOR COMMISSIONED IN THE U.K.,
Engineers' Digest, Vol. 37, No. 11, p 51, November, 1976.
The Thames Water Authority (England) has constructed a treatment plant which comprises
a mechanically raked screen, detritor, primary sedimentation, biological filters, humus
tanks, micro-strainers, and sludge incineration. Humus sludge is returned to primary
sedimentation tanks and mixed sludge is pumped to one of three thickeners which have
automatic dewatering cells designed to remove supernatent and subnatent water bands.
Sludge dewatering is by vacuum filtration. Sludge from the thickeners is pumped to
rotating conditioning tanks where lime and coppers are used for conditioning before fil-
tration. Conditioned sludge is fed into the coilfilter bath and sludge cake from this
step is fed to the sludge pumps which feed the FluoSolids reactor or into a skip for
transportation. The reactor fluid bed is a mixture of sand and gases in suspension
and provides an ideal environment for thermal oxidation of sewage sludge. The water
content of the sludge cake evaporates quickly and the organic content reacts with
oxygen, providing complete combustion with minimum excess oxygen at a minimum tempera-
ture. Exit gases flow into the heat exchanger and then into a scrubber followed by a
multi-tray cooling system. Solids are transferred from the gas stream to the liquid
scrubbing stream. Scrubber water is recycled and as ash content builds up, scrubber
water with about 2% ash is pumped to lagoons where rapid settling leaves a bed of inert
ash. The plant can be shut down instantly without harm or a need to provide quench
water or maintain cooling air.
*Incineration, *Sludge treatment, Sedimentation, Filtration, Oxygen, Oxidation,
Organic matter, Temperature, Water reuse, Mechanical equipment
241
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D171
TOTAL WASTE RECYCLE SYSTEM FOR WATER PURIFICATION PLANT
USING ALUM AS PRIMARY COAGULANT,
Wang, L. K., and Yang, J. Y.
Calspan Corporation,
Buffalo, New York.
May, 1974. 33 p, 4 fig, 10 tab, 34 ref, 3 append. Technical Report ND-5252-M-1.
Potential alum recovery and reuse techniques for water purification were evaluated.
Alum floe can be recovered from sludge by solubilization with either acid or alkaline
reagents. The solubilized reagent must be subjected to pH adjustment to regenerate alum
floe. Waste water and alum sludge were collected from a water treatment plant employing
aeration, chemical addition, mixing, flocculation, sedimentation, pH adjustment, fluo-
ridation, and chlorination. Waste recycling consisted of treating filter backwash water
in a sludge separator, dividing the sludge for alum solubilization in acid and alkaline
treatment units, screening inert silt for disposal, and returning solubilized alum for
reuse as a flocculation agent. The process was designed to provide a cost effective
system for zero waste discharge. Experimental results suggest designs based on the pro-
posed system are feasible. Alum recovered from waste sludge was substituted effectively
for new alum in raw water flocculation. Filter backwash water is reusable as high qual-
ity raw supply water requiring only a short retention presedimentation treatment. Both
acid and alkaline reagents can effectively treat waste sludge for alum recovery. Re-
generated alum does not give rise to contaminant build-up in the finished water. Recov-
ery with lime or hydrated lime gives low yield efficiencies and high hardness in the
recycled alum-treated water. Using sulfuric acid regenerated filter alum and caustic
soda alum in combination eliminated the need for solution pH adjustment. Alum recovery
efficiency is improved when the waste sludge aging is minimized and the treatment
temperature elevated.
^Treatment facilities, *Recycling, *Aeration, *Chlorination, *Flocculation, Coagulation,
Sludge, Sludge treatment
*Alum
D172
PROCESSING OF COMBINED DOMESTIC BATH AND LAUNDRY WASTE WATERS
FOR REUSE AS COMMODE FLUSHING WATER,
Hypes, W. D., Batten, C. E., and Wllkins, J. R.
National Aeronautics and Space Administration,
Hampton, Virginia,
Langley Research Center.
October, 1975. 66 p, 9 fig, 18 tab, 4 ref. Technical Report NASA TN D-7937.
Processes and system configurations for reclaiming combined bath and laundry waste waters
for reuse as commode flush water were investigated experimentally. In the absence of
applicable standards, processes and hardware were tested by comparing their relative
ability to improve the chemical/physical and microbiological qualities of waste waters.
Filtration by single-pass, 90 min recycle, and 120 min recycle flows through a diato-
maceous earth cake filter was investigated. A 90 min recycle flow effectively removed
particulates down to one micron in maximum dimension and improved other physical charac-
teristics to the extent that the filtered water was subjectively acceptable for reuse.
Adsorption during single-pass and 90 min recycle flows through activated charcoal follow-
ing filtration by diatomaceous earth was investigated as a further improvement. A 90
min recycle flow was more effective and noticeably reduced color, turbidity, and sudsing.
Heating the waste water to 135 F and 145 F for 15, 30, and 45 min and chlorination at
available chlorine concentrations of one, 15, 20, and 25 mg/liter to reduce total or-
ganism counts were investigated. Coliform counts can be reduced to near zero by heating
the water to 145 F for 30 min or chlorinating to 20 mg/liter. If additional processing
is accomplished after the initial chlorination, subsequent chlorination to 10 mg/liter
or less may be required. The volume of bath and laundry water from a typical family
of four is significantly greater than the volume of water required for commode flushing
when the shallow-trap commode Is used. Collection-tank overflow and tank drainage to
remove accumulated particulates may require a small volume of makeup tap water. The
energy-use rate for the reclamation system using diatomaceous earth filtration and
chlorine sterilization averaged 0.695 kWh/day.
*Waste water treatment, *Water reuse, *Waste water (pollution), *Physical properties,
*Physicochemical properties, Absorption, Aquatic microbiology, Testing
242
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D173
SUMMARY OF PLANT EVALUATION: CITY AND COUNTY OF DENVER'S NORTHSIDE
WASTEWATER TREATMENT FACILITY AUGUST-SEPTEMBER 1972,
December, 1972. 18 p, 1 fig, 1 tab. Technical Report PB-245 781.
The Denver Northside Wastewater Treatment Plant was evaluated to determine whether it
was being operated and maintained satisfactorily to achieve the best protection for
the waters of the South Platte River. The plant follows a basically sound operational
program that should routinely provide adequate treatment. It may be possible to improve
present operations by changing the ratio of primary digesters to secondary digesters.
Digestion may also be improved by increasing the concentration of solids removed from
the primary clarifiers. Present sampling of plant influent is inadequate to describe
the incoming waste load. Sampling is not proportional to incoming flow and supernatant
liquor is included in the influent sample. The laboratory appeared to be generally well
equipped and to provide reliable data. The preventive maintenance program was good.
The quantity of waste discharged by the various industrial contributors to the system
has been reduced. The capacity of the plant is not exactly known. Presently, bypassing
is done at 130 MOD.
*Waste water treatment, *Pollutant identification, "Treatment facilities, *Waste water
(pollution), *Sewage treatment, Industrial wastes, Waste treatment, Colorado,
Interstate rivers
North Platte River
D174
A POTENTIAL ORGANIC DISINFECTANT FOR WATER PURIFICATION,
Wang, L. K., and Peery, G. G., III.
Rensselaer Polytechnic Institute,
Troy, New York,
Department of Chemical and Environmental Engineering.
In: The 1975 New England Water Works Association Meeting, January 16, 1975, Waltham,
Massachusetts, p 1-24. 4 fig, 7 tab, 28 ref.
Dosages of cetyltrimethylammonium bromide (CTAB), cetyldimethylbenzylammonium chloride
(CDBAC), and dialkyldimethylammonium chloride (DDAC) from 2.5 to 10.0 mg/liter were
added to aged tap water containing high concentrations of Escherchia coli and no residual
chlorine. All but one gave zero residual coliform counts at room temperature, nearly
neutral pH, and 10 min contact time. All three surfactants had strong bactericidal pro-
perties and could be potential disinfectants for water purification and waste water
treatment. All were overdosed. Further experiments were conducted at 0.5 mg/liter and
1.0 mg/liter using CTAB and CDBAC. Some residual coliforms were detected. Best results
were obtained with one mg/liter at 10 min contact time. Residual disinfectant concen-
trations were close to initial disinfectant concentrations. Apparently CTAB and CDBAC
are not oxidizing agents. Although CTAB seems to have slightly better bactericidal
properties than CDBAC, the latter was chosen for further study because it is considered
nontoxic at low concentrations. pH was adjusted at 5 to 9 using sulfuric acid and
sodium hydroxide; 0.5 mg/liter CDBAC and 5, 10, and 15 min contact times were used.
Minimum contact time was tentatively concluded to be 10 min, the longer the better.
Optimum pH range was 7 to 9. Contact times of 5, 10, and 15 min and 0.25, 0.5, and 1.0
mg/liter CDBAC were compared; the optimum was 10 min at 1.0 mg/liter under the pH, tem-
perature, and coliform concentration conditions used. Final tests were conducted at
22 and 30 C and 0.25, 0.5, and 1.0 mg/liter CDBAC. There was no difference in residual
coliform counts for the two temperatures. All tests indicated zero residual coliform
count at one mg/liter. For treating excellent sources of water supply, 0.5 mg/liter CTAB
or CDBAC with 5 min contact time will be sufficient.
*Waste water treatment, ^Organic compounds, *Dislnfection, *Domestic water, E. coli,
Water temperature, Hydrogen Ion concentration
243
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D175
STORAGE OF WASTES FROM WATERCRAFT AND DISPOSAL AT
SHORE FACILITIES,
Cohen, S.
General Dynamics Corporation,
Electric Boat Division,
Groton, Connecticut.
April, 1970. 67 p, 22 fig, 4 tab. Technical Report NTIS PB-245 116.
A program was established to determine the use of an impoundment system with disposal
at a shore facility for commercial and recreational watercraft to control sanitary
and galley wastes as a pollution source. A demonstration unit was built and installed
on a commercial tugboat and evaluated for two months. Component performance, system
effectiveness, equipment and installation costs, and system operating costs were de-
termined and evaluated. The control devices increased effective capacity of a compact
(120-gallon capacity) holding tank to acceptable levels. Seawater flushing was used
for toilets and urinals, and specially designed sanitary flush control and galley sink
volume control devices were used to accomodate the holding tank capacity. The tank is
corrosion resistant and had a level sensing system, an odor controlled vent line, auto-
matic flushing system, and high level alarm. Suction pump-out by a quick-connect deck
fitting was used to transfer tank wastes to shore. Solid galley wastes were stored in
a special trash compactor. Study results indicated moderately initial cost for equip-
ment and installation, minimal operation and maintenance considerations, ease of use
and psychological acceptance, freedom from odor, components small enough to fit through
hatchways and doors, design compatible with many watercraft, and compatibility with
many shore disposal techniques.
*Waste storage, *Storage requirements, *Boats, *Water pollution sources, Liquid
wastes, Solid wastes, Sanitary engineering, Plumbing, Pollution abatement, Economics
D176
WASTE WATER TREATMENT. AERATION OF WASTE WATER BY OXYGEN,
NATO Committee on the Challenges of Modern Society,
Brussels, Belgium.
January, 1973. 107 p, 26 fig, 10 tab, 10 ref. Technical Report NTIS PB-250 397.
Reports are presented from an expert workshop of the NATO Committee on the Challenges
of Modern Society (CCMS). Results of various international test groups indicated
that oxygen enriched air or industrial oxygen would be suitable for waste water treat-
ment. Several advantages of aeration by pure oxygen were cited. Though the use of
air entails the use of uneconomical amounts of energy, a high oxygen level can be
maintained in aeration tanks with slightly more energy needed than to dissolve the
feed gas. High oxygen levels allow increased sludge concentrations in aeration tanks
without impairing the specific removal efficiency of the sludge, producing a higher
pollution load capacity per space unit. Use of industrial oxygen results in a waste
gas that is about 1% that produced in conventional processes. Little additional
machinery is needed for adjusting the gas feed to a wide range of varying loads with
oxygen and less excess sludge and better -sludge characteristics are also produced.
An oxygen utilization of more than 90% was obtained in several tests. The most likely
instances of oxygen or oxygen enriched air appear to be with wastes having high or-
ganic loads of varying concentration, wastes with easily volatile components and
tending to emit odors, and over-loading of existing plants in which local conditions
preclude area extensions. Many questions on specific mechanics and characteristics
remain to be studied.
*Waste water treatment, *Aeration, *0xygen, *Sludge treatment, Treatment facilities,
Aerobic treatment, Waste treatment, Economics, Activated sludge, Municipal wastes,
Industrial wastes, Oxygenation
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D177
THE USE OF INDUSTRIAL OXYGEN IN THE ACTIVATED
SLUDGE PROCESS,
Liebmann, H., and Scherb, K.
In: Waste Water Treatment. Aeration of Waste Water by Oxygen, NATO Committee on the
Challenges of Modern Society, January, 1973, Brussels, Belgium, p 5-17, 5 fig, 6 ref.
Technical Report NTIS PB-250 397.
The Union Carbide system for the aeration of activated sludge, using industrial oxygen,
was evaluated. It consists of a series of airtight sealed tanks. Oxygen is introduced
into the gas chamber, at low pressure, in the first tank. Compressors then remove
the oxygen and introduce it into the water-sludge mixture by the hollow shaft of an
agitator. The oxygen diffuses through perforated pipes or filters, and is distributed
in the water-sludge mixture by stirring paddles. Oxygen content decreases from stage
to stage, being about 40-50% in the last. Oxygen escapes the last tank by an exhaust
pipe. Processes which vary this procedure are mentioned. Energy requirements range
between 0.2 and 0.4 kilowatt hours/kilogram of 02, depending on the process used.
Oxygen aeration is not fundamentally different from conventional aeration. More than
90% of the oxygen can be utilized, which is much greater than conventional methods.
Operation with very high sludge concentrations is possible and there is the advantage
of reduced excess sludge formation in multi-stage plants. This process also appears
to be a reliable means for treating industrial wastes with high organic load.
*Aeration, *0xygen, *Activated sludge, *Sludge treatment, Waste water treatment,
Treatment facilities, Aerobic treatment, Energy, Industrial wastes, Waste treatment,
Oxygenation
*UNOX, *0xygen activated sludge
D178
THE PURIFICATION OF HIGHLY POLLUTED WASTE IN A TEST PLANT,
USING PURE OXYGEN,
Hegemann, W.
In: Waste Water Treatment. Aeration of Waste Water by Oxygen, NATO Committee on the
Challenges of Modern Society, January 1973, Brussels, Belgium, p 18-42, 5 fig, 4 tab,
4 ref. Technical Report NTIS PB-250 397.
Tests were conducted to determine optimum operating conditions for a plant treatment
using pure oxygen to purify wastes. Results indicated that a sludge concentration of
5 grams/liter could be maintained with the oxygen aeration process. Sludge indices
were much lower than 100 cu meters/gram and activated sludge thickened readily in the
final settling tank. The amount of excess sludge produced was much lower than that in
previous experiences. Oxygen consumption was much greater than in conventional pro-
cesses. The characteristic odor of aeration plants was not found In either the sewage
effluent or the waste gas. Smaller tanks could be used with this process, but their
expense would not produce any cost savings.
*Aeration, *0xygen, *Activated sludge, Sludge treatment, Waste water treatment,
Treatment facilities, Aerobic treatment, Industrial wastes, Municipal wastes,
Waste treatment, Oxygenation, Odor
*0xygen activated sludge
215
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D179
BIOLOGICAL PURIFICATION OF WASTE WATER, USING OXYGEN,
Wuppertal, K. M.
In: Waste Water Treatment. Aeration of Waste Water by Oxygen, NATO Committee on the
Challenges of Modern Society, January, 1973, Brussels, Belgium, p 43-56, 8 fig, 3 tab.
Technical Report NTIS PB-250 397.
Studies on waste water purification by pure oxygen were conducted at a pilot plant at
Elberfeld, Germany. The test plant had two stages, each with its own secondary settling
tank. The first stage consisted of four tanks and the second stage had two tanks.
Results indicated that oxygenation had several advantages over conventional aeration.
Because the pressure of pure oxygen is greater than atmospheric oxygen, there is a
higher oxygen content in activated sludge tanks, allowing operation with higher sludge
concentrations and loads. There is about 90% utilization of industrial oxygen, and
the remaining waste gas contains about 50% oxygen. Odor can be removed by catalytic
or thermal oxidation if needed. Closed systems are used for purification by oxygen
and about 1% waste gas is produced compared to conventional aeration. Odor emissions
and germ distribution caused by stripping effects are much reduced. Settling charac-
teristics are greatly improved and less excess sludge is produced, thus reducing the
costs of sludge treatment. Drawbacks include the expense of pure oxygen and the ex-
pensive closed system required to handle it. The choice of suitable materials and the
problem of corrosion have not been sufficiently handled yet, and no final conclusions
have been drawn. The prospects for the process are still excellent.
*Aeration, *0xygen, *Activated sludge, *Pilot plants, Treatment facilities,
Aerobic treatment, Industrial wastes, Sludge treatment, Waste water treatment,
Oxygenation, Odor
D180
RESEARCH INTO THE USE OF OXYGEN IN SEWAGE TREATMENT IN
THE UNITED KINGDOM,
Goodman, A. H.
In: Waste Water Treatment. Aeration of Waste Water by Oxygen, NATO Committee on the
Challenges of Modern Society, January, 1973, Brussels, Belgium, p 57-65, 2 fig.
Technical Report NTIS PB-250 397.
British treatment plants must increase nitrification of effluents in order to increase
the dilution capabilities of rivers. Trickling fil:er or activated sludge plants using
air could achieve this goal, but their size would be economically prohibitive. The
use of more compact plants using oxygen could resolve many problems involved. Three
experimental plants were constructed to test the pure oxygen theories. One pilot plant
which was operational produced the following results: waste water was satisfactorily
oxidized to produce a low soluble BOD in the final effluent; suspended solids content
was high because of carry-over activated sludge from the final settling tank; nitrifi-
cation was limited to an average concentration of oxidized nitrogen of 5 milligrams/
liter. Settling characteristics were excellent at all times. An intermediate settling
tank and conversion to a two-step operation were hoped to increase nitrification.
*Aeration, -'Oxygen, *Activated sludge, *Sludge treatment, *Nitriflcation, Aerobic
treatment, Treatment facilities, Waste water treatment, Sewage effluents, Pilot
plants, Trickling filters, Biochemical oxygen demand, Suspended solids
Great Britain
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D181
REPORT ON THE TEST CARRIED OUT AT THE MUNICH-GROSSLAPPEN SEWAGE
WORKS, USING THE OXYGEN AERATION PROCESS,
Karnovsky, 0. F.
In: Waste Water Treatment. Aeration of Waste Water by Oxygen, NATO Committee on the
Challenges of Modern Society, January, 1973, Brussels, Belgium, p 66-76. Technical
Report NTIS PB-250 397.
Water authorities of the Munich, Germany region have built a test treatment plant
operating with oxygen in order to test the UNOX process, to compare it with similar
compressed-air plants, and to obtain data for design and operation of future facili-
ties. Results showed an average BOD5 removal of 95% and an average COD removal of
84%. Average sludge content was 7.2 milligrams/liter and average solids content of
return sludge was 2%. There was a 95% utilization of oxygen.
*Aeration, *0xygen, *Activated sludge, *Sludge treatment, Waste water treatment,
Treatment facilities, Aerobic treatment, Biochemical oxygen demand, Chemical oxy
demand, Planning, Oxygenation
*UNOX, Munich (Germany), Oxygen activated sludge
oxygen
D182
PRELIMINARY RESULTS OF PARALLEL TEST WITH FINE BUBBLE
AERATION AND OXYGENATION BY THE LINDOX PROCESS,
Scherb, K.
In: Waste Water Treatment. Aeration of Waste Water by Oxygen, NATO Committee on the
Challenges of Modern Society, January, 1973, Brussels, Belgium, p 77-89, 2 fig, 2 tab.
Technical Report NTIS PB-250 397.
Parallel tests were conducted in a pilot plant constructed in Germany. One test in-
volved waste water treatment with pure (99%) oxygen, and the other used an air-oxygen
(52% oxygen) mixture. The LINDOX process of oxygen aeration was used. Results re-
vealed that the sludge index with the oxygenation process was less than conventional
treatment and that excess sludge production was slightly lower than the conventional
process. The occurrence of fungi in the activated sludge was characteristic and had
no unfavorable effect on settling characteristics. No fungi formed in activated sludge
of the conventional process. There were no significant differences in phosphorus con-
tent, ammonium and organic nitrogen or occurrence of nitrification in the two processes.
Determination of excess sludge was difficult during the second test because of the
high sludge Index. It was suggested that optimum conditions of operation must be de-
termined for the individual oxygenation plant. Further results indicated that BODS
removal was similar for both processes and excess sludge production was 10-20% less
in the oxygenation process. This was especially true when sludge was aged beyond six
days.
*Aeration, *0xygen, *Activated sludge, *Sludge treatment, Waste water treatment,
Aerobic treatment, Pilot plants, Test facilities, Biochemical oxygen demand,
Sewage effluents, Fungi, Nitrogen, Phosphorus, Nitrification
*LINDOX process
247
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D183
MODULES PERMIT EASY EXPANSION,
Weaver, J. H.
Robert and Company Associates,
West Palm Beach, Florida.
Water and Wastes Engineering, Vol. 13, No. 11, p 73-74, November, 1976. 1 fig.
A regional treatment facility was recently constructed in West Palm Beach County,
Florida. A regional plant was chosen because West Palm Beach and other neighboring
communities were facing various difficulties with waste disposal and inadequate treat-
ment facilities. Ocean dumping was considered an environmental hazard, some communi-
ties were being pushed to upgrade their treatment, and there was pressure to join a
federally funded program to aid financing of treatment expansion. Unique features of
the plant include: modular design for easy expansion; large diameter high-volume dis-
posal wells, and the use of extended aeration activated sludge treatment in a large
facility. Deep-well disposal is an innovative alternative to ocean outfall disposal.
Other available options are opportunities to add treatment stages to produce high
quality water to supplement regional raw water supplies. The plant is composed of
measuring flumes, bar screens, grit removal devices, aeration basins, secondary clar-
ifiers, recirculation and waste sludge pumps, a chlorination chamber, aerobic sludge
digesters, an effluent pump station, and the effluent wells. Treatment is based on
"solid retention time" and BOD and suspended solids removal is over 90%, while 100% of
the bacteria is removed. Cost saving design features produced about a 15% reduction
over costs for conventional activated sludge treatment, rather than the estimated
15-20% increase in costs. Emergency power systems are provided. The plant is fed
electricity from two feed lines in opposite directions because the area is hurricane-
prone.
*Treatment facilities, *Activated sludge, *Sewage treatment, *Sludge treatment,
*Waste disposal, Environmental control, Costs, Sludge digestion, Aeration, Underground
waste disposal, Design, Energy
West Palm Beach County (Fla), Deep-well disposal
D184
SLUDGE TREATMENT SPECIALISTS,
Power and Plant, p 1, 4, November, 1976. 2 fig.
Various items manufactured by Alfa-Laval, Limited found extensive use In municipal
and industrial waste treatment. Previously involved in plants using sludge dewater-
ing by centrifugation, Alfa-Laval has expanded its product range to include waste
activated sludge concentration plants, sludge pasteurization and/or digester heating,
and sludge drying. The waste activated sludge concentration plant can continuously
thicken municipal or industrial sludges from 0.15% w/w D. S. to 6% w/w D. S. depending
on the feed characteristics. The pasteurization plant uses short time/high tempera-
ture sludge treatment which reduces costs. Sludge drying equipment dries the sludge
after dewatering and produces it In a sterilized powder usable as fertilizer. It
applies a maximum temperature to the solid surface and maintains a moist surface by
diffusion within the solid. Because these items are sized to fit existing centrifuge
sludge dewatering equipment, a sterile powdered sludge can be produced from raw pri-
mary or waste activated sludge feed.
*Sludge treatment, *Equipment, *Dewatering, *Sludge digestion, *Sludge disposal,
Activated sludge, Drying, Municipal wastes, Industrial wastes, Waste water treatment
Sludge thickening, Pasteurization
248
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D185
OZONE DISINFECTION OF SECONDARY EFFLUENTS,
Nebel, C., Gottschling, R. D., Unangst, P. C., O'Neill, H. J.,
and Zintel, G. V.
Welsbach Ozone Systems Corporation,
Philadelphia, Pennsylvania.
Journal of the Boston Society of Civil Engineers Section-ASCE, Vol. 62, No. 4,
p 161-187, January, 1976. 19 fig, 3 tab, 41 ref.
Previous studies have established that ozone treatment of sewage is useful at several
dosage levels: as a treatment for primary sewage and storm water overflow where
ozone dosages of 10 to 100 mg/liter are required; as a tertiary treatment to convert
secondary effluent to water of potable quality where dosages of over 50 mg/liter are
required; and as a replacement for chlorine for disinfection whereby a certain degree
of tertiary treatment is concurrently observed and ozone dosages of 5 to 15 mg/liter
are required. This investigation details the specific ozone dosages required for
disinfection and discusses the effectiveness of removal of specific contaminants in
the effluent. Ozone disinfection is often chosen because it leaves no harmful resi-
dual or reaction products in the receiving stream. Contaminant removal by using
ozone to produce a frothing operation is described. In addition, visual characteris-
tics of the ozonated effluent, such as suspended solids, turbidity, and color are
reduced. A correlation was made between the rate of reduction and the initial COD
level of the effluent. Additionally, the effect of ozonated secondary effluent on
the environment was discussed, taking into account such considerations as dissolved
oxygen levels, pH changes, safety, and the removal of cyanides, detergents, pesti-
cides, and phenols.
*0zone, *Sewage treatment, *Sewage effluents, ^Tertiary treatment, *Disinfection,
Froth flotation, Suspended solids, Chemical oxygen demand, Dissolved oxygen,
Environmental effects
D186
WASTE WATER OZONATION: A PROCESS WHOSE TIME HAS COME,
Rosen, H. M.
Union Carbide Corporation,
Linde Division,
Tonawanda, New York.
Civil Engineering-ASCE, Vol. 46, No. 3, p 65-69, March, 1976. 4 fig, 1 tab.
Several case histories of plants using ozone for waste water treatment are presented.
There has been an increasing interest in the use of ozone for municipal waste water
treatment due to the higher degree of required treatment under new pollution control
legislation; recognition of toxicity problems associated with chlorine; a chlorine
shortage in 1974; trends toward reuse of treated water; technological advances in
ozone generation and application; increased understanding of ozone benefits when used
as a strong oxidant and disinfectant that creates no secondary pollution problems; and
the installation of many oxygen activated sludge secondary treatment systems. Ozone
has been used in both industrial and municipal waste water treatment systems and is
effective in removing phenols, cyanides, and color, as well as taste and odor, mangan-
ese and iron, organic carbon, bacteria and viruses.
*0zone, *Waste water treatment, Oxidation, Disinfection, Odor, Municipal wastes,
Toxicity, Industrial wastes, Organic matter
249
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D187
NEW SCREENINGS REMOVAL AND DEWATERING APPARATUS,
Effluent and Water Treatment Journal, Vol. 16, No. 11, p 583, November, 1976.
An apparatus called a 'Screezer' was designed to fine screen raw sewage, lift screen-
ings clear of the liquid and press them, and remove fibrous and harder material in a
nearly dry condition. Water and softer material fall back into the main sewage flow.
The screenings are ejected in a 60% compacted condition. The 'Screezer' is easily
fitted to existing sewage works. It is made of a sectioned drum with cutter bars for
the softer material and a spiral flow 'Screezer' chamber, and an inverted siphon at-
tached to the chamber which empties into the downstream channel. The chambers should
be constructed in concrete, but asbestos cement forms can be used as permanent shutter-
ings in the form of 'U' bends below the apparatus.
*Screens, *Sewage treatment, *Dewatering, Waste water treatment, Equipment, Hydraulic
equipment, Suspended solids, Effluents, Filters, Waste treatment
Screezer
D188
GEORGIA PLANT IS A PEACH,
Cason, C. E.
R. L. Jackson Plant,
Clayton County Water Authority,
Morrow, Georgia.
Water and Wastes Engineering, Vol. 13, No. 11, p 106-107, November, 1976. 1 tab.
The Clayton County (Georgia) Water Authority built a new treatment plant utilizing
anaerobic digestion and tertiary lagoons because of the rapid industrial and residen-
tial growth of the Atlanta, Georgia, region. Processes in the three-year-old plant
involve passing influent through a grit collector and a bar screen; moving mixed liquor
clockwise around an aeration tank where dissolved and colloidal solids are oxidized to
settleable solids; and passing solids to the head of the plant as "return sludge"
while effluent is being discharged. At this plant, 140,000 gallons of sludge is re-
turned and 270,000 of effluent is discharged during the process. Return sludge aids
aerobic action on the raw influent. Tertiary treatment is automated. A baffle creates
rising air bubbles with the aid of screens. High BOD is achieved and suspended solids
reduction is substantial. BOD removals average 97% or better; suspended solids removal
is as high as 93%. In addition to domestic wastes, septic tank wastes are treated
after direct dumping into the system ahead of the bar screen and grit collector. The
diffused-air tertiary system has proven beneficial in handling this type of loading.
Lagoon effluent is very clear. Power and maintenance requirements are very slight
because there is little equipment, the only moving parts being in the two blowers for
creating bubbles in the lagoon. Line cleaning requires about 120 pounds/annually of
anhydrous HC1 gas.
*Treatment facilities, *Anaerobic digestion, *Tertiary treatment, *Sewage treatment,
Waste water treatment, Domestic wastes, Septic tanks, Separation, Sludge treatment,
Biochemical oxygen demand, Suspended solids
Clayton County (Ga)
250
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D189
SLUDGE INCINERATOR PROVES A SUCCESS,
Water and Waste Treatment, Vol. 19, No. 11, p 38-39, November, 1976.
An extremely sophisticated sludge incinerator has proven successful in Britain. The
system duplicates all principle ancillary equipment and utilizes recirculated treated
waste water for its water needs. After shutdown periods, heat losses from the shell
and heat reservoir of the sand bed are minimal. With no movable parts in the reactor,
shutdown can be instantaneous without harm to the facility. Performance has been
better than expected and costs lower than predicted. The treatment is composed of a
mechanically raked screen, a detrltor, a primary sedimentation, biological filters,
humus tanks, micro-strainers, and a sludge incinerator.
*Incinerators, *Sludge treatment, *Treatment facilities, Waste water treatment,
Water reuse, Costs, Performance, Evaluation, Water utilization, Equipment
D190
SLUDGE, GARBAGE MAY FUEL CALIFORNIA SEWAGE PLANT,
Sieger, R. B., and Bracken, B. D.
Brown and Caldwell,
Walnut Creek, California.
The American City and County, Vol. 92, No. 1, p 37-38, January, 1977. 1 fig, 1 tab.
The Contra Costa (California) Sanitary District's new 30 mgd waste water treatment
plant utilizes a multiple hearth Incinerator which produces an off-gas with enough
heat energy to power the whole plant. A study was conducted to recommend the most ef-
ficient resource recovery method. After laboratory testing, combustion and pyrolysis
of sewage sludge and refuse-derived fuel (RDF) in multiple-hearth furnaces was accepted.
Testing indicated that the furnace could operate in an autothermlc condition with RDF
instead of fossil fuel under incineration and pyrolysis conditions. Considerations
for RDF preparation and a description of the various technical factors involved In the
system are presented.
*Fuels, *Treatment facilities, *Sludge treatment, *lncineratlon, Energy, Fossil fuels,
Gases, Waste water treatment, Sewage treatment, Separation
Pyrolysis, Multiple-hearth furnaces, Resource recovery, Contra Costa Sanitary
District (Calif)
251
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D191
NEW METHODS TREAT SEWAGE PLANT DISCHARGES,
Engineering News Record, Vol. 198, No. 2, p 12, January, 1977.
Two new processes for sewage plant discharge treatment were reviewed. The first dis-
poses sludge by mixing with shredded solid waste and producing a pasteurized compost,
while the second utilizes ozone as an effluent disinfectant to eliminate carcinogens
formed by chlorine disinfection. The composting plant combines dewatered sludge and
nonrecyclable solid wastes to avoid the odors associated with land disposal. With
this system, the sludge-refuse mix is formed into 25 Ib briquettes and allowed to cure
aerobically for 2-3 weeks to eliminate the odors. The ozone method produces ozone
directly in untreated air with a miniturized high-volume electron beam generator.
This method is predicted to provide treatment at one-third the cost of chlorine treat-
ment. Costs of the first system are expected to be about $4.3 million for the con-
struction of a facility to handle 480 tons/day and $6/ton for operational expenses.
*Sewage treatment, *0zone, *Dewatering, *Solid wastes, *Sludge disposal, *Aerobic
treatment, Costs, Chlorination, Disinfection, Treatment facilities
Composting, Land disposal
D192
ADVANCED SEWAGE TREATMENT PLANT OPERATIONAL,
Effluent and Water Treatment Journal, Vol. 16, No. 11, p 581, November, 1976.
One of the most advanced sewage treatment plants has become operational near Norwich,
England. It involves a computer-based process control system that allows nearly com-
plete automatic control of plant processes. These controls have aided expansion of
the works from a 34,000 cu m/day facility to one with a capacity for 55,000 cu m/day.
The control system makes only a minimal work force necessary and treatment includes
biological filtration and an activated sludge system. For the activated sludge process,
the controls automatically measure and control flow rates and dissolved oxygen levels,
and they monitor electrical systems for optimal operation. There are controls to pro-
tect against flooding possibilities. Details are given for the automatic control of
specific processes. Though a small staff is used with automatically controlled plants,
it was suggested that personnel be well-trained.
*Sewage treatment, *Tertiary treatment, *Automatic control, *Control systems,
Engineering, Treatment facilities, Activated sludge, Biological treatment, Waste water
treatment, Engineering education
Norwich (England)
252
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D193
OZONATION OF RECLAIMED WATER,
Effluent and Water Treatment Journal, Vol. 16, No. 11, p 559, November, 1976.
The Stander Water Reclamation Plant, Daspoort, South Africa, uses chlorine to disinfect
water reclaimed from sewage. Investigations were made concerning the use of ozone as
a substitute for chlorine disinfection. Advantages of ozone were found to be a four-
fold increase in effectiveness with one-fourth the quantity of disinfectant, more ef-
fective oxidation, and more complete removal of organic compounds when combined with
active carbon adsorption. Ozone does not react with ammonia to the same degree as
chlorine and chlorine produces greater mineralization of the water.
*0zone, *Waste water treatment, *Chlorine, ^Disinfection, Treatment facilities,
Oxidation, Active carbon, Adsorption, Ammonia, Organic matter
Reclaimed water, Stander Water Reclamation Plant (South Africa)
D194
A REFRESHER ON SODIUM HYPOCHLORITE,
Water and Pollution Control, Vol. 115, No. 1, p 11-12, January, 1977.
Hypochlorite, long used as a textile bleach, has found its way into water treatment
and sewage plants as a disinfectant. It is used as an odor control agent and disin-
fectant in filtration plants, wells, reservoirs, new watermains, and waste water treat-
ment facilities. It is simple, safe, easy to use, and it does not change from liquid
to gas during use. It requires no preparation for use and the dosage can be added
manually or automatically. Only a storage tank and metering pump are necessary. It
has similar performance characteristics with chlorine. It is convenient and economical
for drinking water treatment and is often substituted for chlorine because of its
safety in use. The usual dosage is 0.2 to 0.6 ppm available chlorine. The quantity
of hypochlorite needed is largely dependent on the amount of chlorine needed for water
treatment. In waste water treatment, hypochlorite can be added at any point in treat-
ment, depending on the type of treatment facility. It can be used as a pretreatment
for odor control. In industrial applications, no corrosion is probable if a satis-
factory pH for the water is maintained. To remove odor from air, hypochlorite is
exposed to the odorous air and the offensive components are oxidized.
*Disinfectant, *0dor, *Waste water treatment, *Water quality, Sewerage, Reservoirs,
Treatment facilities, Chemical properties, Physical properties
253
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D195
NEr>> YORK CITY AREA EXAMINES ALTERNATIVE TO OCEAN DUMPING,
Solid Wastes Management, Vol. 19, No, 12, p 18, December, 1976.
The Interstate Sanitation Commission of the New York/New Jersey metropolitan area has
recommended the alternative of sludge composting and land disposal to ocean disposal
of sludge by 1981. It was suggested that sludge which could not be disposed of on
land be subjected to pyrolysis. The report indicated that sewage treatment would
triple in the area during the next 25 years, and the proposed solution would avoid
environmental pollution. The options of pyrolysis and land spreading provide the best
balance of environmental, technological, and cost factors when ocean disposal is dis-
counted „ Land spreading of composted sludge makes the best use of the sludge, but
without ocean dumping, pyrolysis may be an attractive option. Treatment of wastes to
remove toxic substances before they enter sewers was also emphasized. Further research
on pyrolysis is to be undertaken in the near future.
*Sludge disposal, *Planning, *Incineration, *Landfills, Environmental control,
Ultimate disposal, Treatment facilities, Sewage treatment, Economics, Costs, Toxicity
Hew York/New Jersey metropolitan area, Pyrolysis
D196
SOME EFFECTS OF LIME ADDITION ON HIGH SOLIDS, COMPLETELY
MIXED, ACTIVATED SLUDGE WASTE WATER TREATMENT,
Faro, R. C.
Dissertation Abstracts International B, Vol. 37, No. 4, p 1859, 1976.
An Investigation was conducted to determine the effects of lime addition to the aera-
tion basin of a heavily loaded activated sludge sewage treatment system. A domestic
sewage was treated which was fortified with glucose and nutrient broth. Comparisons
between control and lime addition indicated a BOD removal increase from 88.6% to 90.7%.
Organic loading increased from 45.6 to 121 Ib BOD applied/day/1,000 cu ft. These and
other results indicated that lime aided BOD removal at high organic loadings, and high
MLSS concentrations seemed to contribute to increased loss of effluent total suspended
solids. Lime aided nitrification and phosphorus removal and increased waste sludge
production. Cost comparisons indicated that the control treatment cost was $0.40/1,000
gallons and lime addition cost was $0.53/1,000 gallons.
'^Sanitary engineering, AActlvated sludge, *Lime, Sewage treatment, Sludge treatment,
Domestic wastes, Aeration, Biochemical oxygen demand, Phosphorus, Nitrogen, Waste
water treatment
254
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D197
WATER PLANT PLANS ZERO DISCHARGE,
Vasilik, G., and Doe, P. W.
Havens and Emerson, Limited,
Saddle Brook, New Jersey.
Water and Wastes Engineering, Vol. 13, No. 11, p 67-68, 70-71, November, 1976.
1 fig, 3 tab.
The Passaic Valley Water Commission treatment plant in Clifton, New Jersey, was built
to achieve the goal of zero discharge by 1985. The elimination of discharge into the
Passaic River has been achieved by thickening and filter pressing sludges, which are
then disposed of in landfills. Liquid products are returned to the treatment plant
inlet or used for internal purposes in the sludge disposal system. The facility is
flexible relative to the quality and quantity of sludge to be processed. The sedimen-
tation basins have variable rate sludge pumps, for example. There are two independent
sludge processing systems for continuous plant operation. The plant is centrally lo-
cated and designed to use a minimum of land. The second level of the sludge press
building is acrylic walled to allow public view of the sludge processes and control
panel. The facilities were designed to be compatible with present treatment equipment
and processes. Engineering and construction data are described.
*Treatment facilities, *Engineering, *Sewage treatment, *Sludge disposal, Sludge
treatment, Environmental control, Ultimate disposal, Lime, Hydraulic equipment,
Filtration
Clifton (NJ), Passaic River
D198
AUSTENITIC STAINLESS STEELS AND TITANIUM FOR WET AIR
OXIDATION OF SEWAGE SLUDGE,
Oettinger, T. P., and Fontana, M. G.
Zimpro Incorporated,
Rothschild, Wisconsin.
Materials Performance, Vol. 15, No. 11, p 29-35, November, 1976. 13 fig, 5 tab,
8 ref.
Austenitic stainless steel and titanium were investigated as construction materials
for sludge wet air oxidation (WAO) facilities. Conclusions were based on a five-year
data collection from thirty sewage treatment plants. It was found that stainless
steel (Types 304 and 316) could be used in WAO of domestic sewage sludge with chloride
concentrations up to 400 mg/liter at 177-288 C. Individual evaluations must be made
of sludges with a high industrial/domestic sewage input ratio, or those subject to
factors which substantially affect overall composition, regardless of chloride content.
When exposed to sludges with more than 400 to 600 mg/liter chloride concentrations,
stainless steel was subject to pitting. Titanium resisted damage at chloride levels of
3000 mg/liter at 204 C. There was no sign of corrosion with titanium under these con-
ditions. Results of the study should not be extrapolated to wastes other than domestic
sewage sludge.
*Sludge treatment, *0xidation, *Treatment facilities, *Structural analysis, *Stainless
steel, ^Titanium, Metals, Air, Domestic wastes, Sewage treatment
Wet air oxidation
255
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Duggan, J, C., ar.c Wiles, C. C.
Compost Science, Vol. 17, No. 5, p 24-31, Winter, 1976. 1 fig, 13 tab, 14 ref.
The effects of different amounts and rates of application of municipal comport and
chemical fertilizers on plant yield and soil properties were investigated. Test plots
were monitored for cadmium, chromium, nickel, lead, zinc, and copper. Selected sub-
plots were monitored for crop yield, uptake of heavy metals, soil bulk density, and
soil moisture. The compost was fortified with sewage sludge and nitrogen fertilizer,
and applied at rates of 200 tons and 160 pounds per acre. Results indicated that corn
grain yields were increased and soil physical properties improved with annual compost
application of 200 tons per year for five years. After compost application ended,
residual corn crops still registered positive responses. No adverse effects were ob-
served from the presence of heavy metals, but other crops might be less tolerant of
them.
*Sludge disposal, *Municipal wastes, ^Fertilizers, *Heavy metals, Crops, Nitrogen,
Soil properties, Physical properties. Chemical properties, Disposal
Municipal compost
D200
SIMULTANEOUS INCINERATION OF REFUSE AND SEWAGE SLUDGE: THE
PRINCIPLES AND APPLICATION AT BOWHOUSE, ALLOA, SCOTLAND,
Fraser, J. McL.
Babtie Shaw and Morton,
Glasgow, Scotland.
The Public Health Engineer, Vol. 4, No. 6, p 160-164, November, 1976.
The principles involved in simultaneous refuse and sewage incineration at the Bowhouse,
Alloa, Scotland, treatment plant are reviewed. A multiple-hearth furnace is described.
Circumstances surrounding the choice of plant type for the area were given. These
included: developing a means of refuse disposal and disposal of sludge from a treat-
ment plant being built; uncertainty about the composition of sewage-derived sludge
though a heavy metals content was expected; and the future possibility of industrial
sludge disposal. Reliable cost information has not yet been obtained. Other opera-
tional requirements are not tabulated due to a long down-time from a structural fault.
''Incineration, *Sewage disposal, *Sludge disposal, Waste water treatment, Municipal
wastes, Gases, Treatment facilities, Liquid wastes, Industrial wastes, Engineering
Refuse incineration, Bowhouse (Alloa, Scotland)
256
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D201
FRESNO ADOPTS 'OUTSTANDING' MANAGEMENT PLAN,
Jenks, J. J., and Wyckoff, B. M.
Jenks and Harrison,
Palo Alto, California.
Water and Wastes Engineering, Vol. 13, No. 11, p 39-41, November, 1976.
The City of Fresno, California, instituted an integrated water supply and waste water
management program. The program meets water pollution control requirements, potable
water augmentation needs, irrigation supply and groundwater resource protection re-
quirements. It also solves the problem of wine industry waste treatment and disposal.
Cost-effectiveness was achieved by combining two primary waste water treatment facili-
ties into a secondary treatment plant. A separate industrial waste transport and
treatment facility handles wine industry wastes. Infiltration beds of 2,000 acres are
used for agriculture and disposal of waste water on land. Twenty-one extraction wells
ultimately pump discharge into an irrigation system. Relevant engineering and con-
struction information was presented.
*Water management, *Waste water treatment, Industrial wastes, Municipal wastes,
Treatment facilities, Water reuse, Groundwater, Domestic wastes, Activated sludge,
Engineering, Irrigation
Fresno (Calif)
D202
AUSTRALIA MAKES IMPRESSIVE PROGRESS IN POLLUTION ABATEMENT,
Water and Pollution Control, Vol. 115, No. 1, p 20-21, January, 1977.
Australian pollution control programs have recently become priority concerns. The
federal ministry responsible for pollution control has passed more authority to the
six Australian States. Low population numbers and coastal development have promoted
the nation's swift progress in this area. The Sydney Metropolitan Water, Sewerage and
Drainage Board has spent $A200 million annually. Waste treatment expenditures have
been a considerable part of this total. Australians have made strides in treating in-
dustrial effluents from meat processing, sugar cane milling, food processing, and land-
fill leachates. The treatment facilities recycle process water for cooling, with make-
up water from storm water run-off. Investigations are being made of the possibility
of reusing municipal effluents through recharge of groundwater. Municipal treatment
facilities are practicing irrigation with processed industrial effluents. Industries
regularly recirculate process waters. Sewage farming has become popular with Melbourne
treatment plants using aerobic and anaerobic lagoons. Incineration is used In Perth
which operates activated sludge plants and primary treatment processes. In Sydney,
activated sludge plants, large primary treatment plants, and biological filtration are
used. An advanced treatment plant is being constructed in Canberra. It will employ
chemical precipitation, dewatering by centrifugation and incineration, effluent deni-
trification, filtration, chlorination, and dechlorination. Problems with mining in-
dustries are serious future concerns.
*Pollution abatement, *Treatment facilities, *Water pollution control, *Planning,
Industrial wastes, Municipal wastes, Tertiary treatment, Waste water treatment,
Water reuse
Australia
257
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D203
APPLICATION OF WEAK BASE ION-EXCHANGE RESINS I OB REMOVAL OF
PROTEINS,
Foster, D. H,, Engelbrecht, R. S., and Snoeyink, V. L.
Illinois University,
Urbana,
Department of Civil Engineering.
Environmental Science and Technology, Vol. 11, No. 1, p 55-61, January, 1977.
8 fig, 2 tab, 24 ref.
Studies were conducted to determine the application of resinous sorbents to waste
stream treatment which contained complex organic molecules. Weak base resins were
used to treat effluent containing a model protein and a model virus. Results indicated
several mechanisms responsible for the sorption of amphoteric macromolecules onto weak
base resins: molecule configuration, nature of sidechains, the amount of water bound
to resin and protein present, and electrostatic factors. Between pH 5 and pH 8, pro-
tein uptake appeared to be by an ion exchange mechanism involving protein carboxyl
groups. Sorption was accompanied by a decrease in solution pH and an increase in
ionic strength. Weak base resins have good potential for proteinaceous and organic
matter removal from secondary effluents. Sorption capacity for viruses was good, but
strong interference was observed by competing organics which reduced acceptable oper-
ation time compared to a similar system where only virus and buffer were present.
Caustic regeneration results in a nearly complete recovery of applied protein with
the first few bed volumes. Resin fouling associated with strong base resins should
not be a problem.
*Waste water treatment, *Ion exchange, *Reslns, *Sorption, *Viruses, *0rganic matter,
*Hydrogen ion concentration, Proteins, Sewage effluents
D204
NO BYPASS, ZERO DISCHARGE, PLANT PROTECTS MAUI COASTLINE,
Koblitz, G.
Water and Wastes Engineering, Vol. 13, No. 11, p 31-36, November, 1976. 1 fig, 3 tab.
No bypass and zero discharge were required by Maul County, Hawaii, to prevent potential
water pollution and help solve chronic water supply problems along its coastline near
Kihei. The extreme development of resorts and tourist attractions has made pollution
a prime concern. An average of 12 inches of rainfall annually has limited water avail-
able for domestic and agricultural purposes. Limited funds also placed the require-
ment of inexpensive solutions in the forefront. The answer was found in a 4,0 mgd
waste water collection and water reclamation system built with State and local monies.
It was the first large-scale activated sludge waste water reclamation facility. It
employs innovative plant design, ranchland, and parkland irrigation for effluent dis-
posal. The activated sludge process, eliminating primary clarifiers and aerobic di-
gestion without thickening, is used to prepare organic solids for soil conditioning
and fertilizing. Life-time savings over a conventional activated sludge system with
primary clarification and anaerobic digestion is estimated to be $50,000. Maximum
reliability and capability were ensured by dual units and standby capacity. Two paral-
lel flow streams are employed with the capacity for flow routing between major units
at all points. A waste water/crop management program which demonstrates the use of
treated effluents was provided on leased ranchland. There is a capacity for irrigating
400 acres, and up to 250,000 gpd of plant effluent receives additional treatment by
mixed-media pressure filter to prepare it for parkland irrigation.
^Treatment facilities, ''Sewage treatment, *Pollution abatement, Waste water treatment,
Sludge treatment, Sludge disposal, Irrigation, Activated sludge, Water reuse, Design
criteria
Zero discharge, No bypass, Maui County (Hawaii)
25C
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D205
NEW SYSTEM PROVIDES FOR GROWTH,
Meyer, J. L., Scalf, B. G., and Walker, J. T.
Meyer, Meyer, LaCroix and Hixson,
Alexandria, Louisiana.
Water and Wastes Engineering, Vol. 14, No. 1, p 28, 31, 49, January, 1977. 3 fig.
A new sewerage system in Alexandria, Louisiana, is economical and reduces BOD and sus-
pended solids concentrations below state and federal standards. An engineering study
recommended a system with adequate growth capacity for a 20-year period that would
meet present and future pollution control requirements, that was economical, and that
was simple to operate. Economies were made by using existing collection system and
lift stations where possible and by using one as the major delivery station for sewage
to the treatment site. Two new lift stations were constructed and three existing ones
were modified. A 14 mgd treatment plant was built consisting of a grit and grease re-
moval unit, primary aeration cells, clarifiers, secondary aeration cells, wet weather
storage lagoons, chlorination facilities and an administration and laboratory building.
All sludge is recirculated to the head of the plant, eliminating sludge handling or
disposal equipment. Endogenous respiration is calculated to help reduce sludge build-
up. Liquid alum feed facilities introduce the alum to the influent well of the clar-
ifiers without mechanical mixing or flocculation. The project cost was about $10.3
million.
*Treatment facilities, *Sewage treatment, Construction, Sludge treatment, Pollution
abatement, Waste water treatment, Costs, Design criteria, Economics
Alexandria (LA)
D206
EARTH, FIRE AND SLUDGE,
The Consulting Engineer, Vol. 40, No. 12, p 41, December, 1976.
The population of Esher, Surrey, England, is served by a sludge incinerator utilizing
a fluidized bed combustor. The plant has a dry weather flow of 16,000 cu m/day and
incinerator operation occurs during a 7 hour shift each day. Sludge is conventionally
dewatered until there is a solids concentration of about 7%. Conditioning by lime and
copperas follows with feed into coil-filter drum-type vacuum filters. Sludge cake,
with a solids concentration of 22%, is removed and discharged to the incinerator feed
pumps. The incinerator has a diameter of 5 meters and a height of 10.3 meters and is
constructed of steel with a full-height refractory lining. The sand bed is fluidized
by a blower with a capacity of 9,400 cu m/hour. Exit gases are cooled after passing
through a scrubber. Heat is removed from the exhaust and used to warm inlet air for
the fluidized bed to a temperature of 500 C. Ash content ends up as a slurry after
mixing with water and is fed to holding ponds for drying. Fuel oil consumption is
about 315 liters/hour. Sand consumption averages 150 kg/week. The inert ash is
claimed to be useful as fill even though it would be expensive.
*Incineration, *Sludge treatment, *Treatment facilities, *Dewatering, Filters,
Temperature, Waste water treatment, Waste treatment, Gases, Equipment
Esher (Surrey, England)
259
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D207
SLUDGE IN A STATE OF PURITY,
The Consulting Engineer, Vol. 40, No. 12, p 38-39, December, 1976. 2 fig.
The original intent of sewage purification was to use the treated sewage as fertilizer.
The practice has been to treat sewage for disposal but, with improved processes, es-
pecially the irradiation of sewage sludge, modern practice may include this alternative.
Irradiation, or irradiation combined with heat, can destroy bacteria, viruses, and
parasites which are present in raw sewage sludge. Composting is presently the most
viable process involving irradiation because the irradiation can be added as a final
stage. Recent experiments indicated that irradiation at 300 krads was able to reduce
fecal streptococcus bacteria by about two logs; reduce coliform bacteria by 10 logs;
reduce viable parasitic ova by 4 logs at a minimum; reduce viruses by one log; and
improve settling and filtration by a factor of three. A pilot plant to study the
process was proposed for Albuquerque, New Mexico. It was suggested that irradiation
could, at relatively low doses (less than 1 Mrad), ensure a sterilized, commercially
marketable compost. At a pilot plant near Munich, Germany, irradiation has proven
successful. Results with a mean dose of 300 krad for 210 minutes were the same as
heat sterilization at 80 C for 30 minutes.
*Sludge treatment, *Irradiation, *Sludge disposal, Bacteria, Viruses, Animal
parasites, Fertilizers, Sewage treatment, Waste water treatment, Pilot plants
D208
EXPANSION COMES QUICKLY TO AWT PLANT,
Lockward, G. M.
Connell Metcalf and Eddy,
Coral Gables, Florida.
Water and Wastes Engineering, Vol. 14, No. 1, p 26-27, January, 1977. 1 tab.
The Miami-Dade (Florida) Water and Sewer Authority has. expanded a waste water treatment
facility so that it can handle a 200% increase from 2.0 mgd to 6.0 mgd of influent.
The additions were: new contact stabilization activated sludge units with minor mod-
ifications, rapid sand filtration units, expanded phosphorus removal equipment, ex-
panded chlorination treatment with automatic dosing, new flow measuring devices, con-
version from outfall disposal to subsurface disposal, expanded sludge drying beds,
added air blowers, added standby power capacity, expansion of the laboratory, and new
office space. The activated sludge units can be easily altered to a. conventional
process involving aeration, but would require additional digestion tanks. This would
also allow single-stage nitrification. When this change is effected, sodium aluminate
will be used for phosphorus removal instead of alum. Though operating at 65% of
capacity, the plant has proven successful in its effluent treatment.
^Treatment facilities, *Waste treatment, *Tertiary treatment, *Activated sludge,
*Equipment, *Waste disposal, Waste water treatment, Design, Underground waste disposal,
Automatic controls
Miami-Dade (Florida) Water and Sewer Authority
260
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D209
WASTE WATER REUSE PRACTICE IN THE UNITED STATES,
Brunner, C. A.
Municipal Environmental Research Laboratory,
U.S. Environmental Protection Agency,
Cincinnati, Ohio.
In: Polish/U.S. Symposium on Waste Water Treatment and Sludge Disposal, February
10-12, 1976, Cincinnati, Ohio, EPA Environmental Research Center, Cincinnati, Vol. 2,
p 151-156. 4 tab.
The reuse of treated municipal waste water should be considered as an alternative plan
for meeting future water demands. Present usage and future predictions of water de-
mands make water resource conservation, renovation, and reuse of waste water impera-
tive. Presently, waste water reuse is being applied to agricultural, industrial and
recreational problems. Nonpotable domestic water applications are to be added to this
group, as well as potable uses which may be practical at some future time. An EPA
survey reported that 58% of water reused in 1971 was for agricultural purposes, with
the great majority being used in irrigation. Forty percent was used for industrial
needs. Much of this was used as cooling water. Recreational reuse programs include
man-made lakes. For these uses, water must be treated to maintain a low oxygen demand
and to keep toxicity levels low. Domestic reuse schemes do not yet include potable
water programs, and one problem is the necessity for a separate distribution system
for the renovated water. Trace organics and pathogens, especially viruses, are the
major restrictive agents in the development of water reuse programs for potable water
needs.
*Water reuse, *Municipal waste water, *Water demand, AWaste water treatment, *Water
conservation, *Water purification, Sewage treatment, Water sources, Groundwater,
Irrigation, Domestic water, Lakes, Industrial water, Recreation
D210
RENOVATED WATER FROM MUNICIPAL SEWAGE TREATMENT PLANTS,
Kowal, A. L.
Wroclaw Technical University,
Wroclaw, Poland,
Institute of Environment Protection Engineering.
In: Polish/U.S. Symposium on Waste Water Treatment and Sludge Disposal, February
10-12, 1976, Cincinnati, Ohio, EPA Environmental Research Center, Cincinnati, Vol. 2,
p 141-150. 10 tab.
Laboratory and pilot tests were conducted to investigate the renovation of secondary
effluent from a trickling filter and an activated sludge process. Coagulation, sedi-
mentation, recarbonation, filtration and sorption were used. Trickling filter test
results showed treatment efficiency as follows: 77.8% reduction of permanganate, 86.1%
BOD removal, 33% ammonia nitrogen reduction, and 37.1% phosphate removal. The second-
ary effluent coagulated with lime or aluminum sulfate and was subjected to sedimenta-
tion, filtration on a sand bed, and passage through the activated carbon filters.
Sewage was recarbonated with carbon dioxide before filtration when lime was used. A
simultaneous coagulation with a carbon slurry provided the best laboratory results.
Pilot plant studies with aluminum sulfite or lime did not significantly remove ammonia
nitrogen. Calcium oxide was reduced when filtered on a sand-anthracite bed and further
reduced on a sand-carbon bed. Permanganate was significantly decreased, although sewer
hardness was very high. Laboratory tests with the activated sludge reduced permangan-
ate by about 50%, and removed phosphate and turbidity. High concentrations of either
required high lime doses. Recarbonation was achieved by bringing carbon dioxide to
the water and coagulating with lime, mixing rapidly, bringing pH up to 8.3, mixing
slowly, settling, and decanting. The best alkalinity and hardness removal occurred
with recarbonation after coagulation and sedimentation. Raised permangante values
were found in all recarbonated water samples. Coagulation with ferric or aluminum
sulfate resulted in increased dissolved solids concentrations.
^Reclaimed water, ^Trickling filter, ^Activated sludge, ^Coagulation, *Sedimentation,
Carbon, Filtration, Sorption, Treatment facilities, Waste water treatment, Laboratory
tests, Pilot plants, Sludge treatment
261
Renovated water, Recarbonation
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D211
COMPOSTING OF SEWAGE SLUDGE AND SOLID WASTE MATTER,
Cebula, J.
Department of Waste Water Technology and Sludge Disposal,
Ministry of Administration,
Local Economy and Environment Protection,
Warsaw, Poland.
In: Polish/U.S. Symposium on Waste Water Treatment and Sludge Disposal, February
10-12, 1976, Cincinnati, Ohio, EPA Environmental Research Center, Cincinnati, Vol. 2,
p 18-32. 5 fig, 4 tab, 28 ref.
Textile and chemical sludges were composted with municipal solid wastes at the
Gluszyca, Poland, treatment plant to determine the value of composting in sludge man-
agement. Six areas were studied: treatment and preparation of sewage sludges for
final disposal; characteristics of domestic wastes accumulated in the catchment area;
joint sludge and wastes composting; role and effects of heavy metals on soils and
plants; and practical aspects of sludge compost usage. Sludges were analyzed after
dewatering and thickening. They contained less organic matter and essential compon-
ents, in considering fertilizing and biological properties (C, H, N, P, K, Ca), than
household solid wastes. The latter contained 61% fractions by weight and most of the
organic matter suitable for composting. Sludge was difficult to dewater, emitted a
disagreeable odor, and was greasy before composting. Afterwards the compost was not
sticky and was easy to apply on soil. It stimulated plant growth. A 6 to 8% sludge
content and 10 t/ha dose were considered optimum. Mathematical statistics were used
to determine trace element occurrence distribution as well as the reliability of re-
sults. The variability of occurrence was found to be a useful tool in establishing
the suitability of sludge for agricultural disposal and indicated the potential toxi-
city of soil under consideration. It was concluded that industrial composts were
suitable for agricultural use.
*Sludge treatment, *Sludge disposal, *Solid wastes, *Industrial wastes, *Municlpal
wastes, *Domestic wastes, *Heavy metals, Trace elements, Environmental sanitation,
Organic matter, Analysis
Composting, Gluszyca (Poland)
D212
TRENDS IN SLUDGE TREATMENT AND DISPOSAL PRACTICES IN THE
UNITED STATES,
Farrell, J. B.
Municipal Environmental Research Laboratory,
U.S. Environmental Protection Agency,
Cincinnati, Ohio.
In: Polish/U.S. Symposium on Waste Water Treatment and Sludge Disposal, February
10-12, 1976, Cincinnati, Ohio, EPA Environmental Research Center, Cincinnati, Vol. 2,
p 11-17. 1 tab, 11 ref.
Sludge disposal in the United States was a nuisance situation resulting from waste
water treatment. Until recently, most sludge treatment procedures and equipment were
borrowed from existing technology with little need for innovation. No standards were
developed for sludge treatment which were comparable to those of waste water treatment.
Cost has been the greatest factor in sludge treatment and disposal. This situation
has begun to change. Several factors which now influence disposal include: process
considerations, disposal choice, site and related circumstances, and ecological con-
siderations. Protection and conservation have become major factors in treatment and
disposal during the past decade. Oceans, as well as communities, must be protected
from environmental dangers of improper disposal. Odor, particulate discharge, and
groundwater pollution must be controlled or eliminated. Proper safeguards should be
developed relative to incineration and landfilling. Resource conservation must also
be emphasized. Efforts are underway to develop methods for control of sludge composi-
tion in sewers and landfills, incinerator standards for heavy metals, and fuel conser-
vation in sludge treatment processes. The future seems to indicate discontinued ocean
disposal, coincineration and copyrolysis with solid wastes, conversion of sludge to
other forms, and improved beneficial land disposal methods.
*Sludge treatment, *Sludge disposal, *Waste water treatment, ""Environmental sanitation,
Groundwater, Water pollution, Landfills, Sewerage, Incineration, Planning, Heavy
rneials, Standards, Fuels
Ocean disposal, Composting, Pyrolysis
262
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D213
THE CURRENT ROLE OF WASTEWATER DISINFECTION,
Murphy, K. L.
Water and Pollution Control, Vol. 115, No. 1, p 13-16, 36, January, 1977. 5 fig,
4 tab.
Disinfection has become a unit process in municipal waste water treatment, primarily
because of the success of chlorination. This process reduces disease-causing enteric
pathogens which would otherwise impair potable water sources, shellfish harvesting
areas, and recreational resources„ The number of coliforms in water for certain uses
has been limited by law. Studies have been conducted to determine the relationship
of water quality to risk of infection, but no concise conclusions have been drawn.
In addition to chlorine, hypochlorous acid (hypochlorite ion), which reacts with am-
monia and amino groups to form chloramines, is also used as a disinfectant. Studies
relating to disinfection of waste water by these substances and their effects on
pathogenic organisms are reviewed. Because effluent toxicity may be increased by
chlorination, careful monitoring should determine whether overall benefits exceed
negative environmental effects.
^Disinfection, *Waste water treatment, *Municipal wastes, *Chlorination, Coliforms,
Pathogens, Water utilization, Infection, Environmental sanitation, Ammonia, Organic
compounds
Hypochlorous acid, Amino groups
D214
THE PLIGHT AND PROMISE OF ON-SITE WASTE WATER TREATMENT,
Hershaft, A.
Interstate Electronics Corporation,
Arlington, Virginia.
Compost Science, Vol. 17, No. 5, p 6-12, Winter, 1976. 3 fig, 2 tab, 36 ref.
2 append.
The problems faced in the development of on-site domestic sewage treatment stem from
the assumption that such treatment is primitive and unenlightened. However, It is
being proposed as a viable alternative to centralized treatment systems. Prototype
sewer systems were used as early as 3750 B.C. in an Indian culture. New York City,
in 1805, built the first American sewer system and added a treatment plant in 1870.
The present American system is basically the same as the Roman design with the addition
of treatment facilities. Several drawbacks seen in the system of centralized sewerage
are pollution of ground and surface waters, dispersal of toxic substances, groundwater
depletion, induced development of communities, and high construction costs. These
involve eutrophication and drawing water from aquifers to surface waterways. In 1973,
the total cost for building municipal treatment and collection facilities which were
eligible for Federal funding was $60 billion. On-site treatment usually involves some
type of water conservation and effluent discharge Into soil. Two types of on-site
treatment are cesspools, and septic tanks. Studies are being made of the applicability
of aerospace and advanced technologies to the improvement of on-site treatment.
*Sewerage, *Municipal wastes, *Domes_tic wastes, *Septic tanks, *Cesspools, Treatment
facilities, Pollution abatement, Water pollution sources, Planning, Costs, Treatment,
Water conservation
On-site treatment
2C3
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D215
SUBSURFACE INJECTION-HOW MUCH DOES IT COST?,
Houck, C. P., and Smith, J. L.
Black and Veatch,
Denver, Colorado.
Water and Wastes Engineering, Vol. 14, No. 1, p 35-42, January, 1977. 1 fig, 13 tab.
The cost considerations involved in subsurface injection are explored. The decision
to use a land application system for sludge disposal may be either dependent or in-
dependent of in-plant sludge stabilization and handling costs. Sludge-associated
costs are in-plant stabilization costs; transportation costs from plant to disposal
site; and costs for subsurface injection. There are various points where these costs
may merge. Other factors concerned are land area needs based on sludge quantities
which, with plant size, influence costs; land preparation costs; and system hardware
costs. Examples were given for calculating costs involved in the decision process,
*Decision making, *Sludge disposal, *Costs, Treatment facilities, Underground waste
disposal, Analysis, Planning, Waste water treatment, Sewage disposal, Ultimate disposal
Subsurface injection, Land applications
D216
TREATMENT OF SEWAGE BY ELECTRONS AND GAMMAS,
Physics Today, Vol. 29, No. 12, p 20, December, 1976.
High energy electron and gamma ray treatment of sewage sludge for use as fertilizer
was studied. MIT designed a facility to treat 100,000 gpd. A sludge slurry (2-5X
solids) flows through an electron beam from a high-voltage accelerator which disinfects
and destroys bacteria. lonization may possibly break up toxic chemical pollutants such
as PCB's and pesticides. Advantages of this system are the availability and control-
ability of the ionizing energy and the lack of radioactivity introduction into the
treated matter. Economic analysis suggests the system may be practical. Sludge with
5% solids could be treated for approximately $16/dry ton of sludge processed. Capital
costs would be about ?500,000 and operational costs would be about $120,000. A 400,000
rad exposure eliminates coliforms and salmonella and reduces bacteria and viral counts.
Sandia Laboratories, Albuquerque, New Mexico, Investigated gamma ray sewage treatment.
The system uses heat and radiation to produce liquid sludges suitable for soil condi-
tioning and restoring depleted soils. Studies indicated possible restoration of
treated wastes to the food chain as animal feed. A major advantage is the high pene-
trating capability of gamma rays. Economic feasibility has been projected for this
system. Other experiments attempted to remove the curing process to allow treatment
of larger waste volumes. Costs are estimated as $3-5 per ton.
*Sewage treatment, *Irradiation, *Ionization, *Electronic equipment, Sludge treatment,
Disinfection, Heat treatment, Toxicity, Viruses, Bacteria, Chemical wastes, Costs
Electron treatment, Gamma ray treatment, Massachusetts Institute of Technology,
Sandia Laboratories (Albuquerque, NM)
264
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D217
NEW VISIBILITY FOR ON-SITE WASTE TREATMENT SYSTEMS,
Smyser, S.
Compost Science, Vol. 17, No. 5, p 12-14, Winter, 1976. 2 tab.
A review was presented of EPA involvement in on-site waste treatment development and
demonstration projects. This is an emphasized area because the economic and environ-
mental costs of sewerage has greatly increased. Past EPA performance in this respect
has been criticized as being inadequate and slow. Prohibitive costs make alternative
developments a great need in many communities. It was revealed that the most detailed
comparative cost information was from industry sources. One study indicated that
individual composting toilets could produce a 79% saving over central sewerage in two
small Massachusetts towns. Another study in Sterling, Connecticut, showed that the
use of on-site composting units would eliminate annual operating costs, reduce water
consumption by 40%, cut garbage disposal and chlorine costs, and make a zero-discharge
situation possible. The lack of reliable information on composting systems is the
major hindrance. Other studies and investigations reviewed were water recycling for
garden fertilizing and the several far sighted efforts in Maine, New Hampshire, and
Oregon relative to environmental planning: separated waste water systems, water use
reduction schemes, and evaluation of self-contained sewage treatment systems.
*Waste treatment, *Sewerage, *Treatment facilities, Sewage treatment, Domestic wastes,
Industrial wastes, Waste water treatment, Planning, Costs, Sewage disposal, Project
planning, Projects, Economics
On-site treatment development
D218
UNOX SYSTEM FOR WASTE WATER TREATMENT,
Braunscheidel, D. E., and Gyger, R. G.
Union Carbide Corporation,
Linde Division,
Tonawanda, New York.
Chemical Engineering Progress, Vol. 72, No. 11, p 71-72, November, 1976. 1 fig.
Various aspects of nitrification in waste water treatment were investigated. The Monod
model was used as a convenient means of describing ammonia substrate removal and bac-
terial growth of nitrifying organisms. Specific cell growth rate is proportional to
substrate concentration until a maximum is reached and it becomes Independent of this
factor. Nitrifying bacteria growth rates are determined by evaluating effects of tem-
perature, pH, and dissolved oxygen levels. Mass balances for ammonia and bacteria are
determined relative to the activated sludge system. A relationship is formed between
system sludge residence time (SRT) and the above parameters. A pH between 7.0 and 8.0
has been found preferable for nitrifying bacteria. Toxins and Inhibitory substances
suppress or inhibit bacteria growth. Experiments supported data predictions of the
model. Single and two-step systems were described. The first system performs carbon-
aceous removal and nitrification in the same reactor at low organic loadings and long
retention times. With low loadings, solids production per unit BODS is low and oxygen
use per BODS unit is higher than in conventional carbonaceous systems. The two-step
systems separate the two processes and carbonaceous removal is not as efficient as in
the one step system. However, high food to biomass ratios allow low SRT's and small
tank volumes. Influent is fed to the second step, low in BOD, allowing low food/
biomass ratios and short SRT's. Total oxygenation tank volume of the two-step method
is less or equal to that of the one step system. Oxygen consumption is higher and
sludge production is lower in the one step process. Economics and waste water charac-
teristics should determine the system used.
*Waste water treatment, *Nitrification, *Bacteria, *Growth rates, *Toxins, *Ammonia,
Temperature, Hydrogen ion concentrations, Dissolved oxygen, Biomass, Biochemical
oxygen demand, Sludge treatment, Model studies, Economics
UNOX, Monod model 255
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D219
DESIGN AND CONTROL OF SECONDARY SETTLEMENT TANKS,
White, M. J. D.
Water Research Centre,
Stevenage Laboratory,
Stevenage, England.
Water Pollution Control, Vol. 75, No. 4, p 459-467, 1976. 8 fig, 2 tab, 17 ref.
The determination of settled volume at one solids concentration was studied as a para-
meter of the design and control of secondary settlement tanks. Solids loadings (mass
flux) has two components - that of floe settling under gravity and that of sludge with-
drawal from the tank bottom. Plotting the solids loading curve against that for solids
concentration reveals the maximum solids loading. A method was given to make these
determinations by assaying settled volume of mixed liquor in a stirred cylinder and
dividing by the solids concentration to give the stirred specific volume (SSV) in
milliliters/gram. The reciprocal of the resultant figure multiplied by 100, convert-
ing the units to percent, reveals the stirred sludge density (SSD). This experimental
data measured the settling characteristics which were used to predict maximum solids
loadings. Calculations made at a suspended solids concentration of 3.5 grams/liter
were found adequate for these determinations. Results indicated that a low sludge
return rate was best for design purposes. The concern was to decide on a SSV value.
Design-related SSV predictions showed that SSV may be 80-140 milliliters/gram for
partial-treatment plants with a sludge age less than 1.5 days with no nitrification;
SSV of 100 milliliters/gram is good for plants with fully nitrified effluents and
sludge age greater than 5 days; and SSV of 120-160 milligrams/gram is sufficient for
plants with sludge age between 1.5 and 5 days. For settlement tank control, SSV cal-
culations ensure a better determination of maximum solids loading. Maximum MLSS con-
centrations at a given flow rate or the maximum flow rate for a given MLSS can be
calculated. In nitrifying plants, denitrification in the final tank and filamentous
organism growth can be prevented by employing an anoxic zone.
*Sedimentation, *Sedimentation basins, *Design criteria, *Suspended solids, Sludge
treatment, Nitrification, Denitrification, Flow, Equipment, Waste water treatment
Stirred specific volume, Stirred sludge density, Solids loading, Filamentous
organisms
D220
SLUDGE DEWATERING PILOT PLANT DESIGN. PART 2,
Water and Sewage Works, Vol. 123, No. 12, p 64-67, December, 1976. 2 fig, 23 ref.
The design of a pilot plant for on-site or laboratory pilot testing was presented.
The design was for a system which would operate during the entire cycle and have In-
tegrated recorders to graph pressure and total flow for the cycle. Criteria estab-
lished included: a 15 gallon capacity and a filter press; the duplication of actual
treatment and process control; equipment for chemical and heat treatment before de-
watering; full instrumentation and recording devices for documentation of the filtra-
tion cycle for scale-up to the actual system; easy portability and ruggedness; a 3 to
10%, by weight, range for sludge suspended solids; constant pressure filtration; and
automatic system controls. Design specifications were given for sludge storage and
heat treatment vessels, chemical addition pumps, and the automatic control apparatus.
*Sewage disposal, *Dewatering, *Sludge treatment, Filtration, Pilot plants, On-site
tests, Treatment facilities, Waste water treatment, Pumps, Temperature
266
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D221
FAST-TRACKING CUTS COSTS 16% ON ADVANCED WASTE WATER PLANT,
Engineering News-Record, Vol. 197, No. 26, p 47-48, December, 1976.
The construction of a 15 mgd advanced waste water treatment plant near Hillsboro,
Oregon, involved the first application of fast-tracking in treatment plant building
practices. This method resulted in a $3.8 million saving and a completion date nine
months earlier than with conventional methods. Savings xrere also realized by bidding
the project in small packages, eliminating general contractor markup of subcontractor
bids, and eliminating equipment markup. Forty-one of forty-eight contracts have been
awarded and the project is 54% complete. Construction packages included excavation,
raw sewage pump station, and construction of primary treatment facilities. Some con-
sideration should be given to the fact that project approval time-lag might negate any
time savings from fast-tracking. One advantage is that the owner will probably know
more about the facility after construction, which may aid more effective operation.
The plan involved a 10-year plan to replace six smaller and less efficient plants which
will be dismantled. Salvageable equipment will be sold. The plant will be able to
handle a 45 mgd peak flow. Primary treatment facilities include a raw sewage pump
station, comminution basin, grit basin, four 100-foot diameter primary clarifiers and
a primary sludge pump station. There is a pure oxygen activated sludge system and
waste water will be treated with alum and polymers to remove phosphorus and remaining
settleable organic matter. Advanced treatment sections will only be used during sum-
mer, and waste sludge will be used as fertilizer. Methane gas from sludge digesters
will be used by the plant.
*Treatment facilities, *Construction, Construction costs, '''Sewage treatment,
Sludge treatment, Waste water treatment, Tertiary treatment, Economics, Equipment
Fast-tracking, Hillsboro (OR)
D222
ADSORPTION, COAGULATION AND FILTRATION MAKE A USEFUL
TREATMENT COMBINATION-PART 2,
Wang, L. K., Ross, R. G., and Ciccone, V. J.
Water and Sewage Works, Vol. 124, No. 1, p 32-36, January, 1977. 2 fig, 5 tab,
17 ref.
The use of a mobile water purification unit in waste water treatment has been inves-
tigated. The unit combines adsorption, coagulation, and filtration processes. In
testing, the mobile unit was adapted for treatment of kitchen, field laundry, and
shower waste waters. The unit contained three 1500 gallon collapsible storage tanks
and one blending tank of the same capacity for waste water equalization. Treatment
also involves using powdered activated carbon, polyelectrolytes, sludge concentration,
and a diatomite filter. Another change made was the use of the raw water pump for
pumping waste water from the mixing tank to the Erdlator (upflow clarifier) tank. The
unit was designed for transport on rotary and fixed-wind aircraft and general purpose
lightweight ground vehicles. Each waste water stream was individually treated before
combined treatment proceeded. Treatment results indicated turbidity removal of 99.9%,
BOD removal of 81%, and TOC removal of 92%.
*Waste water treatment, ^Adsorption, ^Coagulation, ^Filtration, ^Domestic wastes,
Domestic water, Activated carbon, Polyelectrolytes, Sludge, Design criteria,
Treatment
267
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D223
STABILISATION LAGOONS INCLUDING EXPERIENCE IN BRAZIL.
PART 1,
Bradley, R. M., and Alvares Da Silva, M. 0. S.
Effluent and Water Treatment Journal, Vol. 16, No. 12, p 619-622, 624-625, December,
1976. 1 fig, 6 tab, 40 ref.
Design criteria for stabilization lagoons are summarized. Under discussion are anaero-
bic, aerobic facultative, aerated, and polishing lagoons. Because numerous factors
are involved in algal-bacterial processes, a rational design procedure is difficult to
establish and many different methods are used. Principal factors which affect anaerobic
lagoon purification efficiencies are temperature, pH, liquid detention time, and solids
retention. Efficient methane production is ensured in a pH range of 6.8 to 7.2; BOD
reduction is usually about 50% to 70%. The use of aerobic lagoons requires a knowledge
of the density of algal cells and a method of relating oxygen production to light
conversion efficiency and light intensity. A rational design procedure has been de-
veloped specifically for aerobic lagoons. Facultative lagoons achieve purification
of organic wastes by aerobic and anaerobic processes in inter-related reactions, and
many are designed on the basis of organic loading rates. Polishing lagoons are de-
signed on the basis of detention time for the purpose of improving effluent which has
received a high degree of purification by previous biological treatment. Increased
algal growth and higher suspended solids levels and turbidity in the final effluent
must be balanced against the increased reduction of bacteria and viruses resulting
from longer detention times. Specific design criteria, based on experience with sta-
bilization lagoons, were presented.
^Design criteria, ^Oxidation lagoons, *Aerated lagoons, *Anaerobic treatment, *Aerobic
bacteria, Sewage lagoons, Photosynthesis, Sludge treatment, Waste water treatment,
Industrial wastes, Methane, Temperature, Hydrogen ion concentration, Biological
treatment
Aerobic lagoon, Facultative lagoon, Polishing lagoon
D224
ACID SOLUBILIZATION OF SEWAGE SLUDGE AND ASH CONSTITUENTS
FOR POSSIBLE RECOVERY,
Oliver, B. G., and Carey, J. H.
Canada Centre for Inland Waters,
Burlington, Ontario, Canada.
Water Research, Vol. 10, No. 12, p 1077-1081, 1976. 3 fig, 2 tab, 15 ref.
The disposal of sludge incineration matter has posed a potential hazard, since its ash
contains some heavy metals which are leachable. An investigation was done to determine
the possibility of using acid solubilization of sludge and ash constituents to reduce
the problem. Digested sludge samples were collected from eight southern Ontario acti-
vated sludge treatment facilities. A procedure was adopted, based on data from the
samples, for acid extraction of sludges. H2S04 or HC1 was added to lower sludge pH
to 1.5, and solids were then separated from the leachate by vacuum filtration. The
residue was rinsed with an equal volume of water to restore a normal pH and the solids
could be disposed on agricultural land. Leachate can be processed for recovery of
valuable components. Testing revealed that toxic trace metals recovery from wet sludges
does not seem economically viable. Other studies showed that soil bacteria, especially
under aerobic conditions, release high percentages of heavy metals in digested sludge
when applied to agricultural land. Removal and recovery of metals and phosphates
from sludge incinerator ash was not proven economically attractive. Investigations
on the effect of incineration parameters on leachability of ash components is needed
because temperature in this process has a great effect on leachability of ash metals.
*Heavy metals, *Activated sludge, *Acids, *Sludge disposal, *Sludge digestion,
Sludge treatment, Treatment facilities, Leachates, Resources, Incineration, Waste
water treatment, Sewage disposal, Temperature
Acid solubilization
268
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D225
FUEL GAS AND ELECTRICITY FROM MUNICIPAL SEWAGE,
Bargman, R. D., and Betz, J. M.
In: Symposium on Clean Fuels from Biomass, Sewage, Urban Refuse, and Agricultural
Wastes, January 27-30, 1976, Orlando, Florida, p 115-121. 4 tab.
Methane gas can be a useful by-product of activated sludge treatment. This aspect of
waste water treatment has gained interest since a federal law now requires secondary
treatment of waste water before disposal. Methane gas is formed by a biological pro-
cess during which micro-organisms decompose organic matter during sludge treatment.
The City of Los Angeles, California, operates the Hyperion Treatment Plant which has
produced methane by this process for 25 years. In this, as in most instances, methane
gas production is insignificant in comparison to community needs, but is usually quite
enough to operate machinery at the plant with the possibility of some excess gas pro-
duction. In addition to providing gas for diesel engines for driving compressors or
producing electricity, this plant also provides energy for the start-up process of a
nearby power plant in emergency cases. The total electrical energy produced by the
plant is 140,000 kwh/day at a cost of $.0120/kwh. The gas produced contains 65%
methane and 35% carbon dioxide and provides about 94% of the fuel requirements of the
plant's diesel engines.
*Fuels, *Methane, *Gases, ^Activated sludge, Sludge treatment, Biological treatment,
Methane bacteria, Energy, Electricity, Treatment facilities, Microorganisms, Waste
water treatment
Hyperion Treatment Plant, Los Angeles (Calif)
D226
FLUOSOLIDS INCINERATOR COMMISSIONED AT ESHER,
Water Services, Vol. 80, No. 970, p 753-754, December, 1976.
Operational aspects of the fluosolids incinerator at Esher, England, were reviewed.
The plant was designed to cope with the ultimate disposal of sludge residue from treat-
ment plants by employing incineration. The process includes a mechanically raked
screen, detritor, primary sedimentation, biological filters, humus tanks, micro-
strainers, and sludge incineration. After thickening, conditioning by lime and copperas,
and dewatering by coilfliters, the coilfilter sludge cake is fed to the fluosolids sys-
tem for incineration. The sludge cake is mixed within the hot sand bed to evaporate
the water content and the organic components react with oxygen in the fluidizing air to
achieve complete combustion with a minimum of excess oxygen at minimum temperatures.
Exit gases pass through a heat exchanger and then to a venturi scrubber with a multi-
tray cooling section. This removes solids/particulate matter from the gas stream and
adds alkali for maximum S02 removal. Water droplets with particulate solids are re-
moved from the gas ntream in a vane separator. The fluosolids reactor operates at a
temperature of 620 C. Minimal heat losses from the refractory lined shell and the heat
reservoir of the sand bed allow a short reheating time after shut down periods. The
incinerators can be shut down instantly without harm or a need for quench water or
cooling air maintenance. The reactor has no moving parts.
*Treatment facilities, *Incineration, *Sludge disposal, Sludge treatment, Solid
wastes, Ultimate disposal, Sedimentation, Filters, Biological treatment, Dewatering,
Lime, Oxygen, Gases, Waste water treatment, Organic matter
Copperas, Sulfur dioxide, Fluosolids
269
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D227
WASTE WATER SYSTEM USES MICROWAVES,
Chemical Engineering, Vol. 84, No. 3, p 77-78, January, 1977. 1 fig.
Sterilized, dry solids which are ready for disposal are produced by the six-step
Watertek Haste water treatment system that employs a microwave oven. The process
produces liquid discharges which are clear, odor-free, and meet EPA 1983 waste water
effluent standards. Settling ponds, digesters, and sludge beds are eliminated by this
process. A more compact design is possible because liquid and solid wastes can be
fully treated in 60 minutes. A 250,000 gpd system uses a space of about 30 x 40 feet,
with a height of about 15 feet. Each step of the process forms a module of the system.
In the first step solids are passed through a micro-screen filter and then to the oven,
while liquid passes to a pressure vessel for the addition of air, A cationic poly-
electrolyte pol}nner is added to the liquid and the mixture moves to an air float
chamber where micro-bubbles form. The polymer acts as a coagulant for solids which
collect in the bubbles. A rotating skimmer collects the bubbles and they are fed to
a vacuum filter and/or centrifuge and, then, to the oven. Water moves to an ozone dis-
infection cell for sterilization and is passed out of the carbon filter as a clear and
contaminant-free solution. Solids are dewatered before entering the microwave oven
and, depending on feed composition, can be used for fertilizer or landfill.
*Waste water treatment, *Microwaves, Water purification, Solid wastes, Liquid wastes,
Treatment facilities, Coagulation, Filters, Polyelectrolytes, Disinfection, Ozone,
Sewage effluents, Dewatering, Fertilizers, Landfills
Watertek
D228
PROCESS TECHNOLOGICAL BACKGROUND REGARDING NEW
PROTECTIVE REGULATIONS OF WATER BODIES-RESULTS OF NITRIFICATION AND
PHOSPHORUS ELIMINATION EXPERIMENTS IN ZURICH AND BERN. III. FIL-
TRATION EY FLOCCULATION FOR THE ELIMINATION OF PHOSPHORUS FROM
COMMUNAL WASTE WATER (Verfahrenstechnische Unterlagen im Hinblick
auf die neuen Gewaesserschutzanforderungen-Ergebnisse der Versuche
ueber die Nitrifikation und Phosphorelimination in Zuerich und Bern.
III. Flockungsfiltration zur Elimination von Phosphor aus
Kommunalem Abwasser),
Boiler, M.
Gas-Vasser-Abwasser, Vol. 56, No. 11, p 615-622, 1976. 15 fig, 4 tab, 11 ref.
Advanced phosphorus removal process combinations with contact filtration as the last
stage were evaluated in pilot scale experiments. The study indicated that contact
filtration is especially feasible in the intake areas of lakes which are heavily
loaded with phosphorus due to large point sources. The combination of contact filtra-
tion with other processes leads to very low phosphorus and suspended solids concentra-
tions, averaging 0.1-0.4 milligrams/liter (phosphorus) and 0-5 milligrams (dry solids).
An approximative calculation of annual costs for various phosphorus elimination pro-
cesses and the annual costs per person for contact filtration combined with simul-
taneous precipitation indicated that they were about equal to those of a pH 9 post-
precipitation system. More stable elimination performance and lower sensitivity to
hydraulic shock loads are added advantages which shift the cost-benefit effect further
in favor of contact filtration. Conclusions are reached concerning the design of
contact filters for waste water treatment.
•'Filtration, *Flocculation, -'Phosphorus, Analysis, Suspended solids, Costs,
Cost-benefit ratio, Waste water treatment, Performance, Evaluation, Filters, Design
270
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D229
SLUDGE INCINERATION AT ESHER,
Effluent and Water Treatment Journal, Vol. 16, No. 11, p 559-560, November, 1976.
A new Fluosollds sludge incineration plant has become operational in Esher, England.
The plant, now serving a population of 70,560 with a treatment capacity of 1,000 kg/
hour, is capable of handling 200,000/hour, if necessary. There is no odor with this
method and the sludge is reduced to a fine inert ash. After thickening, the sludge is
treated with lime and copperas and transferred to coil filters for dewatering. A
sludge cake is formed which can be discharged for transportation or fed into a three
section reactor for incineration. Interlocking fail safe systems are provided.
AIncinerators, ATreatment facilities, ASludge treatment, Equipment, Costs, Water
utilization, Evaluation, Performance, Water reuse, Waste water treatment
Esher (England)
D230
WASTE WATER TREATMENT PLANT BUILT IN WET HOLE,
Svenson, G.
Western Construction, Vol. 52, No. 1, p 32, 34, January, 1977.
A $16,630,000 tertiary waste water treatment plant is being constructed in an excava-
tion. The completed facility will be entirely underground. Various stages of con-
struction are carried on at the same time. Several interesting construction techniques
are employed. Pre-fabrication of steel piping, a point-of-need warehouse system, and
a 70-ton crane, capable of reaching all parts of the structures, contribute to cost
savings. Vertical trenching was specified for all underground piping and, because the
site is below groundwater levels, it is constantly dewatered. Steel piping was coated,
lined and prefabricated at one plant, allowing piping delivery before schedule. Most
concrete is to be below water levels and wells were scattered about the site to allow
building below grade. Specifics of construction and transport methods were presented.
^Treatment facilities, *Construction, ''Construction costs, *Construction equipment,
*Construction materials, Excavation, Concrete, Steel, Cranes, Fabrication
271
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D231
UPGRADING BIOLOGICAL SEWAGE TREATMENT PLANTS TODAY,
Environmental Science and Technology, Vol. 11, No. 2, p 124-125, February, 1977.
Sodium bicarbonate has become a viable treatment chemical alternative. It is useful
in adjusting pH, providing reserve alkalinity, and increasing efficiencies of aerobic
and anaerobic processes. In a water treatment plant it can be added at any point
giving access to the system. In secondary treatment plants, it can be added at the
influent inlet of an aerobic system, at the primary settling tanks, or at the vacuum
break of a digester0 Sodium bicarbonate is most useful in plants with a 5 mgd flow
with mostly low pH or acidic wastes. The treatment is uneconomical with facilities
having a flow less than this. It is safe to handle, a natural buffer, and cannot be
overdosed. No amount of dosing produces a pH greater than 8.1 to 8.3, Sodium bicar-
bonate was not widely used in municipal sewage treatment because lime, alum, and other
chemicals had been successful over the years. With stricter requirements for effluent
quality and monitoring, evaluation of sodium bicarbonate and its subsequent use in-
creased. The relative ease and safety of sodium bicarbonate use make it an attractive
alternative, especially where pH levels above 6.5 are required.
^Treatment facilities, ^Biological treatment, ^Municipal wastes, '''Chemical treatment.
Aerobic treatment, Anaerobic conditions, Sludge digestion, Alkalinity, Hydrogen ion
concentration, Nitrification, Lime, Settling basins
Sodium bicarbonate, Alum, Sodium hydroxide, Buffering
D232
PURIFYING WATER,
CSIRO (Australia) Annual Report, No. 28, p 37-40, 1975/76. 2 fig.
Australian needs to purify water of poor quality for domestic and industrial use
are expected to become urgent in the next 10 years. Desalination will be one of
the processes used on a large scale for this purpose. Water from sewage and indus-
trial effluents will also be recycled. Investigations are being made to study the use
of polymers in water purification. Desalination with heat-regenerable resins used with
polymer particles was thought to be economical, but micro-particles caused some handling
problems. Techniques have been developed for the combination of acidic and basic
micro-particles into conventional-sized composite beads which can be handled normally.
Resins have successfully reduced water salt content from 3000 milligrams/liter to as
low as 50-100 milligrams/liter. A desalination plant at Adelaide removes 80% of water
salinity and produces 600 cubic meters of purified water per day. Modified polymers
have been used for a great range of ion-exchange processes. Bicarbonate, calcium,
magnesium ions, and heavy metals have been removed by these processes and they have
been used to soften and decolor water. The use of resins has made possible a rela-
tively continuous purification process since they are added at one end of a column and
withdrawn and regenerated at the other. Magnetic polymers have been used as filter
aids. Physical and chemical treatment processes studied include the use of lime treat-
ment, ammonia stripping with air, coagulation with Iron salts, sand filtration, chlorine
disinfection, and activated carbon treatment.
*Water quality, *Water purification, *Water reuse, *Polymers, *Chemical treatment,
Desalination, Sewage effluents, Industrial wastes, Heat treatment, Ion exchange,
Resins, Pollution abatement, Waste water treatment
272
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D233
DESIGN CRITERIA FOR WASTE WATER AERATOR DRIVES,
Van Gelder, P.
Water and Sewage Works, Vol. 124, No. 1, p 66-69, January, 1977. 1 fig, 2 tab.
Because of stricter pollution control laws, industrial firms are beginning to develop
new water treatment facilities with technology often beyond their normal spheres of
operation. One important area is that of aerator drives. Mechanical aerators oxygen-
ate ponded waste water to quicken aerobic digestion. Two basic aerator types are the
fixed-platform and the floating aerator. An engineering survey is necessary to deter-
mine the one best suited for any application. Several considerations are presented,
although the most important is the definition of application conditions. It has been
found that a totally enclosed fan-cooled motor is the only one suited for aerator
drives. Concern should be given to the choice of voltage, factors of insulation and
service, corrosion-proofing, and other protective devices. The latter include temper-
ature and overload protectors, condensation protection, and vibration protection.
Safety factors relative to motor operation require that lifting devices withstand
forces five times the weight of the motor; that excessive motor speeds be eliminated;
and that there is proper grounding. Various factors affecting gear reducer and
driver operation were considered, including gear case design, lubrication, and loading.
*Design criteria, *Aeration, *Mechanical equipment, *Aerobic treatment, *0xygenation,
Water quality control, Treatment facilities, Legislation, Electrical equipment,
Design, Corrosion control, Waste water treatment
Aerator drives
D234
THE OPERATIONS SECTION OF LINCOLN SEWAGE DIVISION,
Ramsden, I., and Pullen, K. G.
Surveyor, Vol. 148, No. 4411/4412, p 11-12, December, 1976.
The personnel and management structure of the Operations Section of the Anglian Water
Authority, England, was described. The headquarters staff consists of the operational
services officer and the scientific officer and three area managers. The services
officer is responsible for such activities as transport, communications, electrical
and mechanical maintenance, and health and safety. The science officer advises on
works performance and assists on process design. The lower personnel structure is
described, as is the policy decision-making process. Maintenance staffs and their
respective duties are outlined relative to sludge treatment and disposal, electrical
and mechanical engineering, and sewerage.
*Water districts, *0peration and maintenance, *Personnel, ^Budgeting, Mechanical
equipment, Power operation and maintenance, Engineering personnel, Scientific
personnel, Maintenance, Sludge treatment, Sludge disposal, Sewers, Treatment facilities
Lincoln Sewage Division, Anglian Water Authority (England)
273
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D235
ENERGY CONSERVATION AND HEAT RECOVERY IN WASTE WATER
TREATMENT PLANTS,
Pallio, F. S.
Malcolm Plrnie, Incorporated,
Consulting Environmental Engineers,
White Plains, New York.
Water and Sewage Works, Vol. 124, No. 2, p 62-65, February, 1977. 4 fig, 7 tab.
Heat recovery has been considered as a useful approach to energy conservation in waste
water treatment. Heat pumps, heat exchangers, and the energy wheel have been evaluated.
Using processed waste water or other warm waste water sources for the heat pump pro-
vides a higher temperature source than that of ambient air. The Coefficient of Per-
formance (COP) defines heat pump efficiency and is the ratio of useful heating output
to the power input. The use of warm waste water results in a higher COP than air or
water. Using heat pumps would allow recovery of available energy from waste water;
provide 3 to 5 times more Btu/hr/kw than direct electric resistance heating units;
have an economic advantage above oil-fired heating systems; and conserve energy re-
sources. The energy wheel is a rotary air-to-air heat exchanger consisting of a revolv-
ing cylinder packed with coarse knit metal mesh. The cylinder rotates through an ex-
haust air stream, picks up heat, is purged of contaminated air, and finally, rotates
through the outside air stream giving off the collected heat. Incoming cold air can
be pretreated by using heat from the contaminated exhaust air stream. Other advantages
are the reduction of cross contamination to less than 1%, and the availability of
materials that allow moisture transfer from the exhaust to the incoming air stream,
aiding recovery of sensible and latent heat from air-conditioned spaces. The use of the
energy wheel can reduce the size of heating equipment, as well as the fuel and energy
consumption. Both concepts can reduce annual heating costs.
^Energy, ^Conservation, *Heat, *Heat pumps, Heating, Resource development,
Refrigeration, Temperature, Performance, Costs, Equipment, Waste water treatment,
Sludge treatment, Treatment facilities
Energy wheel
D236
MUNICIPAL WASTE WATER TREATMENT AS AN INDUSTRIAL OPERATION,
Guthrie, D. L.
Environmental Quality Systems, Incorporated,
Rockville, Maryland.
Water and Sewage Works, Vol. 124, No. 2, p 60-61, February, 1977. 1 fig, 2 tab,
16 ref.
More advanced treatment processes, upgraded facilities, and better operation and main-
tenance procedures will be needed to comply with the treatment goals of PL 92-500.
The costs involved require that facilities be operated as efficiently as possible to
offset increased construction and operation costs. The capital investment in a muni-
cipal waste water treatment facility may reach $10 million. The suggestion that
municipal treatment facilities be operated on a basis similar to that of industrial
plants was reviewed. These are operated for the most cost-effective and satisfactory
results and can involve higher capital costs than municipal treatment plants. A com-
parison was suggested with a sulfuric acid plant. Variables involved in such a compar-
ison were initial investment, amortization, plant age, number of employees, volume
of production, dollar price of the end product, and raw material cost. For municipal
waste water facilities, production volume is the combined volume of sludge and effluent
and the dollar price of the end product is the cost to the taxpayer. It was concluded
that water quality laws will not be successful unless municipal waste water treatment
is considered a profit-making operation rather than a burden. The final product is
"clean wat^r" for the consumer.
*Treatment facilities, ^Operation and maintenance, *Municipal wastes, *Industrial
wastes, *Costs, Legislation, Tertiary treatment, Pollution abatement, Waste water
treatment, Capital costs, Construction costs, Comparative costs
Federal Water Pollution Control Act Amendments, 1972 (PL 92-500)
274
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D237
PLUG-IN CONCEPT FOR PILOT SEWAGE TREATMENT PLANT,
Pullin, J.
Water and Sewage Works, Vol. 124, No. 2, p 52-53, February, 1977.
Waste water treatment by use of oxygenation Is being studied at the advanced waste
water treatment facility at Coleshill, England. The project is a pilot project for
the NATO Committee on the Challenges of Modern Society (CCMS). The oxygenation is
combined with conventional biological processes. The Coleshill facility has two treat-
ment streams with a dry weather flow of 100,000 gallons/day. Treatment of both in-
dustrial and domestic flows and combination flows are being tested. Fixed facilities
include a service gantry, inlet works, reagent preparation plant, sludge dewatering
plant, laboratory and workshop, and a substation and office buildings. Mobile treat-
ment units may be added at either side of the gantry to allow maximum flexibility at
the works. These allow the combining of laboratory functional flexibility and full
scale operation. Mobile units provide chemical flashmixing tanks; chemical floccula-
tion tanks; settling tanks; recarbonation tanks; surface aeration tanks; biological
filters; screw pumping units; multimedia filters; and granular activated carbon
columns. Fixed facilities provide lime, ferric sulfate alum, polyelectrolyte, acid
and carbon dioxide dosing; pilot scale multimedia filters; granular activated-carbon
columns; storage tanks for biological and chemical sludges; and a sludge treatment
house. Results have produced 99% phosphorus removal, 90% suspended solids reduction,
70% BOD removal and 65% COD reductions with the addition of 400 milligrams/liter of
lime slurry. Portable sensors monitor all plant performance.
*Pilot plants, *Treatment facilities, *Tertiary treatment, '''Biological treatment,
*Chemical treatment, Construction, Design, Domestic wastes, Industrial wastes,
Equipment, Personnel
Coleshill (England), NATO Committee on the Challenges of Modern Society (CCMS)
D238
ELIMINATION OF ANAEROBIC DIGESTER SUPERNATANT,
Mignone, N. A.
Water and Sewage Works, Vol. 124, No. 2, p 48-49, February, 1977. 1 fig, 1 tab,
6 ref.
Secondary digesters are used to provide solid-liquid separation, thus reducing down-
stream sludge handling cost. Primary high rate anaerobic digestion combined with
mechanical sludge dewatering may be more expedient. Present design practices produce
a supernatant liquid stream that has a relatively poor quality. It has been felt that
elimination of secondary digesters, and substitution of the above method, would not
be detrimental to the treatment process. High rate anaerobic digestion and mechanical
dewatering would not produce a variable supernatant stream, but one having a low solids
content treatable by recycling to the influent of the secondary treatment process.
Storage facilities to handle excess mechanical dewatering capacity would be unnecessary
and primary digesters would provide enough non-sludge dewatering storage by using
floating covers. Less land would be required. Raw sludge could be dewatered easily
if the primary digester failed and a constant, predictable cake concentration would be
produced for ultimate sludge disposal.
*Sludge digestion, *Anaerobic digestion, *Design criteria, *Sewage effluents, Sludge
treatment, Dewatering, Heat treatment, Mechanical equipment, Treatment facilities,
Separation
275
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D239
ANAEROBIC FILTER TREATS WASTE ACTIVATED SLUDGE,
Haug, R. T., Raksit, S. K., and Wong, G. G.
Water and Sewage Works, Vol. 124, No. 2, p 40-43, February, 1977. 4 fig, 4 tab, 8 ref.
The State of California has ruled against ocean disposal of waste water solids. The
City of Los Angeles has studied alternate disposal schemes including treatment of
liquors from thermal conditioning of waste activated sludge by anaerobic filters. This
process involved thickening sludge and subjecting it to thermal conditioning at 350 F
for about 30 minutes. As much as 60-70% of suspended solids were solubilized, pro-
ducing a solids content of about 1.2% after conditioning. A 9% sludge was obtained
with dewatering characteristics that produced a 40% cake after centrifuging without
chemical additions. Thermal conditioning entailed several problems: odor control;
corrosion and organic fouling of heat exchanger tubes; the need for heat energy; and
necessary treatment of the decanted liquor and centrate (heat treated liquor) before
disposal. The anaerobic filter was investigated for treatment of this liquor. The
reactor provides an upward fluid flow through a fixed media bed. Very short hydraulic
detention times and long solids retention time can be maintained easily. It cannot
handle wastes with high concentrations of suspended solids. Because this heat treated
liquor had low solids concentrations, it was well-suited for the process. Results
indicated 85% BOD removals and 76% COD removals with a 2-day hydraulic detention time;
methane production would off-set much of the process energy requirement; and disposal
by heat treating, followed by dewatering and thickening with anaerobic filter treatment
of the liquor, is a promising disposal method. Further research, however, is necessary.
^Filters, *Anaerobic conditions, *Heat treatment, *Dewatering, Sludge treatment,
Sludge disposal, Solid wastes, Pollution abatement, Disposal, Sewage effluents,
Suspended solids, Activated sludge, Waste water treatment
Los Angeles (Calif)
D240
FAIL-SAFE WASTE TREATMENT SYSTEM,
Gunn, G. A.
CH2M/H111,
Reston, Virginia.
Water and Sewage Works, Vol. 124, No. 2, p 12, February, 1977.
In order to prevent pollution of its water supply by sewage effluents, the Occuquan
Sewage Authority, Virginia, has begun construction of an advanced waste water treatment
system. This system will eliminate eleven treatment plants and will have many re-
dundancy features to ensure operation under most foreseeable conditions. Funding of
the project was aided by the EPA, the state of Virginia, and local government. A
regional treatment facility will handle the loads now treated by the eleven facilities,
and will employ a 15 mgd capacity, five raw sewage pump stations, and 150,000 lineal
feet of interceptor sewers and force mains. Treatment will consist of primary and
secondary treatment, chemical treatment for phosphorus removal, ion exchange for am-
monia nitrogen removal, carbon absorption and multi-media filtration for residual or-
ganics removal, and chlorination for disinfection and residual ammonia removal. Efflu-
ent quality should have a BOD of less than 1 mg/liter, zero suspended solids, a COD
of less than 10 mg/liter, less than 2 coliform bacteria per 100 milliliters, and less
than 0.1 mg/liter of phosphorus. The duplication of facilities includes two alternate
off-site power sources and an on-site standby power generation system; an automatic by-
pass of incoming raw sewage to an emergency retention basin during total power failure;
and piping and valves designed to accommodate any failure.
*Treatment facilities, *Planning, *Waste water treatment, *Tertiary treatment,
Chemical treatment, Environmental control, Water quality, Reservoirs, Natural resources,
Construction, Automatic controls, Sewerage
Occuquan Sewage Authority (Va)
276
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D241
PLASTIC SPHERES FOR WASTE WATER TREATMENT,
Water Services, Vol. 80, No. 970, p 737-738, December, 1976.
Mechanical purification systems have been developed using modifications of the activated
sludge process which are more easily adapted to variations and shock loads. The Euro-
Matic Bio-Drum was developed to combine the advantages of mechanical and natural puri-
fication processes. A pair of open mesh drums, filled with hollow plastic spheres
which revolve around a shaft suspended by a 'swinging arm' attached to the side of the
treatment tank are the basic mechanisms. This combines the trickling filter and acti-
vated sludge processes. The plastic balls are alternately dipped in liquor to take in
organic matter, and exposed to the atmosphere, to absorb oxygen and generate biological
activity. Results with hydraulic loads of 6 to 25 cu m/cu m/day and BODs from 1.2 to
4.7 kg/cu m/day showed reductions of 90% at lower loadings and 40% at higher loadings.
With activated settled sludge returned to thicken the mixture in the tank, at 25 cu m/
cu m/day and BOD of 5.5 kg cu m/day, a 90% BOD reduction was evidenced. Operation
costs of a unit with a small single motor drive are minimal as is the installation cost.
*Plastics, *Waste water treatment, *Industrial wastes, Biochemical oxygen demand,
Equipment, Filters, Organic matter, Sewage effluent, Waste water treatment, Sewage
treatment
D242
SCREENINGS DEWATERING PRESS,
Water Services, Vol. 80, No. 970, p 737, December, 1976.
The Temact screenings dewatering press was developed to be used with sewage screens.
It is made of a hydraulically operated press with a power and hydraulic control unit
and an electrical control panel. Only interconnecting wiring, washing-down, and
drainage facilities are necessary. Compression separates rags, paper, and like solids
from liquid and fine matter which are subject to usual treatment processes. About
two-thirds of the water is removed from screenings and weight and volume are reduced
55 to 60%. Discharged dewatered screenings are compact, relatively dry, and can be
automatically bagged, if desired. They have a caloric value amenable to economical
incineration.
*Dewatering, *Screens, *Sludge treatment, Equipment, Treatment facilities,
Incineration, Solid wastes, Waste treatment, Waste water treatment
Dewatering press
277
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D243
ADVANCED WASTE TREATMENT SEMINAR, SESSION III, REMOVAL OF SOLIDS
AND ORGANICS, HELD AT SAN FRANCISCO, ON OCTOBER 28-29, 1970,
1970.
69 p, 23 fig, 5 tab, 31 ref. Technical Report NTIS PB 246-050.
A report of a seminar on the removal of solids and organics in waste treatment was
presented. Design criteria were presented for removal processes, such as horizontal
and vertical-upflow sedimentation tanks, and tube and lamella settlers. Dissolved air
flotation, screening devices, in-depth filtration, ultrafiltration, and activated
sludge processes were evaluated from performance and economic viewpoints. New develop-
ments in sludge handling and disposal were discussed, including ocean and land disposal,
disposal of organic sludge, wet sludge treatment, oxidation, dewatering, and chemical
treatment. Activated carbon treatment and the use of pure oxygen in solids removal
were also evaluated.
*Conferences, *Solids contact processes, *Design criteria, *0rganic matter,
Separation, Sedimentation, Filtration, Performance, Economics, Sludge treatment,
Sludge disposal, Waste treatment, Waste disposal, Oxidation, Dewatering, Chemical
treatment, Activated carbon, Oxygen, Oxygenation, Treatment, Waste water treatment
D244
SLUDGE DEWATERING ON ALASKA'S NORTH SLOPE,
Industrial Wastes, Vol. 23, No. 1, p 19, January/February, 1977.
Modern treatment methods that meet EPA regulations are being used in Alaska to replace
traditional sewage disposal which usually involved ocean dumping. Techniques used on
the North Slope are described. Two oil companies, Atlantic Richfield and BP Alaska,
use a biological aerated sludge treatment system and a combined biological and physical-
chemical system, respectively. Both, however, use continuous decanter centrifuges for
sludge dewatering. Dewatering reduces the volume of sludge and improves its handling
characteristics prior to disposal. Less consumption of water in the arctic lifestyle
produces sewage with a high BOD or solids level. The ARCO base camp treatment system
produces 450-500 pounds of cake concentrate and 5,000 gallons of clarified water per
day from a waste water flow of 6 gpm containing 1-3% solids. The clarified water is
recirculated to the sewage plant primary stage. Flocculation is induced in the sludge
by the addition of polyelectrolytes just prior to centrifugation. This increases the
rate of solids separation. The BP process handles feeds of 1-3% solids at 6 to 8 gpm,
and 1% solids at 3 to 6 gpm. After dewatering, the cake concentration has 15-20%
solids. The BP process reduces fuel costs for incineration, provides for continuous
unmanned operation and an overload device to prevent serious breakdowns, and uses a
closed system installation having operational flexibility. The De Laval decanter/
centrifuges consist of a cylindrical bowl inside of which is a screw conveyor, both
rotating in the same direction, though the conveyor moves at a different speed to
transport separated solids to the solids discharge area. Solids and clarified water
are simultaneously discharged.
''Dewatering, *Centrifugation, Separation techniques, Sludge treatment, Sewage
treatment, Flocculation, Polyelectrolytes, Biochemical oxygen demand, Disposal,
Incineration, Alaska, Arctic
278
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D245
SINGLE P/C UNIT REMOVAL OF NUTRIENTS FROM COMBINED SEWER
OVERFLOWS,
Murphy, C. B., Jr., Hrycyk, 0., Gleason, W. T., Field, R.,
and Fan, E.
O'Brien and Gere Engineers, Incorporated,
Syracuse, New York.
Journal Water Pollution Control Federation, Vol 49, No. 2, p 245-255, February, 1977.
8 fig, 2 tab, 7 ref.
An investigation, beginning with a pilot scale program and concluding with demonstra-
tion-scale facilities, was conducted to determine design criteria for the construction
of a system to remove nutrients from combined sewer overflows. The unit developed
was a high rate combined process using primary screening, in-line alum addition and
coagulation, and contact with clinoptilolite. Alum dosages which produce an aluminum:
phosphorus molar ratio of 1.2 to 1.8 removed 90-95% of the phosphorus. Phosphorus
removal was not enhanced by excessive alum treatment. Polymer doses for removing
solids depended upon the level of solids in the overflow waste water and on the solids
generated by the alum. This system could be used to partially treat lake and reservoir
tributaries with an algae problem during dry weather conditions, and to treat receiv-
ing streams immediately following a storm. Ammonia removal depended upon the NH3N
concentration in the influent, the volume of clinoptilolite used, and the waste water
application rates. Ammonia removals of 0.36 meq/gram (5.0 milligrams NH3H/gram of
clinoptilolite) were achieved. Three contactors in a series are necessary to optimize
the use of clinoptilolite. This system is ideal for conditions where treatment of a
point source combined sewer overflow discharge is necessary, where space limitations
do not allow conventional treatment, and where conveying waste water is impractical.
*0verflow, ^Combined sewers, ^Nutrients, Separation techniques, Treatment facilities,
Phosphorus, Ammonia, Waste water treatment, Polymers, Design criteria, Aluminum,
Lakes, Reservoirs, Surface waters, Tributaries
Alum, Clinoptilolite
D246
INFLUENCE OF PHOSPHORUS REMOVAL ON SOLIDS BUDGET,
Baillod, C. R., Cressey, G. M., and Beaupre, R. T.
Michigan Technological University,
Houghton,
Department of Civil Engineering.
Journal Water Pollution Control Federation, Vol. 49, No. 1, p 131-145, January, 1977.
4 fig, 13 tab, 16 ref.
A study was conducted to determine the influence of phosphorus removal on the solids
budget of an activated sludge plant equipped with aerobic digestion. Specific objec-
tives were the determination of the quantity, solids content, digestibility, and de-
watering properties of the excess sludge produced, and the determination of the effect
of alum addition on solids transformations within the activated sludge and aerobic
digestion processes. An 81% total phosphorus removal was achieved with liquid alum
doses of 1.7 moles of aluminum/mole of influent phosphorus. The same system without
any chemical addition produced a 27% phosphorus removal. Chemical-biological acti-
vated sludge processes gave 50% more excess sludge on a dry weight basis and 16% more
excess sludge on a volumetric basis. There was a marked net conversion or solubiliza-
tion of the solids and phosphorus components to a dissolved form. In the control this
was greater than in the alum unit. Volatile and fixed dissolved solids in both units
showed net productions, and total solids, total fixed solids and phosphorus seemed
to be conserved in each. Similar material balances for aerobic digesters showed the
alum-biological sludge to be less amenable to aerobic digestion, but the alum sludge
thickened much better than the control sludge. Alum-biological sludge total suspended
solids reduction was low at about 12%. It was concluded that the aerobic digestion of
chemical-biological sludge would be best for sludge storage and thickening. Dewater-
ing studies indicated that both sludges were amenable to conventional processes. Two
stage aerobic digestion followed by basket centrifugation seemed to be the most econom-
ical means of dewatering for the alum-biological sludge.
*Phosphorus, ^Activated sludge, *Aerobic digestion, Chemical treatment, Biological
treatment, Suspended solids, Sludge treatment, Dewatering, Physical properties,
Chemical properties, Waste water treatment, Economics
Alum, Phosphorus removal
279
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D247
RECYCLING OF ALUM USED FOR PHOSPHATE REMOVAL IN DOMESTIC
WASTE WATER TREATMENT,
Cornwall, D. A.
Dissertation Abstracts International B, Vol. 37, No. 7, p 3564-3565, January, 1977.
A process was developed for the economical recovery of aluminum used as a coagulant
for phosphorus removal in domestic waste water treatment. Aluminum-phosphate-organic
sludge was used. It was thickened to a solids concentration four times that of raw
sludge, and reacted with sulfuric acid to dissolve the aluminum and phosphate. Sedi-
mentation produced a 93% separation of available aluminum, and vacuum filtration pro-
duced a 100% aluminum separation. The acidified aluminum was separated from the phos-
phate by a solvent extraction process using a kerosene solution of alkyl phosphates.
The aluminum-rich kerosene phase was contacted with 6N H2S04 and the kerosene:acid
volume ratio was adjusted to form a final aluminum concentration equal to that in
commercial alum (about 5%). Recovered aluminum was reused as a coagulant in phosphorus
precipitation and the kerosene was recycled to the extraction stages. Overall recovery
of aluminum was 89-93%.
*Aluminum, Sludge treatment, Phosphorus, Domestic wastes, Separation, Phosphates,
Coagulation, Extraction, Chemical treatment, Filtration, Waste water treatment
Aluminum recycling, Phosphate removal
D248
THE USE OF POLYMERS FOR IMPROVING CHEMICAL SLUDGE DEWATERING
ON SAND BEDS,
Novak, J. T., and Langford, M.
Missouri University,
Columbia,
Department of Civil Engineering.
Journal of the American Water Works Association, Vol. 69, No. 2, p 106-110,
February, 1977. 13 fig, 3 tab, 8 ref.
An evaluation was conducted of the effect of polymers on the improvement of sand bed
dewatering of chemical sludges. Polymer conditioning was found to produce a sludge
satisfactorily dewaterable on sand beds. Bed penetration was the condition which
most frequently ruled out sand bed use. Sludges of low cake solids and high specific
resistance are considered most difficult to dewater by mechanical means, but they are
susceptible to sand-bed dewatering. The long period needed for air drying makes other
methods more economical for dewatering dense sludges such as lime-softened sludges.
Most sludges with a substantial CaC03 content have a relatively low resistance and can
be dewatered by vacuum filter without added polymers. Specific characteristics of
the sludge determine bed-surface requirements and the need for polymer conditioning.
*Dewatering, *Polymers, Drying, Sludge treatment, Waste water treatment, Solid wastes,
Vacuum filters, Physical properties, Chemical properties, Economics
Sand bed, Chemical sludges
280
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D249
TREATMENT OF COMBINED SEWER OVERFLOWS VIA THIN FILM CHEMISTRY,
Peloquin, A. E., Poole, S. E., and Schauffler, F. K.
New England Interstate Water Pollution Control
Commission,
Boston, Massachusetts.
Journal Water Pollution Control Federation, Vol. 49, No. 2, p 206-215, February, 1977.
4 fig, 5 tab, 3 ref.
A new treatment system was described for combined sewer overflows and/or storm water
discharges. Influent for the system is pumped from a manhole by two submersible
screened-inlet pumps. It is discharged above the water line in a zone where mixing
with lime and ferric chloride occurs. It is further mixed, an anionic polymer is
added to aid floe growth, and then it is pumped into a high rate settler (HRS-1).
Clarified waste water overflows to a flow equalization unit, and is pumped to a dis-
infection area, where it is disinfected by sodium hypochlorite using thin film tech-
nology. Disinfected waste water is pumped into HRS-2 and the effluent from HRS-2 is
discharged into the river through a by-pass sewer. Sludge produced during treatment
is discharged to the sewer line downstream of the influent manhole. This method is
well-suited to treating overflows and an additional benefit would accrue from treat-
ing storm water mixed with the waste water. Cost reductions are expected from re-
placing chlorine with ozone, modifying chemical doses, and creating a new mixing system
in the influent tank. Potential applications include treating small rural area waste
water, septic tank pumpings, and holding tank wastes.
*Combined sewers, *0verflow, *Storm water, Water purification, Disinfection,
Equipment, Polymers, Chlorine, Sludge disposal, Waste water treatment, Costs,
Rural areas, Septic tanks, Treatment, Ozone
Thin film chemistry, Sodium hypochlorite
D250
THE FABRIC-LINED PURIFICATION BASIN,
Journal of Coated Fabrics, Vol. 6, No. 3, p 137-138, January, 1977.
The development of economical small and medium-sized waste water treatment facilities
in Germany has become a major concern. This is primarily because waste water from
nearly 50% of households and industries is still discharged unpurified. Excavated
basins with feces-retaining membranes provide an economical solution to the problem.
These basins may be covered or uncovered. Covered versions would allow placement
nearer communities, thus eliminating expensive pipelines and odors, while providing
a nonobjectional landscape. The prefabricated liner can be coated with polyvinyl
chloride (PVC) as a sealant, and a PVC-coated high tenacity Diolen fabric can be used
as a roofing material.
*Settling basins, *Linings, *Water purification, Waste water treatment, Industrial
wastes, Domestic wastes, Sewage effluents, Construction, Construction materials,
Economics, Costs, Sealants, Roofing materials, Plastics, Treatment facilities
Polyvinyl chloride (PVC), Diolen fabric
231
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D251
AUTOTHERMAL AEROBIC DIGESTION,
Matsch, L. C., and Drnevich, R. F.
Union Carbide Corporation,
Tonawanda, New York.
Journal Water Pollution Control Federation, Vol. 49, No. 2, p 296-310, February, 1977.
3 fig, 10 tab, 7 ref.
Union Carbide has studied aerobic digestion systems using high purity oxygen since
1972. Aerobic digestion at temperatures greater than 45 C produces a sludge which is
practically pathogen-free and more suitable for land or ocean disposal. A high degree
of digestion at a residence time of 5 days or less can be obtained at this temperature.
Reducing vaporization losses allows the oxygen to utilize the exothermal nature of
endogenous metabolism and maintain the temperature above ambient. Autothermal thermo-
philic aerobic digestion (ATAD) is self-regulating due to a decrease in the digestion
rate when temperature rises above 60 C and the system inhibits nitrification to de-
crease oxygen requirements. The process is very stable and recovers from extreme
equipment malfunctions and operator errors within hours of correction of the problem.
The sludge from this system dewaters as well as anaerobically digested sludge. A
higher degree of digestion at the same retention time, an improved oxygen use and no
pathogen leakage are advantages of the two-stage thermophilic digestion system over
the single stage system. Defining "stable sludge" from an aerobic digestion system
was also a part of the investigation. Different degrees of stability are required
depending upon the means of ultimate disposal. The ATAD process was found to be less
costly than a mesophilic system because of small reactor volumes, lower oxygen re-
quirements, less energy requirements, and the production of a pathogen-free sludge.
*Aerobic treatment, *Sludge digestion, Temperature, Oxygen, Design criteria,
Metabolism, Laboratory tests, Physical characteristics, Chemical characteristics,
Waste water treatment, Nutrients
D252
EXPERIENCES IN EVALUATING AND SPECIFYING AERATION EQUIPMENT,
Stukenberg, J. R., Wahbeh, V. N., and McKinney, R. E.
Black and Veatch Consulting Engineers,
Kansas City, Missouri.
Journal Water Pollution Control Federation, Vol. 49, No. 1, p 66-82, January, 1977.
13 fig, 7 tab, 18 ref.
The advancement of testing methods and knowledge of aeration theory have allowed the
proper application and evaluation of aeration equipment. Testing of aeration equipment
is important, even though it adds to installation costs, because performance cannot
be accurately predicted. Criteria for choosing equipment should include: oxygen
requirements, maximum power use allowable, turndown requirements, mixing, noise, mist
or spray, allowable power variation, and method of testing. The steady state and
non-steady state aeration equipment tests are valid, although they do contain problems.
Problems with the steady state test are the determination of the rate of 02 uptake by
activated sludge and of the 02 transfer coefficient, and the correct values of DO
saturation and of the DO residual. Problems with the non-steady state test are the
values of DO saturation used for the determination of the 02 transfer rate coefficient
and possible cobalt interference on the Winkler DO analysis. Direct analysis of test
data is valid as a supplement to conventional methods of determining 02 transfer rate
coefficients.
*Aeration, ^Equipment, ^Activated sludge, Theoretical analysis, Oxygen demand,
Performance, Design criteria, Testing, Evaluation, Sludge treatment, Waste water
treatment
232
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D253
INTERMITTENT SAND FILTRATION FOR UPGRADING WASTE
STABILIZATION POND EFFLUENTS,
Harris, S. E., Reynolds, J. H., Hill, D. W., Fllip, D. S.,
and Middlebrooks, E. J.
Utah State University,
Logan,
Utah Water Research Laboratory.
Journal Water Pollution Control Federation, Vol. 49, No. 1, p 83-102, January, 1977.
12 fig, 9 tab, 7 ref, 1 append.
A simple, economical, low maintenance treatment method was found necessary for polish-
ing lagoon effluent to meet the requirements of PL 92-500. The need was especially
urgent because many communities with a population of less than 5,000 use stabilization
ponds for economical waste water treatment and lack operators and maintenance crews
having a high degree of technical knowledge. Research indicated that intermittent
sand filters might economically satisfy the demands of this legislation. The length
of filter run was found to be related to the influent suspended solids concentration
and the hydraulic loading rate, as well as to algal growth in the standing water above
the filter. These filters can produce an effluent with a BOD of less than 100 milli-
grams/liter and a suspended solids concentration of less than 10 milligrams/liter,
as well as a volatile suspended solids concentration of less than 5 milligrams/liter.
Winter effluent quality was slightly lower than warm weather effluent quality, but
winter operation created no serious problems. Optimum single stage intermittent sand
filter hydraulic loadings were about 0.4 to 0.6 million gallons/acre/day.
*Filtration, *Soil filters, *Filters, *0xidation lagoons, Performance, Economics,
Suspended solids, Phosphorus, Nitrification, Temperature, Costs, Waste water
treatment, Water purification, Sewage effluents
Sand filtration
D254
BRISTOL REGIONAL SEWAGE TREATMENT WORKS—PAST, PRESENT
AND FUTURE,
Steel, P. H.
Development and Planning Division,
Wessex Water Authority,
Bristol, England.
:ab,
Chartered Municipal Engineer, Vol. 104, No. 1, p 5-12, January, 1977. 10 fig, 1 t.
4 ref.
A review of past, present, and future sewage treatment in the Bristol, England, area
was presented. Proposals and actual treatment plans from 1879 to the present were
first explored. The present system contains a system of main sewers which intercept
old outfalls into the River Avon and provide adequate trunk sewers for the area;
pumping stations which raise sewage from low-lying areas into the trunk sewer system;
a main inverted siphon under the River Avon to carry sewage from south of the city to
the north of the river; a main pumping station to pump sewage from the main trunk
sewer to the treatment facilities; and a treatment works which handles a dry flow of
21 mgd. Partial treatment includes comminution or screening, grit removal, sedimenta-
tion and sludge digestion and secondary treatment to provide water for industrial
purposes. Also included in the system is an effluent outfall on the bank of the River
Severn. The advantages and disadvantages of phased development were discussed.
Future proposals include modifications of the main pumping station, storm sewage
treatment, sedimentation tanks, sludge thickening, regional sludge disposal, sludge
digestion, added generating stations, industrial water treatment, and a tidal pumping
station. These proposed additions and alterations would provide an ultimate capacity
flow of 100 mgd and a hydraulic capacity of 1,520,000 cubic meters/day for the main
pumping station.
*Treatment facilities, ^Planning, Water purification, Water quality control, Waste
identification, Waste disposal, Waste water treatment, Water districts, Sanitary
engineering, Sewage treatment, Sewage disposal, Drainage, Design, Costs, Comprehensive
planning
Bristol Regional Sewage Treatment Works (England)
283
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D255
EVALUATION OF ALTERNATE SOLIDS HANDLING METHODS FOR
ADVANCED WASTE TREATMENT,
Bell, B. A., and Zaferatos, T. M.
Flood and Associates, Incorporated,
Jacksonville, Florida.
Journal Water Pollution Control Federation, Vol. 49, No. 1, p 146-155, January, 1977.
4 fig, 8 tab, 10 ref.
Various methods for handling solids in advanced waste treatment were explored. Eight
systems considered included: single-stage recarbonation with disposal of dewatered
sludge in landfill; single-stage recarbonation, dewatering, and incineration; single-
stage recarbonation, recalcination of dewatered sludge, air classification, and lime
recycle; single-stage recarbonation, wet centrifical classification, recalcination
of dewatered sludge, air classification, and lime recycle; two-stage recarbonation,
dewatered sludge recalcination, air classification and lime recycle; two-stage re-
carbonation, wet centrifical classification, dewatered recalcination and lime recycle;
and two-stage recarbonation, wet centrifical classification, dewatered sludge recal-
cination, air classification and lime recycle. Each was considered as to equipment
sizing and capital and operating costs. The solids material balance must be deter-
mined for proper sizing and economic comparison; wet centrifical classification of
sludge is economical for most municipal waste waters. Two-stage recarbonation with
intermediate settling was thought to be economical for many municipal waste waters,
although prior piloting of two-stage recarbonation is recommended before design.
Waste water hardness and alkalinity, cost and availability of ultimate disposal, and
quality and quantity of sludge from two-stage recarbonation greatly affect the econom-
ics of lime recalcination and recovery.
*Solid wastes, *Solids contact processes, Tertiary treatment, Sludge treatment,
Operating costs, Capital costs, Sludge disposal, Chemical treatment, Evaluation,
Performance, Waste water treatment
D256
SURVEY OF ANAEROBIC DIGESTION SUPERNATANT TREATMENT
ALTERNATIVES,
Mignone, N. A.
Water and Sewage Works, Vol. 124, No. 1, p 42-44, January, 1977. 5 tab, 31 ref.
Several options for the treatment of anaerobic digestion supernatant were explored.
Intermittent mixing was considered and outperformed continuous mixing, which seemed
to result in poor bio-flocculation and inefficient solids-liquid separation. Vacuum
degasification increased the quality of sludge settleability and did not have the
odor and foaming problems associated with air stripping. Activated carbon treatment
is supposed to increase gas production and methane content, reduce odors, increase
draining, and improve supernatant quality. Returning untreated supernatant to the
treatment influent can cause increases in BODS, in dissolved and suspended solids, and
in nutrients in the effluents. Supernatant disposal to sand beds is considered a
solution only for very small plants. Air stripping or oxidation has mixed results,
probably because the nitrification demand of supernatant liquid is more important than
the carbonaceous demand. The Kraus system uses supernatant to increase organic load-
ing on aeration tanks, provides biological process stability with variable influent
flow and organic inputs, provides a ready supply of excess oxygen, and is a means for
immediate plant recovery from system upsets. Phosphate could be removed from super-
natant in a form suitable as fertilizer or the supernatant could be used as a growth
accelerator for fish. Elutriation reduces chemical conditioning cost and improves
compaction, but the loss of solids in the elutriate is considered undesirable.
*Sludge digestion, *Anaerobic digestion, Sludge treatment, Activated carbon, Sludge
disposal, Oxidation, Biological treatment, Fertilizers, Waste water treatment,
Sewage treatment
Air stripping, Kraus system, Gas mixing, Sand beds
284
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D257
PROCESS COULD SAVE MILLIONS OF POUNDS ON SEWAGE TREATMENT
PLANTS,
Water Services, Vol. 80, No. 970, p 740, 742, December, 1976.
The Polysorb Process, developed by Chemviron, may reduce construction costs of British
treatment plants. The process employs polymers and granular activated carbon in a
two-step physical/chemical program. It is economical, more quickly installed, and
requires 85% less land than conventional biological treatment systems. The system
produces no secondary effluent, removes more than 90% of most organic matter, and
eliminates odor. The first stage removes suspended solids and the second removes
dissolved organics. After disinfection the effluent can be directly discharged into
lakes and streams or used for recreational, agricultural, or wildlife management pur-
poses. Granular activated carbon can also be used to remove objectional taste and
odor from potable water. Estimates suggest that about one billion gallons of water/day
could be saved by industry if activated carbon filters were used instead of sand,
allowing nearly indefinite recycling of water within a plant. Many millions of pounds
could be saved in the construction and operating costs of plants using this process.
*Adsorption, *Separation techniques, Flocculation, Suspended solids, Water purifica-
tion, Organic matter, Odor, Sedimentation, Activated carbon, Disinfection, Waste
water treatment, Costs, Potable water, Sewage treatment
Polysorb Process
D258
SLUDGE DEWATERING BY BELT FILTER,
Water Services, Vol. 80, No. 970, p 742, December, 1976.
The Roediger SSP (straining, suction and pressure zones) belt filter, marketed in
Britain, uses gravity draining and vacuum dewatering stages before the belt press and
milling zones, where final moisture removal is conducted. The belt filter can be used
with domestic and industrial waste sludge and the design reduces operating costs by
requiring a minimum of flocculant. The stages of the process ensure a high solids
capture as compared to conventional belt presses. A sludge cake with high solids
content is produced, minimizing reconstitution during storage and facilitating handling.
The sludge is mixed with polyelectrolytes in a rotating drum, and is passed over a
straining zone allowing water to run through the filter belt media into a collection
system. It continues through a suction zone where low vacuum ensures a filtrate
slightly contaminated by fine suspended solids, necessitating only sludge flocculation,
and then is pressed. The reduced flocculation requirement produces substantial cost
savings. Normal final solids content is 35-40% from digested sludge, up to 35% from
primary sludge, and up to 30% from aerobically stabilized sludge.
*Dewatering, ^Filters, Sludge treatment, Equipment, Domestic wastes, Industrial
wastes, Operating costs, Polyelectrolytes, Suspended solids, Flocculation,
Chemical properties, Physical properties, Waste water treatment
Belt filter
285
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D259
WASTE WATER TREATMENT BY UPFLOW SAND FILTRATION,
Ittihadieh, F,
Dissertation Abstracts International B, Vol. 37, No. 7, p 3534-3535, January, 1977.
Upflow sand filtration systems were investigated to determine solutions to some design
problems. Parameters tested were sand media sizes, flow-rates of waste water through
filters, coagulation-flocculation, pressure buildups and head losses, and removal
rates of suspended and dissolved material and oxygen demands. The degree of treatment
under various filtration conditions was determined and the results were evaluated. A
study was conducted to test activated sludge plant effluent, trickling filter plant
effluent, and primary effluent. Results indicated that the upflow method was useful
as a clarification unit and for filtering activated sludge effluent. The methods for
laboratory evaluation of coagulation, flocculation, and filtration were useful and
necessary, When activated sludge effluent was treated in the normal manner, there
was effective removal of suspended and colloidal materials. Removal was good with
44-inch No. 8-20 or No. 6-12 size media at flow rates of 6 and 8 gpm/square foot.
The coagulation-filtration tests revealed that better clarification was obtained with
strong waste waters than with weak waste waters.
^Filters, *Soil filters, Filtration, Design, Potable water, Water reuse, Flow rates,
Waste water treatment, Oxygen demand, Water purification, Coagulation, Flocculation,
Suspended solids, Domestic wastes
Upflow filtration
D260
HYGIENIC ASSESSMENT OF TERTIARY ADSORPTION TREATMENT OF DOMESTIC
SEWAGE AND INDUSTRIAL EFFLUENTS (Gigienicheskaya Otsenka Tretichnoyi
Adsorbtsionnoyi Ochistki Bytovykh I Promyshlennikh Stochnykh Vod),
Boncharuk, E. I., Koganovsky, A. M., Girin, V. N.,
and Salata, 0. V.
Glgiena i Sanitariya, No. 11, p 36-39, 1976. 2 fig, 2 tab, 2 ref.
A hygienic evaluation of a combined adsorption/ion exchange tertiary treatment system
was conducted. A mixture of domestic and industrial sewage effluents was tested.
Results showed a substantial removal of organic matter, pathogenic microorganisms,
and bacterial pollution indicators. The treated effluent could be used as recirculated
water.
*Adsorption, Tertiary treatment, Domestic wastes, Industrial wastes, Ion exchange,
Organic matter, Pathogens, Microorganisms, Water reuse, Water purification, Waste
water treatment
286
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D261
WASTE WATER RECLAMATION AT ST. CROIX, U.S. VIRGIN ISLANDS,
Euros, 0. K.
Dissertation Abstracts International B, Vol. 37, No. 7, p 3564, January, 1977.
Groundwater recharge was compared to a desalination program to determine the better
means of augmenting freshwater supplies for the island of St. Croix, U. S. Virgin
Islands. Several expensive desalination plants have been constructed to produce
potable water, but their expense motivated research into the use of waste water efflu-
ent for groundwater recharge. Waste water treatment plant and recharge facilities
were constructed with a capacity of 0.5 mgd/day. In operation, it was possible to
recharge an average of one million gallons/week. At one site, no significant adverse
effects were found in groundwater extracted downstream of the project, although there
was a substantial increase in groundwater. Major problems encountered were the lack
of waste water for treatment and recharge, the mechanical failure of equipment, and
the transfer to the main treatment plant of waste water with a high seawater content.
The latter problem was the result of a 1974 flood and the problem was expected to last
through 1975. The process costs are higher than those for recovery of existing ground-
water, but lower than those for the desalination process.
*Water reuse, *Groundwater recharge, *Desalination, Waste water treatment, Water
resources development, Treatment facilities, Tertiary treatment, Freshwater,
Groundwater, Potable water
St. Croix (U. S. Virgin Islands)
D262
TWO-STAGE FILTRATION OF SECONDARY EFFLUENT,
Biskner, C. D., and Young, J. C.
General Filter Company,
Ames, Iowa.
Journal Water Pollution Control Federation, Vol. 49, No. 2, p 319-331, February, 1977.
14 fig, 3 tab, 10 ref.
A study was used to evaluate a two-stage filter system for suspended solids removal
from the effluent of a trickling filter plant. The two-stage filtration of secondary
effluent produced effluent suspended solids concentrations equal to that of dual-
media filters operating at similar average loading rates. More frequent backwashing
of the first-stage filter allows the increase of filter runs and the reduction of
backwash water volumes. The main advantage of the two-stage filtration system is
its flexibility, allowing a broader range of media size combinations, and thus the
use of granular media filters for treating effluents high in large-size suspended
solids particles. However, the size of the first-stage media is very important.
Only a small fraction of solids load passes to the second-stage if it is too small,
and if it is too large, excess amounts are passed to the second-stage. It was found
that single-media filtration with simultaneous air-water wash was promising in the
elimination of many problems associated with conventional backwash procedures.
*Filters, *Suspended solids, *Trickling filters, Filtration, Waste water treatment,
Sewage effluents, Evaluation, Water purification, Treatment, Equipment
Two-stage filter system
287
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D263
A SECOND LOOK AT WATER REUSE,
Dugan, G. L., and McGauhey, P. H.
Hawaii University,
Honolulu,
Department of Civil Engineering.
Journal Water Pollution Control Federation, Vol. 49, No. 2, p 195-205, February,
1977. 2 fig, 16 ref.
A review oi factors involved in the reuse of water was presented. Data and conclusions
were drawn from experience involving a five-year investigation of the Indian Creek
Reservoir, California, a three and one-half year waste water irrigation project in
Oahu, Hawaii, and other related activities and projects at the Sand Island Outfall and
Kaneohe Bay, Oahu. The waste water treatment plant at Kaneohe Bay was completed in
the early 1950's to cope with cesspool wastes and secondary effluent which was dis-
charged into the Bay. This disturbed natural erosion-resisting properties of the soil
and vegetative covering and increased the quantity of nutrients and sediments in the
Bay. Sand Island has had much more experience; proposals to improve conditions in the
area involve protecting fresh waters from high oxygen-demanding wastes, upgrading
treatment plants, and protecting waters from increased eutrophication by reducing
nitrogen and phosphorus concentrations to remove oxygen-demanding materials. These
materials, suspended solids, and other chemical concentrations are relatively unim-
portant in deep coastal waters and a variance to secondary treatment regulations is
requested so Hawaii can reduce the financial burden of facilities where advanced pri-
mary treatment is adequate. It was noted that effluent standards are much easier to
regulate than receiving water standards. The California reservoir project demon-
strated the feasibility of using reservoirs and improved tertiary treatment in combin-
ation to provide waste water of a quality suitable for reuse. The goal of all the
studies was to hasten improvement of receiving water quality by improving the sophisti-
cation of waste water treatment processes.
*Water reuse, *Irrigation, *Reservoirs, *0utfalls, Water purification, Waste water
treatment, Oxygen demand, Eutrophication, Nitrogen, Phosphorus, Suspended solids,
Coastal areas, Tertiary treatment
Oahu (HI), Indian Creek Reservoir (CA)
D264
AUTOMATIC ANALYSIS CONTRIBUTES TO WASTE WATER TREATMENT
EFFICIENCY,
Instrumentation Technology, Vol. 24, No. 2, p 10, February, 1977.
Suffolk County, New York, is meeting municipal standards and more efficiently operating
a waste water treatment plant with automatic measurement of mixed liquor suspended
solids (MLSS). Complete treatment is provided before groundwater recharge. Ground-
water wells provide all drinking water for the area. A nitrogen level of less than
10 milligrams/liter was required by the county environmental control agency. The plant
operates in two stages: extended aeration/nitrification and suspended growth denitri-
fication. The design capacity allows for 288,000 gpd, but the present operation rate
is 50,000 gpd. The analyzer chosen consists of a sensing probe on the downflow side
in the center of the aeration tank and a remote digital readout, in ppm, in the control
building. Readouts are checked against MLSS gravimetric tests in the plant laboratory.
Treatment goals included 85% BOD removal, 90% suspended solids removal, and continuous
chlorination for disinfection.
•'Instrumentation, *Measurement, -'Treatment facilities, Aeration, Nitrification,
Denitrification, Nitrogen, Biochemical oxygen demand, Suspended solids, Groundwater
recharge, Water wells, Waste water treatment, Chlorination, Disinfection
Suffolk County (NY)
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D265
LESS-COSTLY ACTIVATED CARBON FOR SEWAGE TREATMENT,
NASA Tech. Briefs, Vol. 1, No. 4, p 573, Winter, 1976. 1 fig.
A process was developed to produce supplemental carbon from coal for activated carbon
sewage treatment. The goal was to make the activated carbon process self-sustaining.
Coal is pyrolyzed with sludge which becomes a catalyst in the activation process.
Gases which may be used to reduce the energy demand are produced during pyrolysis.
Laboratory pyrolysls of a 50/50 mixture of pulverized coal and sludge was conducted at
850 C with a 20-minute steam application (1 pound of steam per pound of coal/sludge
mixture). The resultant activated carbon was 61.7% ash with an iodine adsorption of
684 milligrams/gram of carbon. A sludge with a COD of 421 was reduced to a COD of 54
by treatment with 521 milligrams/liter of the activated carbon. Treatment with a
commercial activated carbon produced a COD of 60. Lignite was the most effective coal
for this purpose; sodium carbonate may be added to enhance activation.
*Carbon, *Activated carbon, *Coal, *Lignite, Heat treatment, Sewage treatment,
Sludge, Adsorption, Chemical oxygen demand, Waste water treatment
Sodium carbonate, Pyrolysis
D266
AIR V. OXYGEN IN DORSET,
Water and Waste Treatment, Vol. 20, No. 1, p 14-15, January, 1977. 1 fig, 1 tab.
A preliminary evaluation was made of Europe's first municipal treatment plant which
uses an oxygen activated sludge (UNOX) system. The plant at Dorset, England, has in-
stalled the system as an extension of existing facilities. It is a two-stage activated
sludge system using oxygen in the first stage and air in the second. Surface aeration
is employed in both stages. Conventional biological filtration Is used with recircu-
lation and the extension forms a separate parallel works with possible linkage to
existing filters after the first stage tanks. Nitrification can be achieved by either
filtration or second stage treatment. Flexibility is a design feature. Operation can
be divided into two identical halves to treat one stream as a control and the other
stream as a variation outside of the normal design limits. The plant can be operated
in an automatic mode. In the oxygen stage, the gas space above water level is pres-
surized with high purity oxygen. Conventional mechanical aerators produce oxygenation.
Air is compressed, cooled, dewatered, and passed into one of the beds of molecular
sieve material where nitrogen is adsorbed. Three beds are used in sequence to maintain
oxygen flow while the sieve material is regenerated. Claimed benefits of the system
are lower capital costs, less required space, and lower sludge production.
*0xygen, *0xygenation, *Activated sludge, Air, Aeration, Treatment facilities,
Filtration, Design, Automatic control, Equipment, Nitrogen, Sludge.treatment, Waste
water treatment, Municipal wastes
UNOX
289
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D267
STRUCTURAL POLYMER,
Elastomers Notebook, No. 194, p 540, February, 1977.
Piping of reinforced fiberglass joined by glass-filled polyurethane fittings have been
developed for use with the activated sludge aerator. Metal piping and fittings re-
quired corrosion protection and were heavy to support and manipulate. Adiprene urethane
rubber by DuPont forms fittings which adhesively bond to fiberglass downpipes and dif-
fusion headers. The smoother wall surfaces and larger internal diameter are added
advantages, providing lower head loss and power costs at any given rate of air flow.
Other features of this material are long-term water resistance, physical strength,
chemical inertness, and abrasion resistance which allow urethane pipe fittings to
complement fiberglass piping.
*Piping, *Plastics, *Polymers, Chemical properties, Physical properties, Aeration,
Corrosion prevention, Construction materials, Equipment, Waste water treatment,
Activated sludge, Rubber
Polyurethane, Reinforced fiberglass
D268
STATE PARK GETS GOOD TREATMENT,
Jay, F. A., and Kroesche, J. L.
Lockwood, Andrews and Newnam,
Austin, Texas.
Water and Wastes Engineering, Vol. 13, No. 11, p 65-66, 71, November, 1976. 1 fig.
A treatment system was designed for the Inks Lake State Park in Texas. Design consid-
erations included: the handling of seasonal flow variations, a hilly and rocky terrain,
a low budget, more than 250 camp and picnic units, and rest rooms. A solution compris-
ing a pressurized collection network, a variable capacity extended-aeration treatment
plant, and an effluent irrigation system was devised. Seasonal waste water flows
averaged 6,000 mgd in winter, 20,000 gpd during the spring and fall, and 40,000 gpd in
summer. By using the pressurized collection system costs and excavation difficulties
presented by an abundance of granite in the area were avoided. Twelve grinder pumping
stations with pumps mounted in 60-inch wet-wells of a 5.5-foot depth were constructed.
Existing rest room septic tanks or 1000 gallon concrete tanks provided emergency hold-
ing capacity. The forced main network is made of two- to four-inch polyvinyl chloride
pipe. An effluent quality of 20 milligrams/liter BOD and 20 milligrams/liter total
suspended solids was required for irrigation. State restrictions on discharges to
lakes are 5.0 milligrams/liter BOD and 5.0 milligrams/liter total suspended solids,
and they often include nutrient removal. Extended aeration provides protection against
biological upset and reduces sludge handling requirements. All systems can be ex-
panded if necessary,
*Parks, *Recreational facilities, Meratlon, *Sewerage, Piping, Waste water treatment,
Flows, Treatment facilities, Pumping plants, Irrigation, Biochemical oxygen demand,
Suspended solids, Lakes, Nutrients, Sludge treatment, Design criteria
Inks Lake State Park (TX)
290
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D269
GOLAR RUBBISH, OIL SLUDGE AND SEWAGE INCINERATOR,
Shipbuilding and Marine Engineering International, Vol. 99, No. 1204, p 680,
December, 1976.
An incinerator, the Golar GS500, was developed for shipboard wastes. The unit weighs
about 4,300 kilograms; it can burn solid wastes up to 75 kilograms/hour, oil sludge at
nearly 80 kilograms/hour, depending on water content, sewage at nearly 30 kilograms/
hour, or any combination to a maximum of 580 kilowatts. There is a top-mounted oil
burner above the combustion chamber, but not in the interconnecting rubbish chamber.
Combustion is usually at 1200-1400 C. Pyrolysis in the rubbish chamber, using radiant
heat from the combustion chamber, occurs at 400-800 C. The oil burner has two diesel
oil burning stages, at 36 and 16 kilograms/hour, with a pressure atomizing and a steam-
atomized sludge burner stage. Particles up to an 8 millimeter diameter can be pro-
cessed, allowing incineration of raw sewage sludge from common treatment facilities.
Sewage sludge should be directly pumped into the oil sludge tank to produce a more
combustible mixture. No sludge preheating is necessary. Rubbish can be loaded through
a feed hatch for distribution to the combustion chamber by a manually-operated rotating
sluice.
*Incineration, *Boats, Waste disposal, Sludge disposal, Equipment, Heat treatment,
Sewage treatment, Treatment facilities, Oil wastes, Solid wastes, Ultimate disposal
Golar GS500 incinerator, Marine sanitation
D270
R & D PROJECT PROVIDES PHYS/CHEM DATA,
Gervais, J. T.
Water and Wastes Engineering, Vol. 14, No. 2, p 55-57, February, 1977. 1 fig, 1 tab.
A research and development project was instituted at Foxborough State Hospital, Massa-
chusetts, to demonstrate physical-chemical waste water treatment processes and to
train operators. Chemical clarification, dual media filtration, and carbon adsorption
processes were investigated. The facility was designed to accomodate future investiga-
tions of treatment methods. It is housed by a fabric-skinned structure which is
functional, portable, economical, and salvageable. All process equipment is standard
and can be reused at other facilities. The facility was operated in a manner which
simulated that of an actual treatment plant. Dual systems are provided for direct
comparison testing. Polyvinyl chloride is used for all process lines. The facility
has proven the feasibility of adding these treatment processes to secondary facilities
to meet water standards.
*Research and development, *0n-site investigations, Design, Costs, Prototypes,
Research facilities, Tertiary treatment, Waste water treatment, Chemical treatment,
Adsorption, Filtration
Foxborough State Hospital (MA)
291
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D271
POLY ALUMINIUM CHLORIDE IN SLUDGE TREATMENT,
Water Services, Vol. 80, No. 970, p 748-749, December, 1976. 2 tab.
Poly aluminum chloride (PAC) has been recently marketed as a sludge conditioner. PAC
is an aluminum hydroxy chloride of complex structure. Its controlled sulfate component
ensures optimum coagulant performance and stability and it has a higher molecular
weight than usual for inorganic flocculants. Its primary advantage is the floe struc-
ture it produces. These are larger and stronger, and form more rapidly than those of
other inorganic coagulants. They also reform readily after disintegration. PAC is
especially effective when used on sludges prior to dewatering on filter presses and
rotary vacuum filters as an alternative to polyelectrolytes, iron compounds and lime
or, in some cases, aluminum chlorohydrate. PAC is marketed as a liquid with 10% w/w
A1201, and can be used without extensive systems modifications, such as those needed
for the use of polymers. The product can also be used as a primary coagulant in potable
water treatment and there are many industrial effluents it can effectively treat.
*Flocculation, *Sludge treatment, Chemical properties, Laboratory tests, On-site tests,
Physical properties, Performance, Costs, Polyelectrolytes, Dewatering, Waste water
treatment
Poly aluminum chloride
D272
LAKES WILL TAKE THE POLLUTION LOAD OFF OLD FATHER TAME,
Pullin, J.
Surveyor, Vol. 148, No. 4410, p 7-9, December, 1976. 2 fig.
A system of lakes was proposed to eliminate the pollution problem of the river Tame,
near Birmingham, England. The river is one of the most polluted in England; 86% of
the flow, at one point, is effluent from a sewage treatment facility. Urban runoff
from the Birmingham area greatly contributes to the problem. Situating some of the
lakes at the sites of former gravel workings was seen as providing benefits including
improvement in river water quality at all flows, but especially at high flows; providing
a form of tertiary treatment for sewage effluents; providing a diluting buffer for the
downstream against accidental upstream pollutions; restoring fisheries in the river;
providing recreation and amenity facilities; and potentially improving management of
river water. A preliminary testing with a simulated scale lake indicated a reduction
of suspended solids from 59 milligrams/liter to 35 and 15 milligrams/liter in winter
and from 60 to 31 milligrams/liter in summer. BOD reductions were similarly impres-
sive. Tests showed that lake one would reduce normal flow suspended solids by about
50% and storm flow suspended solids by about 75%. The completed system would dramati-
cally reduce the pollution of the river. However, costs and financing are major prob-
lems. The first lake and related treatment facility will cost an estimated 5.9 million
pounds. Evaluations will be made after completion of the project to determine the
necessity of further construction.
*Lakes, *Rivers, *Water purification, *Water quality control, Pollution abatement,
Water pollution effects, Water pollution control, Biochemical oxygen demand, Urban
runoff, Suspended solids, Separation, Sedimentation, Pilot plants, Costs, Planning
Tame River (England)
292
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D273
MULTI-STAGE FILTER PRESS,
Water Services, Vol. 80, No. 970, p 744, 747, December, 1976. 1 fig.
A multi-stage filter press for dewatering both organic and inorganic sludges from in-
dustrial wastes and sewage was considered. Sludge, mixed with a flocculating agent,
is fed into polyester mesh pockets where initial dewatering occurs, and is then dis-
charged onto the first of two continuous belts of finer mesh which move horizontally
in the opposite direction for additional drainage. Afterwards, the sludge is caught
between this and another belt, forming two wedges, to consolidate and reduce it into a
homogeneous mass. After passing through a series of six rollers, high pressure is ap-
plied for final dewatering. Performance is good. After gravity dewatering, volume is
reduced by 80% and dry solids by 15%; after medium pressure and high pressure dewatering,
reductions are 90 and 92% for volume, and 32 and 40% for dry solids. Filtrate and wash
water fall into troughs and drain to a concrete sump for return to primary settling
tanks, or the equivalent, for treatment.
^Filters, ^Dewatering, Sludge, Industrial wastes, Potable water, Equipment, Performance,
Waste water treatment, Sludge treatment, Organic matter, Inorganic compounds
Multi-stage filter press
D274
PHOSPHORUS IS REMOVED AT LOW COST,
Williams, T. C.
Williams and Works,
Grand Rapids, Michigan.
Water and Wastes Engineering, Vol. 13, No. 11, p 52-54, 63, November, 1976. 1 fi^,
2 tab.
Low cost phosphorus removal was achieved in Alma, Michigan, by a treatment process
involving extended aeration, chemical precipitation using ferric chloride and a polymer,
and chemical oxidation of sludge. The design of this new waste water treatment plant
was influenced by the small size of the community, requiring relatively low operation
and maintenance costs; and by site restrictions such as a nearby residential develop-
ment, necessitating an odor-free system. Other factors relating to the design were
the high sewer infiltration rate, and the periodic discharge of concentrated toxic
materials from a metal finishing plant. The effluent produced by the plant was well
within the discharge limits, even when flow was as much as 50% over design.
*Phosphorus, *Chemical treatment, *Polymers, Treatment facilities, Costs, Operation,
Maintenance, Biological treatment, Design criteria, Waste water treatment
Alma (MI)
293
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D275
BIOCHEMICAL AND PHYSICAL-CHEMICAL TREATMENT OF WEAK MUNICIPAL
WASTE WATER,
Thirumurthi, D., and Orlando, J. R.
Nova Scotia Technical College,
Halifax, Canada,
Department of Civil Engineering.
Journal Water Pollution Control Federation, Vol. 48, No. 2, p 2708-2722, December, 1976.
4 fig, 7 tab, 14 ref, 1 append.
A study was conducted to compare the biological, biochemical, and physical-chemical
treatment of weak municipal waste water (BOD less than 100 milligrams/liter). It was
found that low-level lime addition to high-rate activated sludge treatment moderately
improved phosphate removal. Low food:microorganisms ratios and high sludge ages had to
be countered to achieve efficient biological or biochemical treatment processes. Colder
temperatures had a negative effect on biochemical treatment of normal-strength waste
water; an average temperature difference of 12 C reduced treatment efficiency as much as
one-third. Lime doses high enough to produce a pH greater than 9.5 can be used without
harm to bacterial populations when handling weak and normal waste waters due to the fact
that carbon dioxide production by microbes can reduce influent pH by 1.5 units. The
SVI (sludge volume index) was increased in biochemical treatment by lime addition and
colder temperatures. Biological and biochemical treatments were of little use in dis-
solved solids removal. More than 95% phosphate removal at a high pH can be achieved in
the physical-chemical treatment. A 5%, by volume, sludge recycle had no significant
effect on treatment efficiency. Temperature reductions of 12 C did not affect physical-
chemical treatment at the pH values tested. Physical-chemical processes with lime pro-
duced higher removals of BOD, suspended solids, and P04 than an activated sludge plant.
Low residual phosphate concentrations needed for algae growth were present only with
physical-chemical treatment. Advantages and disadvantages of biological and physical-
chemical processes can be combined by treating raw waste water by physical-chemical
processes when a biological treatment plant is expanded. With enough microbial popula-
tion in the aeration tank, biochemical treatment of weak waste water is the same as that
of normal-strength waste water.
*Biological treatment, *Chemical treatment, Biological properties, Chemical properties,
Physical properties, Microorganisms, Temperature, Hydrogen ion concentration, Lime,
Phosphate, Growth rates, Biochemical oxygen demand, Chemical oxygen demand, Suspended
solids, Waste water treatment
D276
IN-HOUSE TREATMENT,
The Consulting Engineer, Vol. 41, No. 2, p 25, February, 1977.
Options were presented for in-house treatment to lessen the impact of increased water
and effluent charges. This could be accomplished through the reduction of effluent
quantities and loads discharged. A formula was presented for the calculation of the
cost of volume discharged independently of the load. The formula consisted of fixed
elements, variable elements, and quality parameters. In Britain, it costs about
7.5 pounds/cubic meter to treat standard effluents at a sewage works. Just under half
of this expense was fixed costs, directly proportional to volume. The remaining costs
varied according to the load of BOD, COD, or suspended or settleable solids. The main
alternative to disposal to sewers was the removal of some portion of the effluent in a
concentrated form for disposal. Constraints and parameters included transportation
expenses, treatment costs, discharge standards, possibilities of discharge to rivers,
availability of capital and space, and life of process, plant, or factory.
•'Waste water treatment, ^Treatment facilities, Sewage effluents, Industrial wastes,
Biochemical oxygen demand, Chemical oxygen demand, Solid wastes, Liquid wastes,
Suspended solids, Costs, Waste disposal
In-house treatment
294
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D277
AWT PLANT MEETS TOUGH DEMANDS,
Benham, J. F.
Benham Blair and Affiliates,
Oklahoma City, Oklahoma.
Water and Wastes Engineering, Vol. 14, No. 2, p 59-62, 75, February, 1977. 2 tab.
A tertiary treatment facility was constructed in Lawton, Oklahoma, to produce an efflu-
ent which meets stringent state requirements. Among these requirements are a 21-day
BOD limited to 15.0 milligrams/liter and phosphate concentrations limited to less than
1.0 milligram/liter as phosphorus. Design provisions were made for future expansion
to remove nitrogen. A contract with a power generating station calls for the use of
purified effluent as make-up for its cooling lake. The treatment incorporates conven-
tional preliminary and primary treatment followed by two-stage biological treatment,
chemical precipitation, and granular media filtration. Plastic media trickling filters
are used to remove carbonaceous BOD. There is a nitrogenous BOD removal system which
is primarily an activated sludge process. The plant provided an adequate capacity for
the treatment of all flow, including wet-weather flow peaks from infiltration and inflow
into sewers; flows up to 40 mgd can be accommodated. There is a holding basin with a
15 million gallon capacity for excess flow. Another feature is a 500-acre effluent
storage basin for storage of reclaimed water prior to transfer to the power station.
Construction costs are $1.34 per gallon/day capacity and operating costs are expected
to be about $0.25 per thousand gallons. Phosphorus removal consists of three steps:
chemical feeding and clarification; recarbonation; and filtration. Planning and design
allow an initial capacity of 10 mgd to be expanded by 33% with the construction of an
additional trickling filter, aeration tank, and clarifier to most of the unit processes.
*Tertiary treatment, *Treatment facilities, Phosphate, Biochemical oxygen demand,
Biological treatment, Filtration, Trickling filters, Nitrogen, Flows, Equipment,
Construction costs, Operating costs, Chemical treatment, Design criteria, Water quality
control, Water reuse, Waste water treatment
Lawton (OK)
D278
1776-1976: NOTES ON WATER QUALITY PLANNING,
Hey, D. L., and Waggy, W. H.
Simulation Network Newsletter, Vol. 8, No. 7, p 1-7, November, 1976. 20 ref.
Water quality planning in the United States was chronicled from 1776 to 1976. The
urban concentration of the American population has risen from about 5% in 1776 to 73%
in present times. The late nineteenth century saw an increase in the awareness of a
need for water quality planning. By the 1930's, typhoid fever and other waterborne
diseases were under control. This was achieved by chemical disinfection of domestic
water supplies, and did not include treatment of industrial, municipal, or agricultural
wastes. The first basic attempt at control was through disposal; not until the 1960's
was attention turned to the protection of water resources. Disposal was primarily a
matter of placing untreated wastes out of sight by employing surface runoff, filtration
and removal by groundwater, or the use of cesspools or privy vaults. Where this was
not practical, transmission to the nearest stream was employed. The combined sewer
and toilets produced the first alternatives to these methods. Water treatments de-
veloped over the years included: filtration, in 1871, and chlorine disinfection, in
1911. Advanced waste water treatment development was hindered because of the easy and
economical protection of domestic water supplies by using chlorine. Presently, most
municipal waste water is treated. Industrial waste water treatment is being pushed
under the impetus of legislation such as PL 92-500. Future treatment problems will
deal with the disposal and reuse of treated effluents and by-products.
*Water quality control, *Planning, *History, Cities, Rural areas, Domestic water,
Waste water, Disposal, Waste treatment, Waste water treatment, Industrial wastes,
Domestic wastes, Municipal wastes, Groundwater, Runoff, Filtration, Treatment
facilities, Tertiary treatment, Legislation, Water resources, Sewerage, Diseases
United States
295
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D279
WATER AND WASTE WATER ENGINEERING FOR LOW INCOME
COMMUNITIES IN DEVELOPING COUNTRIES,
Feachem, R., and Mara, D.
Proceedings of the Institution of Civil Engineers, Part 1, Vol. 62, p 163-165,
February, 1977.
More than one billion people, or 86% of the rural population in developing countries,
lack adequate water supplies. The 'quantity-quality' problem is aggravated by low in-
come and the lack of technical skills in rural areas. Arguments in favor of providing
inferior water suggest that inadequate maintenance would cause a breakdown of any treat-
ment system and that adequate untreated polluted water would be less hazardous than
inadequate quantities of water. Opposing theories suggest that a piped supply would
increase users of a single source, creating epidemic transmission; that water-borne
health risks would increase if a piped supply of greater quantity were inferior to an
existing smaller supply of better quality; and that an engineer might be legally liable
if health damages resulted from his design and installation of a low quality water
supply system. It was concluded, in this instance, that any improvement in water was
preferable to none at all. It was also suggested that distribution, not treatment, was
the major cost in water supply systems. Major considerations in developing countries
were discussed in terms of economic, institutional, and technical difficulties. The
problem of rural residents moving to growing towns and cities and continuing their
previous sanitation habits was discussed. It was also indicated that wind, animal, or
human powered systems might help to eliminate the problems incurred with the use of
more technical power systems. Disposal was also considered a problem; the reuse of
nightsoil and sewage effluents was suggested.
*Water supply, *Rural areas, *Water quality control, Impaired water quality, Water
reuse, Sanitation engineering, Environmental sanitation, Economics, Social adjustment,
Social change, Social values, Waste water treatment, Water distribution (applied)
Developing nations
D280
WHAT'S UP WITH OXYGEN?,
Bracken, B. D.
Brown and Caldwell,
Walnut Creek, California.
Water and Wastes Engineering, Vol. 14, No. 3, p 18-22, 24, 26, 44-45, March, 1977.
3 fig, 2 tab, 12 ref.
Applying cryogenic oxygen generation to waste water treatment was considered. With
more stringent effluent quality regulations, oxygen activated sludge systems will be-
come more dominant in waste water treatment. The quantities of oxygen needed for
treatment will depend upon waste strength, detention time, dissolution system design,
waste water temperature, oxygen transfer efficiencies, and other factors. After the
decision to use oxygen is made and the quantities necessary are determined, the means
for providing pure oxygen must be evaluated. Gaseous oxygen is more economical to
purchase than liquid oxygen if it can be piped to the treatment plant from a close
generation facility. Liquid oxygen is generally employed for short-term use, oxygen
plant start-up, back-up, and emergency use during generation plant failures. On-site
generation can be achieved by a pressure swing adsorption (PSA) system for treatment
plants using less than 30-40 tons/day of oxygen. Cryogenic air separation plants are
usually best for plants exceeding this requirement. The separation plants produce
oxygen by liquefaction of pressurized atmospheric air, followed by distillation to
separate nitrogen and oxygen. The liquid oxygen is then delivered to a storage and
vaporization system for automatic delivery of gaseous oxygen to the oxygen supply lines
in response to low pipeline oxygen pressure. The standard plant produces 3-8% of its
total output as liquid oxygen. The oxygen generally has a purity of 95-98 mole-percent,
or percent by volume. Equipment needed for this process includes an air compressor,
switching valves, a cold box, a reversing heat exchanger, a gel trap or hydrogen carbon
adsorber, an oxygen superheater, and a nitrogen superheater.
*0xygen, '-Cryogenics, *Activated sludge, *Water quality control, Treatment facilities,
Performance, Nitrogen, Equipment, Gases, Design criteria, Economics
Pressure swing adsorption, Cryogenic air separation
296
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D281
STABILIZATION LAGOONS INCLUDING EXPERIENCE IN BRAZIL,
Bradley, R. M., and Alvares da Silva, M. 0. S.
Effluent and Water Treatment Journal, Vol. 17, No. 1, p 21-23, 26-29, January, 1977.
3 fig, 4 tab.
Design criteria and operation data for lagoon systems treating domestic sewage in
Brazil were discussed. There is no internationally accepted design procedure for sta-
bilization lagoons since their operation efficiency depends on the climatic conditions
of a given area. With adequate available land, these lagoons are an inexpensive means
for reducing domestic sewage BOD. Greater efficiency, as well as land and excavation
savings, result from using an anaerobic and facultative lagoqn in series. In Brazil,
using this method rather than a single facultative lagoon produces a 70% reduction in
land area requirements, a 45% reduction in excavation volume, and a 55% detention time
reduction, while yielding an effluent of the same quality. Facultative lagoons always
contain algae. When 85-90% BOD removals are necessary, algal removal should be prac-
ticed. Facultative lagoons produce an effluent with substantial suspended solids,
mainly algae, which are harmful to receiving streams. Aerated aerobic lagoons have a
higher operational cost and produce an effluent higher in suspended solids concentra-
tions than facultative lagoons. Brazilian practice is to accept the algae problems
in order to achieve, over the widest area possible, some measure of reduction in the
organic loads discharged to rivers. Basic sanitation can thus be provided to as many
communities as possible, and effluent quality can be improved as financial resources
increase. In densely populated areas, because land is scarce and effluent quality
standards are to be raised, it is usual to use aerated lagoons which are convertible
to activated sludge systems.
*0xidation lagoons, *Design criteria, *Domestic wastes, *Aerated lagoons, Economics,
Effluents, Biochemical oxygen demand, Suspended solids, Algae, Climates, Waste water
treatment, Sanitary engineering
*Brazil, Facultative lagoons
D282
JOINT MUNICIPAL CORPORATION WASTE WATER TREATMENT,
Small, S. S.
Water and Sewage Works, Vol. 124, No. 1, p 72-75, January, 1977. 1 fig, 2 tab.
The rural community of Fort Fairfield, Maine, is constructing a waste water treatment
facility to handle municipal and industrial wastes. The Great Atlantic and Pacific
Tea Company operates a nearby plant which processes potatoes, french fries, potato
puffs, and peas. The Company has installed a starch recovery system, infrared peeling
system, caustic and blancher solution recycle systems, and part of a silt removal pro-
cess in order to reduce waste strength to levels treatable by conventional primary and
secondary methods. The plant had previously operated an industrial primary treatment
program. The rotating biological surfaces (RBS) secondary treatment process was
selected because it meets fluctuations in industrial and domestic loads; is easily
expandable for future industrial discharge; does not require sludge recycle; uses
smaller secondary clarifiers; and does not flush fixed bio-mass from the reaction tank
during peak flows. It also recycles municipal sludge during A & P downtime to main-
tain a bio-mass sufficient for treating A & P waste water upon startup, and has trouble-
free winter operation and lower overall costs. Finally, it is less complex than other
processes. Hypochlorite was chosen for disinfection over chlorine gas because of
lower capital costs. Sludge resulting from the process could be used as fertilizer
or as an animal food supplement. It was decided to use a flotation thickener for
secondary sludge, and a single vacuum filter for dewatering primary sludge to be used
for animal feed supplement or for secondary sludge when all sludges would be land-
disposed.
*Water districts, *Rural areas, *Community development, Municipal wastes, Industrial
wastes, Chemical reactions, Sludge disposal, Waste water treatment, Treatment
facilities, Performance, Costs, Sludge treatment
Fort Fairfield (ME), The Great Atlantic and Pacific Tea Company
297
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D283
CONTROLLING SLUDGE BULKING,
Water and Sewage Works, Vol. 124, No. 3, p 54-55, March, 1977. 1 fig.
A hydrogen peroxide treatment was used to cure sludge bulking at a treatment plant in
St. Augustine, Florida. Two years after the transition to secondary treatment, sludge
began rising from the bottom of two clarifiers. Sludge was first drawn off into di-
gesters before settling was complete, lowering clarifier soltds concentrations. No
plant mechanisms had malfunctioned, but the pH rose steadily. The problem was found to
be caused by two filamentous bacteria, sphaerotilus and thiothrix. Hydrogen peroxide
was added at a rate of 20 ppm directly into the head box of the degritter at the 3 mgd
facility. A foam problem developed in the clarifiers and the system was relocated
to allow peroxide to enter the overflow trough of one of the aeration basins at a rate
of 12 ppm. Two days after restarting the facility the clarifiers were clear, foaming
was gone, and sludge floes did not pass over the air. Even later, the, filamentous
bacteria began to break up. The sludge volume index lowered from a high of 580 to 178,
which was well below the bulking point.
*Sludge treatment, *Chemical treatment, *Sedimentation, Suspended solids, Bacteria,
Sphaerotilus, Sewage bacteria, Hydrogen ion concentrations, Waste water treatment,
Treatment facilities, Oxidation lagoons, Water purification
Hydrogen peroxide, St. Augustine (FL)
D284
PHYSICO-CHEMICAL TREATMENT OF SEWAGE AND THE COLESHILL PROJECT,
Clough, G. F. G.
Water Pollution Control, Vol. 76, No. 1, p 10-29, 1977. 6 fig, 1 tab, 2 ref.
Various aspects of the physico-chemical treatment (PCT) of sewage and of the Coleshill
pilot plant, in England, were considered. Some of the procedures in this treatment
are flocculation using lime or other floe ballast materials, foaming, and centrifuga-
tion. Solids removal may be required, and filtration may be used when solids concen-
trations are low. Dissolved organic matter may be treated with chlorine, ozone, lime,
or calcium compounds, and removed by using activated carbon. Dissolved inorganic
matter, such as nitrogen, phosphorus, and toxic metals, may also be removed by PCT.
The use of flocculants will require some sludge dewatering by filter presses, rotary
vacuum presses, or filter belt presses and centrifuges. PCT can be cost-competitive
if sewage contains toxic materials, phosphorus removal is necessary, space is limited,
incineration is the best method for sludge disposal, or if the load changes rapidly or
between wide limits. The typical PCT system includes lime addition, settlement, pH
correction, and activated carbon treatment. The Coleshill pilot plant consists of
fixed and mobile facilities designed to eliminate large-scale trials of various treat-
ment systems. Each mobile unit can perform one unit process operation. The plant can
provide a process stream similar to a bench-scale plant, two treatment streams, and
two sewage sources, domestic and industrial, for testing. PCT will be the first
treatment system tested because of the dearth of information on the performance and
economics of the system.
^Chemical treatment, *0xidation, *Separation, Flocculation, Filtration, Separation
techniques, Organic matter, Inorganic compounds, Activated carbon, Nitrogen, Phosphorus,
Toxicity, Lime, Chlorine, Ozone, Hydrogen ion concentration, Sludge disposal, Sewage
treatment, Waste water treatment, Pilot plants, Treatment facilities, Economics,
Industrial wastes, Domestic wastes
Physico-chemical treatment, Coleshill (England)
298
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D285
WASTE WATER RENOVATION BY SEWAGE ULTRAFILTRATION,
Sachs, S. B., and Zisner, E.
Desalination, Vol. 20, p 203-215, 1977. 5 fig, 8 tab, 4 ref.
Pilot studies were conducted to determine the feasibility of using the newly developed
Hybrid Ultra Filtration (HUE) membranes to treat municipal oxidation pond effluent.
The process, Sewage Ultrafiltration (SUF), combines ultrafiltration and reverse osmosis
methods and treats the entire system by separating water from many types of contami-
nants. These membranes are non-cellulosic and resistant to hydrolysis or biological
degradation; some of them withstand temperatures up to 120 C. The membranes are made
of a strong polyelectrolyte permanently attached to an innert polymer porous structure.
They carry a fixed charge capacity over the whole pH range. Tests showed impressive
performance at low operating pressure (8 atm). There was a constant product flux
through the membrane of 30-40 gfd at 95% water recovery. The system was cleaned by a
sponge-ball once every 24-hours. The HUF membrane substantially reduced organic con-
taminants from very high concentrations to a lower level than biological or physico-
chemical processes would under similar conditions. The test plant removed 98% of
total BOD and 78% of total COD in the oxidation pond feed, which was 99.3% of BOD and
99.4% of COD from the recirculation brine. Only minor treatment is needed to use this
effluent for agriculture, groundwater recharge, industrial purposes, or complete muni-
cipal recycle.
*Membranes, *Filtration, *Reverse osmosis, *Pilot plants, Polyelectrolytes, Polymers,
Oxidation lagoons, Sewage effluents, Water purification, Water reuse, Organic matter,
Biochemical oxygen demand, Chemical oxygen demand, Physical properties, Chemical
properties, Waste water treatment
Hybrid ultrafiltration (HUF) membranes, Sewage ultrafiltration (SUF)
D286
CONTINUOUS THICKENING OF BIOLOGICAL SLUDGES, AND THE
INFLUENCE OF STABILITY,
White, M. J. D., Baskerville, R. C., and
Lockyear, C. F.
Stevenage Laboratory,
Water Research Centre,
Stevenage, England.
Water Pollution Control, Vol. 76, No. 1, p 86-97, 1977. 5 fig, 5 tab, 17 ref.
Gravity thickening was considered in relation to sludge treatment and disposal. The
stability of various sludges in storage was studied to determine BOD and COD production,
the effect on filterability, and the amount of chemicals needed to condition sludge for
mechanical dewatering. Tests were conducted with a small-scale batch thickener and a
pilot-scale continuous thickener. A mixed primary sludge was continuously thickened
in the pilot-scale thickener with a solids retention time of 18 hours. Solids concen-
tration in the supernatant liquor was about 0.55% dissolved solids. The volume needed
for this sludge was less than 75% of the size of the equivalent batch thickener. A
continuous thickener size for more dilute feeds would be much smaller than an equiva-
lent batch thickener. Anaerobically digested sludge and sludges from low-rate and
extended-aeration activated sludge plants were relatively stable in terms of BOD and
COD release into the liquor, and in terms of filtration characteristics. No penalties
resulted from thickening this sludge. Primary and mixed primary sludge samples from
sedimentation tanks were relatively stable. Filtration properties and the BOD and
COD of the interstitial liquor revealed that significant deterioration had occurred in
the sedimentation tank. High-rate biological treatment sludges were very unstable.
Dewatering costs for these sludges were very high and substantial BOD and COD loadings
might result from the return of their supernatant from thickeners to the head of the
treatment facility. Gravity thickening was judged unsuitable for these sludges.
*Sludge treatment, *Physical properties, *Chemical properties, *Dewatering, Biochemical
oxygen demand, Chemical oxygen demand, Chemical treatment, Anaerobic digestion, Sludge
digestion, Activated sludge, Sedimentation, Biological treatment, Costs, Waste water
treatment
Gravity thickening
299
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D287
BOC BLOWS BUBBLES IN DIRTY BATH WATER,
Appleton, B.
New Civil Engineer, No. 229, p 19, February, 1977.
The British Oxygen Company (BOC) and the Wessex Water Authority have developed an oxygen
injection system for sewers which improves final effluent quality by 30-60%. Pre-
viously used for hydrogen sulfide control, oxygen injection in this application can
reduce capital expenditures. Microbial activity is induced in the final sewer section
to reduce BOD of raw sewage. Biological treatment is enhanced as is the settleability
of the oxygenated sewage. An injection rate of 45 kilograms/hour produced a small
residual dissolved oxygen concentration at the delivery end of the main and improved
the final effluent to 21 milligrams/liter of suspended solids and 19 milligrams/liter of
BOD. Flocculation is improved, and filter performance is greatly enhanced by the re-
duced biological loading. Pump efficiencies, however, were decreased by an average of
8% because of a delay in reaching steady-state conditions. Performance was reduced in
winter due to the temperature-sensitive biological activity in the sewers, but it was
within the effluent ranges required.
*Sewers, *0xygen, *Sewage effluents, Biological treatment, Biochemical oxygen demand,
Capital costs, Oxygenation, Sedimentation, Suspended solids, Temperature, Flocculation,
Performance, Filters
Effluent quality control
D288
CONTROLLING SLUDGE BULKING,
Liu, D., Kwasniewska, K., and Cohen, D. B.
Water and Sewage Works, Vol. 124, No. 3, p 52-53, March, 1977. 3 fig, 4 ref.
Filamentous microorganisms have contributed to the problem of activated sludge bulking.
Various means used to control them include chlorination, hydrogen peroxide treatment,
increasing the dissolved oxygen of the return sludge, and reducing the sludge loading
rates. A program was conducted to establish means for isolating these microorganisms
from normal and bulking sludges. Testing revealed two compounds which had a high selec-
tive specificity for filamentous microorganisms: n-amyl alcohol (n-pentanol) and iso-
amyl alcohol. This provided the basis for procedures to isolate the microorganisms.
Various amounts of n-amyl alcohol are added to four flasks containing a modified nutrient
broth. The flasks are shaken to ensure homogeneity and one drop of bulking sludge is
added to each. The broth is checked every 24 hours for the growth of filamentous micro-
organisms, after incubation at room temperature on a gyrotary shaker. If filamentous
microorganism growth is substantial the broth should be streaked on a pre-dried modified
nutrient agar plant for microorganism isolation. A second procedure involves adding
bulking sludge or normal sludge to a sterile test tube, and then adding n-amyl alcohol
and sterile distilled water. These are mixed, allowed to stand at room temperature, and
mixed again. Three samples are quickly plated onto the pre-dried modified nutrient agar
plates. The plates are incubated until there is complete colony development. Biochemi-
cal and taxonomical tests may be performed or colonies may be transferred to modified
nutrient broth without n-amyl alcohol to confirm the procedure.
*Sludge treatment, *Activated sludge, *Microorganisms, Chlorination, Dissolved oxygen,
Performance, Waste water treatment, Analytical techniques, Laboratory tests,
Biological treatment, Chemical treatment
Sludge bulking, Filamentous microorganisms
300
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D289
MICHIGAN TREATMENT PLANT ACHIEVES ZERO DISCHARGE, IRRIGATES
CROPLAND,
Water and Sewage Works, Vol. 124, No. 3, p 42-44, March, 1977. 2 tab.
Paw Paw, Michigan, has built a sewage treatment plant which has met the EPA goal of
zero discharge by 1985. The community treats domestic and industrial wastes in faculta-
tive lagoons, then retains it in an artificial lake up to six months. The final wastes
are applied as crop irrigation water. There is no bulk sludge to handle since almost
all organic substances are naturally reduced. Revenue estimates for the irrigation
program have been as high as $450 per acre. The water is rich in nitrogen, phosphorus,
and other nutrients. Sanitary sewers are tightly sealed from community storm sewers.
Domestic flow averages 0.39 mgd and industrial flow averages 0.16 mgd. This system
has provided 95-98% BOD removals and 80-89% suspended solids removals. System design
is for a discharge of 2-3 inches per week for the entire treatment area, but flows are
to be changed in consideration of soil types, natural rainfall, and the growth stage
of each crop. The system was designed to absorb shocks and has treated BOD loadings of
7500 pounds without trouble. It was designed to handle a 4000 pound BOD loading. The
system quickly dispels odor problems. Maintenance requirements and operational costs
are reasonably low.
""Tertiary treatment, ^Treatment facilities, Domestic wastes, Industrial wastes,
Oxidation lagoons, Irrigation, Lakes, Organic matter, Nutrients, Flow, Crops, Growth
rates, Soil types, Biochemical oxygen demand, Maintenance, Costs
Paw Paw (MI), Zero discharge
D290
PHYSICOCHEMICAL TREATMENT OF AN AUSTRALIAN MUNICIPAL WASTE
WATER,
Ip, S. Y., Kolarik, L. 0., Pilkington, N. H., Raper, W. G. C.,
and Swinton, E. A.
Division of Chemical Technology,
CSIRO,
Melbourne, Australia.
Water Research, Vol. 11, No. 2, p 173-180, 1977. 9 fig, 5 tab, 4 ref.
A pilot study was conducted to investigate physicochemical treatment (PCT) of waste
water; to investigate integration of the 'Sirotherm' partial desalination process; and
to test laboratory studies on applying magnetic ion-exchange resins to water purifica-
tion. The plant uses lime coagulation at pH 11.5 with solids removal by flotation or
sedimentation; ammonia stripping; neutralization to pH 10 by carbon dioxide; coagulation
of precipitated calcium carbonate by ferric salts; clarification and sand-filtration;
surfactant removal by foaming; water neutralization to pH 7; and granular activated
carbon treatment. The plant produced a high-quality water from a constant flow of pri-
mary settled waste water. Operation was simple and practical. Lime scum flotation was
effective with normal flows, but not when the flow was diluted with wet weather infil-
tration. Sedimentation was considered more reliable. Winter conditions did not sub-
stantially affect ammonia stripping, but packing scaling occurred. Granular carbon
treatment was effective. Raw sewage treatment was not attempted; nor was operation in
a total disposal mode or testing with varying flow rates. A buffer capacity between
lime treatment and other stages was suggested.
*Pilot studies, *Ion exchange, *Resins, Coagulation, Sedimentation, Ammonia, Lime,
Infiltration, Flows, Activated carbon, Filtration, Water purification, Waste water
treatment, Treatment facilities, Desalination, Hydrogen ion concentration
301
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D291
HIGH CAPACITY WASTE WATER TREATMENT SYSTEM,
Paper Trade Journal, Vol. 161, No. 2, p 46, March, 1977, 1 fig.
The Lightnin high capacity treatment system was introduced in the United States from
Canada. For activated sludge applications, a mechanical aerator, surface or submerged,
produces a flow to recycle settled sludge from an integral clarifier. The process
handles flows from thousands to millions of gallons per day, and easily handles biologi-
cal shock loads. It features common wall concrete construction and satisfied BOD and
solids regulations for secondary treatment at wide BOD loading ranges and concentrations
up to 3,000 milligrams/liter. The process can operate at MLSS concentrations of
2,000-12,000 milligrams/liter or higher. Phosphorus is removed by adding chemicals
directly to the aeration basin and nitrification is easily achieved. There are minimum
sludge handling costs, no submerged diffusers have to be cleaned, and there are no
underwater bearings on the clarifier mechanism.
*Waste treatment, ^Activated sludge, *Equipment, Aeration, Biochemical oxygen demand,
Suspended solids, Nitrification, Phosphorus, Chemical treatment, Concrete construction,
Waste water treatment
Lightnin treatment system
D292
BIOLOGICAL TREATMENT KINETICS OF LANDFILL LEACHATE,
Palit, T., and Qasim, S. R.
Texas University,
Arlington,
Department of Civil Engineering.
Journal of the Environmental Engineering Division-ASCE, Vol. 103, No. EE2, p 353-366,
April, 1977. 8 fig, 4 tab, 3 append.
Results are presented of biological treatment studies with landfill leachate. Biologi-
cal kinetic coefficients were determined for landfill leachate with mean cell residence
time as the only variable. Comparisons were made with those of the sanitary sewage.
Results indicated that landfill leachate could be treated in an activated sludge plant.
Sludge bulking occurred several times during experimentation and could be a serious
problem. Additional nutrients may be necessary to enhance plant performance since
leachate contained low concentrations of prime nutrients. Combined leachate and sewage
treatment may be beneficial, but further research is needed to determine the optimum
mixing ratio. Conventional activated sludge with added phosphorus is an adequate
treatment in areas where domestic sewers are not available.
*Leachate, *Landfills, *Kinetics, *Biological treatment, Activated sludge, Nutrients,
Sewage treatment, Phosphorus, Sewers, Treatment facilities
302
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D293
AERATORS CONTROL LIFT STATION ODOR AND CORROSION,
Mullins, W. H.
W. H. Mullins, Incorporated,
San Antonio, Texas.
Water and Sewage Works, Vol. 124, No. 3, p 75, March, 1977.
A preaeration process for the control of odor and corrosion at lift stations was de-
scribed. Aerators with self-priming centrifugal pumps mix atmospheric oxygen with
raw sewage to reduce organic solids to macroscopic size, to free solids from embedded
and clinging gas particles, and to float suspended grease. Approximately 1,100 gallons
of raw sewage can be circulated per minute. Recirculation from the wet well back to
the first upstream manhole eliminates the release of hydrogen sulfide from raw sewage
into the wet well. Upstream recirculation carries a raw sewage DO that varies from 4
to 6 milligrams/liter. Raw sewage color is changed from black to a foamy light tan.
In addition to controlling odor and corrosion, this system also caused only grease to
float on the surface of the primary clarifier; its effluent was relatively clear. The
primary clarifier consistently removed 90-95% of settleable solids and 65-70% of BOD.
The high degree of grease removal benefits the trickling filter secondary system of
the treatment plant. BOD reduction between raw sewage at the lift station and at the
plant varied from 10 to 20% depending on the time of day samples were taken.
^Aeration, *Wells, *0dor, ^Corrosion control, Sewage treatment, Organic matter,
Solid wastes, Hydrogen sulfide, Performance, Color, Dissolved oxygen, Biochemical
oxygen demand, Trickling filters, Treatment facilities, Equipment, Effluents, Waste
water treatment
Lift stations, Wet wells
D294
SLUDGE DISPOSAL IN THE NORTH WEST,
Symes, G. L., and Michaelson, A. P.
Water Pollution Control, Vol. 76, No. 1, p 50-58, 1977. 1 fig, 3 tab, 9 ref, 1 append.
Sludge disposal in areas controlled by the North West Water Authority, England, was
discussed. The most common method is disposal to agricultural land. Seventy-five
percent of the treatment plants supply liquid sludge for this purpose. Transport is
accomplished by road tankers discharging sludge through irrigation pipes and rain guns,
fixed pipes laid beneath fields, and slurry tanker disposal. Disposal to lagoons and
tips is declining. Raw sludge is mixed with bulk transported refuse, in one case, to
form stable lagoons which, when dry, aid land reclamation. Ocean disposal is carried
out by pumping to an outfall and by ship transport. One major problem is that of
sludge disposal in the Greater Manchester area. Planning and investigative groups are
presently devising schemes to alleviate this problem.
*Sludge disposal, irrigation, Equipment, Planning, Analysis, Treatment facilities,
Waste water treatment, Disposal, Land reclamation, Water districts
North West Water Authority (England), Ocean disposal, Marine sanitation
303
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0295
SEWAGE TREATMENT IF DEVELOPING COUNTRIES,
Pickford, J.
Water Pollution Control, Vol. 76, No. 1, p 65-66, 1977. 1 tab.
Factors associated with sewage treatment in developing countries were discussed. The
high growth rate of urban populations is characteristic of most of these nations, and
the phenomenon of shanty-towns is 3 growing problem. Approximately two-thirds of these
urban populations have access to piped water, though it may be intermittent or from
public standpipes. Empty pipes contribute to inward leakage of groundwater which may
be polluted where there is inadequate sanitation. Excreta is usually handled by muni-
cipal treatment, but often water is insufficient for basic needs, and it cannot be
spared for toilet flushing. Pit latrines, septic tanks, and aqua-privies all have some
drawbacks. Nightsoil is often buried in trenches but is usually treated with sewage
sludge and in aerated lagoons. Separate sewage systems are used because of the heavy
rainfalls in most developing countries and sewage blockage is common, as are problems
resulting from hot climates, such as sewer corrosion. Stabilization ponds are ideal
for many of these nations because they are simple, require easy maintenance, use little
imported materials, and have no power requirements. Diffused-air activated-sludge
treatment and biological filters can also be used, but capacity in tropical climates
can be less than in temperate areas.
*Sewage treatment, *Urban areas, *Water supply, Water quality, Water quality control,
Sanitation engineering, Sewage disposal, Domestic wastes, Septic tanks, Separate
sewers, Oxidation lagoons, Corrosion, Economics, Activated sludge
Developing nations
D296
SUSPENDED SOLIDS MEASUREMENT GIVES IMPROVED CONTROL,
Posgate, E. S.
H. F. Instruments, Limited,
Bolton, Ontario, Canada.
Water and Wastes Engineering, Vol. 14, No. 3, p 30, 32, 35-36, March, 1977. 5 fig.
Turbidimeters have been adapted for monitoring and control at water and waste water
plants. These reduce costs by regulating chemical input to actual demand. The basic
process is a combination of gravimetric analysis with linear instruments for direct
measurement in ppm of suspended solids. Factors involved in the use of this equipment
are the type of water source, upstream discharges to the water source, seasonal climate,
and weather changes. There is not a simple answer to what suspensions can be monitored
directly. The major factor is that the suspension have uniform characteristics over a
long term. Possible applications are monitoring activated sludge concentration and
controlling flow rate for return to the primary stage, proportioning polymer input in
sludge dewatering, final effluent monitoring, measuring sludge volume index, and making
daily suspended solids measurements in advanced treatment systems. The automatic con-
trol system can reduce costs.
^Suspended solids, *Measurement, *Monitoring, *Automatic controls, Chemical treatment,
Analysis, Equipment, Polymers, Flow rates, Physical properties, Chemical properties,
Waste water treatment, Water purification
Turbidimeters
304
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D297
TRENDS IN SMALL SEWAGE TREATMENT PLANTS,
Goulden, 0. A.
Treatment Plant Contracts, Limited,
Hounslow, Middlesex, England.
Effluent and Water Treatment Journal, Vol. 17, No. 1, p 37-38, January, 1977.
Developing trends in small sewage treatment plants were delineated for the British
nation. Six trends are of major importance. These include a growing septic tank
market, the requirement of many water authorities that filter beds be used as well,
a rise in maintenance costs, the increase in sophisticated treatment systems, the
failure of various 'high technology' aeration tanks to produce capital and operational
cost savings, and new sewage rates introduced by the government. These trends have
become important because of the assumption that Britain would benefit from small
privately owned plants in many ways. They are economical and produce multiple dis-
charges of treated effluent into subsoils rather than a massive outfall from a major
municipal plant. The small installations can comprise septic tank and soakaway or
septic tank and filter bed and soakaway. Various economic considerations would require
that treatment plants have a life of 30 years or more. This is not yet true of ad-
vanced treatment plants. A septic tank plus filter bed and soakaway for up to 15
people, and a biological filter bed for 15-1000 people fulfills this requirement. A
full-time attendant and advanced technology are valid for installations for more than
1,000 people. This appears to be the best program until operational and maintenance
costs for advanced treatment facilities can be achieved.
^Treatment facilities, *Septic tanks, *Aeration, Tertiary treatment, Municipal wastes,
Domestic wastes, Economics, Waste water treatment, Filtration, Biological treatment,
Legislation, Costs
D298
S.W.'S SLUDGE INCINERATION SCHEME,
Water and Waste Treatment, Vol. 20, No. 2, p 14-15, February, 1977.
A sludge treatment and incineration plant has begun operation in the South West Water
Authority district of England. The plant treats a sewage flow of nearly 1 mgd from a
population of about 20,000. The plant was designed for a population of 50,000 and
provisions have been made for future duplication. Financial considerations have placed
rural portions of the treatment system in limbo. The new pumping station has a 520 kw
diesel generator to allay power failures.
*Incineration, *Sludge disposal, Treatment facilities, Planning, Design, Sludge
treatment, Waste water treatment, Engineering structures, Activated sludge, Water
districts
South West Water Authority (England)
305
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D299
CHLORINE COMBINING WITH SEWAGE,
Water and Waste Treatment, Vol. 20, No. 2, p 18, February, 1977.
the Ontario Environment Ministry is investigating the possibility that toxic substances
are being created from the chemical reaction of industrial wastes and the chlorine used
in sewage treatment. The formation of chlorinated biphenyls can be an especially
serious problem. Laboratory tests have produced these substances in ways which might
be similar to what occurs during sewage treatment, but there is no evidence of chlorin-
ated biphenyl production under actual conditions. PCB levels in the area of 40 sewage
treatment plants have been monitored for two years, because of their potential cumula-
tive risks. The production of chloroform is another worry of those concerned about
chlorine treatment. The production of such toxic or carcinogenic agents has been a
theoretical drawback to the extremely beneficial use of chlorine for sewage and drink-
ing water. To avoid the possible dangers of using chlorine, ozone Is being considered
as an alternative treatment method.
*Chlorination, *Sewage treatment, Treatment facilities, Toxicity, Bacteria,
Disinfection, Industrial wastes, Pollution abatement, Monitoring, Waste water
treatment, Chemical reactions, Analysis
Chlorinated biphenyls, Polychlorinated biphenyls
D300
EVERYTHING FROM A PIPE FILTER TO A TURNKEY PROJECT,
Water and Waste Treatment, Vol. 20, No. 2, p 23-24, February, 1977.
The Sewage Treatment Division of Paterson Candy International, Limited, has undertaken
the task of designing conventional and advanced treatment facilities and equipment for
application in Middle Eastern nations. It has contracted many projects for water
treatment to potable quality for use in boreholes, trailer and skid-mounted treatment
facilities for the military, swimming pool purification plants, and pre-fabricated
facilities for small residential/industrial applications. It has had much experience
with desalination by reverse osmosis, chemical water treatment, sewage treatment, and
water sterilization.
*Sewage treatment, *Treatment facilities, Tertiary treatment, Sanitary engineering,
Reverse osmosis, Desalination, Water purification, Equipment, Filtration, Disinfection,
Waste water treatment
Middle East
306
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D301
KOWLOON SEWAGE TREATMENT AND DISPOSAL,
Effluent and Water Treatment Journal, Vol. 17, No. 2, p 94, February, 1977.
Various feasibility studies and investigations were conducted by the Hong Kong Govern-
ment to develop treatment schemes as alternatives to ocean disposal of sewage and
industrial wastes. A two-year study included float tracking and current measurement;
determination of salinity and water temperature; and evaluation of the extent of pollu-
tion as expressed by dissolved oxygen levels and coliform bacteria counts. Sediment
and bottom mud conditions were also studied. Design studies were conducted to develop
treatment facilities in various areas of Hong Kong. Development will be carried out
in two stages, at a cost of HK$520 million. A facility for North West Kowloon was
suggested with interception of sewage and industrial wastes and conveyance by underwater
pipeline to a treatment works on reclaimed land. The treatment works will have a main
pumping station, and facilities for grit removal and fine screening. Screened and de-
gritted sewage will be discharged by a new outfall and diffuser to the main harbor
current stream. Added stages will include another interceptor and sewage and sludge
treatment. Construction will have to survive typhoons and be such that shipping activi-
ties and harbor traffic will not be interrupted. This will probably be achieved by
enclosing trunk sewers in immersed tubes. The completion of stage one is projected for
1980.
*Sewage treatment, *Sewage disposal, Water pollution sources, Pollution abatement,
Industrial wastes, Domestic wastes, Design, Treatment facilities, Piping, Separation,
Equipment, Planning, Urban areas
Hong Kong
D302
PROGRESS IN MHI'S INTEGRATED TECHNIQUES FOR ENVIRONMENTAL
PROTECTION,
Matsumoto, K.
Environmental Technology Department,
Mitsubishi Heavy Industries,
Tokyo, Japan.
Technical Review, Vol. 13, No. 3, Ser. 37, p 173-191, October, 1976. 15 fig, 9 tab.
Results of recent advancements in water and air pollution control technology developed
by Mitsubishi Heavy Industries, Limited, were presented. Water pollution control
developments included treatment techniques for potable water, industrial water, sewage,
night soil, and industrial wastes. Sludge concentrating devices, vacuum filter, cen-
trifugal, and filter press dehydrators, and incinerators were discussed and described,
as well as various water reuse schemes. New techniques have been developed to forecast
effluent dispersion for preventing water pollution. Denitrification and trickling
filter development were discussed with advances in solid wastes treatment. In addition,
air pollution control, detection, and abatement were reviewed,
*Water pollution sources, *Air pollution sources, *Pollution abatement, *Environmental
control, Treatment facilities, Water reuse, Sludge treatment, Sludge disposal,
Organic matter, Drying, Incineration, Oil wastes, Biological treatment, Denitrification,
Filtration, Solid wastes, Liquid wastes, Analytical techniques, Water quality control,
Gases, Waste water treatment
307
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D303
SEWAGE WORKS IS ABOVE GROUND LEVEL,
Water and Waste Treatment, Vol. 20, No. 2, p 13-14, February, 1977.
Normanton, Yorkshire, England, has replaced an Inadequate treatment plant with one
using the latest techniques. A regional facility, to handle increased industrial and
housing development, is being constructed in two phases. The completed facility will
be able to handle sewage for a population of 58,000, and would cost about 3.5 million
pounds. Differences from otfier advanced systems include the pumping of all flows to
the head of the works, and above ground treatment units. The sedimentation tank water
level is about 3 meters above ground, allowing all associated pipe work to be placed
in a covered gallery on the hopper end of the tank. This protects the pipes from the
environment and provides workmen with a good work area. The piping is of ductile iron
and flanged design. The versatility of this piping allowed the creation of a neat and
endurable pipe system immune to accidental damage and extremely resistant to internal
corrosion. Push-button operation of the de-sludging valves aid checking of sludge
consistency through a sight glass. Sedimentation tank feed ports are designed to dif-
fuse the flow an entry to establish early solids settling. These ports are made of
glass-fiber reinforced plastic to ensure a long trouble-free life.
^Treatment facilities, Sewage treatment, Costs, Flows, Industrial wastes, Water
districts, Design, Piping, Corrosion control, Monitoring, Engineering structures,
Waste water treatment, Construction
D304
THE SANITARY LANDFILL LEACHATE CONTROL PLANT IN KOBE,
Technical Review, Vol. 13, No. 3, Ser. 37, p 273-274, October, 1976. 2 fig, 1 tab.
A leachate control plant was constructed in Kobe, Japan, to treat leachate containing
high amounts of BOD, COD, suspended solids, ammonia, and colored matter. The plant
employs a storage dam to create a uniform quality and quantity of leachate for treat-
ment; trickling filter towers for organic matter removal and ammonia nitrogen oxida-
tion; sedimentation and flocculation-sedimentation facilities; denitrification columns;
activated carbon adsorption columns; and dewatering processes. Special design consid-
erations include a trickling filter process to avoid difficulties in the biological
treatment of long-term landfill leachate, a biological filter process for denitrifica-
tion which has few operational problems and low maintenance needs, and combined bio-
logical and physical-chemical treatment to adjust water quality for economical opera-
tion at optimum conditions.
*Leachate, *Landfills, Treatment facilities, Waste water treatment, Water quality
control, Soil contamination, Design criteria, Sanitary Engineering, Biological treat-
ment, Chemical treatment
Kobe (Japan)
308
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D305
CHARACTERIZING SLUDGE FOR CENTRIFUGAL DEWATERING,
Vesilind, P. A.
Duke University,
Durham, North Carolina,
Department of Civil Engineering.
Filtration and Separation, Vol. 14, No. 2, p 115-116, 118, 120, March/April, 1977.
5 fig, 3 ref.
The design of sludge dewatering equipment must depend upon characteristics of the
sludge to be treated. Sludge characteristics were described which would enable engi-
neers to specify conditions for the guaranteed performance of their equipment. A
procedure was outlined for the measurement of settling properties under high centrifugal
forces. Batch settling tests could Be performed at high gravitational forces using a
desk top centrifuge and a strobe light. Sludge-filled tubes are spun horizontally and
the strobe is synchronized with the centrifuge so the height of the slurry-liquid in-
terface can be observed. Settling of the uppermost particle in the slurry can be
followed and its velocity calculated. This velocity measurement has the disadvantage
of being dependent upon the force imposed, which can be eliminated by using a "settling
coefficient" concept. Other characteristics which indicate the ability of the sludge
to be centrifuged include the clarity of the centrate and the ability of the sludge
to be moved by the screw conveyor.
*Dewatering, *Centrifugation, *Sludge treatment, Solid wastes, Equipment, Physical
properties, Chemical properties, Waste treatment, Waste water treatment, Design
criteria
D306
OZONE AND CHLORINE IN WASTE WATER DISINFECTION,
Kawara, 0.
Okayama University,
Okayama, Japan,
Department of Civil Engineering.
Memoirs of the School of Engineering, Okayama University, Vol. 11, No. 2, p 37-49,
January, 1977. 20 fig, 3 tab, 4 ref.
The disinfection efficiency, oxidation power, and effects of ozone- or chlorine-
treated secondary effluents on aerobic microorganisms were compared in ozone and
chlorine waste water treatment. Disinfection of coliforms required a smaller dosage
of chlorine than ozone, but chlorine could not sterilize them as completely, even at
high doses, or as quickly, as ozone. Ozone should be used where both disinfection and
organic compound removal are desired. Suspended solids are well-decomposed, as are
the higher molecular compounds. Chlorine has little effect on these substances. Cer-
tain compounds which are conducive to aerobic bacterial growth are easily decomposed
by ozone, but not by chlorine. Microbial growth rates were lowest in the control,
and increasingly greater in ozone-treated effluents, chlorine-treated effluents, and
secondary effluents. Ozonation increased biodegradability and chlorination decreased
it. It was concluded that chlorination is an effective process when effluents do not
contain high amounts of suspended solids and their removal is not the major desired
result.
*Disinfection, *Chlorine, *0zone, Oxidation, Aerobic bacteria, Toxicity, Suspended
solids, Sewage effluents, Chlorination, Biodegradation, Waste water treatment
399
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D307
UNSTRATIFIED-BED FILTRATION OF WASTE WATER,
Dehab, M. F., and Young, J. C.
Iowa Resources Council,
Des Moines, Iowa.
Journal of the Environmental Engineering Division-ASCE, Vol. 103, No. EE1, p 21-36,
February, 1977. 11 fig, 4 tab, 2 append.
An investigation was conducted to determine the suspended solids removal and backwash
characteristics of single-medium unstratified-bed filters and to determine the effect
of media grain size and type on performance and backwash characteristics. Comparisons
were made with dual-media filters. It was found that the unstratified-bed filters
with the same effective size medium used as in the top layer of dual-media filters
would provide the same effluent quality and run length as the dual-media filters. Use
of these filters with combined air-water wash allows a larger filter medium size than
that of dual or multimedia filters. In—depth filtration is improved with larger sized
filter mediums, and solids capture capacity is increased, as is the run length. Sus-
pended solids removal is not significantly reduced by increasing media size from 1
millimeter to 2 millimeters at filtration rates of 5-10 meters/hour. Filter bed depths
above 914 millimeters produce no effective increase in effluent quality with filter
mediums of an effective size of 1.3-1.5 millimeters. Backwash rates for effective
cleaning of these filters are less than what is needed to fluidize the medium. Solids
removal from the filter during backwash using air and water required nearly 4 cubic
meters of water per square meter of filter area for backwash rates of 18.75-37.5
meters/hour. Combined air and water treatment during backwash improved the washout of
large flocculated solids from the space above the filter bed, and eliminated mudball
formation. Media loss during this last operation is significant unless appropriate
design and operating control measures are used.
*Filters, *Suspended solids, *Performance, Filtration, Air, Flocculation, Design,
Water purification, Analysis, Physical properties, Separation techniques, Waste
water treatment
Unstratified-bed filtration, Backwash characteristics
D308
OXYGEN SYSTEM ACTIVATED SLUDGE PROCESS,
Effluent and Water Treatment Journal, Vol. 17, No. 2, p 83, February, 1977. 1 fig.
Development of the DNOX activated sludge treatment process has eliminated many of the
drawbacks of traditional activated sludge treatment. The negative aspects included
the need for large aeration tanks and land areas, odor problems from open tanks, and
rapid effluent quality declines at loadings greater than design. Most of the problems
were traced to a shortage, or transient shortage of dissolved oxygen. The use of pure
oxygen provides a healthier, more efficient process. The UNOX system uses about 90%
of the oxygen gas fed into it. This gas and activated sludge and sewage are contacted
in multi-stage reactors. A near four-fold efficiency increase resulted from the use of
pure oxygen. On-site oxygen supply can be accomplished by a pressure swing adsorption
oxygen generator. The process maintains a DO of 2-8 milligrams/liter, creating an
optimum environment for activated sludge. This allows the system to operate at high
mixed liquor suspended solids concentrations with a more active biomass per unit vol-
ume. Because of this, retention times can be 25-50% less than in conventional plants.
The system can easily respond to changes In load and can be adapted to existing acti-
vated sludge systems. Sludge production is less and can be treated for direct applica-
tion to land. The plant requires less land than conventional systems and avoids most
of the objectional features of them.
*0xygenation, *Sludge treatment, Aeration, Activated sludge, Aerobic conditions,
Oxygen, Gases, Oxygen demand, Design, Suspended solids, Treatment facilities, Waste
water treatment, Tertiary treatment
UNOX
310
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D309
THE USE OF PACKED BEDS IN WATER POLLUTION CONTROL,
Porter, K. E.
La Tribune du Cebedeau, Vol. 30, No. 398, p 30-42, January, 1977. 16 fig, 5 tab,
11 ref.
Various types and designs of packed beds, as well as design criteria and mass transfer
mechanisms used in water pollution control were described. The filter bed process
generally involves two settling tanks with an intermediate filter treatment step. Mi-
croorganisms which consume the organic pollutant, in packed filter beds, grow over the
surfaces of the packing as a film. The biomass removes BOD and becomes the solid
product to be settled out. Packed beds are economical in situations where there is
high BOD and/or high BOD concentrations maintained throughout the packed bed. Higher
organic loading on the packing produces lower treatment costs, but increases the chance
of blockage. Mineral media have been traditionally used. Modern packings include
plastics such as polystyrene, polypropylene, and polyvinyl chloride, and various forms
of vertical sheets and vertical tubes which allow organic loading to be increased about
twenty times that used with the traditional packing. Packed beds are used to partially
treat industrial wastes and industrial waste waters that cannot be treated with acti-
vated sludge methods, and to increase the capacity of existing sewage plants. Design
techniques are reviewed with data on design criteria. Equations are presented for the
biochemical rate and limiting solutions for diffusion and reaction in the biomass film,
and for boundary conditions. Factors involved in the derivation of design equations
were also considered.
*Packed beds, *Design criteria, *Mass transfer, *Biological treatment, *Water
pollution control, Filtration, Microorganisms, Biochemical oxygen demand, Industrial
wastes, Plastics, Mineralogy, Organic matter, Separation techniques, Water purification,
Treatment facilities, Costs, Physicochemical properties, Waste water treatment,
Performance, Evaluation
D310
INCINERATION SOLVES TOUGH WASTE PROBLEMS,
Modern Power and Engineering, Vol. 71, No. 3, p 40, March, 1977.
Incineration is considered one of the best avenues for handling wastes. Advantages
of the method include: weight reduction, volume reduction, sterile residues, and
production of recoverable heat. The necessary performance requirements for the appli-
cation of incineration are an ability to consume a wide variety of materials, adequate
pollution controls, compatible operating and capital costs for the system, high dis-
posal capacity per square foot of floor area, and adequate ash residue removal. The
operation of a large incinerator for a short time is most economical and disposal of
very hazardous materials only is economical for operations below 300 pounds/hour.
Air pollution control is often a considerable cost factor. Improved incineration
technology includes thermal incineration for gaseous wastes, direct-flame fume incin-
erators for control of noxious organic emissions by oxidation, fluidized bed incinera-
tors, slagging pyrolysis, and suspension burning of finely divided materials in a
vortex furnace chamber. Continued development and design revisions will make incinera-
tion a more economically sound treatment method.
*Incineration, *Waste treatment, *Waste disposal, Industrial wastes, Pollution
abatement, Municipal wastes, Gases, Combustion, Oxidation, Economics
311
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D311
TRAVELLING GRATE-TYPE FILTRATION SYSTEM USES PULVERIZED COAL
TO LOWER BOD OF WASTE WATER,
Water and Pollution Control, Vol. 115, No. 3, p 38, March, 1977.
A traveling grate-type filtration system was developed to lower BOD loads of organic
pollutant waste water, using pulverized coal. BOD is reduced to under 2 ppm and heavy
metal ions are reduced by more than 90%. A revolving cylinder serves as the settling
tank. Waste water and precipitation accelerators are introduced at the same time.
Waste water passes from the bottom opening of the tank to a sump tank and then to the
coal filter bed. After pollutant absorption, the coal is removed for disposal by a
rake arm, along with suspended solids and other contaminants which settled out of the
waste stream. Treated water is fed to a sprinking filter bed for biochemical treatment
to lower organic content.
^Filtration, *Biochemical oxygen demand, *Coal, Equipment, Organic matter, Waste water
treatment, Filters, Suspended solids, Liquid wastes, Heavy metals
D312
PROSPECTS STRONG FOR WASTE WATER OXYGENAT10N,
Chemical and Engineering News, Vol. 55, No. 13, p 17-18, March, 1977.
Oxygen aeration of waste water is becoming more attractive as waste water treatment
is more strictly regulated. It can double treatment capabilities without necessitating
a vast expansion of facilities. In addition, it could provide greater BOD removal,
sludge digestion, and nitrification. There is the promise of greater removal efficien-
cies with lower operating costs than air aeration, though capital costs are greater.
However, a section of P.L. 92-500 calls for 75% federal financing of eligible capital
costs, and some state governments offer various subsidies. Oxygen aeration systems
reduce air pollution in the form of odors and virus contaminants. Sludge disposal
problems are reduced by the production of a denser, low-volume sludge. Improvements
in oxygen production and modular construction are also considered to be advantages of
this system.
*0xygenation, *Waste water treatment, *Treatment facilities, *Aeration, Oxygen,
Biochemical oxygen demand, Municipal wastes, Sludge, Costs, Equipment
312
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D313
ENZYMATIC TREATMENT OF PRIMARY MUNICIPAL SLUDGE WITH
TRICHODERMA VIRIDE CELLULASE,
Cinq-Mars, G. V., and Howell, J.
Republic Steel Research,
Independence, Ohio.
Biotechnology and Bioengineering, Vol. 19, No. 3, p 377-385, March, 1977. 3 fig,
3 tab, 9 ref.
Experiments were conducted to determine the feasibility of sludge pretreatment before
digestion with cellulase in order to reduce cellulose content and viscosity. Pretreat-
ment was either by sterilization at 120 C for 30 minutes, followed by adding 100 ppm
merthiolate and homogenizing for 2 minutes, or by heat pasteurization to 95 C and
cooling to 50 C. Hydrolytic experiments produced the following results. Up to 75%
of the cellulose was converted, mostly to cellobiose, in 24 hours. Raw primary sludge
was changed from a gel-like consistency to a slurry of fine particles amenable to
ultrafiltration. Possible rate limiting steps in the conversion of cellulose to methane
by anaerobic digestion could be reduced by converting cellulase to soluble reducing
sugars before digestion; by making reducing sugars available to allow an increased
generation of microbial populations; and by a faster transfer of dissolved products
from liquid to gas phase. An economical, self-supporting treatment system might be
possible with the use of process filtrate for cellulase, single-cell protein, or
alcohol production.
*Sludge treatment, *Biological treatment, Physical properties, Chemical properties,
Municipal wastes, Waste water treatment, Hydrolysis, Sludge digestion, Chemical
degradation
D314
CHLOROBIPHENYLS AND PCB'S: FORMATION DURING CHLORINATION,
Gaffney, P. E.
Georgia State University,
Atlanta,
Department of Biology.
Journal Water Pollution Control Federation, Vol. 49, No. 3, p 401-404, March, 1977.
3 tab, 14 ref.
A study was conducted to discover if chlorobiphenyls were produced during actual and
laboratory simulation of water and waste water treatment plant operation. Samples were
spiked with biphenyl and chlorinated, extracted with hexane, and analyzed by gas chroma-
tography. Results showed that various chlorobiphenyl isomers were produced during final
chlorination. These and other organochlorines were produced in the laboratory chlorina-
tion of municipal plant influent and effluent. Mono- and dichlorobiphenyls were pro-
duced in the absence of iron; more were produced in its presence. Laboratory chlorina-
tion slightly increased dichlorobiphenyl concentrations in influents, but reduced them
in effluents. Studies are being continued on the effect of these compounds on water
and waste water treatment, on downstream ecosystems, and on water use.
*Chlorination, *Disinfection, *Polychlorinated biphenyls, Municipal wastes, Industrial
wastes, Treatment facilities, Toxicity, Chemical reactions, Analytical techniques,
Chromatography, Waste water treatment
Chlorobiphenyls
313
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D315
IMPROVED GALVANIC DISSOLVED OXYGEN SENSOR FOR ACTIVATED SLUDGE,
Poole, R., and Morrow, J.
Fischer and Porter Company,
Warmlnster, Pennsylvania.
Journal Water Pollution Control Federation, Vol. 49, No. 3, p 422-428, March, 1977.
7 fig, 9 ref.
A galvanic dissolved oxygen sensor which uses gold as the cathode and copper as the
anode was developed. The gold electrode is covered with a gas-permeable, liquid im-
permeable teflon membrane to separate the cell from the test solution. The Interior
chamber has an electrolyte capacity of 60 centimeters. A thermistor is cemented to the
sensor body. The sensor can operate continuously for 15 months before recharge is
necessary. The membrane is easily replaced in field operation and good temperature
compensation results from its exposure to constant load resistance at all temperatures.
Field tests produced good results in aeration tanks. Agitators are not necessary when
the sensor is used in aeration tanks.
*Dissolved oxygen, *Monitoring, *Measurement, Equipment, Activated sludge, Membranes,
Electrolytes, Electrodes, Mechanical engineering, Analysis, Waste water treatment
Galvanic sensor
D316
EFFECTS OF HIGH ORGANIC LOADING ON MIXED PHOTOSYNTHETIC WASTE
WATER TREATMENT,
Miller, S., Abeliovich, A., and Belfort, G.
University of Cape Town,
Cape Town, South Africa,
Department of Chemical Engineering.
Journal Water Pollution Control Federation, Vol. 49, No. 3, p 436-440, March, 1977.
2 fig, 4 tab, 14 ref.
Hospital and domestic sludge was studied to determine the effect of high organic load-
ing on mixed photosynthetic waste water treatment. The major inhibitors in hospital
effluents on algal growth in treatment ponds are most likely to be detergents, solvents,
and antibiotics. Tests were run to establish whether the greater carbon supplies and
lower pH variation resulting from using sludge outweighed the disadvantage of decreased
light penetration. Temperature, pH, dissolved oxygen, photosynthesis, and respiration
rates were recorded daily. Results showed the more alkaline hospital sludge to have
a lower buffering capacity than domestic sludge. Little pH variation was found in the
mixed photosynthetic system. There was evidence that appreciable algae growth was
possible with hospital effluents after the bacteria had adapted to environmental condi-
tions. Respiration rates decreased continuously in reactors with sludge added. Dis-
solved oxygen proved a good indicator of the state of the system. Oxygen levels were
high at high pH where carbon limitation might be evident. Sludge biodegradation,
usually anaerobic, results in significant carbon losses in the form of CH4 and C02.
The tests showed that a greater algal yield without impairment of water quality can be
expected in photosynthetic systems with high organic loading.
*0rganic matter, *Loads (forces), ^Photosynthesis, Dissolved oxygen, Bacteria,
Temperature, Hydrogen ion concentration, Detergents, Biodegradation, Municipal wastes,
Hospitals, Algae, Oxidation lagoons, Aerobic conditions, Biochemical oxygen demand,
Carbon, Suspended solids, Nitrogen, Water purification, Waste water treatment
Hospital wastes
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D317
EFFLUENT EMPHASIS UNDERLINES ENVIRONMENTAL EFFORT AT ENPOCON,
Wood, R.
Environmental Protection Survey, p 11-13, February, 1977. 3 fig.
Various waste effluent treatment methods were demonstrated at an English exhibition.
A packaged dissolved air flotation plant was shown which was fabricated of steel to
eliminate the time, costs, and land usage required for concrete tanks or lagoons built
on site. The effluent is pumped from d wet well to a holding tank, with air introduced
upstream from the pump. The air is in solution until it reaches the flotation cell in
the coagulation chamber where it is released as tiny bubbles. The resultant float is
removed by a scraper arm and placed into a sludge hopper. The effluent is removed and
recycled. A system employing electrolytic treatment with flotation was claimed to re-
duce operating costs by as much as 50% when compared with air flotation. Chlorination
units were also displayed. There was an 8,000 ppd liquid chlorine evaporator and a
high capacity chlorinator, as well as one based on the use of solid tablets of a mix-
ture of calcium hypochlorite and 1,3,4,6-tetrachloroglycoluril. A pure oxygen waste
water treatment system and a submersible aerator were other units shown. Solutions to
disposal problems were seen in a thermal sludge drying system which produced a pellet-
ized material, and in incineration units.
*Water purification, *Liquid wastes, *Flotation, *Aeration, ^'Electrolysis,
*Chlorination, *Flocculation, *0xygenation, Oxygen, Pumps, Waste disposal, Equipment,
Incineration, Sludge disposal, Pollution abatement, Polymers, Chemical treatment,
Gases, Waste water treatment
D318
SEWAGE SLUDGE DISINFECTED BY ELECTRON-BEAM BOMBARDMENT,
Compost Science, Vol. 18, No. 1, p 24, January-February, 1977.
An irradiation process was developed for the disinfection of sludge. Greater restric-
tions on sludge disposal have spurred interest in this sludge treatment for the de-
struction of odor, bacteria, and viruses. Electron-beam bombardment is being tested
by the Massachusetts Insitute of Technology and the University of New Hampshire at a
Deer Island, Massachusetts, facility. Sludge water with 2-5% solids is treated in a
4 foot-wide, 2 millimeter-deep stream. This facility treats 100,000 gallons of sludge
per day. A commercial facility equivalent to the test facility would require an initial
investment of $500,000 and an annual operating budget of nearly $130,000.
*Sludge treatment, *Disinfection, ''Irradiation, Heavy metals, Sludge disposal,
Equipment, Bacteria, Viruses, Treatment facilities, Waste water treatment
515
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D319
OXYGEN AERATION AT NEWTON CREEK,
Nash, N., Krasnoff, P. J., Pressman, W. B., and
Brenner, R. C.
Department of Water Resources,
New York, New York.
Journal Water Pollution Control Federation, Vol. 49, No. 3, p 388-400, March, 1977.
4 fig, 6 tab.
Plant-scale tests have Indicated that pure oxygen substituted for process air can up-
grade overloaded activated sludge plants. This method was further examined at the
Newton Creek, New York, modified aeration plant. Over the three-year test period, ef-
fluent quality averaged 19 milligrams/liter of both BOD and total suspended solids, at
flow rates of 38,200-134,000 cubic meters/day. The equivalent removal efficiences were
89% for BOD and 86% for suspended solids. Effluent quality was slightly poorer during
warm weather, non-filamentous periods, although overall efficiency was slightly greater
at those times. During four cold weather periods when fungal organisms proliferated
the effluent quality dropped. The predominant fungus that caused recurrent difficulties
in winter was identified as Geotrichum. The concentration of filamentous organisms in
the system affected process efficiency in a proportional manner. Oxygen consumption
averaged 1.0 grams/gram of BOD removed at, or above, design flow rates. At these
levels, the power requirement averaged 0.95 kilowatt-hours per kilogram of BOD removed.
During filamentous periods, solids production averaged 1.27 grams/gram of removed BOD,
and 0.93 grams during nonfilamentous periods.
*Aeration, *0xygen, Activated sludge, Treatment facilities, Performance, Sewage
effluents, Biochemical oxygen demand, Suspended solids, Microorganisms, Sludge treatment,
Waste water treatment
Newton Creek (NY)
D320
SLUDGE DEWATERING PRESS,
Industrial Wastes, Vol. 23, No. 2, p 17, March-April, 1977.
Dry-solids cakes can be made with a sludge dewatering press from dilute sludge produced
by the sedimentation of industrial and municipal waste water processes. There are
three stages: draining of sludge pre-flocculated with a polyelectrolyte; low-pressure
pressing of the sludge between the drainage screen and a pressing screen, and pressing
by a series of decreasing diameter perforated rollers which increase pressure gradually;
and, finally, sustained high-pressure pressing by a. series of one inch-wide belts which
press the sludge against a perforated roller.
*Dewatering, *Sludge treatment, Equipment, Sedimentation, Industrial wastes, Municipal
wastes, Flocculation, Polyelectrolytes, Waste water treatment, Separation techniques
316
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D321
FLUID BED FOR SEWAGE SLUDGE BURN UP,
Martin, D.
Environmental Protection Survey, p 27, February, 1977.
The sludge incinerator plant at Esher, England, burns organic matter within a. fluid bed
of sand. Components of the installation are a mechanically raked screen, a detritor
to remove grit, a primary sedimentation facility, biological filters, humus tanks,
micro-strainers, and an oil-fired incinerator. Mechanical moving parts are not used
so maintenance problems due to mechanical failure are avoided. A fail-safe system is
employed to avoid mishaps from power failures. The fluid bed is a mixture of sand and
gases in suspension, making an ideal environment for the thermal oxidation of sludge.
Flexible feed pipes are used for the sludge to allow easy handling of blockages. Oper-
ation is on a continuing rather than batch basis. Dewatering is conducted by vacuum
filtration and the pumps are reliable, accept liquid carryover and soft solids, are
resistant to corrosion, have a cooling effect on explosive gas, and scrub dirty gas.
Little maintenance is required for the pumps. The plant has lower odor levels than
usual, clean stack gas, and an absence of ash.
^Incineration, ^Sludge disposal, ^Treatment facilities, Sedimentation, Separation,
Filtration, Equipment, Oxidation, Sludge treatment, Oxygen, Temperature, Pumps,
Dewatering, Pollution abatement, Operation and maintenance, Waste water treatment
Esher (England)
D322
AEROBIC DIGESTION OF SLUDGES PRECIPITATED FROM WASTE WATER
BY LIME ADDITION,
Hamoda, M. F., and Ganczarczyk, J.
Waste Water Technology Center,
Canada Center for Inland Waters,
Burlington, Ontario, Canada.
Journal Water Pollution Control Federation, Vol. 49, No. 3, p 375-387, March, 1977.
4 fig, 7 tab, 12 ref.
Laboratory batch and semi-continuous aerobic digestion experiments were performed to
examine the behavior of lime-primary sludges precipitated with various lime dosages
over an operational pH range. Sludge samples were obtained from a Toronto treatment
plant. Results indicated that aerobic digestion of lime-primary sludges was technically
feasible, though high lime doses adversely affected digestion process kinetics. The
buffering capacity of the digestion system was good. Total alkalinity of the lime-
primary sludge did not decrease because of aerobic digestion. However, the primary
sludge decreased in alkalinity as aeration time increased. Nitrification was adversely
affected in digesters treating lime-primary sludges when lime doses were high. Primary
sludges as well as lime-primary sludges bound soluble phosphorus and soluble organic
carbon during digestion and released these components during storage. Settling and
filtration qualities of the aerobically digested lime-primary sludges were good. Semi-
continuous digesters produced sludges with higher oxygen uptake rates, better dewater-
ability, and higher supernatant quality than those of batch systems. The pollutant
content of sludges from semi-continuous systems should not cause serious loading problems
if the supernatants are recycled or discharged by treatment plants. A sizable popula-
tion of stalked ciliates and rotifers was maintained in digesters treating lime-primary
sludges. Stabilization of lime-primary sludges requires a 15-day detention period at
20 C, especially if they have initial pH values of 10-12.
*Aerobic treatment, *Sludge digestion, *Chemical treatment, *Lime, Physical properties,
Chemical properties, Treatment facilities, Biological treatment, Evaluation, Waste
water treatment
317
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D323
AEROBIC DIGESTION OF WASTE ACTIVATED SLUDGE AT LOW TEMPERATURES,
Koers, D. A.., and Mavinic, D. S.
Associated Engineering Services Limited,
Namaimo, British Columbia, Canada.
Journal Water Pollution Control Federation, Vol. 49, No. 3, p 460-468, March, 1977.
8 fig, 12 ref.
A study was conducted on the design and operating criteria of aerobic digestion systems
handling activated sludge under cold climate conditions. Comparative data were gener-
ated for operation at various low temperatures. A field evaluation of laboratory re-
sults was the final part of the study. Study temperatures were 20, 10 and 6 C. Re-
sults indicated little difference between continuous and semi-continuous digester opera-
tions. The major exception was a volatile suspended solids (VSS) reduction at 5 C
with the semi-continuous digester method. There was a good correlation between the
product of sludge age and temperature and VSS reduction at 5-20 C. There is little VSS
reduction after this product exceeds 250. At low temperatures, a 50-day sludge age re-
sults in the maximum VSS reduction of nearly 30%; 5 C is the lowest average monthly
digester temperature. Full-scale operations were too variable for steady-state condi-
tions to be established. Mixed liquor BOD was thought to be a promising parameter for
measuring digested sludge stability during storage when odor is used as a criterion for
stability. Sludge with a BODS of less than 9.29 grams/gram of VSS was odor-free after
storage at 20 C. Stabilization was achieved at a sludge age of 40 days at 20 C, and
at 60 days at 10 C, but not even 80 days achieved sludge stability at 5 C. Cell mass
characteristics, measured by TOC, COD, organic nitrogen, and volatile content, was
extremely constant for all systems. Biodegradability seemed to decrease with increased
sludge age. The basic composition of the sludge cells did not appear to change during
aerobic digestion.
*Sludge digestion, *Aerobic conditions, Temperature, Activated sludge, Waste water
treatment, Sludge treatment, Treatment facilities, Biological treatment, Microorganisms,
Biochemical oxygen demand, Oxygen, Hydrogen ion concentration, Chemical properties,
Physical properties
D324
OIL-FLUSHED TOILETS GAIN,
Leich, H. H.
Compost Science, Vol. 18, No. 1, p 25, January-February, 1977.
An oil-flushed toilet has been developed which uses no water for the disposal of body
wastes. A colorless, low-viscosity mineral oil replaces water as the flushing medium.
The oil and wastes are carried to a holding tank where oil floats to the top and water-
saturated wastes sink. The oil is recycled to toilet tanks after filtration. There is
no odor, and no bacterial or viral presence in this system. Domestic water savings
have been estimated at 30-40% of the water piped into a home when this system is used.
The system was installed at restrooms in the Rocky Mountain National Park, Colorado,
when facilities were expanded. It was found to be less expensive than regular systems
and more environmentally acceptable. It has reduced water pumping in the park build-
ings from a daily pumping to one pumping every 7 to 10 days. There has been no need
to close comfort stations because of water shortages. Operation during early and late
seasons can be attributed to the fact that oil does not freeze. Sewage production has
been reduced from 14,000 gallons daily to 1,800 gallons per week. Costs have been re-
duced from 20 cents per flush with water to 2 cents per flush with the oil system. The
ultimate disposal of wastes from the system can still be a problem. The wastes are
usually trucked to a municipal treatment plant or to farmland for agricultural use, but
a plan for producing methane gas from them is being studied. A system for marine ap-
plications is being adapted for use in high-rise buildings. Water from sink, basins,
bathtub, and washing machines could be disposed to a smaller septic tank and drain field
after filtration when this method is installed In domestic applications.
*Domestlc wastes, *Sanitary engineering, Oils, Odor, Bacteria, Viruses, Water
utilization, Water conservation, Costs, Waste disposal
Oil-flushed toilets
313
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D325
1.17 MILLION POUND WORKS AND SEWAGE SCHEME COMPLETED AT
MARKET RASEN,
Surveyor, Vol. 149, No. 4423, p 32, March, 1977.
A treatment facility was constructed in England at a cost of 1.17 million pounds. The
plant was constructed to handle flows up to 130 liters/second daily. Excess flows are
discharged to a river by screw pump. Flows pass through a grit trap, a comminutor, a
flow recorder, and then are divided between two sedimentation tanks. The effluent is
next divided at the dosing tanks and passed to filter beds where recirculation occurs.
Modified alternating double filtration will be added later. After filtration, the
effluent Is discharged to humus tanks, and finally into a river.
*Treatment facilities, Sewage treatment, Construction, Pumps, Sedimentation,
Filtration, Sludge treatment, Dewatering, Water reuse, Waste water treatment, Sewers
Anglian Water Authority (England)
D326
DEWATERING: A NEW METHOD BOWS,
Bell, J. A., Higgins, R., and Mason, D. G.
Smith and Loveless Division,
Ecodyne Corporation,
Lenexa, Kansas.
Water and Wastes Engineering, Vol. 14, No. 4, p 33-34, 39-41, April, 1977. 5 fig,
10 tab, 2 ref.
A gravity-pressure filtration system, or sludge concentrator, has been developed to de-
water sludges from various treatment processes and, especially, to take advantage of
polyelectrolyte—conditioned sludge characteristics. The concentrator is provided with
a sludge feed pump, a polymer system, a sludge conditioning system, and a two-stage
dewatering unit. A combination flashmixer-flocculator provides optimum mixing of the
diluted polymer and sludge to form large particles prior to gravity dewatering. In the
pressure stage, three sets of compression rollers squeeze out more liquid and the de-
watered sludge is discharged for final disposal. Sludge volume can be reduced as much
as 80%. Models are provided which can process up to 1600 dry pounds of sludge/million
gallons in a. 40 hour week. Comparisons with vacuum filtration indicated that a 250-
square foot vacuum filter would be needed to dewater the same amount of sludge as the
larger concentrator model. The vacuum filter does use less polymer material, but this
is offset in the concentrator by lower energy requirements. Operating costs are lower
with gravity-pressure filtration. Two treatment plants operated at different flows were
used for sludge evaluation. In one, a secondary treatment facility, effluent could be
discharged or diverted to tertiary treatment with combined flashmixing, flocculation,
clarification and thickening of chemically treated waste. Raw sewage was used in this
facility. Secondary effluent was used instead of raw sewage in the same scheme for the
second facility. Settling was aided by the addition of anionic polymers. Sludge from
biological treatment was evaluated for its dewaterability. In both facilities, effluent
quality met acceptable levels for the processes employed.
*Dewatering, *Filtration, *Sludge treatment, Equipment, Polyelectrolytes, Performance,
Evaluation, Treatment facilities, Polymers, Chemical treatment, Sedimentation, Tertiary
treatment, Aerobic digestion, Waste water treatment
Gravity pressure filtration
319
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D327
AUTOMATIC CONTROL OF WHITLINGHAM SEWAGE TREATMENT WORKS NORWICH,
Thurley, B. L.
Process Biochemistry, Vol. 12, No. 1, p 26, 28-29, January/February, 1977. 1 fig.
A digital computer was used to provide automatic control for a treatment facility con-
sisting of existing facilities and "in construction" extensions. The apparatus controls
flow rate through the duty screen and operates a standby screen during Detritor scraper
and grit rake operation; it also controls the flow to activated sludge and percolating
filter plants, sequences the de-sludging process, and initiates the cleaning of flume
float wells. A complete alarm-monitoring program is included in the computer controls.
Ultrasonic sensors measure solids content to determine sludge withdrawal during pri-
mary sedimentation. Minimum head loss is maintained during activated sludge treatment,
as is a predetermined dissolved oxygen concentration. The computer also controls the
amount of sludge wasting, and monitors and integrates the amount passed to waste.
Computer control is used with the two filtration systems employed: single filtration/
recirculation, and single filtration/alternating double filtration. The sludge treat-
ments involved are the automatic feed of sludge to primary digestion tanks, and dis-
placement into secondary digestion tanks and filter pressing. Sludge is disposed to
liquid sludge loading tanks, to land, and to drying beds.
*Automatic controls, *Monitoring, Treatment facilities, Sedimentation, Activated
sludge, Computers, Flow, Filtration, Sludge treatment, Sludge digestion, Sludge
disposal, Waste water treatment
Norwich (England)
D328
DEWATERING MACHINES (Entwasserungsmachinen),
Shin, K. C.
Wasser, Luft und Betrieb, Vol. 21, No. 3, p 137-141, 1977. 8 fig, 3 tab, 3 ref.
The principal types of waste water sludge dewatering equipment used currently and
their general characteristics are described. Centrifuges, belt filters, and chamber
filter presses represent the most common means for dewatering sludge. Centrifuges can
be used for any size waste water treatment plant because they are available for a wide
range of throughput capacities. Chamber filter presses, which have separating effi-
ciencies, are especially suitable for use in large-capacity waste water treatment
facilities. Belt filters are used for treatment plants of small to medium capacity.
S type filter belt presses can reach separation efficiencies as high as 99%.
*Dewatering, *Equipment, *Sludge treatment, Filters, Centrifugation, Filtration,
Separation, Treatment facilities, Performance, Waste water treatment
320
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D329
APPLICATION OF CORRUGATED SHEET SPRAYERS FOR WATER PURIFICATION
(Die Anwendung von Wellbahnrieslern in der Wasseraufbereitung),
Nagel, G.
GWF-Wasser/Abwasser, Vol. 118, No. 3, p 103-109, 1977. 14 fig, 1 tab, 4 ref.
Results are presented of field experiments with corrugated sheet sprayers used to
aerate raw potable water for the removal of iron and manganese. At an air-to-water
ratio of 1:1, optimal results were obtained at flowthrough rates of 600-1,000 cu m/hr
per sq m. The new process has the advantage of providing for adequate oxygen concen-
tration in the water without causing supersaturation or excessive loss of C02. This
is because the water passes through a special degassing section after going through the
aeration section. Test runs for several months showed no clogging in spite of consid-
erable iron and manganese concentrations of up to 2.8 mg/1 and 0.5 mg/1, respectively.
*Water purification, *Aeration, *Spraying, Iron, Manganese, Separation, Performance,
Oxygen, Carbon dioxide, Gases, Equipment, Pollutants, Water treatment, Water quality
control
Corrugated sheet sprayers
D330
PERSISTENCE OF MYCOBACTERIUM BOVIS BCG IN SOIL AND ON VEGETABLES
SPRAY-IRRIGATED WITH SEWAGE EFFLUENT AND SLUDGE,
Van Donsel, D. J., and Larkin, E. P.
Public Health Service,
Bureau of Foods, Division of Microbiology,
Cincinnati, Ohio.
Journal of Food Protection, Vol. 40, No. 3, p 160-163, March, 1977. 3 fig, 1 tab,
20 ref.
Land disposal of sludge is currently under consideration in the United States, and
studies are being conducted on the potential public health hazards which might be in-
herent in this practice. Tubercle bacilli represent a particular threat because they
generally survive conventional waste water treatment processes. Cultured Mycobacterium
bovis BCG was added to activated sludge and to unchlorinated secondary effluent, which
was then sprayed onto lettuce or radish plants grown outdoors in plywood boxes. Soil
suspensions and vegetable washings were assayed for BCG. The 90% reduction time on
effluent-sprayed radishes was 6 days, and on sludge-sprayed radishes it was 4 days,
which was not a significant difference. The results for lettuce were too variable to
permit estimation of survival rates. Consistent, low-level isolation of the organisms
indicated that a certain amount had become attached to the plants. Washout of the
inoculum from the plots by rainfall was apparently minimal. Soil temperatures were
high during the test period, and heat probably killed many of the mycobacteria. The
results must be interpreted with caution in view of the known large differences between
mycobacterium grown in vitro and in vivo, and because the numbers of tubercle bacilli
found in urban sewage are very difficult to estimate.
^Irrigation, *Sludge disposal, *Sewage effluents, Soil contamination effects,
Microorganisms, Vegetation, Municipal wastes, Analysis, Waste water treatment,
Public health
Mycobacterium bovis BCG
321
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D331
APPLICATION OF PHYSICO-CHEMICAL TREATMENT AS A METHOD OF ACHIEVING
PARTIAL STANDARDS ON SEWAGE EFFLUENTS DISCHARGED IN ESTUARIAL
AND COASTAL SITUATIONS,
Matthews, P. J.
The Public Health Engineer, Vol. 5, No, 2, p 31-37, March, 1977. 3 tab, 49 ref.
Applying various physico-chemical treatment (PCT) methods to wastes which would be dis-
charged to estuaries and coastal waters in England was considered. There has been a
continuing, argument for and against treatment of wastes for this type of disposal.
Those in favor of treatment stress that oceans must be protected, and that treatment
would diminish disease, eliminate long outfalls conflicting with other water uses, and
remove certain pollutants which would otherwise persist. Those opposing treatment em-
phasize that great amounts of oxygen in the sea purify wastes, and that dilution renders
the waste similar to biologically treated effluent. They add that costs are less for
operating an outfall and that a well-sited outfall is less aesthetically objectionable.
PCT was used in the nineteenth century, but biological treatment outweighed it by ap-
pearing more effective and by producing a more easily disposable sludge. Chemically
aided sedimentation can be of use, however, where there is a solids standard of 60 to
150 milligrams/liter of suspended solids, or where this standard and a BOD and/or a
COD limit are appropriate. The most common systems of chemical sedimentation include
lime, ferric and ferrous salts, alum alone or with anionic polyelectrolytes, and ca-
tionic polyelectrolytes. These can be added before wastes undergo flocculation chamber
followed by sedimentation tank treatment, or before combined flocculation/sedimenta-
tion tank treatment. The sludges produced are less filterable than primary sludges,
but they can be treated, disposed of, or used in agriculture. Lime seems to be the most
cost effective coagulant/flocculant. Partial treatment allows for shorter effluent
pipelines than needed for crude sewage outfalls. Higher hydraulic loadings permit re-
duced sedimentation tank size and reduced sedimentation capital costs. The drawbacks to
lime treatment are possible increases in capital costs by as much as 200% and in operat-
ing costs by 10-20% over sedimentation costs. Finally, the effects of coagulants,
flocculants, and their impurities on effluent quality and sludge production must be con-
sidered.
*Chemical treatment, *Physical treatment, *Water quality standards, Sewage effluents,
Estuaries, Coasts, Water purification, Industrial wastes, Electrolysis, Waste water
treatment
England
D332
USE OF OXYGEN IN ACTIVATED SLUDGE PLANTS (Utilizzazione
dell'ossigeno allo stato puro negli impianti a fanghi
attivi),
Masotti, L.
Facolta di Ingegneria dell'Universita di Firenze,
Florence, Italy.
Inquinamento, Vol. 19, No. 1, p 64-72, January, 1977. 6 fig, 1 tab, 16 ref.
Pure oxygen activated sludge treatment processes are replacing aerated systems because
of the latter's weaknesses in transferring oxygen from the atmosphere to the liquid
medium. In a pure oxygen system, the oxygen is infused in concentrated form into the
liquid. As a result, the quantity of transferred oxygen is 6.4 times greater than in
an aerated system. Large quantities of dissolved oxygen (6-8 mg/liter) can be present
in the activated sludge without significantly affecting the oxygen transfer yield; in
an aerated system, the maximum quantity of dissolved oxygen is 2-3 mg/liter. A pure
oxygen system can achieve a 90-95% utilization of the dissolved oxygen compared to
5-6% in an aerated system. The success of a pure oxygen activated sludge system is
based on its capacity to produce oxygen. There are two oxygen production processes,
the classic cryogenic process and the molecular sieve adsorption process. The former
uses the distilled fraction of air, thus producing liquid oxygen and nitrogen at very
low temperatures. While the yield of almost pure oxygen is excellent, the process is
complex and only used in large purification plants. The molecular sieve adsorption
process is simple, completely automatic, and requires minimal maintenance. Air is
pressurized through a sieve containing a granular substance which adsorbs carbon dioxide,
nitrogen and water, and lets the residual gas, very rich in oxygen (90%), pass through.
The process operates at room temperature and at a fairly low pressure.
*0xygenation, *Activated sludge, *Adsorption, *Cryogenics, Dissolved oxygen, Treatment
facilities, Temperature, Aeration, Nitrogen, Air, Automation, Maintenance, Water
purification, Waste water treatment
Pure oxygen activated sludge treatment, Liquid oxygen
322
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D333
WHAT LIES AHEAD FOR PAC?,
Gulp, G. L., and Shuckrow, A. J.
Culp/Wesner/Culp Clean Water Consultants,
El Dorado Hills, California.
Water and Wastes Engineering, Vol. 14, No. 2, p 67-72, 74, February, 1977.
The development and use of powdered activated carbon were discussed. Granular activated
carbon has found wider use because efficient regeneration systems for powdered activated
carbon are lacking. Several advantages of the powdered carbon are: a significantly
lower price; more rapid equilibration with soluble waste water organics; less capital
investment; easily changed dosages; less head loss; and easy avoidance of hydrogen sul-
fide formation problems. Cost estimates of various treatment systems indicated that
independent physical-chemical (IPC) systems, with either granular or powdered carbon,
were not cost competitive with conventional activated sludge for BOD removal in municipal
use when only secondary treatment was necessary. Granular carbon IPC systems were cost
comparable to activated sludge followed by coagulation and filtration at carbon doses
of 1500 pounds/million gallons. It was slightly less expensive at doses of 750 pounds/
million gallons. Powdered carbon was not cost competitive with granular carbon. It
has higher capital and labor costs, higher fuel requirements, and requires polymer con-
ditioning for dewatering. Determining the minimum carbon dosages compatible with
single clarifier-combined sludge handling systems would yield economically favorable
results.
*Activated carbon, Costs, Cost comparisons, Municipal wastes, Waste water treatment,
Polymers, Dewatering, Organic matter, Hydrogen sulfide, Activated sludge, Physical
properties, Chemical properties
Granular activated carbon, Powdered activated carbon
D334
FILTERS AND SLUDGE DRYING BEDS,
Water and Waste Treatment, Vol. 20, No. 2, p 35, 38, February, 1977.
Naylor Brothers, Limited, in England, has marketed sludge bed floor tiles in the Middle
East. The tiles, used for drying sludge, facilitate drainage and help ventilation to
aid drying of the under-side of the sludge cake. Cost savings in construction are
another advantage because the tiles replace layers of graded media. Filter tiles also
aid the drainage of effluent from biological filters and provide basal aeration.
Vitrified clay piping is used in the area to reduce hydrogen sulfide formation which
can result from high temperatures, and low sewage dilution in sewers, and from flat
gradients. These products are resistant to damage from chlorides and sulfates in Middle
Eastern soils.
^Filters, ^Drying, Sludge treatment, Clay pipes, Sewers, Hydrogen sulfide, Conduits,
Temperature, Drainage, Chlorides, Design criteria, Construction materials, Equipment,
Waste water treatment
323
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D335
TREATMENT OF HIGH STRENGTH ACIDIC WASTE WATER WITH A
COMPLETELY MIXED ANAEROBIC FILTER,
Chlan, E. S. K., and DeWalle, F. B.
Illinois University,
Urbana,
Department of Civil Engineering.
Water Research, Vol. 11, No. 3, p 295-304, 1977. 10 fig, 1 tab, 23 ref.
High strength acidic waste water was treated with a completely mixed anaerobic filter.
The waste water was a leachate typical of that in solid waste landfills, containing
free volatile fatty acids and complex high molecular weight carbohydrate-like organics.
Treatment by the mixed anaerobic filter was successful, and eliminated the costs of
buffer solutions needed with plug flow anaerobic filters. Heavy metal toxicity was
counteracted by adding sulfides. The system's response to increased organic loading
and shockloads was quite good. A hydraulic detention time above 7 days produced high
percentages of organic matter removal. Methane gas leaving the unit indicated a low
bacterial solids manufacture, accounting for 93% of the COD removed. About 0.12 grams
of volatile suspended solids were removed for each gram of COD removed. No nutrient
additions were required because of the low solids production and initial anaerobic
sludge seeding.
*Filtration, *Anaerobic conditions, *Biological treatment, *Alkalinity, Sludge
treatment, Waste water treatment, Filters, Chemical oxygen demand, Suspended solids,
Organic matter, Hydrogen ion concentration, Heavy metals
Mixed anaerobic filters
D336
HISTORY AND DEVELOPMENT OF THE OXIDATION DITCH,
Denton, R. S.
Process Biochemistry, Vol. 12, No. 1, p 3-6, January/February, 1977. 1 fig, 2 tab,
14 ref.
The oxidation ditch, developed in 1953, became one of the most satisfactory sewage and
industrial waste treatment methods. The system originally operated on an intermittent,
fill and draw principle. Continuous operation systems were later employed, using
either a separate final settlement tank or a divided leg, with each section acting as a
final settlement tank. This is known as a split ditch. The basic design is a contin-
uous ditch with trapezoidal cross-sections. Oxygenation, circulation, and ditch content
mixing is accomplished by aeration rotors. After aeration, the mixed liquor passes to
a settlement tank, and the settled sludge is returned to the ditch. At least twice the
amount of dissolved oxygen needed for BOD removal is provided, allowing for sludge
mineralization and nitrification. These operations are completely mixed systems. High
BOD loads are easily absorbed with no adverse effects on effluent quality. The advan-
tages of this treatment method include: the production of a well-stabilized, low-
quantity activated sludge but no primary sludge; system flexibility for loads and tem-
perature; low construction and maintenance costs; low noise levels; and easy adaptation
to sites. Severe under- and over-loading/aeration, excessive shock loading, nutrient
deficiency, and raw sewage septicity and temperature can contribute to problems of poor
settling and compaction, or can create an activated sludge with large amounts of fila-
mentous organisms. Incorrect operation will also lead to these problems. An optimal
sludge age of 20 days was recommended for operating oxidation ditches.
*Aeration, *0xygenation, Liquid wastes, Sludge, Biochemical oxygen demand, Equipment,
Sewage treatment, Nitrification, Industrial wastes, Domestic wastes, Waste water
treatment
Oxidation ditches
324
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D337
PRETREATMENT HELPS NIAGARA CUT COSTS,
Sirlanni, J., and Richardson, E. C.
Water and Wastes Engineering, Vol. 13, No. 11, p 44-46, 51, November, 1976. 1 fig,
1 tab.
Pretreatment of industrial wastes and reuse of existing municipal facilities have re-
duced costs at a new treatment facility in Niagara Falls, New York. Alteration in treat-
ment processes were investigated in 1971 due to the discharge into the river of 164 mgd
of waste water by industries involved in electrochemical, electrometallurgical, paper,
food, organic chemical, and abrasive products. Water quality standards were instituted
for effective disinfection; substantial removal of settleable and flotable solids; an
effluent phenol concentration of less than 5 ppb; a pH of 6.7-8.5; a minimum dissolved
oxygen concentration of 4 ppm; and the maximum possible removal of phosphates. A
physical-chemical process using activated carbon for filtration and adsorption was used.
The plant has a 48 mgd capacity and is located on the site previously used by a power
generating facility. The tailrace tunnel of the power plant was rehabilitated to be
used as an outfall and a 210,500-foot-long, six-foot-diameter, concrete-lined rock tun-
nel intercepting sewer was constructed. Cost savings resulted from early industrial
cooperation to reduce pollution; the joint treatment facility which created economy of
scale savings; the reuse of the tailrace tunnel of the power plant; the use of parts of
the city's former treatment plant foundation for the new pumping station; the regenera-
tion of exhausted carbon used for filtration and adsorption; and the use of plant efflu-
ent to backwash carbon. The toxic effects of chemical wastes on microbial populations
precluded biological treatment, so the physical-chemical system was used. Sludge is
disposed in landfills. This arrangement allows nitrification, conventional activated
sludge and contact stabilization, or combinations of any two processes.
*Treatment facilities, '"Costs, *Pollution abatement, ^Industrial wastes, Waste water
treatment, Chemical treatment, Cities, Water purification, Nitrification, Activated
sludge, Filtration, Adsorption, Water pollution sources
Niagara Falls (NY)
D338
NEW PLYMOUTH SEWERAGE SCHEME,
Fitzmaurice, J. R.
New Zealand Engineering, Vol. 32, No. 2, p 26-30, February, 1977. 4 fig, 6 ref.
Treatment schemes were devised for New Plymouth, New Zealand, after a survey to deter-
mine the inadequacies of its sewerage system. The studies Indicated that outfalls
would be very expensive and few locations were adequate for them. Surface movement of
water near the shoreline and strong winds would not regularly assist diluted waste dis-
charge movement in either direction along the coast. There are no present water quality
standards for receiving waters, but any treatment system should be adaptable for easv
and economical improvements if standards are later required. Several alternative plans
were considered involving outfalls at various locations, varying treatment levels, dis-
posal to oxidation ponds, and drainage systems. Environmental impact studies were also
conducted. The treatment plant proposed for the area will be a primary treatment facil-
ity with provisions for adding secondary treatment and chlorination. The level of
treatment will depend on water quality standards to be developed and may alter with
time. Processes included will be screening, grit removal, sedimentation, and sludge
digestion. Power will be derived from process methane and the on-site generation of
electricity. Capital costs are expected to be about $8,230,000, with annual costs of
about $965,000.
*Sewers, Drainage, Outfalls, Waste water treatment, Waste disposal, Bacteria, Sewage
effluents, Treatment facilities, Environmental effects, Water pollution control,
Construction, Costs
New Plymouth (New Zealand)
325
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D339
MODUFLEX SEWAGE TREATMENT PLANTS PROVIDE THE ANSWER TO GROWTH,
Water and Pollution Control, Vol. 115, No. 4, p 36, 38, 39, April, 1977. 1 fig.
Unpredictable accelerations and decelerations of population growth rates create exces-
sive or less than optimum flows that diminish sewage treatment plant performance.
Smaller facilities have a smaller margin of allowable flow variation than larger ones.
The Moduflex system was created as a solution to this problem. Modular concrete units
can service 5 to 300 homes by progressive enlargement of the plant. Enlargement by
unit addition and rearrangement of piping allows continued use of the original installa-
tions. The basic system is biological treatment with phosphorus removal, filtration,
and nitrogen removal if desired. Unit processes include screening, comminution grinding,
activated sludge treatment, chlorination, phosphorus removal by chemical treatment,
secondary sedimentation, sludge digestion, and denitrification. When a community needs
a full-scale treatment plant, the units may be disconnected, relocated, or sold. The
manufacturer will contract to repurchase units, and will provide maintenance and moni-
toring under contract.
^Treatment facilities, *Design, Water quality control, Water purification, Growth rates,
Human population, Equipment, Costs, Design criteria, Capital costs, Concrete construc-
tion, Biological treatment, Chemical treatment, Waste water treatment
Moduflex system
D340
REVERSE OSMOSIS ON SECONDARY SEWAGE EFFLUENT: THE EFFECT
OF RECOVERY,
Wechsler, R.
Australian Atomic Energy Research Establishment,
Lucas Heights,
New South Wales, Australia.
Water Research, Vol. 11, No. 4, p 379-385, 1977. 6 fig, 1 tab, 5 ref.
The effects of reverse osmotic recovery on plant performance and product quality was
evaluated in a pilot scale municipal waste water reclamation plant in Australia. Raw
sewage was comminuted and screened, passed to grit chambers and pre-aeration tanks,
moved to primary settling tanks, and passed to a step aeration activated sludge plant
where waste sludge was recycled to pre-aeration tanks. The secondary effluent was
passed to a canal system. The effluent was passed to the reclamation plant where chemi-
cal clarification and reverse osmosis with optional granular carbon polishing took
place. The reverse osmosis plant consisted of two macroscopic tubular modules having
membranes annealed at 80 and 86 C, respectively. Brine velocity was 120 cubic meters/
second under a brine loop pressure of 40 atmospheres, and a temperature of 25 C. Re-
sults indicated that the product salt concentration Increased as the plant recovery
increased. Its organic component concentration did not significantly increase when re-
covery increased. The flux decline rate did not prohibit recovery if the crystalliza-
tion of hardness causing substances was prevented. Lime clarification was recommended
if recovery was to be reasonably economical. Cleaning by depressurization and sweet
water flushing, daily, maintained membrane productivity at 90% of maximum. Cleaning
was not affected by plant recovery. It was concluded that the salt concentration tol-
erated by the product, and not the rate of flux decline or organic matter concentration,
limited recovery. Because of the cost of prior treatment steps, it was suggested that
reverse osmosis be operated at maximum daily recovery.
•-•Reverse osmosis, *Treatment facilities, *Performance, Salinity, Pilot plant, Sewage
treatment, Aeration, Sedimentation, Membrane processes, Chemical oxygen demand,
Organic matter, Economics, Waste water treatment
326
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D341
REMOVAL OF FLUORINE FROM WASTE WATERS. III. FUNDAMENTAL TESTS
WITH CHEMICAL REAGENTS (Haisulchu no fusso jokyo nikan-
suru kenkyu. III. Shiyaku kei niyoru kisoshiken),
Mori, M., Iwasaki, Y., Utsumi, Y., Miura, H., and Ando, J.
Senkko to Skkai, No. 146, p 9-14, 1977. 2 ref.
Various chemical reagents were tested in an investigation of fluorine removal from
waste water. Lime added to a dilute hydrogen fluoride solution produced minute calcium
fluoride particles; a portion of these tended to pass through a filter. Magnesium was
found to reduce crystal size, make precipitate gelatinous, and aid separation and co-
agulation. It did not reduce fluorine below 15 ppm since magnesium fluoride is more
soluble than calcium fluoride. The length of time needed to reduce the supersaturation
of calcium fluoride was the major obstacle in reducing fluorine to meet water quality
standards. The addition of lime raises the pH and causes fluorine removal to be dif-
ficult in waters with a high concentration of alkaline substances. Reduction of fluorine
was aided by the addition of an acid or soluble calcium compound.
*Fluorine, *Separation techniques, *Calcium compounds, Waste water treatment,
Pollution abatement, Lime, Magnesium, Coagulation, Chemical reactions, Analysis
D342
SODIUM BICARBONATE CAN SETTLE MANY WASTE WATER PROBLEM UPSETS,
Barber, N.
Church and Dwight Company, Incorporated,
Piscataway, New Jersey.
Pollution Engineering, Vol. 9, No. 4, p 57-59, April, 1977. 1 fig.
Sodium bicarbonate has been used by engineers to prevent equilibrium disturbances in
sewage treatment plants. It was used as a buffer to maintain the desired acid/alkali
ratio for maintenance of an optimum environment for microbial growth. In anaerobic
systems, sodium bicarbonate can control pH, increase methane production, increase bio-
degradation rates, precipitate toxic metals, and aid solids concentration. It was
also substituted for lime and other alkalis in aerobic processes, where it was able
to control pH and alkalinity, enhance nitrification, improve BOD reduction, reduce or
eliminate odors, enhance settling characteristics, and pretreat industrial wastes.
*Bicarbonates, ^Anaerobic digestion, *Aerobic treatment, Treatment facilities,
Hydrogen ion concentration, Methane, Carbon dioxide, Microorganisms, Equipment,
Alkalinity, Nitrification, Sedimentation, Physical properties, Chemical properties,
Biochemical oxygen demand, Odor, Waste water treatment
Sodium bicarbonate
327
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D343
ICI EFFLUENT SYSTEM TO BE USED IN ESSEX,
Environmental Health, Vol. 85, No. 2, p 43, February, 1977.
The Anglian Water Authority, England, has approved the construction of a treatment
facility using the ICI Deep Shaft Effluent Treatment System. Mixed domestic sewage
and industrial effluent will be treated. Completion of the system, involving biologi-
cal treatment and solids separation stages, is estimated for the summer of 1977.
Costs are expected to be about 650,000 pounds. Wastes are circulated in a sunken
shaft, treatment is accelerated, space is saved, energy needs are reduced, and no odor
is produced. Economical installation and a lessened environmental impact are the re-
sults of these advantages.
*Treatment facilities, Domestic wastes, Industrial wastes, Biological treatment,
Separation, Economics, Environmental control, Municipal wastes, Waste water treatment,
Costs
ICI Deep Shaft Effluent Treatment System, Anglian Water Authority (England)
D344
REMOVING SOLUBLE METALS FROM WASTE WATER,
Metzner, A. V.
Water and Sewage Works, Vol. 124, No. 4, p 98-101, April, 1977. 2 fig.
Soluble metal removal from waste water is necessary before process water can be dis-
charged to municipal sewer systems or recycled. Five basic processes exist for metal
removal: chemical oxidation and reduction, precipitation with clarification and/or
filtration, evaporation, ion exchange, and membrane processes. Oxidation and reduction
may be used to remove chromium and cyanides. Metals can be precipitated either as
hydroxides or sulfides. Iron is commonly removed through precipitation. Chemical
displacement and granular media filtration are effective treatment methods. Evapora-
tion may be cost efficient, depending on the processing objectives and is useful for
metal recovery. Evaporative wastes are crystalline and reduce sludge handling costs.
Ion exchange is employed for metal finishing bath purification, demineralization of
flows for recycling, polishing effluents following primary treatment, and recovering
precious metals. Membrane processes are the most recently developed amongst these
methods. They, and in particular, reverse osmosis, are used primarily for recycling
water and recovering or concentrating solubles. Only 75% of the effluent from this
process is a purified product. The remainder must be treated further before discharge.
*Metals, *Toxicity, Industrial wastes, Municipal wastes, Pollutants, Waste treatment,
Sludge treatment, Water pollution sources, Physical properties, Chemical properties,
Recycling, Oxidation-reduction potential, Separation techniques, Sulfides, Chemical
reactions, Sedimentation, Filtration, Ion exchange, Membrane processes, Waste water
treatment
Soluble metals
328
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D345
RELIABLE PH MEASUREMENT WHEN EFFLUENT CONDITIONS GET TOUGH,
Kidder, R. J.
Electrofact,
Plymouth, Minnesota.
Pollution Engineering, Vol. 9, No. 4, p 30-33, April, 1977. 5 fig.
The reliability and use of pH measurement by automated systems was evaluated. Many
components are available, and it was suggested that proper selection would produce a
reliable and trouble-free system. Electrical components were listed and their electri-
cal characteristics were briefly described, as were the problems associated with them.
The reference electrodes discussed were of two types: diffusion or solid state elec-
trodes, and flowing junction electrodes. Measuring electrodes were described and their
design criteria were presented. They should be able to tolerate wide pH variations
without chemical attack at ambient temperature, be suited to low pH solutions at high
temperatures, and they should be constructed to provide suitable operation at low
temperatures. Installation problems include unreliable or erroneous readings from
common mode or ground loop voltages, and fouling by filming or solid deposits. Var-
ious solutions were offered for these problems.
*Automatic controls, *Hydrogen ion concentration, *Measurement, Instrumentation,
Electrodes, Electrical properties, Monitoring, Equipment, Treatment facilities,
Waste water treatment
D346
THE TRIALS AND TRIBULATIONS OF TREATMENT WORKS IN LOWER TRENT,
Surveyor, Vol. 149, No. 4424, p 33, March, 1977.
Investigations into problematic treatment facilities in the Severn-Trent Water Author-
ity district, England, were reported. The first involved a medium-sized works which
produced a poor quality effluent. It was found that BOD and suspended solids values
were growing worse. The rectangular filter media were large and flat, and surface
film growth had developed at the centers only. BOD maxima were found when the dis-
tributor was at the ends of the bed. Additional filter capacity was required and sug-
gested remedies included using existing beds in a new filter and replacing the old
media with new. Tests are being conducted to determine the effectiveness of these
suggestions. The second facility was, again, experiencing difficulties of poor efflu-
ent. Hydraulic overloading of humus tanks was the problem. Trial solutions included
using storm water tanks as secondary humus tanks, and recirculating the unsettled fil-
ter effluent. Both methods were successful. Reduction of hydraulic loads to the
humus tanks reduced upward flow rates, improved solids removal, and positively affected
settling characteristics of the treated suspension. At another plant, effluent prob-
lems seemed to be caused by the use of dewatering concentrators, which treated fibrous
materials, on an effluent containing much fine material. Effluent quality improved
when a belt press was used to replace the concentrator.
*Treatment facilities, *Performance, *Water quality standards, Sewage effluents,
Biochemical oxygen demand, Filters, Biological treatment, Filtration, Humus,
Hydraulic design, Dewatering, Sedimentation, Waste water treatment
Severn-Trent Water Authority (England)
329
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D347
TRENCHING SLUDGE MAY BE SAFE,
Water and Wastes Engineering, Vol. 14, No. 4, p 17, April, 1977.
Experiments involving the trenching of sludge have revealed no significant groundwater
contamination. Digested and undigested sludge was placed in two-foot deep trenches.
The levels of nitrate, chlorides, and ammonium were not considered hazardous. Sludge
trenching is being used by the Washington Suburban Sanitary Commission, District of
Columbia. Trenching is effective for small plants treating less than one mgd sewage
flows or serving cities with 10,000 people. Other tests showed lower nitrogen levels
for undigested than for digested sludge. Both sludges had been in trenches for four
years. Nitrogen levels for both sludge types were significantly lower after trenching
than before the operation. It may be possible for economic savings to result from the
elimination of the digestion process since undigested sludge also has lower levels of
heavy metals than digested sludge.
*Sludge disposal, *Trenches, Water pollution, Treatment facilities, Testing, Nitrogen,
Heavy metals, Sludge digestion, Cadmium, Copper, Nickel, Zinc, Lead, Chlorides,
Nitrates, Ammonium compounds, Waste water treatment
D348
WHAT'S UP WITH OXYGEN?/2,
Bracken, B. D.
Brown and Caldwell,
Walnut Creek, California.
Water and Wastes Engineering, Vol. 14, No. 4, p 48-49, 52-56, April, 1977. 3 fig,
2 tab.
Design factors are discussed in the second of two articles on cryogenic oxygen plants.
Heat exchange is a part of the oxygen production process. A cryogenic expansion tur-
bine produces refrigeration for air separation and liquid production. Plants with
a capacity of 180 tons/day or more generate enough work to justify the equipment neces-
sary to recover the work as electrical power. About 75 kw can be obtained from a
plant of this size operating at maximum design production. Liquid oxygen is stored
near the cryogenic oxygen plant in horizontal or vertical tanks. These are double-
walled and designed to reduce oxygen losses to 0.3-0.4% per day of contained oxygen
by weight. Oxygen vaporizers are used to convert stored liquid oxygen to vapor for a
supplemental or substitute oxygen source to supply the dissolution system. Vaporiza-
tion of one ton of liquid oxygen stored at just under the boiling point will require
92 Btu/pound or 184,000 Btu/ton. Liquid oxygen vaporization can be conducted with a
water-to-oxygen heat exchanger. This heat exchanger can provide the continuous heat
so that vaporization may be instituted at any time necessary. Considerations for a
cryogenic oxygen plant for municipal waste water treatment include plant size, elec-
trical requirements, cooling water needs, effluent heat load, noise levels, instrument
or dry, filtered, oil-free air requirements, staff requirements, site requirements,
and instrumentation and control equipment.
*0xygen, *Treatment facilities, Design criteria, Construction, Equipment, Water
purification, Cooling water, Heat balance, Personnel, Instrumentation, Waste water
treatment, Electric power demand, Heat exchangers
Liquid oxygen
330
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D349
HORSHAM'S SEWAGE WORKS,
Water and Waste Treatment, Vol. 20, No. 3, p 23, March, 1977.
A sewage treatment plant is being constructed in Horsham, England, which will include
four humus tanks and filter beds. Design capacity is for a population of 95,000.
A single wide cutting was made in which the 25.9 meter diameter humus tanks and the
ADF pumping station were built. It will be possible to install four additional tanks.
A segmented shutter formed the outer ring of the humus tank bases and stiff concrete
was used for the sloping bases. The tank walls were made of a steel shutter. Precast
concrete was used for the effluent collection channels and the supporting columns.
Additional treatment facilities include sedimentation tanks, biological filters, humus
tanks, pumping stations, storm tanks, and sludge dewatering equipment.
*Humus, *Filters, Treatment facilities, Pumping plant, Construction, Dewatering,
Construction materials, Concrete, Water purification, Waste water treatment
Horsham (England)
D350
PRE-TREATMENT IN THE SEWER,
Water and Waste Treatment, Vol. 20, No. 3, p 15, March, 1977.
Pretreatment of sewage by sewer oxygenation was tested. The Wessex Water Authority
in England and a supplier of treatment components developed the system which involves
the injection of oxygen into sewers at a pumping main. About one ton of oxygen is
injected per day to treat aerobic conditions within the sewer in order to allow mi-
crobial activity for reducing the organic pollution load. Final effluent was improved
by 30-60% after treatment in a plant which exhibited previous overloading. Costs for
sewer oxygenation were substantially lower than construction costs for added conven-
tional treatment facilities.
*Sewers, *0xygen, Hydrogen sulfide, Water quality control, Sewage treatment, Aerobic
conditions, Biochemical oxygen demand, Performance, Organic matter, Waste water
treatment, Testing
331
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D351
PLANT CAPACITY TO INCREASE,
Public Works, Vol. 108, No. 4, p 108, April, 1977.
A pure oxygen treatment system is being installed <
A pure oxygen treatment system is being installed at a treatment plant in Wayne, New
Jersey, to increase treatment capacity by nearly 80%. A model 100 F30 module is to
be placed in two aeration basins. Capacity will be increased from 1 to 1.8 mgd, while
only one-third of the existing aeration basin volume will be used. The remaining
volume will be used to double the clarification capacity. In the F30 system, a free-
fall oxygenation technique creates a turbulence which mixes oxygen and waste water.
Oxygen is mixed and dissolved in a turbulent waste water fall zone within a reinforced
concrete module. Because the pump is the only moving part, maintenance of the system
is minimal.
*Treatment facilities, *0xygen, Performance, Aeration, Oxidation lagoons, Water
purification, Reinforced concrete, Maintenance, Pumps, Water pollution control,
Waste water treatment
Wayne (NJ)
D352
PERFORATED, VITRIFIED CLAY PIPE USED IN PEORIA FACILITIES,
Water and Wastes Engineering, Vol. 14, No. 4, p 85, April, 1977.
East Peoria, Illinois, has used 54,000 feet of 4 inch, perforated vitrified clay pipe
(VCP) in constructing eight sludge lagoons and a supernatant pumping station. The
lagoon acreage was decreased by two feet. Eight foot dikes were built around each
lagoon. Trenches 2 feet deep and 1 foot wide were dug 60 feet apart. The trench base
was a 6 inch bed of well-graded gravel and the pipe was covered by 6 inches of gravel
and 16 inches of well-graded sand. The lagoons were covered with pea gravel. They
will be charged sequentially; the maximum accumulation of sludge in each lagoon will
be 2 feet. A 1 year period will elapse before the organic soil is sufficiently dry to
be scraped off and stored in an adjacent area. Experimental lagoons were used to de-
termine the spacing and depth of pipe placement. It was found that a 2 foot depth
would protect pipes from damage when machinery removed the organic soil. Influent is
pumped into the lagoons and the supernatant is pumped to the river upstream from the
plant. The influent is treated, and the clean water is discharged into the river.
The system handles nearly 30 mgd, but is expected to treat 154 mgd after completion.
There is no odor problem. The 5% solids which remain after lagoon treatment is called
an organic soil stabilizer. It will be produced at an annual rate of 9 to 10,000 dry
tons.
*Clay pipe, *Treatment facilities, Pumping plants, Excavation, Lagoons, Sludge
treatment, Drying, Evaporation, Dewatering, Sludge disposal, Soil amendments, Waste
water treatment, Pipes
332
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D353
OXYGEN INJECTION FOR BATH'S SEWERS,
Water Services, Vol. 82, No. 973, p 129, March, 1977.
Bath, England, has been the site of sewer oxygenation testing to investigate the pre-
treatment of sewage. The system has effectively improved treatment plant final efflu-
ent between 30 and 50%. The works previously operated under a 40% overload. The
system, with an injection plant and oxygen, would cost about 19,000 pounds annually,
whereas added conventional plant extensions would cost more than 500,000 pounds. With
the injection of one ton/day of oxygen at the pumping station, aerobic conditions are
created which last throughout the main. This aids microbial activity on sewer walls
and in the main body to break down some of the organic pollution load. This load
radically changes after primary settlement. Improved settling and sludge treatment
have been shown. Summer operation is more effective because of higher temperatures
and low river flows.
*0xygenation, *Sewers, Water quality, Costs, Testing, Hydrogen sulfide, Aerobic
treatment, Biochemical oxygen demand, Temperature, Biological treatment, Micro-
organisms, Water purification, Waste water treatment
Bath (England)
D354
HIGHER GAS YIELDS AND REDUCED RETENTION TIMES OBTAINED FROM
ANAEROBIC DIGESTER,
Water Services, Vol. 82, No. 973, p 171-172, March, 1977.
A Nash liquid ring vacuum compressor was used to improve the performance of an anaero-
bic sludge digester at an English treatment plant. The digester, with a capacity of
610,000 gallons, has its contents heated and agitated by units mounted on its exterior
wall. Digesting sludge enters the bottom of the heating and mixing units under its
own head pressure. Pressurized sludge gas is used to push sludge up and to inject it
back into the digester top. Rising sludge passes through hot water jackets which heat
the sludge. Inadequate gas pressure or volume will neither lift the sludge by the re-
quired head nor maintain the required flow rates. Heat transfer and/or agitation of
the digester contents will thus be negatively affected. This will in turn have a nega-
tive effect on sludge digestion and gas production. The liquid ring vacuum compressor
was selected because it provides low-cost production of needed pressure and flow rate
for good digester operation, reduces maintenance costs and down time with a minimum
of wear on parts, and can provide 10 years of trouble-free operation before overhaul
is necesssary. The unit has provisions for complete shutdown if pressure falls below
a pre-set level. Operation may be continuous or automatically controlled. Comparison
of two six-month periods, before and after installation, indicated Improved operation.
Retention time was reduced from 30.5 to 27.6 days even though a 10.8% more sludge was
handled. Feed sludge solids content and average ambient temperatures varied little.
Gas production Increased by 6.47% until gas flow meters were installed; afterwards,
increases up to 29.9% were recorded, probably because of better mixing of the digester
contents. This pump can also be applied to rotary vacuum filters and can be used to
supply oil-free air for sub-surface aeration needs.
*Gases, *Anaerobic digestion, Sludge treatment, Heat transfer, Water purification,
Pumps, Equipment, Filters, Sewage effluents, Waste water treatment
333
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D355
OZONE DISINFECTION OF SECONDARY EFFLUENT,
Eollyk/, L. J., and Siegel, E.
PCI Ozone Corporation,
West Caidwell, New Jersey.
Water and Sewage Works, Vol. 124, No. 4, p 90-92, April, 1977. 5 fig, 2 tab, 5 ref.
A New York City treatment facility was the site of a demonstration project for the
disinfection of secondary effluent by ozone. Influent at the plant was of domestic
origin. A disinfection level of 200 fecal coliform/100 milliliters was obtainable
with an ozone dose of 1.75 milligrams/liter and a contact time of 3.5 minutes. The hold-
ing time was 10 minutes. Holding tiroes were critical with low ozone doses because dis-
infection continues throughout that period. Costs should be reduced with low dose
disinfection. Tests indicated that the performance of a well-designed diffusion system
was equal to or better than a positive pressure injection or mechanical mixing sys-
tem. Most disinfection occurred during the first four minutes of contact time when
more than 2.5 ppm of ozone was present. Doses of less than 1.5 milligrams/liter were
insufficient. Doses of 1.75 milligrams/liter with a 10-20 minute holding time produced
the required disinfection. Most additional disinfection occurred during the first 10
minutes of holding time and little additional activity was found after 20 minutes hold-
ing time. Nearly complete destruction of fecal coliform was obtained with a 3.5 milli-
gram/liter ozone dose and a 20 minute holding time. Increasing COD in a range of 22-34
milligrams/liter slightly reduced disinfection. Disinfection was also inhibited when
suspended solids were increased in the range of 6-16 milligrams/liter. The quality of
the influent waste water probably contributed to the success of these low doses. Fur-
ther testing should be conducted to determine other influential factors. The avail-
ability of ozone for disinfection is determined by water ozone demand and chemical
oxidation reaction rates. Other factors may include bubble size, diffuser pore size,
water pressure, and surface tension. An economical approach to ozone usage might be
the design of systems to allow the alternative of either ozone or chlorine disinfec-
tion.
*0zone, *Disinfection, Performance, Evaluation, Costs, Coliforms, Design criteria,
Water quality control, Oxidation, Chemical reactions, Chlorination, Domestic wastes,
Waste water treatment
D356
ADVANCED WASTE TREATMENT DESIGN PROTECTS LAKE ALTON,
Maran, E., and Sulick, D. J.
Water and Sewage Works, Vol. 124, No. 4, p 68-69, April, 1977. 1 fig, 1 tab.
An advanced treatment system was used to produce a high quality effluent for discharge
into Alton Lake, near St. Charles, Missouri. The lake was created by the construction
of a flood control lock and dam on the Mississippi River, and is used for recreational
purposes. The city's 5.5 mgd primary treatment plant was upgraded by the addition of
activated sludge treatment and granular carbon adsorption. The entire system consists
of a bar screen, comminutor, aerated grit chamber and primary clarifier, four aeration
basins, and two secondary clarifiers. The sludge is thickened, filter pressed, and
incinerated. Secondary clarifier effluent is pumped to the granular carbon system
which functions as a suspended solids filter and adsorbs dissolved organic chemicals.
The carbon life in each adsorber is about 200 days. The carbon is exhausted at a rate
of nearly 200 pounds/milligram of waste water treated. Spent carbon is fed into a
multiple hearth furnace operated at about 1650 F and fueled by natural gas or No. 2
fuel oil. The furnace has an afterburner and wet scrubber for complete organic matter
combustion and removal of particulates from exhaust gases. Reactivated carbon is water-
quenched and educted to an adsorber for reuse. A 5 to 7% carbon loss results from
handling and reactivation. The design of the system provides for conversion of the
plant to physical-chemical treatment in case of biological process failure. Chlorina-
tion is provided before and after carbon adsorption to reduce plugging of the carbon
beds from the physical carryover of excess secondary slime growths, and to aid oxida-
tion-reduction reactions of mono- or dichloroamines formed by free ammonia conversion
at breakpoint Chlorination. These reactions do not interfere with carbon adsorption
properties. Carbon post-chlorination is for disinfection.
^Treatment facilities, *Water pollution control, Lakes, Activated carbon, Incineration,
Biological treatment, Chemical treatment, Oxidation-reduction potential, Ammonia,
Disinfection, Chlorination, Chemical reactions, Water purification, Waste water
treatment
St. Charles (MO)
334
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D357
SEWAGE SLUDGE INCINERATION SHOULD BE IMPROVED BY ADDITION
OF NEWSPRINT PULP,
Water and Pollution Control, Vol. 115, No. 4, p 54-55, April, 1977.
Increased treatment plant size, treatment centralization, and the growing lack of land-
fill areas have increased investigations into using incineration for sewage disposal
in Canadian municipalities. The addition of pulped newsprint to sludge should provide
several benefits. A drier cake with less than a 70% water content should result in
fuel savings of about 50%. The newsprint fibers, amounting to 10% of cake weight, can
act as fuel to reduce supplemental fuel source needs. Replacing lime with newsprint
pulp would aid vacuum filtration and eliminate lime scale on pipes, equipment, and
tanks. A pulper and a press would be the only added equipment necessary, and the
$160,000 costs could be repaid in two years through fuel savings, A low-cost news-
print source would be necessary; a domestic newspaper collection scheme was proposed
as one way to obtain a newsprint supply. Field tests were conducted to establish the
best proportions of newspaper pulp to sludge ratio, and to determine the best poly-
electrolyte to use as a flocculant before vacuum filtration. Other studies showed
that sludge dewatering produced a sludge cake suitable for pressing. Full-scale test-
ing of the process is currently underway.
*Incineration, *Paper pulp wastes, Waste disposal, Performance, Equipment, Fuels,
Vacuum filters, Municipal wastes, Flocculation, Polyelectrolytes, Testing, Waste
water treatment, Cities
Canada
D358
WASTE WATER AERATION SYSTEM PRODUCES SMALL BUBBLES,
Chemical Engineering, Vol. 84, No. 9, p 81-82, April, 1977.
The Aerocleve submerged secondary treatment aeration system was described. It was
promoted as being 150% as effective as mechanical surface aerators. A bubble diameter
of 0.2-0.4 millimeters is produced as compared to 1-2 millimeters from diffused-air
systems and 2-2 1/2 millimeters from mechanical surface devices. Air and recirculated
waste water are concurrently passed at different velocities through the mixing chamber,
creating air pockets. A vortex and fine air bubble mist are formed from exerting a
compressive force on the air pockets. The bubble stream discharges as a high-velocity,
turbulent horizontal plume. Increased dwell time is the result; this, combined with
the small bubble diameter, produces an efficient use of energy. Operating costs are
50% that of diffused-air systems and 75% that of surface aeration. Capital costs are
30% less than diffused air and 20% less than surface aeration. Clogging is avoided in
this system by eliminating porous plates and perforated sparges; the smallest passage
is 1 1/4 inches in diameter. There are no moving parts in the manifolds or mixing
chambers. Submerged parts are constructed of polyvinyl chloride or stainless steel.
The system can be used for deep-tank applications, activated sludge aeration basins,
and extended aeration lagoons. It is useful in upgrading conventional diffused-air
systems and is especially useful in freezing climates. It can also be used in package
treatment plants, and In chemical mass transfer and chlorination processes. Field
tests showed a 50% reduction in power costs In municipal applications.
*Aeration, *Equipment, *Performance, *Evaluation, Operating costs, Capital costs,
Oxidation lagoons, Chemical treatment, Chlorination, Treatment facilities, Municipal
wastes, Waste water treatment
335
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D359
SLUDGE TREAT! JENT: PROBLEMS AND SOLUTIONS, PART 1.
Smith, J. E., Jr.
Advanced Waste Treatment Research Laboratory,
National Environmental Research Center, EPA,
Cincinnati, Ohio.
Water and Sewage Works, Vol. 124, No. 4, p 80-83, April, 1977. 5 fig, 7 tab.
Stricter waste water treatment effluent standards are expected to double secondary
treatment sludges by 1985, and chemical sludges are expected to be produced in large
quantities. Problems and suggested solutions were considered for future sludge treat-
ment. The major concern is to evaluate process alternatives, to eliminate inappropri-
ate methods, and to produce a total system of treatment. Various processes considered
were sludge thickening, heat treatment, sludge conditioning, dewatering and filtra-
tion, and drying. Disposal techniques, such as landfilling and applying sludge agri-
culturally, were discussed. Mechanisms, chemical treatment, and resource recovery
involved in municipal and various industrial sludge treatment procedures were evalu-
ated.
*Sludge treatment, *Biological treatment, *Heat treatment, *Chemical treatment,
Anaerobic digestion, Aerobic treatment, Pathogens, Microorganisms, Dewatering,
Filtration, Drying, Sludge disposal, Landfills, Incineration, Pollutants, Suspended
solids, Biochemical oxygen demand, Heavy metals, Waste water treatment
D360
COMPOSTING DESTROYS PATHOGENS IN SEWAGE SOLIDS,
Kawata, K., Cramer, W. N., and Surge, W. D.
Water and Sewage Works, Vol. 124, No. 4, p 76-79, April, 1977. 6 fig, 13 ref.
Composting can be most effective in the destruction of pathogens. Various past and
present studies were used to describe the development of composting from its embryonic
stages to its immediate state of usage. Many of the less industrialized nations have
long used composting. Recently it has gained wider interest among the more indus-
trialized, urbanized nations for their waste disposal programs. The most important
factor in pathogen destruction by composting is the maintenance of temperature through-
out the compost mass which will inactivate the organisms. In recent studies, Salmon-
ella newport, Candida albicans, Ascaris lumbricoides, and poliovirus I were seeded
in dewatered sludge. Results of activity in a fully aerobic and completely mechanized
plant showed substantial organism reduction. Salmonella was inactivated at 60 C in
30 minutes, Candida at 70 C in 60 minutes, Ascaris at 60 C in 60 minutes, and polio-
virus at 50 C in 30 minutes. Outdoor composting in windrows produces a pile with a
temperature similar to ambient temperature, although it can rise to 70 C in the center
of the pile. The pathogens are destroyed deeper in the pile, but survive on the pile
surface. Evidence suggested that there is a temperature zone at which bacterial
growth is optimum. This growth may continue as long as proper nutrients are available.
It was shown that some pathogens survive waste water treatment and are included in
waste solids. Composting has been shown to be a good option for waste disposal and
destruction of these pathogens.
^Pathogenic bacteria, ^Viruses, *Aerobic treatment, Temperature, Water purification,
Bacteria, Growth rates, Nutrients, Waste disposal, Sewage treatment, Waste water
treatment
Composting
336
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D361
INSTRUMENTATION IMPROVES WASTE WATER TREATMENT PLANT CONTROL,
Skodje, M. T.
Water Reclamation Plant,
Rochester, Minnesota.
Public Works, Vol. 108, No. 4, p 88-90, April, 1977.
Research and pilot tests have resulted in more accurate design relationships for bio-
logical treatment processes. For these processes, such as trickling filter and acti-
vated sludge treatment, design formulas involve dissolved oxygen uptake rates, mixed
liquor suspended solids, waste sludge concentrations, sludge wasting rates, return
sludge concentrations, and sludge return rates. The operator can be aided by instru-
mentation which allows either rapid tests or continuous and reliable monitoring. In-
strumentation testing has been undertaken by a Rochester, Minnesota, treatment plant
for its expansion program. Fixed-probe dissolved oxygen meters and sonic sludge den-
sity controllers were tested. The plant contained parallel, rectangular plug-flow
aeration tanks followed by circular clarifiers with peripheral feed and effluent col-
lectors. Sensors were placed in the peripheral inlet channel of the clarifier, ad-
jacent to the aeration tank inlet pipe, to obtain steady readings. These readings
provide a correlation between inlet channel readings and desired aeration tank DO
levels. Performance was very acceptable and cleaning of membrane surfaces and calibra-
tion were simple operations. Membrane replacement was not needed more than twice dur-
ing the first year's operation. The sludge density controllers measured the absorp-
tion of sound waves transmitted across the pipe diameter. Installation was in a pipe
line common to the primary tanks, where a mixture of primary and waste activated sludge
was received. A shutdown control was set at a sludge density of 2.5%. A delay switch
allowed up to 30 minutes pumping to clear the pipe of dilute sludge before the density
unit would take control. The unit was reliable, but one with a visual indicator im-
proved the instrument's value by inducing operator interest in its operation. So far
only weekly flushing has been required for maintenance. Operation efficiency was
greatly improved with these instruments.
Instrumentation, *Treatment facilities, *Monitoring, Equipment, Operation and
maintenance, Temperature, Dissolved oxygen, Sludge treatment, Analysis, Waste water
treatment
Rochester (MI)
D362
IMPACT ON MARINE BENTHOS OF WASTE WATER DISCHARGE,
Orlob, G. T., and O'Leary, D. A.
California University,
Davis,
Department of Civil Engineering.
Journal of the Environmental Engineering Division-ASCE, Vol. 103, No. EE2, p 307-320,
April, 1977. 8 fig, 1 tab, 8 ref.
Results were presented from recent investigations on the effects of waste water dis-
charge from Point Loma into San Diego Bay. This plant began operation in 1963 and has
been successful in restoring the Bay as a community asset. This review emphasized the
response of marine benthos, including benthic animal populations, to changes occurring
during the life of the outfall. At the time of this study, 1974, mean daily discharge
was slightly less than 40% above hydraulic design capacity. Wastes treated were pri-
marily domestic, with contributing industrial and commercial wastes. Most discharge
regulations, except suspended solids removal, are being met even with this low ef-
ficiency operation. High BOD content in sediments on the ocean floor have not produced
detrimental effects in marine organisms. The distinctive BOD pattern around the out-
fall has shrunken in recent years, creating an equilibrium with organic sediments from
the outfall. The changes in benthic populations due to the changing organic content
of the sediments appeared to be a response to the change in nutrient supply. Poly-
chaetes and mollusks were stimulated by the outfall. Enchinoderms and crustaceans were
less adaptable to the outfall environment, but were still prominent. The extreme
resilience of the Bay environment, demonstrated by the recovery from high loadings of
the 1960s, indicates that present load levels can be accepted without environmental
deterioration. Increasing the plant's treatment efficiency was thought to be the key
to increasing total flow treated and delivered to the Bay beyond present levels.
*0utfalls, *Pollution abatement, *Benthos, Water pollution sources, Biochemical
oxygen demand, Monitoring, Sediments, Treatment facilities, Aquatic animals, Perform-
ance, Evaluation, Mollusks, Crustaceans
San Diego Bay (CA), Enchinoderms, Polychaetes
337
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D363
RECYCLING OF ALUM USED FOR PHOSPHORUS REMOVAL IN DOMESTIC
WASTE WATER TREATMENT,
Cornwall, D. A., and Zoltek, J., Jr.
Florida University,
Gainesville,
Engineering and Industrial Experiment Station.
Journal Water Pollution Control Federation, Vol. 49, Ho. 4, p 600-612, April, 1977.
6 fig, 4 tab, 21 ref.
A solvent extraction process was developed for alum recovery. The product was phos-
phorus-free and the same concentration as commercial liquid alum. An equal molar mix-
ture of mono- and di(2-ethylhexyl) phosphoric acid was the most efficient extractant
for aluminum recovery. Equilibrium curves were developed which could be used for
countercurrent extraction systems design on the same scale that the curves were first
developed. Aluminum recovery was 89-95%. The process necessitated low sludge flows
and small detention times which would result in low capital costs. The process should
be applicable to either large or small treatment facilities, but has thus far been
tested only at the laboratory scale. Benefits include ease of operation, small amounts
of required capital outlay, and a large decrease in sludge volume.
*Recycling, *Phosphorus, *Separation techniques, Domestic water, Coagulation, Chemical
treatment, Hydrogen ion concentration, Treatment facilities, Economics, Waste water
treatment
Alum
D364
NITROGEN CONTROL: DESIGN CONSIDERATIONS FOR SUPPORTED
GROWTH SYSTEMS,
Murphy, K. L., Button, P. M., Wilson, R. W., and
Jank, B. E.
McMaster University,
Hamilton, Ontario, Canada,
Department of Chemical Engineering.
Journal Water Pollution Control Federation, Vol. 49, No. 4, p 549-557, April, 1977.
11 fig, 4 tab, 10 ref.
A review is presented of design criteria for nitrogen control in two supported growth
biological reactors, a rotating biological contactor (RBC) and a submerged packed
column (SPC). Nitrification and denitrification pilot plant studies were conducted with
municipal waste water. The RBC process produced efficient and predictable TKN removal
at all temperatures normally found in municipal waste water treatment. It was concluded
that the nitrification rate in the RBC was not a function of filterable TKN concentra-
tions. Nitrification in the RBC showed a relatively low temperature sensitivity.
Covers should be installed on treatment units in cold climates to reduce icing problems
and prevent the reduction of biological activity. Removal of N03 + N02 N was effi-
cient and predictable under all temperature conditions with the submerged RBC reactor.
Denitrification rates were not a significant function of this concentration. Low sus-
pended solids concentrations were found in the effluent, even without clarification.
Packed column reactors containing highly porous media removed significant quantities of
N03 + N02 N. Inconsistent, unpredictable denitrification efficiencies were produced
by non-steady state hydraulic conditions in packed column reactors. The problem was
not solved by flushing the system. Such biological reactors were not recommended when
high quality effluent is required.
*NItrogen, *Control, Design criteria, Biological treatment, Microorganisms, Pilot
plants, Treatment facilities, Nitrification, Denitrification, Analysis, Waste water
treatment
338
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D365
LOW COST PHOSPHORUS REMOVAL AT RENO-SPARKS, NEVADA,
Peirano, L. E.
Kennedy Engineers, Incorporated,
San Francisco, California.
Journal Water Pollution Control Federation, Vol. 49, No. 4, p 568-574, April, 1977.
8 fig, 1 tab, 2 ref.
Low cost phosphorus removal by the PhoStrip process has been implemented at Reno-Sparks,
Nevada. The process uses activated sludge microorganisms for phosphorus concentration
from waste water flow into a small sub-stream. Phosphorus removal by chemical precipi-
tation from this stream is much less expensive than conventional methods. The lime-
phosphorus reaction is pH dependent, not stoichiometric. Thus the quantity of lime
needed is dependent upon the quantity of liquid treated rather than the quantity of
phosphorus contained in the liquid. This factor produces savings. Return activated
sludge (RAS) is held under anaerobic conditions to release phosphorus and create a
phosphorus-rich supernatant. Phosphorous taken up by microorganisms in the aeration
tank is released under anaerobic conditions. The supernatant liquor from this process
is fed to the stripping tank where it settles, becomes anaerobic, and releases phos-
phorous. A portion of the anaerobic RAS, with phosphorous deficient microorganisms and
phosphorous rich liquor, is continuously recirculated to the aeration tank. The micro-
organisms take up phosphorous and the cycle is repeated. Part of the anaerobic RAS is
recirculated through the stripping tank so that supernatant from the surface will con-
tain a maximum phosphorous concentration. Control parameters are the biomass quantity
moving through the stripping tank, biomass detention time in stripping tank, and the
withdrawal rate of supernatant from stripping tank surface. The plant-scale test at the
Reno-Sparks treatment facility produced more than 90% phosphorous removal. The PhoStrip
process produced a more stable and better settling activated sludge than conventional
processes. Savings of $600-800,000 annually are expected for a 40 mgd treatment capa-
city.
*Phosphorus, *Separation, Costs, Chemical treatment, Biological treatment,
Separation techniques, Lime, Hydrogen ion concentration, Treatment facilities,
Waste water treatment
Reno (NV), Sparks (NV)
D366
ORGANIC MATTER REMOVAL BY POWDERED ACTIVATED CARBON
ADDED TO ACTIVATED SLUDGE,
DeWalle, F. B., Chian, E. S. K., and Small, E. M.
Illinois University,
Urbana,
Department of Civil Engineering.
Journal Water Pollution Control Federation, Vol. 49, No. 4, p 593-599, April, 1977.
5 fig, 1 tab, 19 ref.
Investigations were conducted on organic matter removal through the addition of powdered
activated carbon to activated sludge. It was shown that powdered activated carbon added
to activated sludge units with 5 and 10 day residence times decreased effluent organic
matter concentrations. This was also true when additions were at low equilibrium con-
centrations. Powdered activated carbon was equally effective at both residence times.
Organic matter reductions in the 5-day PAC units were partially biologically mediated.
This was possibly attributable to formation of a denser sludge particle. Reduction in
concentration of low-molecular-weight amino acids and carbonyl compounds excreted by
bacteria during substrate removal is probably due to their restricted diffusion into the
solution and subsequent rapid uptake. Removal of organic matter in the 10-day units
were of a more physical nature due to removal of an intermediate molecular weight frac-
tion, characterized by aromatic hydroxyl groups.
*0rganic matter, *Separation techniques, *Activated carbon, Activated sludge,
Chemical oxygen demand, Biological oxygen demand, Adsorption, Physical properties,
Chemical properties, Sedimentation, Waste water treatment
Powdered activated carbon (PAC)
339
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D367
NITRIFICATION IN A CHLORINATED ACTIVATED SLUDGE CULTURE,
Strom, P. F., and Finstein, M. S.
Rutgers University,
New Brunswick, New Jersey,
Department of Environmental Science.
Journal Water Pollution Control Federation, Vol. 49, No. 4, p 584-592, April, 1977.
6 fig, 4 tab, 35 ref.
The effects of chlorination on nitrification in an activated sludge culture were in-
vestigated. A hospital activated sludge treatment plant in Marlboro, New Jersey, was
used for the study. It was found that this underloaded activated sludge plant treating
institutional waste water nitrified practically all of the ammonium during the first
6-8 hours of treatment. Nitrification was not decreased by the use of chlorination
(30-40 milligrams of C12/liter return sludge) for bulking control. Nitrite concentration
decreases were attributed to nonbiological reactions with the disinfectant. Laboratory
incubations resulted in a nitrification end product accumulation of 1 milligram of
nitrate nitrogen/hour/gram MLSS (dry weight). Nitrification rates were not affected by
chlorine doses of 0, 5, 15, 25, or 50 mg/liter of return sludge. Total organic carbon
and BOD removal were not significantly affected by these chlorine doses. MLSS settle-
ability was improved. It was concluded that although chlorination can solve various
biological treatment operational problems without harm to nitrification, it may create
other undesired effects.
*NItrification, *Activated sludge, *Chlorination, Treatment facilities, Performance,
Trickling filters, Bacteria, Microorganisms, Evaluation, Waste water treatment
D368
PILOT-SCALE INVESTIGATIONS INTO THE USE OF RANDOM-PACK PLASTICS
FILTER MEDIA IN THE COMPLETE TREATMENT OF SEWAGE,
Wheatley, A. D., and Williams, I. L.
Water Pollution Control, Vol. 75, No. 4, p 468-486, 1977. 11 fig, 4 tab, 28 ref.
Two pilot-scale biological filters were used to evaluate a new random-pack plastics
filter medium for treating municipal sewage. Two loadings were tested, at 1.2 and 2.4
cu m/cu m d. Results indicated no major difference between the experimental plastic
media and mineral media ecology. The number of grazing organisms was influenced by the
organic matter levels of the filters. Film accumulation was significantly controlled
by macrofauna and microfauna, with the numbers of microfauna being inversely related to
the macrofauna. Psychoda and mites were the major macro-invertebrates during the first
year of operation. Psychoda and Enchytraeidae were dominant as grazers in the second
year. Major microfauna during both years were Opercularia and nematodes. Fungi and
bacteria were dominant in the film of the high-rate filter and algae and bacteria domi-
nated the low-rate filter. While film composition differed, quantity fluctuations
were similar in both filters. Changes in ambient temperature and in sewage strength did
not directly affect the amount of film in filters. This fluctuation could not be linked
to filter performance changes. Average BOD removals were 87% for the low-rate filter
and 83% for the high rate filter. Results suggest that a large-scale plant could meet
effluent quality standards at the low filter rate. Nitrification was not good, but it
was speculated that ammonia removal might be maintained over the long term, especially
at the lower flow.
*Packed beds, *Filtration, *Plastics, Performance, Biological treatment, Equipment,
Flow, Design, Evaluation, Filters, Biochemical oxygen demand, Suspended solids,
Microorganisms, Nitrification, Organic matter, Waste water treatment
Plastic filter media
340
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D369
DISINFECTION OF WASTE WATER BY PHOTODYNAMIC OXIDATION,
Gerba, C. P., Wallis, C., and Melnick, J. L.
Baylor College of Medicine,
Houston, Texas,
Department of Virology and Epidemiology.
Journal Water Pollution Control Federation, Vol. 49, No. 4, p 575-583, April, 1977.
8 fig, 9 tab, 18 ref.
Waste water disinfection by photodynamic oxidation was investigated. Methylene blue
was chosen as the test dye from those which render viruses, bacteria, and fungi sensi-
tive to damage and destruction by light in the presence of molecular oxygen. The amount
of conforms and poliovirus inactivated by methylene blue photodynamic oxidation was
affected by dye concentration, temperature, pH, and sensitization time. A pH of at
least 9.0 was required, with the greatest effect on sensitization occurring between pH
9.5 and 10.0. Other heterotricyclic dyes are capable of sensitizing viruses in a neu-
tral pH range, but were too expensive or not available in bulk. Optimal dye concentra-
tions for viral photoinactivation were between 1 and 10 mg/liter. A range of 1 to 5
mg/liter would be preferable because higher concentrations absorbed most of the light
near the surface. Light would penetrate deeper with lower concentrations and more light
exposure would be necessary to inactivate given amounts of viruses than at higher dye
concentrations. Organic matter concentrations did not affect the dye action or micro-
organisms. However, ultraviolet light would be ineffective for effluents with high
organic matter concentrations. Wavelengths of 670 nm are not absorbed by organics and
can penetrate to greater depths. Turbidity has an effect on visible light penetration
into fluids, but turbidities of 4.5 to 10 JTU did not affect coliform or poliovirus in-
activation. Photoinactivation would be most advantageous in advanced waste water treat-
ment plants where high effluent quality is required. Plants using lime flocculation
could be easily adapted to this process, as well as those with high pH levels for am-
monia stripping. Dye removal by activated carbon would be productive for land disposal
sites. The use of energy from sunlight was a practical alternative to artificial light,
particularly for areas with yearround daylight. The process has its greatest applica-
bility in systems which require large reductions of pathogenic bacteria and viruses.
*Disinfection, *Light, *0xidation, Pathogenic bacteria, Viruses, Fungi, Toxicity,
Dyes, Coliforms, Hydrogen ion concentration, Temperature, Organic matter, Waste water
treatment
Photoinactivation
D370
RAPID SAND FILTRATION FOR BEST PRACTICAL TREATMENT OF
DOMESTIC WASTE WATER STABILIZATION POND EFFLUENT,
Boatright, D. T., and Lawrence, C. H.
Oklahoma University,
Norman,
Health Sciences Center.
Journal of Environmental Health, Vol. 39, No. 5, p 347-352, March/April, 1977.
1 fig, 3 tab, 16 ref.
Investigations were conducted to determine sand filtration modifications which would
permit the use of a compact unit to improve waste stabilization pond effluents. Filtra-
tion efficiency, filtration rate, and the length of the filter run were evaluated for
a range of sand sizes- 0.92, 0.50, 0.35, and 0.17 mm. A 5 to 7 foot hydraulic head,
under continuous flow conditions, was used during periods of highest suspended solids
concentrations in pond effluent. Efficiency was determined by comparison of Influent
and effluent BODS, suspended solids, and fecal coliform concentrations. Filters of
0.50 to 0.35 ram were successful when operated at rates of 1 to 3 gallons/sq ft/min for
minimum filter runs of 5 weeks. Effluents produced met the standards of 30 mg/liter of
BODS and suspended solids and 200 fecal coliform/100 ml. Average BODS efficiencies
were 70-94%. Reductions of fecal coliform ranged from 92 to 98%. Effluent concentra-
tions were 6-37 mg/liter of BODS, 9-43 mg/liter of suspended solids, and 42-173 fecal
coliform/100 ml. Towards the lower end of the 0.35-0.50 filter range, efficiency in-
creased and the stability of filtration rates and length of filter run substantially de-
creased. Filtration efficiency decreased and filtration rates and filter run length
were acceptable and stable for the 0.50 millimeter filter size. These units were
technically and economically feasible for small communities. Maintenance requirements
were minimal and the system was considered applicable to rural effluents.
*Soil filters, *0xidation lagoons, Domestic wastes, Biochemical oxygen demand, Coliforms,
Economics, Design, Operation, Maintenance, Treatment facilities, Nutrients, Pollution
abatement, Waste water treatment
341
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D371
UPGRADING A COMPLEX MIX ACTIVATED SLUDGE WASTE WATER
TREATMENT PLANT,
Uhte, W. R.
Brown and Caldwell,
Walnut Creek, California.
Journal Water Pollution Control Federation, Vol. 48, No. 12, p 2653-2668, December, 1976.
12 fig.
Modifications have been made to upgrade a complex mix activated sludge treatment plant
where effluent suspended solids loadings and coliform MPN counts were near violation
levels. The Sacramento County Central Wastewater Treatment Plant processes both domes-
tic and industrial wastes and was subject to heavy organic loads during an approaching
canning season. Major problems included an unstable activated sludge process, an inade-
quate waste solid processing and disposal system, and the unknown magnitude of indus-
trial waste loadings. The first was the subject of this study and contributing factors
were: the inability of plant aeration and settling to operate as a single system; in-
adequate control of return activated sludge (RAS); inability to maintain regulated waste
activated sludge (WAS) flow rates; no chemical feed facilities to improve mixed liquor
settling and control filamentous growths; insufficient maintenance of DO in aeration
tanks; and varying mixed liquor flows to final clarifiers. Primary effluent and RAS
were mixed before distribution to aeration bays and all secondary clarifier RAS flows
were completely mixed before return to primary effluent. Operation was possible at
higher solids levels with lower feed:solids ratios during peak cannery load periods.
RAS was aided by the installation of two independent RAS pumps at each clarifier. For
WAS control an aeration bay was changed into a reaeration bay, the WAS pump discharge
header was raised, and a WAS magnetic meter with a higher peak capacity was installed.
Ferric chloride and chlorine chemical feed facilities were constructed to provide flex-
ibility during critical operational periods. Hydraulic losses were minimized and the
use of equalizing overflow weirs in the aeration tank "H" produced equal distribution
of mixed liquor to the clarifiers. After two years, plant operation was significantly
improved.
*Treatment facilities, *Performance, *Activated sludge, Trickling filters, Oxidation
lagoons, Industrial wastes, Sedimentation, Aeration, Chlorination, Disinfection,
Operations, Equipment, Chemical treatment, Control, Waste water treatment
D372
AN APPROACH TO REDUCE WATER CONSUMPTION IN NEIGHBORHOODS
THROUGH REUSE,
Mowli, P. P.
S. V. University,
Tirupati, India,
Department of Civil Engineering.
Indian Journal of Environmental Health, Vol. 18, No. 4, p 299-304, October, 1976.
1 fig, 3 tab, 5 ref.
A two-year study was conducted in India on the feasibility of waste water reclamation
and reuse to lower domestic water consumption. The test site was a college residential
area whose water consumption patterns were similar to that of developing upper income
neighborhoods. It was suggested that waste water from baths, water closets, and wash-
ing could be used for gardening purposes when suitably treated. This would reduce fresh
water demands by 20-34% depending upon gardening needs. Design criteria for a success-
ful reuse scheme included: waste water treatment to a satisfactory level; construction
of septic tank and other treatment units adjacent to the water closet and bath; con-
struction of treatment units partially or fully above ground level so that treated ef-
fluent could flow into a storage tank; and using hose pipes to transport treated waste
water to the plant beds. Open drains would be eliminated. In the test system, septic
tank effluent was further treated in reverse filters before storage. Common-wall, com-
pact construction resulted in cost and area savings. Elimination of house drains and
head pressure conservation were accomplished by constructing the unit adjacent to the
water closet and bath. The final effluent was very clean and had no objectionable odor
or color. Hoses were supplied to avoid complaints against direct handling of reclaimed
water in gardening applications.
*Water reuse, *Water demand, Water consumption (except consumptive use), Domestic water,
Water treatment, Water purification, Filtration, Equipment, Waste water treatment,
Urban areas
342
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D373
SEWAGE EJECTORS AVOID MANUAL UNBLOCKING OF PIPES,
Process Engineering, p 11, March, 1977.
An East Anglian, England, hospital replaced sewage handling centrifugal pumps with
gravity filled electromatic sewage ejectors. This Immediately reduced the maintenance
problems encountered through pipe blockage by cloth, toys, and other solid materials.
A roller screen on skids prevented passage of such solid materials into the mechanism.
The ejectors, with 30 hp compressors, were able to handle up to 12 liters/second. The
ejectors have proven themselves most reliable and were considered more effective than
rotary valve or electrode control units. There were no floats or electrodes in the
sewage flow.
*Hydraulic machinery, *Sewage treatment, Screens, Pumps, Pipes, Liquid wastes,
Solid wastes, Maintenance, Performance, Equipment, Waste water treatment
Sewage ejectors
D374
CO-BURNING OF SLUDGE AND REFUSE WITH WASTE HEAT RECOVERY,
Cosulich, W. F.
William F. Cosulich Associates, P.C.,
Environmental Engineers,
Woodbury, New York.
Public Works, Vol. 108, No. 5, p 76-79, May, 1977. 2 fig.
The co-burning of sludge and refuse is being developed by Glen Cove, N.Y., because of an
EPA ban on ocean disposal and a New Jersey ban on out-of-state refuse dumping. Heat
from the incineration process will be used to produce steam and electrical power for
the waste water treatment plant and the incinerator. The facilities will consist of an
8 mgd activated sludge nitrification plant and a 200 ton/day incinerator. Four differ-
ent incineration systems were considered: pyrolysis, multi-hearth, fluidized bed, and
stoker fired. Pyrolysis was judged to be uneconomical for the community, and develop-
mental multi—hearth incinerators showed no economic advantage over stoker fired incin-
erators. Fluidized bed incinerators were also in developmental stages and there was,
again, no economic advantage. The stoker fired incinerator was recommended after exam-
ination of a plant in Norwalk, Connecticut. A mixture of 87% refuse and 13% sludge,
by weight, provided excellent combustion efficiency. The system's major aspects include
the method of feeding sludge to the furnace, the stoker, and the control system for
combustion air. Sludge, fed into the furnace as a thin layer on top of refuse dries and
burns during the 30 minute furnace residence time. The stoker should not have large
openings but should provide a gentle agitation. Controlled temperatures minimize slag-
ging on the refractory walls and are essential for steam and electricity production.
The chosen system uses two 100 ton/day furnaces with double reciprocating stokes and a
modulating air system. The high heat value of the refuse-sludge mix was estimated at
4,120 Btu/pound. This is expected to produce 34,000 pounds/hour of steam which will
power a 2.2 megawatt multi-stage condensing turbine generator set. Air pollution con-
trols are to be included and settled sewage or treated effluent could serve as condenser
cooling water. Three 1,000 KW diesel generators will provide standby power.
*Incineration, *Waste disposal, *Sludge disposal, Equipment, Design, Costs,
Temperature, Treatment facilities, Ultimate disposal, Cooling water, Steam,
Electric power
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D375
HYDROGEN PEROXIDE SUBDUES WASTE WATER PLANT PROBLEMS,
Public Works, Vol. 108, No. 5, p 105, May, 1977.
Stockton, California, has used hydrogen peroxide to solve several waste water treatment
problems. Chlorine usage was reduced, hydrogen sulfide was eliminated, crown corrosion
was prevented, and so was the septicity of raw sewage in the force mains. Use of hydro-
gen peroxide was instituted to prevent odors and concrete sewer corrosion. It was later
used to ensure the operation of an overloaded treatment facility until the completion
of a higher capacity plant. Prevention of septic waste water was accomplished by hydro-
gen peroxide addition at three lift stations. This raised DO concentrations at the
primary clarifier and kept the wastes fresh. Hydrogen peroxide prevented corrosive H2S
reactions in sewers and completely eliminated the need to use chlorine for odor control.
Application of hydrogen peroxide is planned for trunk lines to the new plant which will
handle flows having high H2S and BOD concentrations.
*Treatment facilities, *Sewers, *Performance, Hydrogen sulfide, Odor, Corrosion
control, Chlorine, Dissolved oxygen, Biochemical oxygen demand, Sewers, Waste water
treatment
Hydrogen peroxide, Stockton (CA)
D376
THURROCK TEST-BED FOR ICI DEEP SHAFT,
Appleton, B.
New Civil Engineer, No. 239, p 24-25, April, 1977. 1 fig.
The ICI deep shaft treatment process uses air injection to drive raw sewage down a
central shaft and back up the space around the shaft annularly. It then overflows for
final clarification after about 20 circuits. The system creates a longer air bubble
contact time to produce a higher oxygen transfer efficiency. Purification rates are
several times that of normal aeration and energy needs are reduced. The Thurrock
facility of the English Anglian Water Authority will test the process. The 130 meter-
deep, 1.86 meter-diameter shaft is expected to remove 7,000 kg of BOD/day from a mix-
ture of industrial and domestic sewage equivalent to a 130,000 population sewage load.
Cost comparisons indicated that the 750,000 pounds to be expended would equal the cost
of an extended aeration program to treat the normal domestic sewage of a 30,000 popula-
tion to Royal Commission standard.
*Aeration, *Treatment facilities, Sanitary engineering, Water purification,
Biochemical oxygen demand, Oxygen, Industrial wastes, Domestic wastes, Costs,
Waste water treatment
ICI deep shaft, Oxygen transfer, Anglian Water Authority (England)
344
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D377
VIRUS AND BACTERIA REMOVAL FROM WASTE WATER BY RAPID
INFILTRATION THROUGH SOIL,
Schaub, S. A., and Sorber, C. A.
U.S. Army Medical Bioenglneering Research and
Development Laboratory,
Fort Detrick,
Federick, Maryland.
Applied and Environmental Microbiology, Vol. 33, No. 3, p 609-619, March, 1977.
6 fig, 6 tab, 15 ref.
The removal of viruses and bacteria from waste water by rapid infiltration following
land disposal was investigated. The study site was a disposal field which has been
operated continuously since 1942. Viral adsorption and enteric indicator bacteria
studies were performed. It was found that all soil layers held viruses poorly (in pri-
mary effluent) and bacteriophage adsorption was minimal. Viral adsorption was signifi-
cant, except in high organic content surface layers, when deionized water with metal
cation was used. In unrenovated cells, adsorptive sites in upper soil layers were de-
pleted. The f2 bacteriophage stabilized in groundwater at almost 50% of the applied
virus concentration. Recovery of enteric viruses was about 10% of the waste water virus
concentration. Laboratory tests indicated greater soil adsorption of enterovirus as
compared to poliovirus. Indicator bacteria studies indicated a different behavioral
pattern. Large concentrations of total coliform, fecal coliform, and fecal strepto-
coccus were retained in surface soils. Bacterial concentrations dropped significantly,
declining at slower rates than viruses, in subsequent layers. It was doubtful that
adsorption played a large role in these results. Fecal streptococcus in groundwater
did not correspond with tracer bacteriophage occurrence. This could be attributed to
different migration times and to previous waste water applications.
*Viruses, *Bacteria, *Infiltration, Soil disposal fields, Adsorption, Soil contamination,
Water pollution, Groundwater, Separation, Microorganisms, Waste water treatment
D378
NIRMALI SEED—A NATURALLY OCCURRING COAGULANT,
Tripathi, P. N., Chaudhuri, M., and Bokil, S. D.
Bhagalpur Engineering College,
Bhagalpur, India,
Department of Civil Engineering.
Indian Journal of Environmental Health, Vol. 18, No. 4, p 272-281, October, 1976.
6 fig, 4 tab, 15 ref.
Nirmali seeds and nuts have long been used in crushed form to clarify muddy water in
India. An extract from the seeds was found to be an anionic polyelectrolyte which
was effective as a coagulant and coagulant aid in the clarification of natural turbid
water. The two main groups on the polymer were carboxyl and hydroxyl. It was an ef-
ficient flocculant for turbidity that was of an inorganic, hydrophobic nature. The ex-
tract performed poorly as a flocculant and coagulant for natural biocolloids, such as
bacteria.
*Polyelectrolytes, *Coagulation, *Flocculation, *Clays, Bacteria, Evaluation,
Water purification, Chemical treatment, Separation techniques, Waste water treatment
Nirmali seed
345
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D379
WASTE WATER TREATMENT BY ANAEROBIC CONTACT FILTER,
Khan, A. N., and Siddiqi, R. H.
National Environmental Engineering Research Institute,
Nagpur, India.
Indian Journal of Environmental Health, Vol. 18, No. 4, p 282-291, October, 1976.
2 fig, 5 tab, 7 ref.
Laboratory studies were conducted to test the performance of an anaerobic contact filter
unit. This was an upflow filter with waste introduced from the bottom. The filter was
completely submerged. It contains a stone-filled bed, on which anaerobic microorganisms
grow, that allows higher loading rates. Results showed an 80% reduction in applied COD
at a loading of 225 pounds of COD/1000 cubic feet/day. Liquid detention time at this
loading was 8 hours. The anaerobic contact filter compared favorably with other bio-
logical treatment methods. Performance was not significantly improved with a height
greater than 4 feet. Treatment of soluble wastes with BOD concentrations as low as
500 mg/liter was feasible and the system was considered as an alternative to septic
tanks themselves, or as a secondary treatment method for septic tank effluents in water-
logged or compact areas.
*Aerobic conditions, *Filtration, *Filters, Performance, Evaluation, Bacteria,
Costs, Chemical oxygen demand, Liquid wastes, Anaerobic bacteria, Suspended solids,
Waste water treatment, Equipment
Anaerobic contact filter
D380
EVALUATION OF CELLULOSE ACETATE MEMBRANES FOR REVERSE
OSMOSIS SEPARATION,
Bal, A. S., and Lutade, S. L.
National Environmental Engineering Research Institute,
Nagpur, India.
Indian Journal of Environmental Health, Vol. 18, No. 4, p 253-271, October, 1976.
10 fig, 4 tab, 10 ref.
The performance of cellulose acetate membranes was evaluated for use in reverse osmosis
separation. A spread casting solution of cellulose acetate, formamide, and acetone was
spread on a suitable surface and allowed to evaporate. The film was immersed in cold
water and the formamide was leached away, thus forming a highly porous membrane. Shrink-
age was accomplished by heating under water. The membrane was tested to determine the
effect of casting parameters such as casting temperature and relative humidity of the
casting atmosphere. Results indicated that the most useful casting formula was, by
weight, 25% of cellulose acetate, 30% of formamide, and 45% of acetone. Trends relative
to temperature indicated an increase in product rate with increased casting temperatures.
An increase in percent salt rejection was observed with increasing casting temperatures.
Higher percent relative humidities are accompanied by higher flux rates and low rejec-
tion through the membrane. With casting temperatures of 23-26 C, a relative humidity of
65-78% produces the most productive membranes.
*Reverse osmosis, *Membranes, *Polymers, *Evaluation, Membrane processes, Temperature,
Evaporation, Humidity, Physical properties, Chemical properties, Separation techniques,
Water purification, Waste water treatment
Cellulose acetate membranes
346
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D381
PASTEUR V CURIE,
The Consulting Engineer, Vol. 41, No. 4, p 43, 45, April, 1977. 1 fig.
Sterilization is a necessity before sewage can be used as an agricultural fertilizer.
This can be accomplished by either irradiation or pasteurization. A German irradiation
plant claims to produce results comparable to those of conventional pasteurization
plants. It is composed of a sludge irradiation shaft, a built-in central pipe, and a
recirculation system. Components requiring regular inspection and maintenance are re-
mote from radiation sources and are safe during periods of operation. Varied safety
measures have been taken and the source rods do not contact the sewage. A closed loop
system is provided for cooling and leakage monitoring. The operation is a batch process.
Irradiated sludge is discharged to a storage tank for separation of sludge and water.
Operation is automatically controlled. A Danish pasteurization plant included mechani-
cal and biological treatment, and anaerobic stabilization of the sludge. The plant
treated about 40% of the sludge produced from the related municipal treatment plant.
Sludge was passed to a spiral heat exchanger for indirect heat exchange preheating and
was dispatched as pasteurized sludge. Radiation doses of 150 krad for 5 minutes was
considered adequate for sludge dried to 25% solids and a 500 krad dose at the same ex-
posure time was necessary for sludge dried to 10% solids. This was calculated to equal
pasteurization at 80 C for 30 minutes. The pasteurization process with a shorter heat-
ing time does not claim complete bacterial destruction, but does destroy salmonella and
escherichia bacteria. Operation was at 80 C for 5 minutes. The total bacterial count
was reduced by 65-85%. COD was increased 200-300% during pasteurization at 75-85 C and
by a minimum 900% at 90-95 C.
*Irradiation, *Heat treatment, *Fertllizers, Sewage treatment, Sewage disposal,
Temperature, Equipment, Sludge disposal, Physical properties, Biological properties,
Waste water treatment
Pasteurization
D382
WASTE PURIFICATION PROCESS,
Indian Chemical Journal, Vol. 11, No. 7, p 33, January, 1977.
A German installation of the Lindox biological waste water treatment process is de-
scribed. The treated waste is highly contaminated with ammonia and has a strong odor.
The process involves the introduction of waste into a stirred balancing tank and then
into a two-stage activation basin. Oxygen is injected by two surface aerators to a
concentration of 5-15 mg/liter. Waste is passed through a sedimentation basin and a
99.5% pure effluent is produced for disposal into a river. A 31-hour aeration time
produces an effluent with a BOD of 23 mg/liter from an influent BOD of 5230 mg/liter.
Specific oxygen demand is about 1.04 kg/kilogram of BOD. Low operating costs are pro-
duced from an electrical consumption of 0.32 kilowatt hours/kilogram of BOD.
*Treatment facilities, *Biological treatment, Ammonia, Odor, Oxygen, Aeration,
Sedimentation, Biochemical oxygen demand, Oxygen demand, Costs, Water purification,
Waste water treatment
347
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D383
OXIDATION DITCH GIVES LOW-COST SECONDARY TREATMENT,
The American City and County, Vol. 92, No. 5, p 87-88, May, 1977. 1 fig, 1 tab.
A survey of secondary treatment facilities was conducted in EPA Region VII. Thirty
facilities were evaluated for BODS, COD, NFS, total P, NH3-N, TKN, N02-N03-N, and
influent and effluent water temperatures. Activated sludge facilities and oxidation
ditches presented the best performance, reaching 99% removals. Trickling filter plants
were not as efficient. Nitrogen conversion was used as the measure of optimal per-
formance. At temperatures less than 5 C, properly operated activated sludge plants
and oxidation ditches can produce effluents containing less than 0.5 mg/liter of am-
monia. Most secondary treatment plants did not perform efficiently. Collected data
indicated that oxidation ditches could provide excellent treatment at low costs.
These plants did not require highly trained operators for good performance. They could
also be designed to provide complete nitrification in the coldest weather and a sig-
nificant degree of denitrification. Unsatisfactory performance in some oxidation
ditches could be traced to problems such as frozen sludge return lines and poor design.
*0xidation, *Treatment facilities, Sewage treatment, Biochemical oxygen demand,
Suspension solids, Toxicity, Organic matter, Nitrification, Denitrification, Activated
sludge, Separation techniques, Waste water treatment
Oxidation ditches
D384
GROWTH OF TULIPS TREATED WITH SLUDGE CONTAINING
DEWATERING CHEMICALS,
Kirkham, M. B.
Oklahoma State University,
Stillwater,
Department of Agronomy.
Environmental Pollution, Vol. 13, No. 1, p 11-20, May, 1977. 1 fig, 4 tab, 31 ref.
A greenhouse study was conducted to determine the effect of a ferric chloride-lime
treated, dewatered sludge on tulip growth. Comparisons were made on the growth of
plants receiving dried organic sludge, liquid organic sludge, primary effluent, and
tap water. No additional chemicals were added to either of the organic sludges. Re-
sults revealed that tulips grown in chemical sludge had an average height shorter than
that of the other tulips, with no buds or flowers. Liquid organic sludge, tap water,
and primary effluent produced plants which flowered in 46 days. Dry organic sludge
produced plants of a height intermediate to that of the others; these tulips had buds
but no blooms. Growth was better with liquid organic sludge than with dry organic
sludge. This suggested that more sludge could be applied to soil surfaces than could
be mixed with or injected into the soil. The chemical sludge-treated soil produced
highest soil nitrogen levels; phosphorus levels were medium to high in all soils. Ex-
tractable concentrations of trace elements and phosphorus were lower in soils treated
with chemical sludge than those treated with dried or liquid organic sludge. Calcium
was highest in soil treated with chemical sludge. Lime, in acidic soils, aids plant
uptake of phosphorus; an excess of lime decreases available boron, iron, potassium,
manganese, phosphorus and zinc. Ferric chloride In chemical sludge did not appear to
be soluble. It was concluded that conditioned sludge containing ferric chloride and
lime could not be used to grow tulips.
*Plant growth, *Chemicals, *Sludge disposal, *Waste disposal, Sludge treatment,
Dewatering, Chlorides, Lime, Chemical treatment, Waste water treatment
Tulips
348
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D385
PROBLEMS AND SOLUTIONS FOR SLUDGE TREATMENT. PART 2,
Smith, J. E., Jr.
Water and Sewage Works, Vol. 124, No. 5, p 81-85, May, 1977. 2 fig, 8 tab, 25 ref.
Experiments, pilot plants, and municipal treatment facilities are discussed in terms
of current sludge treatment methods. Fe(+3) , Al(+3), polymers, polyelectrolytes, and
ferric chloride were used to test the effects on sludge treated in primary stages by
chemical conditioning. Polymer conditioning produced good thickening results, and,
with Fe(+3), a dry sludge cake was obtained. For sludge stabilization, lime addition
was considered a relatively simple, inexpensive, and quick procedure useful in stabiliz-
ing large amounts of sludge. The use of sludge incinerator ash improved dewatering
and produced a high-quality filtrate. For filtration, a top-feed rotary vacuum filter,
moving belt filter presses, and a pressure filtration installation were studied. Top-
feed vacuum filters produced a filter cake discharge that was superior to that of
bottom-feed units. Little performance data were available for moving belt filters.
Their operation depended on chemical addition, solids loading, and screen mesh size.
Pressure filtration experience has been limited in the United States. A Cedar Rapids,
Iowa, installation has used this system; treatment efficiencies and operating difficul-
ties are described.
*Treatment facilities, *Municipal wastes, *Design criteria, Sludge treatment, Sludge
disposal, Chemical treatment, Dewatering, Physical properties, Chemical properties,
Polymers, Polyelectrolytes, Lime, Filtration, Equipment, Activated sludge, Waste water
treatment
D386
ELEMENTAL COMPOSITION OF SLUDGE-FERTILIZED CHRYSANTHEMUMS,
Kirkham, M. B.
Oklahoma State University,
Stillwater,
Department of Agronomy.
Journal of the American Society for Horticultural Science, Vol. 102, No. 3,
p 352-354, May, 1977. 2 tab, 14 ref.
Chrysanthemums were treated with liquid sludge for 84 days to determine its effective-
ness as a fertilizer. Liquid sludge contains nutrients needed by field crops, but no
data are available on the applicability of sludge to greenhouse plants. These plants
were treated with either liquid sludge or inorganic fertilizers at doses of 50, 100,
and 200 ml/week. Tap water was also used. The growth media were soil, sand, and peat.
The variously fertilized plants were analyzed for concentrations of elements found in
their leaves, stems, roots and flowers. Sludge-treated plants, regardless of the
medium, had the highest nitrogen and lowest potassium concentrations in their leaves.
Zinc concentrations in leaves increased with the sludge application rate. Elemental
concentrations in stems and flowers, however, did not vary significantly with any
particular fertilizer treatment. Concentrations of N, Ca, and Mg in roots were greater
in sludge-treated plants. Iron and copper concentrations were high in roots. Iron and
copper in the leaves of plants grown in sand increased with the sludge application
rate. Plants treated with 50 and 100 milligrams of sludge/week had similar nutrient
concentrations, but the leaves were healthier in the 50 ml/week plants. Sludge raised
the pH level in all the media, but especially in peat. Extractable concentrations of
potassium were usually lower, and copper concentrations higher, in the sludge-treated
media. Sand and peat media concentrations of calcium and magnesium increased as the
sludge application rate increased. Trace element concentrations were not increased by
using sludge fertilizer, nor was there any evidence of trace element toxlcity. These
experimental results indicated that chrysanthemum growth with liquid sludge as the only
nutrient source was possible.
*Plant growth, *Fertilizers, *Sludge, Nitrogen, Potassium, Phosphorus, Nutrients,
Trace elements, Toxicity, Hydrogen ion concentration
Chrysanthemums
349
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D387
HOW SLUDGE CHARACTERISTICS AFFECT INCINERATOR DESIGN,
Novak, R. G., Cudahy, J. J., Denove, M. B., Standlfer, R. L.,
and Wass, W. E.
Hydroscience, Incorporated,
Knoxville, Tennessee.
Chemical Engineering, Vol. 84, No. 10, p 131-136, May, 1977. 3 fig, 5 tab.
Incinerator design criteria are established based upon sludge characteristics. The
moisture content of dewatered sludge directly influences incinerator size and auxiliary
fuel costs. Various dewatering and conditioning systems were compared to determine
the differences in sludge moisture content produced by each. Pressure filters produce
the driest cake. This is an expensive dewatering method, but it conserves fuel. The
resultant sludge can be burned in a relatively small incinerator. Dual-cell gravity/
multi-roller press and belt press units require the lowest capital and labor expendi-
tures. Centrifuge and vacuum filter methods are slightly more costly. All, except the
pressure filter, produce cakes of approximately the same moisture content. The effects
of conditioning chemicals on the quantity and composition of sludge, and on the ash
produced, should also influence incinerator design. Multiple-hearth, fluid-bed, and
rotary-hearth incinerators were described. The chemical composition of the sludge will
determine whether or not secondary combustion on a multiple-hearth furnace is necessary.
Other data necessary for choosing a particular incineration and disposal system are
the ash content of the dry solids, the thermal characteristics of the ash, and the
fraction of volatile and fixed carbon in the dry solids.
*Incineration, *Design criteria, *Sludge, Chemical properties, Physical properties,
Dewatering, Equipment, Sludge treatment, Chemical treatment, Polyelectrolytes,
Waste water treatment, Costs
D388
REVIEW AND EVALUATION OF AERATION TANK DESIGN PARAMETERS,
Gagnon, G. A., Crandall, C. J., and Zanoni, A. E.
Donohue and Associates, Incorporated,
Waukesha, Wisconsin,
Journal Water Pollution Control Federation, Vol. 49, No. 5, p 832-841, May, 1977.
4 fig, 8 tab, 39 ref.
The development of aeration tank design parameters was reviewed and these parameters
were evaluated. The relationship between detention time and BOD removal has been a
widely recognized parameter since the early 1900s. Organic loading per unit of volume
and per unit of biomass have recently been recognized as more important parameters, in
light of the activated sludge processes developed within the past thirty years. These
parameters are more indicative of aeration tank conditions, such as the amount of bio-
mass available for stabilization and the amount of organic matter to be stabilized.
This study evaluated the efficiency of an activated sludge treatment plant as a function
of three parameters. These were organic loading per unit volume, organic loading per
unit of biomass, and organic loading per unit of biomass per unit time. There was no
evident correlation between effluent BOD concentration and aeration tank loading in the
range of 0.1-0.7 grams of BOD/gram of MLVSS/day. Percent BOD removals increased as
aeration tank loading increased. Plant performance was more predictable at loadings
above 560 grams of BOD/cu m/day, 0.3 grams of BOD/day/gram of MLVSS per day, and 35
grams of BOD/kg of MLVSS per day, than at lower loadings. Loadings up to 1,120 grams
of BOD/cu m/day, 0.7 grams of BOD/gram of MLVSS per day, and 95 grams of BOD/kg of
MLVSS per hour/per day produced BOD removals between 92 and 98%. Operation at these
loadings is considered to be within the most effective range. Aeration tank size and
construction costs would be reduced by a design for these higher rates. This would
also provide the plant operator with a wide range from which to choose the plant load-
ing rate.
*Aeration, *Treatment facilities, *Design criteria, Storage, Loads (forces), Biomass,
Organic matter, Time, Biochemical oxygen demand, Evaluation, Waste water treatment
Aeration tanks
350
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D389
CHEMICALLY ASSISTED BIOLOGICAL OXIDATION OF WASTES AND
EXCESS SLUDGE,
Gaudy, A. F., Jr.
Oklahoma State University,
Stillwater,
Bioenvlronmental Engineering Laboratories.
Water and Sewage Works, Reference Issue, p 48, 50-52, 54-56, April, 1977. 11 fig,
10 ref.
Extended aeration was investigated as a reliable means of producing a quality effluent
without creating excessive biological sludge. It has been postulated that a process
that did not involve sludge wasting would balance endogenous cellular metabolism and
incoming sludge concentration by using the incoming waste for synthesis and growth.
This would produce total waste oxidation. Those who have refuted this basic theory
suggest that any success was due to solids going over the clarifier weir. A three-year
investigation was conducted in which effluent was held in a holding tank, centrifuged,
and returned to the holding tank to avoid solids being lost over the clarifier weir.
The results revealed that neither a balanced condition between autodigestion and new
sludge synthesis, nor a steady increase in biological solids concentration occurred.
There were periods of solids accumulation and de-accumulation. The de-accumulation
period was found to result from autodigestion exceeding sludge accumulation. Experi-
mentation revealed that process malfunction would probably be due to impaired separa-
tion in the clarifier. Since centrifugation would not be practical in a field situa-
tion, solids would be channeled to the receiving stream. The insoluble portion of
microbial cells released upon cell breakage, such as cell walls and membranes, consisted
of polymers of compounds which were good substrates. Acid hydrolysis of these mater-
ials provided a substrate which was used to initiate autodigestion during de-accumula-
tion periods. Further development of this "hydrolytic assist" procedure could make
extended aeration a more cost-competitive sludge disposal method.
*Aeration, *0xidation, *Hydrolysis, *Activated sludge, Metabolism, Effluents,
Suspended solids, Waste disposal, Acidity, Chemical treatment, Waste water treatment
D390
SAFFRON WALDEN OPENS ITS LOW PROFILE SEWAGE WORKS,
Pullin, J.
Surveyor, Vol. 149, No. 4426, p 3, April, 1977.
A new treatment plant was opened at Saffron Walden, England. The former facility, lo-
cated near a park, was overloaded. There was opposition to expansion of the old plant
and demands that there be no environmental or aesthetic disturbance created by the new
one. The routing of a footpath along the new site was also a problem. A revised design
centralized the treatment works on one side of the path and the storm overflow and final
effluent treatment area on the other side. Added costs incurred by the redesign have
not been determined. High and low level gravity sewer systems provided sewage flow
to the new plant. The first was fed by a new relief trunk sewer that intercepted the
older system. The second discharged at the old site where effluent is pumped to the
new works. Screenings from the inlet works were disintegrated and returned to the main
flow through a detritor. A measuring flume diverted flows exceeding 3 mgd to storm
water tanks. A central hopper received settled sludge. Settling tank overflow was
mixed with humus tank effluent in the main pumping station and lifted to biological
filters. Pump operation was automatically controlled. The biological filters were
constructed as four beds. Flow then passed to humus tanks where effluent was divided
for passage to the pumping station and recirculation. The remainder of this flow was
passed to the river in winter or to microstrainers for polishing in the summer. A
sludge consolidation unit received sludge from primary settling tanks. It was then
stored for final treatment at a regional sludge center. The plant was constructed
to a high architectural standard and its components were compact.
*Treatment facilities, *Sewers, Design criteria, Performance, Costs, Screens, Settling
basins, Pumps, Filters, Biological treatment, Pumping plants, Sensors, Waste water
treatment
Saffron Walden (England)
351
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D391
SPRAY IRRIGATION-WASTE WATER TREATMENT FACILITY. NORTH BRANCH
FIRE DISTRICT NO. 1. WEST DOVER, VERMONT.
Consulting Engineer. Vol. 48, No. 5, p 86, May, 1977.
A waste water treatment and disposal system, employing spray irrigation/land applica-
tion, was completed in West Dover, Vermont. The ski resort community could not afford
an expensive, technologically advanced treatment system. Activated sludge treatment
and holding ponds were designed. The irrigation and land application portions provided
means for tertiary treatment and ultimate disposal. A winter flow of up to 820,000
gallons/day was expected* Spraying could be used in winter because early snowfalls and
the loose forest mat prevent frost penetration of soil. The spray field was located
on a 55-acre hilly area. Nearly 4 miles of insulated steel spray laterals and a system
of 600 fixed point spray nozzles at 25-foot intervals composed the automated system.
Treatment facilities were placed in a control building that was designed as a barn.
This is the first application of the system in New England. The demands for low-cost
operation and maintenance of high quality surface and groundwater resources were met.
Construction costs of $2,050,000 were less than estimates of $2,110,000.
'^Irrigation, *Treatment facilities, Waste disposal, Activated sludge, Tertiary treat-
ment, Ultimate disposal, Design criteria, Pumps, Chlorination, Dewateriag, Storage,
Municipal wastes, Waste water treatment
West Dover (VT)
D392
BIOLOGICAL FLUIDIZED-BED TREATMENT FOR BOD AND NITROGEN REMOVAL,
Jeris, J. S., Owens, R. W., Hickey, R., and Flood, F.
Ecolotrol, Incorporated,
Bethpage, New York.
Journal Water Pollution Control Federation, Vol. 49, No. 5, p 816-831, May, 1977.
14 fig, 8 tab, 12 ref.
Results of BOD and nitrogen removal studies in three fluidized bed pilot plants were
summarized. The basic operation consists of an upward flow of waste water through a
sand bed at a velocity which imparts motion to the sand. Test facility sizes ranged
from 40,000 gpd for denitrification to 80,000 gpd for carbonaceous BOD removal and
nitrification. Systems were operated independently of each other. Testing showed that
conventional biological treatment design parameters could be applied to fluidized bed
treatment. These included food/mass ratio, solids retention time, and oxygen utiliza-
tion. Very high biological organism concentrations could be maintained in the reactor.
Treatment times were reduced so that 93% BOD removals were achieved in 16 minutes, 99%
NH3-N removals were produced in 11 minutes, and 99% N03-N removals were obtained in
less than 6.5 minutes. Space requirements were less than 5% of what is necessary for
conventional treatment; intermediary clarifiers were eliminated. Oxygen transfer is
the major technological area being optimized. About 40 to 50 mg/liter of oxygen can be
dissolved in waste water under atmospheric conditions at most operating temperatures.
Recycling would be advantageous in completing treatment when the oxygen demand is high.
Many methods of oxygen transfer were being investigated. Flow equalization, used dur-
ing the pilot study, was a. more favorable operating condition as compared to plants
which do not employ constant flow. The system combines the best aspects of activated
sludge and trickling filtration into one process. Costs should be less expensive than
conventional treatment costs due to the space and time savings of the process.
*Filtration, ^Biological treatment, *Biochemical oxygen demand, *Nitrogen, Filters,
Biomass, Pilot plants, Oxygen, Suspended solids, Sludge, Nitrification, Ammonia,
Dissolved oxygen, Hydrogen ion concentration, Denitrification, Evaluation, Waste
water treatment
Fluidized-bed treatment
352
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D393
CONTINUOUS FILTER PRESS,
Effluent and Water Treatment Journal, Vol. 17, No. 4, p 199, April, 1977. 1 fig.
A newly developed continuous filter press was described. It consisted of a single lower
endless belt and a shorter upper belt. Secondary and final dewatering stages were
located between the belts. Sludge or slurry was pumped through a feed box with a poly-
electrolyte injector and into a rotary drum with a fine mesh surface. About 60% of
the total moisture content was drained at this point. Sludge was passed to the belt
for dewatering by secondary and final squeeze stages. The final squeeze pressure was
adjustable. It is possible for the final moisture content to be in excess of 40%
solids. The filtrate can be used for belt washing or it can be discharged for addi-
tional treatment. The system can be used for most domestic sewage and water treatment
sludges, as well as for industrial effluent and metal hydroxide sludges. Improved
stability of polyelectrolytes has contributed to the reduction of costs for the system.
Other benefits include simple design, low working speed and built-in variations to
pressure, belt speed, sludge and flocculation dose.
*Filters, *Separation, Equipment, Suspended solids, Dewatering, Sludge treatment,
Domestic wastes, Industrial wastes, Polyelectrolytes, Economics, Costs, Mechanical
engineering, Waste water treatment
Continuous filter press
D394
TREATMENT OF COMBINED SEWER OVERFLOWS BY HIGH GRADIENT
MAGNETIC SEPARATION,
Allen, D. M., Sargent, R. L., and Oberteuffer, J. A.
Sala Magnetics, Incorporated,
Cambridge, Massachusetts.
1977. 127 p, 23 fig, 18 tab, 15 ref, 6 append. Technical Report EPA-600/2-77r015.
High gradient magnetic separation was evaluated as a treatment for combined sewer over-
flows (CSO). Bench-scale and continuous pilot plant tests were performed. The method
maximized the magnetic forces to increase separation performance. Process efficiency
was greatest for removal of suspended solids (98.7%). turbidity (96.3%), apparent color
(92.8%), BODS (92+%), and fecal coliform bacteria (99.85%). COD removal averaged 74%.
The relative importance, sensitivities, and interactions of parameters were determined.
Removal efficiency was found to have an important relationship to the coagulant and
the pH level. Comparisons with other secondary treatment methods proved the system
to be substantially more efficient. It was also economically competitive. Other
favorable factors included high processing rates, decreased land requirements, and
lower chlorine demand.
*Combined sewers, *0verflow, *Separation techniques, *Water treatment, Flocculation,
Sewage treatment, Filtration, Suspended solids, Biochemical oxygen demand, Conforms,
Coagulation, Hydrogen ion concentration, Performance, Evaluation, Costs, Water
purification
High gradient magnetic separation
353
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D395
GEAR MOTOR SOLVES PLANT'S NOISE PROBLEM,
Water and Sewage Works, Vol. 124, No. 5, p 59, May, 1977.
Noise problems of secondary tank aerators were resolved during an expansion and moderni-
zation program at a Mecca, California, treatment plant. Noise from the gearbox drives
was negated when a new aeration tank at the secondary stage was constructed. The mech-
anical aerator installed produced very little vibration, torquing, or tilting of a
nearby catwalk. Tolerances of .0025 inches were maintained on drive train units. There
was no oil spill or leakage and the unit ran cool to the touch. A "superfine" sparger
supplied air through peripheral holes at 20 psi and about 100,000 cu ft/day. Aerator
blades forced rising bubbles back down through the waste. Bubbles were also forced
outward to the tank sides. This provided the oxygen demand needed by microorganisms.
Around-the-clock operation has required little maintenance and noise complaints have
dropped to zero. Constant density changes in the tank result from the highly efficient
air mixing; this is related to shock load to the aerator and to the gear drive.
*Gears, *Pumps, Treatment facilities, Performance, Aeration, Oxygen demand, Equipment,
Microorganisms, Activated sludge, Waste water treatment
Noise
D396
OPERATION CONTROL,
In: 1977 Public Works Manual and Catalog File, Billings, C. H., Conner, S. H., and
Kircher, J. R., editors, p D52-D57, 1977.
Various aspects of operations control in waste water treatment facilities were reviewed.
Expert design notwithstanding, a treatment plant's functioning greatly depends upon
control of the many inputs to the treatment system, of its equipment, and of process
parameters. Advanced instrumentation and analytical procedures contribute to the ef-
ficient operation of any plant. Equipment was described for measuring flow, gas, tem-
perature, rain, and sludge. Quality control can be implemented through the measurement
and analysis of process parameters which include suspended solids, settleability, bio-
chemical oxygen demand, total organic carbon, pH, dissolved oxygen, and bacteriological
activity. Various pieces of laboratory equipment for testing and analysis were pre-
sented for chemical, physical, and biochemical parameters. Safety instrumentation for
the detection of combustible or poisonous gases were described, as were control systems
for collection systems.
*0perations, *Measurement, instrumentation, Testing, Laboratory testing, Laboratories,
Equipment, Flow, Gases, Sludge, Temperature, Analysis, Biochemical oxygen demand,
Chemical oxygen demand, Safety, Microorganisms, Automation, Treatment facilities,
Waste water treatment
354
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D397
DISINFECTION AND ODOR CONTROL,
In: 1977 Public Works Manual and Catalog File, Billings, C. H., Conner, S. H., and
Kircher, J. R., editors, p D49-D52, 1977.
Disinfection and odor control of waste water were discussed. The major choices for
disinfection include chlorination and ozonation. These methods can control septicity
and odor as well. However, odor can also be controlled by the use of hydrogen peroxide
or other oxidizing agents to react with odor-causing substances or to act as masking
agents. Procedures and equipment for chlorine and ozone application were included.
Ultra-violet radiation has recently become a more widespread method of disinfection.
Systems were presented for odor combustion and adsorption, as well as for ozone de-
odorization.
*Disinfection, *0dor, *Chlorination, *0zone, Chemical treatment, Oxidation, Equipment,
Costs, Irradiation, Cleaning, Operations, Water purification, Corrosion control,
Waste water treatment
D398
SLUDGE DIGESTION AND DISPOSAL,
In: 1977 Public Works Manual and Catalog File, Billings, C. H., Conner, S. H., and
Kircher, J. R., editors, p D38-D49, 1977. 3 fig.
Various processes for the digestion and disposal of sludge were presented. Though
anaerobic digestion is the traditional means of organic matter stabilization, the re-
quired long detention times have produced certain nuisances, such as a liquid fraction
which Is difficult to handle. Aerobic digestion Is most feasible at small plants, but
both processes produce the problem of solids disposal. Means of combating these treat-
ment problems include thickening, conditioning, stabilization, dewatering, heat drying,
reduction, and final disposal by ocean dumping, subsurface injection, cropland applica-
tions, landfilling, and power generation. Pyrolysis may be a disposal solution for
urban centers. Aspects of anaerobic digestion covered were tank design and capacity,
biological action, sludge handling, gas collection, supernatant disposal, and mixing
and scum breaking. The process of aerobic digestion and utilization and storage of
resultant gases was described. A method of chemical stabilization was reviewed, and
dewatering by air drying and vacuum filtration was assessed. Composting, sludge
shredding, flash or spray drying, and rotary drying were presented. Disposal by incin-
eration through wet-air oxidation and the use of fluidized beds was also discussed.
*Sludge digestion, *Sludge disposal, Anaerobic digestion, Aerobic treatment, Pathogens,
Biological treatment, Gases, Heat treatment, Filtration, Instrumentation, Chemical
treatment, Dewatering, Drying, Fertilizers, Equipment, Incineration, Oxidation, Design
Sludge conditioning, Composts, Wet-air oxidation
355
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D399
ADVANCED TREATMENT,
In: 1977 Public Works Manual and Catalog File, Billings, C. H., Conner, S. H., and
Kircher, J. R., editors, p D32-D38, 1977. 2 fig.
The term "tertiary treatment" was used to describe any treatment which follows conven-
tional secondary treatment to produce an effluent of a substantially improved quality.
Processes involved in this phase are multi-media filters or microstrainers, carbon
filters or columns for nitrogen and organic adsorption, ion exchange, or combinations
of these. Solids removal by filtration and the use of activated carbon to remove
nutrients were described with process design criteria. Coagulant aids, such as alumi-
num sulfate, sodium aluminate, lime, ferric chloride, ferric sulfate, and ferrous sul-
fate were described in their various applications. A physical-chemical treatment was
presented which involved pretreatment, clarification, filtration, adsorption, and dis-
infection. The reuse of treated waste water was described for land applications such
as overland flow, rapid infiltration/percolation, and crop irrigation. s
*Tertiary treatment, ^Treatment facilities, *Chemical treatment, Phosphorus, Nitrogen,
Biochemical oxygen demand, Suspended solids, Separation techniques, Ion exchange,
Filtration, Anaerobic conditions, Adsorption, Activated carbon, Ammonia, Ultimate
disposal, Nutrients, Coagulation, Organic matter, Disinfection, Waste water treatment
D400
LAND APPLICATION OF MUNICIPAL SLUDGE,
Dakes, G., and Cheremisinoff, P. N.
Water and Sewage Works, Reference Issue, p 38, 40-44, 46-47, April, 1977. 4 fig,
9 tab, 19 ref.
A summary was presented of information on the land application of municipal sludge. A
brief history of sewage land application and an analysis of sludge characteristics were
reviewed. Primary sludge contains high concentrations of fecal coliforms and lesser
amounts of disease-causing organisms. These can be significantly removed through sedi-
mentation. Sludge contains the major plant nutrients: nitrogen, phosphorus, and potas-
sium. The four alternative methods of sludge disposal were incineration, ocean dumping,
landfill, and land application. Properly operated and designed incinerators were able
to meet particulate emission regulations, producing ash in volumes one-tenth that of
dry sludge. However, disposal was still required, the removed water was a problem, and
the process was expensive. Ocean dumping is to be completely phased out by 1981. Land-
filling is an economic alternative and can accommodate concurrent disposal of municipal
solid wastes. Pollution of groundwater from leachates and runoff is the most likely
problem. Sludge must also be dewatered for this method. The costs to be considered for
a land application system are sludge value, handling methods, transport, and distribu-
tion. Land acquisition and availability must also be considered. Any program must be
prefaced by an understanding of the effects of metal toxicity to plants and the food
chain. Several on-going experiments are seeking hard data on the subject. Various
means have been suggested to avoid public health hazards. Means of pathogen destruc-
tion include long storage times, pasteurization, lime addition to raise pH, chlorina-
tion, and other chemical treatment. The final problem concerns the promotion of public
acceptance. This should be solicited during developmental stages of a disposal program.
*Sludge disposal, *Munlcipal wastes, Incineration, Landfills, Fertilizers, Design,
Economics, Water quality standards, Nutrients, Heavy metals, Pathogens, Monitoring,
Chemical treatment, Microorganisms, Public health, Waste disposal
Land application, Ocean dumping
356
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D401
PRIMARY TREATMENT,
In: 1977 Public Works Manual and Catalog File, Billings, C. H., Conner, S. H., and
Kircher, J. R., editors, p D16-D24, 1977. 1 fig.
Primary treatment was defined in terms of methods which remove coarse and high specific
gravity solids from waste water. These processes include screening, comminution, grit
collection, clarification, settling, and scum removal. Various process aids are de-
scribed, including flocculation, flotation, and sludge thickening. Screen types de-
scribed were coarse and fine screens, drum screens, and rotating screens. Screenings
disposal would be by incineration, burial, digestion with sludge, or shredding for
return to the sewage. Comminution and its placement in the treatment cycle were briefly
reviewed. Grit collection can be accomplished by channel collectors or washing col-
lectors. Design and operational data were presented for settling tanks, scum removal,
flotation, flocculation, and sludge thickening. Pre-designed factory assembled treat-
ment units and components were mentioned with sources for their purchase.
*Treatment facilities, *Separation techniques, Screens, Settling basins, Flocculation,
Flotation, Sludge treatment, Automatic controls, Scum, Suspended solids, Waste disposal,
Equipment, Filtration, Design criteria, Waste water treatment, Incineration
Sludge thickening, Grit
D402
REDUCTION AND RECOVERY: KEYS TO ENERGY SELF-SUFFICIENCY,
Jacobs, A.
Metcalf and Eddy of New York, Incorporated,
New York, New York.
Water and Sewage Works, Reference Issue, p 24-26, 28-30, 32-34, 37, April, 1977.
15 fig, 6 tab, 17 ref.
Energy self-sufficiency was discussed for waste water treatment facilities. The economic
savings potential from reducing electrical energy demand is substantial, since energy
costs are second in magnitude only to salary expenditures. Prime consideration was
given to reduction of energy consumption and to recovery of waste heat and energy. Sug-
gested steps included the reduction of peak demand loads; the use of energy efficient
processes and equipment; improvement of plant control and operations; and preventive
maintenance schedules. Proper selection of pumps, improvement of heat value of incin-
eration products, and improved dewatering would provide savings. Flow equalization,
reduction of sludge processing side streams, and minimized hydraulic losses were con-
sidered for improving energy utilization in treatment processes. The use of sludge
conditioners, such as organic polymers which do not reduce heat value, was suggested.
Heat from incinerators could be used to preheat sludge and combustion air. Heat re-
covered from high temperature gases could provide an added energy source. Aerobic
digester gas, and the liquid, gas, and solid residues of pyrolysis could be developed
into fuel sources. Adopting any of these practices could reduce the requirements for
outside power and fuel.
*Energy, *Fuels, *Electric power costs, Treatment facilities, Electrical power demand,
Hydraulic machinery, Flow, Dewatering, Incineration, Heat, Gases, Sludge digestion,
Polymers, Operation and maintenance, Waste water treatment, Economics
357
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D403
POLYMER ADDITION IMPROVES WASTE WATER TREATMENT PROCESS,
Churchill, R. J., and Rybacki, R. L.
Tretolite Division,
St. Louis, Missouri.
Water and Sewage Works, Reference Issue, p 10-12, 14-17, 20, April, 1977. 8 fig,
2 tab, 5 ref.
Polymers are added to waste water treatment processes to improve performance and efflu-
ent quality. They have been used to balance intermittent fluctuations of influent
characteristics. Polymers function as the primary chemical conditioning agent or as
an aid to the primary conditioner. They are commonly applied for sludge conditioning
in elutriation, thickening, and dewatering; enhancement of alum coagulation/floccula-
tion; and improvement of alum, ferric, or calcium precipitation of phosphorus in waste
water. Their use does not create additional sludge and they may be reused at several
points in the treatment system. Solids control can be obtained in primary and secondary
clarification, and in activated sludge systems bulking can be reduced. As a pre-
treatment additive, polymers can substantially decrease BOD load on the biological
system through increased BOD and suspended solids removal. Polymer addition can in-
crease the solids retention capacity of filters. Sludge settling rates and the under-
flow sludge concentration are also increased by polymer addition. Case studies were
conducted to evaluate the benefits and limits of polymer addition. It was concluded
that polymer addition could enhance treatment performance by smoothing temporary im-
balances. It should not be considered the answer to all performance problems.
*Polymers, *Water quality, Performance, Treatment facilities, Sludge treatment,
Biochemical oxygen demand, Suspended solids, Dewatering, Coagulation, Flocculation,
Activated sludge, Filters, Waste water treatment
D404
SECONDARY TREATMENT,
In: 1977 Public Works Manual and Catalog File, Billings, C. H., Conner, S. H., and
Kircher, J. R., editors, p D24-D32, 1977. 1 fig.
Secondary treatment was originally defined as methods involving microbial growth and
its metabolic use of organics in waste water for purposes of solids removal. PL 92-500
effluent standards which were required under this heading were BOD and suspended solids
of 30 mg/liter or less, and a pH between 6.0 and 9.0. This may be maintained by use of
aerobic or anaerobic conditions. Settling basins and clarifiers usually operate under
aerobic conditions, whereas solids are primarily digested under anaerobic conditions.
Activated sludge processes, stabilization ponds, or trickling filters were the basic
methods for the biological stabilization of waste water. Process and equipment criteria
were presented for the activated sludge process. Equipment was described for diffused
and mechanical aeration. Variations of the process which were described included acti-
vated aeration, mixing-aeration, contact stabilization, extended aeration, and the
complete mixing activated sludge process. Design criteria were presented for oxidation
ponds, especially for pond liners, and associated pipework. Construction, design, and
maintenance of trickling filters were discussed.
*!reatment facilities, ''Biological treatment, *Chemical treatment, Oxidation,
Filtration, Biochemical oxygen demand, Suspended solids, Hydrogen ion concentration,
Microorganisms, Aerobic conditions, Anaerobic conditions, Activated sludge, Aeration,
Oxidation lagoons, Trickling filters, Design, Waste water treatment
358
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D405
CONCURRENT WASTE WATER RENOVATION AND SOLID WASTE COMPOSTING,
Lightsey, G. R., Hines, A. L., and Henderson, R. W.
Mississippi State University,
Mississippi State,
Department of Chemical Engineering.
Compost Science, Vol. 18, No. 2, p 14-16, March/April, 1977. 2 fig, 2 tab, 10 ref.
A study was conducted to determine the effectiveness of using bark in a trickling filter
medium to reduce BOD and COD in waste water before its land disposal. Bark used in
trickling filters for this purpose is converted into a useful nitrogen enriched com-
post. Raw bark and composted bark, minus nitrogen, were evaluated. A waste water
with high BOD and COD concentrations, and one with heavy metal concentrations similar
to that in municipal waste water, were tested. Raw bark achieved constant BOD removals
of 60-70% and COD removals of 35-40%. Composted bark produced much lower removal per-
centages. The small particle size of composted bark was the apparent reason for its
poor performance. Composted bark absorbed more than 40% of heavy metal ions and raw
bark removed nearly 13%. More than 75% of copper, cadmium and nickel was removed from
the waste water by composted bark. Raw bark nitrogen concentrations increased from
0.28% to 0.9%. Trickling filters with raw bark media were judged to be potentially
low cost means of pretreating waste water for land disposal. Further study should
determine the optimum method for concurrent waste water pretreatment and conversion
of solid wastes into useful compost. Maximizing the ion-exchange and adsorptive capa-
cities of organic solid wastes by composting should also be investigated.
*Water reuse, AWaste disposal, Biochemical oxygen demand, Chemical oxygen demand,
Heavy metals, Nitrogen, Ion exchange, Ultimate disposal, Phosphorus, Trickling filters,
Waste water treatment
Composting
D406
INACTIVATION BY IONIZING RADIATION OF SALMONELLA ENTERITIDIS
SEROTYPE MONTEVIDEO GROWN IN COMPOSTED SEWAGE SLUDGE,
Brandon, J. R., Surge, W. D., and Enkiri, N. K.
Sandia Laboratories,
Albuquerque, New Mexico.
Applied and Environmental Microbiology, Vol. 33, No. 4, p 1011-1012, April, 1977.
1 fig, 3 ref.
Ionizing radiation was evaluated as a polishing process to eliminate viruses, parasite
ova, and pathogenic bacteria from composted sludge. Salmonella enteritidis ser.
montevideo were inoculated into sterile composted sewage sludge to produce a count
greater than 1,000,000,000/gram. A dosage rate of 15 krads/minute was used to ir-
radiate the material to various levels. This material was then blended in physiologi-
cal saline at a saline/sludge ratio of 4:1. The absorbed dosage needed per 90% reduc-
tion in population was found to be about 30 krads. The resistance of bacteria in the
drier material, while expected to be greater, was about the same as that in liquid
sludge treatments. This treatment should be very effective since a dose of 1 to 2 M
rads would be used.
*Ionization, ^Irradiation, *Pathogenic bacteria, Salmonella, Sludge treatment,
Disinfection, Waste water treatment, Economics, Performance, Evaluation
Composted sludge
359
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D407
CHARACTER AND DEWATERING PROPERTIES OF SLUDGES FROM WATER
TREATMENT,
Novak, J. T.
AIChE Symposium Series, Vol. 73, No. 162, p 62-73, 1977. 15 fig, 3 tab, 13 ref.
Sludges from various Missouri treatment plants were analyzed to determine their charac-
ter and dewatering properties. Two types of sludges were found to be dominant - coagu-
lant sludges and softening sludges. Sludge characteristics would determine the best
processes for improving dewaterability or reducing sludge volumes. The parameters used
for sludge characterization were the rate of dewatering and the solids content of de-
watered slurrv. Dewaterability was determined by specific resistance measurements.
Sludges containing substantial CaC03 filtered readily and those with no softening resi-
dues had greater resistances. Sludges from plants that combined softening and coagula-
tion in a single basin filtered better than pure coagulant sludges. Increased magnesium
content increased specific resistance slightly. Coagulant metal cation levels greatly
influenced specific resistance. Dewatering was found to depend upon the coagulant metal
ion used, the calcium/magnesium ration of the sludge, and the "purity" of the coagulant
in the sludge. Increased magnesium levels decrease the capacity for obtaining high
solids concentration levels. No pattern was found for sludge compressibility data.
Four dewatering processes were evaluated. These included sand bed draining, centrifuga-
tion gravity thickening, lagooning, and vacuum filtering. A handleable sludge was
produced by vacuum filtering, but the other methods dewatered sludges to a highly viscous
sludge that could not be handled by conventional earth moving equipment. The study
parameters were quite adequate for the prediction of process performance. A final
choice of dewatering method should depend upon the sludge type, landfill location,
available land, and equipment.
*Dewatering, *Coagulation, *Filtration, Metals, Ions, Physical properties, Magnesium,
Calcium, Sludge treatment disposal, Equipment, Treatment facilities, Waste water
treatment
Specific resistance
D408
PHOTODYNAMIC INACTIVATION OF INFECTIOUS AGENTS,
Hobbs, M. F., Gerba, C. P., Wallis, C., Melnick, J. L., and
Lennon, J. S.
Environmental Engineering Laboratory,
FMC Corporation,
Santa Clara, California.
Journal of the Environmental Engineering Division-ASCE, Vol. 103, No. EE3, p 459-472,
June, 1977. 9 fig, 3 tab, 13 ref.
Investigations were conducted to develop operating parameters and equipment for the dis-
infection of sewage effluents by continuous photodynamic inactivation. Tests were
performed with clarified tap water and secondary sewage effluents which were inoculated
with poliovirus. The parameters evaluated were a pH of 10 and methylene blue, a photo-
reactive dye. Technical grade methylene blue was added to produce a concentration of
1 to 5 mg/liter methylene blue. A plug flow cell and a flow-through cell operated in
an upflow mode were used. Brief plug flow tests indicated effective photoinactivation
in tap water at pH 10 with 5 mg/liter of methylene blue. Sewage effluent was treated
with 2 mg/liter of methylene blue, at 22 C, with a 5 hour holding period. Results
showed that treatment was effective, but the rate was about 50% of that achieved with
clarified tap water. It was found that sewage effluents could be treated by high
intensity lamps in direct contact with water to increase the inactivation rate. In-
activation rates were sensitive to heat and subsequent irradiation during sensitization.
It was also proved that 1-2 mg/liter of dye was as effective as 5 mg/liter of dye.
The increased rate and lower dye requirements could provide cost savings when considered
as a unit process for waste water treatment. It was suggested that the process could
easily be incorporated into physical-chemical treatment plants. It was also suggested
for secondary treatment plants where tertiary treatment for nutrient and carbon removals
was used. Water treatment plants using lime-softening would also benefit from this
process. Chlorination and ozonation have lower capital costs. The facility's size
would be about that of a tertiary plant for phosphorus and added carbon removal.
*Disinfection, ^Irradiation, *Viruses, *Dyes, *Hydrogen ion concentration, Sewage
effluents, Water purification, Equipment, Treatment facilities, Evaluation,
Performance, Costs, Waste water treatment
Methylene hlue
360
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D409
METHOD FOR THE DETERMINATION OF THE CONDITIONABILITY OF SEWAGE
SLUDGE (Erarbeitung von Methoden zur Ermlttlung der Konditionier-
barkeit von Klaerschlaemmen),
Leschber, R., and Niemitz, W.
Vom Wasser, Vol. 47, P 187-207, 1977. 9 fig, 3 tab, 10 ref.
A method for the determination of sludge amenability to conditioning processes was
developed. The method was based on measurement of capillary suction time (GST) of
sludge after the addition of water and two standard flocculants, FeC13 and Praestol
444K, in three dosages. Measurement was made after addition and specified periods of
stirring in a standard device. Specific resistance to filtration of sludge samples
treated is measured at reduced atmospheric pressure. Standard dosages for treatment
were 10, 5, and 2.5% FeC13 and 0.5, 0.25, and 0.125% Praestol, as measured against
the dry sludge residue. The resultant determinations are most useful in creating a
more efficient sludge treatment process, especially for thickening and dewatering.
*Sludge treatment, *Analytical techniques, Particle size, Flocculation, Capillary
action, Filtration, Physical properties, Chemical properties, Dewatering, Municipal
wastes, Waste water treatment
D410
MIXER CUTS SOLIDS UP AND TIME DOWN FOR WASTE TREATMENT,
Process Engineering, p 79, March, 1977.
A mixer-disintegrator has been developed which could be applied to the improvement of
effluent treatment. One application involved comminution. Industrial and domestic
effluent debris, such as rags, rubber, and plastics, could be reduced to particles small
enough to be pumped with the effluent. Such a mixer was used in a South African pump-
ing station to reduce reeds growing in a channel from a nearby dam to the pumping sta-
tion outlet. The same device was used in England to improve the homogeneity of a
sampling station's samples. It was also applied in the aeration process for BOD re-
duction. Air introduced into a disintegrating head at a low level in the liquid is
finely homogenized and dispersed through the container. This increases air surface
area and, presumably, oxygen transfer. Contact time is also increased. The strong
action of the head prevents clogging with activated sludge or other solids. Oxygen
transfer levels of up to 30% are possible with this mechanism.
*Sewage effluents, *Mixing, *Aeration, Equipment, Industrial water, Domestic water,
Solid wastes, Pumps, Pumping plants, Biochemical oxygen demand, Costs, Waste water
treatment
361
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D411
NEW WASTE WATER TREATMENT SYSTEMS,
Modern Power and Engineering, Vol. 71, No. 3, p 34-35, March, 1977.
New waste water treatment systems are being developed for effluent pollution reduction.
A plant using high rate direct filtration is now operating in Ontario and serves a pop-
ulation of 100,000 with expansion provisions for 165,000. The plant cost was $15.8
million and expansion will add another $12.7 million. A river intake pipe provides a
40 mgd inflow which passes through a filtration and collection system at 5 gpm/square
foot. Two systems, a mixed media and a dual media filter system, are used for compari-
son of plant operation and the development of information for future expansion. Six
high-lift pumps with a 64 mgd capacity offset limited storage capacity. Elsewhere in
Ontario, a 50 mgd filtration plant is being constructed with plant, reservoir and
pumping station entirely underground. The cost of the $20 million project was raised
by $1 million by the underground construction. Liquid chlorine will be used as dis-
infectant instead of chlorine gas. The system will utilize a 5,000 foot underground
water intake pipe and sophisticated control devices. Future plans include remote
operation of the plant from a filtration plant five miles away. A holding tank will
allow treatment of backwash wastes and sludge will be discharged into sanitary sewers
for treatment. Other innovative projects for industrial waste treatment and water re-
cycling were surveyed.
*Treatment facilities, ^Filters, Pumps, Chlorination, Sludge treatment. Municipal
wastes, Industrial wastes, Costs, Design, Waste water treatment
D412
A NEW RAPID DIGESTION PROCESS FOR SEWAGE SLUDGE UTILIZATION (Ein
neues Schnellrotte-Verfahren als Beitrag zur weitergehenden
Klaerschlamm-Verwertung),
Widmer, P., and Konstandt, H. G.
Gas-Wasser-Abwasser, Vol. 57, No. 3, p 297-303, March, 1977. 5 fig, 5 ref.
A rapid sludge digestion process to prepare sludge for use in agricultural applications
was described. Any such process should inactivate pathogenic and parasitic germs;
preserve important plant nutrients, such as nitrogen and phosphorus; produce dry matter
(less than 20% water) for storage purposes; and prevent unpleasant odors. The
Fermentechnik/Roediger quick-rotting process fulfills these reauirements. The nitrogen/
carbon ratio of the product was evaluated and a flow sheet of individual process phases
was provided. Cost estimates were given for a plant which would serve a population of
13,500 people.
*Sludge digestion, *Sludge disposal, *Fertilizers, Pathogens, Nutrients, Safety,
Odor, Sludge treatment, Nitrogen, Carbon, Temperature, Waste water treatment
362
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D413
STUDY OF THE DECOMPOSITION OF ORGANIC MATTER BY THE RESPIROMETRIC
DILUTION METHOD (Untersuchungen ueber das Abbauverhalten organlscher
Stoffe mit Hilfe der respirometrischen Verduennungsmethode),
Wagner, R.
Vom Wasser, Vol. 47, p 241-265, 1977. 12 fig, 2 tab, 29 ref.
The decomposition of organic matter sewage was investigated with emphasis on bio-
degradation kinetics by the respirometric dilution method. This method used a nutri-
tious matrix which contained great amounts of organic substances to compete as nutrients
with the test substrate. A linear relationship was found between the reaction velocity
constant logarithm and the time shift constant when adaptation by selection was not
necessary. This indicated that biodegradation of individual compounds proceeded pro-
portionately faster as degradation was delayed. A preferential sequence of chemical
substances was found in the biodegradation of the nutrient matrix. Among tested sub-
stances, n-propanol was first and methanol was last in this sequence. Proper test
substances would make possible quality checks for any nutrient matrix used in biodegrada-
tion studies.
*Biodegradation, *Kinetics, *0rganic matter, Analytical techniques, Domestic wastes,
Nutrients, Evaluation, Chemical properties, Sewage treatment, Waste water treatment
D414
PURIFICATION PLANT PROJECT,
Bainbridge, G.
ASEA Journal, Vol. 49, No. 6, p 141-142, 1976. 5 fig.
The largest and most modern Australian sewage treatment plant, serving the Melbourne
area, recently became operational. Its design capacity is 291,000 cubic meters/day
and a similar-capacity second stage will be needed in the early 1980s. A 32-kilometer
gravity main trunk sewer, interceptor sewers, a purification plant, and a 56-kilometer
outfall compose the treatment system. Activated sludge purification processes are
used at the purification plant. Effluent is filtered for large objects by mechanically
cleaned screens; pumped to other similar screens for textile and similar waste material
removal; and subjected to grit removal, pre-aeration, sedimentation, aeration, diges-
tion, biological treatment, and secondary sedimentation. Supply and distribution of
electrical energy are handled by a power distribution plant and low-voltage switchgear.
•Eight unit substations are provided for power reticulation, including 415 V equipment
and 6.6 kV/415 V dry type power transformers and associated isolating switches. The
plant's equipment is of a standardized design, supplied in modular form for construc-
tion to minimize future modifications or extensions. All portions of the facility
were constructed to strict specifications.
*Treatment facilities, Water purification, Filtration, Pumping plants, Separation,
Sedimentation, Aeration, Biological treatment, Electrical equipment, Waste water
treatment
Melbourne (Australia)
363
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D415
ADVANCE SEWER PLANNING FOR RIO DE JANEIRO COASTLINE,
Ludwig, R. G., and Almeida, S. A. S.
ENCIBRA S. A.,
Rio de Janeiro, Brazil.
Water and Sewage Works, Vol. 124, No. 4, p 70-72, April, 1977. 3 fig, 3 tab, 4 ref.
Rapid development along the Rio de Janeiro coastline created a need for a comprehensive
sewage treatment plan. The 15,000 hectare area has 20 kilometers of beach front on
the Atlantic Ocean and a network of lagoons. Variations in tides, ocean currents,
density structure, and coliform disappearance rates were studied to evaluate ocean dis-
posal alternatives. Water and sediment quality, as well as profiles and seabed sound-
ings, were evaluated to assist predesign and cost estimations. Seasonal variation of
ocean currents was a major area of concern. Lagoon disposal was considered, but the
difficulty of controlling eutrophication by nutrient removal and of maintaining a high
degree of effluent quality made this alternative doubtful. Comparison showed that ocean
disposal after treatment was more feasible. Two sewerage schemes were proposed: con-
centration of regional sewage at a single disposal point, and independent systems at the
eastern and western poles of the area. The second was more economical in sewer costs,
but the necessary treatment facilities would be more costly; collection and single-site
disposal seemed most effective. Proper diffuser design and dilution values of 150 to
1 can produce waste concentrations less than those required for protection of the ocean
environment. This and a diffuser with small ports for field submergence, aided by water
currents, can produce diffusion of wastes along an extended ocean area. Interim treat-
ment, collection, and trunk sewer systems were proposed for areas which are developing
more rapidly.
*Planning, *Sewers, *Treatment facilities, *0utfalls, Design criteria, Economics,
Analysis, Waste disposal, Sewage treatment, Waste water treatment
Rio de Janeiro (Brazil)
D416
RADIATION TREATMENT OF SEWAGE SLUDGE—EXPERIENCE WITH AN
OPERATING PILOT PLANT,
Suess, A., and Lessel, T.
Radiation Physics and Chemistry, Vol. 9, No. 1-3, p 353-370, 1977. 5 fig, 11 tab,
9 ref.
A 2 1/2-year pilot study was conducted to evaluate sludge treatment by irradiation. The
West German plant was constructed with the irradiation area underground to minimize costs.
Regulatory equipment, control instruments, and a laboratory were housed above ground.
System economics, pathogenic destruction, effects on sedimentation properties, and ef-
fects of treated sludge on plants were evaluated. Several advantages were noted. Op-
eration at temperatures of 25-30 C reduced component corrosion. No breakdown of organic
nitrogen was induced and sludge volume was not increased. Good dewatering properties
could reduce flocculation chemicals and decantation facilities. Plant energy require-
ments could be reduced and nuclear fuel cycle wastes could possibly be used. The pro-
cess prevented weed seed germination and could be used to destroy parasites in fresh
sludge. The simple design required no additional service staff. The prime disadvantage
was the steady decay of the Cobalt 60 employed. Irradiation was found useful only if
sludge was to be treated during the entire year and the plant capacity was greater
than 50 cu m/day. A treatment of 210 minutes at 300 krads reduced enterobacteria by
3-4 log units. Total bacterial count and enterococces were reduced by 2 log units.
Different composition was evident in the irradiated sludge; plant germination acceler-
ated slightly after application of irradiated sludge, and yields were the same or
slightly lower than control studies. Pasteurized sludge, however, showed a nitrogen
loss, a decline in plant germination, and lower yields. Soil type and water capacity
influenced sludge effects. Studies indicated that nutrients and minor elements of
sewage sludge may be used by plants, and mineral fertilizer may be replaced.
*Irradiation, ^Pathogens, *Plant growth, Treatment facilities, Temperature, Physical
properties, Chemical properties, Design, Fuels, Economics, Equipment, Nutrients,
Waste water treatment, Sludge treatment
364
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D417
WATERTIGHT CASE FOR POND LINERS,
Chemical Week, Vol. 120, No. 23, p 40, June, 1977.
A progress report was made on the usage of plastic linings in ponds, landfills, and
reservoirs. About 110 million square feet was marketed in 1976. The amount could rise
to nearly one billion square feet by 1980. Various manufacturers predict annual market
growth rates of 15-20%. Groundwater protection regulations were one reason for the
emphasis on liners. Stricter regulatory and monitoring requirements have forced a
search for means to create leak-secure ponds. This has been especially true for land-
fill construction and the storage of hazardous materials. Reservoirs would also be
covered to prevent vandalism, algal growth, evaporation, and contamination from airborne
pollutants. Polyvinyl chloride and polyethylene liners have been the major alternative
to traditional liner materials. New materials such as thermoplastics and elastomerics
are becoming popular. Greater weatherability and resistance to a wider range of wastes
outweigh cost considerations. They also provide simpler and more secure seam sealing
methods. Cost comparisons were provided for the traditional and new plastic liner
materials.
*Linings, ^Plastics, Ponds, Landfills, Leachates, Water pollution control, Reservoirs,
Construction materials, Costs, Waste storage, Phvsical properties, Waste disposal
D418
CHEMICAL TREATMENT OF SEWAGE,
Ihakur, U. C., Dhabadgaonkar, S. M. , and
Deshpande, W. M.
Military Engineering Services,
Chandigarh, India.
Indian Journal of Environmental Health, Vol. 19, No. 1, p 16-29, January, 1977.
10 fig, 1 tab, 14 ref.
A report was presented on the reduction of raw sewage COD by alum, ferric chloride,
ferrous sulfate, and lime. Chemical treatment is an important part of advanced treat-
ment systems used to produce highly purified effluents. COD was chosen as the para-
meter for measurement of pollution strength reduction because the test sewage contained
industrial wastes and refractory compounds with non-biodegradable substances. Samples
were analyzed for pH, temperature, and alkalinity and a portion was fixed with sul-
furic acid to measure raw sewage COD. All coagulants were added in dosages of 0, 30,
60 and 90 mg/liter, except lime which was added to increase pH to 11.0. Results in-
dicated an optimum alum dosage of 60 mg/liter for COD removals of 52-62%. Ferric
chloride and ferrous sulfate optimum dosages were 30 mg/liter for COD removals of 60-
70%. It was found that COD reductions for the coagulants above COD reductions without
coagulation were 25-35% for 30 mg/liter of ferric chloride and ferrous sulfate. There
was no significant COD removal above '0' dosage for alum up to 30 mg/liter; increasing
dosages from 60-90 mg/liter produced no substantial benefits. Observations indicated
that, at all dosages, there was an increase in percentage removal of COD with in-
creased raw sewage COD up to 700-800 mg/liter. Lime at pH 11 caused a 78-88% COD re-
duction in raw sewage. The addition of alum to lime treatment increased COD reduction
by 4-5% and improved effluent clarity. Without coagulants, raw sewage COD reductions
varied from 35-55%. Alum was considered most suitable when sludge volume production
was a major consideration. The ratio of sludge volume was highest when lime coagula-
tion was used.
*Chemical treatment, *Water purification, Chemical oxygen demand, Sewage treatment,
Coagulation, Analysis, Lime, Sludge, Treatment facilities, Waste water treatment
Alum 355
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D419
WASTE WATER MICROBIOLOGY,
Taber, W. A.
Texas A&M University,
College Station, Texas,
Department of Biology.
Annual Review of Microbiology, Vol. 30, p 263-277, 1976. 238 ref.
Microbiological aspects of waste water composition and treatment are reviewed. Taxono-
mic classification of bacteria and yeasts present in waste water remains problematic.
Little is known about the effect of environmental conditions and mixed nutrients
on substrate utilization, or about possible interactions among microorganisms. Con-
siderable advances have been made in the use of microorganisms for reducing BOD and
nitrogen content of waters. Microbial waste water treatment mineralizes organic mat-
ter, lowering BOD; removes minerals by removing cells growing on wastes; and inacti-
vates pathogenic bacteria, yeasts, and viruses. In activated sludge treatment, it is
believed that the zoogloeal matrix or floe is produced by the bacterium Zoogloea raml-
gera Itz. There is also the possibility that the taxon does not exist or that the
floe is produced by conventional bacteria. A zoogloeal mass is desired since it settles
out and allows discharge of clarified supernatant with lowered BOD. Conventional bac-
teria are undesirable because they deter settling. High concentrations of flagellates
reflect overloading of the system. Yeasts and molds are present, but play a minimal
role in BOD reduction; however, fungi play a major role in the trickling filter. In
addition, bacteria and algae are abundant in the trickling filter treatment. Algal
growth in aerobic lagoons favors BOD removal during the day due to oxygen production,
but inhibits BOD removal at night due to oxygen consumption. In anaerobic treatment
systems, methane is produced from microbial activity and algae and photosynthetic
bacteria are often present. The protozoa present are not useful in reducing BOD.
Fungi and yeasts which may metabolize certain substrates are also in evidence.
^Microbiology, ^Microorganisms, *Yeasts, *Waste water treatment, Industrial wastes,
Bacteria, Biochemical oxygen demand, Temperature, Nutrients, Nitrogen, Methane,
Gases, Biological treatment, Chemical wastes, Pulp wastes, Algae, Anaerobic conditions,
Aerobic treatment, Tertiary treatment, Treatment facilities, Water purification
D420
NITROGEN FIXATION (ACETYLENE REDUCTION) IN A SALT MARSH AMENDED
WITH SEWAGE SLUDGE AND ORGANIC CARBON AND NITROGEN COMPOUNDS,
Hanson, R. B.
Skidaway Institute of Oceanography,
Savannah, Georgia.
Applied and Environmental Microbiology, Vol. 33, No. 4, p 846-852, April, 1977.
2 fig, 5 tab, 36 ref.
Results of a 12-month study on nitrogen fixation in a sewage sludge-amended Spartina
alterniflora salt marsh were reported. Four 100-meter plots were used, two of these
treated with sludge to the equivalent of 4 grams of nitrogen per square meter. The
effects of nutrient amendment were also studied on similar plots, divided into 10
treatment areas. Half of these areas were clipped of S. alterniflora and enclosed in
lawn edging to prevent lateral root movement. Clipped and undipped plots were in-
jected with glucose, ammonium nitrate, a combination of the two, rhodamine WD, and dis-
tilled water as a control. The acetylene reduction method was used to measure nitrogen
fixation. No significant difference was found between the sludge-amended plots and the
controls. Apparently sludge enhanced rhizosphere nitrogen fixation in the soil through
stimulation of Spartina production. Other processes, however, such as denitrification,
may be inhibited by sludge treatment. In the clipped and undipped plots, nitrogen
fixation was significantly lower in the clipped plots due to the lack of carbon input
via the roots. Nitrogen fixation in the ammonium nitrate-enriched undipped plot was
increased, indicating that increased Spartina production from nitrogen addition out-
weighed the inhibitory effect of inorganic nitrogen on nitrogen fixation. Glucose
addition inhibited nitrogen fixation in the soil, perhaps due to its stimulation of
microbial activity.
*Nitrogen fixation, *Salt marshes, *Marsh plants, Metabolism, Nutrients, Organic
carbon, Nitrogen compounds, Algae, Sludge disposal, Waste water treatment
Spartina alterniflora, Glucose, Ammonium nitrate
366
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D421
EXPERIENCES WITH THE ORGANIC CARBON ANALYZER (TOC) BY MERZ FOR
ROUTINE MONITORING AT THE BASF PURIFICATION PLANT
(Erfahrungen mit dem TOC-Schnellbestiraraer nach Merz in der
Routineueberwachung der BASF),
Buechs, L., and Merz, W.
Vom Wasser, Vol. 47, p 267-274, 1977. 3 fig, 3 tab, 3 ref.
The analysis of treatment plant effluent and river water by the use of Merz's rapid
TOC analyzer was discussed. TOC (total organic carbon) as a measure of the concen-
tration of organic substances is more effective in monitoring received water than
COD, which only measures chemical oxidizability. Methods were compared for measuring
both TOC and COD in potable water, river water, non-contaminated cooling water, and
effluents with various levels of contamination. Rapid TOC analysis was more accurate
and less prone to interference than COD methods. The TOC method can be completely
automated.
*Pollutant identification, *0rganic carbon, Analytical techniques, Monitoring,
Effluents, Chemical oxygen demand, Water pollution control, Automation, Water
purification, Cooling water, Organic matter, Waste water treatment
D422
EFFLUENT TREATMENT VERSUS DISPOSAL THROUGH LONG SEA OUTFALLS,
Staples, K. D.
J.D. and D.M. Watson,
High Wycombe, England.
Chemistry and Industry, No. 9, p 333-335, May, 1977.
Considerations in choosing sewage disposal by long sea outfalls or additional effluent
treatment in coastal areas were presented. Environmental and economic concerns were
discussed. Policies which attempted to accomplish zero discharge were found very
expensive and of doubtful necessity. Limited treatment and longer outfalls were
proposed for some areas. Several limitations on marine disposal were listed. Wastes
with buoyant, identifiable solids usually require treatment by screening to avoid
possible accumulation on shorelines. Heavier solids should be removed when a long
outfall is used in areas with high flow variations, to avoid pipeline siltation.
Effluents with high oxygen demand, high or low pH, and degradable toxic compounds
should only be discharged in long outfalls where high initial dilution is possible.
Long outfall engineering involves a high initial cost and low operating costs when
compared with land treatment plants. The outfall length would vary with effluent
strength and character. Definitive cost evaluation must be made on the basis of
individual situations. Cost factors may promote in-house industrial waste treatment
with discharge to public sewer facilities for small waste quantities. Outfalls were
considered most feasible when large waste quantities were disposed, or when wastes
were easily degraded or oxidized at sea. They were also found viable when the waste
source was reasonably close to the coast.
*0utfalls, *Water policy, *Planning, Treatment facilities, Sewage effluents,
Oxygen demand, Solid wastes, Engineering, Hydrogen ion concentration, Costs, Physical
properties, Chemical properties, Waste water treatment, Waste disposal
367
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D423
FERMENTATION TECHNOLOGY,
Humphrey, A. E.
Chemical Engineering Progress, Vol. 73, No. 5, p 85-91, May, 1977. 15 fig, 18 ref.
The incorporation of fermentation into waste water treatment processes was considered
among several applications of fermentation technology. These processes have been
found to be important in the activated sludge treatment. Research during the
development of the UNOX system showed that BOD could be controlled by the food/biomass
ratio. It was noted that a sludge with much better settling characteristics could
be produced. Waste water denitrification could be achieved with a one-pass system
rather than the usual two-step system. Placing the anaerobic stage first, followed
by an aerobic treatment, produced a high internal recycle system that required no
carbonaceous energy source. Influent BOD drove the reaction and the process had a
lower oxygen demand than a conventional activated sludge system. A system which
involved the removal of phosphate in a polymeric form such as polymetaphosphate was
recently investigated. It was shown that this form could perform as a phosphagen
analogous to the energy transfer compound, creatine phosphate. The perfection of
this system could avoid the banning of phosphate detergents. The production of
methane gas was investigated as an energy source. Fermentation as a means of gen-
erating food and feed from raw material sources was also studied.
^Fermentation, AWaste treatment, Sludge treatment, Activated sludge, Sedimentation,
Physical properties, Anaerobic conditions, Biomass, Biochemical oxygen demand,
Denitrification, Phosphates, Waste water treatment, Gases, Foods, Energy
D424
IDENTIFICATION OF THE VIRUCIDAL AGENT IN WASTE WATER SLUDGE,
Ward, R. L., and Ashley, C. S.
Sandia Laboratories,
Albuquerque, New Mexico.
Applied and Environmental Microbiology, Vol. 33, No. 4, p 860-864, April, 1977.
3 fig, 3 tab, 4 ref.
Experiments were conducted to determine the identity of a viricidal agent in sludge.
Raw and anaerobically digested sludge samples were mixed with a 10-fold dilution of
virus and incubated. Sodium dodecyl sulfate was added to break up viral aggregates.
General properties of the agent were determined. It was found to be small and heat
stable. Attempts at isolation by distilling digested sludge recovered more than 95%
of viricidal activity in the first 15% of the distillate. A fraction of the first
10% of the distillate was treated with activated charcoal since the agent was thought
to be a small, volatile, organic compound. Ammonia was recovered from this process
and tested, as ammonium chloride, to determine its viricidal activity. The results
proved that ammonia was the source of poliovirus inactivation. Viricidal activity
was evidenced by ammonia only at a pH greater than 8, and increased with increasing
pH values. Viricidal activity in raw sludge was similarly pH-dependent. These re-
sults applied to poliovirus type 1 strain CHAT. Further tests showed that ammonia
was an effective viricide for the picornavirus group, but that reovirus was insensi-
tive to ammonia under these conditions. It was suggested that raising the pH of
sludge would be effective in inactivating sludge viruses.
*Viricides, '''Viruses, *Ammonla, Sludge treatment, Hydrogen ion concentration,
Anaerobic digestion, Organic compounds, Chemical analysis, Waste water treatment
363
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D425
LACEY, OLYMPIA, TUMWATER, AND THURSTON COUNTY WASTE WATER
TREATMENT,
Consulting Engineer, Vol. 48, No. 5, p 79, May, 1977.
A study was conducted to develop cost effective waste water collection, treatment,
and disposal processes for a complex treatment facility in Olympia, Washington.
The objective was to upgrade receiving water to a state fit for water recreation and
shellfish harvesting. The study had to provide a treatment program for a combined
population of 50,000 and a brewery which produced major organic discharges. Water
quality analysis, planning criteria development, environmental evaluation, treatment
and disposal alternatives, and institutional and financial considerations were in-
volved. The poor quality of the receiving waters was due to primary treatment, in-
sufficient system capacity, and high inflow/infiltration in the collection system.
This resulted in frequent and substantial overflows of untreated storm water and raw
sewage mixtures into the inlet. Final recommendation was for a unified, upgraded,
and enlarged treatment facility at the present primary treatment plant. This facility,
with an improved and repaired collection system, would be sufficient. Equalization
basins would store peak storm flow from all sources. Pure oxygen and ozone would be
used to decompose organics and destroy bacteria and viruses. This plan would reduce
treatment scale and plant site size, while eliminating the costs and problems of
chlorine usage.
*Treatment facilities, *Sewers, Water purification, Infiltration, Organic matter,
Water quality control, Storm water, Costs, Flow, Planning, Water resources
development, Waste water treatment
D426
MICROFLOTATION IN EFFLUENT PURIFICATION (Mikroflotation in der
Abwasseraufbereitung),
Dobias, B.
Vom Wasser, Vol. 47, p 210-217, 1977. 4 fig, 1 tab, 20 ref.
The theory and technology of microflotation in waste water treatment were reviewed.
The foam separation method was found to remove finely dispersed particles from
water or aqueous solutions. A summary of Stockholm's utilization of the flotation
cell for waste water treatment was presented.
*Flotation, *Water purification, Separation techniques, Suspended solids, Particle
size, Treatment facilities, Urban areas, Municipal wastes, Waste water treatment
Stockholm (Sweden)
369
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D427
THE HANDLING OF NITROGENOUS WASTES IN RURAL INDIA,
Rao, T. S.
Andhra University, Waltair, India, Department of
Environmental Engineering.
Ambio, VoL. 6, No, 2-3, p L34-136, 1977. 1 fig, 1 tab, 13 ref.
The disposal of nitrogenous wastes in rural India was discussed. Human, agricultural,
and animal wastes can be recycled so that their nitrogenous contents may be applied
for useful purposes. Domestic human waste disposal systems were proposed depending
upon depth of ground water tables. High groundwater areas allow the use of flushing
toilets and public latrines. Wastes can be transported to oxidation lagoons via
sewers and lined, open surface drains. Stabilized effluent may be discharged to
waterways, used to recharge groundwater, or to fertilize crops. Treated effluent may
also be pumped to a reservoir to provide nutrients for algal growth and increased fish
production. Areas with low water tables could utilize less expensive disposal alter-
natives such as bore-hole latrines with or without water seal, pit-latrines, or leach-
ing cesspools with earthen rings or bamboo—matting for lining. Aqua privies with re-
verse filters, septic tanks with soakage pits, or dispersion trenches could be used in
hard and rocky areas with Low water tabLes. The Latter couLd be used in community
bio-gas pLants to produce methane gas for cooking and lighting. The sludge from this
method has a. high nitrogen content and could be used for composting. In sandy soils,
latrines and cesspools must be well above the water table to avoid contamination.
Drainage well above flood level was suggested. Costs for treatment plants were esti-
mated to be about five times greater than that of oxidation ponds.
*Nitrogen compounds, *0xidation lagoons, *Water tables, Waste disposal, Sewers,
Drainage, Nutrients, Fertilizers, Methane, Gases, Soil types, Waste water treatment,
Rural areas
India
D428
CONCEPT, RESEARCH, APPROVAL...AN EFFLUENT IRRIGATION PROJECT,
Consulting Engineer, VoL. 48, No. 5, p 77, May, 1977.
A marshland irrigation system was proposed for the disposal of treatment plant effluents
in Michigan. Two possible advantages were seen: an estimated cost savings of $700,000
over the use of a conventional irrigation system, and improved food supply and wild-
life proliferation in the marsh area. Because of the lack of data on wetLands irriga-
tion in Michigan, a test program was conducted before project approval. The test area
was evaluated through plant, soil, and insect samples and through water quality tests.
The organic deposits proved excellent in nutrient removal without overloading, and no
adverse effects were detected in the test program. The application of 12.5 million
gallons of waste water during 1975 and 1976 continued to produce favorable results
without adverse effects. The marsh ecosystem was not damaged, and plants grew larger
and greener. The irrigation project was accepted as financially and environmentally
feasible.
*Marshes, *Irrigation, Food chains, Wildlife management, PLanning, Waste disposaL,
Organic matter, Nutrients, Treatment faciLities, Costs, Waste water treatment
370
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D429
TREATMENT OF EFFLUENTS: MODERN METHODS OF SEWAGE DISPOSAL,
Howell, J. A.
Swansea University, Wales, Department of Chemical
Engineering.
Oceans, No. 3, p 63-67, May, 1977.
Various treatments of sewage effluents and disposal methods were described. Major
emphasis was placed on disposal involving the oceans. It was noted that the use of
outfalls for raw sewage disposal was based on the assumption that there was no danger
of bacteriological contamination of beaches. Most recent considerations of the matter
suggest that outfalls can be used for partially treated sewage which contains no
visible identifiable floating material or toxic compounds. The outfall should extend
at least a kilometer beyond the low water level, far enough to avoid shoreline con-
tamination. Ocean disposal of sludge was also considered as a major problem. Bio-
logical and physicochemical treatment processes were described. The activated sludge,
UNOX, and Id deep-shaft processes were valued for their production of low sludge
volumes which could be disposed by such methods as incineration. Physicochemical
treatment was suggested for three types of pollutants: heavy metals, exotic new
chemicals, and bulk industrial effluents. Other treatment processes included settling,
sand filtration, coagulation, and flocculation of colloids by polymers or aluminum
hydroxide. These processes can be followed by disposal through chemical decomposition,
incineration, or wet air oxidation.
*Water pollution control, *Waste disposal, *0utfalls, *Industrial wastes, *Municipal
wastes, *Heavy metals, *Chemicals, Toxicity, Sludge disposal, Incineration, Biological
treatment, Activated sludge, Chemical treatment, Flocculation, Waste water treatment
UNOX, Wet air oxidation, Ocean dumping
D430
PHYSICAL CHEMICAL TREATMENT PLANT DESIGN,
Gulp, G. L.
CH2M-H111,
Reston, Virginia.
1972. 33 p, 7 fig, 3 tab, 1 ref. NTIS Technical Report PB-256 957.
Techniques for determining the efficiency of physical-chemical treatment processes
for waste water, and the parameters of treatment plant design, were discussed. All
processes utilize coagulation and sedimentation for the removal of suspended solids,
and of phosphorus in some instances. Some processes also use filtration for such
removal. Soluble organics are removed in all processes by the use of activated carbon.
Pilot studies should be done when possible to aid in determining design parameters.
Laboratory studies on representative water samples can generate suitable data. Tests
were presented to aid in the selection of coagulants—polymers, lime, iron salts, or
aluminum salts. Design criteria considered include: flow; chemical feed, rapid mix,
and flocculation; charifer sizing; recarbonation; filtration; granular carbon adsorp-
tion; and carbon regeneration. Other considerations include sludge dewaterability,
disposal costs, and quantities.
*Design criteria, *Ef ficiencies, '''Treatment facilities, Chemical treatment, Physical
properties, Coagulation, Filtration, Sedimentation, Dewatering, Flocculation,
Flows, Adsorption, Carbon, Phosphorus, Suspended solids, Sludge treatment, Waste
disposal, Economics, Evaluation, Organic matter, Separation techniques, Water
purification, Waste water treatment
371
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DA 31
COST-EFFECTIVE COMPARISON OF LAND APPLICATION AMD ADVANCED
WASTE WATER TREATMENT,
Pound, C. E., Crites, R. W., and Smith, R. G.
USEPA Waterside Mall,
Office of Water Program Operations MCD (HH-547),
Washington, D. C.
1975. 25 p, 4 fig, 13 tab, 4 ref. NTIS Technical Report PB-257 448.
A report was presented on the cost-effective comparison of land application and
advanced waste water treatment (AWT) systems. Important factors for comparison
included: pretreatment, conveyance, storage, application, and local land
assessment. The sensitivity of land application systems to design criteria
variations was illustrated with cost curves. Several general conclusions were
drawn from these curves. Land application systems presented less economy of
scale than AWT systems. At low flow capacities land application systems could
remain economically competitive, even with higher land costs, but were more
sensitive to conveyance distance costs. Site conditions could create cost
variations of 300+% for irrigation, overland flow, and infiltration-percolation
systems. Irrigation cost variations were more extreme due to a greater number
of cost component variables. The federal share is a higher percentage of total
costs for land application systems than for AWT systems since for land application
systems capital costs (75% federal) are higher and operating and maintenance
costs (100% local) are lower. The data provided was for general comparisons of
the two systems, and should not be used to determine costs of specific alternatives
in the planning process.
*Design criteria, *Cost comparisons, ^Tertiary treatment, ^Irrigation, *Infiltration,
*Percolation, *Flow, Economies of scale, Variable costs, Cost analysis, Water
conveyance, Land appraisals, Sites, Storage, Overland flow, Water water treatment
Land application systems, Advanced waste water treatment
D432
ENVIRONMENTAL IMPACTS OF ADVANCED WASTE WATER TREATMENT AT
ELY, MINNESOTA,
Kibby, H., and Hernandez, D. J.
Corvallis Environmental Research Laboratory,
Environmental Protection Agency,
Corvallis, Oregon.
1976. 30 p, 1 fig, 17 tab, 19 ref. Technical Report EPA-600/3-76-092.
Resource utilization and pollutant generation were assessed at an AWT facility in
Ely, Minnesota. The plant used a conventional secondary treatment system followed
by tertiary treatment. The latter treatment consisted of, two solids-contact
clarifiers, a flow-splitter box, and dual media filtration for phosphorus removal.
Backwash water was returned to the secondary plant influent line. Filter effluent
was either chlorinated and discharged, or recycled as process water. Annual direct
use sources were: lime (538 tons), C02 (168 tons), chlorine (5.2 tons),
electricity (780,000 kwh), fuel oil (63,000 gallons), FeC13 (44 tons), sulfuric
acid (82 tons), and polymers (670 pounds). Data was also provided on the production
of these resources. Resultant pollutants were grouped as discharges to air, land,
or water. The collected data indicated resources needed and pollutants to be
expected at any similar facility.
*Tertiary treatment, *Resources, *Pollutants, Pollutant identification, Water
pollution, Air pollution, Soil contamination, Chemicals, Lime, Chlorine,
Electricity, Fuels, Polymers, Chemical analysis, Waste water treatment
Resource utilization, Pollutant generation
372
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D433
CLEANSING THE RIVER TYNE,
Norgrove, W. B.
Northumbrian Water Authority, Bosforth,
Newcastle-upon-Tyne, England.
Chemistry and Industry, No. 9, p 344-348, May, 1977. 3 fig, 1 tab, 4 ref.
Efforts to reverse the effects of pollution in the River Tyne, England, were
reviewed. The river has received wastes from the coal and iron industries since
the 19th century. Its self-purification and re-oxygenation capacities have been
negated. Crude sewage from 88% of the population is directly discharged to
the river; sewage from 7% is discharged through outfalls; 5% receives some
treatment. Sea water and fresh water in the river produce an upstream bottom
flow which traps much of the organic solids pollution. A long sea outfall was
determined to be economically unfeasible. A two-site treatment system with
interceptor sewers was chosen. Liquid crude sludge will be disposed at sea by
tankers. New interceptor sewers are being constructed and designed to accommodate
a population of 1.3 million and associated industrial influents. A vortex type
overflow will be used, in areas where steep gradients and super critical flow
velocities exist, to separate the initial combined flow. A progress report on
construction, which began in 1973, was provided. The projected cost for this
effort was expected to be about 142 million pounds.
*Water pollution control, ^Rivers, Sewage disposal, Treatment facilities, Sludge,
Overflow, Design criteria, Sewers, Waste water treatment, Planning
Tyne River (England)
D434
PRELIMINARY INVESTIGATIONS IN WATER TREATMENT WITH HIGH
ENERGY ELECTRON BEAMS,
Gallien, C., Icre, P., Levaillant, C., and Montiel, A.
Radiation Physics and Chemistry, Vol. 9, No. 4-6, p 775-787, 1977. 2 fig, 5 tab,
17 ref.
An investigation of high energy electron beam waste water treatment was presented.
Three aspects of this treatment were considered. The effects of treated water on bio-
logical processes were tested. Studies were conducted to determine chemical changes
in the treated water. The question of adequate pathogen reduction, as well as optimum
doses for this purpose, was investigated. An industrial irradiator was used which
uniformly scanned a width of 400 millimeters with a maximum energy of 6 MeV and passage
speeds of 0.12-12 meters/mn. Radiation was adjustable from 100 krads to 5 Mrads.
Biological tests were conducted on embryonic development of the amphibian Pleurodeles
waltlii (Michahelles). No perturbations in embryo development resulted from water
treated with doses of 100 krads to 2 Mrads. There were no caryotvpe aberrations or
mutagenic effects noted in the embryos grown in treated water samples. A "tanning"
effect on the egg chorion may have resulted from chemical modification. Chemical
analysis revealed no significant pH changes and minor chemical changes such as an in-
crease in the nitrite ion concentration. Bacterial studies were conducted with E.
coli, K. pneumoniae, and S. faecalis. The doses used were 200 krads and 1 Mrad. A
dose of 200 krads completely destroyed the enterobacteria and produced a 99.93% re-
duction of S. faecalis. Data suggested that dose selection was only dependent upon the
sterilization threshold objectives for a particular application and upon economic con-
siderations. Irradiation was judged more satisfactory, from a biological standpoint,
than chemical treatment.
*Irradiation, *Chemical reactions, ^Genetics, *Radioactivity effects, Pathogenic
bacteria, Coliforms, Streptococcus, Amphibians, Hydrogen ion concentration, Nitrites,
Chemical analysis, Waste water treatment, lonization
P. waltlii, K. pneumoniae
373
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D435
SLUDGE PASTEURIZATION BY HEAT AND IONIZING RADIATION. RESULTS OF
A STUDY FOR THE EFFLUENTS PURIFICATION PLANT, BERN-NEUBRUECK
(Schlammhygienlsierung durch Waerme und ionisierend Strahlen:
Ergebnisse einer Verfahrensstudie fuer die ARA Bern-Neubrueck),
Huber, J., and Meyer, M.
Gas-Wasser-Abwasser, Vol. 57, No. 5, p 385-394, 1977. 8 fig, 1 tab, 22 ref.
The Bern-Neubrueck waste water treatment plant was designed to provide sludge for
agricultural applications. Three sterilization processes were evaluated for a flow of
313 cu m/day. One option was pasteurization at 70 C for 30 minutes. Another was radi-
ation with high energy electrons with an energy of 1 MeV at a dose of 300-400 krad.
The third alternative was gamma irradiation with cobalt-60, using the batch process,
at 300-400 krad. Data were presented on filtration and sedimentation characteristics
of the treated sludge. Gamma irradiation was eliminated on the basis of economics.
Since pasteurization and electron irradiation had approximately the same costs, a
final decision should be based on other parameters. Electron irradiation might be
more suitable for the Bern area because irradiated sludge Is less odoriferous than
pasteurized sludge.
*Irradiation, Gamma rays, Filtration, Sedimentation, Physical properties, Economics,
Sludge treatment, Evaluation, Costs, Waste water treatment
Pasteurization, Electron irradiation
D436
ALUM SLUDGE DISPOSAL PROBLEMS AND SUCCESS,
Nielsen, H. L.
East Bay Municipal Utility District,
Oakland, California.
American Water Works Association Journal, Vol. 69, No. 6, p 335-341, June, 1977.
1 fig, 6 tab.
Government regulations on the discharge of pollutants were the basis of the investiga-
tion of alum disposal at two California treatment plants. One plant discharged efflu-
ents into a creek which had negligible natural flow during the summer. Creek waters
were discolored and a fan-shaped area of turbid water extended into the San Francisco
Bay. A minimum year-iound flow was needed to eliminate odor problems caused by stag-
nant waters. Three options were considered after the plant was ordered to meet creek-
discharge standards. One was ponding sludges on site with sludge thickening, air evapor-
ation, and offhaul of dried sludge. The second involved ponding, thickening and pump-
ing to watershed lands for final ponding, and air-drying. Maximum sludge dewatering
and truck offhaul was the last alternative. The latter was the most economical solu-
tion. The process consisted of wash-water-settling basins, sludge clarifiers, a reclaim
pumping plant to recycle reclaimed water to raw water line, and a dewatering chamber
with scroll centrifuges. Clarifier overflow discharged to the creek provided the flow
needed to reduce odor problems. The second plant's discharge effects were similar, but
less severe. A reclamation facility was constructed to include wash-water-settling
basins, a reclaimed water and sludge transfer pumping plant, and a continuous belt-
type dewatering unit. Supernatant was recycled to the raw water system after pressure
filtration. Sludge, with polymer added, was passed to the dewatering unit. The process
produced minimal turbidity in the filter-plant raw water. A sludge with the necessary
solids content for continuous dewatering was produced.
*Treatment facilities, *Sludge treatment, *Water pollution control, Water purification,
Dewatering, Waste disposal, Polymers, Turbidity, Color, Odor, Performance, Equipment,
Waste water treatment
374
Alum sludges ~"
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D437
REMOVAL OF ORGANIC RESIDUAL MATTER FROM EFFLUENTS WITH THE AID OF
MACROPOROUS ADSORPTION RESINS (Entfernung von organischen Reststoffen
aus Abwaessern mlt Hilfe von Makroporoesen Adsorberharzen),
Rueffer, H., and Schilling, J.
Vom Wasser, Vol. 47, p 155-177, 1977. 19 fig, 7 tab, 27 ref.
Pilot and laboratory studies were performed to investigate the use of macroporous
ion exchange resins for the removal of organic compounds from domestic and industrial
sewage. Organic matter reductions up to 90% were evident after a 30-60 minute contact
period. Large surface concentrations were found through equilibrium adsorption tests,
especially with high concentrations of industrial waste water. Freundlich isotherms
indicated an increased adsorption capacity when waste water concentrations were in-
creased. Further study of the regeneration process was suggested.
*0rganic compounds, *Adsorptlon, *Ion exchange, *Resins, Industrial wastes, Domestic
wastes, Equations, Separation techniques, Sewage effluents, Waste water treatment
D438
BIOLOGICAL REGENERATION OF POWDERED ACTIVATED CARBON ADDED
TO ACTIVATED SLUDGE UNITS,
DeWalle, F. B., and Chian, E. S. K.
Illinois University,
Urbana,
Department of Civil Engineering.
Water Research, Vol. 11, No. 5, p 439-446, 1977. 9 fig, 2 tab, 33 ref.
A study was conducted to Investigate the effect of powdered activated carbon (PAC) on
adsorption and biological regeneration in activated sludge units. PAC equilibrium con-
centrations of 0, 15, 300, and 1,000 mg/liter were introduced into plug-flow activated
sludge units with sludge ages of 3, 5, 10, and 15 days. Average COD removals were
found to be independent of sludge age. A mathematical model was developed for the pre-
diction of organic matter concentration reductions resulting from PAC addition. The
Freundlich equation was used to describe the adsorptive behavior. The daily regener-
ated capacity as affected by the ratio of biological solids to activated carbon was
also included. An apparent increase of maximum adsorptive capacity was observed with
increased cell residence time in the units. The removal of slowly degradable organics
could be caused by biological processes. This would free or regenerate some adsorp-
tion sites and increase PAC apparent adsorptive capacity. An important parameter could
be the relationship of activated sludge concentrations to activated carbon concentra-
tions. It was noted that a higher relative magnitude of biomass produced easier PAC
regeneration. It was concluded that the relative ratio of biological solids to carbon
solids would determine the magnitude of daily regeneration. Daily regeneration In-
creased approximately with the square root of the influent concentration. Further
research was begun to confirm the model.
*Activated carbon, *Activated sludge, *Model studies, Separation techniques,
Organic matter, Bacteria, Adsorption, Biological treatment, Physical properties,
Equations, Chemical oxygen demand, Sludge treatment, Waste water treatment
Powdered activated carbon (PAC), Freundlich equation
375
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D439
SELECTED ORGANIC PESTICIDES OCCURRENCE, TRANSFORMATION AND
REMOVAL FROM DALLAS DOMESTIC WASTEWATER,
Saleh, F. Y.
Dissertation Abstracts International B, Vol. 37, No. 11, p 5590-5591, May, 1977.
A pilot study was conducted of the occurrence, transformation, and removal of chlorin-
ated organic pesticides from waste water in Dallas, Texas. The plant studied contained
completely mixed activated sludge units, chemical treatment, mixed-media filters, and
activated carbon beds. Activated sludge units were operated in a nitrifying mode. Alum-
lime and lime-ferric chloride mixtures were used as coagulants. The first study phase
developed a characteristic profile of organic residues in feed and effluent from each
process and traced the effects of each unit on the profile. Identification and quanti-
fication of major components, detected in the residue profiles, composed the second
phase. The two-vear study revealed a limited number of peaks with a relative reten-
tion time of 0.36 to 4.2. Major peaks were less than 1.3. These peaks were identified
as aldrin; dieldrin; op'DDT and its analogs; pp'DDT and its analogs; 2,4-D alkyl esters;
and inorganic salts of 2,4-D. Activated sludge biological treatment removed insignifi-
cant amounts of chlorinated organic pesticides. Transformation of one compound to
another was characteristic of this process. Alum-lime and lime-ferric chloride treat-
ment slightly reduced detected organic residues. Only DDT compounds were removed by
chemical coagulation. Variable reductions were found for aldrin, dieldrin, and 2,4-D
alkyl esters. Multimedia filters evidenced no effectiveness in the removal of organic
residues from activated sludge effluents or solids contact effluents. Activated carbon
columns were found best for removing chlorinated organic pesticides from chemically
treated and filtered waste water. After a year, breakthrough of some compounds was
observed in the activated carbon tests.
*Chlorinated hydrocarbon pesticides, ^Pesticide residues, *Pesticide removal,
^Pollutant identification, *Water purification, Chemical analysis, Biological treatment,
Chemical reactions, Coagulation, Filtration, Activated sludge, Activated carbon,
Municipal wastes, Domestic wastes, Waste water treatment
Dallas (TX)
D440
PHOSPHATE REMOVAL STUDIES AT BARRIE WATER POLLUTION CONTROL
CENTRE,
Seldon, J.
Water and Pollution Control, Vol. 115, No. 5, p 30-32, May, 1977. 4 fig, 2 tab.
A study of phosphate removal was conducted at Barrie Water Pollution Control Centre,
Ontario, Canada. Required removal was 80% of the total incoming phosphate, but the
plant's goal was an environmentally more beneficial level of less than 1 mg/liter
final effluent phosphate. The plant was adding approximately 115 mg/liter of aluminum
sulfate at the discharge of the aeration tanks at the beginning of the study. The
dosage was reduced to approximately 50 mg/liter over a 12-month period. Final effluent
phosphate levels were found to increase in direct proportion to the decrease in alumi-
num sulfate dosage. It was found that under normal conditions, the addition of 55
mg/liter of aluminum sulfate consistently produced a total phosphate level of less
than 1 mg/liter in the final effluent. This dosage appeared to be the minimum for
acceptable phosphate removal. Reducing the dosage from 115 to 55 mg/liter resulted in
a $40,000 annual saving in chemical costs.
*Phosphates, *Chemical treatment, *Sulfates, Separation techniques, Treatment
facilities, Effluents, Waste water treatment, Costs
Aluminum sulfate, Barrie Water Pollution Control Center (Ontario, Canada)
376
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D441
BRAZIL—A MARKET FOR BRITISH EFFLUENT AND WATER TREATMENT
PLANT MANUFACTURERS,
Bradley, R. M.
Effluent and Water Treatment Journal, Vol. 17, No. 4, p 169-174, April, 1977. 2 fig,
3 tab, 9 ref.
The water treatment problem in Brazil is discussed. Brazil is one of the largest,
fastest-developing, and resource-richest nations in the world. Rapid population
growth, heavy industrialization, and urbanization have caused increased water pollu-
tion problems. Sanitation facilities have not kept pace with population, and indus-
trial treatment facilities are inadequate. Even sewage which is collected is often
disposed of in its raw state. Recently steps have been taken to balance industrial
needs against health and environmental concerns. Through the 1971 National Sanitation
Plan (PLANASA), instituted to finance public health engineering works, piped water
connections have increased 38%. Simple treatments such as stabilization lagoons and
long sea outfalls are stressed. Efforts to spur the economy have resulted in re-
strictions which favor the development of local water treatment manufacturing plants.
*Water pollution, *Regional development, *Sewage treatment, Sewers, Industrial wastes,
Waste water treatment, Cities, Public health, Regional economics, Oxidation lagoons,
Outfall sewers, Sanitary engineering, Municipal wastes
National Sanitation Plan (Brazil)
D442
STERILIZATION OF PURIFICATION PLANT SLUDGE BY MEANS OF ELECTRON
RADIATION (Hygienisierung von Klaerschlamm durch Elektronenbestrah-
lung),
Tofaute, K.
Brown Boveri Mitteilungen, Vol. 64, No. 3, p 164-170, 1977. 11 ref.
A process for the electron radiation sterilization of purification plant sludge, with
subsequent use as agricultural fertilizer, is described. It was found that a minimum
dose of 300 krad was adequate to rid the sludge of microorganisms. The size of the
electron accelerator, with indicators: accelerator voltage in kV or mV, beam current
in mA, and beam efficiency as the product of the former and the latter in kW, depended
on various operational parameters. Accelerator voltage (kV or mV) determined measure-
ment for depth of beam penetration in mm and therefore magnitude for the thickness of
the sludge layer to be formed. Beam efficiency (kW) was converted into energy dose
performance (mrad x kg/hr) as magnitude for quantity of processed sludge at a certain
dose involving beam efficiency utilization. Energy dose performance in mrad x kg/hr
could be calculated from the beam efficiency based on the formula: 1 kW 360 mrad x
kg/hr. The power dose performance transmitted to the purified sludge was determined
by the beam efficiency level for the latter, set at 35-45%. The operation was sub-
divided into pre-treatment, radiation, storage, and discharge of sludge. Radiation
screening for a 750 kV accelerator was considered sufficient when walls and ceiling
were constructed of standard concrete, 1.10 m in thickness. No radiation protection
for personnel was required. Depending on size of installation, treated sludge cost
1.0-1.5 Swiss Francs/cu m including power, which ranged from 0.4-0.6 SF/cu m depending
on energy cost.
*Irradiation, *Sludge treatment, ^Microorganisms, Equipment, Performance, Design
criteria, Fertilizers, Waste treatment, Energy, Costs, Waste water treatment
377
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D443
HYGIENIC EFFECTIVENESS OF DISINFECTION OF SEWAGE AFTER ITS
MECHANICAL TREATMENT (Glglenlcheskaia effektivnost' obezzarazhivaniia
bytovykh stochnykh vod, proshedshikh mekanicheskuiu ochistku),
Cherklnskii, S. N., Kulikov, A. V., and lakovleva, G. P.
Gigiena i Sanitariia, No. 3, p 18-22, March, 1977. 3 ref.
The effectiveness of disinfection of mechanically treated sewage by chlorination as
required under epidemic conditions was studied. Counts of Escherichia coli and Sal-
monella paratyphi B were correlated with residual chlorine content after chlorination
of sewage artificially infected with S. paratyphi B. This pathogenic germ was no
longer detectable when the residual coli index was 3,000 or less and the residual
chlorine content was at least 4.5 mg/liter. These values can be used as criteria for
the routine check-up of the effectiveness of disinfection of sewage by chlorination.
Disinfection can be considered effective and safe if the coli index does not exceed
3,000 at a minimal residual chlorine level of 4.5 mg/liter.
*Disinfection, *Pathogenic bacteria, *Chlorination, Sewage treatment, Coliforms,
Bacteria, Microorganisms, Public health, Performance, Evaluation, Waste water treatment
D444
WASTEWATER PHOSPHORUS REMOVAL USING LAND APPLICATION,
Enfield, C. G.
Robert S. Kerr Environmental Research Laboratory,
U.S. Environmental Protection Agency,
Ada, Oklahoma.
Civil Engineerlng-ASCE, Vol. 47, No. 6, p 58-60, June, 1977. 4 fig.
A graphical approach for determining phosphorus removal, as a design parameter of a
soil waste water treatment system, was presented. This approach was based on phos-
phorus concentrations of a given waste water. System failure could be caused by ex-
ceeding the soil phosphorus sorption capacity. Investigations have shown that finer
textured soils have a greater capacity for phosphorus sorption. The recommended pro-
cedure involved a laboratory study of each major soil series on the proposed site.
Forty duplicated analyses of each sample were made to determine phosphorus sorption
capacity. During equilibrium time, samples should be agitated and maintained at a
constant temperature. This temperature should be the mean annual temperature of the
site since reactions are temperature-dependent. The resultant sorption isotherm data
should be extrapolated to estimate results of additional equilibrating time.
*Phosphorus, *Design criteria, *Sorption, Chemical properties, Soils, Performance,
Analytical techniques, Temperature, Chemical reactions, Waste water treatment
373
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D445
SODIUM BICARBONATE PROVIDES PH RELIEF FOR DIGESTER,
Water and Wastes Engineering, Vol. 14, No. 5, p 57, May, 1977.
Sodium bicarbonate was used to solve several digester problems in Chatham Township,
New Jersey. The major problems were pH and alkalinity. The addition of sodium bi-
carbonate raised these indicators to a neutral range, and maintained those levels.
A 5-6 foot scum blanket and 6-9 foot grit accumulation had been cleaned out of the
plant's only anaerobic digester. Soon after, a drop in methane production indicated
the beginning of a souring problem. A two-month treatment of 200-400 pounds/day of
sodium bicarbonate increased the pH from 5.6 to 6.5 at the end of the first month.
The pH finally stabilized at 7.1. Alkalinity rose to 3900 mg/liter and methane gas
production rose as high as 8,000 cubic feet/day. The high level of methane produced
which could be used as fuel resulted in reduced fuel costs.
*Anaerobic digestion, *Hydrogen ion concentration, *Alkalinity, Treatment facilities,
Methane, Fuels, Gases, Performance, Equipment, Waste water treatment
Sodium bicarbonate, Chatham Township (NJ)
D446
OXYGENATION OF AQUEOUS WASTES: THE PROST SYSTEM,
Othmer, D. F.
Polytechnic Institute of New York,
Brooklyn,
Department of Chemical Engineering.
Chemical Engineering, Vol. 84, No. 13, p 117-120, June, 1977. 2 fig, 8 ref.
The PROST (Pressure-Recycling Oxidation Sewage Treatment) system was described. This
system provided the advantages of pressure digestion with air and/or oxygen as well as
several improvements. Pressure digestion increased the speed of oxygen adsorption and
the extent of digestion. Unit size and land requirements were reduced, and the charac-
ter of the final effluent liquid and sludge was improved. This system's predissolved
oxygen produces such calm oxidation that the unit may be concurrently used as a clar-
ifier. Waste waters were depressurized after depletion of the dissolved oxygen. Other
gases dissolved at the elevated pressure were then released. Process repetition dis-
solved the oxygen necessary to supply practically all of the BOD. The influent sewage
entered a centrifugal pump and was mixed with air and/or oxygen. The liquid passed
to the pressure vessel which acted as an organics digester. Most of the organic
material was oxidized or digested by chemical, enzymatic, or aerobic bacterial action.
The liquid overflowed the top of the pressure tank. There was an 80-90% BOD reduction
and minimal turbidity. Sludge was discharged as the conventional underflow. Added BOD
and turbidity reduction was possible by retreatment. Sludge recycling oxidized some
of the organic carbon. A compact version was described which used a single vessel for
BOD supply and clarification involving solid-liquid contacting.
*0xygenation, *Waste treatment, *0xygen, *Aqueous solutions, ^Pressure, Air,
Adsorption, Biochemical oxygen demand, Turbidity, Oxidation, Organic carbon,
Dissolved oxygen, Equipment, Waste water treatment
Pressure-Recycling Oxidation Sewage Treatment (PROST)
379
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D447
SLUDGE DISPOSAL STRATEGY: PROCESSES AND COSTS,
Burley, M. J., and Bayley, R. W.
Water Pollution Control, Vol. 76, p 205-215, 1977. 5 fig, 8 tab, 7 ref.
The minimization of sludge treatment and disposal costs was investigated. Disposal
strategies included ocean dumping, landfilling, liquid disposal in lagoons, spreading
on agricultural lands, and use as fertilizers. Incineration was considered as a form
of treatment. Heavy metal and pathogen content must be considered in any choice.
Options available for treatment to avoid risk of infection included: anaerobic diges-
tion, heat treatment, and lagoons. Land application of untreated sludges was not
generally accepted, but has sometimes been used without ill effects. Specific risks
need to be further investigated. Capital and operating cost comparisons indicated
that lagoon treatment with decanting could produce substantial savings. A procedure
was presented for selecting appropriate methods of treatment.
*Sludge disposal, *Costs, *Performance, Landfills, Oxidation lagoons, Incineration,
Fertilizers, Heat treatment, Heavy metals, Waste water treatment, Pathogenic bacteria,
Anaerobic digestion
D448
STANDARDIZATION FOR WATER POLLUTION CONTROL WORKS,
Lloyd, D. 0.
Water Pollution Control, Vol. 76, p 173-181, 1976. 2 fig, 4 tab, 14 ref, 3 append.
Factors involved in the standardization of treatment facilities were considered. The
goals for water pollution control facilities were: use of standard design procedures;
use of standard equipment and machinery; construction of standard treatment units;
improved performance appraisal; and avoidance of cosmetic additions while encouraging
innovation. It was considered most important to avoid weak standards which would
impair performance and confidence in the standardized forms. Standardized preliminary
treatment processes, sedimentation units, biological filters, sludge digestion, and
mechanical equipment were expected to produce significant benefits. More effective
standards could be determined by cooperation between designers, manufacturers, and
users.
*Water pollution control, *Treatment facilities, *Design standards, Equipment,
Filters, Sludge treatment, Mechanical equipment, Performance, Construction, Waste
water treatment
380
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D449
CHEMESORPTION OF PHOSPHORUS FROM PRECLEANED MUNICIPAL SEWAGE
(Verfahren zur absorptiven Phosphorelimination aus vorgereinigtem
kommunalem Abwasser),
Klaentschi, N.
Gas-Wasser-Abwasser, Vol. 57, No. 5, p 379-384, 1977. 6 fig, 5 tab, 12 ref.
A treatment process for phosphorus removal was presented. This process, based on
chemisorption, can produce sewage effluents with phosphorus concentrations of 0.1 rag
P/liter. A pilot plant operation indicated that the process was technically and
economically feasible for municipal effluent treatment. The process also reduced or-
ganic carbon and turbidity. A significant improvement was projected for treatment
plants already using phosphate precipitation.
*Phosphorus, *Absorption, Separation techniques, Municipal wastes, Economics,
Treatment facilities, Organic carbon, Water purification, Turbidity, Waste water
treatment
D450
EVALUATION AND UPGRADING OF A MULTI-STAGE TRICKLING
FILTER FACILITY,
Koon, J. H., Curran, R. F., Adams, C. E., Jr., and
Eckenfelder, W. W., Jr.
AWARE, Incorporated,
Nashville, Tennessee.
1976. 138 p, 56 fig, 21 tab, 21 ref. EPA Technical Report EPA-600/2-76-195.
Treatment of wastes from a multiproduct organic chemical plant by trickling filter was
investigated. The trickling filter was a full-scale, six-stage operation. Pretreat-
ment processes included solvent separation, flow measurement, neutralization, equaliza-
tion, and nutrient addition. The trickling filter system consisted of six 20-feet
deep filters which operated in series. This was followed by a final clarification.
Tests indicated that serial operation did not cause microorganism acclimation or en-
hance BOD removals. Air stripping and biological mechanisms significantly contributed
to total BOD reduction. Filter performance was greatly improved by effluent recycle.
A 90% BOD reduction, at a hydraulic loading of 2 gpm/square foot, required a 600% re-
cycle. Bench scale activated sludge Investigations supported the use of this process
for system improvement. Determinations were made of kinetic parameters necessary for
the design of activated sludge systems. Results of air and oxygen aeration studies
suggested that treatment of wastes with volatile substances would be difficult in a
closed oxygen system. Activated carbon adsorption, following activated sludge treat-
ment, was found to be very effective in upgrading performance. Adsorption could remove
some refractory organics and color-producing substances. A significant nonadsorbable
organic fraction remained.
*Trickling filters, ^'Biological treatment, *Adsorption, *Activated sludge, ^Activated
carbon, *Biological oxygen demand, Microorganisms, Organic compounds, Recycling,
Industrial wastes, Monitoring, Oxygen, Separation techniques, Waste water treatment
Air stripping, Organic chemical industry
331
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D451
A METHODOLOGY FOR ASSESSING LAND APPLICATION OF SLUDGES
AND WASTEWATERS,
Chatterjee, S.
Proceedings Institute of Environmental Sciences, p 107-113, 1977. 5 tab, 14 ref.
The Application on Land Assessment System (ALAS!) was presented for the assessment of
environmental impact of sludge and waste water land application. Land application of
these substances has become one of the most useful methods for meeting elimination or
reduction goals for pollutant discharges. The ALAS! method involves five steps. The
suitability of the sludge/waste water is first established. Application rate criteria
and land suitability are then determined. The appropriate environmental parameters
are identified and map areas classified. The collected data is then analyzed. Sludge
application parameters include land slope, soil permeability and pH, flood frequency,
and proximity to water sources. Other factors include: depth to bedrock, perched,
or permanent water tables; proximity to surface water; and ponding. The most important
parameters for waste water irrigation are drainage and soil types. The parameters
for sludge application also apply to waste water applications. The approach consists
of identifying magnitudes of various environmental parameters and relating them to
various degrees of potentially adverse impacts. A simplified interaction analysis is
the basis of this method, A study of the Miami (Ohio) Valley region was conducted
with this method. Additional refinements may make ALAS! an effective implementation
tool.
*Waste disposal, *Evaluation, *Sludge disposal, *Irrigatlon, Environmental control,
Soil properties, Analytical techniques, Water table, Physical properties, Flooding,
Waste water treatment
Application on Land Assessment System (ALAS!), Miami (OH) Valley Region
D452
THE ENHANCEMENT OF HIGH-RATE DISINFECTION BY THE
SEQUENTIAL ADDITION OF CHLORINE AND CHLORINE DIOXIDE,
Tifft, E. C., Moffa, P. E., Richardson, S. L., and
Field, R.
O'Brien and Gere Engineers, Incorporated,
Syracuse, New York.
IN: Proceedings of Workshop on Microorganisms in Urban Stormwaters, 1976. p 96-119,
5 fig, 9 tab, 10 ref. Technical Report EPA-600/2-76-244.
A two-part evaluation was made of the treatment of combined sewer overflows (CSO) by
chlorine or chlorine dioxide for the reduction of microbial organisms. The massive
volume of CSO in highly developed urban areas precludes treatment by conventional
techniques. This would require long detention times and large facilities. Bench-scale
tests were conducted to determine the disinfectant doses needed to reduce microbial
counts to acceptable levels. Full-scale plants tested those results for verification.
It was found that point-source treatment by high-rate application of 25 mg/liter of
chlorine or 12 mg/liter of chlorine dioxide reduced indicator organisms and viruses
to levels acceptable for discharge to recreational waters. A sequential (15 to 30
second intervals) addition of 8 mg/liter of chlorine and 2 mg/liter of chlorine dioxide
produced lower counts after two minutes contact time than corresponding single-stage
disinfection. This was attributed to an interaction of the disinfectants. It was
suggested that chlorine dioxide was regenerated by a reaction of chlorine with the
chlorite produced by the decomposition of chlorine dioxide.
*Disinfection, *Chlorination, ^Viruses, *Bioindicators, Microorganisms, Water
pollution sources, Sewers, Overflow, Treatment facilities, Chemical reactions, Waste
water treatment
332
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D453
EVALUATION OF THE EFFECTIVENESS OF DEHELMINTIZATION OF WASTE WATER
DURING MECHANICAL TREATMENT AT SMOLENSK (Otsenka effektivnosti
degel'mintlzatskil stochnykh vod pri mekhanlcheskol ochistke v
Smolenske),
Ashnin, S. Y., and Lagutina, L. S.
Meditsinskaia Parazitologila i Parazitarnye Bolezni, Vol. 45, No. 5, p 609-611,
1976. 1 tab.
The effectiveness of mechanical waste water treatment with chlorination in terms of
dehelmlntization was investigated at the Smolensk waste water treatment plant. Mech-
anical treatment with chlorination reduced the ascarid egg count by not over 50%.
Ascarld eggs were found in non-disinfected sludge in lagoons, both on the surface and
at 40 cm depth, 2 years after discharge; 80% of the eggs were viable. The findings
indicate the low efficiency of mechanical waste water treatment in terms of the re-
moval of helminths.
*Chlorination, *Disinfection, *Worms, *Biocontrol, *Animal parasites, Waste water
treatment, Lagoons, Sludge
Smolensk (USSR), Mechanical treatment, Ascarids
D454
PRETREATING AN ACID WHEY WASTE FOR SEWER DISCHARGE,
Hopkins, E. S., Angle, H. G., and Zigler, H. C.
Public Works, Vol. 108, No. 6, p 58-61, June, 1977. 1 fig, 2 tab, 4 ref.
Treatment methods for converting acid cottage cheese manufacturing wastes to effluent
acceptable for discharge into the Frederick, Maryland sewer system are discussed.
Initial experiments with an industrial effluent consisting of equal parts whey and
rinse water discharged after a six hour holding period showed BOD levels of 14,700 mg/
liter, with 300 mg/liter being an acceptable level. Laboratory, field, and pilot plant
studies were undertaken using air-microbiological procedures. Organisms from discharged
raw sour milk were used as seed. Maintenance of proper nitrogen levels (7 mg/liter)
and oxygen supplies was required for the organisms to destroy the whey wastes. Main-
taining sufficient oxygen levels was the major practical difficulty, with absorptions
per hour limited under procedure conditions. Anaerobic conditions Induced fermentation
with its consequent odor problems. Quantity of waste degraded was shown to be in
direct proportion to quantity of oxygen absorbed, indicating the practicality of the
air-microbiological approach. Air was supplied to the system both by a surface aerator
and a diffuser ring at the bottom of the tank.
industrial wastes, *Acidity, *Effluents, *Aeration, *Biological treatment, *Food
processing wastes, *Microbial degradation, *Anaerobic conditions, Waste treatment,
Waste water treatment, Sewer systems, Sewerage, Nitrogen, Oxygen, Absorption,
Fermentation
Frederick (MD), Cottage cheese wastes
333
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D455
SOILS INFILTRATION AND EVAPORATION OF WASTEWATER BY
AEROBIC PROCESSES,
Young, A. N., Jr.
Institute of Environmental Sciences. Proceedings of the 23rd Annual Technical
Meeting, p 115-117, April 25-27, 1977. 4 ref.
The advantages of alternative disposal systems involving aerobic processing over those
of conventional septic tank drainage field installations are discussed. Maintaining
aerobic conditions allows the development of proper microorganisms which prey on
anaerobic bacteria, the primary cause of soil clogging in on-site sewage treatment
systems. Thus even in difficult soils porous conditions can be maintained and clogging
prevented, while septic tank systems show a 50% failure rate within 2 years of in-
stallation. Alternate systems can also efficiently oxidize waste water nutrients,
permitting their soil retention or uptake by vegetation and meeting EPA requirements
for 1984 systems. Alternate systems meet federal requirements for maintaining safe
drir.king water that septic tank systems cannot. The importance of proper construction
and maintenance of the aerobic treatment equipment and the evapo/transpiration bed is
stressed as critical to the success of the system. The ability of this type of ab-
sorption bed to hold water over long periods of rainfall is maintained by proper sizing
of the bed.
*Aerobic treatment, *Microorganisms, *Bacteria, *Septic tanks, *Transpiration,
Sewage, Waste treatment, Waste water treatment, Water quality control
D456
KRAKSTAD WASTE WATER FACILITY: THE FIRST TO BE EQUIPPED WITH CONTACT
ROLLS FOR BIOLOGICAL PURIFICATION (Krakstad renseanlegg forst med
kontaktvaleer til biologisk reusing),
From, J. 0.
Teknisk Ukeblad/Teknikk, Vol. 124, No. 16, p 21-22, April, 1977.
A novel chemical and biological waste water treatment plant, designed for 1,500 persons
in Krakstad, Norway, is described. After mechanical impurities are separated on
sieves, biological purification Is done by means of two cylinders measuring 3 m in
diameter and about 5 m in length. These cylinders, partly immersed in the waste water
horizontally, consist of 300 styropor/isopor discs, and have a surface of 4,200 sq m
each for the bacterial cultures needed to purify the water. Consequently, there is no
return sludge. The sludge obtained after biological purification and subsequent chemi-
cal flocculation is separated by plate separator. The waste water treatment cost
amounts to the equivalent of 800 crowns per inhabitant.
*Biological treatment, *Treatment facilities, *Bacteria, *Sludge treatment, Waste
water treatment, Costs, Water purification, Sewage treatment
Krakstad (Norway), Contact rolls
384
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D457
SANDVIKA WASTE WATER TREATMENT PLANT IN OPERATION. EXPERIENCE WITH
DESIGN, CONSTRUCTION, AND OPERATION (Sandvlka renseanlegg i praksis.
Erfaringer fra planlegging, bygging og drift),
Moen, A.
Teknisk Ukeblad/Teknikk, Vol. 124, No. 16, p 16, 18, 35, April, 1977. 5 fig, 1 tab,
1 ref.
Experience with the operation of a Sandvika-type municipal waste water treatment plant
at Baerum, Norway, is reported. After mechanical treatment and sand trapping, floccu-
lation is done with lime (250 g/cu m). Sea-water is used as a source of magnesium
(4-5% of the effluent). The sludge, thickened gravimetrically to a solids content
of 5.3%, is dewatered by centrifugation.
*Treatment facilities, *Municipal wastes, Waste water treatment, Design, Construction,
Waste treatment, Sea water
Norway
D458
ONE PROCESS STEP CAN BE SKIPPED: BIOLOGICAL-CHEMICAL WASTE
WATER TREATMENT PLANT BECOMING CHEAPER (Et prosesstrinn kan sioyfes:
biologisk-kjemiske renseanlegg blir billigere),
Nettli, P., and Hustad, E.
Kjemi, Vol. 37, No. 2, p 40-41, March, 1977. 3 fig, 1 tab.
The Bio-Alwafloc waste water treatment unit developed by Alwatech Is described. Fil-
tered waste water is first purified with activated sludge for about 40 minutes. It is
then sent immediately into a three-step aerated precipitation-flocculation-flotation
unit without preliminary separation of the biological sludge. Trivalent iron salts, and
possibly lime and an anionic polyelectrolyte, are added for chemical purification. The
combination of biological and chemical separation in one step offers economic advan-
tages without causing any marked reduction of the purification efficiency.
*Biological treatment, *Iron compounds, *Lime, *Costs, Filtration, Water purification,
Sludge treatment, Waste water treatment, Waste treatment
Bio-Alwafloc
385
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D459
COMBINED PROCESSING OF WASTEWATER AND SOLID WASTE,
Sieger, R. B., and Bracken, B. D.
Brown and Caldwell,
Walnut Creek, California.
AIChE
Symposium Series, Vol. 73, No. 162, p 143-149, 1977. 4 fig, 1 tab, 5 ref.
A design for a combined waste water and solid waste processing facility has been
successfully tested and approved for the Central Contra Costa Sanitary District in
northern California. This design puts an emphasis on energy recovery to reduce pur-
chased energy requirements. Incoming solid wastes, 1089 mg/day at plant capacity,
are sent to landfill sites or to the processing plant depending on their salvageability.
At the process plant the wastes are salvaged for ferrous metals and aluminum. Air
classifiers divide the initially shredded wastes into light and heavy fractions„ The
heavy fraction, primarily non-combustibles, is examined for metals. The light fraction,
sent through a second hammermill-type shredder, yields RDF (refuse derived fuel) for
use in sludge burning at the water treatment plant. This plant uses a physical-
chemical-biological waste water treatment process including lime recalcination and
sludge burning. The RDF, mixed with sludge in rations controlled for both optimal
furnace operation and plant energy needs, is fed into the 11-hearth sludge burning
furnaces. Pyrolysis rather than incineration is used, yielding a gas to be used as a
fuel in the lime recalcination furnace. Exhausts from the furnace are passed to a
waste heater boiler to generate steam for the plant's cooling and heating needs and
for the driving of turbines for several mechanical devices. While laboratory testing
of this system showed several problems, these were due to the small scale of the test.
A full-scale test gave results exceeding expectations.
*Energy, *Salvage value, *Fuels, *Recycling, *Sludge, *Sludge disposal, *Solid
wastes, Waste treatment, Waste water treatment, Municipal wastes, Metals, Costs
California, Refuse derived fuel, Sludge burning, Pyrolysis
D460
BIOLOGICAL NITRIFICATION IN CONTACT AERATION SYSTEMS,
Abd-El-Bary, M. F., and Eways, M. J.
Water and Sewage Works, Vol. 124, No. 6, p 91-93, June, 1977. 3 fig, 2 tab, 11 ref.
A contact aeration unit has proven its ability to achieve a high degree of biological
nitrification. The system investigated was a fixed film type capable of biologically
nitrifying ammonia at rates of up to 0.8 Ib/day per 1000 square feet of surface area.
This system, which provides a fixed surface area, for attachment of the biological mass,
is contrasted with a suspended growth system (an activated sludge type system). Ad-
vantages of the contact aeration system include: nitrification at pH levels of normal
domestic sewage; flow by gravity, making the plant less power-consuming; automatic
plant operation; and quick recovery by plants after shock loading. Data were collected
over a three month period, with the temperature ranging from 71 F to 72 F and pH vary-
ing between 7.0 and 7.4. Portions of the final effluent of a 0.8 MGD capacity contact
aeration plant were pumped to the first stage aeration unit of a 0.3 MGD plant. Analy-
ses of grab samples taken along the length of the aeration tank showed the rate of
nitrification to be a linear function of the tank length. Thus, the data indicate
that the nitrification rate is a zero order reaction (using the Monod Model) and in-
dependent of ammonia concentration.
*Aeration, *Nitrification, *Biological treatment, *Ammonia, *Sewage, Waste water
treatment, Waste treatment, *Aerobic treatment, Sewage treatment, Effluents
386
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D461
EFFECT OF SHAPE OF PADDLE AND CONTAINER ON FLOCCULATION PROCESS,
Bhole, A. G., and Limaye, P.
Journal of the Institution of Engineers (India), Vol. 57, Part EN 2, p 52-57,
February, 1977. 11 fig, 3 tab, 4 ref.
A study of the controlling factors in the process of flocculation has concluded that
the container and paddle geometry, in addition to other physical and chemical factors,
can affect floe formation. The purpose of this study was to examine the effect of
paddle and container shape on the removal of turbidity during the flocculation process.
Container shapes examined were circular, hexagonal, pentagonal, square, and triangular.
It was found that the pentagonal shape created maximum size floes for fastest settling.
Paddle shape was considered while keeping the area of the paddle and the shape of the
container constant. A D'-shaped paddle was considered the most efficient for removal
of turbidity, with the C'-shaped paddle being the next best. All experiments were con-
ducted on Fuller's earth at pH 7, using acetic acid, sodium hydroxide, and sodium
bicarbonate.
*Flocculation, *Turbidity, *Design criteria, *Chemical precipitation, *Liquid wastes,
Water purification, Colloids, Waste water treatment
D462
DESTRUCTION OF COLIFORMS IN WATER AND SEWAGE WATER BY
DYE-SENSITIZED PHOTOOHDATION,
Acher, A. J., and Juven, B. J.
The Volcani Center,
Israel,
Institute of Soils and Water.
Applied and Environmental Microbiology, Vol. 33, No. 5, p 1019-1022, May, 1977.
3 tab, 4 ref.
A method for the reduction of virus and fecal coliform concentrations in sewage water
by oxidation of organic matter by photosensitization was described. Samples of waste
water containing Escherichia coli to which dye-sensitizers had been added were sub-
jected to solar radiation. The effect of the presence of methylene blue on E. coli was
measured over various concentrations, radiation times, and sunlight intensities. It
was found that increasing the methylene blue concentration up to 5.0 mg/liter increased
the bactericidal effect on both potable water and sewage water. Rose bengal was not
as effective at destruction of E. coli under similar conditions. For methylene blue,
concentration and radiation time were more important than sunlight intensity in ef-
fiency of photooxidation. The dye sensitizers can be removed from effluent by adsorp-
tion on bentonite.
*Coliforms, *E. coli, *0xidation, *Photoactivation, *Dyes, Sewage bacteria,
Enteric bacteria, Bactericides, Sewage treatment, Waste water treatment
Methylene blue, Rose bengal
387
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D463
MIAMI PLANS INJECTION WELL FOR WASTEWATER DISPOSAL,
Water and Wastes Engineering, Vol. 14, No. 6, p 70, June, 1977. 1 fig.
A pilot study is being conducted by the Miami-Bade Water arid Sewer Authority to deter-
mine design criteria for a deep well injection system for disposal of treated waste
water. The target injection zone for the test well is a highly permeable dolomite zone
which is overlain by approximately 1000 feet of dense carbonates, protecting the
Floridan aquifer from contamination by waste water. Geophysical logging and drilling
data will be used to determine optimum depths for the steel casings surrounding the
test well.
*Saline water-freshwater interfaces, *Saline water intrusion, *Injection, *Injection
wells, Underground waste disposal, Waste water disposal, Municipal wastes, Aquifers,
Aquitards, Environmental engineering, Waste water treatment
Miami (FL)
D464
POLYMERS ARE PRECISELY MANAGED,
Donahue, J.
Water and Wastes Engineering, Vol. 14, No. 6, p 58-61, June, 1977. 1 fig.
The Easterly Wastewater Treatment Plant in Cleveland, Ohio, uses an efficient and
economical method for phosphate removal from waste water. Pumping of a polymer solu-
tion to primary sedimentation tanks and secondary tanks is precisely controlled by
automatic comparison of actual flow rate of raw sewage with polymer flow.
*Phosphates, *Nutrient removal, *Polymers, *Flow measurement, *Flow control,
Municipal wastes, Phosphorus compounds, Pumping, Control systems, Automatic control,
Waste water treatment
Cleveland (OH)
333
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D465
ANGLIAN OPENS ITS LARGEST SEWAGE TREATMENT WORKS,
Surveyor, Vol. 149, No. 4431, p 6-7, May, 1977. 1 fig.
Overloading of an existing activated sludge plant at Great Billing in East Anglia,
England has led to the construction of additional sewage treatment facilities. An in-
creasing proportion of industrial effluent from the area's tanning industries and
fluctuations in load indicated the need for extensions to existing facilities. A
two-stage filtration system including high rate and biological filters was installed
to produce effluent that complies with Royal Commission standards. The treatment
facility includes provisions for storm flow and diurnal variations in flow. After
primary settlement is completed, the settled sewage is then divided between the origi-
nal activated sludge plant and the new biological filtration plant. Modifications to
the original plant include cleaning of dome diffusers in the aeration plant. The
sludge treatment and disposal facilities at Great Billing are now the largest existing
facilities in the Anglian Water Authority.
*Activated sludge, *Biological treatment, *Tannery wastes, *Waste water treatment,
*Filters, Industrial wastes, Sludge treatment, Sludge disposal
England, East Anglia, Anglian Water Authority, Great Billing (UK)
D466
GROWTH AND BENEFITS OF LOW SPEED CONFIGURATION,
Guidi, E. J.
Water and Sewage Works, Vol. 124, No. 6, p 66-70, June, 1977. 3 fig, 7 tab.
High speed centrifuges have been used for the dewatering of raw and digested sludge.
New developments which indicate that low speed centrifuging may be sufficient for de-
watering purposes include: greater quantities of biological slimes which resist com-
paction at high speeds, more effective polymers for flocculation and dewatering of
biological sludges, and a growing need for energy conservation. Advantages offered
by the low speed design include less turbulence and resuspension, longer residence time,
greater solids compaction, and better clarification and conveyability. Cost analyses
for low and high speed centrifuging yield a cost of $12.33/ton of sludge processed by
the low speed unit as compared to a cost of $27.93/ton for the high speed centrifuge.
Noise levels, polymer consumption, energy use, and maintenance expenditures were also
reported to be lower for the low speed unit.
*Sewage disposal, *Centrifugation, *Dewatering, *Sludge treatment, *Equipment,
Cost comparisons, Sewage sludge, Drying, Waste treatment, Waste water treatment,
Solid wastes
389
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D467
IRRIGATION TRIAL WITH MORRO BAY WASTEWATER,
Wildman, W. E., Branson, R. L., Rlble, J. M.,
and Cawelti, W. E.
California Agriculture, Vol. 31, No. 5, p 36-38, May, 1977. 2 fig.
While upgrading its sewage treatment plant, the community of Morro Bay considered
reuse of treated waste water for irrigation of field and forage crops as an alternative
to ocean disposal of effluent. An irrigation trial was carried out using three types
of treatment: (1) effluent, (2) effluent plus gypsum, and (3) city water comparable
to normal irrigation water. All plots were irrigated weekly, receiving a total of 17
feet of water by the end of the project. Soil samples were collected at various
stages during the irrigation and analyzed for their sodium adsorption ratios to deter-
mine whether sodium added by the effluent posed an irrigation hazard. It was found
that effluent water did raise the sodium adsorption ratios, but the addition of gypsum
tended to lessen this effect. Infiltration tests showed no consistent differences
between city and effluent waters. It was suggested that guidelines for sodium contamin-
ation by irrigation waters be reevaluated for sewage effluents.
*Irrigation practices, *Infiltration rates, irrigation effects, *Sodium, *Water
reuse, Irrigation programs, Soil contamination, Agriculture, Grasses, Soil chemical
properties. Waste water disposal, Waste water treatment
Morro Bay (CA)
D468
IRRIGATING WITH WASTEWATER IN SONOMA COUNTY,
Harwood, L. M.
California Irrigation, Vol. 31, No. 5, p 37-38, May, 1977. 1 fig.
Irrigation of forage crops with treated waste water in Sonoma County, California has
been evaluated. Effluent supplied by the city of Santa Rosa for irrigation may have
economic and other benefits for the area. Soil analyses over the three year test
period indicated only minor changes, including slight increases in soil conductivity,
phosphorus content, and pH. As nearly all soil types in Sonoma County are deficient
in nitrogen and phosphorus, use of effluent for irrigation may significantly reduce
fertilizer costs. It was noted that compaction of heavy clay soils could be allevi-
ated by more frequent irrigations with smaller amounts of water. Concentrations of
elements toxic to plant growth or animal health were not significant in the waste
water used in Sonoma County.
irrigation practices,
, *Irrigation effects, *Water reuse, *Forage grasses, *Dairy
industry, Irrigation effects, Fertilizers, Nitrogen, Phosphorus, Agriculture,
Grasses, Waste water disposal, Soil chemical properties, Soil physical properties,
Waste water treatment
Sonoma County (CA)
390
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D469
DIRECT FILTRATION,
Gulp, R. L.
Culp-Wesner-Culp,
Clean Water Consultants,
El Dorado Hills, California.
American Water Works Association Journal, Vol. 69, No. 7, p 375-378, July, 1977. 5 fig,
1 tab, 13 ref.
Direct filtration may be a viable treatment process for raw waters that are free of
paper fiber and low in turbidity, color, plankton, and coliform organisms. As defined,
direct filtration is a process in which filtration is not preceded by sedimentation.
Flow sheets are illustrated for several types of filtering arrangements. The mechanisms
by which coagulation during direct filtration removes turbidity and color are described.
Possible applications and criteria for the use of direct filtration processes in waste
water treatment are presented. The use of direct filtration results in reductions in
capital, operating, and maintenance costs as well as smaller sludge volumes. Disadvan-
tages include the high levels of turbidity, color, plankton, or paper fiber and the need
for greater operator surveillance to insure proper effluent quality. Process design
and operations are discussed, including filter media and dimensions. Criteria for qual-
ity control are presented for the control of the coagulant dosage and the use of poly-
mers as filtering aids. Municipalities currently employing direct filtration are
listed, including a partial survey of designs and processes in operation.
*Filtration, ^Coagulation, *Polymers, *Water quality, *Waste water treatment,
Flocculation, Separation techniques, Filters, Cost comparisons, Turbidity, Equipment
Direct filtration, Flow sheets
D470
CHLORINATION SEEMS BEST FOR REMOVING SUSPENDED SOLIDS
FROM LAGOON EFFLUENTS,
Harrison, R. B., and Haddock, J. K.
Gilbreath, Foster and Brooks, Incorporated,
Tuscaloosa, Alabama.
Water and Wastes Engineering, Vol. 14, No. 5, p 48-82, May, 1977. 4 fig, 4 tab.
Among the problems encountered with the use of lagoons or holding ponds are the period-
ically high levels of BOD, algae, and fecal coliform bacteria found in lagoon effluents.
In this study on the improvement of an existing 3—celled lagoon in Vernon, Alabama,
four effluent treatment schemes were evaluated. The first method investigated was
chlorination using a chlorine contact chamber (reactor). It appeared to be the best
method for reduction of BOD, destruction and settling of algae, and elimination of fecal
coliform bacteria. The effluent and chlorine were fed into a model reactor chamber by
means of gravity flow and detained for 2 hours. The model system was effective at re-
moving 68% of the BOD, 63% of the solids, and 100% of the fecal coliform from the lagoon
effluent. Coagulation-precipitation with alum, the second method investigated, removed
as much as 83% of the solids but did not appreciably reduce BOD or coliform levels.
A major disadvantage of this method was the production of large volumes of sludge which
would require additional processing. Plain sedimentation, the third method examined,
did not prove satisfactory, resulting in a small percentage of removal of suspended
solids and no reduction of BOD or fecal coliform levels in the effluent. The fourth
method, sand filtration, was considered to be adequate from other source studies.
*Suspended solids, *Algae, *Chlorination, *Coagulation, *Sedimentation, Lagoons,
Oxidation lagoons, Biochemical oxygen demand, Coliforms, Waste water treatment,
Model studies, Alabama, Flocculation, Effluents, Filtration
Vernon (AL)
391
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D471
EFFECT OF ALUM ADDITION ON AEROBIC DIGESTION OF ACTIVATED SLUDGE,
Mitchell, G. F., Seyfarth, R. H., and Wilson, F. R.
Water and Sewage Works, Vol. 124, No. 7, p 58-62, July, 1977. 10 fig, 4 ref.
A study was conducted to determine if alum addition to the aeration tank for phosphorus
removal affected the aerobic digestion process. Results indicated that the addition
of 13 mg/liter of alum had no effect on the volatile suspended solids reduction rate
and little effect on metabolic processes. Increases in specific oxygen uptake rate and
specific resistance were observed during the first two days of aeration, possibly due
to an increase in external substrate through cell lysis. Levels decreased after the
fifth day of aeration to those of the control system (without alum), suggesting that
the addition of alum at the experimental concentration does not significantly affect
the efficiency of the aerobic digestion process.
*Phosphorus, *Activated sludge, *Aerobic digestion, *Biochemical oxygen demand,
*Aeration, Stabilization, Sludge treatment, Chemical oxygen demand, Waste water
treatment
D472
OPTIMIZING GAS PRODUCTION, METHANE CONTENT, AND BUFFER CAPACITY
IN DIGESTER OPERATION,
Brovko, N., Chen, K. Y., Weinberg, M. S., and
Barber, N. R.
Southern California University,
Los Angeles,
Environmental Engineering Program.
Water and Sewage Works, Vol. 124, No. 7, p 54-57, July, 1977. 4 fig, 4 ref.
Carbonate equilibria and buffering capacities are evaluated for the production of
methane during anaerobic digestion, to determine whether increasing bicarbonate concen-
trations above levels required for pH control could increase gas production and/or the
methane content of gas produced. Results suggested that bicarbonate, used for its
buffering capacities, may also stabilize the biological system, promoting more complete
digestion and increasing methane production according to a linear function. Sodium
bicarbonate was indicated as the source of bicarbonate alkalinity least likely to disturb
the biological community. Reestablishing proper carbonate alkalinity was reported as
essential in the recovery of a malfunctioning digester. Total alkalinity concentrations
must be corrected for volatile acid alkalinity to obtain accurate values for bicarbonate
alkalinity, as high values for volatile acid alkalinity can yield negative values for
bicarbonate alkalinity. The use of somewhat higher levels of bicarbonate alkalinity
in sludge digestion than those required for buffering (3500-5000 mg/liter instead of
2500 mg/liter) was recommended to provide additional safeguards and increase methane
production.
*Methane, *Alkalis, *Bicarbonates, *Sludge digestion, *Anaerobic digestion, Sludge
treatment, Hydrogen ion concentration, Chemcontrol, Waste water treatment
Buffers
392
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D473
ENERGY USAGE AND RECOVERY IN SLUDGE DISPOSAL PART 1,
Jones, J. L., Bomberger, D. C., Jr, and Lewis, F. M.
Water and Sewage Works, Vol. 124, No. 7, p 44-47, July, 1977. 2 fig, 4 tab, 5 ref.
Relative energy requirements and cost sensitivities to recovered energy value have been
compared for various methods of sludge treatment and disposal. Thermal processes such
as incineration and pyrolysis are stressed. Trends in thermal processing and the
status of existing types of thermal processing are outlined. The production of steam
by a waste heat boiler is considered as a means of energy recovery from incineration.
It was noted that the quantity of steam produced was dependent on the sludge solids
content and the treatment process used. Use of the recovered steam for the generation
of electric power proved to be uneconomical and inefficient, while the use of steam by
the sludge heat treatment unit was considered feasible. A comparison of total national
per capita energy consumption with energy consumption for waste water treatment indicated
that energy use for waste water treatment amounted to less than 0.1% of the total U.S.
energy expenditure.
*Sludge disposal, *Sludge treatment, *Energy, *Incineration, *Heat treatment,
Waste disposal, Waste water treatment
Energy reuse
D474
OCCURRENCE OF ESCHERICHIA COLI B BACTERIOPHAGES IN MUNICIPAL WASTE-
WATER AND THEIR REMOVAL AND INACTIVATION BY ACTIVATED SLUDGE SEWAGE
TREATMENT,
Estevez, E. G.
Miami University,
Miami, Florida.
Dissertation Abstracts International B, Vol. 37, No. 12, p 5979-5980, June, 1977.
A modified plaque assay was used to examine the occurrence of E. coli B bacteriophages
during various stages of the activated sludge treatment process. It was observed that
coliphages, associated with suspended solids, may increase during the treatment process.
Settled solids were found to contain more than 10,000 plaque-forming units per milli-
liter. Coliform bacteria and coliphages were reduced during anaerobic digestion of
sludge, and inactivated by physical rupture of the virions during adsorption to sus-
pended solids. Survival of coliphages after heavy chlorination was reported.
*Coliforms, *E. coli, *Activated sludge, *Bacteriophage, *Sewage bacteria, Anaerobic
digestion, Suspended solids, Sludge digestion, Chlorination, Microorganisms, Waste
treatment, Waste water treatment
393
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D475
SIGNIFICANCE OF TEMPERATURE IN THE ACTIVATED SLUDGE PROCESS,
Lin, K.
Toronto University,
Toronto, Canada.
Dissertation Abstracts International B, Vol. 37, No. 12, p 6286-6287, June, 1977.
Statistical analyses of data collected from 13 waste treatment plants indicated that
temperature plays an important role in the efficiency of the activated sludge process.
The influence of temperature is second only to that of BODS and suspended solid con-
centrations in raw sewage. Greater percentages of removal, and lower concentrations
in effluent, of BODS and suspended solids were observed at higher temperatures. The
variability of temperature was observed to follow a sinusoidal curve over a 365-day
period, with peaks at 30-day intervals, possibly due to differences in organic loading.
Variabilities of BODS and suspended solids were more random in nature. It was suggested
that continuous temperature readings be taken for raw sewage and mixed liquor, and
that mixed liquor temperatures be used instead of raw sewage temperatures for biokinetic
studies.
*Activated sludge, *Temperature, *Kinetics, *Sludge treatment, *Biochemical oxygen
demand, Suspended solids, Regression analysis, Statistics, Effluents, Waste water
treatment
D476
ALBUQUERQUE CLOSES WATER-WASTEWATER CYCLE,
American City and County, Vol. 92, No. 7, p 60, July, 1977.
Since water supplies for the Albuquerque area are limited, high-level treatment of
waste water for reuse in irrigation and soil conditioning is encouraged. Processing
by Albuquerque's two waste treatment plants includes grit removal, primary sedimenta-
tion and screening, high-rate trickling filtration, clarification, activated sludge
processing, and chlorination. The resultant effluent discharged into the Rio Grande
contains less than 30 mg/liter of BOD and 30 mg/liter of suspended solids. Reuse of
waste water also allows the city additional groundwater rights to the area's underground
aquifer. Problems encountered in waste processing after the activated sludge process
was added in 1976 include an increase in sludge volume. Also, as the treatment plant
contains no sludge thickening facilities and all sludge is air dried on sand beds, in-
creased sludge volumes have presented storage problems during periods of unfavorable
weather. Additional outlets for reuse and redistribution of dried sludge are currently
being sought.
*Water reuse, *Irrigation water, *Fertilizers, *Water management (applied), *Water
conservation, Water resources development, Water demand, Water supply, Waste water
treatment, Vasts water disposal, Waste treatment, Sludge treatment, Sludge disposal,
Activated sludge
Albuquerque (NM)
394
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D477
WATER TREATMENT PLANT SLUDGES: AN UPDATE OF THE STATE-OF-
THE-ART,
Westerhoff, G. P., Albert, J. T., Doe, P. W., Forster, H. W.,
and King, P. H.
Water and Sewage Works, Vol. 124, No. 7, p 65-66, July, 1977.
Methods for the dewatering of water treatment plant sludges and the ultimate disposal
of dewatered sludge are discussed. Mechanical and non-mechanical methods of dewatering
are mentioned, including lagoon thickening, sand bed drying, centrifugation, vacuum
filtration, and pressure filtration. Recommendations for further research and develop-
ment are given for the following areas: minimization of sludge volumes; recovery of
resources present in sludge, such as alum, lime, magnesium, and iron; and ultimate
disposal of sludge in a safe, economical manner.
*Sludge disposal, *Sludge treatment, *Dewatering, *Waste disposal, *Centrifugation,
*Sewage treatment, Waste water treatment
D478
SLUDGE TREATMENT, UTILIZATION, AND DISPOSAL,
Dick, R. I.
Delaware University,
Newark.
Journal Water Pollution Control Federation, Vol. 49, No. 6, p 1040-1067, June, 1977.
345 ref.
A review of literature on various methods of sludge treatment, utilization, and disposal
is presented. Sludge management technology, operational costs, and energy costs are
discussed for alternative sludge processing techniques. Topics discussed include quan-
tity and quality of sludge, industrial and hazardous sludges, chemical sludges from
phosphorus removal and water treatment, stabilization, conditioning, thickening, de-
watering, inactivation of organisms and viruses, combustion, and pyrolysis. Various
topics related to waste disposal are discussed, including reclamation, transportation
of sludge, land application, land reclamation, landfills and lagoons, and ocean dis-
posal.
*Sludge treatment, *Sludge disposal, *Industrial wastes, *Chemical wastes,
*Reclamation, Stabilization, Dewatering, Sedimentation, Water Pollution Control
Federation, Microorganisms, Viruses, Incineration, Transportation, Fertilizers,
Land reclamation, Landfills, Lagoons, Ultimate disposal, Municipal wastes,
Activated sludge, Biodegradation, Waste water treatment
Ocean disposal, Conditioning
395
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D479
PHYSICAL AND CHEMICAL METHODS,
Scaramelli, A. B., and DiGiano, F. A.
Westvaco Research Center,
Charleston, South Carolina.
Journal Water Pollution Control Federation, Vol. 49, No. 6, p 992-1001, June, 1977.
90 ref.
A literature review of current physical and chemical methods of waste treatment is
presented. Process applications and pilot studies for various methods of waste treat-
ment and disposal are described. Procedures for clarification, coagulatidn, solids
separation, and flocculation are reported. Adsorption capacities and kinetics are
discussed for various organic compounds used in waste treatment. Membrane processes
such as reverse osmosis, ultrafiltration, and electrodialysis are evaluated. Other
topics discussed include ozonation, oxidation, and ion exchange for the selective
removal of heavy metals and organic compounds.
*Waste treatment, *Ion exchange, *Adsorptiotij *Membrane processes, *0xidation,
Municipal wastes, Industrial wastes, Coagulation, Suspended solids, Flocculation,
Model studies, Ozone, Irradiation, Kinetics, Water Pollution Control Federation,
Waste water treatment
Physical methods, Chemical methods
D480
ACTIVATED SLUDGE,
Saunders, F. M.
Georgia Institute of Technology,
Atlanta.
Journal Water Pollution Control Federation, Vol. 49, No. 6, p 1005-1016, June, 1977.
114 ref.
A review of literature on activated sludge treatment methods and processes is presented.
Various models for achieving optimal efficiency and specific effluent standards are
outlined. Topics discussed include process performance, process design, oxygen uptake
and transfer, sedimentation, nitrification, industrial waste waters, and microbial
studies. Among the processes described are: extended aeration, settling, phosphorus
removal, biodegradation, oxidation, and denitrification. Methods for detoxification
of activated sludge are reported.
*Activated sludge, *Sludge treatment, *Nitrification, *Sedimentation, Industrial
wastes, Microorganisms, Flocculation, Model studies, Biochemical oxygen demand,
Phosphorus, Biological treatment, Industrial wastes, Municipal wastes, Organic
compounds, Oxygen demand, Kinetics, Suspended solids, Waste water treatment
Process performance, Process design
396
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D481
CURRENT TRENDS IN WATER RECLAMATION TECHNOLOGY,
Garrison, W. E., and Miele, R. P.
County Sanitation Districts of Los Angeles County,
Whittier, California.
American Water Works Association Journal, Vol. 69, No. 7, p 364-369, July, 1977.
3 fig, 6 tab, 11 ref.
Waste water reclamation and reuse is of particular interest for areas where water sup-
plies are limited, such as in arid southern California. The Los Angeles Sanitation
Districts have identified several potential uses for reclaimed waste water, including
groundwater recharge, industrial reuses, irrigation, and recreation. Constituents in
waste water causing the most concern are inorganics (metals, nitrate, phosphorus, and
TDS), organics (trace organics, pesticides, and color), microorganisms, suspended
solids, and turbidity. Various methods for the removal of inorganic constituents are
described, including: demineralization by reverse osmosis, electrodialysis, and ion
exchange; nitrogen removal by nitrification and denitrification; phosphate removal;
and heavy metals removal. Activated carbon and ozonation are methods for the removal
of organic material in waste water. Microorganism removal by disinfection and various
tertiary treatment processes are described. The use of filtration and tertiary treatment
processes is considered for the removal of suspended solids and turbidity. Cost esti-
mates are presented for treatment processes necessary for the various modes of reuse.
Groundwater recharge is indicated as the most economically feasible form of reuse by
directly decreasing the amount of water which must be imported. The need for standard
regulations governing water reuse is indicated.
*Water reuse, *Water resources development, *Water management (applied), *Groundwater
recharge, Groundwater resources, Microorganisms, Organic compounds, Inorganic
compounds, Suspended solids, Metals, Phosphorus, Demineralization, Phosphates, Heavy
metals, Activated carbon, Ozone, California, Reclamation states, Nitrogen, Waste water
treatment
Los Angeles (CA)
D482
BIOLOGY AND BIOTECHNOLOGY OF WASTE WATER TREATMENT (Biologie und
Biotechnologie der Abwasseraufbereitung),
Hoffmann-Walbeck, H. P.
Zucker, Vol. 30, No. 4-5, p 204-209, April-May, 1977. 10 fig, 2 tab, 9 ref.
Biological processes and requirements are described for various methods of waste water
treatment. Methods for aerobic and anaerobic digestion are discussed. Factors af-
fecting the efficiency of the activated sludge treatment for carbohydrate-rich waste
waters are outlined. Biochemical oxygen demands are evaluated at various temperatures
and flow rates. Various forms of bacteria found in activated sludge are described.
^Activated sludge, *Biochemical oxygen demand, *Sludge treatment, *Biodegradation,
*Bacteria, Aerobic digestion, Anaerobic digestion, Fermentation, Filtration,
Biological treatment, Carbohydrates, Waste water treatment
397
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D483
WATER HYACINTH CULTURE FOR WASTEWATER TREATMENT,
Dinges, R.
Texas Department of Health Resources,
Division of Wastewater Technology and Surveillance,
Austin, Texas.
197S. 143 p, 30 fig, 60 tab, 32 ref, 1 append. Texas Department of Health Resources.
Water hyacinths, Eichornia crassipes, have been considered as a means of improving ef-
fluent quality. In a study conducted in Austin, Texas, stabilization pond effluent was
passed through shallow earthen basins which were covered with water hyacinths. Water
hyacinths were found to be effective in removing algae, other suspended particles, and
dissolved impurities from the effluent. They also reduced nitrogen, fecal coliform
bacteria, BODS, COD, and suspended solids in the stabilization ponds. Various heavy
metals and other elements were observed to accumulate in plant tissue, including: Cl,
P, As, Fe, Cu, Cr, Hg, Pb, Ni, Zn, Mg, Mn, and K. A one acre crop of mature plants
was estimated to contain more than 2,500 pounds of minerals. Cultivation of hyacinths
can be used to purify waste waters in climatically favorable zones, while sources of
heat for hyacinth beds during colder winter periods might include use of raw sewage,
incineration of garbage, anaerobic digester gas, cooling waters of power stations, and
solar panels.
*Water hyacinth, *Aquatic plants, *Stabilization, *Waste water treatment, *Water
quality, Heavy metals, Biochemical oxygen demand, Soil—water-plant relationships,
Plant physiology, Biological treatment, Waste treatment
*Eichornia crassipes
D484
THERMAL CONDITIONING WITH AIR,
Water Services, Vol. 81, No. 976, p 341-342, 344, June, 1977. 1 fig.
High pressure heating of sludge has been used to facilitate dewatering. The Zimpro
Thermal Conditioning with Air unit, which combines aeration with the heating process,
also reduces odors by oxidation and improves heat exchange. A single stream Zimpro
unit being installed at Worleston, Crewe, England, will thermally condition a mixture
of waterworks sludge, digested primary sludge, and surplus activated sludge at a rate
of 16.4 cu m/hr. Additional provisions will include dewatering by filter presses and
autothermic multiple hearth incineration with waste heat recovery. A three stream plant
being supplied to the Anglian Water Authority is planned to condition a mixture of
primary, surplus activated, and humus sludge. Implementation of the Zimpro unit is
expected to reduce the quantity of dewatered sludge for ultimate disposal as well as
aid in the processing of industrial wastes.
^Equipment, *Dewatering, *Heat exchangers, *Sludge treatment, *Treatment facilities,
^Oxidation, Activated sludge, Sludge disposal, Incineration, Municipal wastes,
Industrial wastes, Waste water treatment
Zimpro Thermal Conditioning with Air, North West Water Authority (UK), Worleston,
Crewe (UK), Anglian Water Authority, West Tilbury (UK)
398
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D485
AIR BLOWERS FOR SEWAGE AND WATER TREATMENT,
Water Services, Vol. 81, No. 976, p 344, June, 1977.
Positive displacement air blowers have been used in the activated sludge treatment
process to supply oil-free air which is used to agitate the sludge, coagulate colloids,
and provide oxygen for aerobic processes. Air is also used to back clean filters.
Peabody Holmes Ltd. of Turnbridge, Huddersfield, England has designed a rationalized
series of positive displacement blowers, which covers the volume and pressure range
from 80 cu m/hr to 50,000 cu m/hr. Higher rotational speeds resulting from strong
impellers have reduced from 66 to 26 the number of machines necessary to cover the
volume and range. Mechanical noise levels have been reduced. Peabody Holmes air blow-
ers also contain various protection devices including automatic power shut-off, vacuum
switches, pressure switches, and thermostatically controlled heaters.
*Equipment, *Aeration, *0xygenation, Sewage treatment, Waste water treatment,
Coagulation, Water treatment
*Air blowers, *Positive displacement air blowers
D486
THE PRESSURE DRUM FILTER FOR SLUDGE DEWATERING,
Water Services, Vol. 81, No. 976, p 348, June, 1977.
Stamford, Connecticut has purchased a British designed and manufactured Wickham pressure
drum filter from the Wickham Filtration Engineering Division. It is estimated that
using the new belt filter for sludge dewatering instead of existing equipment will save
$40,000 to $90,000 for Stamford. The stainless steel filter belt is automatically ad-
justable for variations in sludge thickness. Raw feed sludge and dilute electrolyte
pass from an in-line mixer to a sludge-chemical contact zone to produce large undamaged
floes. Application of light pressure stabilizes sludge after it undergoes gravity fil-
tration. Stabilized sludge is then compressed by a filter-mesh-covered pressure drum
and carried out on a conveyor belt.
*Equipment, *Sludge treatment, *Dewatering, *Filters, Sludge, Flocculation,
Stabilization, Waste water treatment
*Pressure drum filter, Stamford (CT), Belt filter
399
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D487
BASIC UNITS MANUFACTURED FOR SLUDGE TREATMENT,
Water Services, Vol. 81, No. 976, p 341, June, 1977.
A sludge 'chickening device, analagous to a picket fence, has been manufactured by
Esmil/Envirotech Ltd., a British firm headquartered in Huntingdon, Cambridgeshire,
England. Sludge is homogenized by a series of arms or pickets and raked to a central
discharge hopper. The Eimco Dissolved Air Flotator produces thicker waste activated
sludges than conventional gravity thickening and yields solids contents of 3 to 5 per-
cent. Reported advantages of the flotator include smaller space required for operation,
thick sludge production, and high oxygen content and low suspended solids in the efflu-
ent. The EimcoBelt continuous belt filter provides an alternate method for sludge de-
watering at low cost for a wide variety of sludges, including raw primary, waste acti-
vated, thermally processed, and chemically/physically treated sludges. Operating at
high vacuum, the filter discharges the dewatered sludge by passage of the filter cloth
over a roller. Water jets applied to both sides of the filter cloth before it returns
to the drum are designed to minimize blinding. Another mode of sludge treatment, the
BSP furnace, is suited for the autothermic combustion of sludges with high moisture
content. The multichamber zone effect, produced by a series of superimposed hearths in
a refractory-lined cylinder shell, eliminates the need for pre-drying of feed and
provides multi-stage process control.
*Dewatering, *Equipment, *Sludge treatment, *Waste water treatment, *Activated sludge,
Incineration, Filtration, Waste treatment
Eimco Dissolved Air Flotator, EimcoBelt, BSP furnace, Esmil-Envirotech
D488
USING WETLANDS FOR WASTEWATER TREATMENT,
Journal Water Pollution Control Federation, Vol. 49, No. 7, p 1581, July, 1977.
The possible use of wetlands in Michigan and Florida for final treatment of municipal
waste water has been considered. At a trial site in Florida, waste water is pumped into
cypress ponds where nutrients are absorbed by vegetation. Costs for this method of
treatment are approximately 50 percent less than for treatment by a conventional plant.
At a trial site in Michigan, waste water is pumped into a peat marsh for the removal
of nutrients.
*Wetlands, *Swamps, *Marshes, *Waste water treatment, *Nutrients, Cycling nutrients,
Freshwater marshes, Water purification, Michigan, Florida, Water Pollution Control
Federation
400
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D489
PHYSICAL-CHEMICAL TREATMENT SYSTEM FOR SEWAGE,
Water Services, Vol. 81, No. 976, p 373, June, 1977. 1 fig.
Systems for the physical and chemical treatment of non-industrial sewage have been
adapted by Japan's Ministry of Construction. Designed, manufactured, and marketed by
the Nippon Kokan KK, the systems have standard capacities of 200,000, 400,000, and
600,000 cubic meters/day. In the system, activated carbon is used to remove organic
wastes before flocculation by the addition of sulfuric acid and polymer. The remaining
waste water is chlorinated and passed through an up-flow filter before it is discharged,
At the time of discharge BOD and COD are at concentrations of less than 10 parts per
million. While operating costs are slightly higher than those for a conventional
activated sludge system, construction costs are about two-thirds lower.
*Municipal wastes, *Waste water treatment, *Activated carbon, *Chlorination,
*Flocculation, Design, Sewage treatment, Costs
D490
OXYGEN INJECTION BLOWS NEW LIFE INTO DROUGHT HIT
SEWAGE TREATMENT WORKS,
Martin, D.
Process Engineering, p 11, June, 1977.
A BOG system has been used by the Wessex Water Authority in England to supplement
oxygen supplies and to cope with fluctuating demands on the Bournemouth sewage treat-
ment system. Electronic sensors in the activated sludge tank monitor dissolved oxygen
levels and trigger a high-pressure oxygen injection system when levels drop below pre-
set values. The two Vitox systems in use can provide three and four tons of oxygen per
day, respectively. Oxygen is stored in vacuum-insulated vessels which are filled by
road tankers as necessary. The system proved useful as an alternative to construction
of new facilities during a recent water shortage, when reduced water consumption re-
sulted in more concentrated influent entering the system.
*Injection, *0xygen requirements, *Dissolved oxygen analyzers, *Activated sludge,
Aerobic conditions, Sludge treatment, Aerobic treatment, Sewage sludge, Waste water
treatment
*0xygen injection system
401
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D491
PALO ALTO SEES GOLDEN GLINT IN SLUDGE,
The American City and County, Vol. 92, No. 7, p 23, July, 1977.
Precious metals from wastes from area electronics industries have been discovered in
sludge ash from the Palo Alto sewage treatment plant. Various methods to recover the
estimated ounce of gold and 15 ounces of silver per ton of sludge ash were considered.
Although sewage treatment does concentrate metals in sludge, small particle sizes and
the lack of a smelter in the immediate vicinity Inhibit the use of magnetic separation
and smelting in the recovery of these metals. Options being considered include sale of
the ash to an outside processor or the construction of an on-site processing facility
which would be operated on a profit—sharing basis by a private contractor and the city
of Palo Alto. Although costs and environmental impact of an on-site facility have not
yet been assessed, the use of a mining industry-related process for cyanide extraction
of metals is being considered for Palo Alto sludge by the World Resources Company.
*Metals, *Gold, *Silver, *Reclamation, *Sludge disposal, Electronics, Industrial
wastes, Chemical wastes, Sludge treatment., Separation techniques, Costs, Heavy metals,
California, Waste treatment
Palo Alto (CA)
D492
MCALPINE WIN EFFLUENT TREATMENT WORKS CONTRACTS,
Water Services, Vol. 81, No. 976, p 367-368, June, 1977.
Two contracts for the construction of waste water treatment facilities have been awarded
to Sir Alfred McAlpine and Son Ltd., England. A new effluent pre-treatment plant in-
cluding a replacement pumping station will be constructed for ICI Ltd., Organics Divi-
sion, at its Dalton works in Huddersfield. This plant is designed to comply with the
Yorkshire Water Authority's requirements on pH and suspended solids levels in dis-
charged effluent. The second contract was awarded by Ward Blenkinsop and Company Ltd.
for the construction of treatment facilities which will include a twin 50 mm outfall
sewer, pumping station, tanks, control house, lagoons, pipes, and roads.
treatment facilities, *Suspended solids, *Hydrogen Ion concentration, *Pumping plants,
*Waste water treatment, Waste treatment, Municipal wastes
Huddersfield (UK), Lancashire (UK)
402
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D493
ANAEROBIC AND AEROBIC TREATMENT OF COMBINED POTATO PROCESSING
AND MUNICIPAL WASTES,
Neel, J. K., Verities, J. W., Fossum, G. 0., and
Orthmeyer, F. B.
1976. 132 p, 22 fig, 30 tab, 14 ref, 1 append. Technical Report EPA-600/2-76-236.
The use of unmixed detention and aeration in open ponds in the treatment of combined
potato processing (72%) and municipal (28%) wastes was evaluated in a model study in
Grand Forks, North Dakota. In a year-long study using four 0.94 hectare cells which
received 13,409 Kg BOD daily for 9 months and 3,773 Kg daily for 3 months, the
anaerobic-aerated series operation was observed to provide maximum BOD removal at 76%
and COD removal at 64%. Variations in the pH of raw waste were controlled by the BOD
concentration, which was, in turn, related to the activity of the potato processing
industry. Although the treatment method did not remove phosphorus, it reduced nitrogen
by as much as 30% to a final concentration of 43 mg/liter and was effective at air
temperatures down to -35 C. Temperature and strength did, however, affect bacterial
growth and volatile acid production. Organic solids were not settled in aerated cells,
but did decrease in anaerobic cells. Construction suggestions include embankment slope
protection, provision for gravity dewatering, and the avoidance of steel metal works,
narrow dikes, and thin-walled airlines. Construction costs for the four-cell system
were estimated at $672,000. Operational costs were estimated at 4.31 cents per kilo-
gram of BOD satisfied.
*Aerobic treatment, ^Anaerobic digestion, ^Potatoes, ^Industrial wastes, ^Biochemical
oxygen demand, Chemical oxygen demand, Lagoons, Aerated lagoons, Municipal wastes,
Design criteria, Model studies, Settling basins, Costs, Food processing industry,
Waste water treatment
Grand Forks (ND), Potato processing wastes
D494
PHYSICAL-CHEMICAL TREATMENT OF A MUNICIPAL WASTEWATER USING
POWDERED CARBON: NO. II,
Burns, D. E., Wallace, R. N., and Cook, D. J.
Eimco BSP Division of Envirotech Corporation,
Salt Lake City, Utah.
1976. 328 p, 106 fig, 54 tab, 17 ref, 3 append. Technical Report EPA-600/2-76-235.
Chemical coagulation-precipitation followed by powdered activated carbon adsorption and
granular media filtration has been examined as a method of physical-chemical treatment
of waste water during a pilot study in Salt Lake City. With alum or FeC13 pretreatment,
two-stage counter-current powdered carbon contacting, and typical diurnal flow condi-
tions, the process produced high quality effluent with less than 5 mg/liter COD, 5 mg/
liter suspended solids, and 0.3 mg/liter phosphorus. In excess of 90 percent of used
carbon was regenerated using a fluidized bed furnace. No significant loss of treatment
effectiveness was observed when thermally regenerated carbon was reused in the powder
activated carbon process. Costs for the alum-powdered carbon treatment of 10 mgd of
Salt Lake City waste water were estimated at 36.2C/1000 gal and were reduced to
33.40/1000 gal when carbon was thermally regenerated and reused. Cost sensitivity
studies, comparison of parallel granular and powdered carbon systems, further pilot
studies, and an evaluation of chemical-primary sludge dewatering alternatives are
recommended.
*Activated carbon, *Chemical degradation, *Filtration, ^Adsorption, Dewatering,
Sewage treatment, Model studies, Diurnal distribution, Chemical oxygen demand,
Suspended solids, Phosphorus, Treatment, Municipal wastes, Effluents, Water quality,
Pilot plants, Waste water treatment
*Physical-chemical treatment, Powdered carbon, Carbon sludge thickening, Ferric
chloride, Alum, Fluidized bed furnace, Salt Lake City (UT)
403
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D495
PERIPHERAL MIXING TURKS SLUDGE INTO FUEL GAS,
The American City and County, Vol. 92, No. 7, p 58-59, July, 1977. 1 fig.
The addition of sludge around the sidewall of a digester as well as into its center
is reported to have Increased sludge handling capability and energy savings for Dayton,
Ohio. Pilot studies of a multi-point injection system allowing for distribution of
sludge to 10 points at the periphery of a digester at Dayton's sewage treatment plant
suggest that the system may increase gas production in digesters by 13-25%. .This Is
attributed to the formation of a larger active zone by peripheral mixing. The larger
active zone may also be useful in dampening problematic effects caused by variations
in pH, temperature, and sludge solids within digesters, leading to greater gas produc-
tion and volatile solids reduction. Design suggestions include the placement of five
inlet pipes at a single level around the perimeter, and the placement of a vertical
pipe in the center of the digester tank to circulate warmed sludge over the scum blanket
at the top of the digester. While conventional mixing methods such as mechanical mixing
and gas induction require energy, peripheral sludge injection produces thermal convec-
tion currents for mixing, with energy consumption limited to that used to inject the
sludge into the digester. Gas production from the digesters at the Dayton plant is
more than sufficient to adequately heat the plant's buildings nd digesters.
*Digestion tanks, *Sludge treatment, *Energy, *Convection, Circulation, Mixing,
Treatment facilities, Model studies, Design data, Municipal wastes, Energy conversion,
Waste water treatment
*Peripheral mixing
D496
TWO CONTRACTS UNDERWAY TO COMPLETE SOUTH BAY AREA WATER
TREATMENT PLANT,
Western Construction, p 40, 42, July, 1977.
Advanced waste treatment facilities are being constructed for the San Jose/Santa Clara
Pollution Control Plant by four California firms jointly operating as the Waste Water
Construction Company. Two contracts totalling $58,692,500 were awarded on January 13,
1976 for the construction of nitrification facilities and of multi-media type tertiary
filter facilities. The nitrification facilities will include an activated sludge-type
waste water treatment plant for the nitrification of ammonia in effluent from the
existing secondary treatment facilities. A two-stage biological system will be formed
by the addition of the new sludge treatment plant to the existing facilities, which will
comprise the first stage used to remove organic carbon. Specialized bacteria and
aerobic nitrifiers will be used for biological nitrification in the second stage of
treatment by the new facilities. The tertiary filter facilities, which will be used
to filter effluent from the ammonia nitrification facilities, will include gravity
filters, chlorine contact basins, a filter service building, and a paint shop. Addi-
tional filtration processes will be provided for removal of BOD, suspended solids,
coliform, and floatables. Federal and state funds will provide up to 87.5% of the costs
of the $66,500,000 project which is scheduled for completion in August 1978.
*Tertlary treatment, *Activated sludge, *Nitrification, *Treatment facilities,
*Filtration, Biological treatment, Ammonia, Nitrogen compounds, California,
Construction, Waste water treatment
San Jose (CA), Santa Clara (CA), Waste Water Construction Company, Multi-media
filtration
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D497
ADAPTATION TO NITRIFICATION OF ACTIVATED SLUDGE SYSTEMS
TREATING HIGHLY NITROGENOUS WATERS,
Verstraete, W., Vanstaen, H., and Voets, J. P.
Gent State University,
Gent, Belgium.
Journal Water Pollution Control Federation, Vol. 49, No. 7, p 1604-1608,
July, 1977. 4 fig, 2 tab, 8 ref.
Nitrification processes occurring in activated sludge plants treating highly nitrogenous
waste water can be unpredictable during the start-up of the plant. For this reason,
an investigation was initiated to determine whether a start-up procedure could be
designed on the basis of a nitrification-tolerance graph. The validity of the graph
and the required time for establishing a maximum nitrifying community were then studied.
Laboratory studies using various nitrogen loading rates indicate that an N-loading of
about 1.2 mg/liter per day is the optimal start-up rate. Gradual auto-acidification
of the mixed liquor is suggested during the adaptation phase to insure low NH3-N levels.
Since nitrifying bacteria are sensitive to environmental changes, plant start-up for
specific waste waters is suggested. A nitrification-tolerance graph was considered
as a useful guideline for nitrification process control.
*Nitrification, ^Activated sludge, ^Nitrogen compounds, *Farm wastes, Bacteria,
Waste water treatment, Water Pollution Control Federation, Nitrogen fixing bacteria,
Model studies, Ammonification, Sludge treatment, Control, Operations, Waste treatment
Nitrobacteria, *Nitrification tolerance
D498
EXTENSIONS TO GREAT BILLING STW OPENED,
Water Services, Vol. 81, No. 976, p 329-333, June, 1977. 1 fig.
A two-stage filtration system using high rate filters followed by biological filters
has been adapted for the Great Billing Sewage Treatment Works in Northampton, England.
The works will receive sewage discharges through three gravity sewers of 1500 mm dia-
meter and will treat 318 liters per capita per day. Processing of settled sludge is
divided between the new biological filtration plant and the existing activated sludge
plant built in 1953. Sludge is mechanically screen raked, and divided equally by five
flumes which each control flow to a primary settling tank. Sludge is lifted by screw
pumps to either the activated sludge plant or the new biological treatment plant.
Sludge processed at the new plant undergoes high rate filtration which reduces the or-
ganic load by 80 percent. Screw pumps then lift the sludge to be divided equally among
six biological filters, where filtration at a slower rate using smaller filtering media
removes the remaining organic material. Effluent, collected in channels at the base
of the filters, then flows to humus chambers where solid matter is settled out before
discharge of the final effluent into the River Nene. The sludge removal system at
Great Billing has been designed to offer greater flexibility for sludge routing by
providing alternate methods by which sludge can be removed from primary settling tanks
and fed to the storage tanks. Because treated sludge retains a significant amount of
nitrogen and phosphorus, it is used as a soil conditioner for 200 hectares of farmland.
*Biological treatment, *Activated sludge, *Treatment facilities, *Sludge treatment,
Filtration, Sewage treatment, Settling basins, Municipal wastes, Waste water
treatment
*Great Billing (UK), High-rate filtration, Anglian Water Authority, East Anglia,
England
405
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D499
BIOLOGICAL CONTROL OF WATER POLLUTION,
Tourbler, J., and Pierson, R. W., Jr. (ed.)
Pennsylvania University,
Philadelphia,
Center for Ecological Research in
Planning and Design.
University of Pennsylvania Press, Philadelphia, Pennsylvania. 1976. 340 p.
A series of articles presented as part of an International Conference on Biological
Water Quality Improvement Alternatives comprises this review of waste water pollution
and treatment methods. Biological methods for the treatment and reclamation of waste
water discussed include land application, the use of vegetation in nutrient cycling,
controlled eutrophication, and bacterial cleaning of sewer lines. Aquatic ecosystems
and nutrient cycles are discussed with respect to waste water treatment. More efficient
methods of waste water treatment which also result in groundwater recharge are con-
sidered. Various aspects of drinking water are discussed, including possible contami-
nants, future supplies, and primitive treatment methods.
*Biologi
treatment
Plant gro
oxygen d
Water pollution biocontrol
D500
EXPERIMENTAL USE OF EMERGENT VEGETATION FOR THE BIOLOGICAL
TREATMENT OF MUNICIPAL WASTEWATER IN WISCONSIN,
Spangler, F., Sloey, W., and Fetter, C. W.
Wisconsin University,
Oshkosh,
Department of Biology.
In: Biological Control of Water Pollution (ed. Tourbier, J., and Pierson, R. W., Jr.),
University of Pennsylvania Press, 1976. p 161-171, 9 tab, 19 ref.
The use of a marsh and its associated vegetation in waste water purification has been
investigated as an economical method to reduce bacteria, nutrients, and organic com-
pounds in municipal waste water. In laboratory studies on the use of iris (Iris
versicolor), softstem bulrush (Scirpus validus), and hardstem bulrush (Scirpus acutus)
grown in gravel-lined basins, removal from effluent of BOD, COD, 0-P04, total-P, and
dissolved solids was investigated for 5-, 3-, and 1,5-day retention times. Retention
in all beds, including the gravel control, resulted in reductions of 49-98% of BOD and
COD. Significant reductions in total-P and 0-P04 were observed for all planted beds,
with bulrushes being more effective at removal than irises. A pilot plant, employing
ten plastic-lined, gravel-filled retention basins, showed that gravel-filled control
ponds were as effective at water purification as planted ponds. Retention times of
as little as five hours resulted in significant reductions in BOD (87-92%), turbidity
(77-91%), and coliforms (90-99.7%). Reductions of dissolved solids (0.3-9.5%) and
total-P (5-25%) were not appreciable. It was suggested that water purification is
actually caused by microflora on the growing media rather than the plants themselves.
*Soil-water-plant relationships, *Pilot plants, *Cycling nutrients, *Plant growth,
Biological treatment, Nitrogen, Phosphorus, Absorption, Marsh plants, Vegetation
establishment, Marsh management, Model studies, Waste water treatment, Sewage treatment,
Aerobic treatment, Biochemical oxygen demand, Chemical oxygen demand, Waste treatment
Seymour (WI), Bulrushes, Irises
406
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D501
RENOVATION OF MUNICIPAL WASTEWATER FOR GROUNDWATER RECHARGE
BY THE LIVING FILTER METHOD,
Sopper, W. E.
Pennsylvania State University,
University Park,
Institute for Research on Land and Water Resources.
In: Biological Control of Water Pollution (ed. Tourbier, J., and Pierson, R. W., Jr.),
University of Pennsylvania Press, 1976. p 269-282, 10 tab, 9 ref.
Studies at the Pennsylvania State University were performed on the use of vegetative
cover to supplement removal of waste water constitutents by soil interactions. Treated
effluent was used to spray-irrigate forested areas and cropland for a period of 12
years (1963-1974) at a rate of 5 cm/wk. Samples of percolating water collected in
agronomic areas at 120 cm soil depth indicated that phosphate had been consistently re-
duced by more than 98% and was not significantly higher than control values. Nitrate-
nitrogen removal at this application rate was not adequate for Public Health Service
drinking water standards in corn-planted areas, but was sufficient in canary grass
covered areas. Although phosphorus was effectively removed in forested areas, without
harvesting of trees it was continuously recycled. Nitrogen reduction was variable in
forested areas, with an apparent system collapse when application rates were increased
by 50%. Soil analyses showed that pH and concentrations of exchangeable K, organics,
and N were not affected by spray irrigation. However, Ca, Mg, Na, P, and B increased
significantly while Mn decreased. Harvesting of crops showed removal efficiencies of
334% of the applied N, 230% of the applied P, and 280% of the applied K for corn silage
crops and 145%, 143%, and 130% for reed canary grass. One effect of spray irrigation
was an annual groundwater recharge of from 10,300 cu m to 17,300 cu m per hectare ir-
rigated. It was suggested that at an application rate of 5 cm/wk, 4 million liters of
waste water could be disposed of on 52 hectares of land, using agricultural areas,
recreation areas, and open space as available.
*Grouiidwater recharge, *Artificial recharge, *Soil-water-plant relationships,
^Absorption, ^Biological treatment, Soil contamination, Soil chemical properties,
Phosphorus, Nitrogen, Forests, Forest soils, Agronomy, Corn (field), Forage grasses,
Trace elements, Waste water treatment, Municipal wastes, Model studies
*Spray irrigation, University Park (PA)
D502
THE POTENTIAL OF SUBMERSED VASCULAR PLANTS FOR RECLAMATION
OF WASTEWATER IN TEMPERATE ZONE PONDS,
McNabb, C. D.
Michigan State University,
East Lansing,
Department of Fisheries and Wildlife.
In: Biological Control of Water Pollution (ed. Tourbier, J., and Pierson, R. W. Jr.),
University of Pennsylvania Press, 1976. p 123-132, 8 fig.
Tertiary treatment of municipal waste water using submersed vascular plants in aerobic
stabilization ponds has been investigated by Michigan State University. An on-campus
pilot system designed to treat 2 million gallons of sewage per day includes a primary
treatment unit, an activated sludge facility, four ponds comprising 40 acres, and 143
acres of land for spray irrigation. Growth of the larger, more easily harvested, sub-
mersed vascular plants in stabilization ponds was favored by aerobic conditions, temper-
atures above 10 C, and high water clarity which is, in turn, related to high concentra-
tions of algae-grazing zooplankton. The introduction of fish which fed on zooplankton
resulted in clouding of the water through unconstrained algae production. At a reten-
tion time of 28 days, harvested plants were reported to have concentrated 20-25% of the
phosphorus, 50-70% of the nitrogen, 80-100% of the manganese, 20-30% of the iron, 5-10%
of the copper and zinc, and 1-3% of the cadmium, chromium, cobalt, and nickel present
in the effluent. Ultimate removal of these elements does, however, require harvesting
to remove waste-enriched plants. As some vegetation must remain In the pond during the
winter to insure continuous crop production, plant degeneration which returns a portion
of the wastes to the pond may limit total ultimate removal.
*PIlot plants, *Aquatic plants, *Aquatic populations, ^Biological treatment, Cycling
nutrients, Soil-water-plant relationships, Absorption, Plant growth, Aerobic treatment,
Nitrogen, Phosphorus, Trace elements, Model studies, Algae, Waste water treatment,
Sewage treatment, Fish diets, Aquatic microorganisms, Waste treatment, Municipal wastes
East Lansing (MI), Submersed vascular plants
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D503
MACROPHYTES AND WATER PURIFICATION,
Seidel, K.
Max Planck Institute,
Krefeld, West Germany.
In: Biological Control of Water Pollution (ed. Tourbier, J. and Pierson, R. W., Jr.),
University of Pennsylvania Press, 1976. p 109-123, 9 fig, 6 tab, 4 ref.
The growth of plants in substandard water and waste treatment products has been studied
to determine to what extent plant growth is affected by suboptimal conditions and to
what extent plants influence water, subsoil, and sludge characteristics. Changes in
chemical absorption and uptake, morphology, physiology, and growth rate were related to
both species and sewage type. Root secretions of certain aquatic plants such as Mentha
aquatica, Acorus calamas, Juncus effusus, and Phragmites communis were observed to have
disinfective properties, reducing E. coli, Enterococci, and Salmonella by as much as
90% after two hours contact time with sewage. Schoenoplectus lacustris neutralized
acidic or alkaline sewage. The use of plants was suggested for the purification,
reclamation, dewatering, and sterilization of sludge. The Max Planck Institute has
made several recommendations on the use of plants in sewage treatment, including: use
of inert planting material to encourage nutrient uptake from waste water, oxygenation
of root areas by periodic draining or cascade construction, use of algicides, equal
distribution of effluent over planting beds, periodic harvesting of stems, and use of
additional chemical treatment if necessary to insure high effluent quality.
*Soil-water-plant relationships, *Plant physiology, *Sewage treatment, *Pathogenic
bacteria, *Waste water treatment, Sludge treatment, Effluents, Plant growth, Model
studies, Hydrogen ion concentration, Disinfection, Coliforms, Salmonella, Waste
treatment
Schoenoplectus lacustris, Phragmites communis, Mentha aquatica, Juncus effusus
D504
THE PURIFICATION OF WASTEWATER WITH THE AID OF RUSH OR
REED PONDS,
De Jong, J.
In: Biological Control of Water Pollution (ed. Tourbier, J., and Pierson, R. W., Jr.),
University of Pennsylvania Press, 1976. p 133-139, 7 fig, 5 tab, 5 ref.
A pilot study conducted in the Netherlands on the use of rushes, reeds (Phragmites
australis), and polypropene fibers to reduce BOD, COD, N, and P in sewage is described.
Campground sewage was emptied into ponds which initially had a star-shaped layout,
later changed to a series of elongated ditches for ease in maintenance. Significant
reductions of almost 100% in BOD, COD, and bacteria (MPN) for pond-retained influent
were attributed to purification by soil infiltration and nutrient uptake by pond-
dwelling organisms. A decrease in rate of removal in latter parts of the study was
attributed to saturation of the organisms with respect to the measured parameters.
Optimal purification was reported for retention times of greater than 10 days. In a
comparison of Dutch treatment facilities, the pond detention purification method proved
more effective and less costly than the use of trickling filters or the activated
sludge process.
*Soil-water-plant relationships, *Sewage treatment, *Biochemical oxygen demand,
*Infiltration, Chemical oxygen demand, Nitrogen, Phosphorus, Biological treatment,
Plant growth, Model studies, Pilot plants, Aquatic populations, Aquatic plants,
Waste water treatment
Phragmites australis, Flevoland, Lake Yssel, Netherlands
408
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D505
WATER TREATMENT PLANT DESIGN IS COST-EFFECTIVE,
MacDonald, D. V., and Streicher, L.
Engineering-Science, Incorporated,
Arcadia, California.
Public Works, Vol. 108, No. 8, p 86-89, 114, August, 1977. 6 fig, 1 tab.
A water treatment facility planned for the city of Oceanside, California has been de-
signed for lower than average construction costs and for lower energy and manpower re-
quirements. Provisions for a suction-type traveling sludge collector and a special
filter design have reduced construction costs by eliminating the need for below-grade
pipe galleries, access tunnels, and pump pits. Designs for static mixing devices should
reduce plant power requirements to 30-40% of conventional requirements. The facilities
are planned to treat 16 mgd, with the plant flow scheme including flash mixing, floccu-
lation, sedimentation, filtration, and disinfection. Design criteria are listed for
chemical mixing, flocculation, settling, filters, backwash recovery, and sludge disposal
basins. Hydraulic pressure from the San Diego County Water Authority's No. 2 aqueduct
system is converted to turbulent energy for use in chemical mixing and flocculation,
eliminating the conventional need for mechanical energy during these processes. A
modified baffle arrangement, designed on the basis of computer calculations of velocity
gradient, head loss, and detention time, should provide tapered-energy flocculation at
reduced flow rates. Backwash water will be derived from plant effluent. Construction
costs for the 16.5 mgd plant are estimated at $3.7 million, as opposed to $4.5 to $5.0
million for a plant of similar size with conventional design considerations.
^Design criteria, ^Construction costs, *Energy, *Hydraulic engineering, ^Treatment
facilities, Model studies, Flocculation, Filters, Sludge disposal, Sludge treatment,
Waste water treatment
Oceanside (CA)
D506
THERMAL DRYING OF SLUDGE,
lanelli, M.
Ercole Marelli SpA,
Milan, Italy.
Water Services, Vol. 81, No. 976, p 336-338, June, 1977. 4 fig.
Unpredictable variations in volume of sludge produced by mechanical methods of dewater-
ing such as centrifugation or filtration have prefaced this investigation into thermal
drying of sludge. In thermal drying, hot air of relatively low humidity absorbs moisture
from sludge and loses heat in the process by an isenthalpic transformation. Thermal
drying produces sludge with a water content from 25 to 50 percent, as opposed to 65 to
85 percent produced by mechanical drying. Additional energy requirements for the pro-
duction of heat for thermal drying may be furnished by incineration of raw sewage or
production of gas for fuel in digesters. The Item patented thermal drier uses high-
velocity injection of hot air to produce a sludge aerosol, maximizing sludge-hot air
contact by decreasing sludge particle size and increasing particle surface area. Oper-
ation tests indicated a thermal efficiency of between 65 and 67 percent for the Item
thermal drier. A prototype sludge drier which has been in operation in Milan for 4
years has proved adequate for sludge drying requirements of a population of 10,000.
*Dewatering, *Sludge treatment, *Heat, *Centrifugation, Filtration, Waste water
treatment, Sludge disposal, Separation techniques, Pilot plants, Model studies
*Thermal drying, Thermal sludge drying
409
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D507
EVALUATION OF SETTLING BASIN PERFORMANCE,
Coppock, E. R., III
New Haven Water Company,
New Haven, Connecticut.
Journal of the New England Water Works Association, Vol. 91, No. 2, p 143-164,
June, 1977. 4 fig, 4 ref.
An evaluation of settling basin characteristics and performance is presented, with
particular emphasis on an 8 mgd treatment facility in New Haven, Connecticut. Factors
considered include floe characteristics, temperature and viscosity of the water, and
settling basin hydraulics. Observed variations in color, turbidity, and floe distribu-
tion in settling basins at the New Haven plant brought about an investigation of the
possibility of short-circuiting of flow through the basins. Flow patterns in the two
basins were traced by the addition of sodium chloride to the flash-mix tank and sub-
sequent chloride analysis for samples taken from various areas within the basins.
Curves produced for chlorine concentrations as a function of travel were similar for
both basins and indicated that the flow was, in fact, being short-circuited by the over-
lapping slab at the sludge collector return passage and by the normal course of flow
through the basin. Calculation of a basin "efficiency curve" indicated that only 12%
of the total basin contents was being detained for the designed theoretical detention
time. Reduction of the plant flow from 8 mgd to 4 mgd increased the fraction of flow
detained to 37% of the total flow. Solutions under consideration include the use of a
rubber "membrane" at the sludge collector return passage to inhibit water flow, exten-
sion of the upper apron of the collector passageway, and the construction of baffle
plates in the basin to equalize flow.
*Settling basins, *Suspended solids, *Evaluation, *Design criteria, *Flow control,
Flow rates, Sedimentation rates, Flocculation, Settling velocity, Waste water
treatment, Sewage treatment, Treatment facilities
Settling basin efficiency
D508
CHLORINATION DISINFECTION STUDY AT PROPHETSTOWN SEWAGE
TREATMENT PLANT,
Water and Pollution Control, Vol. 115, No. 7, p 14-15, 17, 19, July, 1977. 2 fig,
1 tab.
The Penberthy unit was designed as an alternative to the conventional diffuser method
of disinfection. A pilot study was initiated to determine if the unit could lower costs
for disinfection by using less chlorine while still maintaining adequate bactericidal
capacities. The Penberthy unit, operating on the principle of the plug flow reactor,
rapidly mixes gaseous chlorine and waste water. The formation of hypochlorous acid and
hypochlorite from the breakdown of chlorine, and the thorough bacteria-chlorine contact
brought about by the rapid mixing, result in high disinfection rates for the unit.
Tests indicate that the Penberthy unit requires only half as much chlorine to adequately
destroy enteric bacteria as the conventional method of disinfection.
*Disinfection, *Chlorination, *Model studies, *Bactericides, *Equipment, *Enteric
bacteria, Waste water treatment, Water purification, Costs, Chlorine, Sewage treatment,
Treatment
Penberthy unit, Hypochlorous acid, Hypochlorite
410
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D509
AEROBIC BIO-TREATMENT OF A HIGH-STRENGTH LEACHATE,
Uloth, V. C., and Mavinlc, D. S.
Northern Purification Services Limited,
Vancouver, Canada.
Journal of the Environmental Engineering Division, Vol. 103, No. EE4, p 647-661,
August, 1977. 4 fig, 3 tab, 12 ref, 1 append.
An aerobic biological treatment method to process high-strength leachates produced by
sanitary landfills is described. The three phases of the study included: an acclimati-
zation/metal removal study, an "extended aeration" efficiency study, and a "shorter
detention time" efficiency study. Leachate used in the studies was generated by waste
activated sludge from municipal and industrial sources. The acclimatization/metal re-
moval study established a microbial population in the digester for use in later phases,
and examined metal removal by the biological floe while monitoring total solids and
BOD. The high levels of mixed liquor volatile suspended solids (MLVSS) of 8,000-16,000
ppm produced in this phase were in excess of those needed for activated sludge processes,
Retention time (theta c) and food-to-microorganism (F/M) ratios were considered with
respect to treatment efficiency and metal removal during the second and third phases
of the study. With very high MLVSS concentrations and air and mechanical mixing, a
retention time as low as 10 days was sufficient for foam control and stable digester
operation. Heavy metals at high concentrations did not seem to affect the microbial
digester community. High pH values (above 8.5) and high MLVSS in the digesters en-
hanced metal uptake by the biological floe. COD removals decreased at increasing F/M
ratios, and increased with increasing solids retention times for both the mixed liquor
and settled effluents. Recommended parameters for optimum treatment of a similar
leachate were a retention time of at least 20 days and an F/M ratio of less than 0.15
kg BOD/kg MLVSS per day.
*Activated sludge, *Leachate, *Landfills, *Heavy metals, *Biological treatment,
Suspended solids, Aerobic treatment, Microorganisms, Design data, Model studies,
Chemical oxygen demand, Biochemical oxygen demand, Sludge digestion, Organic loading,
Waste water treatment
D510
WATER QUALITY MANAGEMENT—RESEARCH AND DEVELOPMENT AREAS,
White, M. J. D.
The Public Health Engineer, Vol. 5, No. 3, p 72-75, May, 1977. 2 fig, 49 ref.
Current areas of research and development for improved effluent quality and reduced
costs are discussed with respect to practical water quality management. Methods for
suspended solids removal, which generally results in the removal of BOD, include floc-
culation and filtration by sand filters, microstrainers, pebble beds, and grass plots.
As filter media require backwashing to prevent clogging, researchers in the United
Kingdom and the United States are investigating air-water backwashing and the use of
dual media as more efficient, more economical methods of backwashing. Dissolved air
flotation, normally used for the treatment of drinking water, has been studied recently
for removal of suspended solids from effluent. The use of anaerobic processes for re-
moval of nitrate from secondary effluents is described as an alternative to the normal
physico-chemical methods of nitrate removal. Alternate methods of sludge disposal,
dewatering, and stabilization are considered as means of reducing costs while main-
taining high effluent quality. Automatic control systems employing sensory devices,
central processing, and integrated monitoring systems are discussed.
*Research and development, *Water quality, *Biochemical oxygen demand, *Treatment,
*FIltration, Suspended solids, Treatment facilities, Model studies, Pilot plants,
Nitrate, Costs, Design criteria, Activated sludge, Sewage treatment, Automatic
control, Waste water treatment
Water Research Centre (UK)
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D511
SEWAGE SLUDGE FOR AGRICULTURAL USE,
Pierce, R. G.
Waste Age, Vol. 8, No. 6, p 6, 8-10, 114, June, 1977. 3 tab.
Problems associated with the land application of sewage sludge, and the need for regular
monitoring of heavy metal and nutrient levels in sludge designated for land applica-
tion, are discussed. Dangers associated with heavy metals such as zinc, copper, nickel,
and cadmium include accumulation in the soil, toxicity to plants, and re-entry into the
food chain through accumulation in plant tissue. Research by the USDA's Agricultural
Research Service examines the controlling factors on the toxicity and uptake of heavy
metals, including plant species, soil characteristics such as pH, and sludge application
rates. Studies indicate that uptake is minimized at pH values above 6.5 and low con-
centrations of inorganic metal salts. The Agricultural Research Service recommends
that, in addition to the USDA guidelines for maximum metal concentrations in land-
applied sludge, soil pH should be adjusted and maintained at 6.5 or greater. Cadmium
should not exceed 1.8 Ibs/acre, and sludge should not be used to fertilize crops of
leafy vegetables. A regular monitoring program is suggested for solids, total-N,
inorganic-N, Zn, Cu, Pb, Ni, and Cd. Concentrations of Se, As, Mo, Bo, Fe, Al, Hg, Ag,
Ba, Co, S, and Na should also be established as sufficiently low before sludge applica-
tion is considered.
*Heavy metals, *Sludge disposal, *Fertillzers, *Absorption, *Soil-water-plant
relationships, Plant growth, Toxicity, Zinc, Nitrogen, Lead, Cadmium, Copper, Soil
chemical properties, Hydrogen ion concentration, Application methods, Soil treatment,
Waste disposal, Sludge, Waste water treatment
D512
ULTRAVIOLET LIGHT ENHANCES OZONIZATION OF ORGANICS
DISSOLVED IN WASTEWATER,
Chemical Engineering, Vol. 84, No. 16, p 18, August, 1977.
The Westgate Research Corporation of Los Angeles, California has developed a system
for the oxidation of organics from ozone-enriched waste water by exposure to a series
of ultra-violet lamps. The method is reported to oxidize all dissolved organic chemi-
cals to carbon dioxide, water, and other oxidation by-products. It also eliminates
viruses and other microorganisms. Heavy metals are precipitated as oxides or metals.
The process is reported to be more efficient than carbon adsorption and not much more
costly. The treatment system will be marketed in 20,000 gal/day modules which may be
combined to increase treatment capacity.
*0zone, *Ultraviolet radiation, *Polychlorinated biphenyls, *0rganic wastes,
Organic compounds, Oxidation, Chemical degradation, Waste water treatment
412
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D513
IS THERE A POTENTIAL FOR PARASITIC DISEASE TRANSMISSION FROM
LAND APPLICATION OF SEWAGE EFFLUENTS AND SLUDGES?,
Hays, B. D.
Pittsburgh University,
Pennsylvania,
Department of Life Sciences.
Journal of Environmental Health, Vol. 39, No. 6, p 424-426, May-June, 1977. 15 ref.
The increased use of sewage treatment plant products for land application and irrigation
has led to an evaluation of the fate and distribution of various protozoan cysts and
metazoan eggs of human and animal intestinal parasites which can occur in sewage. A
literature review includes a survey of parasitic species which have been observed in
sewage in the United States. Studies on the survival of parasitic organisms showed that
although reduced in number by sewage treatment processes, in particular anaerobic di-
gestion, parasitic forms are not totally destroyed during any process. Sewage-related
transmission of intestinal diseases to humans or animals has, however, always been
associated with raw or partially treated sewage. An examination of sludges collected
from four treatment plants in the Pittsburgh, Pennsylvania area revealed some parasitic
eggs in all samples, with the parasite species being related to the waste source.
Greater attention to parasites in sludge and their potential for disease transmission
is recommended for land treatment and resource recovery programs.
*Animal parasites, ^Pathology, ^Diseases, *Sludge disposal, *Sewage treatment,
Model studies, Sewage disposal, Environmental sanitation, Effluents, Fertilizers,
Irrigation, Infection, Waste disposal, Waste water treatment
Allegheny County (PA), Pittsburgh (PA)
D514
SALVAGING AN OLD SEWAGE PLANT CUTS TERTIARY TREATMENT COSTS,
Construction Week, Vol. 199, No. 2, p 23-24, July, 1977.
In upgrading its waste water treatment facilities, Dallas has added activated sludge and
filtration treatment to its existing trickling filter plant. The city invested $38
million to achieve 96% removal of suspended solids and BOD instead of constructing new
facilities at an estimated $150 million. Pilot studies were carried out at a plant
which contained an activated sludge unit, a flocculation-sedirnentation unit, two fil-
tration units, two activated carbon columns, and two chlorine contact basins. Data
from this pilot plant, which was designed for flexibility to accommodate changing water
quality standards, were used to evaluate design standards for the larger facility.
The new plant was designed to meet standards for effluent discharged into the Trinity
River of 10 ppm each for suspended solids and BOD, with provisions for more stringent
future regulations. Special features in the upgraded facility include chemical control
of solids in the activated sludge process and effluent filters; chlorination of activated
sludge, to prevent filamentous growth during sedimentation; and the addition of polymer
after aeration, to prevent concentration of solids. Annual operating costs are esti-
mated at $7 million, a $5 million increase over previous costs for a facility without
tertiary treatment.
*Tertiary treatment, ^Activated sludge, *Filtration, *Model studies, *Water quality,
Suspended solids, Biochemical oxygen demand, Chlorination, Polymers, Sludge treatment,
Municipal wastes, Cost comparisons, Aerated lagoons, Treatment facilities, Waste water
treatment
Dallas (TX)
413
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D515
WASTEWATER TREATMENT,
Water and Wastes Engineering, Vol. 14, No. 7, p 9, July, 1977.
An advanced waste water treatment facility designed to recycle waste water for municipal
and industrial use has been constructed in Fountain Valley, California. The Orange
County Water District had the facility built to provide an alternative to ocean disposal
of waste water and to create a hydraulic fresh water pressure barrier to sea water in-
trusion. Treatment processes at Water Factory 21, which receives secondary treated
sewage from the Orange County Sanitation District, include: coagulation and settling,
ammonia removal, pH adjustment, filtration, carbon adsorption, demineralization by
reverse osmosis, and chlorination. Treated water is diluted and then undergoes deep
well injection for storage.
*Water resources, *Water reuse, *Tertiary treatment, *Deep wells, *Injection wells,
Waste water treatment, Saline water intrusion, Sewage treatment, Reverse osmosis,
Treatment facilities, Waste disposal, Water treatment
Water Factory 21, Orange County Water District, Fountain Valley (CA)
D516
AUTOMATIC DISSOLVED OXYGEN CONTROL,
Flanagan, M. J., Bracken, B. D., and Roesler, J. F.
Flanagan and Associates,
San Francisco, California.
Journal of the Environmental Engineering Division, Vol. 103, No. EE4, p 707-722,
August, 1977. 9 tab, 5 fig, 3 ref, 1 append.
Various types of air and pure oxygen dissolution control systems for use in the acti-
vated sludge process are described and evaluated. Aspects of diffused air aeration for
the production of air bubbles in mixed liquor include control of centrifugal blowers and
the design and operation of diffused air aeration control systems. Mechanical aerators
of plate, updraft, downdraft, combination, and brush types may also be used in the
activated sludge process. Possible systems for control of mechanical aeration include
on-off aerator control, two-speed aerator control, variable speed aerator control,
variable impeller depth control, and variable level control. Cost comparisons for
automatic dissolved oxygen control systems and system components are presented. Design
data for typical activated sludge plant aeration systems have been calculated according
to plant size. Operation and maintenance costs, capital costs, and acquisition feasi-
bility have been estimated for various plant sizes and control systems. The use of
automatic dissolved oxygen control is suggested for activated sludge plants handling
more than 1 mgd with unequal loading conditions, sufficient oxidation tank or aerator
capacity, and unlimited aerator turndown capacities to provide consistent effluent
quality and less strain on aeration equipment.
*Automatic control, *Dissolved oxygen, *Activated sludge, *Aeration, *Cost comparisons,
Dissolved oxygen analyzers, Cost-benefit analysis, Sludge treatment, Instrumentation,
Economic feasibility, Analytical techniques, Operation and maintenance, Maintenance
costs, Operating costs, Energy, Waste water treatment
Automatic dissolved oxygen control
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D517
RHINELANDER SOLVES I & I PROBLEMS,
Larget, R. G.
Howard Needles Tammen and Bergendoff,
Department of Environmental and Municipal Engineering,
Milwaukee, Wisconsin.
Water and Wastes Engineering, Vol. 14, No. 7, p 46, 48, 50, July, 1977. 1 fig.
In compliance with EPA regulation PL92-500 an Infiltration/Inflow Analysis, a revised
environmental statement, and a. facilities plan were provided before construction of a
secondary treatment facility at Rhinelander, Wisconsin. The Infiltration/Inflow
Analysis included field monitoring of flow in the six major service areas in the system,
with HNTB-designed fiberglass weir boxes equipped with interchangeable back plates for
variable sewer sizes and stage flow recorders. Field study results and past records on
plant operations, climatology, and water usage were used to predict average and peak
flow contributions to sub-areas within each service area. Inflow was traced to three
sources: 0.12 mgd added through manhole covers, 0.20 mgd from two groceries and cooling
water from an industry, and 0.03 mgd from building roof drain connections. Infiltration
rates were significant for one new sewer main, but not appreciable for any area. Costs
for the recommended 1.9 mgd plant expansion were projected at $1.75 million.
*Sewerage, *Infiltration, *Treatment facilities, *Inflow, *Sewers, Monitoring,
Data collections, Manholes, Industrial wastes, On-site data collections, Water
utilization, Waste water treatment
Rhinelander (WI)
D518
REMOVE ALGAE AND HIGH COSTS TOGETHER,
Leininger, K. V.
CH2M Hill,
Portland, Oregon.
Water and Wastes Engineering, Vol. 14, No. 7, p 32-35, July, 1977. 2 fig, 21 ref.
In response to EPA regulations on stabilization ponds and effluent quality various
methods for the removal of algae, BOD, and suspended solids from effluents are dis-
cussed, with emphasis on systems handling more than 1 mgd. Methods for improving ef-
fluent quality include upgrading of existing stabilization ponds and replacement of
ponds by mechanical and chemical treatment facilities. Intermittent sand filtration
and the removal of algae by chemical treatment followed by granular media filtration
are suggested as the two most reliable alternative methods. Two configurations for
chemical treatment and filtration are presented: the replacement of ponds by a secondary
treatment facility, and the addition of an initial aerated pond and chemical treatment
of pond effluent to existing stabilization pond facilities. Although the second alter-
native may require the acquisition of additional land, its capital, operation, and
maintenance costs may be 20% less than for pond replacement. Methods of sludge handling
and disposal considered include air drying on sand beds, recycling of chemical-algae
sludge to stabilization ponds, mechanical dewatering, and vacuum filtration. Advantages
in process flexibility of stabilization ponds include fast startup and shutdown, more
hydraulic flexibility, and suspended solids removal adjustment by chemical dosages.
Changes in productivity with weather conditions are suggested as possible disadvantages.
*Algae, *Chemical treatment, *Suspended solids, *Ponds, *Tertiary treatment,
Sewage treatment, Filtration, Aeration, Dewatering, Cost comparisons, Waste water
treatment
Stabilization ponds, Sand filtration, Granular media filtration
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D519
INACTIVATION OF POLIOVIRUS IN WASTEWATER SLUDGE WITH
RADIATION AND THERMORADIATION,
Ward, R. L.
Sandia Laboratories,
Albuquerque, New Mexico.
Applied and Environmental Microbiology, Vol. 33, No. 5, p 1218-1219, May, 1977.
2 fig, 11 ref.
Agricultural uses of treated waste water sludge may be limited by hazardous pathogens
present in sludge. Experimental methods to rid sludge of bacterial pathogens, viruses,
and parasites include exposure to ionizing radiation, alone and in combination with heat
(thermoradiation). Since viruses can be insulated from inactivation by raw sludge and
a variety of other substances, the effect of sludge on the rate of viral inactivation
by radiation and thermoradiation was investigated. For these experiments the poliovirus
type 1 strain CHAT was diluted 10-fold with phosphate-buffered saline (PBS) which con-
tained appropriate amounts of raw sludge. It was established in control experiments
that the D-value (the amount of radiation necessary to inactivate 90% of the virus)
in PBS without sludge was 192 krads. The addition of small amounts of sludge to the
PBS significantly increased the D-value. The D-value was 332 krads for sludge contain-
ing 0.78% solids and 340 krads for 2.34% solids for samples which were heated at 47 C
for 10 minutes. The D-value approaches a plateau at approximately 1.00% solids, sug-
gesting that small amounts of sludge are nearly as protective of viruses as larger
amounts. An investigation into the effect of raw sludge on poliovirus inactivation
showed that although raw sludge was very protective of poliovirus against heat and
radiation inactivation, the effects were not additive. This suggests that thermoradia-
tion treatment may be an effective method of virus inactivation in waste water as long
as suspended solid concentrations are low.
*Viruses, *Thermal radiation, *Irradiation, *Bioassay, Sewage treatment, Sludge
disposal, Waste water treatment, Human diseases, Pathology, Waste disposal. Microbiology
*Poliovirus, Virus inactivation, Thermoradiation
D520
CURRENT SLUDGE RESEARCH AT THE WRC,
Mabey, D.
Water Services, Vol. 81, No. 976, p 347-348, June, 1977.
Current research on sludge treatment and disposal at the Water Research Center (WRC)
at Medmenham, England is described. Increased aeration and supplemental oxygenation
are suggested as methods of upgrading an activated sludge plant when existing facilities
are no longer able to produce high—quality effluent due to increased loads. An evalua-
tion of an oxygen injection system being used by the Welsh National Water Development
Authority indicated that, in spite of higher operating costs and hazards associated with
the use and storage of liquid oxygen, oxygen injection may be a viable alternative to
aeration, particularly when needed on a short-term basis only. Aspects of sludge de-
watering under investigation by the WRC include volume reduction by low-speed centrifu-
gation and the role that sewage depth plays in gravity dewatering. WRC is also attempt-
ing to define the controlling factors and sludge characteristics which influence sludge
settleabllity. Anaerobic digestion is being considered for treatment of farm and food
industry wastes. Quantification of sludge stability and standard costs indices for
water and sewage disposal are being examined. Cost comparisons are being prepared for
alternate routes for sludge disposal. WRC is also determining the fate and distribution
of hazardous substances in sanitary landfills. A survey by the WRC of farmers using
treated sludge for soil conditioning indicated that fertilizing capabilities of land-
applied sludge should be better defined.
*Activated sludge, *Sludge disposal, *Dewatering, *Anaerobic digestion, *0xygenation,
Aeration, Oxygen requirements, Sludge digestion, Waste water treatment, Cost comparisons,
Sludge treatment
Water Research Centre, Medmenham (UK)
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D521
EVALUATION OF RESIDUAL CHLORINE CONTROL SYSTEMS,
Roop, R. N.
Fischer and Porter,
Warminster, Pennsylvania.
Journal Water Pollution Control Federation, Vol. 49, No. 7, p 1591-1603, July, 1977.
19 fig, 2 tab, 6 ref.
The high economic and energy costs of chlorine and the environmental hazard posed by
overchlorination have made automatic control of residual chlorine in water and waste
water treatment advantageous. Three systems for automatic gas dispenser control are
currently used, with the choice being controlled by flow signal present in the system.
In studies to determine the actual chlorine demand of waste water, results indicated
that most of the demand for chlorination was satisfied during the first five minutes
of contact time and that residual decay followed an exponential function. Five strate-
gies for automatic control of residual chlorine were investigated using a laboratory-
scale chlorination system with a hypochlorite pump. An evaluation of two-mode, three-
mode, sampling, two-timer, and cascade control systems indicated that there were no
obvious advantages of three-mode (proportional band, reset, derivative) over two-mode
control (proportional band, reset). It was determined that for performance purposes
controller response time was more important than the type of controller. Cascade con-
trol is suggested for residual control when the first sample point is 5 to 15 minutes
downstream from the plant. Feedforward flow pacing is suggested to minimize differences
between control methods.
^Chlorination, *Disinfection, *Automatic control, *Control systems, ^Equipment,
Instrumentation, Monitoring, Chemcontrol, Chemical wastes, Water pollution sources,
Costs, Model studies, Pilot plants, Electronic equipment, Waste water treatment
*Residual chlorine
D522
SLUDGE PROCESSING TO OPTIMIZE DIGESTIBILITY AND
ENERGY PRODUCTION,
Haug, R. T.
Regional Wastewater Solids Management Program
(Laloma Project),
Whittier, California.
Journal Water Pollution Control Federation, Vol. 49, No. 7, p 1713-1721, July, 1977.
6 fig, 3 tab, 9 ref, 1 append.
Previous studies on the improvement of anaerobic sludge digestion by thermal pre-
treatment have prefaced this investigation to verify and quantify the extent of in-
creased biodegradability due to thermal conditioning. A method for thermal pretreat-
ment and anaerobic digestion to improve degradability and increase energy production
during the processing of primary and waste-activated sludges is described, in which
residual heat from thermal conditioning is used to facilitate mesophilic or thermo-
philic digestion. To reduce odors, a significant problem in thermally treated sludges,
the thermally treated sludge and liquor are not separated, but rather sent directly
to a digestion tank. Energy balances were determined for various thermal treatment-
anaerobic digestion systems. Energy production was highest for a system in which
thermally treated sludge was combined with untreated primary sludge. Second highest
in energy production was a system in which untreated primary and waste-activated
sludges were used. The digested mixture in either case, however, would not be
pathogen-free. A slight expenditure of energy to produce both thermally treated pri-
mary and waste-activated sludge would, however, result In a sterilized product.
Further laboratory and field studies of the process are being conducted through the
Regional Wastewater Solids Management Program (Laloma Project) for the Los Angeles-
Orange County Metropolitan Area.
*Anaerobic digestion, *Energy budget, *Model studies, Sludge treatment,
Biodegradation, Disinfection, Odor, Dewatering, Activated sludge, Digestion,
Waste water treatment
*Thermal conditioning, Sludge pretreatment, Regional Wastewater Solids Management
Program (Laloma Project)
417
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D523
SLUDGE HANDLING,
Water and Wastes Engineering, Vol. 14, No. 7, p 10, July, 1977.
Municipal sewage sludge which has been thermally conditioned at an installation in
Levittown, Pennsylvania has been successfully used for fertilizing and conditioning
of two one-acre plots in the Portland, Maine area. Yields of corn crops grown on the
plots were not appreciably different from control plots. Application of thermally
conditioned sludge did not appear to result in excessive concentrations of heavy metals
or other contaminants in plant tissues or groundwater. Sludge, with solids of 35%,
was reported to contain more nitrogen and phosphorus and less potassium than cow manure.
Other advantages to the use of thermally conditioned sludge include application with
conventional farm equipment and possible storage over long periods of time without
appreciable odor problems.
fertilizers, *Sludge disposal, *Heavy metals, *Soil-water-plant relationships,
*Plant growth, Sludge treatment, Corn (field), Agronomy, Waste disposal, Waste water
treatment
Portland (ME), Levittown (PA), Thermal conduction
D524
THE WASTE WATER TREATMENT BERGSTRASSE POSSIBILITIES AND SELECTION
OF THE SLUDGE TREATMENT (Die Klaeranlage Bergstrasse Moeglichkeiten
und Wahl des Schlammbehandlungs-systems),
Kaufhold, W.
Gesellschaft fur Klaeranlagen und Wasserversorgung
Mannheim,
Mannheim, Germany.
Wasserwirtschaft, Vol. 67, No. 6, p 162-168, 1977. 6 fig, 2 tab, 3 ref.
A centralized waste water treatment facility is being planned by the Bergstrasse
Regional Water Authority in West Germany for the processing of wastes from 9 cities and
25 townships in the Hessen and Baden-Wurtemberg areas. Sludge treatment by thermal
conditioning and dewatering in chambers has been chosen for use in the processing of
the 20.68 tons/day of raw sewage expected to enter the facility. Other alternatives
for sludge treatment which were investigated for possible use were: incineration;
chemical treatment and flocculation with FeC12 and lime or with polyelectrolytes; and
anaerobic digestion. Cost estimates for construction, operation, and maintenance were
prepared for the various alternatives.
*Dewatering, *Sludge treatment, *Sludge digestion, *Feasibility studies, *Cost
comparisons, Waste water treatment, Flocculation, Incineration, Sludge disposal,
Municipal wastes, Chemical precipitation, Filtration, Biological treatment
Thermal conditioning
418
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D525
HYGIENIZATION OF SEWAGE SLUDGE BY ELECTRON IRRADIATION,
Tofaute, K.
Brown Boveri Review, Vol. 64, p 180-186, March, 1977. 6 fig, 11 ref.
Hyglenlzatlon of sewage sludge to remove Infectious bacteria and parasites Is often
necessary before treated sludge can be used for agricultural purposes. A method of
hyglenization utilizing electron irradiation is described. After screening and homogen-
ization, digested sludge is irradiated and passed into storage tanks for subsequent
disposal. Irradiation is effective in reducing coliform bacteria and Salmonella, in-
hibiting future growth, and inactivating viruses. Physical characteristics of sludge
are not adversely affected by irradiation, while coagulation and settling abilities
may improve. Although fertilizing with untreated sludge is most effective, higher
grain yields have been obtained with irradiated sludge than with sludge which has been
subjected to steam pasteurization, the traditional method of hygienization. Operating
costs indicate that electron irradiation as a method of hygienization is economically
viable when the amount of sludge produced is 250 to 400 cu m daily.
*Fertilizers, *Sludge treatment, *Irradiation, *Microorganlsms, *Disinfaction,
Application methods, Waste treatment, Sludge disposal, Sewage treatment, Tertiary
treatment, Waste water treatment
D526
TREATMENT OF EFFLUENTS,
Howell, J. A.
Swansea University,
Swansea, Wales,
Department of Chemical Engineering.
Oceans, Vol. 10, No. 3, p 63-67, May-June 1977. 2 fig.
An historical review of methods of waste treatment used over the past several centuries
is presented. Environmental implications of ocean dumping and outfall pumping, the
alternatives to more costly plant waste treatment, are discussed. Biological treatment
methods described include trickling filters, rotating biological filters, activated
sludge processing, aeration, and the deep-shaft process. Possible uses of treated
sludge in aquiculture and the production of livestock feed are considered. Toxic con-
taminants in effluents which may present ocean pollution problems or health hazards
are described, including DDT, mercury, and oil. Physicochemical methods such as
coagulation, flocculation, filtration, and oxidation are described as ways to treat
toxic effluents.
*0ceans, *Biological treatment, *Chetnical degradation, *Sewage treatment, *Waste
disposal, Sludge disposal, Aeration, Oxidation, Treatment, Outfalls, Oxidation lagoons,
Industrial wastes, Municipal wastes, Aquatic life, Aquiculture, Filtration, Anaerobic
digestion, Aerobic treatment, Waste water treatment
Ocean disposal, Deep-shaft method
419
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D527
LAGOONS AND OXIDATION PONDS,
O'Brien, W. J.
Black and Veatch Consulting Engineers,
Dallas, Texas.
Journal Water Pollution Control Federation, Vol. 49, No. 6, p 1016-1019. 53 ref.
A review of literature concerning various aspects of lagoons and oxidation ponds is
presented. Published proceedings of a 1975 conference on lagoons and oxidation ponds
are cited. Design considerations discussed were mixing, flow patterns, aeration, and
cell number. Physicochemical parameters mentioned include pH, rates of methane fermen-
tation and volatile acid production, nutrient strength, and concentrations of ammonia,
algae, DO, and sulfide. Studies on detention time and pond depth are described. The
use of plants and fish to upgrade effluent, and the use of spray irrigation of oxidation
pond effluent, are discussed. Soil characteristics are considered with respect to
heavy metal concentrations, Infiltration rate, seismic sounding, and electrical re-
sistivity.
*Lagoons, *Ponds, *0xidation lagoons, *Aerated lagoons, *Sewage lagoons,
Photosynthesis, Nutrients, Heavy metals, Infiltration, Microorganisms, Bacteria,
Effluents, Waste water treatment, Water Pollution Control Federation
D528
TREATMENT OF ORGANIC WASTE WATER BY TOWER TYPE PACKED BIOFILTER
(Jutento shiki rosho ho ni okeru kaibunshiki shori no joka
sokudo),
Yoshihara, K., Udo, S., Sanbuichi, M., Fujio, Y.,
and Ueda, S.
Kyushu University,
Fukuoka, Japan,
Department of Food Science and Technology.
Hakko Kogaku, Vol. 55, No. 3, p 129-133, 1977. 7 fig, 10 ref.
Laboratory studies on a biological method for the treatment of organic wastes are
described. Operational time, recirculation, and batch volume were considered during
the examination of COD removal by a tower-type biological filter which had been filled
with 400 25-mm glass spheres. Aerobic conditions and a temperature of 22 C were main-
tained in the 100 mm filter throughout the experiments. Results indicated that, at a
given batch volume and recirculation flow rate, COD removal was directly related to
operational time. COD removal was observed to increase rapidly with recirculation rate
up to a rate of 111 cu m/sq m/day and approached a maximum value at 146 cu m/sq.m/day.
Since these effects were attributed to the activity of the biofilm, it was suggested
that recirculation flow rates be chosen for maximum use of the biological film without
loss of adhesion of the film to the media. In pilot studies with batch volumes of
0.002-0.012 cu m, COD removal by the filter was observed at 3 to 4 kg COD/cu m/day for
recirculation flow rates between 110 and 238 cu m/sq m/day.
^Chemical oxygen demand, *Filters, *Biological treatment, *0rganic wastes, Waste water
treatment, Filtration, Laboratory tests, Flow rates
*Biological filters, Tower-type biological filters
420
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D529
DISINFECTION OF WASTEWATER TASK FORCE REPORT,
1976. 59 p, 1 fig, 14 tab, 24 ref, 4 append. Technical Report EPA-430/9-75-012.
A task force survey of various aspects of waste water disinfection is presented. Major
topics discussed include possible toxic effects of chlorination on aquatic life and
humans, public health considerations, and disinfection methods. Recognition of the
potential danger of the formation of halogenated organic compounds as a result of
chlorination has prefaced an investigation into alternative disinfectants such as
ozone, bromine chloride, and ultraviolet light. Dechlorination with sulfur dioxide
and activated carbon is examined. Task force recommendations include disinfection of
waste water wherever required to maintain public safety, further investigation of
alternate disinfectants, modification of present disinfection standards for more flex-
ibility, and close monitoring of residual chlorine levels in receiving waters.
*Chlorination, *0zone, *Bromides, *Dltraviolet radiation, *Disinfection, Halogens,
Chlorides, Chemical reactions, Toxicity, Public health, Waste water treatment, Costs,
Aquatic life, Fish, Effluents
D530
CHEMICAL TECHNOLOGY AND ECONOMICS IN ENVIRONMENTAL
PERSPECTIVES: TASK II. REMOVAL OF BORON FROM WASTEWATER,
Lapp, T. W., and Cooper, G. R.
Midwest Research Institute,
Kansas City, Missouri.
1976. 27 p, 7 tab, 37 ref. Technical Report EPA-560/1-76-007.
Objectives of this study on the removal of boron from waste water were to assess public
concern over the presence of boron in effluents, examine current practices and litera-
ture on boron removal, and determine the role that boron plays in the activated sludge
process. Surveys determined that no sewage treatment facilities and very few boron-
producing or -consuming industries were attempting to remove boron from their wastes.
A literature survey on the effects of boron on sewage treatment processes indicated
that in large quantities (greater than 10 ppm) boron may inhibit biological processes
and COD removal, but the effect was largely dependent on individual circumstances.
Three methods of boron removal are discussed, including the use of ion exchange resins,
lime precipitation, and liquid-liquid extractions.
*Boron, *Public health, *Water pollution control, *Sewage treatment, *Trace elements,
Waste water treatment, Industrial wastes, Municipal wastes, Chemical oxygen demand,
Activated sludge, Salts, Ion exchange, Separation techniques, Chemical precipitation
'421
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D531
METHODS FOR IMPROVEMENT OF TRICKLING FILTER PLANT
PERFORMANCE: PART II - CHEMICAL ADDITION,
Brown, J. C., and Little, L. W.
North Carolina University,
Chapel Hill,
Department of Environmental Sciences and Engineering.
1977. 120 p, 27 fig, 38 tab, 19 ref, 2 append. Technical Report EPA-600/2-77-012.
Laboratory, pilot, and full-scale studies at the Mason Farm Waste Water Treatment Plant,
Chapel Hill, North Carolina, were used to examine methods of phosphorus removal. Pre-
liminary studies on phosphorus removal included a survey of pertinent literature, jar
testing of various coagulants (lime, alum, and iron salts), studies on the quality and
quantity of plant flows, and examination of the effect of the time of alum addition
during high-rate trickling filtration. Full-scale studies were then conducted using
the two parallel identical treatment trains at Chapel Hill, with liquid alum dosages
and flow rates varying for one train and the other train serving as a control. Plant
flows, digester performances, and sludge production were monitored throughout the 18-
month study, as were qualitative parameters on raw waste water, primary effluents, and
secondary effluents. Results indicated that overall plant operation and the removal
of phosphorus were enhanced by the addition of alum, particularly with a flow-paced
alum feed system, limitation of dry weather settling tank surface loadings to 20.4
cu m/sq m/day, and fine solids removal by tertiary treatment. Alum addition resulted
in decreased buffering capacities, alkalinity, and pH in primary digesters and lower
solids concentrations in the secondary digester. Longer sand drying was therefore re-
quired for adequate sludge dewatering. At an alum dose of 175 mg/liter and cost of
$58/ton of dry alum, alum treatment costs were $41/million gallons of waste water.
*Phosphorus, *Nutrient removal, *Trickling filters, *Coagulation, Model studies,
Separation techniques, Chemical precipitation, Sludge treatment, Dewatering,
Filtration, Sewage treatment, Sludge digestion, Waste water treatment
*Aluminum sulfate, Chapel Hill (NC)
D532
ANAEROBIC DIGESTION OF SOLID WASTE AND SEWAGE SLUDGE TO METHANE,
Hitte, S. J.
Office of Solid Waste Management Programs,
U. S. Environmental Protection Agency,
Cincinnati, Ohio.
1975. 13 p, 2 fig, 1 tab, 9 ref. Technical Report EPA/530/SW-159.
Controlled anaerobic digestion as a means of processing organic wastes and producing
methane was examined in light of the energy shortage. Comparisons with other biological
processes, current research in anaerobic digestion, and cost analyses were presented.
Methane production estimates and possible uses of sludge-generated methane were con-
sidered. Resource recovery concepts related to waste treatment were discussed, in-
cluding use of shredding waste as a supplemental fuel, pyrolysis, waterwall incinera-
tion, hydrogasification, and methane production. A description of biological processes
associated with anaerobic digestion was presented. Parameters controlling methane
production, such as temperature, anaerobiosis, pH, nutrients, and toxicity, were listed.
Projected costs, advantages, and disadvantages are examined for a 1,000 ton per day
bioconversion plant.
^Anaerobic digestion, AMethane, ^Energy conversion, ^Biological treatment, ^Sludge
digestion, Resources, Sludge treatment, Sewage treatment, Costs, Environmental effects,
Waste water treatment
Methane production
422
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D533
HAYLE'S LONG WAIT FOR ITS SEWAGE SCHEME IS OVER,
Pullin, J.
Surveyor, Vol. 150, No. 4439, p 10-11, July, 1977.
A new sewage treatment facility In the Hayle area of West Cornwall, England Is de-
scribed. Construction of the new facility began in 1975, 20 years after its initial
conception. The treatment facility, designed to accommodate a population of 50,000,
is intended to replace existing facilities which discharged directly into the Hayle
Estuary which empties into St. Ives Bay. Municipal wastes, fluctuating with the areafs
tourist industry, and wastes from the St. Erth Creamery will be processed. Treatment
facilities include primary sedimentation, media filtration, secondary biological fil-
ters, coagulation, and dewatering by gravity filtration. A landfill is intended for
sludge disposal. Plans for regionalization of sewage treatment are being considered.
*Treatment facilities, *Sewage treatment, *Sludge disposal, *Municipal wastes,
Filtration, Biological treatment, Dewatering, Settling basins, Waste water treatment
Hayle, West Cornwall, United Kingdom
D534
TREATMENT OF WATER AND EFFLUENT BY AIR FLOTATION,
Journal of the Institution of Engineers (India), Vol. 26, No. 9, p 30, March, 1977.
An air flotation process in which micro-bubbles are used to clarify waste water and
remove impurities is described. A recirculating hydraulic pump is used to produce
water which is saturated with air or some other gas. The system is reported to remove
from 90 to 99 percent of suspended solids with low flocculant consumption. Use of the
system is suggested for treatment of municipal wastes and a wide variety of industrial
wastes. Other advantages of the system include low energy consumption (50 to 150
Wh/sq m), compact size, immediate start-up, resistance to corrosion and clogging, and
automatic operation and installation.
*Flotation, *Aeration, *Suspended solids, *Clarification, *Waste water treatment,
Municipal wastes, Industrial wastes, Sludge treatment, Equipment, Sewage treatment,
Hydraulic equipment, Flocculation
423
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D535
NITRIFICATION AND HEAVY METAL REMOVAL IN THE ACTIVATED
SLUDGE TREATMENT PROCESS,
Richards, P. A.
Texas A & M University,
College Station,
Department of Civil Engineering.
1976. 172 p, 23 fig, 22 tab, 101 ref. Technical Report AD/A-031 748.
The purpose of this doctoral dissertation was to examine heavy metal concentrations in
municipal sewage with respect to nitrification and various points within an activated
sludge waste treatment system. A laboratory-scale, continuous flow, completely mixed
activated sludge system was used to examine removal of silver and chromium from syn-
thetically produced waste. Heavy metal removal was observed to be positively related
to sludge production rate, sludge metal concentration, and sludge wasting rate of
metal-rich sludge. Metal removal was negatively related to system metal loading rate
and wasting rate of metal-poor sludge.
*Heavy metals, *Silver, *Chromium, *Activated sludge, *Nitrification, Sludge treatment,
Physicochemical properties, Chemical reactions, Separation techniques, Model studies,
Waste water treatment, Sewage treatment, Effluents
D536
DISINFECTION EFFICIENCY AND RESIDUAL TOXICITY OF SEVERAL
WASTEWATER DISINFECTANTS: VOLUME I GRANDVILLE, MICHIGAN,
Ward, R. W., Giffin, R. D., DeGraeve, G. M., and Stone, R. A.
Grand Valley State Colleges,
Allendale, Michigan,
Department of Biology.
1976. 144 p, 1 fig, 50 tab, 86 ref. Technical Report EPA-600/2-76-156.
Possible toxic effects associated with chlorination of waste water have prefaced this
study on waste water disinfectants. Chlorine, bromine chloride, and ozone were examined
for relative bactericidal efficiency and residual toxicity at a waste water treatment
plant in Grandville, Michigan. The Grandville plant uses secondary activated sludge
processes and chemical removal of phosphates to treat an average flow of 2.6 mgd of
municipal wastes. A manually-controlled feed system with a continuous residual chlorine
analyzer and recorder is used to chlorinate effluent. For study purposes, a portion
of the settled unchlorinated effluent was divided into three streams for ozonation,
bioassay, and disinfection with bromine chloride. A portion of the chlorinated stream
was dechlorinated with sulfur dioxide. Total and fecal coliform densities, suspended
solids, volatile solids, COD, ammonia nitrogen, phosphate, turbidity, color, and pH
were monitored for the five waste water streams. Studies indicated that disinfection
was more reliable with chlorination, with or without S02 dechlorination, than with
bromine chloride treatment. Disinfection with ozone injection was adequate only after
filtration. Acute toxicity tests on Daphnia, fathead minnows, and several species of
fish indicated that the toxic effects of chlorination could be eliminated with sulfur
dioxide dechlorination. No toxic effects were observed for chlorobrominated or ozonated
effluents.
*Disinfection, *Chlorination, *Toxicity, *0zone, *Bromine, Aquatic life, Model studies,
Environmental sanitation, Microorganisms, Environmental effects, Bioassay, Sulfides,
Bactericides, Daphnia, Fish, Efficiency, Municipal wastes, Waste water treatment
Bromine chloride, Ozonation, Grandville (MI)
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D537
A REVIEW OF TECHNIQUES FOR INCINERATION OF SEWAGE SLUDGE
WITH SOLID WASTES,
Nlessen, W., Daly, A., Smith, E., and Gllardi, E.
Roy F. Western, Incorporated,
West Chester, Pennsylvania.
1976. 236 p, 30 fig, 47 tab, 60 ref, 4 append. Technical Report EPA-600/2-76-288.
This comparison of co-incineration with separate municipal sludge and refuse incinera-
tion provided a state-of-the-art review of co-incineration practices and examined
economic feasibility, environmental effects, and economic impact. Four methods of co-
incineration were chosen for further study. Applicable techniques of current users
of co-incineration for mixed municipal refuse and municipal sewage sludge were de-
scribed. Feasibility studies were conducted for direct-drying, indirect-drying,
multiple-hearth and pyrolysis co-incineration. Air pollution aspects and emissions
controls for incineration were discussed. Economic considerations include basic cost
calculations and cost comparisons for separate disposal and co-incineration. Circum-
stances which may affect co-incineration feasibility, such as geography, local political
situations, public and private considerations, and funding, were presented.
^Incineration, ^Economic feasibility, *Sludge disposal, *Cost comparisons, ^Reviews,
Sewage treatment, Dewatering, Environmental effects, Municipal wastes, Waste water
treatment
*Co-incineration, Direct-drying incineration, Multiple-hearth incineration,
Indirect-drying incineration, Emissions controls, Incineration methods
D538
RESIDUAL WASTE BEST MANAGEMENT PRACTICES: A WATER
PLANNER'S GUIDE TO LAND DISPOSAL,
Neptune, M. D.
1976. 285 p, 26 fig, 46 tab, 4 append. Technical Report WPD EPA-440/9-76-022.
A handbook for waste disposal is presented to aid in decision-making in water quality
management. Nine residual waste categories are discussed, including waste water sludge,
septage residuals, water treatment, municipal refuse, combustion and air pollution
control residuals, industrial wastes, feedlot residuals, mining wastes, and dredge spoil
residuals. Quality, quantity, environmental effects, and compliance regulations are
discussed for each waste category. Methods of ultimate waste disposal discussed include
land application, waste reutilization, trench disposal, and ocean disposal. Various
technical and scientific aspects which may affect waste disposal decisions include
climate, topography, groundwater infiltration and hydraulics, subsurface chemistry,
and vegetation. Legal consequences of alternative residual waste management plans
and waste disposal regulations are discussed. Planning processes necessary to develop
an effective comprehensive residuals management program are outlined and illustrated
for a hypothetical example. Appendices to this report discuss field monitoring and
sampling, laboratory procedures for residual wastes, a site evaluation checklist for
land disposal, and a glossary of related terms.
*Waste disposal, *Landfills, *Sludge disposal, *Water management (applied), Costs,
Water pollution sources, Industrial wastes, Municipal wastes, Farm wastes, Ultimate
disposal, Underground waste disposal, Environmental effects, Legal aspects, Management,
Waste water disposal
425
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D539
BACKWASH OF GRANULAR FILTERS USED IN WASTEWATER FILTRATION,
Cleasby, J. L., and Baumann, E. R.
1977. 381 p, 110 fig, 53 tab, 145 ref, 1 append. Technical Report EPA-600/2-77-016.
The design, operation, and maintenance of deep granular filters used in waste water
treatment are examined, with special emphasis on bed design, media size, and bed clean-
ing by backwashing for single-, dual-, and triple-media filters. Backwashing methods
discussed include water fluidization, air scour followed by water fluidization, face
wash and subsurface wash before and during water fluidization, and simultaneous air
scour and subfluidization water backwash. Backwashing by water fluidization alone is
considered too inefficient since abrasion between filter grains was negligible. Simul-
taneous air scour and subfluidization backwash of coarse sand filters is considered the
most effective method of backwash, but results in media loss for finer materials. The
remaining methods are considered acceptable for single-, dual-, and triple—media fil-
ters. Studies on filter performance indicate that filtering abilities of dual- and
triple—media filters were comparable. Filter bed expansion, media intermixing, and the
use of dual media are further examined. Filter designs are discussed with respect to
performance and media size. A literature survey on waste water filtration and back-
washing is presented.
*Filters, *Particle size, *Packed beds, *Equipment, *Filtration, Cleaning, Operation
and maintenance, Separation techniques, Clarification, Sewage treatment, Waste water
treatment
*Backwashing, Granular filters
D540
WATER RELATED UTILITIES FOR SMALL COMMUNITIES IN RURAL ALASKA,
Puchtler, B., Reid, B., and Christiansen, C.
Arctic Environmental Research Station,
Corvallis Environmental Research Laboratory,
College, Alaska.
1976. 82 p, 17 fig, 5 tab, 5 ref. Technical Report EPA-600/3-76-104.
The Alaska Village Demonstration Projects (AVDP) were implemented to examine practical
solutions to water supply and waste disposal problems where difficult terrain, un-
favorable soil conditions, and severe climate prohibit conventional treatment methods.
Major objectives of AVDP were to construct and evaluate central community facilities
for communities where water distribution and collection systems were unpractical. De-
sign data for the facilities at Wainwright and Emmonak are presented. Treatment of
the high quality raw water for drinking purposes included only filtration, carbon ad-
sorption, and chlorination. Treatment systems were provided for graywater (laundry,
shower and sink waste water) and blackwater (toilet waste water). Since year-round
sources of liquid water were not available, graywater was treated for reuse. Giraywater
treatment included disinfection with a quarternary ammonium compound, upflow clarifica-
tion with lime, and chlorination. One problem associated with graywater treatment was
variation in plant performance caused by influent temperature fluctuations and sludge
carryover from the upflow clarifier. Blackwater was carried to the central facility,
chemically treated, centrifuged, and incinerated. The community centers also provided
laundry and bathing facilities and potable water for the village inhabitants. The
Central Community Facility concept was a viable method of providing water services to
Alaskan villages when combined with a vehicular distribution and collection system.
^Treatment facilities, *Alaska, *Cold regions, *Sewage treatment, *Municipal wastes,
Laundering, Domestic wastes, Potable water, Water utilization, Water reuse, Waste
treatment, Incineration, Pilot plants, Model studies, Chemical degradation, Public
health, Waste water treatment
Central community facility concept
426
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D541
NEW DEVELOPMENT,
Effluent and Water Treatment Journal, Vol. 17, No. 6, p 275, June, 1977.
A series of rotary drum microscreens produced by Paterson Candy International Limited
is described. The microscreens are designed for sewage and water treatment and are
used in the treatment of storm water overflows, final effluent polishing, BOD and
turbidity removal, and algae and plankton removal. Water flows in through the open end
of a horizontally rotating drum which is covered with panels of filter mesh. Filtered
water flows out of the drum radially, leaving suspended solids inside the drum. The
individually replaceable filter mesh panels contain a rigid polypropylene support grid
at 20 mm square intervals and can be used with any commercially available media, in-
cluding stainless steel mesh and polyester fabric. Continuous spray, time-sequenced
and headloss monitoring are contained in backwash spray systems for filter cleaning
and removal of retained solids.
*Filtration, ^Screens, *Equipment, *Tertiary treatment, *Water treatment, Suspended
solids, Biochemical oxygen demand, Turbidity, Clarification, Waste water treatment
Rotary drum microscreens
D542
BRISBANE COUNCIL'S FIRST IN AUSTRALIA AT SEWERAGE TREATMENT
PLANT,
Engineers Australia, Vol. 49, No. 16, p 26, June, 1977.
Aluminum gantries furnished by Highgate Engineers are being used at the Luggage Point
sewage treatment plant in Brisbane, Australia. Advantages to the use of the light-
weight aluminum gantries include resistance to corrosion by the abrasive atmosphere
of Moreton Bay, and reduced construction requirements for the load-bearing walls. The
gantries will service four 4.4 hectare sludge drying beds, removing dried sludge, dis-
tributing sludge from digestion tanks to drying beds, and placing sand media in the
beds. The first stage of the Luggage Point treatment facility is designed for sewage
treatment for a population of 500,000 at a cost of $30 million; the second stage will
be a duplication of the first.
*Treatment facilities, *Drying, *Sludge treatment, *Aluminum alloys, *Equipment,
Separation techniques, Design data, Australia, Construction materials, Waste water
treatment
Luggage Point, Brisbane, Australia, Sludge drying, Aluminum gantries
427
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D543
GRANULAR ACTIVATED CARBON IN WATER TREATMENT,
McCreary, J. J., and Snoeyink, V. L.
Illinois University,
Urbana,
Department of Civil Engineering.
Journal of the American Water Works Association, Vol. 69, No. 8, p 437-444, August,
1977. 6 fig, 39 ref.
The use of granular activated carbon filtration in water treatment is reviewed. Acti-
vated carbon treatment is normally used to reduce odor and color derived from organics
which may be added to water by industrial and municipal discharges, agricultural runoff
and other nonpoint sources, decaying vegetation, and reaction of water-treatment chem-
icals such as chlorine with organic aqueous matter. The efficiency of granular acti-
vated carbon treatment for removal of biologically derived odor and carbon chloroform
extract, odors of industrial origin, sulfide odor, pesticides, hydrocarbons, and
haloforms is discussed. Various carbon types are examined for relative efficiencies
of total organic matter removal. The presence of organic chlorine is considered for
carbon choice. Pretreatment effects on the adsorption process resulting from clarifi-
cation, ozonation, chlorination, softening, and manganese removal are described.
Studies on competitive adsorption are referenced for bisolute systems and for single
compounds in the presence of natural organic matter. Monitoring procedures, bed
design, pilot studies, and biological activity in granular activated carbon beds are
examined.
^Activated carbon, *Adsorption, *0dor, *Water quality, *Color, Organic compounds,
Organic wastes, Model studies, Pilot plants, Organic matter, Water properties, Water
treatment, Municipal wastes, Industrial wastes, Chlorination
Granular activated carbon
D544
CHARACTERISTICS OF PERCOLATE OF SOLID AND HAZARDOUS
WASTE DEPOSITS,
Brunner, D. R., and Carnes, R. A.
Solid Waste Research Division,
U. S. Environmental Protection Agency,
Cincinnati, Ohio.
Journal of the American Water Works Association, Vol. 69, No. 8, p 453-457, August,
1977. 6 tab, 22 ref.
Deleterious effects on groundwater and surface water of land disposal of municipal
and industrial wastes have prefaced this review of waste disposal practices and per-
colates emanating from waste disposal sites. The nature and extent of land disposal
problems are discussed with respect to the geographic distribution of waste, pollution
control legislation, and the entry of waste contaminants into the hydrologic cycle.
Common disposal methods considered include dumping, burial, and land application.
Physical and chemical characteristics of percolates from municipal solid waste are
described, including volumetric production, chemical composition, and the presence of
pathogens and toxic organic compounds. Other hazardous wastes considered include
arsenic, polychlorinated biphenyls, and heavy metals.
*Waste dumps, *Irrigation practices, *Landfills, *Waste disposal, *Environmental
effects, Return flow, Sewage disposal, Underground waste disposal, Water pollution
sources, Polychlorinated biphenyls, Heavy metals, Solid wastes, Municipal wastes,
Percolating water, Waste water treatment, Industrial wastes
423
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D545
VISCOSITY EFFECTS OF SLUDGE,
Water and Waste Treatment, Vol. 20, No. 6, p 34, 36, June, 1977.
Research by BHRA Fluid Engineering, Cranfield, Bedford, United Kingdom, on the viscosity
effects of sewage sludge on rotodynamic pump performance and pipeline friction is
described. BHRA in collaboration with the Water Research Center will also attempt to
define limits of sludge solids concentrations for economical pumping and to correlate
pump performance with sludge characteristics. A literature survey and on-site testing
will be used in the evaluation program.
*Physical properties, *Sludge treatment, *Pump testing, *Pumps, Sludge, Model studies,
Analytical techniques, Design criteria, Waste water treatment
*Sludge viscosity, Sludge characteristics, Water Research Center (UK)
D546
HIGH RATE FILTER AT RUGBY,
Water and Waste Treatment, Vol. 20, No. 6, p 14, June, 1977.
Rugby Water Reclamation Works in England has begun using a high rate filter manufactured
by Norton Chemicals Process Products Limited, Stoke—on-Trent, in the treatment of a
daily waste water flow of 15,000 cu m/d. A four-arm stainless steel trough-type dis-
tributor which is supported on a 1.2 m heavy-duty bearing is used to conduct waste
water into the filter. The filter itself is 30 meters in diameter and filled with
200 cu m of plastic media. Effluent quality was increased from 33-39 mg/liter BOD
and suspended solids to 19-23 mg/liter BOD and suspended solids with the use of the
high rate filter. BOD of settled influent was reduced by 85% to 30 mg/liter.
^Filters, *Packed beds, *Filtration, *Sewage treatment, Biochemical oxygen demand,
Effluents, Treatment facilities, Waste water treatment
*High rate filters, Plastic filter media
429
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D547
MUNICIPAL WASTEWATER TREATMENT PLANT SLUDGE AND LIQUID
SIDESTREAMS,
Kalinske, A. A.
Camp, Dresser., McKee, Incorporated,
Boston, Massachusetts.
1976. 123 p, 3 fig, 4 tab, 204 ref, 1 append. Technical Report EPA 430/9-76-007.
A general review of municipal waste water treatment plant sludge and liquid sidestreams
is presented. Sludge characteristics are discussed for primary treatment, secondary
treatment with trickling filters or activated sludge treatment, chemical treatment,
and septic tanks. Various physical, biological, and chemical methods of sludge stabili-
zation are described. Sludge thickening by gravity thickening, pressurized-air flota-
tion, and centrifugation is discussed. Supernatants from biological digesters are
considered with respect to aerobic and anaerobic digestion, treatment methods, and
elutriation. Chemical conditioning, thermal treatment, and freezing are examined for
sludge conditioning. Sludge dewatering and sidestreams produced by sand beds, vacuum
filtration, centrifugation, filter presses, and screens are discussed. Various methods
of sludge disposal considered include incineration, wet air (high-pressure) oxidation
of liquid sludge, land application, landfill disposal, ocean and surface water disposal,
deep well or underground injection, pyrolysis, and composting. Sludge reclamation and
tertiary treatment methods are considered.
*Sludge treatment, *Dewatering, *Sludge digestion, *Filtration, *Incineration,
Reviews, Separation techniques, Sewage treatment, Tertiary treatment, Incineration,
Waste water treatment
D548
WANTED: BETTER WAYS TO CLEAN WATER,
Environmental Science and Technology, Vol. 11, No. 8, p 748-749, August, 1977. 1 fig.
Highlights of the Second Joint Conference of the Chemical Institute of Canada and the
American Chemical Society in Montreal are discussed. Suggested methods for the removal
of toxic organics in water or waste water treatment include the use of granular acti-
vated carbon and synthetic resins. Discussions on the application of ozone for dis-
infection and for removal of color, odor, and bad taste are described. Electrolysis
with NaCl as the electrolyte is considered. The use of closed waste treatment systems
to solve effluent problems, the need for groundwater protection, and the levying of
pollution fines were also considered.
^Organic wastes, A0zone, ^Activated carbon, AResins, ^Electrolysis, Water management
(applied), Groundwater, Disinfection, Effluents, Industrial wastes, Municipal wastes,
Waste water treatment, Water treatment
Chemical Institute of Canada, American Chemical Society
430
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D549
WASTE WATER TREATMENT SYSTEM,
Chemical Engineering, Vol. 84, No. 16, p 44, August, 1977.
A waste water treatment system for the processing of more than 10 mgd of industrial or
municipal waste is being marketed by the Mixing Equipment Corporation in Rochester,
New York. The system is reported to reduce BOD and suspended solids satisfactorily in
the activated sludge process using sludge with initial suspended solids concentrations
of up to 3000 mg/liter. Other aspects of the system include mechanical aerators for
oxygenation of waste water, integral clarifiers for surface and settled sludge removal,
and a large aeration basin. Operating conditions for the system are placed at mixed-
liquor suspended-solids concentrations of 3000 mg/liter.
AActivated sludge, ^Suspended solids, ^Industrial wastes, ^Municipal wastes,
*Equipment, Biochemical oxygen demand, Aeration, Clarification, Sludge treatment,
Treatment facilities, Waste water treatment
D550
THE CONSTRUCTION OF THE FIRST PHASE OF THE MODERNISATION OF
SHIELDHALL SEWAGE WORKS IN GLASGOW,
Motion, J. T.
W. A. Fairhurst and Partners,
Glasgow, Scotland.
Chartered Municipal Engineer, Vol. 104, No. 7, p 121-127, July, 1977. 5 fig.
Plans for expansion by Fairclough Ltd. of the Shieldhall sewage treatment plant in
Glasgow, Scotland, to provide biological treatment of up to 144 mgd of municipal and
industrial wastes are described. The first phase of the two-part project is based on
treatment needs of a design dry weather flow of 48 mgd with reserved space for future
expansion. Construction details for the sewage collection system are presented.
Sulfate-resistant cement externally coated with bitumastic plastic was used in sewer
pipes to prevent corrosion by the area's acidic soils. A low level pumping station is
used to transport wastes for an interceptor sewer to the pre-sedimentation works. The
pre—sedimentation works include an entry channel, screening bays, six trapezoidal grit
channels, and associated penstocks to the six screw pumps. Six screw pumps lift the
sewage to permit gravity flow to the primary sedimentation tanks and the rest of the
treatment facility. Construction details for the sludge pumphouse, sludge holding
tanks, and tanker bay which follow the primary sedimentation tanks are provided. Storm
tanks are being constructed to accommodate flows entering the system in excess of pre-
sedimentation works capacity. The design of the storm tanks is analogous to that of
the primary tanks except the storm tanks are constructed below the water table. Outfall
works will be used at Shieldhall until biological treatment facilities are completed
in the second phase of the project.
*Treatment facilities, *Construction, *Construction materials, *Sewerage, *Settling
basins, Construction costs, Engineering structures, Concrete technology, Sewage
treatment, Biological treatment, Municipal wastes, Design data, Structural engineering,
Waste water treatment
Shieldhall, Glasgow, Scotland
431
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D551
SEWER RENOVATION TECHNIQUES,
Surveyor, Vol. 150, No. 4440, p 15-16, July, 1977.
Methods of sewer rehabilitation in England which save replacement costs are reviewed.
Mortar repointing for old brick sewers is described. Chemical grouting can be used
to stabilize soil, fill voids around the sewer pipe, and seal small cracks or leaking
joints. A chemical grout injection system developed by the American Cyanamid Company
is described. Grouting equipment is positioned with the aid of closed-circuit tele-
vision and a pneumatic packing device is used to isolate the section for repair. The
use of waterproofing and sealing compounds is described as another method of non-
structural sewer repair. Structural renovation methods which involve laying another
pipe within an existing sewer are described. Slip-lining with polyethylene pipe can
be used to renovate non-man-entry sewers. Pre-shot segmented sections of Gunite
concrete or Gunite spray application can be used in man-entry sewers. Reduction in
sewer size with lining implacement is considered as a limiting factor on structural
renovation methods. Panelling with glass-reinforced cement or glass-reinforced
plastics is considered. Panels can be installed without flow interruption, replaced
individually, and preformed to the sewer profile.
*Sewers, *Pipes, *Repairing, *Maintenance, *Plastic pipes, Cast-in-place structures,
Concrete pipes, Pipelines, Infiltration, Resins, Grouting, Cement grouting, Chemical
grouting, Construction materials, Sealants
*Sewer rehabilitation, Slip liners
D552
TREATMENT IN THE SEWER CUTS THE WORKS' LOAD,
Pullin, J.
Surveyor, Vol. 150, No. 4440, p 21-22, 27, July, 1977.
In-sewer treatment with the addition of oxygen or air to anaerobic sewage has been
used to curb sewage septicity, prevent build-up of sulfides, and extend treatment
plant capacities. Compressed air or oxygen can be added to a rising main discharging
to the works or to a pressure main that has a continuous upward slope. Dissolved
oxygen levels in sewage can also be increased by the addition of hydrogen peroxide
which gradually decomposes to yield water and oxygen. Approximately 50 treatment
facilities in the United Kingdom currently use dissolved oxygen injection in rising
mains to prevent sulfide build-up. The Water Research Center investigated anaerobic
conditions in gravity sewers and found that aeration caused by turbulent flow was
responsible for oxidizing up to 20 percent of organic impurities in sewage, and that
anaerobic digestion partially treats sewage if dissolved oxygen levels are insufficient
for aerobic processes. The addition of dissolved oxygen is also reported to increase
settling basin performance. A pilot study by the Wessex Water Authority indicated
that the use of an oxygen injection system can reduce BOD and suspended solid loads by
approximately 50 percent, sludge volume by 10 percent, and pump power requirements by
about 8 percent, as well as eliminate filamentous Leucothrix bacteria from sewage.
*Sewers, *Sewage treatment, *Dissolved oxygen, *Aeration, *Anaerobic conditions,
Anaerobic digestion, Sulfides, Biochemical oxygen demand, Suspended solids,
Treatment facilities, Sewerage, Settling basins, Waste water treatment
Hydrogen peroxide, Oxygen injection systems, Sewage pretreatment
432
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D553
CONVEYOR SYSTEM MOVES SEWAGE QUICKLY, PREVENTS SPILLAGE,
Water and Sewage Works, Vol. 124, No. 8, p 47-48, August, 1977.
A belt conveyor system manufactured by the Bucket Elevator Company Is being used at a
sewage treatment facility in East Windsor Township, New Jersey, to move sewage, grit,
and other solid and semi-solid waste products quickly and without spillage. Belting
with corrugated siding is used to remove wastes from filters, screening devices, and
centrifuges. The Corra-Trough conveyor meets the system's requirements of flexibility
for maximum use of limited floor space and adjustability for accommodation of several
sizes of trucks. Sludge dewatering at the East Windsor plant is accomplished by a
Permutit DCG dewatering device, and a multi-roll press. A combination of four 12-inch
wide conveyors, three portable and one stationary with adjustable discharge height and
cleats, transports sludge between the dewatering device and multi-roll press. Con-
veyors also deposit material on an inclined conveyor for final disposal into a truck.
Response to the systemTs maneuverability and maintenance was favorable.
*Conveyance structures, *Equipment, *Sludge treatment, *Sludge disposal, *Dewatering,
Treatment facilities, Sewage disposal, Sewage treatment, Waste water treatment
Conveyor belts, East Windsor Township (NJ)
D554
COTTONVALLEY—THE ATTRACTIVE SEWAGE WORKS,
Pullin, J.
Surveyor, Vol. 150, No. 443, p 9, May-July, 1977.
The Cottonvalley sewage treatment facility at Milton Keynes, United Kingdom, is
described. Commissioned by the Anglian Water Authority, the treatment plant was de-
signed to relieve overloading of works at Bletchley and Wolverton. The facilities
include automatic screen raking, Archimedean screw pumps, four primary settling tanks,
four aeration tanks, and eight secondary settling tanks. Tertiary treatment will be
provided by eight high-rate sand filters. Incineration will be the primary means of
sludge disposal. The plant capacity will initially be designed for a population of
117,000 with later modification to increase the capacity to a population of 275,000.
^Treatment facilities, *Sewage treatment, *Tertiary treatment, ^Settling basins,
Municipal wastes, Incineration, Sludge disposal, Sludge treatment, Waste water
treatment
Cottonvalley (UK), Milton Keynes (UK), United Kingdom
433
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D555
BACTERIAL AND VIRAL PATHOGENS ASSOCIATED WITH LAND
APPLICATION OF ORGANIC WASTES,
Elliot, L. F., and Ellis, J. R.
Washington State University,
Pullman,
College of Agricultural Research Center.
Journal of Environmental Quality, Vol. 6, No. 3, p 245-251, July-September, 1977.
1 fig, 1 tab, 57 ref.
Hazards associated with possible bacterial and viral pathogens present in sewage are
considered with respect to land application of organic wastes as a means of sludge
disposal. The effects of waste treatment on virus survival and the removal and sur-
vival of bacterial pathogens are discussed. Factors which affect bacterial and virus
survival in soil are reviewed. Pathogen dispersion by aerosols produced by waste and
water treatment by sprinkler irrigation is examined. A number of studies on pathogens
present in sewage sludge and on transmission of enteric diseases through waste water
irrigation or sludge application for agricultural purposes are referenced. Factors
which affect transmission probability of enteric diseases by land-applied wastes are
discussed, including virulence, quantity, and waste-loading rates. Suggested applica-
tion practices include restraint in sludge application during the current growing
season for root crops and one month before harvest for above-ground crops. Restriction
of grazing for 2 to 3 weeks after waste application is also recommended.
^Pathogenic bacteria, *Soil amendments, *Soil-water-plant relationships, *Viruses,
*Enteric bacteria, Waste disposal, Aerosols, Sludge disposal, Municipal wastes,
Disinfection, Water reuse, Crop production, Fertilizers, Return flow, Sewage disposal,
Waste water treatment
D556
EFFECT OF DRIED ANAEROBICALLY DIGESTED SEWAGE SLUDGE ON YIELD
AND ELEMENT ACCUMULATION IN TALL FESCUE AND ALFALFA,
Stucky, D. J., and Newman, T. S.
Southern Illinois University,
Carbondale,
Department of Plant and Soil Science.
Journal of Environmental Quality, Vol. 6, No. 3, p 271-274, July-September, 1977.
5 tab, 13 ref.
This study was initiated to examine the effect of three application rates of dried
anaerobically digested sludge on two different soil media on the establishment, yield,
duration, and element accumulation in tall fescue and alfalfa. In a greenhouse study,
acid strip-mine spoil and agricultural soil were used to compare plant growth in
sewage-amended and untreated media. Sludge was applied at 0, 314, and 627 metric tons/
hectare to the agricultural soil control and the strip mine spoil. Plant yields were
significantly higher for strip-mine spoil amended with 627 metric tons/ha and for
agricultural soil amended with 314 and 627 metric tons/ha. Concentrations of Mn, Ni,
Cd, Zn, and Cu were measured in plants and soils. Concentrations of Mn, Zn, Ni, and
Cd in tall fescue and alfalfa grown in strip-mine spoils were higher at higher sludge
application rates. Sludge application rate did not affect Cu uptake. Concentrations
of Mn, Zn, Ni, and Cd in tall fescue were highest during the 180 to 200 day growth
period. For alfalfa Mn and Cd peak concentrations occurred during the same period,
but Zn, Cu, and Ni uptake decreased with time. The study suggested that plant growth
and erosion control in acid strip-mine spoils (pH 3.5) may be accomplished by dried
sewage sludge applications of 314 metric tons/ha to a depth of 10 cm.
*Anaerobic digestion, *Fertilizers, *Alfalfa, *Fescues, *Sludge disposal, Spoil banks,
Strip mine wastes, Heavy metals, Soil amendments, Nutrients, Sewage disposal, Soil-
water-plant relationships, Plant growth, Erosion control, Hydrogen ion concentration,
Soil treatment, Acidic soils, Waste disposal
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D557
DISINFECTION OF MUNICIPAL WASTE WATER WITH GAMMA RADIATION,
Melmed, L. N.
City Health Department,
Laboratory and Technical Services Branch,
Johannesburg, South Africa.
Water SA, Vol. 2, No. 3, 131-135, July, 1976. 2 fig, 4 tab, 2 ref.
Gamma radiation disinfection was investigated for various effluents from the Johannes-
burg City Council's Northern Waste Water Purification Works in South Africa. The
treatment facility uses two-stage biological filtration in the treatment of 105,000
cu m/day of municipal waste water. Major objectives of the study were to establish
required doses of gamma radiation for disinfection of settled filter effluent and
maturation pond effluent, and to determine whether disinfection could be enhanced by
the use of gamma radiation in conjunction with chlorine. Radiation doses of from 10
to 2,000 krad using Cobalt 60 as the radiation source were applied to effluents at
dose rates ranging from 36,000 to 42,000 rads per minute. Necessary dosages to reduce
the E. coli content of settled filter effluent to less than 1,000 per 100 ml for ir-
rigation or industrial reuse were 50 krad of gamma radiation, 4.3 mg/liter of chlorine,
or 1 mg/liter of chlorine in combination with 30 krad of gamma radiation. E. coli were
reduced to zero per 100 ml in maturation pond effluent with a minimum applied dose of
50 krad. To achieve drinking standards, dosages of 200 krad for maturation pond ef-
fluent and 2,000 krad for settled effluent would be necessary.
*Disinfection, *Gamma rays, *E. coli, *Chlorination, *Return flow, Municipal wastes,
Radiation, Potable water, Water utilization, Sewage treatment, Effluents, Waste water
treatment
Gamma radiation disinfection
D558
A REVIEW OF BIOLOGICAL PHOSPHORUS REMOVAL IN THE ACTIVATED
SLUDGE PROCESS,
Barnard, J. L.
P. G. J. Meiring and Partners,
Sunnyside, South Africa.
Water SA, Vol. 2, No. 3, p 136-144, July, 1976. 9 fig, 12 ref.
Conditions necessary for optimum phosphorus removal during activated sludge treatment
have been examined with bench-scale studies and observations of existing plug—flow
systems such as those in San Antonio, Baltimore, and Los Angeles, and of the Pho-strip
and Bardenpho methods of phosphate removal. Laboratory studies on phosphate removal
indicated that higher pH values caused by C02 stripping were probably not the only
cause of phosphate removal during activated sludge treatment, and that the presence of
nitrates reduced or eliminated phosphate removal. Anaerobic processes which are hin-
dered in the presence of nitrates are postulated as the major contributor to the re-
moval of phosphates. The Phorodex phosphate removal system in which an anaerobic basin
is placed at the head of an activated sludge system to reduce the effects of nitrates
is described. Clarifier underflow and feed are mixed in the basin to remove phosphate.
Either an aeration basin for nitrification, or a series of anaerobic and aerobic basins
for nitrification and denitrification, can be used after initial treatment in the
anaerobic basin.
*Phosphates, *Nutrient removal, *Nitrification, *Denitrification, *Activated sludge,
Anaerobic conditions, Design criteria, Biological treatment, Hydrogen ion concentra-
tion, Carbon dioxide, Aeration, Sewage treatment, Waste water treatment
Phosphate removal, San Antonio (TX), Baltimore (MD), Los Angeles (CA), Phorodex
phosphate removal
435
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D559
EFFECTIVE PHOSPHORUS REMOVAL FROM SEWAGE BY BIOLOGICAL MEANS,
McLaren, A. R,, and Wood, R. J.
National Institute for Water Research,
Council for Scientific and Industrial Research,
Pretoria, South Africa.
Water SA, Vol. 2, No. 1, p 47-50, January, 1976. 5 fig, 1 tab, 5 ref.
The role of anaerobic processes in efficient biological removal of phosphorus was in-
vestigated in laboratory studies and pilot plant experiments. Settled domestic sewage
from a pilot plant at Daspoort, Pretoria, South Africa, was used in a laboratory unit
to treat 36 liters of sewage per day. Detention under anaerobic conditions for 15
days resulted in average COD removal of 93.4%, total nitrogen of 76.4%, total phos-
phorus of 95.1%, and calcium of 4.0%. Pilot experiments were conducted to examine
how phosphate removal was affected by the addition of an anaerobic basin at the feed
inlet before the three in-series denitrification basins. Phosphate was not effectively
removed with this configuration, but was rapidly removed when the anaerobic basin was
altered to two in-series basins of two-hour retention each. Laboratory-batch studies
using pilot plant sludge indicated that biological mechanisms were probably responsible
for phosphate removal, since both aeration and the addition of nitrate caused rapid
uptake of phosphates which had been released under anaerobic conditions.
*Phosphates, *Nutrient removal, *Nitrification, *Denitrification, *Anaerobic
conditions, Biological treatment, Sewage treatment, Pilot plants, Model studies,
Sludge treatment, Aeration, Absorption, Waste water treatment
Phosphate removal
D560
STUDIES ON DISINFECTION AND CHEMICAL OXIDATION WITH OZONE AND
CHLORINE IN WATER RECLAMATION,
Ross, W. R., van Leeuwen, J., and Grabow, W. 0. K.
National Institute for Water Research,
Pretoria, South Africa.
Water SA, Vol. 2, No. 1, p 25-32, January, 1976. 6 fig, 2 tab, 35 ref.
Laboratory and pilot plant studies were used to examine the feasibility of ozone treat-
ment for chemical oxidation of refractory organic compounds and disinfection in the
reclamation of potable water from sewage. Test bacteria were isolated from humus tank
effluent exposed to chlorine or ozone at a pilot plant. Sand-filtered effluent from
the Stander Water Reclamation Plant at Daspoort, Pretoria, South Africa, was also used
in disinfection studies. Laboratory studies indicated that Pseudomonas aeruginosa,
Aeromonas hydrophila, and Acinebacter anitratum were more resistant to destruction by
ozone and chlorine than E. coli, the common indicator organism. Although there was
little difference in disinfection efficiencies of chlorine and ozone in chlorine
demand-free water, ozone was at least four times more efficient in water with a chlo-
rine demand. The lower disinfection efficiency of chlorine was attributed to the
formation of chloramines in the presence of nitrogen compounds. Studies on the chemi-
cal oxidation of pesticides and detergents by ozone indicated that ozone, unlike
chlorine, was highly effective in oxidizing parathion, fenthion, lindane, dieldrin,
Manoxol OT, and LAS. A combination of ozonation, activated carbon filtration, and
chlorination is recommended to improve efficiency and reduce costs of water reclama-
tion from waste water.
*0zone, *Chlorination, *Disinfection, *Return flow, *Water reuse, Bactericides,
Microorganisms, Potable water, Sewage treatment, Pesticides, Detergents, Chemical
wastes, Oxidation, Chemical degradation, Tertiary treatment, Municipal wastes,
Pilot plants, Model studies, Waste water treatment
Ozonation
436
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D561
A GUIDE FOR THE DESIGN OF DISSOLVED-AIR (PRESSURE)
FLOTATION SYSTEMS FOR ACTIVATED SLUDGE PROCESSES,
Bratby, J., and Marais, G. v. R.
Capetown University,
South Africa,
Department of Water Resources and Public Health Engineering.
Water SA, Vol. 2, No. 2, p 87-100, April, 1976. 20 fig, 8 ref.
Flotation or sedimentation may be used to produce solids separation in the activated
sludge process. A dissolved-air (pressure) flotation system, containing a flotation
unit and a saturator, is used to clarify or separate the solid phase from the liquid
phase and thicken or dewater separated solids. Associated costs, efficiency, and
sludge characteristics produced by flotation and sedimentation are compared. Opera-
tional considerations are described for the use of flotation in activated sludge treat-
ment, including influent solids concentrations, the optimum air/solids ratio, and
float solid depth. Design considerations examined for flotation systems include air
dissolution control, total and partial pressurization, inlet arrangements for partial
pressurization, downflow rate in design for clarification, design flow for loading
fluctuations, float thickening and removal, process variables, float stability, maxi-
mum practicable size, scraper requirements, and subsequent float handling. An acti-
vated sludge plant operating at 4,500 kg/day total settleable solids and a hydraulic
retention time of 0.5 days is used in design examples for a flotation system for
clarification of whole mixed liquor flow and for a flotation system for thickening
waste sludge to 4 percent (40 g/liter).
*Flotation, *Activated sludge, *Settling basins, *Design criteria, ^Suspended solids,
Separation techniques, Dewatering, Sludge treatment, Design data, Clarification,
Costs, Model studies, Sewage treatment, Waste water treatment
Flotation systems
D562
DECEPTIVE HORSE BARN,
Consulting Engineer, Vol. 49, No. 2, p 112, 114, August, 1977.
A sewage treatment facility has been designed to treat from 25,000 to 150,000 gallons
of waste water from raw sewage generated at Kentucky Horse Park. The park's sewage
treatment plant, housed in two barn-like structures, will also supply fertilizer and
irrigation water for the park's 23 acres of pasture land. Waterproof gravity-flow
sewer lines are used to collect waste water. The facility includes three concrete
lagoons and an aerobic secondary biological treatment process system manufactured by
Autotrol of Milwaukee, Wisconsin. The project, which treats wastes from the park's
one to two million annual visitors, was designed and engineered by Central Associated
Engineers, Versailles, Kentucky.
*Treatment facilities, *Biological treatment, *Sludge disposal, *Sewage treatment,
*Recreation facilities, Fertilizer, Sewage treatment, Aerobic treatment, Waste water
treatment
437
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D563
GAS TURBINE GEN-SETS FOR SEWAGE TREATMENT STANDBY,
Diesel and Gas Turbine Progress, Vol. XLIII, No. 8, p 56-57, August, 1977.
A dual drive, 3300 kW (continuous), Allison gas turbine generator set using the 501 KA
engine is being provided for a waste water treatment plant in West Babylon, New York
by the Western Engine Company of Addison, Illinois. The turbine generator will be
used at the 30 mgd plant to power a 1725 hp blower for aeration, as well as various
lift stations. It will also provide emergency power in case of a. utility power failure.
The generator set contains two gas turbine engines operating at 13,780 rpm and is
started by a hydraulic high pressure pump within 36 seconds. Additional design and
operating standards for the turbine set are presented.
*Turbines, *Generators, *Electric power, *Equipment, *Hydraulic turbines, Design
data, Power operation and maintenance, Electric power production, Electric power
failure, Waste water treatment
*Gas turbine generators, West Babylon (NY)
D564
UPGRADING EXISTING WASTEWATER TREATMENT PLANTS CASE
HISTORIES,
Hazen and Sawyer, Engineers,
New York, New York.
1972. 38 p, 12 fig, 7 tab. NTIS Technical Report PB-258 818.
Four cases of waste water treatment plant improvement involving the South Buffalo Creek
waste water treatment plant at Greensboro, North Carolina; a water reclamation plant
at Livermore, California; the Wards Island waste water treatment plant in New York
City; and an unnamed trickling filter plant are described. Upgrading of the South
Buffalo Creek facility included expansion with phosphorus removal, special odor control
measures, improved sludge handling, and effluent polishing with deep bed filters. Ex-
tensions to the Livermore water reclamation plant included preliminary treatment,
roughing filters, activated sludge secondary treatment, pre- and post-chlorination,
conversion of oxidation ponds to emergency holding ponds, additional sources for waste
disposal, and more efficient nitrification and chlorination. Modifications to the
Wards Island waste water treatment plant included alterations to final settling and
aeration tanks. The expansion of an existing trickling filter facility with the addi-
tion of activated sludge treatment prior to filtration included diluting of raw waste
water, covering of the preliminary tanks and trickling filter, ozonizing of exhaust
gases for odor control, and pumping of sludge to a separate thickening tank before
digestion. Treatment plant flow diagrams, design data, and capital costs are pre-
sented for all projects.
^Activated sludge, *Design data, *Sewage treatment, *Capital costs, ^Treatment
facilities, Cost analysis, Waste water treatment, Aeration, Design criteria,
Trickling filters, Tertiary treatment, Sewage treatment, Sewage disposal
New York City (NY), Livermore (CA), Greensboro (NC)
438
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D565
EXTENDED AERATION SEWAGE TREATMENT IN COLD CLIMATES,
Coutts, H. J., and Christiansen, C. D.
Arctic Environmental Research Laboratory,
National Environmental Research Center,
College, Alaska.
1974. 87 p, 26 fig, 15 tab, 36 ref. Technical Report EPA-660/2-74-070.
Adaptations of biological waste treatment processes with extended aeration for use
under the extreme climatic conditions in the subarctic were tested in Alaska on bench-
scale units at the Arctic Environmental Research Laboratory, at a pilot plant south-
east of Fairbanks, at Eilsen Air Force Base, and at the College oxidation ditch.
Process performance, solids separation, the degree of environmental protection re-
quired for equipment and processes, aeration chamber mixing, and waste sludge produc-
tion were examined. Design, operation, and performance data for the bench- and full-
scale facilities are presented. Major factors affecting performance include organic
loading effects, solids levels and separation, solids accumulation and wastage, dis-
solved oxygen levels, and plant upsets. Organic loading was most seriously affected by
low temperatures, with performance decreasing as organic loading increased. The sug-
gested maximum organic loading rate for sewage temperatures of 7 C or less is 0.08 Kg
BOD/Kg MLSS/day. Nitrogen and phosphorus were not significantly removed by extended
aeration at low temperatures, but coliform removal was from 90 to 98 percent. Adequate
protection from freezing of vulnerable equipment such as pretreatment units, pumps,
aeration equipment, and flow measurement devices is suggested. Other design sugges-
tions include clustering of aeration devices in the center of the basin, mounting
clarifiers within the aeration basin, and using submerged aerators instead of surface
units.
*Alaska, *Cold regions, *Aeration, *Biological treatment, *Design data, Subarctic,
Organic loading, Clarification, Freezing, Aerobic treatment, Municipal wastes,
Activated sludge, Sewage treatment, Waste water treatment
College (AK), Extended aeration
D566
LAND APPLICATION OF EFFLUENTS IN THE ROCKY MOUNTAIN-PRAIRIE
REGION,
Dean, R. J.
Colorado University,
Boulder,
Department of Civil and Environmental Engineering.
1974. 152 p, 11 tab, 163 ref, 3 append. NTIS Technical Report PB-255 245.
Results of a survey of land application of waste water effluents in the Rocky Mountain-
Prairie Region states of Colorado, Montana, North Dakota, South Dakota, Utah, and
Wyoming are presented. Areas using spray irrigation, overland flow, and ridge and
furrow irrigation were examined. Engineering and technical issues considered include
pretreatment requirements, effluent characteristics, site requirements and selection,
and the fate of waste water constituents. Parameters controlling site requirements and
selection include relative location, topography, geology, climate and evapotranspira-
tion, local geology, loading rates, soil characteristics, groundwater and subsurface
drainage, storage facilities, and pilot system performance. Waste water constituents
may be dispersed by release to the atmosphere, runoff to surface waters, soil reten-
tion, absorption by plants, and leaching to groundwater. The fate and distribution
of physical constituents, organics, major inorganic ions, nutrients, trace elements,
toxic chemicals, and pathogens are discussed. Results of the survey on land applica-
tion practices are provided. A copy of the survey questionnaire which elicited
information on irrigation methods, crops and ground cover, a system description, site
characteristics, legal restrictions and soil characteristics, is presented.
*Return flow, *Surveys, *Irrigation practices, *Sprinkler irrigation, *Rocky Mountain
region, Grasslands, Colorado, Montana, North Dakota, South Dakota, Wyoming, Utah,
Soil properties, Vegetation effects, Waste water disposal, Treatment facilities,
Soil-water-plant relationships, Waste water treatment
439
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D567
TECHNICAL ASSISTANCE PROJECT, UPPER EAGLE VALLEY SANITATION
DISTRICT WASTEWATER TREATMENT FACILITY - AVON, COLORADO,
MARCH-APRIL, 1973,
1973. 17 p, 1 fig, 2 ref. 'Technical Assistance Project S&A-TSB-23.
Findings of a U. S. Environmental Protection Agency technical assistance project in-
volving the Upper Eagle treatment plant near Vail, Colorado, are presented. Treatment
at the Upper Eagle plant includes pretreatment with bar screening, aeration, clarifica-
tion, aerobic digestion, chlorination, sludge drying, and discharge of effluents to
the Eagle River. EPA control testing at the facility included measurements of dis-
solved oxygen, centrifuge turbidity, settleability, and sludge blanket depth. Results
indicated that plant performance was hindered by inadequate control over the return
sludge flow rate caused by insufficient manpower at the facility and inadequate physical
control. Other limitations were posed by the size of the aeration basin, the aerobic
digester capabilities, and leaky seals in the final clarifier. Biological activity
and adequate sludge digestion were limited by cold temperatures, inadequate detention
times, and excessive solids loading to the digester. Also, no provisions existed for
the removal of floating material. Suggestions by the EPA for modifications and addi-
tions to the Upper Eagle plant included monitoring of effluent quality and influent
flow rate, regular repair of clarifier seals, cooperative treatment by the Vail and
Upper Eagle Plants, enlargement of the aeration basin, covering and/or heating of the
digester, removal of floatable material during final clarification, and an increase in
plant staffing.
*Treatment facilities, ^Colorado, *0n-site tests, *Performance, *Sludge treatment,
Aerobic treatment, Clarification, Monitoring, Waste water treatment
*Upper Eagle Treatment Plant, Avon (CO), Vail (CO)
D568
WATER RENOVATION OF MUNICIPAL EFFLUENTS BY REVERSE OSMOSIS,
Cruver, J. E., Beckman, J. E., and Bevege, E.
ROGA Division,
Universal Oil Products Company,
San Diego, California.
1975. 122 p, 38 fig, 19 tab, 28 ref, 2 append. Technical Report EPA-670/2-75-009.
Field experiments were performed to examine reverse osmosis for use in the treatment
of municipal primary and secondary effluents with varying degrees of pretreatment. Ef-
fluents tested included primary effluent with and without sand filtration, sand-filtered
activated sludge effluent, chemically clarified primary effluent with sand filtration,
chemically clarified primary effluent with sand filtration and carbon pretreatment,
and activated-carbon-treated secondary effluent. Studies indicated that spiral-wound
reverse osmosis units were feasible for primary and activated sludge effluents with
only moderate pretreatment, and that activated carbon pretreatment was unnecessary for
successful treatment. Field tests using reverse osmosis at the Pomona Water Reclama-
tion Plant of the Los Angeles County Sanitation District, California, resulted in
permeates that were almost totally free of turbidity and of suspended and colloidal
solid material. Removal of dissolved substances, including phosphate, COD, ammonia
nitrogen, and nitrate, was also significant. Cost estimations for reverse osmosis
operation and chemical membrane cleaning are provided.
*Reverse osmosis, *Separation techniques, *Activated carbon, *Membrane processes,
*Tertiary treatment, Sewage treatment, Chemical reactions, Activated sludge,
Filtration, Effluents, Costs, Waste water treatment
*Spiral-wound modules
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D569
POLLUTION CONTROL BY INCINERATION,
Thorne, J. G. M.
Processing, Vol. 23, No. 7, p 34-35, July, 1977. 1 fig.
The Dorr-Oliver Company Ltd. has provided a fluidized bed combustion system to the
Esher Water Pollution Control Works, Surrey, of the Thames Water Authority-Southern
Division for the incineration of sewage sludge. Treatment at Esher includes mechanical
screen raking, sedimentation, biological filtration, digestion, micro-straining, and
sludge incineration. Dorr-Oliver Picket fence thickeners, 8.5 m in diameter and 3.4 ™>
deep, remove supernatant and subnatant water from humus sludge with automatic dewater-
ing cells. Vacuum filtration with two Komline—Sanderson Colifilters is used for sludge
dewatering. Chemically conditioned sludge cakes are fed into the Fluosolids reactor
by two Mono sludge pumps. The Dorr-Oliver Fluosolids System contains a windbox, a
fluid bed, and a freeboard. Graded sand is air fluidized by a Blackman fluidizing
blower to provide proper conditions for thermal oxidation to evaporate water and
eliminate organic matter in the sludge cake. Fluidizing air at a temperature of 500 C
is partially heated by the reactor exit gases. A Venturi scrubber followed by a
multi-tray Swemco cooling system is provided for removal of S02 and particulates from
the exit gases. A TV monitoring system and an oxygen analyzer are used to monitor
reactor performance.
*Incineration, *Sludge disposal, *Dewatering, *Screens, *Gases, Ultimate disposal,
Treatment facilities, Equipment, Operation and maintenance, Burning, Oxidation,
Organic wastes, Filtration, Monitoring, Waste water treatment
Fluidized beds, Thermal oxidation, Sludge conditioning, Emission control
D570
SINGLE-HEARTH SCREENINGS INCINERATOR,
Processing, Vol. 23, No. 7, p 35, July, 1977.
Neptune Nichols, in association with Nichols Engineering S. A., has developed a single-
hearth incinerator for the disposal of dewatered screenings from sewage pretreatment.
Screenings can be processed either in sacks or in loose form and without supervision
between loadings. Two models are produced for the incineration of 100 and 200 kg
of screenings per day or population equivalents of 100,000 and 200,000, respectively.
The internal diameter of the smaller unit is 1.5 m, overall height is 3.25 m, and
total weight is 5500 kg.
*Incineration, *Sludge disposal, *Dewatering, *Equipment, *Screens, Ultimate disposal,
Operation and maintenance, Sewage treatment, Design data, Waste water treatment
Single-hearth screenings incinerators
-------
D571
IMPELLER DESIGN KEEPS DOWN PUMP SET MAINTENANCE,
Surveyor, Vol. 150, No. 4440, p 29, July, 1977.
KSB Manufacturing Company Limited in London is marketing a series of centrifugal pumps
equipped with single vane or free—flow impellers which allow unconstrained passage
from the suction to the discharge end of the pump. Clumping of long-fiber constituents
does not hinder pump operation with the single vane impeller. Balance vanes at the
front and back of the impeller prevent solid matter from entering into and around the
sides of the impeller and stuffing box. A radial vane free-flow impeller for use with
gaseous sludges is recessed into the back of the pump casing. Horizontal and vertical
impellers, renewable wear plates, interchangeable parts, and a back pull-out design
with horizontal pumps are available. Horizontal impellers are able to handle 3,000
cu m/hr and vertical impellers 1,250 cu m/hr.
*Centrifugal pumps, *Centrifugation, *Design, *Impellers, *Pumps, Sewage treatment,
Operation and maintenance, Sludge treatment, Gases, Equipment, Waste water treatment
D572
DESIGN OF SEWAGE OXIDATION PONDS FOR AUSTRALIAN CLIMATIC
CONDITIONS,
Bliss, P. J.
New South Wales University,
Australia,
School of Civil Engineering.
The Institution of Engineers, Australia, Vol. CE 18, No. 2, p 69-73, 1976. 4 fig,
9 ref.
A method for designing the first in a series of oxidation ponds which consider climatic
conditions, temperatures, pond area and depth, and influent BOD is presented. Oxida-
tion pond design methods include empirical design factors, the Hermann and Gloyna
method, and a kinetic-based design method. For empirical design, average liquid deten-
tion time is calculated on the basis of BOD loading, influent BOD concentration, and
pond depth. The Hermann and Gloyna method is based on short-term studies of pilot-
scale pond performance with corrections for pond water temperature and waste BOD.
Oxidation pond design based on pond kinetics assumes that organic matter degradation
is a first-order reaction, that the pond is a completely mixed system, and that evapor-
ation and infiltration losses are small. Total mass of influent BOD is related to
mass of effluent BOD and the mass of BOD removed in the reactor, which is the product
of pond volume, permissible pond liquid BOD, and a reaction rate constant. The sim-
plified design procedure presented here relates an area factor adjusted for maximum
daily temperatures during coldest and warmest months, pond depth, and influent BOD
levels. It is suggested that second and subsequent oxidation be designed according to
the required reduction in indicator organisms. Temperature adjustments and the geo-
graphic distribution of adjustment factors are illustrated for Australia.
*0xidation lagoons, *Design criteria, *Australia, *Climatology, *BIochemical oxygen
demand, Aerobic treatment, Kinetics, Mathematical models, Organic loading, Temperature,
Waste water treatment
-------
D573
BAY-AREA INDUSTRIES TO RE-USE TREATED WASTEWATER,
Civil Engineering, Vol. 47, No. 8, p 76-77, August, 1977. 1 fig, 1 tab.
Central Contra Costa Sanitary District's 30-mgd waste water recycling plant at Pacheco
on Suisun Bay in California will provide 17 mgd of treated waste water for five San
Francisco Bay-area industries (Phillips Petroleum, Shell Oil, Stauffer Chemical,
Monsanto, and Pacific Gas and Electric). Physical-chemical treatment is necessary
because water reused by the area industries must be low in phosphorus, BOD, and sus-
pended solids. Lime and ferric chloride introduced at the primary stage at a 1.5 mgd
test facility removed 91% of the phosphorus, 75% of the BOD, 91% of suspended solids,
94% of the grease, and virtually all of the heavy metals. Treatment at the facility
includes flocculation, sedimentation, oxidation and nitrification, chlorination, deni-
trification, and dual media filtration. Waste water effluent which is not reused by
industry is discharged to Suisun Bay. A computer control system is used to operate and
monitor the facility. Pyrolysis will ultimately replace existing multiple hearth in-
cinerators for sludge disposal with refuse-derived fuel provided by a combination of
combustible municipal refuse and sludge.
*Water reuse, *Treatment facilities, *Filtration, *Flocculation, *Sewage treatment,
Municipal wastes, Lime, Denitrification, Nitrification, Effluents, Waste water
treatment
Central Contra Costa County Sanitary District (Pacheco, CA), San Francisco Bay
D574
FLORIDA INSTALLATION DISPERSES EFFLUENTS VIA IRRIGATION SYSTEM,
Civil Engineering, Vol. 47, No. 8, p 16, August, 1977.
A waste water treatment facility in Winter Haven, Florida, has been constructed by
Valmont Industries Incorporated of Valley, Nebraska. Treated effluent from the Winter
Haven plant flows by gravity to a 31-acre holding pond and is pumped to nine spray
units which irrigate a total of 630 acres of hay forage crops. Each spray unit in the
Valmont system in use at Winter Haven includes nine center pivots and seven drive units
which irrigate a total of 70 acres each. Biological treatment at the Winter Haven
plant removes at least 95% of the biochemical oxygen demand and suspended solids. Spray
irrigation of approximately 1,500 acres will be used to remove all the remaining or-
ganics and nutrients. The Valmont system has been applied elsewhere for municipal
wastes and for a variety of industrial wastes from food, chemical and livestock pro-
cessors.
*Treatment facilities, *Sprinkler irrigation, *Waste water disposal, *Irrigation
practices, *Return flow, Hay, Forages, Field crops, Effluents, Waste water treatment,
Irrigation systems, Municipal wastes, Industrial wastes
Winter Haven (FL)
443
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D575
DEMONSTRATION OF A HIGH-RATE ACTIVATED SLUDGE SYSTEM,
Huang, C. H., Feuerstein, D. L., and Miller, E. L.
Engineering-Science, Incorporated,
Berkeley, California.
1975. 150 p, 25 fig, 22 tab, 46 ref, 1 append. Technical Report EPA-670/2-75-037.
Objectives of this study in Chino, California, were to develop an optimum performance
high-rate activated sludge system, describe the activated sludge process by kinetic
analysis, relate nutrient removal to process operating parameters, evaluate performance
of alternative mixed liquor solids separation systems, and examine the feasibility of
using plant effluent for recreational purposes. Studies indicated that full scale
systems could produce high quality effluent (BOD of 5 mg/liter) at high growth rates and
at high substrate loading (3.6 mg BOD/mg MLVSS/day). Kinetic analyses of the system
at Chino resulted in a yield coefficient of 0.92 mg MLVSS produced/mg BOD removed, a
decay constant of 0.027/day, a maximum substrate removal velocity of 4.1 mg BOD removed/
mg MLVSS-day, a maximum specific growth rate of 3.8/day, and a half-saturation constant
of 26 mg BOD/liter. Systems examined for activated sludge solids separation included
vibratory screens, enhanced gravity separation, dissolved air flotation, and hydro-
centrifugal cleaned screens. Studies at Chino indicated that screening was less ef-
ficient at solids removal than gravity settling. Nutrient requirements observed were
112 mg N/g BOD removed and 33 rag P/g BOD removed. Greater use of flow meters at various
stages in the activated sludge process and more extensive research into dewatering
techniques are recommended.
*Activated sludge, ^Kinetics, ^Nutrient removal, ADewatering, *Model studies,
Separation techniques, Nitrogen, Phosphorus, Biochemical oxygen demand, Sewage
treatment, Filtration, Screens, Sludge treatment, Waste water treatment
Chino (CA), High-rate activated sludge systems, Biological kinetics
D576
HANOVER PARK TERTIARY STUDIES,
Zenz, D. R., Bogusch, E., Lue-Hing, C., and Obayashi, A. W.
Metropolitan Sanitary District of Greater Chicago,
Chicago, Illinois.
1976. 36 p, 7 fig, 7 tab, 2 ref, 1 append. Technical Report EPA-600/2-76-264.
The Hanover Park water reclamation plant in Chicago was the site of a year-long evalua-
tion of 4 tertiary treatment units. Three deep-bed filters were tested with secondary
effluent, including: the DeLaval Filter (an upflow sand filter); the Neptune Microfloc
Unit (a downflow mixed-media gravity filter containing anthracite, sand, and garnet);
and the Graver Filter (a downflow dual-media pressure filter containing anthracite and
sand). A continuous-flow ion exchanger that removed phosphate from micro-screened
secondary effluent was the fourth unit tested. The filters were tested at flow rates
of from 2 to 6 gpm/sq ft. Results indicated that at 4 gpm/sq ft all filtration units
were capable of producing filtrates from secondary effluent with suspended solids and
BOD of less than 10 mg/liter. The Neptune Filter yielded slightly better results than
the Graver or DeLaval Filters. Activated alumina in the continuous ion-exchanger was
capable of removing up to 87% of the total phosphorus from micro-screened secondary
effluent. It was also demonstrated that 0.4N sodium hydroxide was effective at re-
generating phosphate-exhausted alumina. Further investigations of phosphate removal
by activated alumina and of tertiary filtration as means of producing high quality
effluents are recommended.
*Tertiary treatment, *Filtration, *Ion exchange, *Phosphorus, *Aluminum, Filters,
Sewage treatment, Suspended solids, Porous media, Sodium compounds, Model studies,
Operation and performance, Waste water treatment
Activated alumina, Deep-bed filters, Continuous ion-exchangers, Sodium hydroxide,
DeLaval filters, Neptune Microfloc Unit, Graver filter, Dual-media filters, Mixed-media
filters, Chicago (IL)
-------
D577
EVALUATION OF FLOW EQUALIZATION AT A SHALL WASTEWATER
TREATMENT PLANT,
Foess, G. W., Meenahan, J. G., and Harju, J. M.
Johnson and Anderson, Incorporated,
Pontiac, Michigan.
1976. 47 p, 11 fig, 11 tab, 12 ref. Technical Report EPA-600/2-76-181.
A twelve-month study of a flow equalization system at the Walled Lake/Novi waste water
treatment plant in Novi, Michigan is described. At the Novi plant, activated sludge
treatment and multi-media tertiary filters are used to treat domestic waste flows of
0.092 cu m/sec (2.1 mgd). Designs of the plant and its equalization basin are pre-
sented. Process streams under equalized flow conditions were monitored throughout the
study for BOD, total suspended solids, and total phosphorus. Final settling and fil-
tration efficiencies were examined with and without flow equalization. The flow equali-
zation basin at Novi includes a 355,000 gal basin equipped with a diffused air mixing
system and a sludge scraping mechanism. Results of the study indicated that the flow
equalization basin was highly effective at leveling influent flow variations but was not
appreciably effective at evening out concentrations of waste water constituents. During
settling, BOD removal was greater under equalized flow conditions while total suspended
solids removal was greater under non-equalized flow conditions. Removal of both con-
stituents during filtration was greater during equalized flow than under diurnal flow
conditions. Flow equalization is recommended for use upstream from granular media
filters.
*Diurnal distribution, *Equalizing reservoirs, *Hydraulic structures, *Biochemical
oxygen demand, *Suspended solids, Pilot plants, Model studies, Flow control, Load
distribution, Sewage treatment, Phosphorus, Waste water treatment
Flow equalization
D578
CONVENTIONAL TERTIARY TREATMENT,
O'Farrell, T. P., and Bishop, D. F.
EPA-DC Pilot Plant,
Washington, District of Columbia.
1976. 30 p, 5 fig, 8 tab, 17 ref. Technical Report EPA-600/2-76-251.
Secondary effluent from the EPA-DC Pilot Plant in Washington was used in an evaluation
of tertiary treatment with primary sedimentation, step aeration, two-stage or single-
stage (lime-soda carbonate) high pH lime clarification, ammonia stripping, filtration,
neutralization, and activated carbon adsorption. Studies indicated that two-stage
lime clarification of secondary effluent with suspended solids of less than 25 mg/liter
was able to reduce phosphorus to 0.13 mg/liter and BOD to 2.1 mg/liter. Dual media
filtration further reduced phosphorus to 0.09 mg/liter and BOD to 1.4 mg/liter. Carbon
adsorption with fresh carbon reduced total organic carbon to less than 3 mg/liter.
Nitrogen removal by ammonia stripping was not adequate for District of Columbia stan-
dards. Organic solids concentrations greater than 25 mg/liter produced by filamentous
growths in the activated sludge system impeded clarifier performance. Recalcined lime
was effectively recycled through the clarification system. Physical-chemical treatment
for phosphate and carbon removal as evaluated in this study is recommended for the
production of very high quality effluent and for waste water reuse.
^Tertiary treatment, *Clarification, ^Phosphorus, ^Activated carbon, ^Ammonia,
Lime, Calcium compounds, Filtration, Pilot plants, Model studies, Waste water treatment,
Water reuse
Washington (DC)
-------
D579
REMOVAL OF NITRATE FROM EFFLUENT FOLLOWING DISCHARGE ON
SURFACE WATER,
van Kessel, J0 F.
Ministerie van Volksgezondheid en Milieuhygiene,
Leidschendam, The Netherlands.
Water Research, Vol. 11, No. 6, p 533-537, 1977. 4 fig, 2 tab, 16 ref.
The removal of nitrate from surface waters by denitrification in sediments was examined
in field and laboratory experiments with secondary-treated effluent from a waste water
treatment plant at Goor in the Netherlands. In field experiments, treated waste water
was discharged from the plant into a canal whose depth was maintained at 1.3 m by an
adjusted weir. Effluent samples were taken prior to discharge and along the canal at
three stations (200 m above the discharge point, and 30 m and 830 m below the discharge
point). Chloride, nitrate, nitrite, ammonia, water and sediment temperatures, and
dissolved oxygen levels were measured throughout the study. For laboratory experiments,
three undisturbed water-sediment columns were collected below the discharge point.
Average nitrate-nitrogen concentrations for samples collected 30 m and 830 m below the
discharge point were 0.14 and 0.33 mg/liter, respectively. For the 800-m length of
canal with an estimated sediment surface area of 6240 sq m, the average rate of nitrate-
nitrogen removal during the 19-day study period was 913 rag nitrate-nitrogen/sq m/day.
Laboratory studies with water-sediment columns showed that nitrate-nitrogen removal from
overlying water increased with incubation time. Denitrification in sediments is sug-
gested as a possible solution to nitrogen-induced eutrophication of surface waters.
*Soil chemical properties, *Denitrification, *Nitrates, *Sediment-water interfaces,
*Waste assimilative capacity, Eutrophication, Water pollution control, Model studies,
Bacteria, Nitrogen, Waste water treatment
Goor (Netherlands)
D580
SURVIVAL AND MOVEMENT OF ENTEROVIRUS IN CONNECTION WITH
LAND DISPOSAL OF SLUDGES,
Damgaard-Larsen, S., Jensen, K. 0., Lund, E., and Nissen, B.
State Experimental Station,
Askov,
Vejen, Denmark.
Water Research, Vol. 11, No. 6, p 503-508, 1977. 2 fig, 6 tab, 16 ref.
Municipal sludges, seeded with coxsackievirus B3, were used in a study on the fate and
distribution of enteroviruses during land disposal of sludge. Seeded sludges were
placed on top of lysimeters containing different soil types, including a heavy clay
soil, a neutral sandy soil, and an acidic sandy soil. Tritium was used to trace water
movement through the columns. Analyses of lysimeter leachates indicated that soil type
was not a controlling factor in virus inactivation, binding, or movement. Scintillation
counting to determine tritium concentrations in lysimeter leachates revealed that water
did not move through the lysimeters until three months after addition, and that little
if any movement occurred in clayey soils. Leachate water samples did not contain
demonstrable levels of coxsackievirus B3, with one exception which may have been due
to a technical or analytical error. Viruses were apparently retained in the sludge
layer on top of the lysimeter. Previous studies on the inactivation and movement of
sludge-borne viruses are also described.
^Viruses, *Lysimeters, *Percolation, *Microorganisms, *Soil disposal fields,
Soil chemical properties, Soil contamination effects, Sludge disposal, Municipal
wastes, Sewage disposal, Waste water disposal
*Coxsackievirus B3
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D581
CONTROL FUNCTIONS AT COPPERMILLS WORKS,
Water Services, Vol. 81, No. 977, p 407, 409, July, 1977.
Operation and automatic control of the Coppermills treatment works in London, England,
are described. The filtration plant includes automatic aeration and washing sequences
for the 24 filter beds. The hydraulic system which services the filters includes power
equipment, filter bed control equipment, and filter valve starting equipment. Two
power cabinet assemblies provide hydraulic power to the beds, each of which contains
4 motor pump units; 2 units for inlet, washout, upwash, and air valves; and 2 units
for outlet valves. Each power cabinet assembly provides power for a bank of 12 of the
24 beds but can power the entire set of 24 beds in an emergency situation. Remote
electrical control is used to regulate opening and closing of valves. A 610 mm square
inlet penstock, a 915 mm square wash-out penstock, and the outlet butterfly valve are
operated by linear starters. Upwash and air butterfly valves are operated by mounted
semi-rotary valve starters. A Lockheed Hydraulic System controls the butterfly valves
for the 16 pumps within the pumping station by means of double-acting hydraulic cylin-
ders and four-way control valves. Portable manually-operated power packs provide
emergency power for valve starters.
*Automatic control, *Filters, *Treatment facilities, *Hydraulic valves, *Hydraulic
systems, Butterfly valves, Flow control, Hydraulic equipment, Pumps, Pumping plants,
Electrical equipment, Waste water treatment
Coppermills (UK), London
D582
WATER POLLUTION ABATEMENT PROGRAM SERVES INDEPENDENCE,
MISSOURI,
White, 3. E.
Water and Sewage Works, Vol. 124, No. 8, p 50-51, August, 1977.
The Rock Creek and Sugar Creek Watersheds project was initiated to provide new inter-
ceptors, two raw waste water pump stations, peak flow detention facilities, and a
secondary waste water treatment facility for the city of Independence, Missouri. Re-
placement of the existing interceptor sewer system involved the construction of approxi-
mately 37,500 ft of interceptors ranging in size from 12 to 54 inches in diameter. The
Rock Creek pumping station is designed to handle a total waste flow of 60 mgd with
separate pumping systems for wet weather peak flow and for waste water treatment. The
Sugar Creek Watershed pump station is designed to handle 6.5 mgd. The 7.5 mgd waste
treatment plant at Rock Creek includes four primary clarifiers, a primary thickening
basin, four activated sludge basins, four secondary clarifiers, and two dissolved air
flotation basins. Chlorine contact basins disinfect effluent before it is discharged
to the Missouri River. Heat treatment, dewatering, and incineration are used for sludge
disposal.
*Interceptor sewers, *Treatment facilities, *Sewage treatment, *Pumping plants,
Construction, Sewerage, Clarification, Activated sludge, Sewage disposal, Sludge
disposal, Waste water treatment, Sludge treatment
Independence (MO), Rock Creek (MO), Sugar Creek (MO)
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D583
ADVANCED SEWAGE TREATISES! -"AILS COST-ENVIRONMENTAL BENEFIT TEST,
Engineering News Record, Vol. 199, No. 8, p 13, August, 1977.
The Texas Water Quality Board has recently relaxed its advanced waste water treatment
standards from 5-3-3 standards (5 ppm BOD, 5 ppm suspended solids, and 3 ppm ammonia)
to requirements of 10 ppm BOD and 15 ppm suspended solids. The reduction in standards
for the Mesquite plant near Dallas, Texas was in response to a permit for a proposed
$12.5-million expansion and upgrading of the regional waste water facility. Costs
for upgrading five Dallas/Fort Worth area waste water treatment plants to the new
standards are estimated at $100 million, as opposed to the estimated $600 million
necessary to upgrade all the facilities to the 5-5-3 standards. Because the five treat-
ment plants discharge effluent into the Trinity River, which during dry weather is 98%
effluent, plant operators considered the actual reduction in pollutant loads resulting
from adherence to the stricter standards to be insignificant. The strict 5-5-3 stan-
dards were initially imposed by the Texas Water Quality Board in an effort to meet
requirements of the Federal Water Pollution Control Act Amendments of 1972.
*Cost-benefit analysis, *Costs, *Water quality standards, *Federal Water Pollution
Act, Treatment facilities, Texas, Effluents, Biochemical oxygen demand, Suspended
solids, Water quality, Water pollution control, Sewage treatment, Waste water treatment
Texas Water Quality Board, Dallas (TX), Fort Worth (TX)
D584
WASTE SEGREGATION AS A MEANS OF ENHANCING ONSITE
WASTEWATER MANAGEMENT,
Siegrist, R.
Wisconsin University,
Ann Arbor,
Small Scale Waste Management Project.
Journal of Environmental Health, Vol. 40, No. 1, p 5-9, July-August, 1977. 1 fig,
U tab, 16 ref.
Segregation of household wastes by use into black water (toilet wastes) and gray water
(other household wastes) is suggested to enhance on-site or septic tank waste water
treatment. Chemical/physical and biological characteristics of household waste water
are described. Surveys indicated that levels of indicator bacteria (coliforms) can be
very high in household septic tank effluent, and that pathogenic organisms (Pseudomonas
aeruginosa, Staphylococcus aureus, and Salmonellae) can be present. The characteristics
of separate gray and black water waste streams can, however, be very different. Gray
water contributes most of the BOD, phosphorus, and flow to the household waste stream,
at 63%, 70%, and 65% of the total, respectively. Black water contributes most of the
suspended solids and nitrogen, at 61% and 82%. Indicator organisms and other bacteria
are largely contributed by black water, but some proportion may enter the household
waste stream from bath and laundry waste water. Black water treatment methods include
non-water carriage toilets (composting, incinerating, and recycling systems) and low-
volume flush toilets with provisions for off-site land disposal. Gray water disposal
alternatives include the use of reduced-area soil absorption systems and sand filter
systems.
*Domestic wastes, *Septic tanks, *Domestic water, *Laundering, *Separation techniques,
Sewage treatment, Microorganisms, Coliforms, Soil disposal fields, Cesspools, Sewage
bacteria, Sewage treatment, Sewage disposal, Waste water treatment
Toilets, Black water, Gray water
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D585
ACTUATORS FOR EDINBURGH'S NEW SEWAGE DISPOSAL SCHEME,
Water Services, Vol. 81, No. 977, p 404, July, 1977.
Electric valve starters produced by Rotork Controls Limited (Lower Weston, Bath, Avon,
United Kingdom) are being used for automatic monitoring and control at the Seafield
sewage treatment plant in Edinburgh, Scotland. The Rotork 1400 series starter is
used to control penstocks which regulate flow into and through the treatment works.
Phase discriminators protect valves and penstocks from accidental damage caused by
incorrect phase rotation or a dead phase. Echoes produced by sound waves are used to
measure levels of sewage, sludge, or groundwater in tanks, channels, and pumps. A
centralized control room receives information from level sensors and activates the
Rotork system. The plant operation may be manually controlled, overriding the automatic
system if necessary.
*Electrical equipment, *Automatic control, *Monitoring, *Sewage treatment, Treatment
facilities, Valves, Hydraulic valves, Equipment, Penstocks, Waste water treatment
Seafield (Edinburgh, Scotland)
D586
WATER QUALITY MANAGEMENT — WASTE DISPOSAL: A WATER
AUTHORITY VIEWPOINT,
Jones, M. R.
The Public Health Engineer, Vol. 5, No. 4, p 100-102, July, 1977. 3 ref.
Various aspects of waste disposal in the United Kingdom are discussed and current means
of disposal are outlined. Environmental hazards associated with waste disposal in
sanitary landfills are described. General guidelines for waste disposal and site choice
by the Thames Conservancy Division of the Thames Water Authority are described. Con-
siderations for site choice include geology, groundwater and surficial hydrology, and
topography of the area being evaluated. The Thames Conservancy Division discourages
the placement of waste disposal sites in areas underlain by chalk and oolitic lime-
stone, and encourages detailed hydrologic surveys prior to any waste disposal. Addi-
tional criteria are presented for the disposal of toxic wastes and for the operation
of industrial waste treatment plants.
*Waste disposal, *Landfills, ^Environmental engineering, *Geology, *Groundwater,
Water pollution control, On-site investigations, Industrial wastes, Municipal wastes,
Hydrologic aspects
Thames Water Authority
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D587
EFFECT OF RESIDENCE TIME ON FIXED FILM REACTOR PERFORMANCE,
Cook, E. E., and Katzberger, S. M.
Journal Water Pollution Control Federation, Vol. 49, No. 8, p 1889-1895, August, 1977.
4 fig, 20 ref.
The effect of liquid residence time on organic removal efficiency by trickling filters
was evaluated with a fixed film, rotating bed, biological reactor. Synthetic waste
water was introduced to the reactor at flow rates of 25, 50, and 100 ml/min, corres-
ponding to low, intermediate, and high rate hydraulic loadings used in conventional
trickling filters. COD concentrations in the prepared waste water were 220, 440, and
880 mg/liter. The rotational speed of the reactor was set at 150 rpm and the inclina-
tion angles at 4, 10, 15, and 20 degrees from the horizontal since initial experiments
indicated that the inclination angle had a greater effect on residence time than ro-
tational speed. Tracer studies with Nad were used to determine the effects of inclina-
tion angle, flow rate, and feed concentration on liquid residence time. Steady state
conditions were established after 40 days with an inclination angle of 4 degrees when
the reactor was seeded with microorganisms and loaded at 220 mg/liter COD and 25 ml/min.
When flow rate or inclination angle was increased, liquid residence time decreased.
Decreases in COD removal caused by decreased liquid residence time were greatest at
high flow rates (100 ml/min) but were not significant at lower flow rates. Increased
residence times at higher feed concentrations were attributed to increased biomass.
Liquid residence time is suggested as a parameter in trickling filtration when COD
feed concentrations and flow rates are high.
^Trickling filters, ^Filtration, ^Chemical oxygen demand, ^Organic loading, Flow rates,
Flow characteristics, Design criteria, Biological treatment, Waste water treatment
Fixed film reactors, Rotating biological beds
D588
"CO-DISPOSAL" FOR SOLID WASTES AND SEWAGE SLUDGE,
Sussman, D. B.
Waste Age, Vol. 8, No. 7, p 44, 46, 49, July, 1977.
Co-disposal of solid wastes and sewage sludge has been suggested as a more efficient
means of municipal waste disposal. Basic methods of thermal co-disposal include incin-
eration of sewage sludge using refuse—derived fuel (RDF) and the use of a solid waste
incinerator, solid waste fired steam generator, or waterwall combustion unit to dewater
sludge. Approximately 200 waste water treatment facilities in the United States utilize
thermal sludge disposal, usually with multiple hearth or fluidized bed incinerators.
A fluidized bed furnace at Franklin, Ohio is fueled with refuse-derived fuel as a combin-
ation of solid waste and sludge. An EPA-supported demonstration at Concord, California
of the operation of a multiple hearth incinerator in pyrolysis mode is described. Com-
bustion of pyrolysis gas resulted in sufficient energy for recovery in a waste heat
boiler. Solid waste incinerator flue gases have been used in sludge dewatering at a
200 TPD refractory incinerator at Ansonia, Connecticut and a 50 TPD refractory incin-
erator at Holyoke, Massachusetts. The direct use of heat generated in solid waste
combustion to dry and burn sewage sludge has been demonstrated at Norwalk, Connecticut
and at Glen Cove, New York. Waterwall combustion thin film drying at Dieppe, France,
and waterwall combustion flash drying at Krefeld, Germany, are described.
*Incineration, *Sludge disposal, *Dewatering, *Drying, *Fuels, Energy conversion,
Waste disposal, Sewage disposal, Solid wastes, Equipment, Municipal wastes, Waste
water treatment
Multiple hearth furnaces, Fluidized bed combustion, Spray drying, Rotary drying,
Furnace drying, Waterwall combustion thin film drying, Waterwall combustion flash
drying
450
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D589
PLANNING, EXECUTING AND PROFITING FROM POLYMER TRIALS,
Hauck, J. P.
Calgon Corporation,
Pittsburgh, Pennsylvania.
Water and Sewage Works, Vol. 124, No. 8, p 32-34, August, 1977.
Synthetic organic polyelectrolytes or polymers are used in municipal and industrial
waste treatment for clarification and sludge dewatering. Procedures and objectives
for polymer use planning and evaluation are presented. Polymer evaluation may be
initiated to improve production, improve solids concentrations in dewatered sludge,
reduce costs, reduce filtrate or centrate solids, or evaluate polymer performance for
municipal bid requirements. After the objective is defined, mechanical or operating
constraints must be examined, including incinerator capacity, sludge pump capacity,
filtrate pump capacity, and plant design and maintenance. Laboratory studies should
be conducted to select a polymer which will produce optimum results at a practical
cost and to determine the relative consumption and performance which can be expected
at the particular facility. Full-scale trials should be conducted at the plant to
verify laboratory predictions. The optimal polymer addition point, operational con-
straints, and sampling and feed equipment requirements should be examined during this
phase of the evaluation. Polymer choice is finalized at a meeting between plant per-
sonnel and the polymer supplier to examine laboratory and plant trial results.
^Polymers, ^Dewatering, ^Planning, ^Evaluation, *Polyelectrolytes, Organic compounds,
On-site investigations, Pilot plants, Sludge treatment, Clarification, Municipal
wastes, Operation and maintenance, Waste water treatment
D590
JAPANESE PHYSICO-CHEMICAL SYSTEM,
Water and Waste Treatment, Vol. 20, No. 6, p 13, June, 1977.
A physico-chemical sewage treatment (PCT) system, manufactured by Nippon Kokan in
Japan, has been approved by Japan's Ministry of Construction. The system is designed
for processing 200, 400 or 600 cu m of municipal sewage per day. Use of the PCT system
instead of activated sludge treatment is reported to be advantageous when facilities
are subject to large fluctuations in influent or slowdown of microbial action during
periods of cold weather. With the PCT system, treatment begins when the amount of
sewage in a storage well reaches a certain level. Treatment processes include activated
carbon absorption, coagulation, flocculation and settling, and contact chlorination.
After treatment the effluent passes through an up-flow filter before it is discharged
with biochemical and chemical oxygen demands of less than 10 ppm. Estimated construc-
tion costs for the PCT system are projected at about two-thirds of costs for a com-
parable activated sludge system.
*Chemical degradation, *Activated sludge, *Sewage treatment, *Sewerage, *Treatment
facilities, Biological treatment, Flocculation, Activated carbon, Settling basins,
Costs, Waste water treatment
*Physico-chemical treatment
451
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D591
PILOT-PLANT EXPERIMENTS ON SEWAGE PURIFICATION IN AN ACTIVATED
SLUDGE SYSTEM WITH A SELECTOR (Poloprovozni Pokusy S Clstenim
Mestske Odpadnl Vody V Aktivacnim Systemu Se Selektorem),
Chudoba, J., Grau, P., Sazovska, E., Bitner, F., and Hartlg, K.
Technologie Vody, Vol. F, No. 29, P 161-211, 1976. 24 fig, 11 tab, 18 ref.
Pilot studies in Olomouc, Czechoslovakia, on waste water treatment with activated sludge
treatment are described. Two systems were used, including a model based on complete
mixing and a selector system model incorporating two alternatives (with and without
sludge regeneration). Mean and range values of BOD and COD in settled sewage were re-
ported as 260 (+ or 56) mg/liter and 434 (+ or 97) mg/liter, respectively. The use
of the complete mixing was ruled out for Olomouc sewage because of high sludge volume
indices (300-1000 ml/g) caused by the growth of filamentous organisms during the pro-
cess. Use of the selector system resulted in sludge volume indices of 150 to 350 ml/g
which were further reduced to 100 ml/g with the addition of sludge regeneration. Oper-
ational parameters and physical and chemical characteristics for selector sludge were
reported as follows: detention period I hour; regeneration period 2-3 hours; organic
loading 2-4 kg BPD/cu m-d; sludge loading 0.3-1.0 kg BOD/kg MLSS-d; and BOD removals
84-99%. The selector activated sludge system is recommended over the completely mixed
activated sludge system to reduce filamentous bulking during treatment.
*Activated sludge, *Model studies, *Pilot plants, *Sewage treatment, Biological
treatment, Biochemical oxygen demand, Chemical oxygen demand, Microorganisms, Waste
water treatment
Olomouc (Czechoslovakia)
D592
SELECTIVE RENOVATION OF EUTROPHIC WASTES PHOSPHATE/SULPHATE
EXCHANGE,
Liberti, L., Boari, G., and Passino, R.
IRSA-CNR,
Bari, Italy.
Water Research, Vol. 11, No. 6, p 517-523, 1977. 8 fig, 3 tab, 7 ref.
Equilibrium data on the sulfate-phosphate exchange in the sulfate-phosphate-chloride
ternary system are presented. Selective ion exchange, using anion resins regenerated
by sodium chloride, was evaluated for the removal of phosphate derivatives from con-
ventionally treated sewage effluents. Physical-chemical characteristics for the 50
anion resins evaluated in this study are presented. Equilibrium isotherms which repre-
sent the equilibrium molar fractions of phosphate in the resin and in the solution are
presented for the various resins tested. Four classes of anion resins were differen-
tiated on the basis of selectivity. In general, the selectivity for phosphates was
greater than for sulfates and the selectivity for sulfates was much greater than for
chlorides. Variations in resin selectivities were attributed to electrostatic inter-
actions in the chloride-sulfate and phosphate-sulfate exchanges, and to water content
phenomena in the chloride-phosphate exchange. A resin of the binary amino type func-
tional group (a commercial, weak base resin) is suggested for use with treated sewage
effluent. The resin would generally be a crosslinked polyacrylic matrix based on a
diethylentriamine copolymer. Laboratory column experiments indicated that the use of
a sodium chloride regenerant may allow the selective recovery of nutrients, such as
phosphorus, from treated sewage effluents.
'"Phosphates, *Sulfates, *Chlorides, *Resins, *Ion exchange, Absorption, Sodium
chloride, Separation techniques, Nutrient removal, Anion exchange, Equilibrium, Sewage
treatment, Waste water treatment
Anion exchange resins
452
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D593
PROTECTION OF VIRUSES DURING DISINFECTION BY ADSORPTION TO
PARTICULATE MATTER,
Boardman, G. D., and Sproul, 0. J.
Maine University,
Orono,
Department of Civil Engineering.
Journal Water Pollution Control Federation, Vol. 49, No. 8, p 1857-1861, August, 1977.
7 tab, 9 ref.
Since viruses may survive waste water disinfection processes when they are adsorbed
or embedded in solids, a study was undertaken to determine the actual extent of protec-
tion of viruses by adsorption onto particles during chlorination. Kaolinite, hydrate
aluminum oxide, and calcium carbonate were used as adsorbents for the bacteriophage
T sub 7. To produce the experimental systems, virus concentrations of between 200,000
PFD/ml and 400,000 PFU/ml were added to solutions which contained an adsorbent and
were adjusted to pH 7. Centrifugation of solutions resulted in relatively high virus
recovery. The virus was recovered by sonification of a 10-ml sample at an energy level
of 22.5 watts for 30 seconds. Losses of virus prior to pH adjustment suggested that
viral infectivity may be reduced at elevated pH values. Control studies on inactivation
of T sub 7 with chlorination indicated that a chlorine dosage of 0.036 mg Cl/liter was
sufficient for 100% inactivation. Inactivation by chlorination was not significantly
affected by the presence of kaolinite, hydrated aluminum oxide, or calcium carbonate.
It is suggested that total encapsulation of an infectious agent is necessary for pro-
tection from chlorination.
*Viruses, *Bacteriophage, *Disinfection, *Chlorination, *Adsorption, Laboratory tests,
Kaolinite, Calcium carbonate, Aluminum, Sewage bacteria, Analytical techniques,
Waste water treatment, Sewage treatment
Virus inactivation, T sub 7
D594
ENERGY USES AND RECOVERY IN SLUDGE DISPOSAL, PART 2,
Jones, J. L., and Bomberger, D. C., Jr.
Water and Sewage Works, Vol. 124, No. 8, p 42-46, August, 1977. 11 fig, 8 tab,
22 ref.
Since sludge disposal may represent as much as 25% of total plant operating costs,
sludge disposal and treatment processes are examined with respect to costs and energy
requirements. The base treatment unit used for comparison includes preliminary treat-
ment, primary clarification and sludge thickening, activated sludge aeration, secondary
clarification and sludge thickening, and sludge storage. Five sludge handling options
were considered, using vacuum filtration or filter press dewatering in combination
with chemical conditioning, high or low pressure wet oxidation, flash drying, sludge
digestion, and multiple hearth incineration. Operating and capital costs and energy
requirements were calculated for the various combinations In 10, 100, and 500 mgd
facilities. At the 10 mgd level, chemical conditioning followed by filter press de-
watering and sludge incineration was the least costly sludge handling option. At the
100 and 500 mgd levels, low pressure wet air oxidation followed by vacuum filtration
and sludge incineration was the least costly option. In an overall comparison of
energy usage based on electrical and fuel requirements, anaerobic digestion, filter
press dewatering plus incineration, and heat treatment with low pressure wet air oxida-
tion plus incineration had the lowest net BTU consumption. Energy usage for each of
the sludge handling options was calculated for all three plant sizes.
""Sludge disposal, *Incineration, *Capital costs, *Energy, *Fuels, Sludge treatment,
Cost comparisons, Operating costs, Treatment, Waste water treatment, Sewage treatment,
Dewatering, Filtration
453
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D595
REMOVAL OF PHOSPHATE BY POWDERED ALUMINUM OXIDE ADSORPTION,
Huang, C. P.
Journal Water Pollution Control Federation, Vol. 49, No. 8, p 1811-1817, August, 1977.
8 fig, 1 fig, 25 ref.
The feasibility of the use of powdered aluminum oxide for the removal of phosphate at
dilute concentrations was examined. A commercial product, manufactured by the Cobalt
Company in Boston, consisting of approximately 90% gamma-A1203 was used in laboratory
adsorption experiments with NaH2P04. The two major factors which were observed to af-
fect phosphate removal efficiency were pH and the relative concentration of phosphate
to alumina. Phosphate levels were reduced to below detection limits (0.01 mg/liter)
at low phosphate:alumina ratios, but remained at 2 mg/liter with an increase of the
phosphate:alumina ratio to 0.01. The pH range for optimal phosphate removal was also
controlled by the phosphate:alumina ratio, narrowing with increasing ratios. Studies on
the kinetics of phosphate removal indicated that phosphate removal was very rapid during
the first hour of reaction, and decreased after the second hour to a linear relationship.
Specific rate constants and initial rates as affected by pH and phosphate:alumina ratio
are listed. Electrokinetics studies indicated that phosphate adsorption modified the
electrophoretic mobility of gamma-A1203. The use of powdered gamina-A1203 is suggested
for polishing secondary effluents or dilute aqueous solutions to remove phosphate.
^Phosphates, ^Nutrient removal, * Aluminum, ^Adsorption, *Kinetics, Hydrogen ion
concentration, Chemical reactions, Tertiary treatment, Sewage treatment,
Electrophoresis, Separation techniques, Waste water treatment
Gamma-A1203, Aluminum oxide, Adsorption kinetics
D596
PHOSPHATE REMOVAL FROM SEWAGE WATER BY SOIL COLUMNS,
Lance, J. C.
United States Water Conservation Laboratory,
Phoenix, Arizona.
Journal of Environmental Quality, Vol. 6, No. 3, p 279-284, July-September, 1977.
8 fig, 1 tab, 13 ref.
Phosphate removal from secondary sewage effluent by calcareous sand filters was investi-
gated as a means of waste water renovation by h:gh-rate land filtration. Columns packed
with loamy sand were flooded with secondary sewage effluent for various time periods and
infiltration rates. Infiltration rate was the major factor controlling phosphate re-
moval, producing lower phosphate concentrations in filtrate with lower flow velocities.
Phosphate content in filtrate could be increased by the addition of dextrose to the
column to decrease infiltration rate. Suggested mechanisms for phosphate removal in-
clude initial adsorption by the column soil and subsequent precipitation as some form
of calcium phosphate. Initial phosphate concentrations of column filtrate were low
(0.5 to 1.0 ppm) for more than 200 days of flooding, and leveled off at equilibrium
concentrations dependent upon the various filtration rates. Phosphate removal decreased
when Bermudagrass (Cynodon dactylon) was grown in the soil columns, suggesting that
plant roots kept phosphate in solution through Ca chelation, Ca uptake by plants,
competition of organic ions with phosphate for adsorption sites, or a pH reduction in
the rhizosphere. Studies indicated that up to 80% of the phosphate in sewage water
can be removed by calcareous sand filters at infiltration rates below 15 cm/day.
^'Filtration, *Phosphates, *Sands, *Soil filters, *Groundwater recharge, *Bermudagrass,
Effluents, Sewage treatment, Artificial recharge, Return flow, Water reuse, Adsorption,
Chemical precipitation, Infiltration, Pervious soils, Soil-water-plant relationships,
Waste water treatment
Calcareous sands, Phosphate removal
454
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D597
HIGH ENERGY ELECTRON IRRADIATION OF WASTEWATER LIQUID
RESIDUALS,
Sinskey, A. J.
Massachusetts Institute of Technology,
Cambridge,
Department of Nutrition and Food Science.
Process Biochemistry, Vol. 12, No. 5, p 11-14, 32, June, 1977. 7 fig, 4 tab, 8 ref.
Land application of municipal waste water sludge for fertilizer and the possibility of
contamination by enteric viruses which may survive conventional waste treatment processes
have prefaced this investigation into the design and use of electron irradiation for
waste water disinfection. The rate of inactivation of bacteria, viruses, and parasites,
as well as the required radiation dosage for adequate disinfection, was examined for raw
primary sludge, anaerobically digested sludge, secondary waste-activated sludge, dewatered
sludge, and composted sludge. Design data for the irradiation facility at Deer Island in
Boston are presented. Sludge was irradiated in a concrete-shielded vault as it passed
over a rotating stainless steel drum. Microbial survival was not related to sludge solids
contents, which ranged from 1.4 to 22 percent. Inactivation studies on Salmonella and
Shigella indicated that a dosage of 200 krads was sufficient to reduce levels below de-
tection limits. A dose of 210 krads eliminated fecal streptococci in digested sludge.
Coliforms and gram negative bacteria were reduced by a six log cycle with a radiation
dose of 150 krads. Greater reductions in bacteria were observed for irradiation in the
presence of oxygen at 1 atm than for nitrogen or air at 1 atm. Preliminary cost estimates
for incorporating radiation disinfection at the 10,000 gpd Deer Island facility were a
capital cost of $450,000 and annual operating costs of $130,000, or $17 per ton of dry
sludge.
*Irradiation, *Disinfection, *Sewage bacteria, *Coliforms, *Viruses, Model studies,
Pilot plants, Shigella, Salmonella, Oxygen, Nitrogen, Microorganisms, Sludge treatment,
Sludge disposal, Fertilizer, Waste water treatment
Deer Island Waste Water Treatment Plant (Boston, MA)
D598
MORE DISPOSAL OPERATIONS MIXING SEWAGE SLUDGE AND MUNICIPAL
SOLID WASTES,
Sus sman, D. B.
Solid Wastes Management, Vol. 20, No. 8, p 48, 50, 60, August, 1977.
Combination disposal practices in which the energy produced from the combustion of solids
is used to dewater municipal sludge are discussed in an EPA update. Basic methods of
thermal co-disposal include the use of the organic portion of solids as fuel for sludge
incinerators and the use of a solid wastes incinerator, solid wastes fired steam generator,
or a waterwall combustion unit to burn dewatered sludge. Approximately 200 waste water
treatment plants in the United States utilize thermal processes for sludge disposal. The
use of a fluidized bed furnace at Franklin, Ohio is described. An EPA-supported demon-
stration in Concord, California of the use of a multiple hearth sludge incinerator with
refuse-derived fuel (RDF) is described. This incinerator, modified to operate in either
incineration or pyrolysis mode, is fed RDF mixed with sludge which has a solids content
of 16%. Incineration and spray drying at Ansonia, Connecticut produces dried sludge which
is used by local residents for fertilizer. Incineration and rotary drying are used to
dewater sludge at Holyoke, Massachusetts, Norwalk, Connecticut and Glen Cove, New York
use incineration and furnace drying for waste disposal. Waterwall combustion thin film
drying at Dieppe, France and waterwall combustion flash drying at Krefeld, Germany are
described. Co-disposal of wastes is an energy-saving and possible fuel-producing tech-
nique of solid waste and sewage sludge disposal.
^Incineration, *Sludge disposal, *Dewatering, *Drying, *Fuels, Energy conversion,
Waste disposal, Sewage disposal, Solid wastes, Equipment, Municipal wastes, Reviews,
Model studies, Waste water treatment
Multiple hearth furnaces, Fluidized bed combustion, Spray drying, Rotary drying,
Furnace drying, Waterwall combustion thin film drying, Waterwall combustion flash drying
455
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ANALYTICAL TECHNIQUES
E001
MEASUREMENT AND FOKMS OF NITROGEN AND PHOSPHORUS,
Earth, E. F.
Advanced Waste Treatment Research Laboratory,
Cincinnati, Ohio,
Biological Treatment Research Program.
In: Advanced Waste Treatment Seminar, Session I, Nitrogen Removal from Wastewater,
October 28-29, 1970, San Francisco, California, p 1-16. 4 fig, 6 tab, 2 ref.
Nitrogen and phosphorus chemistry is discussed from a treatment standpoint. Nitrogen
and phosphorus are in the same chemical family. Although their chemical reactions are
similar, the resulting compounds vary significantly. A total phosphorus assay should
be used to judge actual operating efficiency. This approach is necessary because
many forms of phosphorus are found in waste waters and sludges. The most logical way
to report results of phosphorus analyses is as elemental phosphorus. Nitrogen also
occurs in waste waters in many forms, but the analytical procedures for nitrogen are
specific for each form. The whole nitrogen series must be determined to get reliable
data. Since the actual toxicant is nitrite, the Drinking Water Standards should be
based on nitrite plus nitrate rather than only on nitrate nitrogen. Operators of
automated analytical instruments should be sufficiently well informed to understand
the limitations of the instruments.
*Waste water treatment, ''Pollutant identification, *Analytical techniques,
''Measurement, Nitrogen, Nitrates, Nitrites, Phosphorus, Phosphorus compounds
E002
ANALYTICAL STUDIES FOR ASSESSING THE IMPACT OF SANITARY SEWAGE
FACILITIES OF DELAWARE COUNTY, OHIO,
Peltier, L., Lewis, M., Cuneo, J., Shea, G.,
Wagaman, D., and Whang, J.
Enviro Control, Incorporated,
Rockville, Maryland,
Environmental Studies Group.
October 24, 1975. 375 p, 63 fig, 54 tab, 202 ref. Environmental Protection Agency
Report No. EPA-905/9-76-003.
An analysis of the environmental impact of a proposed sanitary sewage treatment
facility and interceptor system for Delaware County, Ohio is presented. The environ-
mental impacts of the sewage treatment facility at the chosen site are evaluated in
terms of water quality, biology, land use, and aesthetics. The effects on water
quality resulting from the proposed action are analyzed in terms of flow conditions,
the waste loads introduced into the receiving stream, and existing and future ambient
water quality conditions. Water quality problems of temporary duration which are
associated with interceptor construction are also examined.
*Sewage treatment, *Sewers, treatment facilities, *Environmental effects,
*Water quality, Land use, Interceptor sewers, Construction, Evaluation, Ohio
456
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E003
SURVEYING AMERICA'S LAKES,
Environmental Science and Technology, Vol. 10, No. 9, p 862-864, September, 1976.
Preliminary results from a eutrophication survey of America's lakes are reported
along with an example of how some lakes may be restored to higher quality. According
to the National Eutrophication Survey, approximately 80% of the lakes and reservoirs
in the eastern United States are eutrophic. Shagawa Lake, adjacent to the city of
Ely, Minnesota, is an example of a eutrophic lake that has been partially restored
by the removal of the algal growth-promoting nutrient phosphorus. The lake originally
became eutrophic as a result of the city of Ely discharging its municipal waste water
into it. The installation of a tertiary treatment system at the city's waste water
treatment plant resulted in more than 99% removal of phosphorus from the effluent
and a decline in eutrophic activity of Shagawa Lake. The effluent flowing Into the
lake contains only 0.05 milligrams/liter of phosphorus. Although the lake is in the
process of repairing itself, it has not yet reached equilibrium, probably because of
feedback mechanisms involving internal sources of phosphorus which may be retarding
the restoration process. However, the project has demonstrated that phosphorus
levels as low as 0.05 milligrams/liter can be achieved through lime precipitation.
*Lakes, *Eutrophication, *Surveys, ^Nutrients, *Phosphorus, Surface waters,
Minnesota, United States, Lime, Chemical precipitation, Waste water treatment,
Municipal wastes, Treatment facilities, Tertiary treatment, Efficiencies,
Evaluation, Algae, Algal control
E004
CORRELATION OF BOD, COD AND SOLUBLE ORGANIC CARBON,
Viraraghavan, T.
ADI Limited,
Consulting Engineers,
Fredericton, New Brunswick, Canada.
Journal Water Pollution Control Federation, Vol. 48, No. 9, p 2213-2214,
September, 1976. 2 tab, 4 ref.
The degree of correlation between soluble organic carbon and oxygen demand (biochemical
and chemical) was investigated for samples of raw sewage, septic tank effluent, and
polluted groundwater. Biochemical and chemical oxygen demand were estimated by using
the procedures in Standard Methods, and soluble organic carbon was measured by analyz-
ing the filtrates of samples filtered through 24.25-centimeter glass fiber filters
for organic carbon. The correlation coefficients between soluble organic carbon and
biochemical or chemical oxygen demand for raw sewage and septic tank effluent were
not significant at the 5% level; polluted groundwater also failed to show a signifi-
cant correlation at the 5% level for soluble organic carbon and biochemical oxygen
demand, although the correlation between the former and chemical oxygen demand was
significant at the 1% level. Thus, the use of soluble organic carbon as a measure
of organic matter in waste water should be made with caution.
*Carbon, *0rganic compounds, ^Biochemical oxygen demand, *Chemical oxygen demand,
*Waste water (pollution), Sewage, Groundwater, Septic tanks, Effluents, Analytical
techniques, Solubility, Statistics
Soluble organic carbon
457
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E005
EVALUATION OF METALS IN WASTEWATER SLUDGE,
Stover, R. C., Sommers, L. E., and Silviera, D. J.
Soil Conservation Service,
LeVeta, Colorado.
Journal Water Pollution Control Federation, Vol. 48, No. 9, p 2165-2175,
September, 1976. 9 tab, 17 ref.
Sequential extractions of lead, copper, zinc, cadmium, and nickel from 12 samples of
sludges obtained from municipal waste water treatment plants revealed that sludges
contain a wide variety of sites capable of metal retention. Retention mechanisms
include ion exchange, sorption, chelation, and precipitation. Metal retention appeared
to be highly variable, depending on the chemical properties of the sludge and on the
nature of the metal in question. Because the predominant forms of the above metals
are not the same in each sludge, it is expected that each metal will respond differ-
ently after incorporation into soil systems. Even though the exact forms of metals
in sludge are not apparent, sequential extraction results obtained for sorbed and
exchangeable fractions of the metals may indicate which metals can be most readily
used by plants growing in soils treated with waste water sludge.
^Municipal wastes, *Sludge, *Heavy metals, *Chemical properties, *Physical
properties, Lead, Copper, Zinc, Cadmium, Nickel, Soils, Soil amendments, Sorption,
Separation techniques, Plant growth, Ion exchange, Chemical precipitation,
Chelation, Chemical reactions
Extraction procedures
E006
SOYBEAN YIELD RESPONSES AND ASSIMILATION OF ZN AND CD
FROM SEWAGE SLUDGE-AMENDED SOIL,
Hinesly, T. D., Jones, R. L., Tyler, J. J., and
Zlegler, E. L.
Illinois University,
Urbana-Champaign,
Department of Agronomy.
Journal Water Pollution Control Federation, Vol. 48, No. 9, p 2137-2152,
September, 1976. 5 fig, 5 tab, 13 ref.
A 6-year study of the effects of Irrigating soybean plots with municipal sludge was
performed. Applications of digested sludge significantly increased soil levels of
zinc and cadmium which were reflected by increased concentrations of these metals in
plant tissues. However, there were no indications that the absorption and transloca-
tion of relatively large amounts of these metals Into leaves, petioles, and seeds
had caused a phytotoxic condition. Only large amounts of phosphorus as a constituent
of sludge caused a yield depression during one growing season, and the phosphorus-
induced phytotoxic conditions were rapidly dissipated after sludge applications were
suspended. During the following growing season, soybean yields were significantly
higher on maximum sludge-treated plots than on fertile control plots. Accumulative
applications of sludge affected zinc and cadmium concentrations in soybean tissues
to a lesser extent than did a particular annual application rate. Thus, if phyto-
toxic conditions develop as a result of zinc and cadmium accumulation in soils amended
with sludge over several years, they are expected to occur during the time of sludge
application rather than after the applications have been terminated as suggested by
other investigators.
*Sewage sludge, *Soil amendments, *Heavy metals, *Crop response, *Waste disposal,
Phytotoxicity, Crops, Zinc, Cadmium, Phosphorus, Irrigation, Symbiosis, Sludge
disposal, Municipal wastes
453
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E007
TOWARD A MORE MEANINGFUL INDEX OF SLUDGE QUALITY,
Fitch, B., and Kos, P.
Journal Water Pollution Control Federation, Vol. 48, No. 8, p 1979-1987, August,
1976. 11 fig, 1 ref.
A new index of sludge quality which is independent of the concentration and charac-
teristic of solids quality is proposed as a replacement for the conventionally used
sludge volume index. The new index of sludge quality accounts for the functional
relationship between sludge volume index and suspended solids and is based on the
same test data as the sludge volume index. Although the existing procedure for sludge
volume index determination correlates reasonably well with settleability when the
settled sludge volume is below about 300 cu cm/liter, above that level the sludge
volume index is a strong function of suspended solids concentration. The sludge
quality index which takes this functional relationship into account thus offers a
superior means for characterizing the settleability of activated sludge. When the
solids settle to less than about 300 cu cm, the two indices are identical.
^Activated sludge, *Suspended solids, *Physical properties, '^Measurement,
*Waste water treatment, Biological treatment, Performance, Sludge, Mathematical
studies
Sludge volume index, Sludge quality index
E008
MOVEMENT OF HEAVY METALS BELOW SEWAGE DISPOSAL PONDS,
Lund, L. J., Page, A. L., and Nelson, C. 0.
California University,
Riverside,
Department of Soil Science and Agricultural Engineering.
Journal of Environmental Quality, Vol. 5, No. 3, p 330-334, July-September, 1976.
7 fig, 4 tab, 10 ref.
The extent of downward movement of zinc, cadmium, copper, chromium, and nickel in
coarse-textured soils beneath sewage sludge and effluent disposal ponds at two sewage
treatment plants was investigated. Concentrations of acid-extractable metals were
greater under disposal ponds than at offplant control sites at both treatment plants.
Metal enrichment was evident at depths as great as 3 m under some ponds; and zinc,
cadmium, copper, chromium, and nickel levels at this depth ranged as high as 75, 10,
30, 30, and 70 micrograms/gram, respectively. The depth and degree of metal enrich-
ment depended on the specific pond type and the treatment plant. Metal concentrations
were greater under anaerobically digested sludge-holding ponds than under effluent
ponds. Concentrations of the metals in saturation extracts of soils beneath the ponds
were much greater than those typically found for California soils. The distributions
of the metals with depth were closely related to changes in chemical oxygen demand
of soil samples with depth, suggesting that the metals were transported as soluble
metal-organic complexes.
*Soil analysis, '''Treatment
Chemical oxygen demand,
Metals, Ponds, Soil chemical properties, Soil contamination effects, Soil investi-
gations, On-site investigations, Solubility, Sewage treatment
Metal-organic complexes
459
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E009
DETERMINATION OF CHEMICAL OXYGEN DEMAND (DIE BESTIMMUNG DER
CHEMISCHEN OXIDIERBARKEIT),
Sprenger, F. J.
Vom Wasser, Vol. 46, p 125-138, 1976. 1 tab, 10 ref.
The determination of chemical oxygen demand in water with dissolved organic compounds
is discussed. Chemical oxygen demand determinations are made by oxidizing the organic
matter in the water as completely as possible so that carbon dioxide and water are the
final products. Preferred oxidizing agents include potassium permanganate in alkaline
or acid solutions and potassium dichromate in acid solution. Generally, higher rates
of oxidation are achieved with the latter compound. Although higher rates of oxidation
may be obtained by increasing temperature and sulfuric acid concentration of the sample,
secondary effects involving the simultaneous oxidation of chlorides rule out such means
as being practical.
*Chemical oxygen demand, *Analytical techniques, *Waste water, *0rganic compounds,
^Oxidation, Chemical reactions, Kinetics, Temperature, Acidity, Alkalinity, Chlorides
Oxidizing agents, Potassium permanganate, Potassium dichromate
E010
INSTANTANEOUS METERING AIDS ACTIVATED SLUDGE PLANT,
Matzner, B. A.
Suffolk County Department of Environmental Control,
New York,
Operations Division.
Water and Wastes Engineering, Vol. 13, No. 8, p 18-20, August, 1976.
The feasibility of using an automatic instrument for the instantaneous measurement of
mixed liquor suspended solids in the aeration tank of an activated sludge municipal
treatment plant with extended aeration/nitrification and suspended growth denitrifica-
tion was demonstrated. The analyzer consists of two parts connected with cables: a
sensing probe (mounted on the downflow side in the center of the aeration tank) and a
remotely located indicator assembly which gives a direct digital readout in ppm. In
the event of a decrease in solids in the mixed liquor, the analyzer alerts the opera-
tor to introduce additional solids into the aeration tank. When the solids reach
the top of the optimum ppm range, as indicated by the automatic analyzer, the operator
turns off the return sludge system and begins wasting sludge from the clarifiers.
Continuous testing of the analyzer at the sewage treatment plant indicates that the
instrument is reliable and provides an accurate measure of mixed liquor suspended
solids.
*Analytical techniques, *Monitoring, *Suspended solids, *Aeration, *Biological
treatment, Activated sludge, Nitrification, Denitrification, Sewage treatment,
Waste water treatment, Liquid wastes, Feasibility, Performance, Evaluation,
Measurement, Treatment facilities, On-site investigations, Automation
460
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E011
ALARM SYSTEM CONTINUALLY MONITORS PLANT FUNCTIONS,
Hartenstein, A.
Public Works, Vol. 107, No. 9, p 86, September, 1976.
An alarm system for continuously monitoring the functions of water and waste water
treatment plants as well as pumping stations is described. During normal working
hours, the alarm system is activated by a master control panel and dials a designated
telephone number for the reporting of alarm conditions. Should a malfunction occur,
one of 18 radio-equipped trucks will respond to the alarm. During non-working hours,
the monitoring system activates a computer connection with the telephone company
which automatically forwards the original call to a second telephone number via a
telephone call diverter so that standby personnel who are available on a 24-hour basis
can respond to the alarm. Functions that can be tied into the system include: low
dissolved oxygen, high suspended solids, low chlorine residual, chlorine leaks, power
failures, low pressure, and loss of air to a waste water treatment plant. The one-
time charge for installing the system averages out to $1750 per installation with a
monthly charge of $39.00 for telephone equipment.
*Monitoring, *Treatment facilities, ^Automation, *Failures, *Computers, Waste water
treatment, Water treatment, Pumping plants, Costs
E012
COLIFORM BACTERIA FROM DIFFUSE SOURCES AS A FACTOR IN
ESTUARINE POLLUTION,
Faust, M. A.
Smithsonian Institution,
Edgewater, Maryland,
Chesapeake Bay Center for Environmental Studies.
Water Research, Vol. 10, No. 7, p 619-627, 1976. 3 fig, 5 tab, 35 ref.
The contribution of 849 hectares of rural watershed to the fecal coliform pollution
of the Rhode River, a subestuary of Chesapeake Bay was estimated. The watershed has
an animal population of 0.6 animal units/hectare and discharges between 7.5-669 million
fecal coliforms/hectare-day. The fecal coliform discharge rate was seasonal and de-
pended largely on the water flow. On the average, less than 1% of the fecal coliforms
produced by the animals on the land was washed down by water runoff, although occasion-
ally this figure reached as high as 4-6%. Fecal coliform numbers were high in the Rhode
River close to the discharge points and became diluted further downstream by the river
volume. Using the maximum number of fecal coliforms in the runoff, an estimated
2600 cu m of well mixed receiving water appears to be required for every hectare of
watershed area if safe water standards for shellfish harvesting (14 equal fecal
coliforms-most probable number/100 milliliters) are not to be exceeded.
*Watersheds (basins), *Estuarine environment, *Water pollution sources, *Coliforms,
*Runoff, River systems, Microorganisms, Shellfish, Estuarine fisheries, Chesapeake Bay
Rhode river, Fecal coliforms
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E013
MUSSEL TEST FOR BIOLOGICAL CONTROL OF WATER POLLUTION
(Kagylo-teszt vizszennyezesek biologiai hatasanak vtzsgalatara),
Salanki, J.
Hidrologial Kozlony, Vol. 56, No. 6, p 281-282, June, 1976. 3 fig, 5 ref.
The use of the fresh water mussel (Anodonta cygnea) as a biological indicator of water
pollution is proposed. The fresh water mussel is a typical filter-feeding animal and
reacts to various substances dissolved in the water by changes in the rhythmic and
periodic activity of its adductor muscles. This activity can be monitored by recording
the position and movement of the animal's shells which in turn reflect the concentration
of pollutants like heavy metals as well as the oxygen level of the water.
*Mussels, *Bioindicators, -'Monitoring, *Water pollution, Freshwater fish, Heavy metals,
Oxygen
E014
A NEW LABORATORY DEVICE FOR WASTE WATER ANALYSES (RESPIROMETER) .
PART II. MEASUREMENTS WITH BATCH OPERATION (Uj laboratoriumi
szennyvisvizsgalo keszulek (respirometer) II. resz. Meresek
szakaszos uzemmod mellett),
Fleps, W.
Hidrologiai Kozlony, Vol. 56, No. 5, p 201-207, 1976. 7 fig, 1 tab, 3 ref.
A respirator device for making waste water measurements in batch operation is described.
The respirometer is capable of determining biodegradability, toxicity, nutrient demand,
total biochemical oxygen demand, and the probable efficiency of treatment. The device
also allows for d determination of the carbon and oxygen balance of degradation.
^Analytical techniques, *Waste water (pollution), ^Monitoring, ^Biochemical oxygen
demand, ^Nutrients, Biodegradation, Efficiencies, Toxicity, Measurement
Respirometers
462
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E015
MINIMIZING THE WASTE DISCHARGES FROM WATER TREATMENT
PLANTS,
Helfgott, T. B., and Lacy, W. J.
Connecticut University,
Storrs,
Civil Engineering Department.
American Institute of Chemical Engineers Symposium Series, Vol. 71, No. 151,
p 166-169, 1975. 2 fig, 2 tab, 6 ref.
A solids power index for making normalized comparisons between various dewatering tech-
niques is proposed. The power index expresses the energy utilization of a dewatering
technique in kilowatt-hours/1000 Ib dry solids. The parameter is limited in that it
does not account for the specific chemical nature of the solids being dewatered nor
dewatering characteristics as a parameter for filterability. Graphical comparisons in-
volving the solids power index as a function of % solids are illustrated for dewatering
via evaporation, vacuum filtration, double cell gravity concentrations, and screw press
multi-roll sludge dewatering.
*Sludge treatment, *Dewatering, *Energy equation, *Solid wastes, *Waste water
treatment, Electric power, Mathematical models, Waste treatment, Analytical techniques
Power indices
E016
A PROCEDURE FOR THE ROUTINE BIOLOGICAL EVALUATION OF URBAN
RUNOFF IN SMALL RIVERS,
Pratt, J. M., and Coler, R. A.
Massachusetts University,
Amherst,
Department of Environmental Sciences.
Water Research, Vol. 10, No. 11, p 1019-1025, 1976. 1 fig, 1 tab, 16 ref.
Benthic macroinvertebrates were used in a procedure to evaluate pollution in small
rivers. They offer the advantage of abundance and ease of collection, a limited
vagility and long life span, and a capacity for a graded response to many kinds and
degrees of stress. Species diversity is used as a parameter of pollution detection.
Artificial substrates were suggested as a convenient method for obtaining data on
upstream-downstream effects of urban runoff. Monitoring sites should be a reference
site well upstream from the section receiving urban runoff and in the urban reach
where one is exposed to minimal levels of urban runoff and one near maximum amounts.
The number of substrates used should depend on the purpose of the survey and the time
available for collection. Two baskets per site are minimal needs. A collection fre-
quency of eight collections per year should suffice. Calculations are presented for
processing the biological data. Interpretation should be guided by diversity and
evenness indices. When monitoring sublethal effects, it should be considered that
diversity of an artificial substrate is determined by differential drift and recruit-
ment rates, and life histories of macrobenthic populations.
*Monitoring, *Water quality control, *Urban runoff, *Rivers, *Pollutant identification,
Benthic flora, Benthic fauna, Bioindicators, Water pollution effects
Biological indices
463
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E017
GROUNDWATER QUALITY ADJACENT TO A SEPTIC TANK SYSTEM,
Viraraghavan, T., and Warnock, R. G.
ADI, Limited,
Fredericton,
New Brunswick, Canada.
American Water Works Association Journal, Vol. 68, No. 11, p 611-614, November,
1976. 8 fig, 2 tab, 9 ref.
An investigation was performed to determine the adequacy of a septic tile system as a
treatment to reduce constituents of septic tank effluent. Adjacent groundwater was
analyzed to determine its chemical and bacteriological quality. The study site was
near Ottawa, Canada. Low winter temperatures with snow cover and snow melting in the
spring with high groundwater levels were the most significant climatic conditions af-
fecting the study. A collecting tank was installed into which some of the septic tank
effluent from the household system was diverted. In addition, an observation trench
was constructed to install the lysimeters and collect soil water samples collected
through the lysimeters. Groundwater from the observation trench was sampled and
analyzed. Test site soil was evaluated as to its percolation rate and coefficient of
permeability. Environmental factors considered were temperature, unsaturated depth
of soil (depth of groundwater), and snow cover. Results showed that soil removed a
high percentage of TSS, BOD, SOC, ammonia nitrogen, iron, coliforms, fecal coliforms
and fecal streptococci from septic tank effluent. High ammonia reduction corresponded
with increases in nitrate levels in adjoining groundwater, a possible health hazard.
Groundwater levels affect soil limits for pollutant absorption. Pollutant concentra-
tions in groundwater as well as nitrate nitrogen were higher near the tile and signi-
ficantly decreased farther away from the tile end. Winter operation was not especially
problematic, as the snow cover and hot water discharge from the system kept nearby
ground warm.
*Groundwater, *Water quality, *Septlc tanks, Water analysis, Tanks, Nitrogen,
Pollutant identification, Soil water, Waste water treatment, Snow, Public health,
Lysimeters, Soil analysis
E018
THE ELECTROLYTIC RESPIROMETER I. FACTORS AFFECTING OXYGEN
UPTAKE MEASUREMENTS,
Young, J. C., and Baumann, E. R.
Iowa State University,
Ames,
Department of Civil Engineering.
Water Research, Vol. 10, No. 11, p 1031-1040, 1976. 11 fig, 1 tab, 10 ref.
A more complete and accurate measurement of the biochemical oxygen demand (BOD) of
waste waters can be provided by the electrolytic respirometer. The apparatus has
three major parts: a reaction vessel containing the sample and a magnetic stirring
bar or other mixing device; an adaptor unit or alkali container with potassium hydrox-
ide or another solution which absorbs metabolically produced carbon dioxide from
atmosphere above sample; and a manometer cell containing a weak electrolyte (sulfuric
acid or sodium hydroxide) which detects pressure changes and acts as an oxygen gener-
ator to maintain a constant partial pressure in the atmosphere of the sample container.
The system is simple and provides a continuous oxygen uptake readout. Errors in
measurement are usually contributed to the mixing rate and the concentration of oxygen
demanding organic material in the sample. Increased mixing or oxygen enrichment of
the air contacting the sample can overcome oxygen transfer limitations. Control of
barometric pressure in the manometer cell is important since changes will alter oxygen
readings. Corrections with this system are easily made. The coefficient of varia-
bility was less than 3.5% for samples with an ultimate BOD value between 20 and 500
mg/liter. BOD measurement is more precise with the electrolytic respirometer than
with the dilution method.
*Biochemical oxygen demand, *Measurement, *Pollutant identification, *Electrolysis,
Oxygen requirements, Equipment, Pressure, Mixing
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E019
MODEL STUDIES IN AQUEOUS CHLORINATION: THE CHLORINATION
OF PHENOLS IN DILUTE AQUEOUS SOLUTIONS,
Smith, J. G., Lee, S. F., Netzer, A.
University of Waterloo,
Waterloo, Ontario, Canada,
Department of Chemistry.
Water Research, Vol. 10, No. 11, p 985-990, 1976. 2 fig, 1 tab, 25 ref.
To further elucidate well known reactions of phenol which, when present as a contami-
nant of water supplies, can lead to unpleasant taste and odor in the chlorine-treated
end product, model studies were performed to determine the end products of chlorina-
tion of phenols in aqueous solutions. Phenols tested were 2,4,6-trichlorophenol;
2,3,4,6-tetrachlorophenol; pentachlorophenol; and p-nitrophenol. These were examined
at initial pH's of 6.0 and 3.5, the reaction products isolated hy solvent extraction,
the mixtures separated by column chromatography and the products identified by their
spectral properties. It was found that chlorine displaced the nltro group and there
was an aromatic substitution to a more highly chlorinated phenol. Phenol was also
oxidized to a chlorinated benzoquinone. There was the addition of one mole of chlorine
to the phenol to form chlorinated 2,5-cyclohexadienones and the addition of two moles
of chlorine or hypochlorous acid to form chlorinated cyclohexenones and/or chlorinated
hydroxycyclohexenones. Minor amounts of octachlorocyclohexadiene (from tetra- and
pentachloro-phenols) and octachlorodibenzodioxin (from pentachlorophenol) were iso-
lated. It was concluded that chlorination of phenols in dilute aqueous solution can
produce highly chlorinated non-phenolic products.
*Chlorination, *Phenols, *Municipal wastes, Water pollution effects, Waste water
treatment, Solvent extractions, Chromatography, Water analysis
Aqueous chlorination
E020
EFFECT OF WATER CHLORINATION UPON LEVELS OF SOME
POLYNUCLEAR AROMATIC HYDROCARBONS IN WATER,
Harrison, R. M., Perry, R., and Wellings, R. A.
Imperial College,
London, England,
Public Health Engineering.
Environmental Science and Technology, Vol. 10, No. 12, p 1151-1156, November, 1976.
12 fig, 3 tab, 16 ref.
Eight polynuclear aromatic hydrocarbons (PAH) were subjected to chlorination and the
results were evaluated against PAH removal at a water treatment plant. In lab tests,
PAH's and a chlorinating agent were added to three aliquots of distilled water with
one aliquot of distilled water as a blank. Various values of temperature, contact
time, and reagent concentrations were tested. For comparison, samples from water
treatment works were collected in glass vessels and extracted and analyzed by gas-
liquid chromatography. The study revealed a 64-88% PAH removal by chlorination as
compared to water treatment plant removal of about 60%. This difference is probably
due to impurities in the water. Temperature, pH, and the concentrations of PAH and
chlorinating agent have varying effects on PAH removal. Efficient filtration in
treatment plants removes a substantial amount of PAH and chlorination furthers the
process.
*Water treatment, *Chlorination, *Treatment facilities, ''Temperature, Hydrogen ion
concentration, Laboratory tests, Sampling, Water analysis, Analytical techniques
Hydrocarbons, Polynuclear aromatic hydrocarbons (PAH)
465
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E021
CYANOPHAGE ANALYSIS AS A BIOLOGICAL POLLUTION
INDICATOR-BACTERIAL AND VIRAL,
Smedberg, C. T., and Cannon, R. E.
North Carolina University,
Greensboro,
Department of Biology.
Journal Water Pollution Control Federation, Vol. 48, No. 10, p 2416-2426,
October, 1976. 4 fig, 4 tab, 26 ref.
The use of the non-pathogenic, blue-green algal virus LPP-1 as an indicator of virus
and coliform presence in waste water was investigated during field studies at a
sewage treatment plant. This cyanophage attacks the filamentous, non-blooming blue-
green algal genera Lyngbya, Phormidium, and Plectonema and can be used as an inexpen-
sive monitor of virus and coliform removal from waste water. Its natural presence
in waste water and its resistance to chlorination make it especially attractive
as an indicator of animal viruses. Since the presence of cyanophages in waste water
is paralleled by coliform presence, LPP-1 can also be used to detect fecal pollution.
Results obtained with this monitoring test are tabulated for composite samples of
waste water taken at initial screening points, before and after trickling filtration,
and after chlorination.
^Analytical techniques, ^Viruses, *Coliforms, ^Monitoring, ASewage treatment,
Measurement, Indicators, On-site investigations, Waste water treatment, Performance,
Biological treatment, Trickling filters, Chlorination, Screens, Feasibility studies
E022
A STUDY OF MIXING CHARACTERISTICS OF SEWAGE STABILIZATION
PONDS WITH RADIOACTIVE TRACERS,
Iwugo, K. 0., and Winnicki, R.
Birmingham University,
Birmingham, Great Britain,
Department of Civil Engineering.
The Public Health Engineer, Vol. 4, No. 5, p 138-142, September, 1976. 5 fig,
4 tab, 15 ref.
The actual retention times of domestic waste waters in two sewage stabilization ponds
were determined using the fundamental fluid mechanics concept of residence time dis-
tribution and radioactive tracers. The dispersion index of mixing in each of the
ponds was also deduced to quantify the degree of mixing in each of the ponds. Both
tritium and chromium-ethylenediaminetetraacetic acid complex were found suitable for
the determination of the residence time distribution. Tritium is more economical
but has a half-life of 12-15 yr as compared with a half-life of 28 days for the
chromium-ethylenediaminetetraacetic acid complex, making the latter tracer more
attractive from an environmental standpoint.
*Analytical techniques, ^Domestic wastes, *Sewage treatment, *Stabilization,
*Tracers, Ponds, Mathematical studies, Fluid mechanics, Retention, Radioactivity,
Measurement, Evaluation, Performance
466
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E023
USE OF INTRINSICALLY SAFE INSTRUMENTATION,
Water Services, Vol. 80, No. 964, p 356-357, June, 1976. 2 ref.
Safeguards to prevent flammable gas explosions triggered off by electrically-operated
monitoring equipment used within sewage collection networks and at sewage treatment
plants are discussed. Monitoring and control equipment is frequently made intrinsi-
cally safe by the use of shunt diode barriers which effectively remove the risk of
incendive levels of energy breaking through from remotely mounted equipment. The
majority of shunt diode barrier applications in the sewage industry are straightfor-
ward and include the use of switches, thermocouples, resistance elements, thermometers,
and solenoid pilot valves in pneumatic systems. Magnetic flowmeters are made safe
by encapsulating the coil and increasing the safety terminal compartment. The probes
and detecting circuit are normally made safe by the use of shunt diode safety barriers.
*Monitoring, *Analytical techniques, *Sewage treatment, *Explosions, *Gases,
Electrical equipment, Design criteria, Safety, Treatment facilities
E024
ACTIVATED CARBON ADSORPTION IN MUNICIPAL WASTE WATER
TREATMENT AND REUSE SYSTEMS,
Chow, D. K.
Dissertation Abstracts International B, Vol. 37, No. 2, p 939-940, August, 1976.
Activated carbon adsorption was investigated as a tertiary treatment in waste water
treatment and reuse systems. Resistant compounds and the breakthrough characteristics
of carbon adsorption in fixed beds were analyzed to provide data on the design and use
of adsorption units. Fixed activated carbon beds were used to treat biological and
chemical secondary effluents of municipal sewage. Several physical and chemical
analytical techniques were used to classify organic and inorganic compounds. Break-
through data was gathered for resistant compounds which were recycled to the carbon
beds, and for those which were not. Characteristics such as breakpoint time and ad-
sorptive capacity were examined. Organic compounds (chlorinated hydrocarbons, ali-
phatic acids, aromatic amines and phenolic compounds, and inorganic sodium and calcium
salts) are resistant compounds. Most of them are small molecules and biodegradable.
A method is offered to predict maximum buildup levels of these compounds and the number
of recycles of treated water needed to achieve these levels. An empirical approach
for the prediction of breakthrough curves for fixed carbon beds in secondary effluent
treatment is presented.
*Activated carbon, ^Adsorption, *Tertiary treatment, *Water reuse, *Waste water
treatment, Effluents, *Municipal wastes, Analytical techniques, Organic compounds,
Inorganic compounds
467
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E025
MONITORING OF COMMUNITY WATER SUPPLIES,
Foley, P. D., and Missingham, G. A.
Ontario Ministry of the Environment,
Pollution Control Board,
Ontario, Canada.
American Water Works Association Journal, Vol. 68, No. 2, p 105-111, February,
1976. 6 tab, 11 ref, I append.
Water quality in Ontario, Canada, was subjected to an in-depth monitoring program. New
and improved analytical techniques such as the electron microscope and gas chromato-
graph-mass spectrometer-computer analysis were used to confirm the presence of various
substances at low concentrations in water supplies. Great concern was shown towards
substances known to be toxic at great concentrations or carcinogenic. Substances in-
vestigated were asbestos, heavy metals, and organics. Resultant analyses indicated
that the asbestos in water does not penetrate the gut wall and is not a health hazard.
Heavy metals were not seen as a major problem. Their problems consist of particles
from lead services or copper piping in the distribution system. High copper levels
are controlled by raising the water pH, which lessens the lead problem, though that
may require replacement of lead. Organic analysis revealed a great low-level incidence
of haloforms. In drinking water, the only organic with an assessable history was
found to be chloroform. It was not considered a health hazard. Pesticide and herbi-
cide levels were not considered dangerous. It was finally concluded that the great
differences in the orders-of-magnitude in doses and concentrations prevent any defin-
ite conclusions.
^Monitoring, *Water supply, *Water quality, Gas chromatography, Mass spectroscopy,
Heavy metals, Organic compounds, Potable water, Computers, Analytical techniques,
Public health, Electron microscopy
E026
LABORATORY STUDIES ON THE EFFECTS OF TEMPERATURE ON
ACCUMULATION OF SOLIDS IN BIOLOGICAL FILTERS,
Shephard, M. R. N., and Hawkes, H. A.
Aston University,
Birmingham, England,
Department of Biological Sciences.
Water Pollution Control, Vol. 75, No. 1, p 58-72, 1976. 12 fig, 1 tab,
18 ref.
Laboratory scale filters under controlled temperature conditions with and without macro-
grazers were used to investigate seasonal variations in the film accumulation in bio-
logical filters. The BOD of feed and effluent, the wet weight of the film, and the
C02 output for each filter were determined weekly. Results indicated that without
macrograzers, solids accumulation was controllable at higher temperatures by micro-
biological activity. Contributing factors for this seemed to be alternating periods
of build-up and sloughing caused by an increase in the microorganisms which are the
attachment layer on the substratum die, grazing by microfauna, and the differential
effect of temperature on the rates of BOD removal and oxidation of the removal BOD.
There was a reduction in the oxidation rate as measured by C02 output at temperatures
less than 20 C, though similar temperature reductions did not have a great effect on
the BOD removal rate. The increased accumulated solids in the filter were partially
responsible for reduced BOD removal efficiency at low temperatures. At 20 C, the
amount of solids was controlled at a more uniform and lower level by grazing than by
microbiological means. It seems that some applied organic matter is immediately
oxidized by microorganisms while some may be stored and oxidized later.
*Sewage treatment, laboratory tests, *Temperature, *Filters, Biochemical oxygen
demand, Microorganisms, Oxidation, Organic compounds
Biological filters
468
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E027
INVESTIGATIONS ON THE IMPORTANCE OF THE ORGANIC CHLORO-COMPOUNDS
AND THEIR ABSORBABILITY (Untersuchungen zur Bedeutung der
organischen Chlorverbindungen und ihrer Adsorbierbarkelt),
Kuehn, W., and Fuchs, F.
Vom Wasser, Vol. 45, p 217-232, 1975. 8 tab, 25 ref.
Pyrohydrolysis, used to analytically determine organic chloro-compounds, also shows
interesting results for controlling water treatment plants for the concentration in
water of these compounds. Results for DMF-extract, dioxane extract, nonpolar organic
chlorine and total organic chlorine in activated carbon samples from water works are
given. Values for Lake Constance, the Rhine, and several other rivers were measured,
and these substances' origins are discussed. More highly activated carbon is more
selective for organic chlorine than lower activated carbon.
*Pollutant identification, *Analytical techniques, *Treatment facilities, ^Organic
compounds, *Chlorine, Adsorption, Water treatment, Chlorination, Dewatering,
Incineration, Activated carbon
Pyrohydrolysis
E028
A NEW METHOD OF AUTOMATIC DETERMINATION OF NITRATE IN WASTE
WATERS AND POLLUTED SURFACE WATERS (Bin neues Verfahren zur
automatischen Nitrat-Bestimmung in Abwaessern und belasteten
Oberflaechenwaessern),
Wagner, R., Frommert, I., and Koenig, R.
Vom Wasser, Vol. 45, p 271-284, 1975. 9 fig, 18 ref.
For manual nitrate determination in sewage, plant effluents, and receiving streams,
the p-fluoro phenol method is very successful. Nitrate ions form 2-nitro-4-fluoro
phenol in a nitration step included in the method. The 2-nitro-4-fluorophenol is
transferred to an alkaline recipient by steam distillation, producing a yellow solu-
'tion for spectrophotometric measurement. An AutoAnalyzer system, including distilla-
tion with a new pass through unit to heat the sample stream, based on a boiling
thermostat, which is located in front of the distillation head, was prepared for
automatic performance of the p-fluoro phenol method. The manifold is adapted for
between about 0.1 and 30 ppm nitrate nitrogen; the sample frequency is 10 per hour.
This automatic method may also be used in cases in which methods based on partial
nitrate ion reduction to nitrite ions, due to irregular reduction rates, do not give
reliable results.
*Surface waters, *Pollutant identification, *Sewerage, *Analytical techniques,
*Automation, *Nitrates, Waste water (pollution), Effluents, Ions
Receiving streams, P-fluoro phenol method
469
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E029
ULTRAVIOLET PURIFICATION SYSTEM,
Mechanical Engineering, Vol. 98, No. 6, p 51, August, 1976.
An automatic, self-monitoring system using ultraviolet radiation was developed to pro-
vide a continuous flow of bacteria-free process, product, or drinking water. Its
capacity ranges from 6 to 100,000 gallons per minute. Sewage effluent is disinfected
and all bacteria and viruses are destroyed without harmful chemical'by-products.
Color, taste, and pH are not changed. Components are a stainless steel purification
chamber with high-intensity ultraviolet lamps, remotely housed electrical components
and controls, a water quality monitor, and in-place cleaning capability. Operations
are continuously monitored and any discrepancy is immediately indicated. It has
proved to be an economical treatment process.
^Monitoring, ^Ultraviolet radiation, Potable water, Sewage treatment, Water treatment,
Waste treatment, Economics, Disinfection, Bacteria, Viruses, Pollutant identification
E030
NITRATE MONITORING,
Water Services, Vol. 80, No. 964, p 357-358, June, 1976. 1 fig.
The World Health Organization has fixed a limit for nitrate in potable water of 11.3
mg/liter nitrate as nitrogen. One major source of nitrate is sewage effluent, since
nitrates are derived from ammonium compounds during secondary treatment in normal
aeration plants and conventional sewage treatment has little effect on nitrate levels.
Ion-selective electrode analysis for nitrate measurement has a wide range of applica-
tions and is comparatively unaffected by strong or highly colored solutions and sus-
pended solids but requires frequent standardization and constant temperature control
or compensation. Continuous monitoring is essential to prevent undetected gross pol-
lution, and a suitable continuous monitor designed for on-line analysis has been de-
veloped. Measurement is made by a preset expanded scale pH amplifier. The sample is
drawn from a constant head unit, through a heat exchanger and then pumped past a
mixing cell fitted with the nitrate and reference electrodes. The first major use
of this monitor for nitrate was northeast of London on the River Lee, which carries
a high sewage effluent loading. The River Lee is also monitored for pH, temperature,
dissolved oxygen, conductivity, suspended solids, and ammonia. Nitrate monitoring
was added to the network in 1973. Nitrate has been shown to be useful for assessing
pollution loading and denltrification.
*Nitrogen, *Waste water treatment, *Sewage treatment, *Pollutant identification,
*Analytical techniques, treatment facilities, Nitrates, Monitoring, Sewerage,
Potable water
World Health Organization
470
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E031
AUTOMATION: A SHORT HISTORY, BUT A LONG FUTURE,
Norkis, C. M., and Gilman, H. D.
Greeley and Hansen,
Philadelphia, Pennsylvania.
Water and Wastes Engineering, Vol. 13, No. 7, p 97-98, 100, July, 1976. 1 fig.
Automation is rapidly entering the field of waste water treatment as the costs of
computer hardware declines and more relevant computer systems are designed. The needs
of waste water management include development of reliable sensors, performance speci-
fications for new and existing hardware, research and development of control strate-
gies, development of designers' guides, and study of interactions of unit processes.
More computerized monitoring and control units are being installed and contribute to
both centralized and distributed control systems. The U. S. Environmental Protection
Agency has supported automation efforts, including the role of universities, develop-
ment of digital technology to reduce costs, and mathematical modeling for waste water
treatment. Instrumentation and automation in the Philadelphia area is described.
Specific hardware and software is also detailed.
*Automation, *Waste water treatment, *Automatic control, *Computer models, *Design,
Monitoring, Mathematical models, Instrumentation, Treatment facilities
Computer hardware, Computer software
E032
MICROBIOLOGICAL EXAMINATION OF WATERS AND EFFLUENTS,
Dutka, B. J.
Canada Centre for Inland Waters,
Microbiology Laboratories Section,
Burlington, Ontario.
ASTM Standardization News, Vol. 4, No. 1, p 19-21, January, 1976. 1 tab.
Some form of standardized water quality estimation procedures is needed to rectify
the present situation in which analysts use many Individually favored methods. Because
of the many uses of bacteria as a tool in assessing water and effluents, standardiza-
tion is necessary for meaningful data. Bacteriologists and microbiologists were con-
sulted on a world-wide basis for input into the development of international standard
procedures. Also an ASTM committee was charged with developing such procedures. One
major concern is media formulation. The goals of this group are to define organism
under study, to develop a simple biochemical definition of the organism, and to prepare
isolation and enumeration procedures applicable to a variety of samples.
*Water quality, *Standards, *Water analysis, Bacteria, Microorganisms, Bioassay,
Pollutant Identification
*ASTM
471
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E033
THE AERIAL PHOTO-WATER QUALITY LINK,
Environmental Science and Technology, Vol. 10, No. 3, p 228-229, March, 1976.
A new technique of analyzing aerial photography was applied to the study of eutrophica-
tion in lakes. The progression of eutrophication in lakes is accompanied by a change
in water color from blue to green. The higher the concentration of algae, the greener
the water color. One problem involved was whether satellite or aircraft should be used
in the photography. Aerial photography has the advantage of being able to sample an
entire lake in minutes or hours, rather than in days as with surface craft. New pro-
cessing procedures allow sophisticated color separation which can be analyzed to de-
termine areas where eutrophication is either beginning or increasing. Corrections may
be made for atmospheric conditions which might interfere with photo interpretation.
This process is being improved and can provide immense detailed information to scien-
tists who must deal with this problem.
*Eutrophication, *Lakes, *Analytical techniques, *Aerial photography, Color, Algae,
Pollutant identification
E034
THE LIMITATION OF THE RATIO OF FECAL COLIFORMS TO TOTAL
COLIPHAGE AS A WATER POLLUTION INDEX,
Bell, R. G.
Agriculture Canada,
Lethbrldge, Alberta, Canada.
Water Research, Vol. 10, No. 8, p 745-748, 1976. 1 fig, 2 tab, 11 ref.
A study was undertaken to determine whether the ratio of fecal coliform bacteria to
total coliphage in raw sewage, sewage lagoon effluent, or river water, had any signi-
ficance as a pollution index. Fecal coliform populations were determined using the
most probable number technique. Total coliphage populations were determined using
Escherichia coll B host cells. The ratios of fecal coliforms to coliphage were 87:1,
4.2:1, and 0.15:1, respectively. The ratio of fecal coliforms to coliphage in stored
raw sewage decreased to about 1:1 within 7 days at 20 C and within 28 days at 4 C.
The changes resulted from the greater longevity of the coliphage. The ratio of fecal
conforms to coliphage is not considered a reliable index of fecal pollution because
it is influenced by prior contamination, presence of sediment, chlorination, and
temperature.
*Pollutant identification, *Waste water treatment, *Sewage treatment, *Sewerage,
*Analytical techniques, Treatment facilities, E. coli, Bacteriophage
Coliphage
472
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E035
THE COST OF PRODUCING EFFLUENTS TO VARYING STANDARDS BY
BIOLOGICAL TREATMENT TECHNIQUES,
Sidwick, J. M., and Preston, J. R.
Effluent and Water Treatment Journal, Vol. 16, No. 5, p 238-241, 244-247, May, 1976.
8 fig, 5 ref.
The capital costs of achieving various standards of effluent by biological methods are
discussed. Various mathematical fits were examined with the assistance of a computer.
Recorded and reported costs on civil engineering schemes are rarely on the same basis:
unit costs may or may not include ancillaries. Principal biological treatment methods
are subdivided into biological filtration and activated sludge treatment. Thirty mg/
liter suspended solids and 20 mg/liter biochemical oxygen demand (BOD) in 5 days was
taken as the norm for full treatment. The cost per head decreases as population in-
creases for inlet works. Rectangular, pyramidal, and circular primary sedimentation
tanks did not differ significantly with regard to costs. Since the principal cost of
a biological filter is in the medium, the curve for cost per cu m follows a predictable
slope showing reducing unit cost with increasing volume. Insufficient data were avail-
able upon which to base meaningful cost curves for high-rate biological filters using
conventional medium, but conventional media installations are less expensive in terms
of capital cost than their synthetic medium counterparts. High rate activated sludge
treatment is less expensive than standard rate activated sludge treatment for all pop-
ulation sizes. Cost decreases as volume and population increase. Site costs vary from
25% of the aggregated unit costs for the smaller works to 10% for the larger works.
Aeration package plants are cheaper than package plants using biological-disc methods
of treatment. In general, cost per population equivalent decreases as unit size in-
creases.
*Capital costs, *Waste water treatment, *Biological treatment, *Activated sludge,
*Biochemical oxygen demand, *Treatment facilities, Effluents, Standards, Mathematical
studies, Cost analysis
E036
EFFECT OF VARIABLE LOADING ON OXYGEN UPTAKE,
Duggan, J. B., and Cleasby, J. L.
Iowa State University,
Ames,
Department of Civil Engineering.
Journal Water Pollution Control Federation, Vol. 48, No. 3, p 540-550, March, 1976.
6 fig, 2 tab, 14 ref.
A study was conducted to determine oxygen uptake responses to influent waste loading
in an activated sludge system. The study employed a package pilot plant consisting
of an aeration basin and a hopper-bottom final settling basin. There were six 24 hr
test runs made during the late summer and early fall. Results indicated a direct re-
sponse of mixed liquor DO to influent substrate load variations when DO levels are
greater than the DO concentration critical to microbial oxygen utilization. DO deficit
changes were a dependable measure of oxygen transfer rate changes in the mixed liquor
and an indirect measure of variations of mixed liquor oxygen demand. Measurement
of mixed liquor oxygen uptake rates also proved a good indicator of microbial oxygen
uptake response to influent substrate load variations. There was evidence that mixed
liquor DO levels below those critical to microbial oxygen utilization contributed to
lower substrate removal efficiencies in the system. It was suggested that the magnitude
of endogenous respiration and the temporary substrate storage as results of aeration
detention time caused a dampening of mixed liquor oxygen uptake response relative to
corresponding variations in the influent substrate loading. Maintenance of mixed
liquor DO above critical levels is necessary to achieve high substrate removal effi-
ciencies .
*Activated sludge, *Pilot plants, *Settling basins, *Dissolved oxygen, *0xygen demand,
Mixing, Aeration
*0xygen uptake, *Package plants, Waste loading
473
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E037
RAPID DETECTION OF BACTERIAL ENDOTOXINS IN DRINKING
WATER AND RENOVATED WASTE WATER,
Jorgensen, J. H., Lee, J. C., and Pahren, H. R.
Texas University Health Science Center,
San Antonio,
Department of Pathology.
Applied and Environmental Microbiology, Vol. 32, No. 3, p 347-351, September, 1976.
2 tab, 17 ref.
Experiments were conducted to determine the applicability of using the Limulus assay
to measure endotoxins in potable waters and highly treated waste waters. Twenty-five
samples of drinking water and Advanced Waste Treatment (AWT) process samples from
around the United States were tested. The Limulus test was easily adapted to water
testing without modification of the assay procedure. This investigation showed that
this method could be used to test water samples for pyrogenic substances, i.e., gram-
negative bacterial endotoxins. It was proven simple, relatively inexpensive, sensitive,
and reliable. Other advantages determined were rapidity (total test time of less than
2 hr), no need for specialized equipment or facilities for maintaining lab animals,
and it can be performed with little difficulty in any microbiology laboratory after
short specialized instruction.
*Pollutant identification, *Analytical techniques, *Toxins, *Pathogenic bacteria,
*Potable water, *Reclaimed water, Waste water (pollution), Tertiary treatment
^Endotoxins, ALimulus assay
E038
FACTORS AFFECTING THE ADSORPTION OF POLIO VIRUS TO
MAGNETITE IN WATER AND WASTEWATER,
Bit ton, G., Pancorbo, 0., and Gifford, G. E.
Florida University,
Gainesville,
Department of Environmental Engineering Sciences.
Water Research, Vol. 10, No. 11, p 978-980, 1976. 5 fig, 7 tab, 22 ref.
A study was undertaken to determine the effects of cations, pH, time, and organic
materials in water upon the interaction of magnetite and polio virus type 1. The virus
(Sabin strain) was kept at -70 C until used and was assayed by the plaque assay tech-
nique on AV3 (human line) cells. Test results indicated that, on a concentration or
molar basis, trivalent cations are more efficient than divalent cations which are more
efficient than monovalent cations. The adsorption of the virus decreased with an alum
concentration above 60 ppm. Decreased sorption was probably due to pH lowering by
alum. Polio virus adsorption was weak below pH 5. Organic materials in waste water
effluents may compete with viruses for adsorption onto solids. Dome water interfered
with magnetite adsorption of viruses and filtering through activated carbon eliminated
this interference. Campus activated sludge effluent showed better virus removal. The
difference was that dome water had a color of 575 units versus that in campus activ-
ated sludge effluent of 35 units. Magnetite was proven a good adsorbent for polio
viruses. The process has low space requirements when compared to sedimentation basins
or sand filters.
*Waste water treatment, *Activated sludge, *Adsorption, ^Viruses, *Waste water
(pollution), Water, Cations, Hydrogen ion concentration, Organic matter
*Polio virus, *Magnetite
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E039
INVESTIGATION OF OXYGEN TRANSFER TO SLIME AS A
SURFACE REACTION,
Lee, E. J., De Witt, K. J., Bennett, G. F., and
Brockwell, J. L.
Toledo University,
Toledo, Ohio,
Department of Chemical Engineering.
Water Research, Vol. 10, No. 11, p 1011-1017, 1976. 2 fig, 3 tab, 15 ref.
An oxygen, nutrient-laden water flow in steady laminar motion in a circular tube whose
inner surface is covered with a thin layer of microorganisms was used to determine
oxygen transfer to slime. Dissolved oxygen diffuses to the slime-fluid interface and
is consumed in a reaction of arbitrary kinetic dependence on oxygen concentration.
The first part of each experiment investigated the growth of the slime and the attain-
ment of steady state in overall oxygen utilization. The second part was to determine
if the flow-averaged oxygen concentration of the reactor effluent was a function of
axial length. Controlling factors of oxygen utilization rates are the rate at which
oxygen diffuses through the inert surrounding material to the microorganisms and the
kinetics of reaction of the oxygen in biochemical reactions. Aerobic utilization of
dissolved organic matter by a slime film depends on the availability of oxygen to act
as a final electron acceptor in the final biochemical reactions. The second part of
the experiment indicated that the oxygen-microorganism reaction was zero order. It is
concluded that in a continuous flow, steady state system, reaction kinetics between
dissolved oxygen and the attached thin layer of microorganisms generated by raw sewage
do not depend on the dissolved oxygen concentration.
*Sewerage, *Analytical techniques, *0xygen, *Slime, *Surfaces, Nutrients, Laminar flow,
Tubes
E040
PHOTOLYSIS OF 5-CHLOROURACIL IN NATURAL WATERS,
Southworth, G. R., and Gehrs, C. S.
Oak Ridge National Laboratory,
Oak Ridge, Tennessee,
Environmental Sciences Division.
Water Research, Vol. 10, No. 11, p 967-971, 1976. 3 fig, 20 ref.
Investigations were made of the stability of 5-chlorouracil in dilute aqueous solution
when exposed to UV radiation equal to sunlight and to determine the rate and mechanism
of the photolysis process. Photolytic reduction of 5-chlorouracil concentrations in
natural waters vary with seasonal changes in the aquatic environment. Absorption of
UV radiation by dissolved organic matter makes photolysis insignificant at depths
greater than 1m. A decrease in photolysis occurs during winter with low light and
temperature, due to the lower pH associated with less photosynthetic activity, and
due to lower incident UV levels and the shift in threshold photolysis pH with lower
temperatures. Acidic conditions also inhibited photolysis during any combination of
temperature and illumination. Photolytic decomposition of 5-chlorouracil is most
significant in relatively shallow, clear, alkaline water bodies and less in acidic,
colored, or turbid waters. It was suggested that the photolysis reaction observed was
basically photohydrolysis. Though natural sunlight-induced photolysis reduces 5-
chlorouracil concentrations added to natural waters by chlorination, usually the rate
is not fast enough to significantly reduce the quantity added to the environment.
Therefore, sunlight UV radiation cannot be counted upon to reduce environmental conse-
quences of the introduction of 5-chlorouracil into natural waters.
*Pollutant identification, *Water types, ''Stability, ^Chemical reactions, *Aqueous
solutions, Ultraviolet radiation, Solar radiation, Kinetics
*Photolysis, *5-Chlorouracil
475
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E041
TRANSFERABLE DRUG RESISTANCE ASSOCIATED WITH COLIFORMS
ISOLATED FROM HOSPITAL AHD DOMESTIC SEWAGE,
Fontaine, T. D., Ill, and Hoadley, A. W.
Florida University,
Gainesville,
Department of Environmental Engineering Sciences.
Health Laboratory Science, Vol. 13, No. 4, p 238-245, October, 1976. 1 fig, 4 tab,
20 ref.
A study was performed to determine the extent to which hospital wastes may serve as
reservoirs for the spread of antibiotic-resistant fecal coliforms and their associated
risk transfer factors in the environment. Samples of hospital, campus, and combined
waste streams entering the University of Florida treatment plant were collected, as
well as samples of treated effluent before chlorination and polishing pond effluent.
Of 41 bacterial strains isolated from hospital wastes, 90.2% were resistant to at least
one antibiotic, in contrast to 55.5% of 54 isolates from campus wastes. The proportion
of resistant strains able to transfer resistance varied from 50% to 90%, depending on
season and source. Transfer of as many as seven resistance determinants was demon-
strated under the usual laboratory conditions. Populations of fecal coliforms were
reduced by slightly more than 90% by treatment prior to chlorination, but the propor-
tions of isolates resistant to one or more antibiotics and able to transfer resistance
did not change appreciably. The proportion of multiply resistant strains isolated
from hospital wastes was twice that observed in campus wastes, and remained approxi-
mately constant through the treatment plant. The emergence of a population of Sal-
monella choleraesuis resistant to tetracycline in a laboratory of simulation of waste
treatment processes provided preliminary evidence that resistance transfer may occur
in sewage.
*Waste water treatment, *Sewage treatment, *Sewerage, *Pollutant identification,
Treatment facilities, Resistance, Coliforms, Hospitals
Drug resistance, Hospital wastes
E042
INFILTRATION/INFLOW - THE KANSAS CONNECTION,
Graham, M. J., Duncan, C. W., and Kirby, J. R.
Black and Veatch,
Consulting Engineers,
Kansas City, Missouri.
Water Pollution Control Federation Highlights, Vol. 13, No. 9, p D2-5, September, 1976.
1 fig, 1 tab.
The requirement of PL 92-500 that applicants for federal funds for new treatment works
or system improvements must determine any excessive infiltration/inflow, has produced
guidelines for such a study. There should be a preliminary infiltration/inflow study
and, if an excess is found, a sewer system evaluation survey is required to determine
the location, extent, and flow rate of the infiltration/inflow. A summary of several
studies conducted for Kansas municipalities is reported. The analyses indicated that
sewer cross-connections, broken pipes, defective joints, ill-fitting manhole lids, and
manholes located in low areas with lids having holes in them that serve as area drains
are probable sources. House service lines, approximately 50% of a sewer system, provide
numerous potential infiltration/inflow sources. Several suggestions for improving the
situation include plugging sewer lines for razed and/or abandoned buildings, requiring
new service from existing sewers to new structures or major remodeling of structures
in older areas, replacing broken pipes and sewer lines, and repairing leaking manholes.
Increasing pipe diameter by 30% produces an 80% flow increase with little additional
costs and may be a useful alternative. This investigation concludes that a substantial
part of infiltration/inflow is not readily identifiable or easily corrected and pro-
viding holding facilities and treating excessive flow at treatment facilities is more
cost effective, generally. It was also noted that the flows on which the studies were
based were not reliable and that correction of the situation should be a part of the
continuing municipal budget.
476
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E043
COMPARISON OF TALC-CELITE AND POLYELECTROLYTE 60 IN VIRUS RECOVERY
FROM SEWAGE: DEVELOPMENT OF TECHNIQUE AND EXPERIMENTS WITH
POLIOVIRUS (TYPE 1, SABIN)-CONTAMINATED MULTILITRE SAMPLES,
Sattar, S. A., and Westwood, J. C. N.
Ottawa University,
Ottawa, Ontario, Canada,
Department of Microbiology and Immunology.
Canadian Journal of Microbiology, Vol. 22, No. 11, p 1620-1627, November, 1976.
1 fig, 6 tab, 29 ref.
A talc-celite mixture was tested as an economic substitute for polyelectrolyte 60 for
virus recovery from sewage. Results indicated that the talc-celite combination min-
imized disadvantages of using polyelectrolyte 60: expense, varying virus-adsorbing
efficiency, and the possibility of requiring hydrolysis to enhance adsorbance of cer-
tain viruses. Nearly 49% of poliovirus in 5-liter raw sewage samples was recovered
by the mixture. Minimal amounts of high concentrations of infectious viruses remained
with this mixture. Performance with the layer technique was consistently better than
when the batch technique was used with the 5-liter samples. With 100 millimeter
samples, both techniques were comparable. It was concluded that the availability and
costs of the talc-celite mixture made it a promising alternative to polyelectrolyte 60.
*Waste water treatment, *Pollutant identification, *Sewerage, *Polyelectrolytes,
Viruses, Sewage, Economics
*Talc-celite, Poliovirus, Virus recovery
E044
COLIPHAGE INTERFERENCE IN THE REOCVERY OF COLIFORM BACTERIA,
Schiemann, D. A., Manley, J. L., and Arnold, M. 0.
Ministry of Health,
Toronto, Ontario, Canada,
Environmental Bacteriology.
Journal Water Pollution Control Federation, Vol. 48, No. 3, p 533-539, March, 1976.
10 tab, 17 ref.
The potential for coliphage interference in the fermentation tube technique with lac-
tose and lauryl tryptose broths on membrane filters with m-Endo medium was examined
following contact of coliphage and coliform in a buffer system. Coliphages have a
greater resistance to chlorine than coliforms which suggests a higher probability of
interference in chlorinated effluent. There is a greater interference after 24 hours
than after 48 hours suggesting that there is a reduction of the bacterial inoculum
size to a few unadsorbed cells. There is the possibility of multiplication inhibition
of previously adsorbed cells but a reversal of phage adsorption and the proceeding of
cell division may be caused by the ionic nature of the bacterial growth medium. The
key to interference was thought to be adsorption of phage particles to the bacterial
cell before introduction into the growth medium. The active metabolization of cells
for successful adsorption was suggested by the lack of interference on membranes. It
was concluded that coliphage interference in coliform recovery by the fermentation
tube method and not with the membrane filter technique is most probable when the ratio
of phage:host is increased over those usually found in raw waste water.
'•Fermentation, '"Tubes, *Membranes, '''Membrane processes, *Filters, *Chlorination,
*Waste water treatment
Fermentation tube technique, Membrane filter technique, Coliphages, Coliform
bacteria
477
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E045
BIOLOGICAL AND PHYSICAL CHARACTERIZATION OF ACTIVATED SLUDGE:
A COMPARATIVE EXPERIMENTAL STUDY AT TEN TREATMENT PLANTS,
Banks, C. J., Davies, M., Walker, L., and Ward, R. D.
York University,
York, England,
Department of Biology.
Water Pollution Control; Vol. 75, No. 4, p 492-508, 1976. 7 fig, 11 tab, 12 ref.
Bacterial population studies; respiration, viability and biochemical operations; as
well as the measurement of anionic charges by alcian blue were used to determine the
mechanisms of activated sludge adaptation to the environmental constraints of indivi-
dual treatment works. Bacterial population studies indicated that population differ-
ences were more dependent on qualitative differences between sewages than on differ-
ences in plant design and operation. Stress favorable to selective bacterial growth
was probably due to high concentrations of growth inhibitors of certain bacteria.
Stress was not associated with high COD/BOD ratio values, but may have been caused by
high loading with a biodegradable industrial waste. The correlation between mean
respiration rate and viability suggested that they depended more on plant operation
than on sewage quality. Viability was determined by the plant controlled growth rate.
The tests on settling characteristics indicated that the solids concentration in re-
turned sludge was fixed by the sludge removal rate from clarifiers and was not limited
by the rate of settlement. No correlation between BOD loading rate and settling para-
meters was found. Concentration dependence was considered the settling parameter most
characteristic of the sludge. It was also suggested that concentration dependence
of settling rate changes with diurnal variations of sewage composition. Alcian blue
has a great affinity for anionic matter and might replace more loosely bound cations
which might overestimate the functional anionic charge of floes.
^Biochemical oxygen demand, ^Chemical oxygen demand, ^Activated sludge, ^Sludge
treatment, ^Industrial waste, Bacteria, Biodegradation, Anions
*Alcian blue, *Bacterial population studies
E046
FECAL COLIFORM AND FECAL STREPTOCOCCUS DENSITY RELATIONSHIPS
IN WASTE DISCHARGES AND RECEIVING WATERS,
Geldreich, E. E.
Environmental Protection Agency,
Municipal Environmental Research Laboratory,
Cincinnati, Ohio.
CRC Critical Reviews in Environmental Control, Vol. 6, No. 4, p 349-369, October,
1976. 4 fig, 12 tab, 130 ref.
Density differences between fecal coliform (FC) and fecal streptococcus (FS) were de-
termined as prospective water pollution source indices. The major concern was the use
of FC/FS ratios to determine if pollution was primarily due to either humans or ani-
mals. These ratios should be developed from bacterial densities in water samples from
the point of discharge or within a limited distance or flow time downstream for the
most meaningful correlations. This was true because of environmental effects on or-
ganisms of fecal origin after diffusion in receiving waters. These ratios were ob-
served to shift with age to a range of 0.7 to 3.0. Tests indicated that the contrast
of density relationships between man and other warm-blooded animals was revealed in
analyses of domestic sewage and storm water and, in cases where storm water collections
and domestic sewage are combined, ratios are more concentrated and reflect the even-
flowing inputs of domestic sewage. Conditions from various food processing and animal
growing enterprises were assessed as they relate to FC/FS ratios. In summary, it was
concluded that the FC/FS ratios could be valuable in determining pollution origins.
'''Water pollution sources, *Coliforms, *Streptococcus, *Pollutant identification,
Animal wastes (wild-life), Farm wastes, Sewage effluents, Storm water
Domestic sewage
478
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E047
VIRUS MOVEMENT IN SOIL COLUMNS FLOODED WITH SECONDARY
SEWAGE EFFLUENT,
Lance, J. C., Gerba, C. P., and Melnick, J. L.
Agricultural Research Service,
Phoenix, Arizona.
Applied and Environmental Microbiology, Vol. 32, No. 4, p 520-526, October, 1976.
4 fig, 5 tab, 16 ref.
Experiments were designed to determine if soil could be saturated by viruses applied
in secondary sewage effluent. Effluent containing 3 X 10 to the 4th power plaque-
forming units of polio virus type 1 was applied to 250 cm long columns filled with
loamy sand from basins used for infiltration of secondary sewage effluent. Average
infiltration rates for the columns were 55 and 15 cm/day. Most viruses were removed
from sewage in the first few centimeters of soil. Infiltration rate differences did
not affect virus removal. Viruses were detected in samples from the 160 cm depth, but
not from samples at 240 to 250 cm. Virus concentrations were reduced by about 2 logs
during the first 2 cm, but traveled another 38 cm before being reduced by another log.
Data indicated that near-surface factors other than adsorption were involved. Virus
removal would be directly proportional to virus concentrations at any depth if adsorp-
tion were the only factor involved. Desorption of viruses was considerable with the
application of deionized water. Desorption and virus movement were greatly decreased
with the addition of CaC12 to the deionized water. Deionized water-induced desorption
was prevented by drying the soil between applications of the sewage water-virus mix-
ture. Results indicate that viruses would move through 250 cm of calcareous sand only
if there were heavy rains within 1 day after stoppage of sewage application. Minimal
viral movement would result from flooding with sewage soon after the rain began.
Further research is suggested to determine the length of viability of adsorbed viruses.
*Viruses, *Sewage treatment, *Waste water treatment, *Pollutant identification,
*Movement, Soil contamination, Adsorption
De-ionized water, Salts, Desorption
E048
MEMBRANE FILTER METHOD FOR RECOVERY OF FECAL COLIFORMS
IN CHLORINATED SEWAGE EFFLUENTS,
Lin, S. D.
Illinois State Water Survey,
Water Quality Section,
Peoria, Illinois.
Applied and Environmental Microbiology, Vol. 32, No. 4, p 547-552, October, 1976.
2 fig, 5 tab, 13 ref.
Samples of secondary and tertiary effluents of five waste water treatment plants were
used to develop a membrane-filter (MF) procedure for fecal coliform (FC) recovery in
chlorinated effluents. The one-step M-FC broth-membrane-filter recovery method was
not as effective as the multiple-tube, most probable number (MPN), technique. Re-
covery with the two-step M-FC agar-MF procedure had good agreement with the MPN method.
Pre-enrichment, temperature acclimation, and a modified culture medium are useful in
improving FC recovery in chlorinated waste water. At 44.5 C, recovery leveled off
and actually decreased. A 35 C pre-enrichment incubation temperature is recommended
for FC recovery by MF techniques. The pre-enrichment incubation period considered
best is 4 hours. The study revealed that the two-step MF technique provides higher
FC counts than the corresponding MPN bias-corrected values.
*Waste water treatment, *Pollutant identification, *Treatment facilities, *Membranes,
*Filters, Chlorination, Sewage effluents
*Membrane filter methods, Chlorinated sewage effluent, Fecal coliforms
479
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E049
CHARACTERIZATION OF SEPTIC TANK EFFLUENT - A STATISTICAL
ANALYSIS,
Vlraraghavan, T.
Ottawa University,
Ottawa, Canada,
Department of Civil Engineering.
Journal of the Institution of Engineers (India), Vol. 56, No. 3, p 115-117, June,
1976. 2 fig, 2 tab, 4 ref.
An analysis of twenty samples of septic tank effluent from a residence near Ottawa
was used to determine its chemical and bacteriological characteristics. Observations
indicated that effluent pH was 7.0 or less during 64% of the time. There was a smaller
range of pH variance in the effluent than with raw sewage, probably contributable to
hydraulic scouring and/or sludge gasification causing quantities of sedimented mater-
ial to re-enter the effluent stream. Ratios were determined for BOD/COD (0.49),
COD/SOC (7.8), and BOD/SOC (3.8). Mean phosphate levels were lower than in raw sewage,
though occasionally higher. Anaerobic reactions in the septic tank caused ammonia
nitrogen increases and nitrate nitrogen decreases when compared to raw sewage. Mean
fecal coliforms were about 8% of mean total coliforms. Mean ratio values of fecal
coliforms/fecal streptococci were 1.59, near that of raw sewage. Levels of Pseudomonas
aeruginosa were less than in raw sewage.
^Pollutant identification, *Waste water treatment, ASewage treatment, *Sewerage,
^Biochemical oxygen demand, Chemical oxygen demand, Treatment facilities, Septic tanks
E050
BOD AS POLLUTIONAL PARAMETER,
Bhatia, H. S.
Delhi Engineering College,
Delhi, India.
Journal of the Institution of Engineers (India), Vol. 56, No. 3, p 87-89, June, 1976.
3 fig, 1 tab, 9 ref.
The limitations of standard BOD tests and alternatives for them were discussed. Limi-
tations of the standard tests include: the complexity of testing more than once daily,
the lack of effective process control due to the 5-day incubation period, the non-
quantitative quality of the 5-day test without approximation of the ratio of 5-day to
ultimate oxygen demand, the inherent deviation in BOD results, and the inaccurate de-
termination of biological treatment processes by a 5-day analysis. Alternative ap-
proaches may be oxygen based, carbon based, or nitrogen based. The first considers
most standard test limitations. Manometric techniques give a more adequate reservoir
of oxygen and eliminate the necessity of high dilutions. With polarographic methods,
dissolved oxygen can be measured in less than 10 minutes. Impurities are oxidized by
oxygen gas. The carbon based tests measure catalytic conversion of organic carbon
in the waste by a non-dispersive infrared analyzer. No presently available organic
chemical can resist this oxidation. BOC/total organic carbon (TOC) ratios are based
on the theoretical ratio of BODS to TOC. Low ratios in secondary effluent indicate
a large number of organics resistant to further biochemical oxidation in the final
effluent. Nitrogen based tests are still undergoing investigation. The major deterrent
to the use of these new methods is the complexity of equipment and procedures.
*Pollutant identification, *Analytical techniques, *Biochemical oxygen demand,
^Testing procedures, *Control, Incubation, Time, Waste water treatment
430
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E051
EXAMINATION OF SEWAGE SLUDGE WITH SPECIAL REGARD TO PARTICLE
SIZE DISTRIBUTION (Klaerschlammuntersuchung Unter Besonderer
Beruecksichtigung Der Teilchengroessenverteilung),
Leschber, R., and Haacke, W.
Vom Wasser, Vol. 45, p 305-325, 1975. 10 fig, 9 ref.
Characterizing sewage sludges was studied. A method of determining sewage sludge
particle size distribution has been developed that permits differentiation from 4 to
4000 microns and may be used with other characteristics to characterize sewage sludges
in cases of defined treatment methods. The method has been tested using untreated
sewage sludges with different origins and sludges treated using varying concentrations
of flocculants. It has been proposed as an international provisional standard method.
*Waste water treatment, *Analytical techniques, *Sewage sludge, *Particle size,
*Waste treatment, Sewerage, Sludge treatment, Flocculation
E052
A SIMPLE TUBE-TYPE WATER PROFILE SAMPLER,
Gilbert, R. G., and Miller, J. B.
United States Department of Agriculture,
Phoenix, Arizona,
United States Water Conservation Laboratory.
Water Resources Research, Vol. 12, No. 4, p 812-815, August, 1976. 1 fig, 3 tab,
5 ref.
Plexiglass tube—type water samplers were designed and constructed for use in small
ponds. It is a plexiglass tube with holes drilled at intervals corresponding to water
layers to be sampled. To obtain a water sample, the tube, open at both ends and with
the side ports closed, was lowered vertically into the water. With the top stoppered,
the tube was raised and its lower end stoppered just under the water surface. While
the tube is held vertically, the water profile samples are obtained after removing the
top stopper and successively collecting from top to bottom the water sample from each
side port. Dissolved oxygen (DO) profiles of two ponds collected with the tube sampler
were compared with those measured with an oxygen probe directly in the ponds and with
a Van Dorn water sampler. Chemical and biological analyses of water samples obtained
with the tube-type sampler and Kemmerer and Van Dorn water samplers were also compared.
Dissolved oxygen profiles measured by all three methods were similar. Similar rela-
tive results were obtained from water samples collected with all three samplers, but
the tube-type sampler was more desirable for obtaining water profile samples because
of its simplicity of design and operation.
*Pollutant identification, *Water sampling, *Profiles, *Design, *Ponds, Tubes,
Dissolved oxygen, Oxygen
'181
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E053
METHODOLOGY FOR THE STUDY OF URBAN STORM GENERATED POLLUTION
AND CONTROL,
Wullschleger, R. E., Zanoni, A. E., and Hansen, C. A.
Envirex Incorporated,
Milwaukee, Wisconsin,
Environmental Sciences Division.
August, 1976. 342 p, 85 fig, 38 tab, 265 ref. Tech. Rept. EPA-600/2-76-I45.
Standard procedures are recommended for assessment of storm generated discharges.
Major areas of effort include recommended methods for sampling and sample preservation,
monitoring instrumentation, choice of quality parameters, analytical procedures,
methods for evaluating storm generated discharge pollution, and standard procedures
for evaluating treatment processes treating storm generated flows. Choice of the
recommended procedures was based on literature, research projects, and experience.
Constant time-volume proportional to flow rate sampling is best, but constant time-
volume proportional to flow increment and constant volume-time proportional to flow
increment are considered acceptable. Ultrasonic level gaging equipment is suitable.
The choice of quality parameters includes oxygen demand potential indicator, particu-
late concentration, pathogenic indicator, eutrophication potential, heavy metals,
pesticide and polychlorinated biphenyls, and other characteristics. The relative merits
and disadvantages of the 5-day biochemical oxygen demand (BOD), 20-day BOD, BODx, chem-
ical oxygen demand (COD), total organic carbon, and total oxygen demand (TOD) tests
are discussed; TOD is best for storm and combined sewer discharges. Fecal collform is
the best indicator of the presence of pathogens. For each quality parameter selected,
the exact laboratory procedures are spelled out. The following are recommended for
background data for storm generated discharges: drainage area; land usage; population
density; pervious and impervious areas; street and curb miles; average daily traffic;
methods and frequency of street cleaning; and lengths, sizes, and slopes of sewers.
The precautions necessary to insure that true net process efficiency is determined are
specified.
*Pollutant identification, *Waste water treatment, *Sewerage, *Analytical techniques,
"^Biochemical oxygen demand, Chemical oxygen demand, Water pollution, Sewage treatment
E054
4-AMINOBIPHENYL, 2- NAPHTHYLAMINE , AND ANALOGS: ANALYTICAL
PROPERTIES AND TRACE ANALYSIS IN FIVE SUBSTRATES,
Holder, C. L., King, J. R. , and Bowman, M. C.
National Center for Toxicological Research,
Jefferson, Arkansas.
Journal of Toxicology and Environmental Health, Vol. 2, No. 1, p 111-129,
September, 1976. 5 fig, 10 tab, 14 ref.
Monitoring methods were described for trace levels of 4-aminobiphenyl, 2-naphthylamine,
and their hydrochloride salts in waste water, microbiological growth media, potable
water, human urine, and mouse blood. Spectrophotof luorometry (SPF) was used. One
hundred milliliters of waste water was added to a 160 milliliter culture tube with 2
grams of NaCl, made alkaline, shaken for 2 minutes, centrlfuged for 10 minutes,
cleaned up, and prepared for analysis. Benzene was used for extraction. For recovery
experiments, waste water was spiked at 0 and 20 ppb through the addition of milliliter
of methanol (or water) with the appropriate amount of compound, held at 5 C overnight,
and analyzed. Recoveries averaged 89% with good precision, and the background of un-
spiked samples was 0.2-0.3 ppb. The method was successfully used to evaluate lab-
oratory-scale adsorber system performance. Average recoveries were 95% (4-aminobi-
phenyl), 90% (4-aminobiphenyl HC1) , 90% (2-naphthylamine), and 80% (2-naphthylamine
HC1) .
^Pollutant identification, *Trace elements, *Analysis, *Monitoring, *Salts,
Water pollution, Analytical techniques, Spectrophotometry
Carcinogens, 4-aminobiphenyl, 2-naphthylamine, Benzene
482
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E055
DETERMINING STABILITY OF SLUDGE FROM AEROBIC DIGESTERS,
Marino, K., and Bologna, A.
Lagnese and Associates, Incorporated,
Pittsburgh, Pennsylvania.
Deeds and Data, p Dl, D6-7, October, 1976. 2 fig, 1 ref.
Stability and a low odor potential are very important factors in sludge disposal be-
cause of the growing use of land application. Some methods and parameters for deter-
mining stability in sludge from aerobic digesters are discussed. One parameter used
was "percent volatile reduction," a carry-over from anaerobic digestion. The major
problem with this is the amount of biodegradable volatile matter remaining in the
sludge. The degree of digestion can be measured by a determination of the specific
oxygen uptake rate. Stabilized sludge is indicated by a limited oxygen uptake and a
high specific oxygen rate indicates actively digesting sludge. A method was presented
for making the determinations. A rate below 1 milligram 02/g vs/hr indicates a stable
aerobically digested sludge which can be used for land application. A method which
uses visual inspection of anaerobically digesting areas in a laboratory sample was
also presented. Another controlled laboratory test to approximate the remaining por-
tion of biodegradable materials was provided. Digested sludges with more than 10%
biodegradable solids have proved objectionable. BOD analysis of the supernatant of
the sludge can be helpful. A high BOD concentration indicates sludge instability.
Consideration of information on DO, pH, temperature, volatile solids and total solids
are also helpful in giving the operator a history of the digestion process.
*Pollutant identification, *Sludge treatment, *Aerobic treatment, *Stability,
*0dor, Analytical techniques, Biochemical oxygen demand, Biodegradation
Specific oxygen uptake rate, Percent volatile reduction
E056
STUDY OF THE OXYGEN DEMAND IN BIOLOGICAL WASTE WATER TREATMENT
AND INCINERATION PROCESSES (Valutazione dell'02 consumato nei
process! biologici di trattamento acque e nei processai di
incenerimento),
Fallen!, M., and Ottaviani, M.
Rassegna Chimica, Vol. 28, No. 3, p 101-105, May-June, 1976. 3 fig, 11 ref.
In a traditional biological waste water treatment plant, optimal purification is
achieved when 02 is supplied to the system as fast as it is being consumed. The total
consumption of 02 is equal to the quantity of BOD used to provide the reaction with
energy, the quantity of BOD eliminated, the speed of endogenic respiration, and the
quantity of sludge. In total oxidation systems where the sludge is incinerated, it
is necessary to know the composition of the sludge in order to determine the 02 neces-
sary for combustion. COD gives the content of biodegradable and non-biodegradable
substances in the sludge as well as of all substances capable of oxidation with
K2Cr207 in an acid environment (H2S04). As a rule, BOD is about 52% of COD.
*Biological treatment, *Waste water treament, *0xygen, *Sludge treatment, Biodegradation,
Chemical oxygen demand, Biological oxygen demand, Oxidation, Acidity, Alkalinity
483
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E057
OPTIMIZING COSTS OF WASTE TREATMENT FACILITIES USING
VALUE ANALYSIS,
Dell'Isola, A. J., and Truhan, J.
Smith, Hinchman and Grylls Associates, Incorporated,
Detroit, Michigan.
Consulting Engineer, Vol. 47, No. 6, p 55-58, December, 1976. 2 fig, 1 tab.
Value analysis is a means of determining the necessary effort and scheduling and bud-
geting of funds for the most effective operation of a waste treatment plant. It is
designed to eliminate, as well as to identify unnecessary costs. The analytical process
Involves several steps. The item is selected; the owner/designer reviews results and
implements approved alternatives. The review includes analysis by an interdisciplinary
team to determine possible areas of significant cost savings. The designer's estimate
or bidder's cost is balanced against the least cost alternative which performs the
same function. The process was applied to the design of an Ocean County (N.J.) treat-
ment facility. Areas of greatest potential savings Included liquid structures, equip-
ment structures, pumping and piping, and electrical distribution. Savings in the
structures category focused on digester tanks and final clarifiers. Construction
methods and materials were the object of pumping and piping evaluations. In the last
category, savings in lighting, switchgear, and underground distribution were Investi-
gated. With this plant, a savings of $697,000 was effected. Value analysis proved
itself to be a valuable aid in cost savings when applied to waste water treatment.
*Treatment facilities, *Cost analysis, *Cost-benefIt analysis, Initial costs,
Maintenance costs, Operating costs, Replacement costs, Alternative costs, Bids,
Baste water treatment, Economics, Decision making
Value analysis, Life-cycle costing
E058
FACTORS INVOLVED IN BIOCHEMICAL OXIDATION OF SEWAGE,
Stones, T.
Effluent and Water Treatment Journal, Vol. 16, No. 11, p 574-575, November, 1976.
2 tab, 9 ref.
The oxidizable matter in sewage is mainly carbonaceous and nitrogenous compounds. Bio-
chemical oxidation takes place in two stages: oxidation of carbonaceous matter and
oxidation of nitrogenous matter or nitrification. Various sewages were analyzed for
dissolved oxygen absorbed by settled sewage during a 50-day period at 20 C and a 1/200
dilution with a small amount of nitrified filter effluent to avoid sporatic results in
the second stage of oxidation. This suggested that few nitrifying organisms are pres-
ent in untreated sewage. Evidence was provided to indicate that the second stage is
entirely the result of oxidation of nitrogenous matter. The presence of the second
oxidation stage is suspected to be due to the activity of nitrifying organisms which
prevents nitrification until carbonaceous oxidation is nearly complete. The need of
oxygen is a characteristic feature of sewage and its strength is expressed in terms
of the oxygen needed for oxidation. Evidence indicated that matter which is inert
to biochemical oxidation is also removed during sewage treatment and that total oxygen
demand of sewage and the reduction effected therein during treatment is the most
realistic criteria of loading and performance of treatment plants.
*0xidation, *Nitrification, *Biochemical oxygen demand, *0xygen, Microorganisms,
Dissolved oxygen, Sewage effluents, Oxygen demand, Sewage treatment, Waste water
treatment
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E059
KINETICS AND MECHANISM OF OXIDATION OF HYDROGEN SULFIDE BY
HYDROGEN PEROXIDE IN ACIDIC SOLUTION,
Hoffmann, M. R.
Minnesota University,
Minneapolis,
Department of Civil and Mineral Engineering.
Environmental Science and Technology, Vol. 11, No. 1, p 61-66, January, 1977. 5 fig,
5 tab, 28 ref.
Hydrogen peroxide has recently received much backing as an odor treatment in municipal
sewage treatment systems. These odor problems result from the production of H2S in
treatment systems, in concrete sewer lines and other anaerobic environments where or-
ganic matter and sulfates are present. Oxidation of H2S by H202 is important be-
cause H2S also corrodes concrete sewer lines. Experimental results indicated that
hydrogen peroxide under proper circumstances could be an effective reagent for the con-
trol of hydrogen sulfide and its odor. At a pH below 7.5, hydrogen sulfide and hydro-
sulfide ion are readily oxidized to a mixture of zero valent sulfur and sulfate with
complete removal of the odor. A system which maximizes the production of elemental
sulfur is desirable. H2S reacts in a mole ration of 1:1 and a higher mole ratio of
sulfide to peroxide is needed when sulfate is produced. When the fraction of HS(-)
in solution decreases, the reaction rate also decreases; thus, the optimal pH is near
7. A higher percentage of sulfate will form if excessive H202 is added to increase the
reaction rate. A H202 dose that is twice the measured sulfide concentration is best
for odor control. At a pH higher than 8, a greater dose of H202 is necessary because
the predominant product is sulfate. A fourfold excess of peroxide is needed to complete
the reaction. Hydrogen peroxide has the advantages of decomposition products of oxygen
and water; it is a liquid and there are no toxic or corrosive fumes; and it is economi-
cally competitive with other treatment systems.
*0xidation, ""Hydrogen sulfide, ""Kinetics, ""Municipal wastes, *Industrial wastes,
*Hydrogen ion concentration, *Sewage treatment, *0dor, Corrosion, Waste water
treatment, Sewerage
Hydrogen peroxide
E060
ANALYSIS OF LEAD IN POLLUTED COASTAL SEA WATER,
Patterson, C., Settle, D«, and Glover, B.
California Institute of Technology,
Pasadena, California,
Division of Geological and Planetary Sciences.
Marine Chemistry, Vol. 4, No, 4, p 305-319, December, 1976. 2 fig, 4 tab, 15 ref.
Total lead concentrations in sea water were determined in sewage-polluted coastal
waters and in ordinary coastal waters. Stable isotope dilution mass spectrometric
techniques, under laboratory conditions, were used to make determinations in sea water
samples. Average concentrations were about 25 ng/kilogram in surface water of ordinary
coastal waters and 150 ng/kilogram in highly polluted sea water samples. Filtrate lead
levels (0.4 microns) were equivalent to lead extracted by dithizone in chloroform from
untreated sea water. Particle lead was 39% to 56% of total lead in polluted water.
The proportions increased with increased amounts of sewage. In non-polluted water,
lead was associated with plankton. One-third total lead (one-half particle lead) ad-
heres to the water container walls during the first day. After three months, the re-
maining particle lead can be collected from the surface of algal colonies growing on
the container walls. Wall adsorption does not substantially affect concentrations of
freely available lead in sea water. The 206Pb/207Pb ratio determined was considered
an indication of the non-mixing of lead from two different pollution sources: rain-
storm runoff and sewage lead.
^'Analysis, *Lead, *Water pollution, *Water pollution sources, Sea water, Sewage
effluents, Algae, Plankton, Runoff, Heavy metals
485
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E061
VOLUMETRIC DETERMINATION OF GREASE IN WASTE WATER,
Maxcy, R. B.
Nebraska University,
Lincoln,
Department of Food Science and Technology.
Journal Water Pollution Control Federation, Vol. 48, No. 12, p 2809-2811, December,
1976. 2 tab, 6 ref.
Grease is an important factor in waste disposal problems. The effect of the contribut-
ing source and grease removal procedures were evaluated. The traditional determination
methods are time-consuming. A simplified method for grease determinations that was de-
veloped involved adding ethanol and trichlorotrifluoroethane (TTE) to the sample in a
separatory funnel. The TTE is removed and glass beads are added to induce a gentle
boil. The TTE volume is reduced by evaporation on a hot plate and the TTE containing
the grease is quantitatively transferred to a Babcock skim milk bottle by rinsing with
separate TTE portions. Glass beads are added and a water bath is used to raise the
bottle temperature to 100 C to evaporate the TTE to apparent dryness. The bottle is
exposed to vacuum and cooled. Na3P04 is added and the bottle is again warmed. The
bottle is swirled to suspend the grease and cooled to room temperature. Steps are
taken to bring the solution into the capillary. Then the mixture is centrifuged,
warmed, and again centrifuged. A greasy column which is measurable should be formed
at this point. Comparison with standard test procedures indicated that this method
should provide an empirical method for routine effluent monitoring from municipal
sewage treatment facilities.
*Pollutant identification, *Volumetric analysis, *Analytical techniques, *Lipids,
*0il, Laboratory tests, Evaluation, Analysis, Waste water treatment, Waste disposal
Grease
E062
DETERMINATION OF NON-IONIC SURFACE ACTIVE SUBSTANCES IN THE WATER
SOLUTIONS (Oznaczanie nlejonowych substancji powierzchniowo-
czynnych w roztworach wodnych),
Gorzka, Z., Jozwiak, A., and Socha, A.
In: Metody Fizykochemiczne Oczyszczania Wod I Sciekow (Referaty Z Konferencii Naukowo-
Technicznej), May 6-7, 1976, Lublin, Poland, Marie Curie-Sklodowska University,
Lublin, Vol. 1, p 44-51. 3 fig, 2 tab.
The application of a new polarographic method for determining non-ionic surface active
substances (SAS) was investigated. Tests were conducted with three commercial prepara-
tions, Roksol IT, Stremid DK, Comperlan KD, and industrial wastes with Roksol IT in
0.01 to 5% concentrations. Polarographs used were the OH 101 (Hungarian) and the LP
60 (Czechoslovakian). Colorimetric determinations of SAS were made simultaneously.
The polarographic method was proved very convenient in determining non-ionic SAS in
aqueous solutions of the tested preparations and industrial wastes. This is especially
true when applied to serial determinations.
^Pollutant identification, *Aqueous solutions, *Colorimetry, *Analysis, Analytical
techniques, Polarographic analysis, Industrial wastes
Surface active substances, Roksol IT, Stremid DK, Comperlan KD
486
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E063
SIMULTANEOUS AUTOMATED DETERMINATION OF CHLORIDE, NITRITE,
NITRATE, AND AMMONIA IN WATER AND WASTE WATER,
Canelli, E.
Environmental Health Center,
New York State Department of Health,
Albany, New York.
Water, Air, and Soil Pollution, Vol. 5, No. 3, p 339-348, April, 1976. 4 fig, 1 tab,
11 ref.
Multichannel automated analysis and optimization of automated system parameters have
been combined to produce an automated system for simultaneous determination of chloride,
nitrite, nitrate, and ammonia in water and waste water. Advantages of this system in-
clude optimized reaction conditions for direct application to natural and waste water
samples; a 40% reduction in necessary time for analysis; a need for only 2 milliliters
of sample and the inclusion of continuous filtration with minimum sensitivity loss and
peak separation; total inorganic nitrogen measurement independent of interconversions
with the three nitrogen forms; and the option of determining dissolved organic nitrogen
as a mixture of ammonia, nitrite, and nitrate N after UV irradiation. The method is
based on modifications of established colorimetric procedures. Chloride is determined
by the automated mercury (II) thiocyanate method with the concentration of reagents in
reaction mixture increased to maximize signal intensity and linearity and the dilution
line omitted to improve precision at concentrations lower than 50 ppm Cl. The indophenol
blue method of ammonia analysis was used with altered sample-to-reagent ratios. Nitrite
was determined as an azo dye and nitrate was reduced and determined as nitrite. Detec-
tion limits were 1 ppm Cl for chloride and 1, 5, and 5 ppb N for nitrite, nitrate, and
ammonia.
*Analysis, *Analytical techniques, *Colorimetry, *Water analysis, Chlorides, Mercury,
Nitrites, Nitrates, Ammonia, Nitrogen compounds, Chemical reactions
Automated mercury (II) thiocyanate method, Indophenol blue method
E064
VIRUS-COAL SORPTION INTERACTION,
Oza, P. P., and Chaudhuri, M.
L.D. Engineering College,
Ahmedabad, India,
Department of Civil Engineering,
Journal of The Environmental Engineering Division-ASCE, Vol. 102, No. EE6, p 1255-1262,
December, 1976. 6 fig, 1 tab, 24 ref, 1 append.
Investigations were performed to determine the capacity of coal to absorb viruses. The
model virus used was bacterial virus MS2 (MS2 phage). Giridih bituminous coal was
pulverized and sieved to 300-425 microns, washed several times to remove fines, dried
at 103 C, and stored in a desiccator for use. Batch sorption tests were carried out
at various pH values in 0.2 M phosphate buffer. Samples were withdrawn, filtered
through a Whatman paper disk soaked in 3% beef extract, and the filtrate was enumerated
for unsorbed viruses. Desorption tests were done by eluting the sorbed viruses with
0.2 M phosphate and 3% beef extract on a rotary shaker. Sorption kinetics at pH 6.5,
7.1, and 8.0 revealed a net negative charge by MS2 phage and Giridih coal. Equilibrium
sorption increased linearly with ionic strength. Desorption was not evident when phos-
phate buffer was the eluent. With 3% beef extract, 10% desorption occurred with rapid
activity during the first 10 minutes. Low desorption suggests that viruses are strongly
sorbed on coal. Sorption increased with rising temperatures. Shifting absorption
peaks indicated probable hydrogen bonding interactions. Sorption was studied with
acetyl chloride-treated coal to determine these interactions. Coals with higher hydro-
gen content have a higher virus sorption. It was noted that viruses sorb only on the
exterior surface of the coal. Comparisons between active carbon and coal showed that
the sorptive capacity of coal was 50% that of active carbon; however, coupled with
lower cost and recovery of fuel value after exhaustion, coal is a viable alternative
for removing viruses from water.
*Adsorption, *Desorption, *Viruses, *Coals, Sorption, Filtration, Hydrogen ion
concentration, Hydrogen bonding, Temperature, Economics, Carbon, Waste water
Bacterial virus MS2, Giridih bituminous coal
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E065
PHOSPHORUS UPTAKE BY BIOLOGICAL SLIMES,
Zanoni, A. E.
Marquette University,
Milwaukee, Wisconsin,
Civil Engineering Department.
Journal of The Environmental Engineering Division-ASCE, Vol. 102, No. EE6, p 1229-1237,
December, 1976. 2 fig, 4 tab, 14 ref.
A study was performed to determine whether there is excessive phosphorus uptake by
biological slimes under normal conditions of filtration during waste treatment and to
clarify the mechanism of soluble phosphorus uptake by biological slimes. A test channel
apparatus with adjustable channel lengths on a channel plank with adjustable slope was
used. Ultraviolet radiation was used to inactivate the surface slime to help establish
the degree of physical adsorption involved. The feed substrate consisted of 25 grams
dry milk solids, 75 grams glucose, 15 milliliters Na2HP04 solution, and 80 milliliters
NH4C1 solution added to 80 liters softened, dechlorinated Milwaukee tap water. A sub-
strate with a high carboniphosphorus ratio was needed to obtain a reasonable phosphorus
removal sensitivity. Testing revealed that measurable amounts of soluble phosphorus,
COD, and nitrogen are removed by the slime surface and these removals are proportionate
to the channel length. A slime phosphorus content of 1.62% to 2.57% shows that ex-
cessive phosphorus uptake had not occurred under a variety of operating conditions.
A phosphorus removal of less than 20% can be expected in municipal waste water treat-
ment and chemicals must be added to increase phosphorus removals. The tests involving
UV treatment suggest that phosphorus uptake by a slime surface is not due to physical
adsorption, and that it was totally due to a biochemical mechanism.
*Biological treatment, *Phosphorus, Slime, Adsorption, Carbon, Nitrogen, Chemical
oxygen demand, Waste treatment, Ultraviolet radiation, Filtration
E066
METALS IN THE AQUEOUS EFFLUENTS FROM MUNICIPAL INCINERATORS
AND AN INCINERATOR-RESIDUE PROCESSING PLANT,
Law, S. L.
Dissertation Abstracts International B, Vol. 37, No. 6, p 2741-2742, December, 1976.
Dissolved and undissolved metals content was determined in the water systems of three
incinerators and an incinerator—residue processing pilot plant. Techniques used for
analysis were atomic absorption, neutron activation, and wet chemical analytical
techniques. An Alexandria, Virginia, incinerator using recycled waters was used as a
model for determining the maximum pollution potential of the use of municipal wastes
as fuel supplements. In this incinerator, zinc concentrations harmful to biological
treatment might occur in the recycled spray-chamber water. EPA drinking water stand-
ards are exceeded by a. few metals in nonrecycled waters, but are continuously exceeded
by cadmium, lead, zinc, manganese, and selenium in the recycled spray-chamber water.
The effects of pH, C03(2-), S04(2-), and Cl(-) on total concentrations are estimated
and compared with observed concentrations. It was noticed that pH varied with temper-
ature. No specific time or geographic trends were established in the comparison of
solids and dissolved metals in the incinerator and pilot plant effluents. The predic-
tion of sources of metals in incinerator effluents was thought possible with the use
of an enrichment factor based on aluminum concentrations and crustal abundances of
elements. Noncombustible components of urban refuse seemed to be a great contributor
of several elements to incinerator effluents. Separation of combustibles prior to use
as a fuel supplement was suggested. Plastics, cardboard, newspapers, kraft packaging
and magazines produced less than half of the total metals in the combustile fraction.
^Analysis, *Incineration, *Metals, *Heavy metals, Waste water treatment, Sewage
treatment, Analytical techniques, Neutron activation analysis, Hydrogen ion
concentration, Temperature, Cadmium, Lead, Zinc, Manganese, Plastics, Biological
treatment, Municipal wastes, Pilot plant, Fuels
Alexandria (Va), Incinerator-residue processing, Atomic absorption, Wet chemical
analysis
488
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E067
EFFECTS OF SEWAGE SLUDGE AND SLUDGE COMPOST APPLIED TO SOIL
ON SOME SOIL PHYSICAL AND CHEMICAL PROPERTIES,
Epstein, E., Taylor, J. M., and Chaney, R. L.
United States Department of Agriculture,
Agricultural Environmental Quality Institute,
Agricultural Research Service,
Beltsville, Maryland.
Journal of Environmental Quality, Vol. 5, No. 4, p 422-426, October-December, 1976.
4 fig, 8 tab, 15 ref.
A field study was conducted to determine the effects of land application of sewage
sludge and sludge compost (0, 40, 80, 120, and 240 metric tons/ha) on physical and
chemical soil properties and on crop growth at pH 5.5 to 6.0 and 6.5 to 7.0. The study
proved that application of sludge exceeding 120 metric tons/ha were difficult and
caused a cloddy seedbed, though the same rate of compost was applied easily and pro-
duced a friable seedbed. Both sludge and compost increased water content and water
retention in a silt loam soil. Salinity and chloride levels were increased by both
to a level which affected salt-sensitive plants. Salinity increased as application
rates increased and the same results were noticed with increased chloride levels. The
high increase in soil water content caused rapid decomposition of organic carbon and
blocked soil pores. The compost was significantly drier and had less readily decom-
posable organic carbon. These conditions lead to decreased nitrification and increased
denitrification and can adversely affect plant growth and root development. Heavy
metals were found to be more available to plants as soil pH decreased. Nitrate-
nitrogen levels were highest at the 15-20 centimeter level and sharply decreased at
lower soil depths. Available phosphorus was higher than necessary for good crop
growth needs.
*Soil chemical properties, *Soil physical properties, *Soil contamination effects,
*Land management, *Sludge disposal, *Sewage sludge, Moisture content, Cation exchange,
Nitrogen, Chlorides, Salinity
Water retention, Sludge compost
E068
EFFECTS OF TRACE ELEMENTS ON UREASE ACTIVITY IN SOILS,
Tabatabai, M. A.
Iowa State University,
Ames,
Department of Agronomy.
Soil Biology and Biochemistry, Vol. 9, No. 1, p 9-13, 1977. 4 tab, 26 ref.
Sewage sludges and effluents are being increasingly disposed on agricultural land. A
study was conducted to determine the effectiveness of trace elements in inhibiting
urease activity in soils, the distribution of urease activity in agricultural soil pro-
files, and the relationship between urease activity and organic carbon in surface and
soil profile samples. Soils were selected which had a wide range of pH, texture,
organic matter content, and urease activity. Results showed that all trace elements
studied, except As(5+) and W(6+) , inhibited urease activity in the study soils. The
inhibition ability of metal ions was found to be dependent upon soil chemical and
physical properties. When 5 micro moles/gram of soil was used, the following ions
produced inhibition in descending order of strength: Ag(+) and Hg(2+), Cu(2+), Cd(2+),
Zn(2+), Sn(2+), and Mn(2+). Generally, Fe(3+) and Cu(2+) were more effective urease
activity inhibitors than Fe(2+) and Cu(+). Inhibition was less effective when 0.5
micro moles/gram of soil were studied. Sodium arsenate and sodium tungstate had no
effect on urease activity, indicating that sodium in other test compounds had no in-
hibitory effect at tested concentrations. Urease activity showed marked decreases
with increased soil depths. Cropping history, soil amendments, and some environmental
factors influence the activity of urease and other enzymes in soils. Seasonal varia-
tions were noted in Mississippi soils, and organic matter appeared to have a special
effect on urease activity.
*Nitrogen compounds, *Trace elements, *Soil contamination effects, *Sludge disposal,
Soil chemical properties, Soil physical properties, Soil types, Sewage effluents,
Metals, Hydrogen ion concentration
439
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E069
STUDY OF PHYSICAL, SETTLING, AND THICKENING CHARACTERISTICS
OF A SLUDGE,
Greene, M. H.
Western Interstate Commission for Higher Education,
Resources Development Internship Program,
Portland, Oregon.
August, 1974. 30 p, 11 fig, 2 tab, 13 ref. Technical Report NTIS PB-241 231.
The physical characteristics of sludge from the Nassau County Bay Park Sewage Treatment
Plant on Long Island, New York, were analyzed. Specific gravity of the sludge, deter-
mined by pycnometer methodology, was about 1000 grams/cu cm (liquid phase) and 1.53 and
1.62 for solids in two different samples. Total solids concentrations in the two sam-
ples were 2.20% and 1.15%. Settling studies revealed that the rate of flocculation
is the limiting process for settling speed in a well mixed suspension of sludge solids.
Flocculation is dependent on collision and adhesion of particles after collision.
Settling time for 40% of solids in a homogeneous suspension was inversely proportional
to the initial suspended solids concentration raised to the 4/3 power. The addition
of several test substances did not prove especially useful in sludge thickening. How-
ever, alum was, in special cases, beneficial in increasing solids concentration. Sea-
water could be effective in increasing sludge bulk specific gravity, but large amounts
would be required. Mechanical methods for sludge thickening should be investigated.
*Analysis, *Physical properties, *Sewage sludge, Sludge treatment, Sedimentation,
Flocculation, Specific gravity, Suspended solids, Sea water, Waste water treatment
Nassau County (NY), Pycnometers, Sludge thickening, Alum
E070
A WATER QUALITY STUDY OF THE UPPER CLARK FORK RIVER AND
SELECTED TRIBUTARIES,
Environmental Protection Agency,
Region VIII,
Denver, Colorado.
September, 1972. 83 p, 2 fig, 8 tab, 5 append. Technical Report NTIS PB-244 921.
A study was conducted to determine the water quality of the Clark Fork River, Montana,
and to set standards for concentrations of heavy metals due to heavy mining in the
area. Basic methods consisted of water quality sampling and biological evaluations
in the reach from Warm Springs to Drummond, Montana, and selected tributaries. Re-
sults revealed a stretch of severe pollution indicated by a deficient and non-balanced
population of benthic organisms and an almost non-existent fish population. Another
area with opposite conditions was found healthy. Downstream from Drummond, the stream
supports significant sportfishing activity. Most heavy metals pollution was traced to
the settling tanks of one major mining, milling, and smelting operation. The high
concentrations decrease downstream and these wastes caused "cementing" of a portion of
the river bottom by the precipitation of gypsum and metallic hydroxides in settling
pond discharges. Chemical and biological conditions indicate high water quality in
tributaries. Recommendations were made for metals levels. It was suggested that the
state upgrade the classification of a certain reach of the river through appropriate
action. Tests are necessary to determine the degree of an indicated potential lead
health hazard.
*Rivers, tributaries, *Water quality, *Pollutant identification, Water quality
standards, Water pollution, Water pollution sources, Chemical analysis,
Bioindicators, Heavy metals, Montana, Public health
Clark Fork River
490
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E071
EFFECTS OF WASTE DISCHARGES ON WATER QUALITY OF THE SOUTH
PLATTE RIVER, DENVER METROPOLITAN AREA,
National Field Investigations Center,
Denver, Colorado.
June, 1972. 118 p, 5 fig, 12 tab, 8 ref, 4 append. Technical Report NTIS PB-244 936.
A study of the South Platte River Basin was conducted to determine whether established
state and federal water quality standards were being met. Fifteen treatment plants
were studied to determine whether treatment meeting established requirements had been
effected, to determine the extent of water quality improvement, and to determine any
recommendations which might be made. Influent samples were collected and analyzed for
BOD, total and suspended solids, volatile suspended solids, settleable solids, total
organic carbon, chemical oxygen demand, nitrogen series, total phosphorus, and selected
heavy metals. Final effluent samples from the Denver Metro facility were analyzed for
total and fecal coliforms. Field measurements and residual chlorine were measured at
the time of collection.
*Water quality, *Water pollution abatement, *Water treatment, Biochemical oxygen
demand, Suspended solids, Chemical oxygen demand, Carbon, Nitrogen, Phosphorus,
Heavy metals, Pollutant identification, Colorado, Rivers
South Platte River
E072
RAPID COLORIMETRIC ANALYSES OF CATIONIC AND ANIONIC SURFACTANTS,
Wang, L. K., and Langley, D. F.
Rensselaer Polytechnic Institute,
Troy, New York,
Department of Chemical and Environmental Engineering.
In: The 1975 New England Water Works Association Meeting, January 16, 1975, Waltham,
Massachusetts. 24 p, 9 fig, 17 ref, 2 append.
A new, more rapid colorimetric method applicable to the analysis of either anionic or
cationic surfactants in fresh water at low concentrations Is introduced. A dye reacts
with ionic surfactant and forms a chloroform-soluble, colored complex in the presence
of chloroform. The color intensity of the chloroform layer is proportional to the
concentration of the dye-Ionic surfactant complex, and can be measured spectrophoto-
metrically. Methyl orange is used for cationic surfactants, azure A or methylene blue
for anionic surfactants. The method is stoichiometrlc and can be performed in a very
short period of time. The advantages of the new colorimetric method over the standard
methylene blue method and standard carbon adsorption method include its time-saving
procedures and suitability for cationic surfactant analysis. Its advantages over a
two-phase titration method include its more rapid procedure and more accurate sur-
factant measurement below one mg/liter. It is suitable for field analyses of ionic
detergent-type impurities in water and waste water, provided that a portable colori-
metric instrument is available.
*Pollutant identification, *Analytical techniques, *Colorimetry, *Surfactants,
*Freshwater, Dyes, Color reactions, Spectrophotometry, Adsorption
*Cationic surfactants, *Anionic surfactants
491
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E073
POWDERED ACTIVATED CARBON ADDITION TO BIOLOGICAL REACTORS,
Robertaccio, F. L.
Dissertation Abstracts International B, Vol. 37, No. 5, p 2463-2464, November, 1976.
The addition of powdered activated carbon to biological reactors has proven an un-
complicated way to achieve tertiary treatment water quality. The kinetics of biode-
gradable substrate in a pure biological system and in one with powdered activated
carbon was investigated. Results indicated that the maximum utilization rate for ad-
sorbable substrates was enhanced in direct proportion to the amount of activated carbon
present. Non carbon-adsorbent substrates showed no enhancement and the effectiveness
of activated carbon was lessened in a biological system. The adsorbency of a degrad-
able substrate is a prime parameter in the determination of whether the presence of
activated carbon in a biological system produces synergistic effects. The presence of
activated carbon can overcome mass transfer constraints. Enhancement of substrate
utilization in a carbon-biological system was independent of the assumed kinetic model.
Batch system models which predicted substrate utilization could not describe gravi-
metrically determined biological solids growth. The presence of activated carbon was
assumed to change the distribution of species in biological populations. Mass transfer
at carbon-substrate-microbial interface was enhanced.
*Activated carbon, *Biological treatment, *Kinetics, *Tertiary treatment, Waste water
treatment, Mass transfer, Adsorption, Models, Microorganisms
Biological reactors
E074
EFFECTS OF ANAEROBICALLY DIGESTED SEWAGE SLUDGE ON
ORGANIC MATTER IN SOIL AND SOIL WATER,
Hohla, G. N.
Dissertation Abstracts International B, Vol. 37, No. 5, p 2005, November, 1976.
A six-year study was conducted to determine anaerobically digested sludge effects on
soil and soil water organic matter. Lysimeters containing Blount silt loam and
Plainfield loamy sand were furrow irrigated with the sludge. Lysimeter leachate waters
and Blount silt loam leachate waters were also studied. Total organic carbon, carbo-
hydrate carbon, oil and grease carbon, and organic nitrogen were determined in the
soils and lysimeter leachate waters. Blount silt loam leachate waters were charac-
terized using infrared and ultrafiltration techniques. Results indicated that the
coarse textured soil (Plainfield loamy sand) had a higher oxidation rate for sludge
organic carbon and a higher leaching potential than fine textured Blount silt loam.
Drainage is important in controlling oxidation rate of sludge organics in soils.
Long-term sludge application caused an organic compounds distribution shift in the
plow layer towards that of applied sludge. Finally, long-term sludge land application
by ridge and furrow irrigation produces a relatively large organic carbon loss to
oxidation, and a low potential loss to leaching.
*Sludge disposal, *Sludge digestion, *Soil types, *Anaerobic treatment, *Leachate,
Carbon, Nitrogen, Analysis, Organic matter, Disposal
Land application
492
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E075
THE KINETICS OF BIOOXIDATION IN A CONTINUOUS ACTIVATED SLUDGE
PROCESS (Klnetyka procesu ciaglego bioutleniania osadem
czynnym),
Suschka, Ja
Silesian Polytechnic Institute,
Gliwice, Poland.
Zeszyty Naukowe Politechniki Slaskiej- Inzynieria Sanitarna, Vol. 20, No. 483,
p 1-69, 1976. 38 fig, 16 tab, 59 ref.
Experiments indicated a need to alter interpretations of the kinetics of substrate
oxidation in a continuous activated sludge system. In such a system, the controlling
factor in the biochemical reaction rate should be the rate of substrate supply. Thus,
the reaction rate would be relative to the activated sludge load. A laboratory-scale
pilot investigation and a full—scale test were performed with different waste waters.
The k rate was observed to increase with increased activated sludge loading and was
confirmed by respirometric measurements. An equation was presented to show the re-
lationship between increased sludge activity, the biochemical reaction rate, and
substrate concentrations for various waste waters. This equation was valid in con-
ventional and high activated sludge load ranges, above 0.15 grams of BOD5/gd.
equation was proven applicable in calculating substrate biochemical oxidation rates
in continuous activated sludge systems.
*Sludge treatment, *Laboratory tests, *Kinetics, *0xidation, *Activated sludge,
*Biocheinistry, Waste water treatment, Biochemical oxygen demand, Equations
Substrate oxidation, Continuous activated sludge process
E076
EFFECT OF WATER WORK'S SLUDGE ON WASTE WATER TREATMENT,
Zakrezewski, J.
Institute for Municipal Economy,
Warsaw, Poland.
In: Polish/U.S. Symposium on Waste Water Treatment and Sludge Disposal, February
10-12, 1976, Cincinnati, Ohio, EPA Environmental Research Center, Cincinnati, Vol. 2,
p 33-41. 3 tab.
Results were presented of laboratory studies which evaluated post-coagulation sludge
on municipal sewage treatment and municipal sludge disposal. Results indicated a
limited effect on the mechanical treatment of municipal sewage and on activated sludge
treatment of municipal sewage. The presence of post-coagulated sludge In raw sewage
does not provide any important effect on mechanical-biological treatment of sewage.
Addition of the study sludge slightly decreases thickening and sludge digestion.
Further research is suggested to verify these conclusions.
*Waste water treatment, *Sludge treatment, *Municipal wastes, Biological treatment,
Activated sludge, Sludge digestion, Laboratory tests
Post-coagulation sludge, Sludge thickening
493
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E077
DETERMINING TOC IN WATERS,
Kehoe, T. J.
Beckman Instruments, Incorporated,
Fullerton, California.
Environmental Science and Technology, Vol. 11, No. 2, p 137-139, February, 1977.
3 tab, 5 ref.
Many considerations involved in the determination of TOC in water were reviewed. The
instrumental technique of TOC determination has received great interest in the area
of lowering detection limits. The practical range has been plus or minus 5% in the
0-5 milligram/lirer full-scale range, which is adequate for most needs. Recent claims
for minimum detectable limits have been 10-50 micrograms/liter and 0-1 milligrams/liter
in the full-scale range, which would be helpful in characterizing water supplies, de-
termining treatment process efficiencies, or monitoring for possible regulatory control
purposes. Such claims must be qualified by considering the techniques and experience
of the analyst; the quality of "organic-free" water used for glassware and standard
preparation; pre~anaiysis preparation and treatment of samples; the quality of carrier
gas as to C02 content; the capabilities and condition of the TOC analyzer; and sample/
standard contamination from ambient air C02, It was considered improbable that TOC,
TOD, or COD could be correlated to BOD unless waste water constituents remain constant.
The conversion efficiency of carbonaceous materials to C02 has been a concern. It was
concluded that 100% efficiency exists for practically all samples if they are potable
waters, municipal waste waters, condensates, or cooling-tower waters. A greater con-
cern is the potential loss of volatile organic fractions in samples where inorganic
carbon must be eliminated to establish true TOC levels. Two common techniques for its
removal were presented. It was concluded that the TOC method was a reliable, rapid
technique which required some precautions in certain applications.
^Analytical techniques, *Carbon, *Analysis, *Carbon dioxide, Gases, Waste water
treatment, Biochemical oxygen demand, Organic matter, Oxygen demand, Monitoring,
Chemical oxygen demand, Analysis
Total organic carbon
E078
THE ELECTROLYTIC RESPIROMETER-II. USE IN WATER POLLUTION
CONTROL PLANT LABORATORIES,
Young, J. C., and Baumann, E. R.
Iowa State University,
Ames,
Department of Civil Engineering.
Water Research, Vol. 10, No. 12, p 1141-1149, 1976. 5 fig, 5 tab, 12 ref.
A study was conducted to determine the suitability of the electrolytic respirometer
for in-plant BOD measurement, to evaluate its advantages, disadvantages, and range of
use beyond single-point BOD measurement, and to collect electrolytic BOD data for
comparison with standard dilution method BOD measurements. The study was in three
parts, coinciding with these objectives. Conclusions and recommendations developed
from resultant data were that the electrolytic respirometer provides reliable and
precise measurement of BOD and should be accepted by pollution control agents as a
supplement to or substitute for standard dilution; that data from a 3-day, 20 C electro-
lytic BOD test period are equal to that of a 5-day standard 20 C dilution test; that
the ease of obtaining the complete BOD curve is a major advantage and helpful in eval-
uating industrial waste biodegradability; and that nitrification control should be a
standard practice in BOD measurements conducted by any method.
*Respiration, ^Electrolysis, *0xygen demand, *0xygen requirements, *Biochemical
oxygen demand, Evaluation, Pollution abatement, Nitrification, Waste water treatment,
Industrial wastes, Biodegradation
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E079
CONCENTRATION AND DETERMINATION OF TRACE ORGANIC
POLLUTANTS IN WATER,
Chang, R. C-Y.
Dissertation Abstracts International B, Vol. 37, No. 7, p 3376, January, 1977.
A method was developed for concentrating and determining phenols in natural water,
treated potable water and waste water. Determination was by selective sorption on
a macroreticular anion-exchange resin and elution with acetone-water. Concentration
was by evaporation after extraction with methylene chloride; measurements were per-
formed by gas chromatography. The techniques used for preventing phenol loss due to
chlorination, oxidation, and other reactions during determination were presented. Re-
covery was excellent for samples with model organic compounds of various classes added
to water. Volatile and less volatile gas chromatographic compounds were determined. >
Removal of organic components in potable water was possible by this sorption method.
A rapid method for determining and concentrating halomethanes in potable water was
developed.
*Analytical techniques, *Trace elements, *Phenols, Chlorination, Oxidation, Resins,
Anion exchange, Chemical reactions, Gas chromatography, Chlorides, Organic matter,
Water treatment, Waste water treatment
E080
NUTRIENT REMOVAL BY WATER HYACINTHS,
Cornwell, D. A., Zoltek, J., Jr., Patrinely, C. D.,
Tin-man, T. deS., and Kim, J. I.
Florida University,
Gainesville,
Department of Environmental Engineering.
Journal Water Pollution Control Federation, Vol. 49, No. 1, p 57-65, January, 1977.
5 fig, 4 tab, 15 ref.
Hyacinths were studied as nutrient removal agents for use in combating eutrophication.
Experiments on effluent from the University of Florida Waste Water Treatment Plant
(Gainesville) were conducted in a 3—phase study to determine if there was a significant
reduction of nitrogen and phosphorus in a plant scale operation during winter, to
determine growth patterns and effectiveness, and to study effects of detention time
and depth. Resultant data showed that water hyacinths' nutrient removal capacities
were directly related to pond surface area; that depth and detention time must allow
a given surface area per unit flow through the pond (80% nitrogen and 44% phosphorus
removals were gained with 5.1 acres hyacinths per 1 mgd); and that nutrient uptake
was good during the increase in area-growth phase and during the vertical-growth phase.
The nitrogen removal factor may make the plants useful in eutrophication control.
Nutrients which sloughed off during the death phase remained in ponds as a bottom sed-
iment and reduced the need for hyacinth harvesting. The most profitable use of the
dead hyacinths would be as compost.
*Nutrient removal, *Water hyacinth, *Waste water treatment, *Eutrophication, *Aquatic
algae, *Biochemical oxygen demand, Nitrogen, Phosphorus, Water pollution effects,
Water quality
495
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E081
BACKWASHING OF GRANULAR FILTERS,
Cleasby, J. L., Arboleda, J., Burns, D. E.,
Prendiville, P. W., and Savage, E. S0
Iowa State University,
Ames,
Department of Civil Engineering.
American Water Works Association Journal, Vol. 69, No. 2, p 115-126, February, 1977.
10 fig, 3 tab, 53 ref, 1 append.
Known practices and associated concerns for the backwashing of granular filters were
summarized. This has become a field of interest due to the growing variation of
practices used in the United States and abroad. The use of backwash techniques re-
quires an awareness of potable water filtration technology since some backwashing
methods involve full or partial fluidization of the filter media. High-rate backwash-
ing is with full-bed fluidization and 20-50% bed expansion. Low-rate backwashing is
without full-bed fluidization and little or no bed expansion. Backwashing methods
include: high—rate backwash; low-rate backwash; water backwash with surface—wash
auxiliary; water backwash with air auxiliary; air scour followed by low-rate backwash
with single-medium filters only; air scour followed by high-rate water backwash with
single and multimedia filters; simultaneous air scour and low-rate water backwash
followed by low-rate water backwash alone for single-medium filters only; and simul-
taneous air scour and low-rate water backwash followed by high-rate water backwash
alone with single and multimedia filters. The choice of backwash method is partially
dependent upon the type of filter medium selected. The various methods were described
and further research was recommended.
*Filters, *Cleaning, Filtration, Waste water treatment, Sewage treatment, Design
criteria, Soil filters, Treatment facilities, Water purification
Backwash techniques
E082
THE TOXIC EFFECTS OF SELECTED HEAVY METALS ON UNADAPTED
POPULATIONS OF VORTICELLA CONVALLARIA VAR SIMILIS,
Sartory, D. P., and Lloyd, B. J.
Surry University,
Guildford, Surrey, England,
Department of Microbiology.
Water Research, Vol. 10, No. 12, p 1123-1127, 1976. 1 fig, 2 tab, 10 ref.
The effects of selected heavy metals were studied to ascertain any detrimental reactions
in biological processes of sewage treatment. Mercury, lead, and zinc were tested with
V. convallaria var similis, a protozoan abundant in healthy rivers, activated sludge,
percolating filters and slow sand filters. Results indicated that unadapted V. con-
vallaria var similis were sensitive to lead and mercury concentrations as low as
0.0005 milligrams/liter of free metal ion/liter and that they grow if 0.0002 milligrams/
liter or less of either is present. Zinc concentrations as low as 0.075 milligrams
free metal ion/liter affect the protozoans, but concentrations below 0.05 milligrams/
liter or less allow their growth. The degree of adaptation determines their survival
when high concentrations of heavy metals are present, but it can be assumed that much
of the metals present in rivers and sewages are complexed so that they are non-toxic
to the microfauna. It was recommended that metal ion concentrations be given for both
total and free metal Ion.
*Toxicity, *Heavy metals, *Lead, *Mercury, *Zinc, AProtozoa, *Biological treatment,
Sewage treatment, Waste water treatment, Metals, Rivers, Activated sludge, Filters
V. convallaria var similis
496
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E083
CHARACTERIZATION OF SOLUBLE ORGANIC MATTER IN LEACHATE,
Chlan, E. S. K., and DeWalle, F. B.
Illinois University,
Urbana,
Department of Civil Engineering.
Environmental Science and Technology, Vol. 11, No. 2, p 158-162, February, 1977.
4 fig, 2 tab, 26 ref.
Membrane ultrafiltration, gel permeation chromatography, and specific organic analyses
were used to determine the composition of unknown major organic fractions in leachate.
Results indicated that a major fraction of organics permeated a 500-MH membrane in
ultrafiltration and most were present as free volatile fatty acids. The second largest
fraction was a fulvic-like material with relatively high carboxyl and aromatic hydroxyl
group density. A high-molecular-weight, humic carbohydrate-like complex, with a sig-
nificant amount of hydrolyzable amino acids, was a small percentage of the organics.
In tests, 75% of organic matter was identified. Liplds associated with the high-
molecular-weight humic fraction were indicated by solvent extraction. Aromatic hydroxyl
compounds were extracted with butanol. Data indicated that universal bacterial pro-
cesses might govern the character of naturally occurring organics.
*Leachates, *Analysis, *Physical characteristics, *Chemical characteristics,
Filtration, Membranes, Organic matter, Chromatography, Lipids, Separation techniques,
Water pollution, Groundwater
E084
FACTORS INFLUENCING THE DEWATERING CHARACTERISTICS OF SLUDGE,
Karr, P. R., III.
Dissertation Abstracts International B, Vol. 37, No. 7, p 3566, January, 1977.
Investigations were conducted to determine factors which influence sludge dewatering
characteristics. Raw, activated, and anaerobically digested sludges were studied.
Results confirmed that sludge particle size greatly affects dewatering characteristics,
measured by specific resistance and capillary suction time (CST). This applied to
sludges of all types. Other factors (pH, biological degradation, mixing, and condi-
tioning) affected changes in dewaterability relative to their effects on particle size.
Differences in dewatering characteristics were shown to be mainly affected by differ-
ences in particle size distributions. Supracolloidal solids in a range of 1 to 100
micrometers most affected dewatering characteristics. Particles of this size range
blind sludge cake and filler medium during filtration and result in a large resistance
to filtrate flow. A blinding index was developed.
*Analysis, *Dewatering, *Physical characteristics, *Sludge treatment, *Particle size,
Sludge, Activated sludge, Anaerobic digestion, Biodegradation, Filtration, Waste
water treatment
Dewatering characteristics, Capillary suction time, Blinding Index
497
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E085
REDUCTION OF AQUATIC TOXICITY OF LINEAR ALKYLBENZENE SULFONATE
(LAS) BY BIODEGRADATION,
Kimerle, R. A., and Swisher, R. D.
Monsanto Company,
St. Louis, Missouri.
Water Research, Vol. 11, No. 1, p 31-37, 1977. 4 fig, 3 tab, 24 ref.
A study was conducted to determine acute toxicity of intact linear alkylbenzene sulfon-
ate (LAS) components and synthesized models of biodegradation intermediates to Daphnia
magna (water fleas) and Pimephales promelas (fathead minnows). The acute toxicity of
intact LAS was compared to that of the methylene blue active substances (MBAS) content
of effluents from a laboratory continuous flow activated sludge unit. The length of
the alkyl carbon chain was the most important influence on the acute toxicity of intact
LAS samples. LC50 values for Daphnia and fathead minnow was 1 to 50 milligrams/liter
for C14 to the CIO pure homologs. Non-linear, dialkyl tetralin-indane sulfonate compo-
nents of commercial LAS revealed about 1/2 to 1/10 the toxicity of LAS samples of the
same carbon chain length. The 24 hour Daphnia LC50 concentrations for acute toxicity
of synthesized models of biodegradation intermediates were 355 milligrams/liter and
12,000 milligrams/liter (Cll and C4 intermediates). Fathead minnow produced similar
toxicity ranges. Desulfonation/gas chromatography revealed that the longer chain homo-
logs and more terminal isomers were the first constituents of the LAS mixture to de-
grade. Fifty to eighty percent degraded samples lacked the 2-, 3-, and 4-phenyl isomers.
In samples degraded above 80%, homolog distribution significantly shifted to lower
chain lengths. The loss in per unit weight MBAS toxicity was attributed to the prefer-
ential faster rate of biodegradation of more toxic longer chain lengths and more
terminal isomers, and to the presence of non-LAS MBAS. The non-specific nature of MBAS
analytical methods precludes their use in establishing water quality criteria and
standards relative to LAS.
*Linear alkylate sulfonates, *Analysis, *Toxicity, *Biodegradation, *Aquatic life,
'''Detergents, Surfactants, Water pollution sources, Water pollution, Degradation,
Biological properties
Daphnia magna, Pimephales promelas
E086
EVALUATION OF IN-LINE AND SIDE-LINE FLOW EQUALIZATION SYSTEMS,
Foess, G. W., Meenahan, J. G., and Blough, D.
Johnson and Anderson, Incorporated,
Pontiac, Michigan.
Journal Water Pollution Control Federation, Vol. 49, No. 1, p 120-130, January, 1977.
6 fig, 6 tab, 9 ref.
Experiments were conducted to evaluate flow equalization waste water treatment systems.
Flow equalization has been considered a means of improving treatment processes and
potentially lowering costs. One plant studied used a side-line equalization system
where only above average flow was diverted through the equalization basin; the other
used an in-line system where all plant flow passes through the equalization basin.
Both were very effective in smoothing influent flow variations and producing a uniform
flow rate to plant processes. Their effectiveness was limited in leveling concentra-
tions. Mass leveling was more a result of flow equalization than waste water blending.
A five percent BOD reduction was noticed in the in-line basin. Operational variables
such as organic loadings, intensity, mixed liquor settleability, and wind and current
densities were more important to effluent quality than flow equalization. Similarly,
BODS, suspended solids, and soluble phosphorus removals resulted with and without flow
equalization. Filter performance with flow equalization was superior to that with a
diurnal flow. Power cost estimates indicated a less than 2% increase with flow equali-
zation.
*Flow characteristics, '''Flow control, *Flow rates, Waste water treatment, Costs,
Evaluation, Biochemical oxygen demand, Suspended solids, Filters, Performance,
Phosphorus, Organic loading, Sludge treatment
Flow equalization, Side-line equalization, In-line equalization
498
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EOS 7
SOME FACTORS AFFECTING FLOG FORMATION BY ZOOGLOEA RAMIGERA,
STRAIN I-16-M,
Krul, J. M.
Agricultural University,
Wageningen, The Netherlands,
Laboratory of Microbiology.
Water Research, Vol. 11, No. 1, p 51-56, 1977. 7 fig, 1 tab, 13 ref.
Studies were conducted to determine factors which influence floe formation by Zoogloea
ramigera because it was long considered the major floe-forming organism of activated
sludge. Floe formation was studied after resuspending pre-cultivated cells in fresh
medium. The addition of NaCl or Na2HP04/NaH2P04 stimulated floe formation. Floes of
highly active cells were achieved because formation occurred within 1-2 hours. Results
of this study indicated that adding CaC12 or Na2S04 to fresh medium with resuspended
pre-cultivated cells has no effect on floe formation. No explanation was found for
the stimulation differences. Stimulated cell aggregation after resuspension of pre-
grown strain I-16-M cells was not generally characteristic of floe-forming bacteria.
Ten floe-forming strains, isolated from activated sludge and tested in the same manner,
similarly failed to exhibit strongly stimulated cell aggregation.
*Flocculation, *Activated sludge, *Salts, *Growth rates, *Bacteria, Sewage treatment,
Waste water treatment, Biological treatment, Sludge treatment, Treatment
Zoogloea ramigera
E088
SIMPLIFIED METHODS OF COMPUTING THE QUANTITY OF URBAN RUNOFF,
Shubinski, R. P.
Water Resources Engineers,
Springfield, Virginia.
In: Short Course Proceedings: Applications of Storm Water Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 200-213.
7 fig, 4 tab, 2 ref. Technical Report NTIS PB 247-163.
Methods are considered for the computation of urban runoff quantities. Flow-frequency
analysis involves using equations to obtain natural watershed conditions; plotting
the computed discharges on probability paper and fitting a smooth curve; adjusting
natural discharge for urbanization effects; and determining the required discharge.
The rational method computes overland and channel travel time to obtain concentration
time for watershed and design rainfall duration; it also computes the basin-wide co-
efficient of runoff precipitation intensity; and it determines peak discharge. The
unit hydrograph method requires determining the rainfall excess available to the
direct runoff process; separating baseflow from the corresponding hydrograph; determin-
ing volume of direct runoff; and dividing ordinates of the hydrograph (without baseflow)
by volume of direct runoff.
*Analytical techniques, *Storm runoff, *Urban runoff, *Unit hydrographs, Peak
discharge, Precipitation, Rainfall-runoff relationships, Watersheds, Design data,
Drainage engineering
49S
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E089
THE EFFECT OF HIGH PURITY OXYGEN ON THE ACTIVATED
SLUDGE PROCESS,
Benefield, L. D., Randall, C. W., and King, P. H.
Journal Water Pollution Control Federation, Vol. 49, No. 2, p 269-279, February, 1977.
17 fig, 1 tab, 12 ref.
An experimental design was developed to provide a valid comparison of substrate utili-
zation and growth kinetics between air and oxygen activated sludge systems operated
over a range of sludges found in normal plant operation. This design also included
a biochemical analysis of sludge at various specific growth rates. Research indicated
that differences in substrate utilization and cellular growth values for the two
activated sludge systems occur when accepted methods are used for coefficient evalua-
tion. The kinetic differences of the systems are due to the operational characteris-
tics associated with small volume, high solids systems normally used with oxygen-
aerated facilities. The failure of the volatile suspended solids test to distinguish
between proliferating, active but non-proliferating, and inactive cellular material
also contributes to this kinetic difference.
Analytical techniques, *Model studies, *Kinetics, *Activated sludge, *0xygen,
Air, Sludge treatment, Microorganisms, Growth rates, Treatment facilities, Waste
water treatment, Suspended solids, Evaluation
Biochemical analysis, Substrate utilization
E090
FORMS OF SULFUR IN SEWAGE SLUDGE,
Sommers, L. E., Tabatabai, M. A., and Nelson, D. W.
Journal of Environmental Quality, Vol. 6, No. 1, p 42-46, January-March, 1977.
7 tab, 21 ref.
An analysis was undertaken to determine the forms and amounts of organic and inorganic
components of elements composing sludge. Bulk sludge samples from eleven Indiana
treatment plants were subjected to gravimetric and titrimetric determinations, to a
modified semlmicro-Kjeldahl procedure, and to steam distillation, acidimetric titra-
tion, colorimetric determination, and various metal analyses. The samples were from
plants using anaerobic digestion and either activated sludge or trickling filter
secondary treatment procedures. It was found that total sulfur ranged from 0.7-2.1%
and that 1-27% of this was Inorganic sulfur extractable with 0.1M LiCl. Sulfur was
composed of sulfide sulfur (less than 1 to 35%), inorganic nonsulfate sulfur (18-53%),
carbon-bonded sulfur (18-56%), ester sulfate sulfur and inorganic sulfate sulfur
(0-35%), and unidentified organic sulfur (0-42%). These forms were found to vary
with time and no consistent relationships were found between the amounts of organic
carbon, nitrogen, sulfur and phosphorus in the sludges. It was determined that the
amounts of lead and zinc were significantly correlated with sulfide sulfur, as was
cadmium with organic sulfur, ester sulfate sulfur, and 0.1M LiCl extractable sulfur.
No such relationships were found for other metals and various sulfur fractions.
*Sulfur compounds, *Sludge, *Analysis, Heavy metals, Carbon, Nitrogen, Phosphorus,
Cadmium, Organic wastes, Waste disposal, Inorganic compounds
500
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E091
DRUGS AND DRUG METABOLITES AS ENVIRONMENTAL CONTAMINANTS:
CHLOROPHENOXYISOBUTYRATE AND SALICYLIC ACID IN SEWAGE WATER
EFFLUENT,
Hignite, C., and Azarnoff, D. L.
Kansas City Veterans Administration Hospital,
Kansas City, Missouri.
Life Sciences, Vol. 20, No. 2, p 337-342, January, 1977. 1 fig, 1 tab, 9 ref.
Effluent of the Big Blue River Sewage Treatment Plant, Kansas City, Missouri, was
analyzed to determine the content of drugs or drug metabolites. Composite 24-hour
samples were collected and extracted under acidic, neutral, and basic conditions with
methylene chloride. The extracts were screened by gas chromatography-mass spectrometry.
Results indicated the presence of 2-(4-chlorophenoxy)-2-methylpropanoic acid (CPIB),
the active metabolite of clofibrate, a hypolipidemic drug; and 2-hydroxy benzoic acid
(salicylic acid), a metabolite of aspirin. Average 24-hour discharges of CPIB from
August, 1975 to May, 1976 were 2.1 kilograms/day and salicylic acid discharges for
the same period were 8.64 kilograms/day. Concentrations in raw sewage for CPIB were
2.8 kilograms/day. Raw sewage concentrations of salicylic acid were much higher and
a 90% removal of this metabolite was shown from the data. Neither compound was de-
tected in drinking water. Further investigations for drugs in water were suggested.
*Water pollution sources, *Chemical analysis, *Analytical techniques, Pollutants,
Waste identification, Sewage effluents, Potable water, Gas chromatography, Mass
spectromecry, Waste water treatment
Drugs, Metabolites, Salicylic acid, 2-(4-chlorophenoxy)-2-methylpropanoic acid (CPIB)
E092
PLANT DATA ANALYSIS OF TEMPERATURE SIGNIFICANCE IN THE
ACTIVATED SLUDGE PROCESS,
Lin, K-C., and Heinke, G. W.
New Brunswick University,
Fredericton, Canada,
Department of Civil Engineering.
Journal Water Pollution Control Federation, Vol. 49, No. 2, p 286-295, February, 1977.
4 fig, 3 tab, 18 ref, 1 append.
Research was conducted to determine the importance of temperature in the activated
sludge process, to demonstrate the effect of temperature on activated sludge perform-
ance, and to evaluate the use of temperature data in the design and control of acti-
vated sludge. Data was gathered from plants in Chicago and Toronto. Results indicated
that temperature was second to raw waste water BODS and suspended solids concentrations
in explaining BOD5 and suspended solids removals. Analysis of 26-year plant data
proved the adverse effects of low temperature on activated sludge performance. The
effect of temperature on primary sedimentation alone has not been determined. A larger
aeration tank volume is needed with low temperatures. Reactor volume varies inversely
as the square root of reaction rate. Temperature drops may occur in process water in
primary and secondary settling tanks, but a maximum temperature can be found in aera-
tion tanks when hot compressed air is used. Raw waste water temperature should be
monitored continuously, as well as mixed liquor temperature. Temperature control would
increase BODS removal. The use of hot compressed air in diffused aeration is preferred
to mechanical surface aeration for maintaining high mixed liquor temperatures.
^Temperature, ^Activated sludge, Design criteria, Performance, Evaluation, Treatment
facilities, Biochemical oxygen demand, Suspended solids, Sedimentation, Aeration,
Waste water treatment, Monitoring
Chicago (IL), Toronto (Canada)
501
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E093
THE CHEMICAL CHARACTERISTICS OF THE CITY OF WINNIPEG
WASTE WATER, '
Carroll, W. D., and Lee, P. C.
Waterworks,
Waste and Disposal Division,
Winnipeg, Manitoba, Canada.
Chemistry in Canada, Vol. 29, No. 1, p 14-17, January, 1977. 3 fig, 8 tab.
The City of Winnipeg, Canada, uses a conventional sewage treatment plant, a pure oxygen
activated sludge plant, and conventional stabilization ponds to provide secondary
treatment of waste water. Industrial wastes are about 35% of the 55 mgd influent
volume at the conventional plant. The oxygen activated sludge plant has an inflow of
10 mgd, which is primarily domestic sewage. The lagoon system handles about 5 mgd of
domestic sewage in three primary cells. The city monitors treatment by characterizing
the levels and variations of organics, nutrients, and heavy metals loadings. Analyses
are made of suspended solids, grease, BOD, TOC, NH3, N03, TKN, total phosphorus, copper,
nickel, zinc, chromium, lead, and cadmium. TOC was used as a tool for predicting BOD
in raw waste water because it provides a close approximation of potentially oxidizable
carbonaceous content of samples. Nutrient levels of sewage with a significant indus-
trial component were about equal to that of raw waste water. Chromium, zinc, lead,
and nickel levels from industrial sources probably could be reduced to levels equal to
that of domestic sewage. About 50-85% of the metal content ended up in the sludge,
except for nickel which is removed at much lower rates. The metal content of effluents
was low when compared to drinking water criteria. These analyses provide some data
needed to assess the character and extent of contaminants, and the most cost-effective
approach to control them.
^Analysis, ^Monitoring, *Chemical properties, Sludge treatment, Sewage treatment,
Treatment facilities, Activated sludge, Oxygen, Oxidation lagoons, Heavy metals,
Organic matter, Nutrients, Biochemical oxygen demand, Domestic wastes, Industrial
wastes, Waste water treatment
Winnipeg (Canada)
E094
TRIALS ON THE OPERATION OF BIOLOGICAL FILTERS,
Pullen, K. G.
Water Pollution Control, Vol. 76, No. 1, p 75-85, 1977. 5 fig, 2 tab, 3 ref.
The operation of biological filters was studied to aid upgrading of treatment facili-
ties. Three full-scale trials and one pilot-scale trial were conducted. At small
and medium-sized works that pump crude sewage on-site, alternating double filtration
(ADF) should be used when the design capacity on single filtration of the facility
has been reached. Increased loadings can be handled with no increase in capital ex-
penditures. Plastic media can be utilized in situations where very large loadings
will be treated with single filtration systems. Partial replacement of conventional
media would be advantageous. When loadings are only two to three times greater than
normal, the plastic media may not perform any better than conventional filters.
Further investigation was suggested for balanced flow and loading methods. It is
possible that capital costs can be reduced by constructing smaller filter and primary
sedimentation tank capacities if increased revenue costs are acceptable for small to
medium treatment plants. Too much capital should not be invested in monolithic
structures if the 'throw-away' sewage treatment works stage is reached in less than
25 years.
*Analytical techniques, *Filtration, *Biological treatment, Treatment facilities,
Plastics, Capital costs, Waste water treatment, Pilot plants, Performance, Filters
Alternating double filtration (ADF), Balanced flow, Balanced loading
502
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E095
BIOLOGICAL REGENERATION OF AMMONIUM-SATURATED CLINOPTILOLITE.
I. INITIAL OBSERVATIONS,
Semmens, M. J., and Goodrich, R. R., Jr.
Exxon Research and Engineering Company,
Florham Park, New Jersey.
Environmental Science and Technology, Vol. 11, No. 3, p 255-259, March, 1977.
5 fig, 2 tab, 12 ref.
A study was initiated to determine whether nitrifying bacteria could regenerate clin-
optilolite and, if so, the degree of regeneration in different time periods with dif-
ferent bacterial concentrations. Known weights of ammonium saturated clinoptilolite
were contacted with various concentrations of nitrifying sludge of known activity.
Results indicated that regeneration was possible and that the process was very rapid.
The regeneration time depended upon the nitrifying capacities of the sludges. High
sludge concentrations produced as much as 80% regeneration in less than two hours of
contact time. Nitrification rates during regeneration were much slower than those of
free ammonium in solution. It was not clear whether the amount of available ammonium
limited the rate of nitrification. However, ammonium concentrations in solution were
in the range in which the nitrification rate was a function of ammonium concentration.
Increasing the salt concentration in solution may improve regeneration rates if the
free ammonium concentration in the solution is the controlling factor in the rate of
nitrification. Clinoptilolite must be used as an ion exchanger first, and biologically
regenerated, in the manner of chemical regeneration, if its exchange capacity and
ammonium ion selectivity are to be fully utilized. This would produce a nitrate brine
which can be denitrified in many ways, thereby representing an advantage in favor of
biological regeneration.
*Analytical techniques, *Zeolites, *Ion exchange, *Ammonium compounds, *Biological
treatment, Sewage effluents, Sludge treatment, Nitrification, Salts, Chemical
treatment, Brines, Waste water treatment, Bacteria
Clinoptilolite regeneration
E096
BIOLOGICAL REGENERATION OF AMMONIUM-SATURATED CLINOPTILOLITE.
II. MECHANISM OF REGENERATION AND INFLUENCE OF SALT CONCENTRATION,
Semmens, M. J., Wang, J. T., and Booth, A. C.
Exxon Research and Engineering Company,
Florham Park, New Jersey.
Environmental Science and Technology, Vol. 11, No. 3, p 260-265, March, 1977.
8 fig, 1 tab, 20 ref.
The influence of salt concentrations on clinoptilolite regeneration, and the mechanism
thereof, were investigated. Previous studies suggested, and this one confirms, that
the solution concentration of ammonium controls nitrification rates and that this is
controlled by the amount of ammonium displaced by ion exchange. Increasing ion exchange
rates by decreasing clinoptilolite particle size and increasing solution salt concen-
trations increased the rate of regeneration. Nitrifying bacteria were significantly
inhibited by salt concentrations higher than 0.6 M and, at one M salt concentration, no
nitrification was observed. Salt also stimulated nitrifying bacteria in low concen-
trations of 0-0.4 M. It was found that salt could produce higher regeneration levels.
About 99% regeneration was achieved in less than 3 hours when 400 meq/liter of sodium
chloride were added to the regeneration factor. It was concluded that nitrification
in concentrated salt solutions was a prerequisite to economical operation in a bio-
logical regeneration process. This produces little excess brine for disposal. Satis-
factory regeneration may be attained by using a salt brine for ammonium extraction
and biologically restoring the brine for reuse.
*Analytical techniques, *Zeolites, *Nitrification, *Ion exchange, *Ammonium compounds,
*Salts, inhibition, Performance, Sodium chloride, Biological treatment, Bacteria,
Economics, Brines, Waste water treatment, Brine disposal
Clinoptilolite regeneration, Nitrifying bacteria
503
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E097
THE EFFECT OF TIME DELAY AND GROWTH RATE INHIBITION IN THE
BACTERIAL TREATMENT OF WASTE WATER,
Bush, A. W., and Cook, A. E.
Teesside Polytechnic,
Cleveland, England,
Department of Mathematics and Statistics.
Journal of Theoretical Biology, Vol. 63, No. 2, p 385-395, 1976. 8 ref.
Investigations were conducted of the Monod and similar models Incorporating inhibitory
effects of huge nutrient concentrations on bacterial growth rates. The behavior of
continuous culture systems, with and without time delay, were studied. Biological
waste water treatment is an example of a system subject to failure from shock loading
resulting from the inhibitory effect. Equations were presented to determine the re-
lationship of microorganism concentrations to substrate concentrations and to deter-
mine the inhibitory effects of high substrate concentrations. Parameters of system
operation failures such as shock overloading and underloading were also developed.
*Model studies, inhibition, *Mathematical models, *Analysis, *Growth rates, *Bacteria,
*Nutrients, Biological treatment, Waste water treatment, Microorganisms
Monod model, Substrate concentrations
E098
RELATIONSHIP BETWEEN BOD5 AND FATS, OILS AND GREASE,
Schaeffer, D. J., Park, J. B., and Stock, T.
Illinois Environmental Protection Agency,
Springfield, Illinois.
Water and Sewage Works, Vol. 124, No. 3, p 82-83, March, 1977. 3 tab, 8 ref.
Fats, oils, and grease (FOG) have been investigated in Illinois effluent discharges
for the purpose of setting regulations. These substances may cause clogging of sewer
systems, creating maintenance problems, and they may impede treatment processes. In
addition, they may cause sheens, surface and sediment deposits, and produce long term
BOD which depletes dissolved oxygen in streams. It was hoped that a linear relation-
ship could be established between FOG and BODS. Parameters of the defining line were
used to calculate the expected BOD5/FOG ratio to obtain FOG limits so that BODS would
be the limiting factor for readily degraded wastes. FOG limits would be reached first
for slowly oxidizing wastes or those which oxidize at extreme receiving stream condi-
tions. Data resulting from investigations revealed the existence of significant re-
lations for the parameters. The amount of BODS attributable to FOG could not be in-
ferred from the results, but BODS did increase linearly with FOG values. There was
appreciable scatter about the regression line. There was no difference between regres-
sion lines for industrial and sewage treatment plant effluents. It was concluded that
neither BODS nor FOG would be sufficient as a single parameter. A dual standard,
using BODS limits for degradable FOG and FOG concentrations for poorly oxidizable
wastes, x^as suggested.
^Analysis, *Monitoring, *0il wastes, *Lipids, *Biochemical oxygen demand, Regulation,
Water quality standards, Sewage effluents, Industrial wastes, Domestic wastes,
Dissolved oxygen, Mathematical models, Model studies, Treatment facilities, Waste
water treatment, Sewers, Maintenance
Grease, Illinois
504
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E099
EFFECTS OF POLYELECTROLYTES AND CLAY COLLOIDS ON CARBON
ADSORPTION,
Huang, J-C., and Garrett, J. T.
Water and Sewage Works, Vol. 124, No. 3, p 64-67, March, 1977. 8 fig, 1 tab, 5 ref.
A study was conducted to Investigate the effects of polyelectrolyte molecules and/or
colloidal particles in waste water on the porous structure of activated carbon. How
various types of activated carbon would be affected if blockage occurs which reduces
activated carbon effectiveness was also investigated. Cationic, anionic and non-
ionic polyelectrolyte were used and illite, montmorillonite, and kaolinite clays were
employed. Phenol was used as the adsorbate. Activated carbons tested were coal-based,
petroleum-based, wood-based, and lignite-based. Results indicated that almost no in-
hibition of carbon adsorption was caused by the colloidal materials or the polyelectro-
lytes used. The lack of inhibition by the polyelectrolytes studied was attributed to
the lack of activated carbon affinity for them. Failure of the clays to create any
inhibition was considered to be due to a lack of affinity between carbon and clay
particles and to the fact that clay particles were too large to effectively block any
capillary pores.
*Analytical techniques, *Activated carbon, *Polyelectrolytes, *Clays, Illite,
Kaolinite, Montmorillonite, Inhibition, Particle size, Phenols, Performance, Physical
properties, Chemical properties, Waste water treatment
E100
THE ACTIVATED SLUDGE PROCESS WITHOUT PRELIMINARY PURIFICATION.
RESULTS OF PILOT EXPERIMENTS IN THE PURIFICATION PLANT KARLSRUHE
(Das Belebungsverfahren ohne Vorreinigung. Ergebnisse der Versuche
im halbtechnischen Massstab im Klaerwerk Karlsruhe),
Mueller, L.
Gas-und Was serfach-Wasser/Abwasser, Vol. 118, No. 1, p 15-23, 1977. 10 fig, 1 tab,
9 ref.
The activated sludge process was studied in pilot experiments with waste water consist-
ing of 45% municipal and 55% industrial waste water at the Karlsruhe waste water treat-
ment plant. The waste water was admitted to the single-stage aeration tank without
preliminary purification after the sand trap. Compared with activated sludge from the
conventional process with preliminary purification, the sludge from the one-stage
process had markedly improved settling properties. The sludge volume index was 51-80
mg/liter, compared with 100 mg/liter in the case of preliminary purification. The
adaptation time was about half of that required in the two-stage process, which may be
due to the rapid activation of bacterial colonies which would be removed during the
preliminary purification. The solids content of the return sludge was surprisingly
high compared with that in the two-stage process. Good purification efficiency was
achieved even with high sludge loads (93.1-96.5% with an initial load of 0.19-1.27 kg
BOD5/kg dry matter/day).
*Analytical techniques, *Activated sludge, *Waste water treatment, Model studies,
Municipal wastes, Aeration, Bacteria
Sludge volume index, Settling properties
505
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E101
EASIER IDENTIFICATION WITH MPN PROCEDURE,
Dornfest, A., Howard, C., and Williams, V.
Nampa Waste Water Treatment Plant,
Nampa, Idaho.
Deeds and Data, p 4, November, 1976. 2 tab, 2 ref.
The Nampa Waste Water Treatment Plant laboratory has used the MPN technique for deter-
mining fecal coliform bacteria in chlorinated secondary effluent since 1975. Problems
were encountered in classifying tubes as postive or negative following the incubation
period on occasions when few bubbles are present. The use of indicators to establish
more definite tube results was investigated because fecal coliform bacteria produce
acid in addition to gas when fermented in lactose. Brom cresol purple/1 EC (0.0125
grams) was added to tubes sterilized by autoclaving for 15 minutes at 121 C and dupli-
cate inoculations from positive lauryl tryptose tubes were transferred to regular EC
and the indicating EC. Thirty-four samples were run on dilutions of 0.01 mil to 1.0
milliliter/tube. At the end of incubation, there were 25 negative and 9 positive sam-
ples. Identical results were obtained in EC and indicating EC in all cases. Positive
results changed the indicating EC from a dark purple to a yellowish green. Borderline
positives changed to lavender, providing an observable determinant in addition to gas
production. Small amounts of brom cresol purple indicator produced easily readable
positive and borderline positive results. Tests were also conducted with EC indicators
and lauryl tryptose presumptive fecal coliform tubes. These used duplicate series of
nine tubes using 1.0 milliliters, 0.1 milliliters and 0.01 milliliters of sample. Re-
sults of five consecutive days showed identical numbers of fecal coliforms determined
with or without brom cresol purple indicator. Interference was not caused by adding
brom cresol purple to lauryl tryptose broth for more easily readable test results.
*Analytical techniques, *Water quality control, *Bioindicators, Analysis, Coliforms,
E. Coli, Bacteria, Color, Laboratory tests, Waste water treatment, Chemical reactions
Brom cresol purple, Lauryl tryptose
E102
ISRAEL'S USE OF NONIONIC SURFACTANTS,
Narkis, N., and Henefeld-Furie, S.
Environmental Engineering Laboratories,
Technion, Israel Institute of Technology,
Technion City, Haifa, Israel.
Water and Sewage Works, Vol. 124, No. 3, p 69-71, March, 1977. 3 tab, 22 ref.
The use of nonionic surfactants in Israel was discussed. About 2,300 tons of these
materials are used annually in Israel. They are predominantly nonyl phenol and di-nonyl
phenol ethoxylates and are poorly degradable during waste water treatment. Ten to
thirty percent removals are usual. Important properties of these surface active agents
are that they are neutral, harmless to the skin, stable and effective in high concen-
trations of salts, suitable to high and low temperature applications, and are not af-
fected by hardness or extreme pH levels. Their use as cleaners in households, and in
textile, paper-making, metal, and pesticide industries has increased their presence in
waste water. Detection of synthetic surfactants in water and waste water is based on
the reaction of methylene blue with the anionic part of the molecule forming chloro-
form soluble salts. Conventional techniques cannot determine the presence of nonionic
surfactants. They cause serious foaming problems and Interfere with sewage treatment,
as well as being toxic to fish. Research should be conducted to find effective means
for their removal from waste water and sewage treatment effluents.
*Surfactants, *Foaming, *Water pollution sources, Detergents, Domestic wastes,
Industrial wastes, Pulp and paper industry, Textiles, Pesticides, Chemical properties,
Physical properties, Waste water treatment, Toxicity, Water pollution control
Nonionic surfactants, Israel
506
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E103
A STUDY ON THE STRENGTH OF SEWAGE,
Stones, T.
Effluent and Water Treatment Journal, Vol. 17, No. 2, p 90-91, February, 1977.
3 tab, 11 ref.
The strength, or oxidizable matter concentration of sewage was characterized on the
basis of its oxygen demand. This oxidizable matter is composed chiefly of carbonaceous
and nitrogenous compounds. The absolute strength of sewage was defined as the dis-
solved oxygen needed for complete biochemical oxidation of the organic matter. Com-
plete oxidation occurs in two stages: oxidation of carbonaceous matter and of nitrog-
enous matter. The lengthy time needed for this process required that other criteria
be adopted to make the strength determinations. Carbonaceous oxygen demand can be
determined by the dichromate value (DV) or COD by measuring oxygen consumption from
silver catalyzed dichromate. This varies with the nature of the sewage. Nitrogenous
oxygen demand can be calculated from the unoxidized nitrogen present according to a
stoicheometric relationship. A formula was given for the determination of total,
carbonaceous, and nitrogenous oxygen demand.
*Sewage, *Physical properties, *Chemical properties, Oxygen demand, Oxidation,
Biochemical oxygen demand, Chemical oxygen demand, Industrial wastes, Domestic wastes,
Chemical reactions, Analysis
E104
FACTORS AFFECTING NITRIFICATION,
Hockenbury, M. R., Daigger, G. T., and
Grady, C. P. L., Jr.
Engineering-Science, Incorporated,
Atlanta, Georgia.
Journal of the Environmental Engineering Division-ASCE, Vol. 103, No. EE1, p 9-19,
February, 1977. 1 fig, 3 tab, 13 ref.
Laboratory studies were conducted to investigate factors which affect nitrification.
These included the effect of heterotrophic bacteria and organic compounds on nitrifying
bacteria, and the possible adverse effects created by material released in waste water
during treatment in a plug flow activated sludge aeration basin. Results indicated
no effects by actively metabolizing heterotrophic bacteria upon nitrate production by
autotrophic nitrifiers. Domestic sewage did not affect nitrate production by nitrify-
ing bacteria when inhibitory industrial wastes were absent. No adverse effects from
treatment in plug flow activated sludge aeration basins were found when suitable pH
and dissolved oxygen levels were maintained for autotrophic nitrifiers. Heterotrophic
bacteria released growth factors which slightly stimulated autotrophic nitrifier acti-
vity. Many inhibitory compounds in tested sewage were apparently degraded within the
first half-hour of activated sludge treatment.
^Nitrification, *Bacteria, ^Organic matter, Activated sludge, Domestic wastes,
Industrial wastes, Dissolved oxygen, Growth rates, Aeration, Hydrogen ion concentra-
tion, Waste water treatment
507
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E105
MECHANISMS AND KINETIC PARAMETERS IN GRANULAR MEDIA
FILTRATION,
Kavanaugh, M. C.
Dissertation Abstracts International B, Vol. 37, No. 9, p 4630, March, 1977.
Investigations were conducted to develop a process analysis methodology for particle
collection in deep-bed granular media filters for optimum filter process design with
minimum pilot plant experiments. Experiments indicated that straining was of small
contribution to particle removal for stabilized and destabilized particles if the
particle size/medium size ratio was less than .004, and the particle number flux was
less than 100,000,000/sq cm/sec. Attachment was thought to be the rate limiting step
under all experimental conditions. The three model parameters for a given layer of
medium were the amount of solids deposited prior to the onset of effluent quality
deterioration, the maximum depth-averaged single collector efficiency, and the first
order proportionately constant relating head loss to specific deposit. The method was
found to permit estimation of optimum process design, if the parametric dependence of
the model parameters is known.
*Kinetics, *Filtration, Model studies, Design criteria, Pilot plants, Separation,
Suspended solids, Performance, Waste water treatment, Analytical techniques, Filters
Granular media filters, Multi-media filters, Upflow filters
E106
STUDIES ON ADSORPTION WITH ACTIVATED CARBON,
Tebbutt, T. H. Y., and Bahiah, S. J.
University of Birmingham,
Birmingham, England,
Department of Civil Engineering.
Effluent and Water Treatment Journal, Vol. 17, No. 3, p 123-127, March, 1977.
7 fig, 1 tab, 5 ref.
Adsorption studies using activated carbon were conducted to gather information on
low organic concentrations in treated waste water and polluted raw waters. Factors
involved in adsorption are surface tension, capillary condensation, chemical adsorp-
tion, and physical adsorption. Test results revealed that fatty acids and lipids were
adsorbed more efficiently on activated carbon than carbohydrates. Amino acids were
adsorbed to an even lower degree. There is a predictable increase in adsorbability
with the increase in the molecular weight of a compound class. There is also a trend
towards increased adsorbability with decreased solubility for a given compound class.
Designing an efficient adsorption facility rests on a knowledge of water and waste
water chemical composition, and on the use of parameters such as TOC or COD. Adsorp-
tion may not always be a suitable removal process since the adsorption behavior of
organic compounds varies considerably.
*Adsorption, ^Activated carbon, Analysis, Chemical oxygen demand, Chemical properties,
Physical properties, Separation techniques, Water purification, Toxicity, Carbon,
Waste water treatment
508
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E107
ANALYSIS OF ACTIVATED SLUDGE PROCESS PERFORMANCE,
Hovey, W. H.
Dissertation Abstracts International B, Vol. 37, No. 9, p 4630, March, 1977.
A study was conducted to collect and analyze daily data on the performance of activated
sludge plants. Linear and multiple regression techniques were used to evaluate ef-
fluent quality, effluent quality variation, and effluent quality as a function of
flow rate and design flow rate. The predictable variation of effluent quality, when
measured by BOD and suspended solids concentrations, can allow the prediction of
process performance variations and the development of discharge requirements which
are realistically attainable. There were no indications of any effect of process
size on process performance, suggesting no real benefit from larger regional facili-
ties insofar as stream water quality control is concerned. The net effect of larger
facilities having larger flow rates may even be negative on receiving streams.
^Activated sludge, ^Performance, ^Treatment facilities, Municipal wastes, Biological
properties, Physical properties, Model studies, Economics, Evaluation, Flow, Sewage
effluents, Biochemical oxygen demand, Water quality control, Waste water treatment
E108
BACTERIAL POPULATIONS AND END PRODUCTS DURING ANAEROBIC SLUDGE
FERMENTATION OF GLUCOSE,
Chynoweth, D. P., and Mah, R. A.
Michigan University,
Ann Arbor,
Department of Environmental and
Industrial Health.
Journal Water Pollution Control Federation, Vol. 49, No. 3, p 405-412, March, 1977.
4 fig, 4 tab, 12 ref.
A study was performed to investigate changes in bacterial populations during anaerobic
sludge fermentation of glucose to evaluate that substrate. No response was evident
for 8 to 10 hours after the addition of glucose to unenriched digesting sludge. At
that point, there was a sudden and rapid increase in gas production and accumulation
of acetate, propionate, and ethanol. This resulted from a sudden selective growth of
euryoxic bacteria. Isolates from the enriched sludge were characterized as the
Escherichia genus and Providence group, and produced fermentation products identical
to those in enriched sludge in high concentrations. These activities and growths
indicate the imbalance which occurs when substrates added to anaerobic digesters are
changed. Continued bacterial population Imbalance in fermentation could lead to the
accumulation of toxic products and the end of decomposition. Data indicated that
digester sludge acclimatization to pure substrates causes a great change in the natural
bacterial populations.
*Bacteria, *Fermentation, ^Anaerobic conditions, ''Carbohydrates, Nutrients,
Sludge digestion, Waste water treatment, Gases, Metabolism, Microorganisms
Glucose
509
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E109
CLAY ADSORPTION TREATMENT OF NON-IONIC SURFACTANTS IN
WASTE WATER,
Carberry, J. G., Twardcvski, C. J., and Eberhart, D. K.
Delaware University,
Newark,
Department of Civil Engineering.
Journal Water Pollution Control Federation, Vol. 49, No. 3, p 452-459, March, 1977.
11 fig, 4 tab, 11 ref.
Non-ionic surfactant adsorption studies were conducted using clays. Bentonite clays
were found to adsorb 10 to 20 times better than activated carbon on a weight basis of
surfactant removed per weight of adsorbent. Three clays which were able to remove
non-ionics from waste water were Mineral Colloid 103, Accofloc 352, and Bentolite L.
Mineral Colloid 103 had the best adsorptive capacity. Higher interaction energies
were found for liquid non-ionic surfactants than those predicted for gases. Micelle
formation and deposition might account for such large interactions with adsorptive
surfaces. Accofloc 352 had the lowest interaction energy and might be the easiest to
regenerate. A decrease in adsorptive capacity was found In continuous flow studies
as compared to de terrain j-tions from batch isotherm studies. This was partially due to
increased bed particle size to allow gravity flow through the column. Mineral Colloid
103 had the largest adsorptive capacity in continuous flow studies. No studies of
regeneration of clay surfaces, or economic comparisons of batch treatment or gravity
flow through fixed columns were attempted.
^Adsorption, Delays, ^Surfactants, Separation techniques, Physical properties,
Chemical properties, Analysis, Waste water treatment, Evaluation, Particle size
E110
HIGH SPEED LIQUID CKROMATOGKAPHIC ANALYSIS OF COBALAMIN PRODUCTIVITY
AND DISTRIBUTION IN ACTIVATED SEWAGE SLUDGE TREATMENT,
Beck, R. A.
Dissertation Abstracts International B, Vol. 37, No. 9, p 4435, March, 1977.
A high speed liquid chromatographic technique was developed for the determination of
1-10 rnicrograms of total extractable cobalamins from activated sludge. Cobalamins are
extracted by benzyl alcohol; spectrophotometrically interfering substances are removed
by combined gel filtration and chromatography; trace extracts are concentrated by
lyophilization; and total extractable cobalamins are quantified by high speed liquid
chromatography. The annual productivity of cobalamins was found to average 1.87-27.08
micrograms/gram of dry sludge weight. Increases of this substance paralled increased
environmental temperatures and diminished dissolved oxygen levels. Cobalamin levels
were found to be 9.75 micrograms/gram in secondary stage activated sludge, 3.79 micro-
grams/gram in primary sludge and 4.75 micrograms/gram in tertiary sludge.
*Chromatography, *Activated sludge, Analysis, Filtration, Separation techniques,
Analytical techniques, Sludge treatment, Waste water treatment, Chemical analysis
Cobalamins, Benzyl alcohol extraction
510
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Bill
FINE SCREENING OF RAW SEWAGE,
McVie, A.
The Public Health Engineer, Vol. 5, No. 2, p 38-42, March, 1977. 4 fig, 5 tab, 9 ref.
Fine screens, or strainers, were defined as those having multiple individual openings
less than 10 millimeters in either face dimension. Bar screens in any form are not
covered by this definition. Tests were conducted when fine mesh rotating cup screens
failed to meet their hydraulic specifications because of mesh blinding. It was possible
to define the strainer's effective open area by using the fabric geometry and Boucher's
Law to compute the effective hydraulic capacity. Water temperature played a significant
role in the calculation. For each perforation size, there is a head which cannot be
exceeded without incurring malfunction and felting. This depends upon the sewage fil-
terability index and the breakthrough point. Because sewage is expected to have a
fairly constant general range for the filterability index, and thus consistent strain-
ing characteristics, strainer rotation speed should be varied for extreme cases. It
was impossible to test for the filterability index with sewage under laboratory con-
ditions. The results of this investigation led to an increased screen capacity of
250% and the cessation of felting. The general approach used here may be applied to
all types of fabric including fixed bar screens. However, the Boucher hydraulic solu-
tion is limited to conditions of streamline or near streamline flow.
*Fine aggregates, *Screens, *Analysis, Testing, Filtration, Equipment, Sewage
treatment, Water quality standards, Solid wastes, Sludge treatment, Design criteria,
On-site testing, Hydraulics, Waste water treatment
Fine screening
E112
RATIONAL DESIGN OF AEROBIC DIGESTION SYSTEMS,
Rich, L. G.
Water and Sewage Works, Vol. 124, No. 4, p 94-95, April, 1977. 1 fig, 1 tab, 2 ref.
Equations were presented for various aspects of the design of aerobic digestion systems.
The process is used to stabilize organic solids for discharge to the environment by
converting the biodegradable-solids fraction to carbon dioxide, ammonia, and water.
Operation may be carried out in three modes: batch, semi-continuous, and continuous.
In the first, solids are aerated for the entire stabilization period, aeration is
ended, and supernatant and settled solids are discharged. Aeration is discontinued
more frequently in the second method, permitting solids settling, partial solids with-
drawal, and the addition of new solids. The third mode is carried out in a single or
multi-stage form. The addition of a clarifier-thickener after digestion is not gen-
erally feasible with the continuous-flow, multi-stage system. Hydraulic retention time
should be based on average air temperatures for the coldest month. Diffused-air aera-
tion systems contribute to temperature stability. The equations provide means for de-
termining the relationship of specific oxygen uptake rate, temperature, biodegradable-
to-nonblodegradable volatile suspended solids ratio in the initial suspension, and the
mean solids age. These are useful for a fundamental and predictable specification of
the degree of stabilization.
*Aerobic treatment, *Design criteria, Suspended solids, Biodegradation, Microorganisms,
Biological treatment, Oxygen demand, Sludge digestion, Solid wastes, Temperature,
Activated sludge, Waste water treatment, Analysis
511
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E113
DETERMINATION OF BOD AFTER FREEZING WATER SAMPLES
(Bestimmung des BSB nach Einfrierung der Wasserproben),
Wachs, B.
Munchner Beitrage zur Abwasser-, Fischerei- und Flussbiologie, Vol. 27, p 179-204,
1977. 12 fig, 9 tab, 28 ref.
The effect of freezing and storing waste water samples on their biochemical and chemical
parameters was studied. Waste water samples that cannot be analyzed on the site should
be stored deep-frozen at -40 to -70 C. Since a high percentage of the bacteria are
irreversibly damaged by deep-freezing, samples thawed after such storage should be in-
oculated with mechanically or biologically purified municipal waste water before BOD
measurement. As freezing results in the flocculation of additional organic substance
that remains in the sample, it is necessary to eliminate the settling substances before
freezing. With a BODS range of 10-50 mg/liter, storage at -20 to -30 C can result in
BODS losses of up to 20% compared with those of a fresh sample. The loss does not exceed
10% in a BODS range of 50-2,000 mg/liter. The BODS, COD and TOC values measured in samples
with BOD5 over 2,000 mg/Uter, and stored at the above temperature, may be higher than
those measured in fresh samples. The chemical and bacteriological parameters decrease pro-
gressively with storage time in the frozen state, especially in samples with low organic
matter content, and in samples frozen and stored at relatively high subzero temperatures.
'"Analytical techniques, *Freezing, *Biochemical oxygen demand, Bacteria, Flocculation,
Temperature, Chemical oxygen demand, Organic matter, Carbon, Waste water treatment,
Chemical properties
E114
PREDICTING PERFORMANCE OF PIPE CULVERTS BURIED IN SOIL,
Roy, M. B.
Dissertation Abstracts International B, Vol. 37, No. 8, p 4082-4083, February, 1977.
A simulation model based on the finite element method was developed to analyze the
performance of culverts buried in soils. A computer program included curved bar seg-
ments with normal, tangential, and rotational degrees of freedom; triangular, isopara-
metric elements with a curved boundary to fit the pipe shape; three midside nodes which
represented soil; and an "interaction" element to simulate interface between pipe and
soil. Non-linear, anisotropic soil properties were included. Construction sequences
can be simulated and "no-tension" analysis can be included. The system can be applied
to questions of the influence of non-linear soil properties, relative stiffness of pipe
and soil, the use of weak materials near the spring line, and construction procedures.
Time-dependent soil properties, temporary soil compaction loads, and pipe cracking or
yielding were not considered. Only two-dimensional problems transverse to the pipe can
be analyzed. The analysis of circular corrugated metal pipe in granular soil showed
that the maximum circumferential thrust in pipe depends, primarily, on the pipe diameter
and height of the fill, and that it is necessary to determine the non-linear soil proper-
ties' effects on culvert performance. Neither construction sequence nor slip at soil-
pipe interface were significant when the fill was loaded symmetrically. It was also
found that Marston-Spangler soil modulus E? could not be used as a soil parameter for
rational predictions of culvert performance.
''Analytical techniques, ^Performance, ^Piping, ^Culverts, Soil physical properties,
Model studies, Construction materials, Soil types, Computer models, Loads (forces)
512
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K115
AN ESTIMATION OF THE EFFICIENCY OF A WASTE WATER TREATMENT PLANT,
AS MEASURED BY SEVERAL PARAMETERS INCLUDING LIPID BIODEGRADATION
(Essai d'evaluation de 1'efficacite d'une station d'epuratlon a
1'aide de plusieurs parametres dont la biodegradation des lipides),
Chambon, P., Pierson, M., Pattee, E., Vial, J., and
Chambon-Mougenot, R.
Toxicology Laboratory,
Faculty of Pharmacy,
Lyon, France.
La Tribune du Cebedeau, Vol. 30, No. 398, p 2-7, January, 1977. 2 fig, 2 tab, 7 ref.
Lipids, BOD, COD, detergents, and CH2 content in inflow and outflow were used to esti-
mate the waste water treatment efficiency of a biological discs system. C12 and CIS
were dominant compounds revealed by the analysis of the lipidic fraction. These com-
pounds were eliminated to a considerable extent. It was found that the biodegradability
of a chemical class is best appreciated when specific parameters are chosen. The time
of sampling is more important at the inflow than at the outflow of a plant because
mean values are always recorded at the outflow.
*Treatment facilities, *Evaluation, *Performance, *Biological treatment, *Lipids,
Analysis, Biochemical oxygen demand, Chemical oxygen demand, Detergents, Biodegradation,
Waste water treatment
E116
IMPROVED METHOD FOR THE DETERMINATION OF ETHYLENEDIAMINETETRAACETIC
ACID IN AQUEOUS ENVIRONMENTAL SAMPLES BY GAS-LIQUID CHROMATOGRAPHY,
Gardiner, J.
Water Research Centre,
Stevenage Laboratory,
Stevenage, Hertfordshire, England.
The Analyst, Vol. 102, No. 1211, p 120-123, February, 1977. 1 fig, 2 tab, 3 ref.
The determination of ethylenediaminetetraacetic acid (EDTA) in sewage, sewage effluents,
and rivers is important because EDTA might lower the effect of adsorption and precipita-
tion reactions in removing trace metal contaminants. Colorimetric and complexometric
analytical methods were unsuccessful; gas-liquid chromatography determinations presented
problems. A method was proposed using 1,6-hexanediaminetetraacetic acid (HDTA) as an
internal standard. The sample is filtered and the filtrate is extracted with chloro-
form; it is then acidified with formic acid and the HDTA is added. After evaporation,
but before precipitation, the filtrate is rinsed and further evaporated under a stream
of nitrogen and in an oven. The tube is drawn In the middle in a gas-oxygen flame, and
an esterifying solution is added. The tube is sealed, placed in boiling water, and
cooled. After this, the tube is opened, and the contents are rinsed in chloroform and
centrifuged in a tube containing a phosphate buffer solution. After separation, the
chloroform layer is transferred to a small sample tube and evaporated in the solvent
under a nitrogen stream. The residue is dissolved in acetone and injected on to the
gas-liquid chromatographic column. The mean recovery for this method is 98.6% with a
13.1% standard deviation.
*Analytical techniques, *Chromatography, *Chemical reactions, Pollutant identification,
Liquid wastes, Sewage treatment, Waste water treatment, Laboratory tests, Analysis,
Water purification
513
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E117
RAPID AGAR POUR-PLATE TECHNIQUE FOR DETECTION AND ENUMERATION
OF FAECAL COLIFORMS IN SEWAGE,
Phirke, P. M.
National Environmental Engineering Research Institute,
Nagpur, India.
Indian Journal of Environmental Health, Vol. 18, No. 3, p 183-190, July, 1976.
4 tab, 16 ref.
The rapid agar pour-plate technique was developed to estimate coliform populations in
sewage. The technique involved the homogenization of sewage samples which were then
mixed with a. sterile saline solution. Appropriate dilutions were placed in separate
sterile petri dishes. Rapid agar, melted and cooled to 50-55 C, was added to the petri
dishes and thorough mixing followed. Incubation at 41.5 C t 0.5 C in a water-jacketed
air incubator for 7 to 8 hours followed solidification of the medium. After incubation,
the yellow or orange coliform colonies were counted with a Qubec colony counter. Neces-
sary computations were then made to adjust the results for tabulation. The technique
was found to be quite sensitive and reliable. Results were consistent and reproducible
with a 12.63% to 12.93% coefficient of variation. A specificity for fecal coliforms
was a prime characteristic of this technique and comparisons with the MPN procedure re-
vealed no significant differences. This method has the advantage of yielding absolute
numbers as test results.
^Analytical techniques, *Pollutant identification, *Coliforms, Pollutants, Sewage
treatment, Waste water treatment, Analysis, Bacteria, Sewage effluents, Water pollution
control
Most-probable-number (MPN), Rapid agar pour-plate method
El 18
ENTEROVIRUS TYPES IN ISRAEL SEWAGE,
Fattal, B., andNishmi, M.
Hebrew University,
Jerusalem, Israel,
Hadassah Medical School.
Water Research, Vol. 11, No. 4, p 393-396, 1977. 1 fig, 2 tab, 16 ref.
Picked virus and neutralization test methods were described for the isolation and iden-
tification of enteroviruses in the sewage of various Israeli communities. Grab and
gauze pad methods were used to collect the sewage samples. The first method resulted
in the finding of 489 isolates. These included 74% polioviruses; 10% Coxsackie Type B,
Coxsackie A9 or Echo 9; and 16% Echo and other strains of enteroviruses. Fifty-two
samples were tested for polio and non-polio viruses with the neutralization method.
An average of 37% were found to be polioviruses. These percentages were higher than
those obtained with other test methods. Regular virus monitoring of sewage would give
a qualitative view of the enteroviruses in sewage and of the prevalence of enteroviral
diseases of the population.
*Viruses, ^Pollutant identification, *Analytical techniques, Public health, Diseases,
Microorganisms, Analysis, Microbiology, Water pollution sources, Waste water treatment,
Sewers
Israel
514
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E119
NITRIFICATION AND HEAVY METAL REMOVAL IN THE ACTIVATED
SLUDGE TREATMENT PROCESS,
Richards, P. A.
Dissertation Abstracts International B, Vol. 37, No. 8, p 4082, February, 1977.
The relationship between nitrification and heavy metal removal was investigated in the
activated sludge treatment process. Chromium was studied at 0.1-10.0 milligrams/liter,
and silver was studied at 0.1-0.5 milligrams/liter in settled primary domestic sewage.
The analyses covered heavy metal concentration, pH, dissolved oxygen, temperature, sus-
pended solids, chemical oxygen demand, nitrogen species, and alkalinity. There were
indications that sludge wasting rates are directly related to heavy metal removal.
Nitrification indirectly affects the process because sludge wasting controls sludge age,
which controls nitrification. A theory on the mechanisms of heavy metal removal was
developed; sludge wasting was considered the key mechanism of this process.
*Nitriflcatlon, *Heavy metals, ^Activated sludge, *Separation, Sludge treatment,
Analysis, Sewage treatment, Dissolved oxygen, Temperature, Suspended solids, Chemical
oxygen demand, Nitrogen, Hydrogen ion concentration, Alkalinity, Waste water treatmen
E120
CONFIRMATION OF THE SINGLE-STEP MEMBRANE FILTRATION PROCEDURE
FOR ESTIMATING PSEUDOMONAS AERUGINOSA DENSITIES IN WATER,
Dutka, B. J., and Kwan, K. K.
Applied Research Division,
Canada Centre for Inland Waters,
Burlington, Ontario, Canada.
Applied and Environmental Microbiology, Vol. 33, No. 2, p 240-245, February, 1977.
1 fig, 6 tab, 18 ref.
Pseudomonas aeruginosa concentrations In water have become recognized as an indicator
of pollution and as a pathogen. Determination procedures have been developed including
membrane filtration and most-probable-number (MPN). Two membrane filter processes and
MPN were compared to determine their relative efficiencies in enumerating P. aeruginosa
from Canadian water and sewage samples. The Brodsky-Nixon MacConkey agar-membrane fil-
tration procedure was a 24-hour procedure using a commercially available medium. Density
estimates were based on the presence of fluorescence. It was found that large coliform
populations interfered with the development of P. aeruginosa colonies. The method was
judged unsuitable for application to natural and effluent waters. The other membrane
filter process employed proline and ethanol. Results indicated that the specificity
of membrane filter procedures confirmed 92-99% of the organisms as P. aeruginosa, while
MPN verification rates varied from 64 to 86%. For all but sewage samples, a 3-4 day
incubation period at 41.5 C provides the best data results with membrane filtration.
This procedure, with mPA or mPA medium B, is a simple and rapid technique which avoids
the extended procedures necessitated by the MPN technique.
*Analytical techniques, *Filtration, *Membranes, *Pseudomonas, Performance, Bacteria,
Coliforms, Separation techniques, Analysis, Waste water treatment
Brodsky-Nixon MacConkey agar-membrane filtration, Most-probable-number (MPN)
515
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E121
FACTORS AFFECTING THE DENITRIFICATION RATE IN TWO
WATER-SEDIMENT SYSTEMS,
van Kessel, J. F.
Agricultural University,
Wagenlngen, The Netherlands,
Laboratory of Microbiology.
Water Research, Vol. 11, No. 3, p 259-267, 1977. 9 fig, 4 tab, 32 ref.
Two water-sediment systems were studied to analyze denitrification rates, and to de-
termine the effects of temperature, dissolved oxygen, nitrate concentrations in the
water above the sediment, and the thickness of the sediment layer on these rates.
Sediment A was from the top 10 centimeters of a ditch containing effluent of an acti-
vated sludge aeration treatment facility using slurry from meat production calves.
Type B was from a similar layer of a ditch containing water drained from arable land.
Denitrification was slightly decreased when dissolved oxygen increased from 0 to 2
milligrams/liter in overlying water. Further increases in DO concentrations had no
further decreasing effect. Denitrification depended on nitrate concentrations in the
overlying water when these concentrations were low. It occurred more independently as
the nitrate concentrations increased. Denitrification began after an extended lag at
4 C. Denitrification, as well as nitrification, proceeded rapidly at 15 and 25 C.
With nitrate-nitrogen concentrations of 25.2 milligrams/liter, a 7 millimeter layer
of sediment A and a 14 millimeter layer of sediment B influenced denitrification.
Added means of nitrate transport into the sediments were expected to produce lower
denitrification rates in natural environments.
*Denitrification, Temperature, Dissolved oxygen, Sediments, Evaluation, Analysis,
Physical properties, Chemical properties, Activated sludge, Nitrogen, Nitrates
E122
POLLUTION INDICATOR BACTERIA ASSOCIATED WITH MUNICIPAL
RAW AND DRINKING WATER SUPPLIES,
Clark, J. A., and Pagel, J. E.
Laboratory Services Branch,
Ministry of the Environment,
Rexdale, Ontario, Canada.
Canadian Journal of Microbiology, Vol. 23, No. 4, p 465-470, April, 1977. 2 tab,
11 ref.
The membrane filter (MF) and presence-absence (P-A) methods were used to determine the
relative frequencies of the most commonly isolated pollution indicator bacteria associ-
ated with raw and drinking waters. A total of 3819 bacterial cultures were isolated in
samples from 55 Ontario municipalities. The cultures were 82% Enterobacteriaceae and
18% oxidase-positive organisms. The Enterobacteriaceae were 92% lactose fermenters;
59% of these were aerogenic at 35 C and 14% at 44.5 C. Seventy-six percent of the
oxidase-positive organisms were negative for lactose fermentation. About 1% of the
lactose-fermenting cultures were aerogenic and oxidase—positive at 35 C. Frequency dis-
tributions were similar for both raw and drinking water isolations, but Escherichia
doubled their frequency in raw water. Klebsiella organisms were preferentially cultured
from MF plates and Enterobacter were isolated about twice as frequently as other coli-
form genera studied. The MF technique would not detect non-lactose fermenting coliform
colonies, but this could be offset by the Aeromonas colonies. Coliform isolates would
be undetected by the MPN technique because at least 25% were either anaerogenic or
non-lactose fermenters.
*Pollutant identification, *Bioindicators, Potable water, Municipal water, Analysis,
Microorganisms, Analytical techniques, Public health, Membrane processes, Fermentation
Most probable number technique
516
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E123
THE EFFECT OF SURCHARGING ON DISCHARGE THROUGH A PIPE,
Colyer, P. J.
Hydraulics Research Station,
Wallingford, England.
Chartered Municipal Engineer, Vol. 104, No. 4, p 60-62, April, 1977. 3 fig, 4 ref.
A simple method was presented to determine the ratio of pipe discharge under surcharge
and pipe-full discharge unaffected by surcharge. This information is useful for the
design of drainage systems. Other applications include: determining whether an in-
adequate pipe should be replaced; assessing drainage system performance under rainfalls
higher than design capacity; taking advantage of higher discharge capacities under sur-
charge in situations with difficult constructional constraints; calculating the effect
on capacity of varying tailwater levels; and evaluating the comparative costs of de-
signing for surcharged or non-surcharged conditions. The Darcy equation for flow in
pipes was used as the basis of this analysis. The critical factor in increases or de-
creases of discharge through a surcharged pipe was the ratio of the hydraulic gradient
to the pipe slope.
*Pipelines, *Flow, *Analytical techniques, Hydraulic models, Hydraulic structures,
Performance, Evaluation, Hydraulic engineering, Drainage, Hydraulic design
E124
EVALUATION OF RECOVERY METHODS TO DETECT COLIFORMS IN WATER,
Bissonnette, G. K., Jezeski, J. J., McFeters, G. A., and
Stuart, D. G.
West Virginia University,
Morgantown,
Division of Plant Sciences.
Applied and Environmental Microbiology, Vol. 33, No. 3, p 590-595, March, 1977.
2 fig, 2 tab, 19 ref.
Coliform detection in water was evaluated by several recovery methods. Methods tested
were the pour plate, MPN, and membrane filtration methods. It was found that multiple-
tube fermentation techniques provided better recovery than plating or membrane filtra-
tion procedures. Membrane filtration processes produced the poorest results, especially
as periods of organism exposure to the stream environment increased. MPN techniques
produced the best recoveries. Fecal coliform recovery by membrane filtration was en-
hanced by a 2-hour enrichment on a rich, non-selective medium before exposure to selec-
tive media. E. coli recoveries from pure-culture suspensions and fecal coliform recov-
ery from raw sewage suspensions were significantly increased when compared to recoveries
by direct primary exposure to selective media. The enrichment period seems to produce
a non-toxic environment for gradual adjustment and repair of injured cells.
*Coliforms, *Pollutant identification, Analytical techniques, Bacteria, Sewage effluents,
Evaluation, Filtration, Membrane processes, Separation techniques, Waste water
treatment
517
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E125
STEROIDS AS SEWAGE SPECIFIC INDICATORS IN NEW YORK
BIGHT SEDIMENTS,
Hatcher, P. G., Kelster, L. E., and McGillivary, P. A.
NOAA,
Atlantic Oceanographlc and Meteorological Laboratories,
Miami, Florida.
Bulletin of Environmental Contamination and Toxicology, Vol. 17, No. 4, p 491-498,
April, 1977. 2 fig, 22 ref.
Steroids associated with human fecal matter were suggested as sewage pollution indica-
tors in marine sediments. Some of these, such as coprostanol, have not been detected
in unpolluted marine sediments and would be useful as indicators. An analysis of the
New York Bight sediment was conducted to evaluate this theory. Steroids were determined
in freeze-dried sediments and in sewage sludge. The major steroids found in two sedi-
ment samples, one taken from a near-shore site and the other from a sewage sludge dump-
site, were coprostanol, cholesterol, beta-sitosterol, and 24 beta-ethyl coprostanol.
Of these, cholesterol and beta-sitosterol were present in significant quantities.
These steroids are usually dominant in marine sediments, Coprostanol and 24 beta-ethyl
coprostanol in the bight sediment linked the major organic component of the muds to
sewage. Coprostanol concentrations in the two sediments were 4.8 and 5.2 ppm, which
indicated a similar level of sewage contamination. Thus the near-shore sample indicated
as much contamination as the sample from a basin heavily impacted by sewage. Analysis
of a New York City treatment plant's sludge revealed large amounts of coprostanol and
24 beta-ethyl coprostanol. This confirmed the results of the sediment analysis. It
was concluded that coprostanol or 24 beta-ethyl coprostanol could be used to identify
sediment sewage contamination on a horizontal or vertical sedimentary profile.
*Indicators, *Water pollution sources, *Sediments, *Analysis, Sludge disposal, Waste
disposal, Analytical techniques, Water quality, Pollutant identification, Human wastes
New York Bight, Steroids, Coprostanol, 24 Beta-ethyl coprostanol
E126
EFFECT OF SORBED ORGANICS ON THE EFFICIENCY OF AMMONIA
REMOVAL BY CHLORAMINE-CARBON SURFACE REACTIONS,
Scaramelli, A. B., and DiGiano, F. A.
Westvaco Research Center,
Charleston, South Carolina.
Journal Water Pollution Control Federation, Vol. 49, No. 4, p 693-705, April, 1977.
14 fig, 4 tab, 15 ref.
There are several limitations in existing physical-chemical methods for removing ammonia
from waste water. A process was developed to remove nitrogen which used chlorination
followed by activated carbon contact. The stoichiometry and kinetics of mono- and
dichloramine-carbon reactions were investigated to optimize the process design of this
removal method. The interaction of organic adsorption and chloramine-carbon reactions
was also studied. Chlorine and ammonia were mixed and the chloramine-containing solu-
tion was passed upward through a carbon column. The rate of the monochloramine-carbon
reaction was of the first order. The rate decreased with increased reactor operating
time up to 140 hours. Methylene blue and alum-clarified waste water reduced the mono-
chloramine rate constant to lower steady-state values. Alkylbenzenesulfonate produced
a lesser rate reduction. There was no reduction with dinitrophenol. Organics also
reduced the rate of nitrogen gas production. The presence of monochloramine in the
column influent reduced the organic adsorption capacity of the carbon. Both mono- and
dichloramine were converted to nitrogen gas by surface reactions. Dichloramine showed
a near 100% conversion to nitrogen gas. Decreases in conversion with continued opera-
tion suggested carbon surface poisoning due to surface oxide buildup. Pore diffusion
rather than surface reaction controlled the dichloramine conversion rate. Several
process alternatives were suggested for handling the problematic elements of this
methods
*Chemical reactions, *0rganic matter, ''Activated carbon, *Ammonia, Kinetics,
Separation techniques, Adsorption, Nitrogen, Organic compounds, Waste water treatment,
Design, Hydrogen ±o*\ concentration
518
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E127
COMPUTER APPLICATION IN WATER AND WASTE WATER MANAGEMENT:
A PANEL DISCUSSION,
Andrews, J. F., Radziul, J., Oilman, H. D,, Graeser, H. J.,
and Daniels, J. E.
Houston University,
Houston, Texas,
Department of Civil Engineering.
American Water Works Association Journal, Vol. 69, No. 5, p 246-255, May, 1977. 4 fig.
A panel discussion was conducted on the application of computers in water and waste
water management. The participants represented groups responsible for design engineer-
ing, installation, and computer use. Facilities in Philadelphia, Pennsylvania, and in
Dallas, Texas, were described as examples of the usefulness of computers. The justi-
fications for computer usage were the improvement of effluent water quality to meet
new standards, the facilitation of data collection and subsequent evaluation of treat-
ment processes, and cost savings. The use of automated pumping could produce a $14207
month savings in one Philadelphia district. Experience in Dallas suggested that de-
velopment of computer operations should be progressive, well-planned, and held within
reasonable expectations of performance. An operations system was suggested, as well
as an information system at the management level. Feasibility studies should be con-
ducted prior to the implementation of a computer program. In evaluating automated
systems, it should be noted that the cost of software is rising, while hardware costs
have been falling about 30% each year. Both remote and in-plant instrumentation are
considered necessary, and more reliable sensors must be developed.
*Water management, *Automatic control, *Computers, Design, Automation, Waste water
treatment, Personnel, Operations, Treatment facilities, Water quality control,
Economics
E128
CHEMICAL COMPOSITION OF SEWAGE SLUDGES AND ANALYSIS OF
THEIR POTENTIAL USE AS FERTILIZERS,
Sommers, L. E0
Purdue University,
West Lafayette, Indiana,
Department of Agronomy.
Journal of Environmental Quality, Vol. 6, No. 2, p 225-232, April-June, 1977.
7 fig, 6 tab, 26 ref.
A regional study was conducted to determine the fertilizer values of various sludges.
These values are based on sludge nitrogen, potassium, and phosphorus concentrations as
well as on trace metal content. Comparisons were based on common treatment processes
because of the variability in sources of treated effluent and treatment plants. Major
consideration was given to sludges treated by anaerobic and aerobic processes. The
study evaluated thirty chemical components of sludges. The median values of the com-
ponents were used to summarize the data. Total N, NH4, and metals were the prime para-
meters for land application rates, and the most variable. Organic carbon was 20-30%
of total carbon; 1-4% was identified as inorganic carbon. Anaerobic treatment produced
lower organic carbon. Total nitrogen varied 2-4%, with a significant amount identified
as NH4. Storage of anaerobic sludges may produce nitrates. Liquid sludges may contain
50-90% nitrogen in organic combinations. The sludge handling system affects the type
of inorganic nitrogen in sludge. Total phosphorus was about 1.2-3.0% with 10-30% of
this present as organic phosphorus. Sludge handling had no effect upon phosphorus
content. Nitrogen, phosphorus, and potassium concentrations were in a narrow range,
whereas that of lead, zinc, copper, nickel, and cadmium were extremely variable. It
was concluded that N, P, and K were present in the approximate ratio of 11:7.6:1.
About 1% of agricultural lands would be needed for sludge application at the rate of
100 kilograms of available nitrogen/hectare in most of the states evaluated. A know-
ledge of the chemical composition of individual sludges must be obtained before land
application.
*Sludges, *Fertilizers, *Chemical properties, Carbon, Nitrogen, Phosphorus,
Potassium, Metals, Sludge treatment, Waste disposal, Evaluation, Analysis
519
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E129
AERATION: PROPER SIZING IS CRITICAL,
Sherrard, J. H.
Virginia Polytechnic Institute and State University,
Blacksburg,
Department of Civil Engineering.
Water and Wastes Engineering, Vol. 14, No. 4, p 62, 66-67, 71, April, 1977. 4 fig,
4 tab, 6 ref.
The selection of low speed mechanical aerators was considered. Any aeration method
must produce enough mixing to maintain activated sludge floe in suspension and supply
sufficient oxygen transfer to meet the demands of microbial growth. Equations were
provided to help judge a given aeratorfs performance. Mechanical aerators must meet
two standards: power, and sufficient oxygen for microbial metabolism. The first de-
pends upon the type of aerator and the geometry of the basin. The latter involves
oxygen for organic removal and nitrification, and depends on plant operation and the
BOD5/org-N + NH(+4) - N ratio. Biokinetic coefficients should be established to make
quality and oxygen needs predictable as a function of treatment process operating
conditions. Several examples of typical solutions were presented. It was concluded
that the use of a ratio of 1 mg/liter of oxygen to 1 mg/liter of BODS could be mis-
leading and result in a faulty selection. Nitrogenous oxygen demand from nitrification
should be used for aerator selection if higher mean cell residence time values are
used. Oxygen transfer reauirements can be met in some instances by lowering process
mean cell residence time to decrease oxygen needs.
*Aeration, *Treafment facilities, *Design, Performance, Activated sludge, Mechanical
equipment, Oxygen, Temperature, Microorganisms, Operations, Biochemical oxygen demand,
Nitrogen, Nitrification, Waste water treatment
E130
ANALYSIS OF ECONOMIC SEWAGE LIFT STATION DESIGN,
Smolik, 0.
Stanley Associates Engineering Limited,
Edmonton, Alberta, Canada.
Water and Sewage Works, Reference Issue, p 58-62, April, 1977. 8 fig.
A procedure for the economical design of a sewage lift station was presented. The ob-
jective was to determine a standard type or size of station and a standard control for
specific magnitudes of inflow. Design problems included wet well size and the capa-
city and number of pumps for a given sewage inflow. Equations were included which
could aid the determination of relationships between well size, pump efficiency, and
sewage inflow. Other equations were designed to specify inflow at a station with no
flowmeter. Use of these steps was expected to reduce costs at the design stage and
to increase efficiency of the system.
*Pumping plants, *Design, Inflow, Hydraulic engineering, Hydraulic machinery,
Conveyance structures, Analytical techniques, Pumps, Performance, Equipment, Economics
Lift stations
520
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El 31
CHANGES IN INORGANIC NITROGENOUS COMPOUNDS FROM SEPTIC TANK
EFFLUENT IN A SOIL WITH A FLUCTUATING WATER TABLE,
Reneau, R. B., Jr.
Virginia Polytechnic Institute and State University,
Blacksburg,
Department of Agronomy.
Journal of Environmental Quality, Vol. 6, No. 2, p 173-178, April-June, 1977. 6 fig,
4 tab, 26 ref.
The fate of septic tank effluent inorganic nitrogenous fractions in soil was investi-
gated. A Virginia test site had been used for nearly 15 years. The soil was a Varina
sandy loam that was very slowly permeable to water and air. This resulted in a fluctu-
ating water table. The septic tank system discharged about 700 gpd of effluent. The
compounds monitored were N03(-), N02(-), and NH4(+), above and in the plinthic mater-
ial. Redox potentials, pH, dissolved oxygen, and temperature were determined for field
sub-samples. Inorganic N was found in septic tank effluent largely in the form of
NH4(+). These concentrations significantly decreased with distance from the drain-
field. A reduction from 23 to 4.1 micrograms/milliliter was found 12 meters from the
drainfield. Nitrate and nitrite concentrations, above the plinthic material, remained
at substantially the same levels for all distances. Decreased NH4(+) concentrations,
as a function of distance from the drainfield, were due to the anaerobic decomposition
of organic matter and to denitrification. At the 1.27-meter distance, N02(-) accumula-
tions probably indicated nitrification inhibition by high NH4(+) concentrations or
heterotrophic conversion of NH4(+) to N02(-). Nitrification and denitrification above
the plinthic layer at this distance were possibly enhanced by the fluctuating water
table. Data indicated that anaerobic conditions were sufficient to cause denitrifica-
tion to a distance of 6.1 meters. Redox potentials near +200 mV (adjusted to 25 C and
pH 7) were suggested in denitrification areas. Nitrite and N03(-) in the plinthic
horizon were not subjected to denitrification. Conditions for biological denitrifica-
tion were not favored in this horizon.
*Nitrogen compounds, *Septic tanks, *Water table, Nitrification, Denitrification,
Oxidation-reduction potential, Soil disposal fields, Water table aquifer, Perched
water, Chemical properties, Chemical reactions, Adsorption, Aerobic conditions,
Anaerobic conditions, Soils, Monitoring, Waste disposal
E132
COMPOUNDS OF ZINC AND COPPER IN SEWAGE SLUDGE DETERMINED BY
ELECTRON SPECTROSCOPY,
Cothern, C. R., Grote, R. F., Moddeman, W. E., Ritter, C. J.,
and Zamicrowski, E. E.
Dayton University,
Dayton, Ohio,
Department of Physics.
Journal of Environmental Quality, Vol. 6, No. 2, p 165-168, April-June, 1977. 1 tab,
16 ref.
Chemical bonding of zinc and copper in sludge was investigated by Electron Spectroscopy
for Chemical Analysis (ESCA). The Dayton, Ohio, tests were used to determine the avail-
ability of toxic metals to plants in land applications of sludge. Measurements were
made in a vacuum of .0000001 Torr. A compound with a known binding energy was mixed
with the samples to aid accurate calibration. Analysis revealed that the Zn2p3/2 elec-
tron had a binding energy of 1023.8 ±0.2 eV. The Cu2p3/2 electron exhibited a binding
energy of 937.2 ± 0.3 eV. These were characteristic of zinc and copper being in the
positive two oxidation state. Zinc and copper in sludge were bound to a ligand with
an electro-negativity of 3.5 ± 0.1 on the Pauling scale. It was concluded that oxygen
in the ligand contributed to this high value. Possible compounds Included oxide, car-
bonate, phosphate, nitrate, sulfate, silicate, and/or carboxylate. ESCA has good poten-
tial as a means of identifying chemical forms of metals in sludge, especially in com-
bination with other techniques.
*Pollutant identification, *Spectroscopy, *Zinc, *Copper, *Bonding, Metals, Analytical
techniques, Sludge disposal, Chemical properties, Chemical reactions
Electron Spectroscopy for Chemical Analysis (ESCA), Photoelectron spectrosco
Dayton (OH)
copy,
c
21
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E133
ZETA POTENTIAL MEASUREMENT,
Swope, H. G.
Water and Sewage Works, Reference Issue, p 64-67, April, 1977. 6 fig, 8 ref.
Zeta potential measurement aids the determination of proper flocculation agents and
amounts to remove particulate matter and colloids for the complete clarification of
water or waste water. The zeta potential describes the movement of suspended particles
in water towards the anode or cathode after establishment of an electrical potential
gradient. This movement is known as electrophoresis or ionic migration. The develop-
ment of the Zeta-Meter has increased the usefulness of this phenomenon. Experimenta-
tion has been applied to alum coagulation to control the coagulation of raw water col-
loids. Colloid removal is only possible with a reduction of the zeta potential. Raw
water turbidity consists of finely divided silt and clay and organic matter undergoing
microbial decomposition. This turbidity is of a fine fraction and a coarse fraction.
The first cannot be removed by usual alum coagulation. Both floe and colloid zeta po-
tential should be reduced to zero ± 5 mV, by the use of an inorganic coagulant and an
appropriate organic polyelectrolyte. Floe produced by minimum dosages is too electro-
negative to produce colloid removal. Water alkalinity depletion is a problem which
can result in severe corrosion problems, especially below 6 mg/liter. Such a point
may be reached before alum addition has become sufficient to achieve the proper zeta
potential. The addition of unreacted aluminum sulfate can inhibit corrosion. Poly-
electrolytes produce large zeta potential changes without disturbing pH or alkalinity.
Jar tests should be conducted to determine the amounts of coagulants which will produce
a zeta potential of -7 to -10 mV, and maintain the proper alkalinity. Various examples
illustrated the applicability of zeta potential for determining treatment dosages.
*Zeta potential, *Measurement, *Flocculation, *Coagulation, Electrical properties,
Colloids, Turbidity, Alkalinity, Hydrogen ion concentration, Polymers, Polyelectrolytes,
Corrosion control, Waste water treatment
Alum
E134
ATOMIC ABSORPTION IN WATER AND WASTE WATER ANALYSIS,
Ediger, R. D.
Perkin-Elmer Corporation,
Lombard, Illinois.
Water and Sewage Works, Reference Issue, p 112, 115-118, April, 1977. 4 fig.
Determination of metals in waste water by atomic absorption was reviewed. Direct analy-
sis of about 65 elements is possible with this method. Sulfate, phosphate, and chloride
may be indirectly determined. Standardized techniques for either major or trace levels
are available for metals of interest in water quality analysis. Atomic absorption has
the advantage of little interference as compared to other techniques. Interferences
which do exist are most often chemical, matrix, ionization, and background adsorption.
These are relatively easy to control. Solvent extraction is usually used when concen-
trations below the instrument range occur. This enhances the sensitivity of atomic
absorption when the proper organic solvent is used. Flame atomizatlon is most widely
used, but has several drawbacks. The sample is inefficiently used, thus reducing the
opportunity of sample light adsorption. The graphite furnace method has better sensi-
tivity and detection limits. The hydride generation system is useful in determining
very low levels of arsenic, selenium, bismuth, and antimony. Drawbacks of this method
include limited applicability to the elements important in water analysis; greater
sample manipulation is necessary than for the flame method. Its prime advantage is a
price of about $500 compared to over $4,000 for the graphite furnace. Various flame-
less systems have been developed for mercury analysis.
*Pollutant identification, *Analytical techniques, *Water analysis, *Metals,
Instrumentation, Equipment, Sulfates, Phosphates, Chlorides, Mercury, Waste water
treatment
522
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E135
DOMESTIC AND AGRICULTURAL CONTRIBUTIONS TO THE INPUTS OF
PHOSPHORUS AND NITROGEN TO LOUGH NEAGH,
Smith, R. V.
Freshwater Biological Investigations Unit,
Department of Agriculture,
Muckamore, Antrim, Northern Ireland.
Water Research, Vol. 11, No. 5, p 453-459, 1977. 4 fig, 10 tab, 15 ref.
Nitrogen and phosphorus loadings, as well as their sources and effects, were reported
for river catchments contributory to Lough Neagh, Northern Ireland. The study was
conducted from 1971 to 1974. No correlation was found between animal population densi-
ties and N and P loadings. There was a strong correlation between the human population
and soluble ortho-P input. Land drainage was the source of about 20% of the available
P input and urban sewage contributed another 62%. The remainder resulted from non-
sewered rural populations. The addition of phosphorus removal to sewage works in towns
with greater than 2,000 people could eliminate 50% of the available P input. This would
reduce the total P input by 30%. No relationship between the use of phosphorus fertili-
zer and the mean annual river concentrations of soluble ortho-P and total P was found.
There was such a relationship between mean nitrate-N concentrations and fertilizer
usage. Phosphorus removal at treatment plants would reduce algal crops and raise the
N:P ratio in the Lough. If nitrogen fertilizer use remained the same, these conditions
would reduce the domination of nitrogen-fixing blue-green algae over phytoplankton.
*Water pollution sources, *Watersheds (basins), *Algal control, *Nitrogen, *Phosphorus,
Rivers, Analysis, Domestic wastes, Animal populations, Human populations, Sewage
disposal, Algae, Urban areas, Rural areas, Water pollution control, Drainage
Lough Neagh (Northern Ireland)
E136
PATHOGENIC AMOEBAS FROM BRACKISH AND OCEAN SEDIMENTS, WITH A
DESCRIPTION OF ACANTHAMOEBA HATCHETTI, N. SP.,
Sawyer, T. K., Visvesvara, G. S., and Harke, B. A.
National Marine Fisheries Service,
U. S. Department of Commerce,
Oxford, Maryland.
Science, Vol. 196, No. 4296, p 1324-1325, June, 1977. 1 fig, 1 tab, 12 ref.
Ocean disposal of sewage wastes was considered in a study on pathogenic amoebas from
brackish and ocean sediments. Sediments from various locations, including the New York
Bight and the Baltimore Harbor, were examined. Acanthamoeba culbertsoni were isolated
from Bight sediment and Acanthamoeba hatchetti, n. sp., were found in Baltimore Harbor
sediment; both proved deadly to laboratory mice. Since Acanthamoeba are generally
found in soil and freshwater, their distribution in brackish water and ocean sediment
was attributed to stream and river runoff and to marine disposal of sewage and dredge
spoils. The disposal of sewage in previously unaffected marine areas should be care-
fully considered. Amoeba-virus interactions should be further studied since amoebas
feed on filamentous blue-green algae and are a reservoir for strain LPP-1 cyanophage.
*Water pollution sources, *Pathogens, *Aquatic microorganisms, Sewage disposal,
Algae, Water pollution control, Water pollution effects, Diseases, Infection, Waste
disposal
Acanthamoeba culbertsoni, Acanthamoeba hatchetti, n. sp. , New York Bight, Baltimore
Harbor (Maryland)
523
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E137
DETERMINING CHEMICAL FEED RATE,
Fahlenbock, T.
Water and Pollution Control, Vol. 115, No. 5, p 25-27, May, 1977. 2 fig.
Methods were presented for the determination of chemical feed rates in sewage treatment.
The chemical feed rate is equal to the sewage flow rate multiplied by the chemical
dosage. Though measurements were expressed in British units, several general consider-
ations were determined. Flow rates should be expressed as units/hour and chemical
dosage expressed in terms of mg/liter. Dosages must be determined for specific chem-
icals by jar tests. Feed range of the chemical feeder should be determined by jar
test, pilot plant study, or some other chemical analysis. The maximum and minimum
practical dosages encountered during a year must be known for determining the feeder
size. Accurate control cannot be obtained if the maximum to minimum dosage ratio is
greater than 20:1. Another consideration is the use of either manual control or open-
loop pacing from flow. In the latter case, the flow meter that begins feeder opera-
tion should have a maximum flow signal equal to the maximum flow treated. Equations
were given for determining maximum and minimum flows. Other equations expressed the
conversion of pounds of effective chemical to gallons of solution. Ferric chloride
and alum were used to demonstrate these calculations. Three components of the feeder
affect accuracy statements. These are the flow meter, the actuator on the metering
pump accepting the flow signal, and the metering pump.
*Chemicals, *Flow rates, *Equations, Equipment, Performance, Automatic control,
Chemical analysis, Chlorides, Waste water treatment, Treatment facilities
Alum, Ferric chloride
E138
OXYGEN-SAG IN A TIDAL RIVER,
Macdonald, G. J., and Weisman, R. N.
Steven and Fitzmaurice Engineers,
Christchurch, New Zealand.
Journal of the Environmental Engineering Division-ASCE, Vol. 103, No. EE3, p 473-487,
June, 1977. 5 fig, 10 ref.
A study was conducted to determine BOD and dissolved oxygen deficit (DOD) in a tidal
river subject to an effluent outfall. A mathematical model was developed to assess
the interaction of the oscillatory flow, the fresh water streamflow, and the waste
discharge in a tidal river. A choice between a constant or a time-variable coefficient
of longitudinal dispersion was available. The constant value provided a higher maxi-
mum BOD concentration and a larger critical DOD than the varying term. The presenta-
tion of BOD and DOD profiles in dimensionless form allowed the abstraction of various
waste discharges from the same diagram. This allowed estimation of DOD for several
release rates in one computer run. Profiles of high water and low water slack times
were used to determine the length of the tidal reach containing a deficit. Several
limitations were found with this system. Only first stage BOD and atmospheric re-
aeration were included. Factors that were not included were coefficients for tempera-
ture, sunlight intensity, and turbidity. Experimental measurements should be taken
to evaluate the computer programs. It should be determined if assumptions employing
time-variable coefficients of dispersion would be more accurate.
^Biochemical oxygen demand, ^Dissolved oxygen, *Tidal streams, ''Mathematical studies,
Measurement, Computers, Equations, Flow profiles, Tidal effects, Sewage disposal,
River flow, Waste disposal
Dissolved oxygen deficit (DOD)
524
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El 39
WATER ANALYSIS,
Fishman, M. J., and Erdmann, D. E.
U. S. Geological Survey,
Lakewood, Colorado.
Analytical Chemistry, Vol. 49, No. 5, p 138R-158R, April, 1977. 429 ref.
A two-year literature review was presented on the application of analytical
chemistry to water analysis. Continuous monitoring, automated analysis, and
sampling procedures were discussed. Analyses involved included major and
trace inorganics, organics, and water characteristics. Several spectrometric
methods were described for determinations of alkali metals and alkaline earth
metals. Techniques for analysis of copper, zinc, lead, and similar metals included
several methods of simultaneous analysis. A spectrophotometric method presented
for phosphate analysis in waste water involved ultrafiltration, humic acid
precipitation, and its determination as the yellow vanadate-molybdate complex.
Arsenic determinations by flameless atomic absorption spectrometry and sulfate
analysis by gravimetric and automated spectrophotometric methylthymol blue methods
were successful. Simultaneous determinations of ammonium, sodium, and potassium
ions in waste water were achieved by using ion-selective electrodes. Methods
applied to oxygen, ozone, and chlorine analysis included spectrophotometric,
chemiluminescence, and colorimetrlc orocedures. Organic pollutants were measured
by gas chromatography-mass spectrometry. Automated and portable techniques were
presented for analysis and monitoring. Other methods for organic determinations
included membrane techniques, solvent extraction, and fluorometric techniques.
Methods of radiochemical and isotopic analysis were presented.
*Analytical techniques, *Pollutant identification, *Monitoring, *Measurement,
Organic compounds, Inorganic compounds, Gases, Metals, Water quality, Waste
water treatment
E140
RECOVERY AND SUSCEPTIBILITY PATTERNS OF FAECAL STREPTOCOCCI
BACTERIOPHAGES,
Saleh, F. A.
Water Pollution Control,
National Research Center,
Dokki, Cairo, Egypt.
Water Research, Vol. 11, No. 4, p 403-409, 1976. 1 fig, 5 tab, 24 ref.
A study was conducted to determine the incidence of fecal streptoccoci and their
phages in fresh sewage samples. About 120 isolated strains were recovered.
Nearly 18% were classified as Str. faecalis, Str. faecalis var. zymogenes,
Str. faecalis var. liquefaciens, Str. durans, Str. faecium, and Str. equlnus.
Another 52% were designated as atypical faecalis, I, II, III, and IV. Thirty
percent were unidentified. Phage sensitive cultures were 68% of the isolates,
phage resistant strains 32%. For phage recovery, two primary enrichment media
containing MgS04 and L-tryptophan were used. Of 20 samples, 19 yielded at least
one phage type for recovery rate of 95%. Nine phages could not be isolated in
the absence of MgS04 and L-tryptophan co-factors; three of these required
L-tryptophan and one required MgSOA. Phage typing was favorable, simple, and
definitive for identification of a majority of the isolated cultures. Phage
sensitivity was found to correlate with characteristics such as tellurite
resistance, TTC-reduction, and mannitol fermentation. Further study of phage
typing was recommended.
^Streptococcus, ^Pollutant identification, Sewage bacteria, Biological properties,
Chemical properties, Analytical techniques, Separation techniques, Laboratory
tests, Cultures, Water water treatment
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E141
A KINETIC ANALYSIS OF AMMONIA REMOVAL BY CHLORAMINE
CONVERSIONS ON ACTIVATED CARBON,
Scaramelli, A, B., Jr.
Dissertation Abstracts International B, Vol. 37, No. 9, p 4565, March, 1977.
Chloramine-activated carbon reaction stoichlometry and kinetics were studied to develop
design criteria for •ifjT^cLi™? ammonia removal in waste water treatment. Mono- and
dichloramine were converted by surface reactions to nitrogen gas. Monochloramine re-
acted by a parallel pathway to form ammonia and nitrogen gas, and steady-state reaction
conditions did ncC correspond to stoichiometric conversions. Dichloramine reacted by
a single pathway to produce only nitrogen gas. This pathway had a potential for 100%
ammonia removal. The overall conversion of monochloramine and the parallel reactions
to ammonia and nitrogen gas were described by a first-order kinetic model. Increases
in pH were accompanied by decreases in the nitrogen gas production rate. The rate con-
stant associated with nitrogen production did not measurably increase with time at any
given pH. The dichloramine-carbon reaction also exhibited first-order, irreversible
kinetics, The amoi!nt of dichloramine applied to the reactor as a measure of surface
oxide accumulation was included in this model. Diffusional mass transfer had little
effect on the monochloramine reaction rate, but was significant in relation to the
dichloramine reaction, It was concluded that dichloramine-activated carbon reactions
can provide effective nitrogen removal from waste water. Removals of BOD, suspended
solids, phosphorus, and ammonia were expected to be greater than 95%.
* Kinetics, ^Analysis, xAmmonia, ^Activated carbon, Chemical reactions, Design
criteria, Separation teclmiques, Nitrogen, Hydrogen ion concentration, Organic
matter, Treatment facilities, Waste water treatment
E142
SIMPLIFIED OPTIMIZATION OF ACTIVATED SLUDGE PROCESS,
Grady, C. P. L., Jr.
Purdue University,
West Lafayette, Indiana,
School of Civil Engineering.
Journal of the Environmental Engineering Division-ASCE, Vol. 103, No. EE3, p 413-429,
June, 1977. 3 fig, 6 tab, 2 append.
Dynamic programming was used to determine optimum equipment and process requirements
for activated sludge treatment. Areas considered were MLSS concentration, primary
settler area, aeration basin volume, air blower capacity, recycling pump capacity, and
final settler area. The various steps by which optimum values are determined were
presented. Dynamic programming was simple and reliable after the selection of solids
retention time. Several calculations can be made with a programmable desktop calcu-
lator to avoid reliance on computer systems. Others can be performed with graphical
techniques. The major consideration was the proper selection of state and decision
variables to eliminate the recycling of information from the information flow diagram.
The primary settler input state should be the waste strength. The efficiency should be
its decision variable. This would give the primary effluent strength as the aeration
basin input state. The decision and output variables for aeration basins should be
the MLSS concentration. The final settler surface area can be fixed by using the MLSS
concentration as its input state and the recycling ratio as the decision variable.
^Dynamic programming, ^Activated sludge, ^Design criteria, Equipment, Mathematical
studies, Suspended solids, Computers, Aeration, Waste water treatment
526
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E143
A METHOD FOR STUDYING MICROFAUNA OF ACTIVATED SLUDGE
(Metoda badania mlkrofauny osadu czynnego),
Kllmowicz, H.
Institute of Ecological Management,
Warsaw, Poland.
Gaz, Woda 1 Technlca Sanitarna, Vol. 51, No. 2, p 46-48, 1977.
A procedure for the evaluation of sewage purification based on the microfauna In active
sediment from the aeration chamber is described. Depending on the consistency of the
purification process, samples were taken daily to 2x/week. To arrive at an accurate
average count of microfauna, 5 small samples from different portions of the aeration
chamber were taken and mixed in a 100 ml bottle 1/4 filled. The sample was aerated
every 2-3 hrs and kept in a moderately cool place. The qualitative observation of
individual microorganisms was performed with a stereoscopic microscope and, if of
particular interest, under a research microscope. After a list of the species noticed
was prepared, counting of the individuals was started in a plexiglass counting chamber
of the Sedgwick-Rafter type. For the correct interpretation of microscopical analyses,
a qualitative-quantitative listing of the fauna observed over a longer period of time
(e.g. 1 month) was made up in order to assess changes occurring on sampling dates or of
sewage purification levels. It was pointed out that physico-chemical analysis could
only give exact values for a limited number of compounds. No simple detection methods
were available for numerous chemical compounds able to poison the aqueous environment.
Therefore, microscopic analysis of live organisms in the active sediment was essential,
since most of the organisms would react to toxic compounds in the plant water which
will eventually reach the city's water supply. The importance of the presence of live
organisms in the active sediment as a reflection of the efficacy of the sewage purifica-
tion process was emphasized.
*Microorganisms, ^Activated sludge, *Aeration, *Analytical techniques, Sewage
treatment, Sludge treatment, Physical properties, Chemical properties, Performance,
Waste water treatment
Microfauna
E144
SCREENING METHOD FOR DETERMINATION OF THE DEGRADABILITY OF ORGANIC
COMPLEXING AGENTS (Screeningverfahren zur Feststellung der
Abbaubarkeit organischer Komplexbildner) ,
Robra, K. H.
Zeitschrift fuer Wasser- und Abwasser-Forschung, Vol. 10, No. 3, p 104-108, 1977.
3 fig, 3 tab, 22 ref.
Experiments were conducted to study the degree and rate of biological degradation of
organic complex-forming compounds. The trials were based on the closed-bottle test
(GF-Test). The only source of carbon for the microorganisms in the inoculum was the
organic substances supplied. Degradation rates were expressed as a percentage of BOD
relative to the decrease of organic substances in terms of the theoretical BOD.
*Biodegradation, *0rganic compounds, Carbon, Analytical techniques, Microorganisms,
Biochemical oxygen demand, Biological treatment, Analysis, Performance, Waste water
treatment
Closed bottle test (GF-test)
527
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E145
A RAPID METHOD FOR THE QUANTITATIVE ISOLATION OF
VIRUSES FROM POLLUTED WATER,
Katzenelson, E.
Hebrew University-Hadassah Medical School,
Jerusalem, Israel.
1976. 16 p, 2 fig, 4 tab, 14 ref. NTIS Technical Report AD-A032 117.
A method was presented for the rapid identification and quantification of viruses In
polluted water. The fluorescent antibody technique was employed to determine viruses
in tissue cultures within hours of infection. Positive cells were seen after 6-8
hours, but results were not sufficiently quantitative. An interval of 18-24 hours
would be adequate for most applications. Possible "false negative" or "false positive"
results were considered in high-speed determinations because of reagent impurities.
The method was less susceptible to bacterial contamination than those currently used.
Reliability should be improved by the use of reagents with higher quality. Potable
water determinations, by this method, were considered.
*Viruses, *Pollutant identification, Cultures, Analytical techniques, Water pollution
control, Chemical reactions, Chemical analysis, Bioindicators, Pollutants, Bioassay,
Waste water treatment
E146
HANDBOOK FOR SAMPLING AND SAMPLE PRESERVATION OF WATER
AND WASTEWATER,
Huibregtse, K. R., and Moser, J. H.
Envirex, Incorporated, A Rexnord Company,
Environmental Sciences Division,
Milwaukee, Wisconsin.
1976. 276 p, 79 fig, 47 tab, 161 ref. EPA Technical Report EPA-600/4-76-049.
Sampling techniques and methods of sample protection were provided for water and waste
water analysis. The information was collected from literature and a survey of field
practices. General sampling and other guidelines were presented. There was a discus-
sion of automatic samplers, flow measuring devices, and a statistical approach to
sampling. The preservation of physical, chemical, biological, and radiological para-
meters was also considered. Sampling procedures for waters from municipal, industrial,
and agricultural sources were reviewed. Information was presented concerning surface
water and sludge sampling procedures. The report was not an official EPA manual.
*Water analysis, *Sampllng, *Analytical techniques, Chemical analysis, Testing
procedures, Measurement, Monitoring, Instrumentation, Industrial water, Municipal
water, Agricultural runoff, Biological properties, Chemical properties, Laboratory
tests, On-site tests, Analysis, Waste water treatment
Sample preservation
528
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E147
EXPERIENCES WITH RECOVERY OF VIRUSES FROM STORM WATER,
Smith, J. E.
Syracuse University,
New York,
Biology Department.
IN: Proceedings of Workshop on Microorganisms in Urban Stormwaters, 1976. p 88-95,
1 fig, 5 tab. Technical Report EPA-600/2-76-244.
The Aquella virus concentrator was used to detect live animal viruses in real or simu-
lated combined storm overflows. Storm waters from Syracuse, New York, and Baltimore,
Maryland, were studied. Viruses were preferentially adsorbed to Cox epoxy fiberglass
filters by two methods. Picornaviruses were able to withstand a combination of low
(3.5) pH for adsorption and high (11.5) pH for elution. This eliminated adenoviruses
and reoviruses which were adsorbed at pH 4.5 and eluted at pH 9.0. Picornaviruses,
adsorbed under these conditions, could be eliminated by the addition of antisera.
About 60+% of storm water isolates were polioviruses. These were suppressed since they
quickly overgrow most other viruses. Many single-strand RNA viruses were suppressed
by benzimidazoles, but DNA adenoviruses or double-strand RNA reoviruses were hardly af-
fected. Several cell types were compared for plating efficiency. BGM cells would be
the most likely cell line for most water-borne viruses of human origin. Pig kidney
PK15 cells did not prove to be a broad adenovirus indicator line and were inferior to
HEK cells. Operating experience with the virus concentrator indicated a likely ef-
ficiency of 30% for viral recovery from large volumes of storm overflow. This was es-
pecially true when a combination of heavy silt and high organic content was present.
Enteroviruses survived experimental holding conditions very well. Data on adenoviruses
and reoviruses was incomplete. Poliovirus was the most prevalent, but other viruses
were detected in all raw sewage and chlorinated effluent samples. The detection fre-
quency was similar in overflow samples from both cities.
*Viruses, *Storm water, *Separation techniques, *Equipment, Hydrogen ion concentration,
Pollutant identification, Analytical techniques, Sewage treatment, Overflow,
Adsorption, Runoff, Waste water treatment
Syracuse (NY), Baltimore (MD)
E148
EXPERIENCE ON THE ASSAY OF MICROORGANISMS IN URBAN RUNOFF,
Olivieri, V. P., and Riggio, S. C.
The Johns Hopkins University,
Baltimore, Maryland,
School of Hygiene and Public Health.
IN: Proceedings of Workshop on Microorganisms in Urban Stormwater, 1976. p 8-51,
12 fig, 15 tab, 31 ref. Technical Report EPA-600/2-76-244.
Techniques, methods, and procedures were evaluated for the determination of pathogenic
microorganisms in urban runoff. Several factors contributed to the difficulty of
standardization. Methods often produced different results in various laboratories
using different samples. Microbial flora varied dramatically in water samples. Types
and levels of interfering microorganisms were an important factor and varied with
given analytical techniques. Clinical techniques often provided poor results when used
on water samples. Procedures from Standard Methods for the Analysis of Water and Waste
Water were evaluated. Alternative methods were developed in some instances. About
twenty-four differential tests were used to tentatively identify isolates from microbial
assays. Simultaneous analysis of water samples and data from previous studies were
used to make definite selections of techniques. Multiple tube dilution techniques were
chosen because they allowed most-probable-number calculations for the highly variable
chemical and physical properties of urban runoff samples. Study results showed a wide
variation in levels of microorganisms and the magnitude of ratios of indicator or-
gansisms for sampling stations. This emphasized the need for a large number of samples
over a reasonable time span to evaluate trends and to determine specific correlations
between levels of various microorganisms.
*Pollutant identification, *Analytical techniques, *Bioassay, Microorganisms,
Bioindicators, Storm water, Urban runoff, Chemical properties, Physical properties,
Sampling, Waste water treatment
529
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E149
REDUCTION OF NON-IONIC DETERGENTS IN CONNECTION WITH BASIC
INDICATORS OF URBAN SEWAGE CONTAMINATION (Redukcja detergentow
niejonowych w powlazanlu z podstawowyml wskaznikami zanleczyszczen
sciekow mlejskich),
Pastor-Rodziwanowska, J.
Medical Academy,
Gdansk, Poland,
Institute of Hygiene.
Gaz, Woda i Technika Sanitarna, Vol. 51, No. 1, p 21-22, January, 1977. 2 tab,
13 ref.
The reduction of non-ionic detergents in connection with the reduction of basic sewage
pollutants in a purification plant of the mechanical-biological type was evaluated.
The material examined was taken from sewage samples entering and leaving the purifica-
tion plant. Seventeen tests were performed over a period of three months. To deter-
mine the level of non-ionic detergent ranging from 1-25 mg/liter, a colorimetric method
using phosphorotungstic acid and a barium compound was employed. The detergents were
precipitated from the solution in the form of a complex compound. The precipitate was
separated and dissolved in concentrated H2S04. A hydrochinone solution was added,
producing red coloration. Its degree of intensity was defined by the wavelength
lanibda-500 mm. It was found that the concentration of non-ionic detergents was re-
duced by a mean 31.6%. Average level of non-ionic detergents in the sewage leaving the
purification plant was 3.7 mg/liter. Reduction of BODS and suspended matter did not
reach the intended level because the sewage flow was always higher (average 25%) than
the level designed. It was concluded that a positive correlation exists between the
quantity of incoming non-ionic detergents and the extent of their reduction. Reduction
was adversely affected by an increased sewage flow and high level of suspended material
at the entrance of the purification plant. An increased sewage flow was ascertained
to have a negative effect on reduction of all components, including non-ionic deter-
gents.
*Detergents, *Biological treatment, *Colorimetry, *Reduction, Sewage treatment,
Industrial wastes, Municipal wastes, Effluents, Suspended solids, Flow, Waste
water treatment
E150
EXPERIENCE WITH THE BACTERIOLOGICAL CONTROL OF WASTE WATER
PURIFICATION (A szennyviztisztas bakteriologiai ellenorzesenek
tapasztalatai) ,
Nemedi, L.
Budapest! Kozegeszsegugy, No. 4, p 113-120, 1976. 8 tab, 14 ref.
The effects of different methods of municipal waste water treatment on bacteriological
characteristics were studied. Bacteria growing at 20 C on gelatin, at 37 C on agar,
Clostridia, coliform bacteria, Streptococcus faecalis, Pseudomonas aeruginosa, and
Salmonella were determined. Waste water treatment by means of activated sludge and
percolation bodies caused no considerable improvement in the bacteria counts. Settlers,
oxidation ditches, and the slow sand filtration method proved to be efficient in the
reduction of the bacteria counts. Regardless of the treatment method, the reduction
was most marked for bacteria growing at 20 and 37 C, P. aeruginosa, and smallest for
Clostridium and Salmonella. Salmonella, coliform bacteria, and P. aeruginosa proved
to be highly sensitive to gamma-irradiation, while Clostridium and S. faecalis were
resistant.
^Salmonella, *Clostridium, *Coliforms, *Bacteria, Waste water treatment,
Municipal wastes
530
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E151
GUIDELINES FOR THE QUICK EVALUATION OF THE SEWAGE PURIFICATION
PROCESS WITH ACTIVATED SLUDGE (Przewodnik dla szybklej oceny
przebiegu oczyszczania sciekow osadem czynnym. Czesc. III.
Organizmy rzadziej spotykane),
Kllmowicz, H.
Institute for Environmental Management,
Warsaw, Poland.
Gaz, Woda i Technika Sanitarna, Vol. 51, No. 3, p 73-77, March, 1977. 1 tab, 23 ref.
Guidelines for the identification of microfauna as bio-indicators for the purification
process with activated sludge were presented. The microorganisms included infusoria,
rotifers, flagellates, rhizopods, turbellaria, gastrotriacha, nematodes, oligochaeta,
etc. They appeared at different stages of the purification process and varied in
number. Flagellates were indicative of poor progress in an inadequately working puri-
fication plant or its low purification level designed beforehand. Some species were
rarely encountered and only in small numbers. Other species turned up in large numbers
in poorly running plants, but decreased numerically to the extent that the plant
operation improved. Due to the fact that 1 liter of activated sludge averaged
27,909,000 flagellates, 15,379,000 rhizopods, 27,000 gastrotrichae, 129,000 nematodes,
and 29,000 oligochaetae (levels considered to be low in activated sludge, but much
higher than in rivers and lakes), the role of this microfauna in the sewage purifica-
tion process has to be regarded as substantial. Determinations of species and numbers
present in samples would be excellent bioindicators to assess the level of sewage
purification.
*Microorganisms, *Bioindicators, *Activated sludge, *Water purification, *Sewage,
Biological treatment, Analysis, Water quality standards, Sewage treatment
Microfauna
E152
EFFECTS OF NITRIFICATION IN THE ACTIVATED SLUDGE PROCESS,
Degyansky, M. E., and Sherrard, J. H.
Water and Sewage Works, Vol. 124, No. 6, p 94-96, June, 1977. 3 fig, 6 tab, 7 ref.
The removal of waste water nitrogen, or its conversion to its most oxidized form, is
frequently desirable. The process of nitrification, the biologically mediated conver-
sion of NH4-f—N to N03~-N, Is considered in terms of oxygen demand and depletion of
alkalinity. As a model, an example situation is used in which a completely mixed
activated sludge process receives waste water with a variable BOD:NH4+-N ratio and a
variable mean cell residence time. The oxygen requirement for the nitrification pro-
cess is demonstrated to be not the constant value previously believed, but rather a
value dependent on the BOD:NH4-f—N ratio and on mean cell residence time. Likewise,
the alkalinity destroyed is variable. These findings must be considered in designing
biological waste treatment processes.
*Nitrogen, Nitrification, *Biological treatment, *Activated sludge, Waste water
treatment, Biological oxygen demand, Oxygen, Alkalinity, Oxidation, Eutrophication,
Water pollution, Water quality standards
531
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E153
TWO-TEMPERATUEE MEMBRANE FILTER METHOD FOR ENUMERATING FECAL
COLIFORM BACTERIA FROM CHLORINATED EFFLUENTS,
Green, B. L., Clausen, E. M., and Lltsky, W.
Massachusetts University,
Amherst,
Department of Environmental Sciences.
Applied and Environmental Microbiology, Vol. 33, No. 6, p 1259-1264, June, 1977.
5 fig, 4 tab, 11 ref.
Techniques for the recovery of fecal coliform bacteria from chlorinated sewage efflu-
ents using the standard membrane filter method (MF) , the multiple-tube or most-probable-
number (MPN) method, and a modified MF method were compared. Fecal coliform counts
were determined for plant- and laboratory—chlorinated primary and secondary effluents,
Results indicated that the MF method was much less effective than the MPN method,
yielding only 14% of the recovery obtained by the MPN method. Modifications to improve
recovery by the MF method were investigated by comparing counts obtained after using
various preincubation periods (0, 3, 4 and 5 hours) at 35 C. It was found that the
preincubation for 5 hours at 35 C prior to the standard 44.5 C incubation yielded the
highest recovery, while sole use of the standard 44.5 C incubation period yielded the
lowest recovery. Results obtained by the modified method (5 hours at 35 C) were com-
parable to those obtained by the MPN method. Statistical comparisons for the various
methods were prepared using the least squares method for best fit.
*E. coli, *Coliforms, *Sewage bacteria, *Analytical techniques, *Incubation, Sewage
treatment, Enteric bacteria, Microorganisms, Cultures, Sewage, Waste treatment,
Waste water treatment
Multiple tube method, Membrane filter method
E154
MICROBIOLOGY OF WASTE TREATMENT,
Unz, R. F.
Pennsylvania State University,
University Park.
Journal Water Pollution Control Federation, Vol. 49, No. 6, p 1255-1268, June, 1977.
130 ref.
A literature review of various aspects of microbial contamination by waste water treat-
ment practices has included a survey of possible sources, types, and removal procedures.
Among the methods of disinfection described were chlorination and ultraviolet irradia-
tion. Seasonal variations in viral content of raw waste water and reduction methods
are also described. A survey of studies on the roles that nutrient levels, metal ions,
and toxic conditions play in the destruction and inhibition of bacteria is presented.
Aerobic and anaerobic biodegradation are considered under a wide variety of conditions.
Possible implications of contamination by bacteria and viruses contained in sludge and
waste water used for agricultural purposes, such as irrigation, are outlined.
*Microbiology, *Mlcrobial degradation, *Activated sludge, *Viruses, *Bacteria,
*Disinfection, Diseases, Environmental sanitation, Chlorination, Anaerobic digestion,
Irrigation practices, Water reuse, Fertilizers, Agriculture, Metals, Nutrients,
Sewage sludge, Land reclamation, Sludge disposal, Waste water disposal, Waste water
treatment, Analytical techniques
532
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E155
TRANSVERSE-GRID WATER QUALITY ANALYSES OVER THE SZOB-BUDAPEST
DANUBE SECTION (Keresztmetszethalos vlzminoseg vizsgalatok a
Duna Szob-Budapest kozottl szakaszan),
Puskas, M.
Kozepdunavolgyi Vizugyi Igazgatosag,
Budapest, Hungary.
Hidrologiai Kozlony, Vol. 52, No. 2, p 65-70, February, 1977. 4 fig, 1 tab. 4 ref.
Analyses of water taken from a series of cross-sections along the Danube River have
indicated that water quality is far from uniform along the stream. The transverse-
grid system for collection was devised to insure optimal selection of sample points,
representative samples, and reliable estimation of mass currents. Samples from the
7 cross-sections were collected at 4 occasions annually. Analytical results have been
used to construct contour lines for flow velocity, depth, BODS, COD (dichromate),
ammonia, and ultraviolet absorption for several cross-sections. Pollutant levels were
found to be higher for the left bank than for the right bank. It was suggested that
the optimal number of sampling points is dependent on the component being investigated
and the streamflow rate. Contoured diagrams for cross-sections can be used to deter-
mine the total amount of the component passing by any point in the river.
*Water quality, *Chemical oxygen demand, *Rivers, *Streamflow, ^Sampling, Organic
loading, Waste assimilative capacity, Chemical analysis, Waste water disposal,
Waste water treatment, Analytical techniques
Danube River, Hungary, Transverse-grid system
E156
DISINFECTION,
Hoadley, A. W., and Gould, J. P.
Georgia Institute of Technology,
Atlanta.
Journal Water Pollution Control Federation, Vol. 49, No. 6, p 1067-1074, June, 1977.
65 ref.
A literature review on disinfection is presented. Topics covered include the chemistry
of chlorination and related microbiological effects. Possible effects of harmful
products formed during the process of chlorination of organic compounds are discussed.
Biological factors affecting disinfection, including resistance to chlorination and
to aggregation, are cited. Ozonation and irradiation of waste water effluents are de-
scribed as possible alternatives to chlorination. Inactivation of viruses present in
sludge by gamma irradiation, disinfection, ozonation, and heating are reported.
*Disinfection, *Chlorination, *0zone, *Irradiation, *Bacteria, Viruses, Municipal
wastes, Sewage treatment, Sludge treatment, Waste water treatment, Microorganisms,
Environmental sanitation, Water Pollution Control Federation
533
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E157
BACTERIOLOGICAL ANALYSES OVER THE RAJKA-BUDAPEST DANUBE SECTION
(Bakteriologiai vizsgalatok a Duna Rajka-Budapest kozotti
szakaszan),
Deak, Z.
Orszagos Kozegeszegugyi Intezet,
Budapest, Hungary.
Hidrologiai Kozlony, Vol. 52, No. 2, p 79-83, February, 1977. 1 fig, 3 tab.
Bacteriological studies have been conducted for 11 stations on the Danube River between
Rajka and Budapest, Hungary. Quantitative determinations included analyses for:
coliform, fecal coliform, fecal streptocci, heterotrophic mesophilic bacteria, psychro-
philic bacteria, and sulfite-reducing spore-forming anaerobic Clostridia. Bacterio-
phages and Salmonellae were also investigated. A gradual increase in bacterial levels
was observed from Rajka to Budapest, with characteristic peaks on the profile curve
where four major tributaries enter the Danube. Seasonal variations in bacterial
levels were attributed to the seasonal variations in effluents discharged by the area's
sugar refineries. Although bacterial levels decreased slightly during the three year
study, existing levels of bacteria and the presence of pathogenic bacteria such as
Salmonella still prohibited bathing in the Danube and necessitated more costly treat-
ment of drinking water.
*Coliforms, *Pathogenic bacteria, ^Salmonella, *Sampling, *Spatial distribution,
Rivers, Microorganisms, Aerobic bacteria, Streptococcus, Anaerobic bacteria, Clostridia,
Sulfur bacteria, Bacteriophage, Biocontrol, Potable water, Industrial wastes,
Municipal wastes, Pollutant identification, Analysis, Waste water treatment
Danube River, Hungary
E158
SOLUBILITY AND AVAILABILITY OF CADMIUM IN CADMIUM-SLUDGE
AMENDED SOIL,
Street, J. J.
Colorado State University,
Fort Collins.
Dissertation Abstracts International B, Vol. 37, No. 12, p 6042-6043, June, 1977.
The distribution of Cd(+2) in soils and its availability to plants have been investi-
gated. Cadmium carbonate and cadmium phosphate were found to inhibit cadmium activity
in soils, with CdC03 being the major controlling solid phase when high concentrations
of Cd were added. Adsorption was found to be the controlling factor on Cd solubility
when low concentrations of Cd were added. Uptake of Cd by corn seedlings which had
been grown in sol] s amended with sewage sludge or with cadmium alone was investigated.
A positive correlation was observed between cadmium concentrations in soils and in
plants. Cd uptake was found to decrease with increased soil pH and phosphorus levels.
Field studies showed that heavy application of Cd-bearing sludges reduced yields and
increased Cd concentrations in plants. Reduced uptake, mobility, and solubility of
cadmium were observed in soils that were alkaline, rich in organic matter, and heavy-
textured „
""Cadmium, *Metals, *Heavy metals, *Trace elements, *Absorption, Application methods,
Phosphorus, Soil chemistry, Soil contamination, Agriculture, Waste disposal,
Sludge disposal, Waste water treatment
534
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E159
WASTEWATER FLOW MEASUREMENT IN SEWERS USING ULTRASOUND,
Anderson, R. J., Bell, S. S., Vander Heyden, W. H., and
Genthe, W. K.
Sewerage Commission,
Milwaukee, Wisconsin.
1976. 100 p, 50 fig, 7 ref. 4 append. Technical Report EPA-600/2-76-243.
Accurate, reliable measurements of waste water flow are necessary to insure the ef-
ficient operation of a sewage system and to minimize outflow of raw sewage from a
combined sewer system. A method for the measurement of sewage volume, depth, and
velocity using ultrasonic probes has been investigated. Major elements in an ultra-
sonic metering system are the velocity meter, the height gauge, and an electronic
signal processing unit. For the test conducted by the city of Milwaukee, costs for
acquisition were considered sufficiently low for general use. Maintenance and installa-
tion requirements were not extraordinary. Depth measurements were accurate from 25%
to full capacity in the sewer. Velocities were considered accurate over their full
range at the test sites. Measurement interference was observed to be caused by en-
trained air, foam surfaces, and fluctuations in solids loading. It was suggested
that existing flowmeters be used in conjunction with ultrasonic systems to further
test the reliability of the ultrasonic probes. Recommendations for further investiga-
tions included the development of a portable monitoring unit, a method for operation
in smaller line sizes (6-36 inch diameter), and a method for eliminating measurement
interference.
*Flow measurement, *Flowmeters, *Ultrasonics, *Combined sewers, *0n-site tests,
Instrumentation, Sewerage, Sewers, Flow rates, Flow control, Waste water treatment
Ultrasonic flowmeter, Milwaukee (WI)
E160
BEHAVIOR OF BENZIDINE AND OTHER AROMATIC AMINES IN AEROBIC
WASTEWATER TREATMENT,
Baird, R., Carmona, L., and Jenkins, R. L.
County Sanitation Districts of Los Angeles County,
Whittier, California.
Journal Water Pollution Control Federation, Vol. 49, No. 7, p 1609-1615, July, 1977.
4 fig, 4 tab, 17 ref.
Benzidine, 1-napthylamine, and other aromatic amines have been indicated as carcinogenic,
causing bladder cancer in humans occupationally exposed to them. These compounds can
be contained in industrial waste waters discharged into municipal sewers. A review of
the various methods to isolate and identify carcinogens from surface and waste waters
is presented. An investigation was undertaken to study the effects of benzidine on
activated sludge respiration, establish relative toxicities for amines, determine the
effects of activated sludge treatment on amines, examine possible criteria for biologi-
cal attack, and define refractory metabolic intermediates. Methods used included
Warburg respirometry, gas-liquid chromatography, mass-spectrometry, colorimetric analy-
sis, and computer analysis. Results indicated that carcinogenic amines were not immune
to biologic treatment, as suggested by previous studies, but did appear to be trans-
formed to a. degree. It was suggested that the metabolic intermediates might be re-
sponsible for the toxicity and carcinogenicity. None of the suspected carcinogenic
bio-oxidation products of benzidine were observed to survive the activated sludge
process. In light of the results, it was suggested that sludge be analyzed for the
presence of metabolic intermediates as well as for the amines themselves.
*0rganic wastes, *Toxicity, *Activated sludge, *Aerobic treatment, *Human pathology,
Public health, Water pollution effects, Organic compounds, Byproducts, Water
Pollution Control Federation, Waste water treatment
Amines, Benzidine, Aromatic amines, Warburg respirometry
535
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E161
METHODS FOR THE EVALUATION OF THE RESULTS OF THE SELF-CONTROL-
MEASUREMENTS CARRIED OUT BY THE SEWAGE TREATMENT PLANT OPERATORS
(Verfahren zur Auswertung der Betriebsergebnisse von Klaerwerken),
Groche, D.
Institut fur Siedlungswasserbau,
Wassergute- und Abfallwirtschaft,
Universitat Stuttgart,
Stuttgart, Germany.
Wasserwirtschaft, Vol. 67, No. 6, p 154-161, 1977. 8 fig, 5 tab, 24 ref.
Statistical examination is presented as a means of more efficient treatment and opera-
tions control in waste water treatment plants. Most sewage treatment plants are operated
on the basis of mean values of BOD and sewage flow. A more complete evaluation of
fluctuations in BOD and sewage flow is suggested, using the standard deviation, co-
efficient of variability, and other statistical parameters. The number of measurements
required for accuracy would be determined by the degree of control desired for a
particular facility. Cumulative frequency curves produced by logarithmic plotting of
BOD and sewage flow on probability graph paper are used to illustrate the effect of
sample size and variability on the measurement distributions.
*Statistical methods, ^Mathematical studies, *Frequency analysis, *Biochemical oxygen
demand, *Integrated control measures, Flow control, Sewage treatment, Sludge treatment,
Model studies, Mathematical models, Forecasting, Waste water treatment
Cumulative-frequency distributions
E162
VARIATIONS IN NITROGEN AND ORGANICS IN WASTEWATERS,
Randtke, S. J., and McCarty, P. L.
Illinois University,
Urbana,
Department of Civil Engineering.
Journal of the Environmental Engineering Division, Vol. 103, No. EE4, p 539-550,
August, 1977. 7 fig, 4 tab, 12 ref.
Three activated sludge plants of different size and sludge characteristics were chosen
for the examination of variations in nitrogen and organics in waste water. Design data
for the San Jose/Santa Clara Water Pollution Control Plant, the Palo Alto Regional Water
Quality Control Plant, and the Union Sanitary District Plant No. 3 (Union City) are
provided. Treatment methods employed at the three facilities include primary treatment
of raw influent sewage, activated sludge aeration, final clarification, and chlorina-
tion. At each plant grab samples of raw influent sewage and primary, secondary, and
chlorinated effluents were taken at 2 hour intervals. A portion of each sample was
filtered and then analyzed for ammonia, soluble COD, and soluble nitrogen (SON). Com-
posite samples prepared according to flow were also analyzed, both filtered (for ammonia,
COD, SON, nitrate, nitrite, soluble total organic carbon, and BOD) and unfiltered (for
organic nitrogen, COD, BOD, pH, alkalinity, and suspended solids.) Results indicated
peak periods of flow in the morning and evening, possibly due to increased domestic
use. As ammonia and organics loadings were observed to increase concurrently, plant
designs should consider accommodation of large increases in oxygen demand and sufficient
aeration to insure complete nitrification. Flow equalization, partial nitrification,
denitrification, and breakpoint chlorination are also considered for the removal of
excess ammonia.
*Ammonia, *Nitrification, *Diurnal distribution, *0xygen requirements, *Design data,
Nitrogen compounds, Nitrates, Nitrites, Chlorination, Aeration, Municipal wastes,
Sewage treatment, Treatment facilities, Organic loading, Activated sludge, Organic
wastes, Waste water treatment, Model studies
Palo Alto (CA), Santa Clara (CA), San Jose (CA), Union City (CA)
536
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E163
MEMBRANE FILTER TECHNIQUE FOR THE QUANTIFICATION OF STRESSED
FECAL COLIFORMS IN THE AQUATIC ENVIRONMENT,
Stuart, D. G., McFeters, G. A., and Schillinger, J. E.
Montana State University,
Bozeman,
Department of Microbiology.
Applied and Environmental Microbiology, Vol. 34, No. 1, p 42-46, July, 1977. 2 fig,
3 tab, 17 ref.
A method for the determination of coliform counts for fecal coliforms which have been
injured by exposure to chlorine, industrial wastes, or marine waters is described. A
modification of the membrane filter (MF) technique using injury-mitigating membrane
filtration (IM-MF) was used for the analyses of effluents collected from several sewage
treatment plant outfalls in Montana. For the IM-MF technique glycerol, acetate, and
reducing agents were added to both layers and the filter was rinsed with an enriched
lactose medium for resuscitation. Results obtained with the IM-MF technique were com-
pared with the multiple-tube or most probable number (MPN) technique and the agar-
membrane filter (direct M-FC) method. Fecal coliform counts in chlorinated sewage de-
termined by the IM-MF technique were significantly higher than those obtained by the
direct M-FC method in every instance. Counts determined by the IM-MF method were also
reported to be as much as 1.3 to 1.9 times higher than those determined by the MPN
technique. A scattergram which illustrates the relationships between values obtained
for IM-MF and MPN and for direct M-FC and MPN is included. Results obtained by the
various methods were similar for analyses of laboratory chlorinated sewage and mountain
stream water. It is suggested that the IM-MF technique may provide a less costly, more
accurate, and more easily performed alternative to the MPN technique for the quantifica-
tion of fecal coliforms in chlorinated effluents.
*Coliforms, *Sewage bacteria, *Analytical techniques, *Cultures, Effluents,
Microorganisms, Meus-membrane filters, Laboratory tests, Bacteria, Chlorination,
Sewage treatment, Waste water treatment
*Injury-mltigating membrane filtration (IM-MF) technique, Most-probable-number (MPN)
technique, Agar-membrane filter (Direct M-FC) method
E164
INACTIVATION OF VIRUSES DURING ANAEROBIC SLUDGE DIGESTION,
Bertucci, J. J., Lue-Hing, C., Zenz, D., and
Sedita, S. J.
Metropolitan Sanitary District of
Greater Chicago,
Chicago, Illinois.
Journal Water Pollution Control Federation, Vol. 49, No. 7, p 1642-1651, July, 1977.
7 fig, 4 tab, 14 ref.
Because enteric viruses may be present in waste water and sludge, the Metropolitan
Sanitary District of Greater Chicago initiated an investigation of the inactivation
of viruses during anaerobic sludge digestion for treated municipal sludge destined for
use as fertilizer and for reclamation of strip mines. High concentrations of various
viruses, including coliphage MS-2, poliovirus A-9, coxsackievirus B-4 and A-9, and
echovirus 11, were seeded into pilot-scale anaerobic digesters. A comparison of virus
survival and digestion time indicated that inactivation for the various viruses ranged
from 54.4% to 97.6% after 24 hours and from 92.5% to 99.7% after 48 hours. Variations
in measurements taken on different days were attributed to undefined sludge character-
istics other than volatile solids reduction and pH, which were consistent. Linear
regression curves for percent survival and time in the digester were calculated for
each of the viruses examined, with correlation coefficients ranging from 0.74 to 0.93.
The percent inactivation per day of anaerobic digestion, represented by the slope
determined by the linear regression, ranged from 74.9% for echovirus 11 to 97.3% for
coxsackievirus A-9.
*Viruses, *Epidemiology, *Anaerobic digestion, *Disinfection, *Enteric bacteria,
*Sludge disposal, Sludge treatment, Microbiology, Model studies, Microorganisms,
Fertilizers, Biocontrol, Sludge disposal, Activated sludge, Waste water treatment
Chicago (IL)
537
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E165
A FUNDAMENTAL STUDY OF REMOVAL MECHANISMS OF SUSPENDED PARTICLES
IN THE DEEP FILTER (III) (Kyusoku rokaroso no kyodo (III):
Teijo rokaji no rihaku to sono sayo kiko no kento),
Ebie, K.
Journal of Japan Water Works Association, No. 507, p 20-34, December, 1976. 9 fig,
2 tab, 19 ref.
Microscopic examination of particles undergoing filtration has been used to better
understand filtration theory. Experimental observation of deposit behaviors during
direct filtration was made through the microscope by camera. It is suggested that two
modes of floe particle breakdown occur. Minute suspended particle size breakdown occurs
continuously during the filter run, while cluster breakdown of deposit thickness size
occurs intermittently at a later stage. Mechanisms such as electrophoretic mobility
which affect particle breakdown in filtration are discussed.
*Suspended particles, *Flocculation, *FIltration, *Microscopy, *Filters, Colloids,
Slurries, Suspension, Waste water treatment
E166
THE USE OF A MACRORETICULAR RESIN XAD-2 FOR THE RECOVERY OF
VOLATILE ORGANIC COMPOUNDS FROM MUNICIPAL SEWAGE,
Mori, B. T., and Hall, K. J.
Health and Welfare Canada,
Pesticide Laboratory,
Vancouver, British Columbia, Canada.
Journal of Environmental Science and Health, Vol. A12, No. 7, p 341-351, July, 1977.
2 fig, 2 tab, 22 ref.
The extraction ability of a macroreticular resin XAD-2 for the removal of volatile or-
ganics in municipal sewage was investigated, with special emphasis on the effects of
pH and detergents, adsorption of volatiles on sewage particulates, and resin capacity.
Experimental procedures for laboratory studies on the extraction of chlorinated phenols
and detergent are described. Studies indicated that phenol removal was not affected by
changes in pH, but decreasing the pH from 7.1 to 1.8 increased detergent recovery from
4 to 40 percent. Phenol extraction efficiencies were greater with a distilled water
matrix than with municipal sewage. In addition, adsorption of phenols onto plastic
surfaces was greater when sewage was the solvent. Breakthrough studies indicated that
lowering the pH of the sewage from 7.2 to 2.0 lowered the breakthrough point from
133 to 120 column volumes and raised total organic carbon recovery from 19 mg/liter to
25 mg/liter. Resin capacity was 1.7 mg total organic carbon/cc of resin and was not
affected by pH.
*Separation techniques, *Solvent extractions, *Phenolic pesticides, *Detergents,
Chemical wastes, Sewage treatment, Organic compounds, Organic wastes, Resins,
Hydrogen Ion concentration, Municipal wastes, Waste water treatment
Macroreticular resin XAD-2
533
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E167
BIOFLOCCULATION AND THE ACCUMULATION OF CHEMICALS BY
FLOC-FORMING ORGANISMS,
Dugan, P. R.
Ohio State University,
Columbus,
Department of Microbiology.
1975. 148 p, 51 fig, 21 tab, 119 ref. Technical Report EPA-600/2-75-032.
Major objectives of this study were to examine the process of flocculation and to in-
vestigate biological mechanisms associated with bio-flocculation, including the forma-
tion of the zoogloeal matrix by floe-forming bacteria. Several species of floe-forming
bacteria were isolated from limestone covered with zoogleal masses and effluents from
organically polluted water. Isolated organisms were gram negative, polar flagellated
rods which produced extracellular polymer fibrils. In studies with Zooglea ramigera,
polymer extracts were observed to concentrate heavy metals such as Co, Cu, Fe, and Ni;
soluble organic nutrients (BOD); soluble toxic organics; insoluble mineral particles;
and insoluble organic particulates. Commercial applications of extracellular polymer
are suggested for physical adsorption, metabolic reduction, and oxidation of waste
water pollutants. Bioflocculation is suggested as a natural mechanism of water purifi-
cation.
*Flocculation, *Bacteria, *Polymers, *Coagulatlon, *Absorption, *Adsorption, Sewage
treatment, Activated sludge, Organic compounds, Heavy metals, Colloids, Aquatic
bacteria, Chemical wastes, Slime, Waste water treatment
Bioflocculation, Zooglea ramigera, Microbial polymers
E168
NEW MICROBIAL INDICATORS OF DISINFECTION EFFICIENCY,
Engelbrecht, R. S., Severin, B. F., Masarik, M. T.,
Farooq, S., and Lee, S. H.
Illinois University,
Urbana,
Department of Civil Engineering.
1975. 88 p, 24 fig, 9 tab, 18 ref, 1 append. Technical Report AD/A-030 547.
This study attempts to define a valid indicator organism for disinfection efficiency
and to establish reliable enumeration techniques. Densities of acid-fast organisms,
yeasts, and fecal coliforms were examined in raw and treated waste water from the East
Side Waste Water Treatment Plant of the Urbana-Champaign Sanitary District, Illinois.
Raw waste water was observed to contain on the average 5,000,000 fecal coliforms,
50,000 acid-fast organisms, and 50,000 yeasts per ml. Trickling filtration and acti-
vated sludge treatment reduced fecal coliforms to 2,100,000 and 360,000, respectively;
acid-fast organisms to 3,200 and 1,700; and yeasts to 15,000 and 5,200. Acid-fast or-
ganism, yeast, and fecal coliform densities were reduced by 005, 300, and 600 logs,
respectively, during full scale chlorination. Four yeasts (Candida parapsilosis, C.
krusei, Trichosporon fermentans, and Rhodotorula rubra) and three acid-fast organisms
(Myobacterium fortuitum, M. phlei, and M. smegmatis) were identified in municipal
wastes. Tests on organism resistance to free chlorine using mixed cultures at pH 6,
7, and 10, and at 5 C and 20 C indicated that relative resistivities were acid-fast
organisms > yeasts > poliovirus > Salmonella typhimurium > E. coli. Tests on ozone
disinfection indicated that E. coli was less resistant than C0 parapsilosis and that
the degree of inactivation was greatly affected by the initial yeast density in the
feed solution. Enumeration techniques and experimental methods are described.
^Microorganisms, *Disinfection, *Yeasts, *Acid bacteria, *Chlorination, Ozone,
Bioindicators, Quality control, Pollutant identification, Microbiology, Waste water
treatment, Sewage treatment, Municipal wastes, Coliforms, Enteric bacteria
Microbial indicators
539
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E169
METERING TOTAL OXYGEN DEMAND,
Voorn, G., and Marlow, J. S.
Application Laboratory, Pollution Measurement and
Industry Division, Philips NV,
Eindhoven, The Netherlands.
Effluent and Water Treatment Journal, Vol. 16, No. 6, p 301-306, June, 1977. 8 fig,
6 tab, 3 ref.
Analysis of total oxygen demand (TOD), measured by combustion at 900 C of oxidizable
material in a water sample, is suggested as an alternative to traditional measurement of
biochemical oxygen demand (BOD) and chemical oxygen demand (COD). A TOD meter which
is based on electrochemical relationships as defined by Faraday's Law and Nernst's Law
is described. In the Phillips TOD meter, zirconium oxide electrodes are used to measure
oxygen-generated electrical potential with nitrogen as a carrier gas. Special features
and operating procedures for the Phillips meter are described. Measured oxidation
efficiencies are compared for analyses of COD, TOD, and 5-day BOD. The TOD meter is
recommended for monitoring plant influents to municipal sewage treatment plants and
for treating industrial waste waters.
*Dissolved oxygen analyzers, *Dissolved oxygen, *Biochemical oxygen demand, *Chemical
oxygen demand, *Instrumentation, Electric potential, Electrochemistry, Electrodes,
Industrial wastes, Chemical wastes, Municipal wastes, Aerobic conditions, Sewage
treatment, Waste water treatment
*Total oxygen demand, Faraday's Law, Nernst's Law
E170
BIOFLOCCULATION IN THE ACTIVATED SLUDGE PROCESS,
Forster, C. F.
Wessex Water Authority,
Bristol, South Africa.
Water SA, Vol. 2, No. 3, p 119-125, July, 1976. 5 tab, 5 fig, 36 ref.
A discussion of biological processes associated with microbial flocculation which can
influence sludge settling characteristics and adsorption of colloidal matter, macro-
molecules, and soluble substrates is presented. Literature on surface effects associated
with component microbes and the sludge matrix is reviewed. Surface interaction mecha-
nisms are discussed for several types of extracellular polymers including poly-beta-
hydroxy butyric acid (PHB), nitrogenous compounds, and polysaccharides. Metal ion up-
take by microbial flocculation and adsorption behavior are examined as important aspects
of successful activated sludge processing. Results of an attempt to define the function
of individual components of sludge surface layers by examining the sludge surface as a
single unit are presented. The effects of the enzymes cellulase and lysozome on the
electrophoretic mobility of sludge were measured. Although both treatments eventually
resulted in decreased mobility, cellulase treatment initially increased surface charge
and mobility while lysozome treatment decreased mobility, indicating that polysaccharlde
and non-polysaccharide polymers have separate and specific functions in bioflocculation.
Field studies with plug-flow and completely-mixed activated sludge plants implied that
poor sludge settling was due to high organic loading rates and alterations of the extra-
cellular polymers.
*Activated sludge, *Flocculation, *Polymers, ^Microorganisms, *Adsorption, Heavy
metals, Organic compounds, Molecular structure, Nitrogen compounds, Surfaces, Enzymes,
Electrophoresis, Chemical properties, Chemical analysis, Waste water treatment,
Heavy metals
Extracellular polymers, Polysaccharides, Bioflocculation, Sludge characteristics,
Molecular weight
540
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E171
POLYCHLORINATED BIPHENYL CONCENTRATION IN SEWAGE AND SLUDGES
OF SOME WASTE TREATMENT PLANTS IN SOUTHERN ONTARIO,
Lawrence, J., and Tosine, H. M.
Water Chemistry Section,
Canada Centre for Inland Waters,
Burlington, Ontario, Canada.
Bulletin of Environmental Contamination and Toxicology, Vol. 17, No. 1, p 49-56,
January, 1977. 3 tab, 13 ref.
Polychlorinated biphenyl (PCB) levels were monitored in raw sewage at six waste treat-
ment plants and in sludge samples from four major urban areas in Ontario, Canada. PCB
levels from grab samples were analyzed by gas chromatography and identified with
chromatographs of standard Arochlors. One of the treatment plants surveyed received
a large proportion of industrial wastes, while the other five treated only domestic
wastes. Primary and activated sludge treatment were used by all facilities. Concentra-
tions for the 36 samples collected at the six plants ranged from 1.5 ppb to 27.3 ppb
with a mean of 27.3 ppb. Projections based on an annual plant loading at a daily flow
of 236 million liters/day yielded an average value of 310 kg PCB/yr. Total PCB and
contributions by individual Arochlors are listed in tabular form. Sludge digestion was
observed to concentrate PCB with values reported as high as 2,085 ppb. Differences in
contributions by individual Arochlors between the treatment plants examined were ob-
served. Investigations on PCB levels in corn and grass grown on sludge-treated land
indicated that although concentrations of PCB in leaves were comparable with concen-
trations in the applied sludge, uptake of PCB was not biologically accelerated by
plants as has been observed for animals. Analyses of sludge samples from urban areas
revealed PCB concentrations of 100 to 200 ppb. More stringent controls on the disposal
of sludge containing PCB, particularly on land application, is suggested.
*Polychlorinated biphenyls, *Arochlors, industrial wastes, *Sewage treatment,
*Sludge disposal, Organic compounds, Sludge digestion, Gas chromatography, Chemical
wastes, Chemical analysis, Water pollution sources, Absorption, Municipal wastes,
Waste water treatment
Ontario (Canada), Canada
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MODEL STUDIES
F001
WATER QUALITY SIMULATION OS TAHOE-TRUCKEE SYSTEM,
NEVADA-CALIFORNIA VOLUME II APPENDICES,
Westphal, J. A., Sbirp; .T. V. A., and
Bateman, R. L.
Nevada University,
Reno,
Water Resources Research Center.
January, 1976. 296 p, 20 fig, 8 tab. Environmental Protection Agency Report No.
EPA-600/2-76-005b.
Documentation for a digital inorganic water quality simulation model of the Tahoe-
Truckee System which consists of the mainstem and tributaries of the Truckee River
between Tahoe City, California and Nixon, Nevada is presented in the form of appen-
dices. The model is based on the principle of mass-flux balance and presumes that
Inorganic constituents are conservative, complete mixing occurs instantaneously, and
that flows are recapitulated accurately at the defunct gaging station near Truckee,
California. The model was developed from 3 yr of water quality data collected monthly
at about 40 sites along the mainstem and tributaries. The appendices include: pre-
dictive equations, a computer program for the model, cumulative frequency distribution
curves, a derivation of complete mixing equations, and simulation model output for
bicarbonate, chloride, sulfate, sodium, potassium, calcium, magnesium, silica, and
total dissolved solids.
*Water quality, '^Simulation analysis, *ModeI studies, *Rivers, tributaries,
Surface waters, California, Nevada, Inorganic compounds, Bicarbonates, Chlorides,
Sulfates, Sodium, Potassium, Calcium, Magnesium, Silica, Solid wastes, Computer
models
Tahoe-Truckee system
F002
COST FUNCTIONS FOR WASTEWATER CONVEYANCE SYSTEMS,
Tyteca, D.
Louvain Catholic University,
Belgium,
Croupe de Travail en Economie de 1'Environnement.
Journal Water Pollution Control Federation, Vol. 48, No. 9, p 2120-2130,
September, 1976. 5 fig, 1 tab, 20 ref.
The development of cost functions for waste water conveyance systems is discussed.
Waste water flow is selected as the design variable, and relationships provided by
the hydraulics are used to express the cost as a function of flow only. Total cost
is minimized by using preoptimization techniques which take into account the hydraulic
relationships and constraints and give the optimal pipe diameter for a given pipe
length, pipe slope, and waste water flow. The optimal pipe diameter is then intro-
duced into the cost function so that the cost is a function of flow only. Although
the analysis is valid only for the installation of one pipe, it can be adapted for
two pipes in parallel. Also, constraints can be added for preventing abrasion and
settling. Equations developed for the cost function analysis are applied to a
particular region of Belgium; however, they can be applied to other countries if
small adjustments in parameter values which reflect local conditions of costs are
made.
*Waste water treatment, -'Cost analysis, *Pipelines, *Hydraullc structures,
*Transportation, Liquid wastes, Mathematical models, Optimization, Flow
542
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F003
THEORETICAL MODEL FOR A SUBMERGED BIOLOGICAL FILTER,
Jennings, P. A., Snoeyink, V. L., and Chian, E. S. K.
Clarkson College of Technology,
Potsdam, New York,
Department of Civil and Environmental Engineering.
Biotechnology and Bioengineering, Vol. 18, No. 9, p 1249-1273, September, 1976.
12 fig, 2 tab, 16 ref.
A mathematical model for describing the biological removal of a single substrate
from waste water in a porous bed of biolayer coated particles assuming plug flow
and steady-state conditions is described. The model uses the nonlinear Monod ex-
pression for the substrate utilization rate. The approximation of this Monod expres-
sion by a first order rate expression yields accurate results for a much wider range
of bulk concentrations than might be expected from inspection of the Monod half-
velocity coefficient for a given substrate. Percent removal of substrate is a weak
function of biolayer thickness when the thickness is greater than a rather small
limiting value but is a strong function of particle radius (and thus biolayer surface
area) for a wide range of parameter values including those of common interest.
*Waste water treatment, *Biological treatment, *Mathematical models, *Kinetics,
*Liquid wastes, Waste treatment, Equations, Surfaces, Model studies
F004
DEVELOPMENT AND APPLICATION OF A WATER RESOURCE
ALLOCATION MODEL,
Maddaus, W. 0., and McGill, J. M.
City of Tucson,
Tucson, Arizona,
Department of Water and Sewers.
Water Resources Research, Vol. 12, No. 4, p 767-774, August, 1976. 3 fig, 8 ref.
A water resource optimization model for long-range infrastructure planning in water
supply and waste water management is described. The model includes the following
elements: a network analyzer to determine the least-cost allocation of available
sources of water supply (including reclaimed waste water) to various demand points
subject to certain physical constraints and water management policies, a recosting
procedure for nonlinear cost functions, a digital groundwater model for simulating
widespread changes in groundwater depth, and a salt balance model for simulating
groundwater quality changes with time. The model provides costs for the optimal water
resource allocation for various sets of constraints as well as for environmental
changes in the groundwater reservoir. Application of the model is illustrated for
the Tucson, Arizona regional area where the most cost-effective alternative was
identified and used to develop a 50-year water supply and waste water management plan.
*Model studies, *Cost-benefit analysis, *Water management (applied), *Water allocation
(policy), AWater supply, Waste water treatment, Groundwater, Arizona, Mathematical
models, Simulation analysis, Economics, Programs, Evaluation, Optimization, Reclaimed
water
Tucson
543
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F005
THE USE OF STOCHASTIC MODELS IN THE INTERPRETATION OF
HISTORICAL DATA FROM SEWAGE TREATMENT PLANTS,
Berthouex, P. M., Hunter, W. G., Pallesen, L., and
Shih, C. Y.
Water Research, Vol. 10, No. 8, p 689-698, 1976. 6 fig, 5 tab, 3 ref.
Stochastic models were used to relate effluent biochemical oxygen demand for sewage
treatment plants in terms of influent biochemical oxygen demand, suspended solids,
temperature, and detention time. Most of the variation in effluent biochemical
oxygen demand was explainable in terms of previous effluent biochemical oxygen demand
values alone; the prediction was improved somewhat by taking into consideration in-
fluent biochemical oxygen demand, detention time, and mixed liquor suspended solids.
The use of efficiency rather than effluent biochemical oxygen demand did not prove
beneficial to the model building effort. The natural logs of influent and effluent
biochemical oxygen demand proved to be better metrics than the biochemical oxygen
demand values themselves, and the same appeared to hold for the suspended solids para-
meter. Temperature did not appear to be of significance in modeling sewage treatment
plant performance.
*Model studies, *Sewage treatment, *Treatment facilities, *Mathematical models,
*Performance, Biochemical oxygen demand, Temperature, Suspended solids, Efficiencies,
Evaluation, Waste water treatment
F006
DYNAMIC MODELLING AND CONTROL APPLICATIONS IN WATER
QUALITY MAINTENANCE,
Beck, M. B.
Cambridge University,
United Kingdom,
Engineering Department.
Water Research, Vol. 10, No. 7, p 575-595, 1976. 4 fig, 51 ref.
A unified systematic approach to considering the problems of water quality management
is presented. The systems analysis approach defines four major subsystems: the water
abstraction plant and distribution network providing potable supplies, the urban land
surface (rainfall runoff) and sewer network, the waste water treatment plant, and a
stretch of the river. Biological process modeling is shown to be the major challenge
to dynamic water quality management. For example, increased understanding of the
substrate/microorganism relationships of activated sludge and anaerobic digestion and
of nitrification and the nitrogen cycle as they apply to activated sludge operations
and river water quality is required. The quality dynamics of potable abstraction
treatment and a combined dissolved oxygen-biochemical oxygen demand-algae-nitrogen
model also need further investigation. Dynamic models and control theory are cited
as playing a fundamental part in the systematic analysis of water quality systems where
standards must be maintained in the river by an operational control.
*Water quality, *Model studies, *Waste water treatment, *Drainage systems, *Systems
analysis, Rivers, Sewers, Analytical techniques, Mathematical models, Water pollution
control, Biological treatment, Activated sludge, Microorganisms, Algae, Nitrogen,
Dissolved oxygen, Biochemical oxygen demand, Nitrification, Anaerobic conditions,
Runoff, Potable water, Surface waters
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F007
ESTIMATING FLOW CONDITIONS FOR RIVER MODELS,
Grenney, W. J., and Bowles, D. S.
Utah State University,
Logan,
Civil and Environmental Engineering.
Journal of the Environmental Engineering Division-ASCE, Vol. 102, No. EE4,
p 693-707, August, 1976. 9 fig, 4 tab, 1 ref.
A "man in the loop" computer model which utilizes available historical streamflow data
and user judgment to estimate flow boundary conditions for a water quality model is
described along with its application to the Weber River Basin in northeastern Utah.
The model requires four types of data: system geometry representing the stream system
layout, typical flow data for the boundary conditions, known flows, and initial boundary
conditions. Output from the model contains the estimated boundary conditions and
corresponding values of streamflow (balance flows). The model has been applied to the
Weber River Basin to produce a consistent set of flows at sampling points where flow
estimates had been made at the time of sampling and where measured flows are available
at gaging stations. A second application Involved the estimation of 7-day, 10-year
low flows at sampling points given 7-day 10-year low flows at gaging stations. The
model is not limited to flows and can also be used to perform mass balance on any
conservative substance such as salinity.
*Rivers, *Flow, ^Mathematical models, *Water quality, ''Computer models, Model studies,
Surface waters, Flow characteristics, River flow, River systems, Utah, Salinity
Weber River Basin
F008
DEVELOPMENT OF MATHEMATICAL MODELS FOR THE WATER QUALITY
MANAGEMENT OF THE PEARL RIVER, JACKSON, MISSISSIPPI,
Sun, P. T-C.
Dissertation Abstracts International B, Vol. 36, No. 9, p 4615-4616, March, 1976.
A mathematical model was developed to evaluate the waste treatment practice of organic
removal and/or ammonia oxidation to avoid extreme dissolved oxygen deficits in the
receiving stream. Two systems were studied. The first was a completely mixed activ-
ated sludge treatment plant which discharged into a hypothetical stream. The second
involved the Jackson Mississippi Wastewater Treatment Plant, with a "contact stabili-
zation" activated sludge system, and the Pearl River, its receiving stream. Models
were developed for organic removal, nitrification, and solids separation processes.
Nitrification models were developed for the two types of activated sludge systems.
A model was worked out for predicting effects of effluent on receiving streams. This
employed Monod growth kinetics for heterotrophic carbon oxidation and autotrophic
nitrification to determine stream dissolved oxygen resources. The combined models of
the treatment plant and its receiving stream can further aid evaluation of the total
operation. Results of studies showed that complete nitrification in the treatment
system best protected oxygen resources for a stream receiving effluent from a com-
pletely mixed activated sludge treatment plant. For a contact stabilization system,
partial nitrification may cause a more severe dissolved oxygen deficit than a non-
nitrified effluent (short sludge age). Dissolved oxygen resources can be improved by
chlorinating a partially nitrified effluent from a waste water treatment plant.
*Sewage treatment, *Activated sludge, *Dissolved oxygen analyzers, *Rivers,
*Chlorination, *Nitrification, *0xidation, *Mathematical models, Treatment facilities,
Waste water treatment, Kinetics, Ammonia, Water quality control
Jackson (Miss), Contact stabilization
545
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F009
A STUDY OF SUBSTRATE REMOVAL IN A MICROBIAL FILM REACTOR,
Harris, N. P., and Hansford, G. S.
Cape Town University,
Rondebosch, Cape, South Africa,
Department of Chemical Engineering.
Water Research, Vol. 10, No. 11, p 935-943, 1976. 12 fig, 1 tab, 43 ref.
A mathematical model was proposed to predict the quantity of substrate removable by
slime when it is subjected to various hydraulic and organic loadings. It was, also,
to determine if performance of the slime was limited by either a lack of organic
carbon or oxygen, or both. Supportive data was obtained by measuring substrate re-
movals on a vertical experimental biofilm reactor over a range of hydraulic and
organic loadings similar to an industrial type operation. The model is based on basic
chemical engineering principles of interfacial mass transfer, diffusion, and biochem-
ical reaction and, using kinetic parameters which fell within variations reported in
literature, predicted the reactor's COD removal capacity when subjected to organic
and hydraulic loadings. It also showed whether the operation of the film was limited
by substrate, oxygen, or both together. It indicated that change from one to the
other occurred between organic loadings of 300 to 500 mg/liter COD. There was poor
correlation between model predictions and experimental results pertaining to hydraulic
loadings approaching minimum wetting rate. The model becomes unreliable in predicting
results of conditions of low hydraulic load.
^Mathematical models, ^Chemical oxygen demand, ^Microorganisms, *Slime, *Model
studies, *0rganic loading, Carbon, Oxygen, Kinetics
Biofi]m reactors, Hydraulic loading
F010
A MATHEMATICAL MODEL FOR PREDICTING WATER DEMAND, WASTE WATER
DISPOSAL AND COST OF WATER AND WASTE WATER TREATMENT SYSTEMS
IN DEVELOPING COUNTRIES,
Muiga, M. I.
Dissertation Abstracts International B, Vol. 37, No. 1, p 372, July, 1976.
Mathematical models were developed for various inputs and costs of water and waste
water treatment for Africa, Asia, and Latin America. Such factors as water demand,
waste water amounts, and construction, operation and maintenance costs of slow sand
filter, rapid sand filter, stabilization lagoon, aerated lagoon, activated sludge,
and trickling filter processes were considered. Analysis indicated that water demand
is a function of population, income, and the percentage of households connected to
water supply. Waste water disposal was shown to be a function of water demand, the
percentage of homes connected to public sewage systems and the percentage of household
systems. Equations for predicting water treatment costs were a function of the per-
centage cost of imported water supply materials, population, and design capacity.
These variables gave the best correlation for waste water treatment costs.
*Mathematical models, *Cost analysis, *Water treatment, Waste water treatment,
Filters, Lagoons, Activated sludge, Trickling filters, Water supply, Waste water
disposal, Foreign countries
Sand filters
546
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F011
CHEMICAL DYNAMICS OF A POLLUTED WATERSHED, THE MERRIMACK
RIVER IN NORTHERN NEW ENGLAND,
Ceasar, J., Collier, R., Edmond, J., Frey, F., and Matisoff, G.
Colorado University,
Boulder,
Department of Geology.
Environmental Science and Technology, Vol. 10, No. 7, p 697-704, July, 1976.
4 fig, 10 tab, 21 ref.
The flux of various chemical and geochemical components of the Merrimack River were
determined and analyzed to develop a hydrochemical model of an urban, polluted stream.
Monitoring stations were located at such points as tributaries, dams, and towns to
determine their influences on the river. Sampling stations were not always possible
in the ideal mid-stream location. One model was developed to identify sources in the
river system, and another dealt with concentration versus flow. The three major sources
of chemicals are atmospheric, weathering, and anthropogenic conditions. A significant
input of sodium, calcium, magnesium, and potassium from anthropogenic sources was
found. The flow model was based on apparent background flow which included ground-
waters with long and short residence times and sewage flow, and on "runoff" events.
Results were reasonable for the northern portion where inputs were practically entirely
natural and from morphologically homogeneous drainage region and for the southern
region where anthropogenic inputs are predominant. The flow model was not totally
applicable to the central area because morphology was complex and human inputs were
significant.
*Monitoring, *Rivers, *Model studies, *Sampling, Water pollution sources, Flow,
Runoff, Pollutant identification, Groundwater, Chemical analysis
F012
LEAST COST CONTROL STRATEGIES IN URBAN DRAINAGE DESIGN:
A DYNAMIC PROGRAMMING APPROACH,
Froise, S.
Dissertation Abstracts International B, Vol. 37, No. 2, p 889, August, 1976.
An approach to determine least cost control strategies was developed for urban drainage
network design. Networks were defined as combined conveyance (circular cross-section
conduits, junction and diversion structures, and pump stations) and storage (ponds
and retention basins) elements. A dynamic programming approach and hydraulic simula-
tion and cost-estimation models were used for evaluations. The hydraulic model con-
sisted of a design and a simulation module. The system proved valuable and may repre-
sent a 30% cost reduction over conventionally designed drainage networks.
*Control systems, *Urban drainage, Cost analysis, Conduits, Conveyance structures,
Hydraulic models, Simulation, Design, Networks
547
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F013
ENGINEERING, SANITARY AND MUNICIPAL MODELING, IDENTIFICATION
AND CONTROL OF A DYNAMIC AND STOCHASTIC CHEMICAL BIOLOGICAL
PROCESS,
Adeyemi, S. 0.
Dissertation Abstracts International B, Vol. 37, No. 2, p 939, August, 1976.
The proposal that chemical costs savings and reduced effluent phosphorus variability
may result from optimal control of a. chemical-biological process was investigated.
Phosphorus removal involves simultaneous physical, chemical, and biological mechanisms.
In this study, the operating data suggest the model form. The Dynamic Data System
(DDS) which uses time series techniques to determine models is used. The DDS approach
involves two model classes: scalar and vector. The objective was to develop models
to aid performance improvement. Individual operating parameters which provide informa-
tion on phosphorus removal performance were modeled. An input-output model was de-
veloped to define the functional relationships of these parameters. An optimal control
strategy and sampling program based on the DDS models was developed. From these models,
control equations were delineated for calculating the rate of iron addition. The total
phosphorus system and total soluble phosphorus systems were defined. It was found
that a significant amount of useful information is contained in the operating data
from treatment facilities when proper techniques are used and that the DDS approach
is a valuable tool for systems analysis and control.
*Model studies, *Systems analysis, *Phosphorus, Chemical precipitation, Biological
treatment, Operating costs, Mathematical models, Treatment facilties
Phosphorus removal, Dynamic Data System (DDS)
F014
A DYNAMIC MODEL AND COMPUTER COMPATIBLE CONTROL STRATEGIES
FOR WASTE WATER TREATMENT PLANTS,
Stenstrom, M. K.
Clemson University,
Clemson, South Carolina.
Dissertation Abstracts International B, Vol. 37, No. 4, p 1860, 1976.
A model was developed for the use of automatic controls as a method for instituting
economies in the operation of treatment plants. Automatic controls could improve the
efficiency and performance of most components of a treatment system. Six process
models were developed: primary clarification, activated sludge with secondary
clarification-thickening, waste sludge thickening, anaerobic digestion, and chlorine
disinfection. The latter two models were used to predict end products and the liquid
and solids processing trains. Controls were developed for all processes and the total
plant was simulated using time-varying deterministic and stochastic inputs. Definite
economic optimum sludge ages were indicated which depend upon costs for energy and
ultimate sludge disposal.
*Automatic control, *Activated sludge, *Analytical techniques, *Treatment facilities,
*Model studies, Waste water treatment, Sludge treatment, Economics
543
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F015
PREDICTION OF VINYL CHLORIDE MONOMER MIGRATION FROM
RIGID PVC PIPE,
Berens, A. R., and Daniels, C. A.
The B. F. Goodrich Company Research and
Development Center,
Brecksville, Ohio.
Polymer Engineering and Science, Vol. 16, No. 8, p 552-558, August, 1976. 7 fig,
2 tab, 8 ref.
A predictive model was developed using data on the solubility and diffusion of vinyl
chloride monomer (VCM) in PVC resin powders and Pick's diffusion equation solutions
to determine the amount and rate of loss of residual VCM (RVCM) of rigid PVC pipe in
service and storage. Good agreement between predictions and observation of RVCM from
PVC pipe to water indicates that the diffusion coefficient of pure PVC resins is
applicable to rigid PVC pipe compounds, and little change in VCM diffusivity is pro-
duced by PVC contact with water when compared to measurement by vapor sorption/desorp-
tion methods. The model can be used to estimate VCM concentrations in water resulting
from actual use of PVC water pipe systems. The calculations presented may also be
used in model dynamic flowing systems. Highest VCM concentrations are expected from
new installations of recently manufactured small diameter PVC pipe after long periods
of stagnation. In actuality, PVC pipe containing 1 mg/kg or less residual VCM pro-
duces VCM concentrations undetectable with present analytical methods.
*Analytical techniques, *Forecasting, *Migration, *Plastic pipes, *Model studies,
Solubility, Diffusion, Resins
*Vinyl chloride
F016
DESIGNING REGIONALIZED WASTE WATER TREATMENT SYSTEMS,
Whitlatch, E. E., Jr., and ReVelle, C. S.
Ohio State University,
Columbus,
Department of Civil Engineering.
Water Resources Research, Vol. 12, No. 4, p 581-591, August, 1976. 13 fig, 1 tab,
22 ref.
Research was directed towards adding to the mathematical methodology being developed
to aid the design of regionalized treatment schemes. It was assumed that activated
sludge treatment to remove 85% of waste BOD will be used to meet conditions of many
state laws requiring secondary treatment of waste water sources. Dynamic programming,
linear programming, and heuristic location techniques were used to develop a step
procedure to progressively improve solutions to the problems of treatment and trans-
port. The proposed procedure is relatively simple to learn and computer costs in-
volved are not expected to be excessive. It was developed, also, to resolve problems
inherent with existing solution procedures proposed for regional sewage treatment
plants and has the advantage of providing alternative near-optimal solutions for given
situations. This proposal was expected to be a valuable tool in providing maximum
economies in regional treatment facility design and operation.
*Waste water treatment, *Sewage treatment, *Activated sludge, *Analytical techniques,
*Biochemical oxygen demand, Treatment facilities, Design, Dynamic programming,
Linear programming
519
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F017
HOW TO CONTROL BIOLOGICAL WASTE-TREATMENT PROCESSES,
Harbold, H. S.
Chemical Engineering, Vol. 83, No. 26, p 157-160, December, 1976. 5 fig, 6 ref.
Much money has been spent for new water pollution control equipment or for upgrading
existing treatment plants to meet the requirements of Public Law 92-500. Because
biological waste treatment is now most widely used to remove organic pollutants from
industrial wastes, optimizing its control procedures is the object of this discussion.
In this category, activated sludge systems are the most versatile and efficient of
available processes. Controlling the solids level in biological treatment systems
is one of the most important issues. The net production of biological solids is equal
to the mass of new biological solids produced by food substrate utilization minus the
loss of biological solids by endogenous respiration. Control of the activated sludge
process may be accomplished by use of the food-to-microorganism ratio (F/M), the
quantity of mixed-liquor suspended solids (MLSS) or mixed-liquor volatile suspended
solids (MLVSS), or solids retention time (SRT). The SRT method was proven to be one
of the most successful controls of an activated sludge system. With the automation
of future treatment plants, this method may be used as the basis for design.
*Waste water treatment, *Biological treatment, ^Activated sludge, ^Treatment
facilities, *Water pollution control, Equipment, Industrial wastes, Organic matter
F018
FLOOD DAMAGE MITIGATION,
Simultation Network Newsletter, Vol. 8, No. 6, p 1-187, October, 1976. 3 fig, 5 ref.
Methods and techniques for assessing flood damage probability and constructing flood
control structures and procedures are reviewed. Structural techniques such as reser-
voirs, levees, and diversions to reroute flood waters away from the flood area were
used. Flood proofing is a recent development. Minimizing total costs of flooding is
the best criteria for determining control means in a given situation. Evaluation of
the flood area and probability and magnitude of flooding is the first consideration.
An analysis of a hundred year flood record requires a 115 year study for a ± 10%
accuracy. Because most streamflow records are shorter than 48 years, simulation must
be used to project conditions further back. A relationship should be developed between
flood damage and river stage or flow to determine the relationship of flood damage and
frequency. Flood plain mapping is another tool which is necessary to develop the most
adequate and pertinent flood control plan. This helps to ensure the most economic and
beneficial flood control measures. Flood forecasting is valuable in providing time
to issue warnings to populations as well as allowing for adequate preparation for the
most efficient use of flood control plans. Such forecasts must include data collection
of current information on rainfall and upstream river stages, hydrologic techniques
which translate this deta to streamflow at downstream points where warnings are neces-
sary, and a program for disseminating the forecasts and warnings. Forecasting is also
an aid in the development of control measures which must handle a particular flood per-
iod. The Hydrocomp company has several services, including simulation programming, to
assist these developments.
*Analytical techniques, *Floods, *Flood damage, *Flood protection, *Flood control,
Probability, Diversion structures, Reservoirs
550
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F019
A BENEFIT/COST EVALUATION OF DRINKING WATER HYGIENE
PROGRAMS,
Singley, J. E., Hoadley, A. W., and Hudson, H. E., Jr.
Florida University,
Gainesville,
College of Engineering and
Institute of Food and Agricultural Science.
November, 1975. 136 p, 3 fig, 27 tab, 101 ref, 5 append. Tech. Rept. NTIS PB-249 891.
A methodology has been developed to evaluate the benefit/cost ratio of water hygiene
programs. It is based upon regression models. The number of water-related disease
cases is estimated by estimating regression equations relating the rate of reported
cases of infectious disease to the quality of drinking water and other factors and
estimating how changes in water quality will change the number of cases reported. This
methodology has been used to evaluate the benefit/cost ratio for water quality improve-
ments affecting the incidence of salmonellosis, shigellosis, and hepatitis. First,
the total disease and cost per incidence of disease was measured. A regression equa-
tion was then estimated to explain the reported rate of disease and water quality.
Costs of a given water quality improvement program were then estimated. The benefits
of improvement programs were then determined in terms of infectious disease using the
cost per incidence of disease and estimated regression equation. Cost/benefit ratios
were then determined. The regression methodology could be used for other water pro-
grams if appropriate data is available.
*Analytical techniques, *Cost-benefit ratio, *Water treatment, *Mathematical models,
*Regression analysis, Salmonella, Shigella, Human diseases
*Water hygiene, Salmonellosis, Shigellosis, Hepatitis
F020
ASSESSMENT OF MATHEMATICAL MODELS FOR STORM AND COMBINED
SEWER MANAGEMENT,
Bradstetter, A.
Battelle Pacific Northwest Laboratories,
Richland, Washington,
Water and Land Resources Department.
August, 1976. 530 p, 122 fig, 76 tab, 139 ref, 6 append. Tech. Rept. EPA-600/2-76-
175a.
Mathematical models for the nonsteady simulation of urban runoff were evaluated for
engineering assessment, planning, design, and control of storm and combined sewerage
systems. They were evaluated on the basis of information provided by the model builders
and users. Most include nonsteady simulation of the rainfall-runoff process and flow
routing in sewers; a few include simulation of waste water quality, options for dimen-
sioning sewerage system components, and features for real-time control of overflows
during rainstorms. The models evaluated were: British Road Research Laboratory Model,
Chicago Hydrograph Method, Colorado State University Urban Runoff Modeling, Corps of
Engineers Hydrologic Engineering Center STORM Model, Hydrocomp Simulation Program,
Minneapolis-St. Paul Urban Runoff Model, Municipality of Metropolitan Seattle Computer
Augmented Treatment and Disposal System, University of Cincinnati Urban Runoff Model,
University of Illinois Storm Sewer System Simulation Model, University of Massachusetts
Urban Runoff Model, Wilsey and Ham Urban Watershed Model, Battelle Urban Waste Water
Management Model, Dorsch Hydrograph-Volume Method, Environmental Protection Agency Storm
Water Management Model, Massachusetts Institute of Technology Urban Watershed Model,
Metropolitan Sanitary District of Greater Chicago Flow Simulation Program, SOGREAH
Looped Sewer Model, and Water Resources Engineers Storm Water Management Model. The
last seven were also treated by computer runs using hypothetical and real catchment data.
Testing with hypothetical data showed that computer running time is governed more by
efficient formulations of the overall model logic than by the basic equations used for
specific phenomena.
*Sewerage, *Analytical techniques, ^Combined sewers, *Hydraulics, *Hydrology,
Mathematical models, Sewers, Water pollution
551
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F021
DEVELOPMENT AND APPLICATION OF A SIMPLIFIED STORMWATER
MANAGEMENT MODEL,
Lager, J. A., Didriksson, T., and Otte, G. B.
Metcalf and Eddy, Incorporated,
Palo Alto, California.
August, 1976. 153 p, 30 fig, 47 tab, 12 ref, 4 append. Tech. Rept. EPA-600/2-76-218.
A simplified, inexpensive, flexible stormwater management model for planning and pre-
liminary sizing of storm water facilities has been created. The model delineates a
methodology for storm water management and consists of a series of interrelated tasks
combining small computer programs and hand computations that can be used either singly
or together. It introduces time and probability into storm water analysis, promotes
total system consciousness, and assists in establishing size-effectiveness relationships
for facilities. Five tasks are included: data preparation, rainfall characterization,
storage-treatment balance, overflow-quality assessment, and receiving water response.
A system of combined sewers is analyzed using Rochester, New York, as ^ working example.
A schematic of the existing storm water facilities, outlining major conduits and over-
flow discharge locations and sizes, is essential to data preparation. Overflow quan-
tities and qualities must be measured for calibrating the model. It is easy to generate
frequency of occurrence curves from the ranking of storm parameters. The storage-
treatment computer program allows quick review of the interrelationship between con-
tainment of runoff in storage and the capacity of treatment plants or interceptors.
This program, which uses rainfall records for a long period as the data source, can
accurately tabulate the quantity, frequency, and duration of overflows. Overflow qual-
ity can be predicted based on storm characteristics using linear regression techniques.
Gross averages of the quality data by subarea can indicate overflow quality and areal
trends. The receiving water analysis provides the final test of a control alternative.
*Wast£ water treatment, *Analytical techniques, *Treatment facilities, *Combined sewers,
^Mathematical models, Stormwater, Overflow, Runoff, Water quality
F022
SHORT COURSE PROCEEDINGS: APPLICATIONS OF STORMWATER
MANAGEMENT MODELS,
DiGiano, F. A., and Mangarella, P. A.
Massachusetts University,
Amherst,
Department of Civil Engineering.
August, 1974. 435 p, 129 fig, 53 tab, 386 ref. Tech. Rept. EPA-670/2-75-065.
Instructional papers have been compiled to encourage consultants to use storm water
models in dealing with combined and storm sewer overflows and make state pollution
control agencies aware of this tool in their pollution abatement efforts. Emphasis
was placed on presentations of various types of models, their data requirements, and
case studies in which they were used. The Environmental Protection Agency Storm
Management Model (SWMM) is highlighted.
*Sewerage, *Analytical techniques, *Storm drains, ACombined sewers, *Rainfall
intensity, Waste treatment, Water quality, Computer programs
*Peak storm flow
552
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F023
ENVIRONMENTAL IMPACT OF URBAN STORMWATER RUNOFF,
McPherson, M. B.
In: Short Course Proceedings: Applications of Storrawater Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 11-82.
4 fig, 4 tab, 198 ref.
Urban storm water runoff and mathematical models describing it are discussed. Peak
drainage runoff rates can be reduced by means of proper land-development design. The
bulk of storm drainage systems convey very modest flow rates, substantiating the sur-
mise that the majority of catchments replace mainly fringe tributary natural channels.
The most dramatic hydrologic impact of urban development is that on peak flows, where
the basin lag time is reduced as an area becomes urbanized. Structural means for
mitigating flood-plain inundation are designed to provide a much higher level of pro-
tection than that for storm drainage systems. Pollution from storm sewer discharges
can be almost as severe as that from combined sewer overflows. Substantial departures
from traditional underground systems that remove storm water as rapidly as possible
are required for enhancement of urban environment, conservation of water resources, and
reducing water pollution. The rational method of sewer design involves numerous arti-
ficialities. For preliminary analysis and design of specific projects, the use of the
simplest models is recommended. Ad hoc temporary rainfall-runoff-quality measurements
to calibrate and verify the crude models used are recommended. Opportunities for de-
sign application of more detailed modeling techniques may arise if actual field data
is available. Use of more detailed models is mainly justified to give a better in-
sight into the underlying processes and develop more rational understanding of the
simpler models. Exploration of metropolitan-wide pollution-control alternatives should
employ the simplest mass-balance and mass-routing techniques. Most models require a
computer for efficient calculation.
*Sewerage, *Analytical techniques, *Storm drains, *Combined sewers, *Water quality,
Computer programs, Runoff, Urban runoff
Peak storm flow
F024
INTRODUCTION TO URBAN STORMWATER RUNOFF MODELS,
Shubinski, R. F.
Water Resources Engineers,
Springfield, Virginia.
In: Short Course Proceedings: Applications of Storrawater Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 177-199.
15 fig, 4 tab, 6 ref.
The urban drainage system can be viewed as an assemblage of subsystems dealing with
surface runoff, transport of flow and quality, and the receiving water. Each drainage
subarea is characterized by Its area, degree of imperviousness, slope, and production
of quality constituents. Overland flow modifies the rainfall hyetograph by infiltra-
tion, surface retention, and transient storage. The transport subsystem conveys storm
waters and associated pollutants from the inlets through an underground conduit net-
work to disposal points. The receiving water may be a stream, lake, estuary, or coast.
The impact will probably be assessed in terms of the concentration of a particular
pollutant. Increased imperviousness is associated with urbanization. Location of im-
pervious areas in the watershed, proximity and geometry of drainage systems, and build-
ing practices should be considered in analyzing runoff from impervious areas. The
dominant hydrologic factors in the rainfall-runoff process are rainfall, infiltration,
storage, and detention. Land use profoundly influences urban runoff quantity through
its effects on imperviousness and surface cover. Storm discharge from an urban water-
shed can best be analyzed by dividing the total basin into smaller homogeneous units.
A Storrawater model was applied to a watershed to determine the influence on storm
water quality and quantity that might be expected with a land use change. Storage
reservoirs and detention ponds which increase runoff travel time in selected reaches
of a watershed can reduce peak flows during storm water runoff. Other storage
concepts include in-line storage in existing main sewers.
*Rainfall intensity, *Water quality, *Runoff, *Urban runoff, *Storm water, Storm
runoff, Mathematical models, Cities, Peak discharge
Peak storm flow
553
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F025
THE WEE STORM MODEL,
Shubinski, R. P.
Water Resources Engineers,
Springfield, Virginia.
In: Short Course Proceedings: Applications of Stormwater Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 214-241.
8 fig, 5 tab, 9 ref.
The present and expected future magnitude of pollution loads carried by urban runoff
from a. given watershed must be determined before developing a pollution control plan.
A computer program, STORM, is presented that estimates the quantity and quality of
runoff from small, primarily urban, watersheds. Land surface erosion, suspended and
settleable solids, biochemical oxygen demand (BOD), total nitrogen, and orthophos-
phate are calculated. The model considers the interaction of precipitation; air
temperature for snowmelt; runoff, pollutant accumulation on the land surface, and land
surface erosion; treatment rates; storage; and overflows. The program requires about
35,000 words of core storage and a FORTRAN IV compiler that accepts multiple ENTRY
statements.
*Waste water treatment, ^Analytical techniques, ^Biochemical oxygen demand, *Water
quality, *Rainfall intensity, Waste treatment, Computer programs, Runoff, Urban runoff
F026
THE EPA STORMWATER MANAGEMENT MODEL,
Huber, W. C., and Heaney, J. P.
In: Short Course Proceedings: Applications of Storrawater Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 242-246.
1 fig, 4 ref.
A comprehensive mathematical computer simulation program was developed to model flow
and quality during the total urban rainfall-runoff process. It provides an accurate
representation of the physical system and an opportunity to determine the effect of
proposed pollution abatement procedures. The Storm Water Management Model (SWMM) was
developed, demonstrated, and verified. It has been documented and is currently in
use. The SWMM is descriptive and models most urban configurations encompassing rain-
fall, runoff, drainage, storage/treatment, and receiving waters. Program segments
correspond to physical components of the urban runoff process, and it has preliminary
decision-making capabilities. Many changes have been made in details of the original
program, input/output requirements, and data descriptions.
*Waste water treatment, *Analytical techniques, *Mathematical models, *Rainfall
intensity, *Waste treatment, Water quality, Computer programs, Runoff
*Storm Water Management Model (SWMM)
554
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F027
DECISION-MAKING FOR WATER QUANTITY AND QUALITY CONTROL,
Heaney, J. P.
In: Short Course Proceedings: Applications of Stormwater Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 247-249.
4 refs.
Results of analyses into alternative procedures for selecting optimal overall storm
water control strategy are presented. A linear programming model is used to determine
sizes and operating policies for sewer pipes, storage reservoirs, and treatment plants;
the Storm Water Management Model (SWMM) generates boundary conditions and provides more
detailed information on performance. Because many storm water quality control alter-
natives serve other functions, the urban water quality problem seems to fit well into
a more general framework of urban water resources management. Traditionally, waste
water disposal, water supply, recreation and open space have been considered as separate
problems. An 800 acre planned urban development with overall density of four units/acre
was able to satisfy the following constraints: water use less than or equal to safe
recharge of the aquifer, on-site control of storm water from a 50 yr storm, no struc-
tures in the flood-plain, no direct discharge of storm water into on-site recreational
lakes, and disposal of treated sewage effluent onto a golf course. About 86% of the
total land is in open space. Development costs for the mix of detached houses, town-
houses, apartments, and condominiums appear competitive or lower than for existing
practices.
*Waste water treatment, *Sewage treatment, *Sewerage, *Analytical techniques,
*Treatment facilities, Mathematical models, Waste treatment, Water quality
Storm Water Management Model (SWMM)
F028
SELECTED CASE STUDIES USING STORMWATER MANAGEMENT MODELS ~
QUANTITY ASPECTS,
Orlob, G. T.
G. T. Orlob and Associates,
Orinda, California.
In: Short Course Proceedings: Applications of Stormwater Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 250-268.
15 fig, 6 ref.
Investigations of Northwood Tract, Baltimore, Maryland; Pegel T1/T2, Hamburg, Germany;
View Ridge, Seattle, Washington; Vine Street, Melbourne, Australia; and a special study
of stability problems are used to illustrate application of the Storm Water Management
Models. Observed and simulated runoff peaks were not coincident in time. Watershed
yields disagreed. The simulated runoff pattern tended to be smoother and more attenu-
ated than that observed. Simulated runoff was discontinuous. Sometimes initial peaks
were not well simulated although subsequent peaks were, and vice versa. The simula-
tions were generally excellent for the Northwood Tract. The computer runoff for Ham-
burg compared well with the measured flow for a storm with two distinct precipitation
peaks. The model gave a good account of the peak flow for the View Ridge catchment,
but was a bit too low in the trailing portion of the storm. The SWMM proved superior
in a comparison with models developed by England's Road Research Laboratory and the
University of Cincinnati for Melbourne. Often it is difficult to distinguish numeri-
cally induced oscillations from hydraulic behavior that sometimes produces real fluc-
tuations. Numerically induced oscillations can often be eliminated by changes in time
step, averaging, or computational techniques.
*Analytical techniques, *Rainfall intensity, *Computer programs, *Runoff, *Urban
runoff, Peak discharge, Storm water, Storm runoff
Peak storm flow, Storm Water Management Model (SWMM)
555
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F029
PLANNING A STUDY USING STORMWATER MANAGEMENT MODELS,
Orlob, G. T.
G. T. Orlob and Associates,
Orinda, California.
In: Short Course Proceedings: Applications of Stormwater Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 269-279.
5 fig, 1 ref.
Mathematical modeling makes it possible to expeditiously examine large numbers of com-
plex alternatives. It may serve to study designs, sizing system elements, alternative
routings, impact of off-line storage, control measures, and land and water use planning
schemes. If the model is well conceived and tested the user may anticipate a productive
effort with only the normal computer problems. However, things seldom run smoothly with
computer models. The Storm Water Management Model package is briefly described. Points
where trouble may arise and ways to avoid it, if possible, are discussed. The planning
process is examined, including the technique for bringing the models up to speed and
to bear on the real problems to be solved. This includes the model development process,
calibration, and application. Once the Storm Water Management Models are calibrated
and verified, providing the user with some appreciation of their reliabilities and
fallibilities, they can be employed best to discriminate between alternative choices.
^Analytical techniques, ^Computer programs, *Storm water, ^Design, ^Mathematical
models, Planning, Water management (applied), Computer models
*Storm Water Management Model (SWMM)
F030
THREE CASE STUDIES ON THE APPLICATION OF THE STORM WATER
MANAGEMENT MODEL,
Vittands, J. P.
Metcalf and Eddy Engineers,
Boston, Massachusetts.
In: Short Course Proceedings: Applications of Stormwater Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 280-332.
19 fig, 13 tab, 5 ref.
A program was started for the systematic evaluation of the existing system, and prepara-
tion of a plan and program for the reconstruction of the inadequate segments of the
sewer system in the Easterly District of Cleveland, Ohio. The flooding conditions and
transport capabilities in the existing system were determined by computer simulation.
Based on these results, the necessary sewer sizes were estimated to eliminate flooding
under the design storm conditions. Computer simulation was used to test the selected
improvements. A comprehensive engineering evaluation was also conducted with respect
to abatement of pollution from combined sewer overflows to the Great Miami River in
Middletown, Ohio. All combined sewer outfalls connect to an interceptor by junction
chambers designed to regulate flows so that the major portion of flow during storm run-
off passes to the river. Records sometimes show reduced flow to the treatment plant
during rainfall periods, indicating that the regulators, as presently operated, perform
a negative function for water pollution control. The biggest pollution problem con-
fronting Boston Harbor was identified as the combined sewer discharge problem which has
been causing bacterial contamination and visual pollution of beaches and shellfish
areas. The Storm Water Management Model (SWMM) is being used to model approximately
24,000 acres of combined and separate sewered areas in metropolitan Boston. Measurements
at a Cambridge overflow were compared favorably with hydrographs generated by the SWMM
under similar conditions.
*Waste water treatment, *Sewerage, *Analytical techniques, *Treatment facilities,
^Combined sewers, Storm drains, Rainfall intensity, Computer programs
556
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F031
COMPARATIVE ANALYSIS OF URBAN STORMWATER MODELS,
Brandstetter, A.
Battelle Pacific Northwest Laboratories,
Richland, Washington.
In: Short Course Proceedings: Applications of Stormwater Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 333-420.
26 fig, 5 tab, 60 ref.
Eighteen mathematical models for the nonsteady simulation of runoff in urban storm and
combined sewerage systems were reviewed based on information from model builders and
users. The seven most promising models were also tested by computer runs using hypo-
thetical and real catchment data. Most include nonsteady simulation of the rainfall-
runoff process and flow routing in sewers; a few also include waste water quality simu-
lation, options for dimensioning sewerage system components, and features for realtime
control of overflows during rainstorms. The models vary greatly in scope and purpose,
mathematical detail, system elements and hydrologic phenomena being modeled, size of
the system that can be handled, data input requirements, and computer output. Their
state of development also varies significantly. Evaluations considered model accuracy,
cost of model use, computer requirements, data requirements, input data preparation re-
quirements, and output options available. All eighteen are suitable for simulation of
storm and combined sewerage systems or incorporation in comprehensive simulation models.
Considerable differences exist in the types of phenomena modeled and mathematical formu-
lations for each phenomenon. If only a few physical phenomena need to be modeled, the
simplest model simulating them with adequately accurate mathematical formulations should
be selected.
*Sewerage, *Analytical techniques, *Storm drains, *Combined sewers, *Rainfall
intensity, Water quality, Computer programs, Runoff
F032
EFFECTS OF DOSING RATES ON TRICKLING FILTER PERFORMANCE,
Cook, E. E., and Crame, L.
Southern Illinois University,
Carbondale,
Department of Thermal and Environmental Engineering.
Journal Water Pollution Control Federation, Vol. 48, No. 12, p 2723-2730, December,
1976. 3 fig, 1 tab, 19 ref.
The performance of trickling filters is examined to determine the effects of the fre-
quency with which waste is distributed over the filter media. A model fixed bed re-
actor was used with a prepared synthetic waste with sucrose as the limiting substrate
for bacterial growth. Nutrients were added to provide a balanced growth medium. The
pH of the synthetic waste at the distributor nozzle was 7.0 to 7.5. Results indicated
that increasing the rest periods between dosing caused an increase in the instantaneous
hydraulic load to the filter and altered COD removal kinetics. The higher instantan-
eous loadings changed COD removal from two first-order rates to a single rate through-
out the filter. Continuous dosing provided a great COD removal in the upper filter
regions, but retarded COD removal in the lower levels. A 5-minute dosing period with
a 5-minute rest period was considered best for a deep trickling filter. These results
were not applicable to a circular trickling filter with rotating distributors due to
the difference in filter geometry. A change in detention time by increased instantan-
eous hydraulic loading caused no substantial difference in effluent quality. It was
thought that increased rest periods between dosings caused the biomass to grow down-
ward toward the lower filter levels. Ponding is prevented by this more even distribu-
tion of biomass in the trickling filter. It was concluded that continuous dosing was
best for shallow trickling filters and that the above dosing plan was best for deep
trickling filters.
*Trickling filters, ^Biological treatment, ^Physical properties, Waste treatment,
Chemical oxygen demand, Biochemical oxygen demand, Microorganisms, Kinetics, Biomass,
Waste water treatment, Filters
557
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W33
PROCESS CONTROL AND DATA PROCESSING IN SEWAGE TREATMENT PLANTS,
Lenschow, J,
Brown Boveri Review, Vol. 63, Mo. 10, p 643-650, October, 1976. 12 fig, 8 ret.
Automated control nan datvj processing have recently beer, used to reduce costs and
personnel work loads, as well as to increase safety and sewage purification levels.
Examples were, give' tu illustrate the beneficial use of data processing and automated
control on mechanical purification, biological purification and sludge treatment.
The combination of purification processes and the growing development of reliable
measurement instrumentation have made this a viable part of waste water treatment.
Automated process control makes it possible to optimize purification performance and
increase the flexibility of plant operations.
•'Automatic control, *Data processing, '''Treatment facilities, *Instruir:antation,
Biological treatment^ Sludge treatment. Measurement, Waste water treatment,
Operating costs> Treatment, Computers
F034
OPTIMAL CONTROL OF AN UNSTEADY STATE CONTINUOUS ACTIVATED SLUDGE
SYSTEM: A COMPARISON OF DIGITAL COMPUTER SIMULATION VS PILOT
PLANT RESULTS,
Shahalam, A. B.
Dissertation Abstracts International B, Vol. 37, No. 5, p 2412, November, 1976.
A dynamic model of the activated sludge process was developed. This involved an aera-
tor, a thickener and sludge recycle. System variables were the microorganism and
substrate concentrations. System control was by detention time in the aerator and the
sludge wastage rate. Analysis was made of continuous sinusoidal variations in influent
substrate and microorganism levels. A digital computer simulation was used to illus-
trate the effects of variable waste quality on effluent quality with and without optimal
system control. A laboratory scale pilot activated sludge system employing synthetic
glucose waste was studied to determine the unsteady state system responses. Compari-
sons of the pilot system and the model indicated a close correlation. It was determined
that optimal control techniques would help to produce substantial effluent quality
improvements.
*Model studies, *Sludge treatment, *Actlvated sludge, *Computer models, *PIlot plant,
Sewage effluent, Performance, Control, Aeration, Waste water treatment
Sludge thickening
558
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F035
DESIGN PRINCIPLES OF ACTIVATED CARBON-FILLED ADSORPTION COLUMNS
FOR WASTE WATER TREATMENT (Zasady projektowania kolumn sorpcyjnych
z weglem aktywnym do oczyszczania sciekow),
Adamski, W., and Przewlocki, J.
In: Metody Flzykochemiczne Oczyszczania Wod I Sciekow (Referaty Z Konferencii Naukowo-
Technicznej), May 6-7, 1976, Lublin, Poland, Marie Curie-Sklodowska University,
Lublin, Vol. 1, p 105-119, 5 fig, 1 tab, 8 ref.
A formula was derived as an adsorber designing method. It was based on a mathematical
model of sorbate balance. The parameters involved include the necessary adsorbent
mass, waste water flow, mass transfer coefficient, surface area of adsorbent, and sor-
bate effluent and equilibrium concentrations. Activated carbon(s) surface area was
determined from BET adsorption isotherms of p-cresol. A solution was developed to
assess adsorption driving force and operating line COD, BOD, and TOC adsorption iso-
therms by use of the batch procedure. The mass transfer coefficient was determined
through dynamic adsorption tests using column adsorbers filled with granular activated
carbon. The extent of the adsorption front was derived from column breakthrough curves
based on Michaels' formula. The linear Bohart-Adams equation was used to determine
the k-value.
*Model studies, *Waste water treatment, ^Adsorption, Activated carbon, Biochemical
oxygen demand, Chemical oxygen demand, Flow, Carbon, Mathematical models
Michaels' formula, Linear Bohart-Adams equation, Total organic carbon
F036
COMPUTER CONTROLS 55,000 CU M/DAY OF SEWAGE,
Control and Instrumentation, Vol. 8, No. 8, p 10, September, 1976.
Computer controls have been installed at the Anglian Water Authority's Whitlingham,
England, sewage treatment plant. The system allows remote automatic control of most
of the treatment process, traditional biological filter treatment, and the activated
sludge processes. The control loops for the activated sludge process are a good
example of the sophistication provided by the system. A controlled flow of settled
sewage is passed through a series of aeration tanks where air is blown into the mixed
liquor to speed the oxidation process. The balance of flow rate, sludge return and
oxygen level is maintained automatically and involves measurement and control of flow
rate and dissolved oxygen levels. A semi-high level sequencing language was used to
develop override capability in instances of electrical or mechanical failures or storms.
The inlet screen, flow splitting, aeration channels, sequence switching of pumps for
reclrculation or double filtration, batch feeding, and monitoring of anaerobic sludge
digestion are controlled. Operators can up-date set points, retrieve data on demand
and initiate various control strategies while the system is functioning. There is
also a provision for manual control.
*Automatic control, *Computers, Waste water treatment, Biological treatment, Sludge
digestion, Treatment facilities, Aeration, Oxidation, Flow, Activated sludge
Whitlingham (UK)
559
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F037
AN EXAMINATION OF THE VALIDITY OF THE MATHEMATICAL FORMULAE
FOR EXPRESSING THE RATE OF BIOCHEMICAL OXIDATION OF SEWAGE,
Stones, T.
Water Pollution Control, Vol. 75, No. 4, p 527-529, 1976. 4 tab, 8 ref.
Conclusions based on results of investigations by Streeter and Phelps indicate that the
rate of biochemical oxidation of carbonaceous matter in sewage is proportional to the
remaining concentration of carbonaceous matter measured by its unsatisfied BOD, and
that the process is in accord with a first—order reaction previously postulated by
Phelps. Various aspects of this conclusion were evaluated. Several investigations
have shown that biochemical oxidation of carbonaceous matter did not conform to the
postulated reaction. This discrepancy has been ascribed to the heterogeneous nature
of sewage that causes more readily oxidized constituents to be attached first so that
the proportion of constituents resistant to oxidation increases and the velocity co-
efficient decreases as oxidation continues. If Phelps' Law is modified to assume a
retardation factor so that the velocity coefficient is not constant but decreases pro-
gressively with time, constant figures should be obtainable. Values for initial velo-
city coefficient and the retardation factor could then be calculated. These figures
were not constant and it was shown that the reaction did not proceed in accordance
with the retarded exponential equation. Further calculations, assuming that oxidation
is governed by unsatisfied BOD and the residual concentration of DO, resulted in a
process which conformed to a second order reaction. It was concluded that the oxida-
tion rate at any time in a peviod of 10 days is governed jointly by residual concen-
trations of DO and the unsatisfied BOD.
^Mathematical models, ^Oxidation, ^Analysis, ^Biochemical oxygen demand, Waste water
treatment, Sewage treatment, Dissolved oxygen, Domestic wastes, Chemical reactions,
Evaluation
Phelps' Law
F038
PHYSICAL AND ECONOMIC PARAMETERS FOR PLANNING REGIONAL
WASTE WATER TREATMENT SYSTEMS,
Klemetson, S. L., and Grenney, W. J.
North Dakota State University,
Fargo,
Department of Civil Engineering.
Journal Water Pollution Control Federation, Vol. 48, No. 12, p 2690-2699, December,
1976. 6 fig, 7 tab, 27 ref.
Parameters were developed for the operation of a mathematical model to be used in
regional planning for treatment systems. Parameters considered were: population pro-
jections, waste water quality and quantity, stream and effluent standards, pollution
removal efficiencies, treatment level classifications, cost indices, interest rates,
economies of scale and cost coefficients for capital and operation, and maintenance
costs. Data was calculated or obtained from available literature and summarized in
the desired formats.
*Model studies, *Mathematical models, "Computer models, Treatment facilities,
Waste water treatment, Treatment, Water quality, Community development, Human
population, Economics
560
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F039
DIGESTED SLUDGE: DELINEATION AND MODELING FOR OCEAN DISPOSAL,
Faisst, W. K.
Dissertation Abstracts International B, Vol. 37, No. 5, p 2462-2463, November, 1976.
A study was conducted to gather data on digested sludge particles and related trace
metals to develop a model of digested sludge discharge in ocean disposal. Digested
sludge particles in the test area, Los Angeles County (California) Sanitation Districts,
were measured for size. Ninety percent of these had diameters of less than 10 microns.
Of nine trace metals studied, only manganese had a dissolved fraction greater than 1%
of the total metal. Sedimentation velocities of this sludge decreased as the dilution
factor increased. Sedimentation of chromium, copper, iron, nickel, lead, and zinc was
approximately the same as that of sludge particles. About 10% of filterable solids
dissolved or oxidized in oxic mixtures. A hydraulic computer simulation indicated that
sludge effluent discharges at depths of 730 m rise no more than 120 m. Analysis showed
that solids reach the sediments within 10 kilometers of the discharge point. Other
data revealed that nearly anoxic waters would become wholly anoxic from the sludge dis-
charges. Chemical-equilibrium models showed that trace metals, except chromium and
manganese, would be controlled by metal sulfide solids precipitation at dilutions up
to 3000. It was concluded that trace metals in sludge would be immobilized in anaero-
bic bottom sediments of the basins and no life forms higher than bacteria were in the
area to be disrupted. Ocean discharge would eliminate potentially expensive land dis-
posal alternatives. Ocean surface waters would also be protected.
*Computer models, *Sewage disposal, *Sludge digestion, *Sludge disposal, Ultimate
disposal, Sedimentation, Metals, Trace elements, Analysis, Model studies, Sulfides
Los Angeles County (Calif), Land disposal, Ocean disposal
F040
A SCREENING MODEL FOR FLOOD CONTROL PLANNING,
Mokashi, A. R.
Dissertation Abstracts International B, Vol. 37, No. 5, p 2409, November, 1976.
In order to reduce damages, a screening model was developed to aid determination of
the number, location, and size of reservoirs at sites of potential flooding. Plans
are judged by this model and then subjected to detailed simulation analysis for final
selection. The model is a mathematical programming optimization model. The determin-
istic model uses the most severe historical floods as hydrologic Input. Capacities
of potential reservoirs are chosen by balancing annual damage against annual average
costs of reservoir storage to prevent damage. For large basins, the system is divided
into subsystems which are separately subjected to modeling. Design parameters em-
ployed by the screening model serve as input data for detailed simulation analysis.
The chosen system must produce the maximum reduction in average annual damage.
*Model studies, *Mathematical models, *Reservoirs, *Flood control, Flood protection,
Flood data, Planning, River regulation, Reservoir design, Reservoir sites
Screening model
561
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F041
A NONLINEAR MULTILEVEL TRANSPORTATION MODEL FOR WATER RESOURCE-
WATER QUALITY MANAGEMENT,
Pratishthananda, S.
Dissertation Abstracts International B, Vol. 37, No, 5, p 2410, November, 1976.
A nonlinear multilevel transportation model was developed for the study of large scale
water resources systems. This included allocation to multiple users and effluent
treatment to meet required water quality standards. The basic framework is a modified
transportation matrix. Included are cost functions for treatment and water transport.
Salt Lake County, Utah, was used as a case study area. It was divided into four sub-
regions with the water supplies as the interconnecting variables. Surface water,
groundwater and import water were allocated to municipal, industrial and agricultural
users for projected 1985 median needs. Effluent from treatment facilities were re-
quired to meet goals of Public Law 92-500. Management alternatives considered were
allocations with no reuse of treated effluent and allocations with effluent reuse
allowed for industrial and agricultural users. The reuse of effluents proved to be
least costly. The model was considered as efficient as or better than nonlinear formu-
lations.
*Model studies, *Water resources, Comprehensive planning, Water reuse, Water quality,
Effluents, Water users, Costs, Groundwater, Water resources
F042
STUDY ON SEWAGE FLOW DYNAMICS THROUGH DORR TYPE CLARIFIER
ON STREAM,
Selecki, A., Zwolinski, K., Chmielewski, A. G.,
Babczynski, S., and Wild, K.
Warsaw Technical University,
Warsaw, Poland,
Institute of Chemical Engineering.
Chemie Ingenieur Technik, Vol. 49, No. 1, p 67, 1977. 2 fig, 3 ref.
Results were presented from flow dynamics research with a Dorr type clarifier. With
this apparatus, sewage enters a middle column under the liquid surface, sludge exits
via outlets at the column bottom, and clear fluid reaches the sewer through the over-
flow. Radioactive tracers were added to the stream by an impulse method. Dynamic
characteristics were studied by observations of residence time distribution function
in response to the introduced pulse. Flow models were developed for an overcharged
clarifier and for a normally charged clarifier. With an overall sewage flow rate of
750 cu m/hour, the clear liquid flow is nearly equal to plug flow with the occurrence
of a sludge short circuit. No short circuiting occurred in the overcharged flow model.
This may be due to the fact that, at the given flow rate, streams outflowing from the
diffusion cells in the column have significantly greater energy when compared to that
at a flow rate of 451 cu m/hour. Experiments were conducted under severe conditions
with results which were debatable. However, they may be considered a useful diagnostic
method.
*Flow characteristics, *Dynamics, *Flow separation, *Sewage treatment, Tracers,
Separation techniques, Waste water treatment, Model studies, Effluents
Dorr type clarifier
562
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F043
WATER QUALITY INVESTIGATIONS IN THE SOUTH PLATTE RIVER BASIN,
COLORADO, 1971-72,
National Field Investigations Center,
Denver Colorado.
1972. 266 p, 30 fig, 17 ref, 9 append. Technical Report NTIS PB 244-912.
Stream surveys were conducted of the South Platte River Basin (Colorado) to determine
water quality changes since a survey in 1964-65. Surveys were made of Bear Creek,
Clem Creek, Boulder Creek, St. Vrain Creek, the Big and Little Thompson Rivers, Cache
la Poudre River, and the South Platte River. Twenty-three municipal waste treatment
facilities were evaluated, as were industrial pollution sources. Developments in the
control of industrial wastes since the earlier survey were evaluated as well.
*Water quality, *Analysis, *Rivers, *Streams, Water pollution sources, Pollution
abatement, Treatment facilities, Municipal wastes, Industrial wastes, Evaluation
South Platte River Basin (Colo)
F044
WATER QUALITY SIMULATION OF TAHOE-TRUCKEE SYSTEM,
NEVADA-CALIFORNIA-VOLUME I,
Westphal, J. A., Sharp, J. V. A., and Bateman, R. L.
Nevada University,
Reno,
Desert Research Institute.
1976. 67 p, 19 fig, 15 tab, 54 ref. Technical Report NTIS PB 247-798.
A model was developed to aid inorganic water quality control in the Tahoe-Truckee
water system of Nevada and California. In this system impoundments, diversions for
and returns from industrial, agricultural, and municipal uses, and groundwater returns
influence inorganic quality and surface water flows. Mass-flux-balance is the basis
of the model. Assumptions used relative to the model include: a conservative nature
for inorganic constituents, instantaneous, complete mixing, and the accurate recapitu-
lation of flows at an unused gaging station. The model is based on data collected
over three years at 40 sites. Calcium, sodium, potassium, chloride, sulfate bicar-
bonate, silica, magnesium, and total dissolved solids (less silica) were modeled.
The model simulates concentrations at selected points and quality of dispersed flows.
*Model studies, *Inorganic compounds, *Water quality, *Water quality control, *Rivers,
*Streams, *Estuaries, Flows, Industrial wastes, Municipal wastes, Agricultural runoff,
Surface waters
Tahoe-Truckee water system (Nev and Calif)
563
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F045
SHORT COURSE PROCEEDINGS: APPLICATIONS OF STOEMHATER
MANAGEMENT MODELS,
Massachusetts University,
Amberst,
Department of Civil Engineering.
June, 1975. 426 p, 137 fig, 56 tab. Technical Report NTIS PB-247-163.
Presentations are made of various storm water models to solve the problem of storm
and combined sewer overflows and to make state pollution control agencies aware of
these resources for pollution abatement. Discussed in the proceedings are such
problems as the environmental effects of urban storm water runoff, the quantity and
quality aspects of this runoff, the effects of runoff on the quality of receiving
waters, and decision-making regarding quantity and quality control of water. The
papers presented include data requirements and case studies of the different models,
along with comparative analyses. Amongst the various models, the EPA Stormwater
Management Model (SWMM) was highlighted.
*Model studies, *Water management (applied), *Storm water, *Storm runoff, *Combined
sewers, Hydrologic data, Water pollution, Pollution abatement, Simulation analysis,
Mathematical models
*EPA Stormwater Management Model (SWMM)
F046
THE WRE STORM MODEL,
Shubinski, R. P.
Water Resources Engineers,
Springfield, Virginia.
In: Short Course Proceedings: Applications of Storm Water Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 214-242.
8 fig, 5 tab, 9 ref. Technical Report NTIS PB 247-163.
The WRE STORM model was developed to help determine future magnitudes of urban runoff
pollution loads from a given watershed, to help determine the pollution load for
average and extreme events, and to determine the occurrence of a given extreme event.
The STORM (storage, treatment, overflow, and runoff model) considers interactions of
precipitation, air temperature for snowpack accumulation and snowmelt, runoff, pollu-
tant accumulation on land surface, land surface erosion, treatment rates, storage,
and overflows from the storage/treatment system. Land uses considered in this model
include: single family residential, multiple family residential, commercial, indus-
trial, parks, and non-urban or undeveloped areas. It is used with many years of con-
tinuous hourly precipitation records and may be used for selected single events as
well as for continuous simulation.
*Model studies, *Water pollution sources, *Storm runoff, *Urban runoff, Precipitation
(atmospheric), Land use, Erosion, Urban hydrology, Analysis, Water quality
564
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F047
THREE CASE STUDIES ON THE APPLICATION OF THE STORM
WATER MANAGEMENT MODEL,
Vittands, J. P.
Metcalf and Eddy Engineers,
Boston, Massachusetts.
In: Short Course Proceedings: Applications of Storm Water Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 280-332.
19 fig, 12 tab. Technical Report NTIS PB 247-163.
Three case studies are presented which employ the Storm Water Management Model. These
involved sewer system modeling and improvements in Cleveland, Ohio; combined sewer
overflow regulation in Middletown, Ohio; and combined sewer overflow regulation in
metropolitan Boston, Massachusetts. For the purposes of the first study, only para-
meters for the quantification of pollutants needed to be added in order to use the
model as an aid in determining alternative remedies for combined sewer overflows. The
technique used was design by analysis with computer simulation employed to determine
conditions in a sewer system during a storm. For the second study, dry-weather flows,
wet-weather flows, and other data were combined to conduct a comprehensive engineering
evaluation of pollution abatement relative to combined sewer overflows to the Great
Miami River within Middletown. The model was used in the metropolitan Boston area to
assess the combined sewer overflow problem and to determine possible means for pollu-
tion abatement during the planning process for sewer development during the next 80
years. About 24,000 acres of combined and separate sewered areas were modeled to
quantify combined sewer overflow pollution in terms of quality of discharge and amount
of pollutants represented by BOD, suspended solids, and coliform bacteria.
*Model studies, *Water management (applied), Analysis, Evaluation, Overflow, Water
pollution sources, Pollution abatement, Sewerage, Combined sewers, Planning, Cities
Storm Water Management Model, Cleveland (Oh), Middleton (Oh), Boston (Mass)
F048
BIOLOGICAL PHOSPHATE ELIMINATION OF PRELIMINARILY CLEANED COMMUNAL
WASTE WATER BY USE OF IRON BACTERIA (Biologische Entphosphatung
vorgereinigten kommunalen Abwassers unter Mitwirkung von Elsenbakterian),
Bringmann, G.
Zeitschrift fuer Wasser und Abwasser Forschung, Vol. 9, No. 6, p 195-196, 1976.
1 fig.
A report was presented of a model plant for the removal of biological phosphate from
the phosphate-rich effluent of a sewage treatment plant after biological pretreatment.
It was found that autotrophic microorganisms, gaining their chemoenergy from oxidation
of Fe(2+) to Fe(3+) as they assimilated carbon dioxide, provided an effective means
of phosphate removal.
*Phosphates, *Biological treatment, *0xidation, *Microorganisms, Carbon dioxide,
Iron, Sewage treatment, Pilot plants, Treatment facilities, Waste water treatment
565
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F049
PROCESS TECHNOLOGICAL BACKGROUND REGARDING NEW PROTECTIVE REGULATIONS
FOR WATER BODIES-RESULTS OF EXPERIMENTS ON NITRIFICATION AND PHOSPHORUS
ELIMINATION IN ZURICH AND BERN. II. PROCESS TECHNOLOGICAL BACKGROUND
OF NITRIFICATION IN ACTIVATED SLUDGE PLANTS (Verfahrenstechnische
Unterlagen im Hinblick auf die neuen Gewaesserschutz-Anforderungen-
Ergebnisse der Versuche ueber die Nitrifikation und Phosphorelimina-
tion in Zuerich und Bern. II. Verfahrenstechnische Grundlagen
der Nitrifikation in Belebtschlanraianlagen) ,
Gujer, W.
Gas-Wasser-Abwasser, Vol. 56, No. 11, p 609-614, 1976. 10 fig, 3 tab, 6 ref.
Results of pilot and laboratory experiments with activated sludge were evaluated with
theoretical explanations. The effects of temperature and digester supernatant on
nitrification were explored. A dynamic simulation model was used to describe per-
formance in nitrifying activated sludge plants, with good accuracy, by the hour and for
longer time periods.
*Treatment facilities, *Model studies, *Activated sludge, "'Nitrification, Evaluation,
Pilot plants, Laboratory tests, On-site tests, Temperature, Theoretical analysis,
Waste water treatment
F050
PROCESS STABILITY OF ACTIVATED SLUDGE PROCESSES,
Chiang, C. H.
Malcolm Pirnie, Incorporated,
White Plains, New York.
Journal of the Environmental Engineering Division-ASCE, Vol. 103, No. EE2, p 259-271,
April, 1977. 3 fig, 3 tab, 2 append.
Process stability indicators were developed and their importance considered for com-
pletely mixed activated sludge processes. Kinetic and mathematical models were used
to determine the relationship of stability indicators. Process response and the trans-
ient concentration of soluble effluent substrate characterized process stability.
Solids retention time and hydraulic detention time were found to be very important in
the determination of process response. Transient soluble effluent substrate was found
to be a function of solids retention time and influent substrate concentration. Hy-
draulic detention time in this case was unimportant.
-Model studies, *Stability, -'Kinetics, --Mathematical models, *Activated sludge,
Chemical properties, Physical properties, Waste water treatment, Sludge treatment,
Sewage effluents
Retention times, Substrate concentrations
566
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F051
STUDY OF THE RIO GRANDE, BOLIVIA HIGHLIGHTS SOME BASIC
QUESTIONS ABOUT SIMULATION,
Johanson, R. C.
Simulation Network Newsletter, Vol. 8, No. 8, p 1-8, December, 1976. 7 fig, 3 ref.
A simulation study of the Rio Grande River, Bolivia, was performed which highlighted
questions on the validity of simulation studies where data was incomplete. It was
pointed out that there was no hourly continuous precipitation data available for use
with Hydrocomp Simulation Programming (HSP). Opinion was presented on the need for this
type of data to reduce errors in results and the relative importance of the number of
gauges in simulation studies was stressed. Data on the Rio Grande was from five re-
cording rain gauges covering a period of 1.5 years, including 81 daily records. A
30-year simulation was achieved by obtaining representative temporal distributions of
daily precipitation. The calendar year was divided into rainfall seasons in which class-
es are identified based on quantity of daily precipitation. These formed a matrix of
seasons and daily precipitation classes which made a two-way scheme for classifying any
day's precipitation. Available hourly data was tallied into daily totals. Each value
in the daily data record was disaggregated by random choice of a 24-hour sequence.
After disaggregation of precipitation data, the HSP model was calibrated against ob-
served streamflow in the usual way. The 30-year simulation for the river was calculated
with and without a proposed dam. Results were shown to have good agreement with earlier
findings and most error was very small.
*Model studies, *Rio Grande River, *Hydrologic data, Rivers, Precipitation
(atmospheric), Rainfall intensity, Computer models, Evaluation, Flow, Data collections
Hydrocomp Simulation Programming (HSP)
F052
MANAGEMENT MODEL FOR WASTE WATER DISPOSAL ON LAND,
Koenig, A., and Loucks, D. P.
Cornell University,
Ithaca, New York,
Department of Environmental Engineering.
Journal of the Environmental Engineering Division-ASCE, Vol. 103, No. EE2, p 181-196,
April, 1977. 3 fig, 1 tab, 2 append.
A model was proposed to assist in the evaluation of land disposal schemes, under vary-
ing climatic conditions, for pretreated municipal waste water. Models for storage
lagoons and for land assimilative capacity were developed. Considerations in the
lagoon model included the relationship between nitrogen removal efficiencies and ef-
fluent detention times, complex nitrogen reactions, incomplete mixing, and various
temperatures and storage volumes. The second model included soil-water balance, drain-
age, and soil-nitrogen balance. Design policy should provide good drainage for a max-
imum throughput of waste water effluent in a way that does not limit storage lagoon
nitrogen removal efficiency, if the nitrogen concentration of the drainage effluent is
the limiting constraint.
*Model studies, *0xidation lagoons, *Soil chemical properties, *Waste water disposal,
Design criteria, Nitrogen, Drainage, Waste water treatment, Evaluation, Analytical
techniques
Land disposal, Management model
567
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F053
CONCEPTUAL MODEL FOR ACTIVATED SLUDGE PROCESSES,
Gaudy, A. E., Jr., Srinivasaraghavan, R., and
Saleh, M.
Oklahoma State University,
Stillwater,
Bioenvironmental Engineering Program.
Journal of the Environmental Engineering Division-ASCE, Vol. 103, No. EE1, p 71-86,
February, 1977. 8 fig, 2 tab, 2 append.
A conceptual model was developed for activated sludge processes, using the recycled
sludge concentrations and biomass concentration in the reactor as design and/or oper-
ational parameters. Engineering parameters were related to biological constants.
Selectable engineering parameters such as dilution rates, the mean hydraulic retention
time, and the hydraulic sludge recycle ratio had an overriding effect, indicating good
engineering control over the biological process. The model can be confirmed by recon-
ciliation with other design approaches, such as the "food to organism ratio". The
model was found to be very useful in determining functional inadequacies in plant de-
sign and in aiding designers to create a facility which will deliver a reliable, high
quality effluent.
*Model studies, *Activated sludge, Sludge treatment, Mathematical models, Design
criteria, Biological properties, Chemical properties, Physical properties, Suspended
solids, Waste water treatment, Sanitary engineering
F054
KINETICS OF BREAKPOINT CHLORINATION AND DISINFECTION,
Saunier, B. M.
Dissertation Abstracts International B, Vol. 37, No. 9, p 4631-4632, March, 1977.
A continuous flow pilot plant study was conducted to determine the kinetics of
chlorine-ammonia reactions with chlorine added in excess (breakpoint chlorination)
and of bacterial disinfection. Significant results were: reaction end products con-
taining nitrogen and a lesser quantity of nitrate; nitrate production which increased
directly with initial chlorine/nitrogen dose ratio; trichloride production which was
less pH-dependent; and nitrate formation which was slow and not strongly pH-dependent.
Nitrogen released from nitrogen trichloride was converted mainly to nitrate in the
presence of free chlorine. The initial reacting stream segregation had no substantial
effect on breakpoint reaction rates, but had a small effect on nitrate production.
HOC1 was approximately 30 times more bactericidal than OCl(-). NHC12 was as bacteri-
cidal as HOC1. NH2C1 was practically inert in comparison. The mathematical model
developed in this research can compute water pH immediately following chlorine and
other chemical application, as well as the production of the aforementioned compounds,
and total chlorine, free chlorine, mono-, di-, and trichloramines. Model predictions
vary from reality when chlorine/ammonia dose ratio is relatively small or the contact
time is short.
*Kinetics, ^Chlorination, *Disinfection, Model studies, Chemical reactions, Chlorine,
Lime, Municipal wastes, Nitrogen, Coliforms, Waste water treatment, Mathematical models
568
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F055
INVESTIGATION OF DYNAMIC PERFORMANCE OF WASTE WATER
TREATMENT PLANTS,
Shih, C-Y.
Dissertation Abstracts International B, Vol. 37, No. 9, p 4632, March, 1977.
A study was conducted to determine the time-dependent performance of waste water treat-
ment plants. The stochastic time series approach used here is based on the analysis
of large amounts of collected data. Two treatment systems in Wisconsin were studied.
Although existing models cannot explain such situations as internal compensating
mechanisms for damping out normal diurnal variations in organic loading, this model is
able to explain 42-82% of data variations. Comparing the results from simplistic
mechanistic models and stochastic models indicated the importance of this comparison
in understanding the advantages and disadvantages of eacb model type. The performance
of final clarifiers was also studied. Indications were that improved solids removal
in final clarifiers, rather than improved soluble BODS removal in aeration basins,
was more important for a higher degree of total system performance. Solids removal
efficiency could be upgraded by expanding final clarifiers, adding coagulant aids,
or filtering the final effluent.
^Treatment facilities, ^Performance, ^Operation and maintenance, Pollution abatement,
Model studies, Sewage treatment, Effluents, Separation, Coagulation, Filtration,
Waste water treatment
F056
PREDICTION OF NITROGEN TRANSFORMATIONS IN THE STORAGE LAGOON
OF A LAND TREATMENT SYSTEM,
Su, Y-S.
Dissertation Abstracts International B, Vol. 37, No. 9, p 4565, March, 1977.
The influence of storage lagoons on the nitrogen balance in a land treatment system
was studied. The lagoon functions as a biological reactor where algae and bacteria
transform input nitrogen. A simulation model was developed to predict yearly con-
centrations of ammonium, nitrate, organic nitrogen and algae in the lagoon. Ammoni-
fication, nitrification, and algal uptake were considered, as were the effects of
temperature, solar radiation, and rate-limiting nutrients. Data were taken from a
storage lagoon with a three-month winter storage followed by a nine-month empty period.
There was a great reduction of obtainable inorganic nitrogen during a substantial
portion of the irrigation period; algal uptake of nitrogen was indicated as the most
important factor in the lagoon's dynamic behavior. Algal growth and death rate con-
stants had the greatest effect on ammonium-N and nitrate-N-profiles. Nitrification
and ammonification were much less important. Reductions in the required irrigation
land area resulted from the decrease in nitrate due to storage lagoon transformations.
Lagoon effluent should be blended with secondary effluent in varying ratios during
the growing season in order to design a system with a nitrogen supply equal to crop
demand.
*Storage, *Lagoons, Biological treatment, Algae, Bacteria, Nitrogen, Model studies,
Nitrification, Ammonification, Pilot plant, Sewage effluents, Irrigation, Waste water
treatment
Land treatment system
569
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F057
STATE OF THE ART IN SEWAGE TREATMENT PLANT CONTROL,
Olsson, G.
Lund Institute of Technology,
Lund, Sweden.
In: Chemical Process Control, Foss, A. S., and Denn, M. M., Editors, AIChE Symposium
Series, Vol. 72, No. 159, p 52-77, 1976. 5 fig, 126 ref.
Waste water treatment is a non-profit industry where there is little incentive for de-
signing an optimal cost-effective system. For this reason and because of inherent dif-
ficulties in treatment methods, there is a lack of information on the benefits and costs
of automatically controlled treatment. Sewage treatment plants are centered on the re-
moval of contaminants which are vastly varied and of such small concentrations that
few have measurable levels. This is the major obstacle to designing instrumentation
for control purposes. Influent and effluent qualities are measured by BOD, COD, TOC,
total phosphorus, nitrogen, suspended solids, trace metals, trace organics, pesticides,
and viruses. Selection of relevant information for control and instrumentation is a
must, but the lack of dynamic models to determine essential variables places a real
limitation on sensors and equipment. Temperature variations from seasonal changes also
affect control efforts. The spatial distribution of sedimentation basin concentrates,
and the changes in character of biological reactor processes also present control
problems. Process design and control system design should therefore be integrated for
optimum effects. Related sewer systems should be considered in treatment system design;
collection systems should be operated so that flow rate or water quality changes can be
predicted early and flow to the plant can be controlled. The application of various
models for design, flow prediction, and routing were explored, as were current opera-
tional practices. Control and monitoring were illustrated through descriptions of the
activated sludge process, settler dynamics, dissolved oxygen control, biological systems,
water quality systems, phosphorus removal by chemical precipitation, and in-plant
computer use.
*Waste water treatment, *Treatment facilities, *Automatic controls, Instrumentation,
Chemical treatment, Analytical treatment, Monitoring, Computers, Performance, Tertiary
treatment, Design criteria, Model studies, Biological treatment, Sludge treatment,
Chemical properties, Biological properties, Physical properties, Flow, Biochemical
oxygen demand, Dissolved oxygen
F058
DESIGN AND OPERATION OF RAIN RETENTION BASINS
(Entwurf und Betrieb von Regenruckhaltebecken),
Malpricht, E.
Berichte der Abwassertechnischen Vereinigung e. V., No. 29, p 147-162, 1976. 12 fig,
6 ref.
Design calculations and operation of rain retention basins are described. The value of
the design rainfall frequency can be reduced for canals having a small slope within the
sewer system. The feed canal should be as high as possible to prevent settling. The
longitudinal slope of the retention basin should not be greater than 0.5%; the trans-
versal slope should be 3-5%. The dry-weather runoff can pass through the retention
basin. The calculation of rainwater retention basins according to Specification A 117
is described.
*Water storage, *Basins, *Design criteria, *Storm runoff, "Model studies, Sewers,
Canals, Construction, Canal construction, Engineering, Flow, Operations
Rain retention basins
570
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F059
GET READY FOR DUAL WATER SYSTEMS,
Deb, A. K.
Western Environmental Consultants-Designers,
West Chester, Pennsylvania.
Water and Wastes Engineering, Vol. 14, No. 4, p 88-89, 91-92, April, 1977. 3 fig,
2 tab, 5 ref.
Technological advances are increasing the probability of dual water systems and mathe-
matical models have been developed for the costs involved in these systems. If the
current rate of increased water demand, population growth, and development of chemicals
which enter natural waters continue, the quality of water will decline and high quality
supplies of domestic water will not remain at present levels. It is important to under-
stand that a majority of water uses do not require the quality levels of potable water.
It was suggested that a hierarchy of water use and relative quality levels be estab-
lished. The supply of two or more water grades should be considered. Separate systems
could be used to supply potable water and non-potable water. A higher quality level
of water treatment, including disinfection, would be necessary for potable water, but
non-potable water would receive treatment somewhat similar to present levels. Benefits
would include lowered public health risks and water conservation. Dual systems are
being used in various locales at present. An English system separates domestic (potable)
and industrial (non-potable) water and, in Singapore, part of filtered waste water is
used for industry and toilet flushing. A plan for St. Petersburg, Florida, would use
reclaimed municipal water for lawn sprinkling. Non-potable water in dual systems should
nevertheless be of such quality that accidental or inadvertent ingestion would not
cause harm.
*Water supply, *Domestic water, Water quality control, Municipal water, Water
consumption (except consumptive use), Industrial water, Cities, Water use, Water
purification, Water demand, Treatment facilities, Model studies, Costs, Recycling
Dual water supply systems
F060
DESIGN EFFICIENCY OF STORM WATER DETENTION BASINS,
Curtis, D. C., and McCuen, R. H.
National Weather Service,
National Oceanic and Atmospheric Administration,
Silver Spring, Maryland.
Journal of the Water Resources Planning and Management Division-ASCE , Vol. 103,
No. WEI, p 125-140, May, 1977. 5 fig, 6 tab, 15 ref.
A linked-system hydrograph simulation model (LSHS) was used to aid in the design of
storm water detention basins. Questions concerning detention basins Include the effect
of these basins on watershed hydrologic response, their effectiveness in sediment re-
moval, design parameters which affect their performance, and the sensitivity of water-
shed response to their design. The basic model was assumed to be rectangular with
sloping sides and a horizontal bottom. The Universal Soil Loss equation (USL) was used
for erosion or soil loss estimation; a settling component was developed within the LSHS
model. Formulation of the detention component, stating that detention basin change
rates equalled the differences between inflow and outflow, was based on the Law of
Continuity. Basin location was found to affect peaking and time-to-peak. Basin ef-
fectiveness in sediment removal depended upon the shape of particle size and on weight
distribution. Basin depth and orifice diameter affected peak discharge and trap ef-
ficiency. The combination of these mathematical models allows a quick evaluation of
the importance of various design parameters and the determination of the Impact of
urbanization on the environment.
*Storm runoff, *Water storage, *Basins, *Design criteria, *Model studies, Urban runoff,
Engineering structures, Mathematical models, Watersheds, Sedimentation, Watersheds
(basins)
Storm water detention basins
571
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F061
WATER QUALITY IMPACTS OF URBANIZATION—A METHODOLOGY,
Jalal, K. F.
Division of Industry, Housing, and Technology,
U. N. Economic and Social Commission for Asia and the Pacific,
Bangkok, Thailand.
Journal of the Environmental Engineering Division-ASCE, Vol. 103, No. EE1, p 49-57,
February, 1977. 2 fig, 4 tab, 2 append.
The STORM (Storage Treatment Overflow Runoff Model) model was used in Canada to investi-
gate the effects of urbanization on water quality. Three steps are involved in the
application of the model for this purpose: long-term simulation of runoff quantity
and quality for all planning alternatives; comparison of alternatives; and determination
of the storage-treatment relationship and the optimum storage-treatment combination
for the preferred alternative. Using the model can produce the optimum storage-
treatment combinations for meeting a given water quality objective at minimum cost.
*Model studies, *Urban runoff, Water quality, Design, Planning, Pollutant identification,
Cities, Urban areas, Water quality control, Economics
STORM runoff model
F062
A MATHEMATICAL MODEL FOR WATER QUALITY IN A COASTAL REGION IN
TERMS OF SEA BOTTOM WASTE DEPOSITS (Kaitei osenbusshitsu nado no
eikyo o koryo shita kaiiki no suishitsu no yosokumoderu no kaihatsu
ni kansuru kenkyu),
Hashimoto, H., and Uda, T.
Public Works Research Institute,
Ministry of Construction,
Tokyo, Japan.
Kankocho Kogai Semnon Shiryo, Vol. 12, No. 1, p 66-81, 1977. 7 ref.
A mathematical model was developed to evaluate the effect of waste water treatment
levels, the establishment of sewage systems, and the control of land use for estuarine
water quality control. Physical, chemical, and biological processes were investigated.
Field data were analyzed in the Seto Inland Sea. Three-fourths of the total influent
COD was removed by sedimentation, absorption, or decay. The remainder was dispersed
to the Pacific Ocean. Seasonal variations of COD in summer and in winter were clear.
Organic matter reproduction was active in summer and had an effect on water quality.
Thermocline developed in water at depths of 5-10 meters. Convection and dispersion by
tidal currents and the decay and reproduction of organic matter should be included in
the model. Analyses of density effects were carried out by two layer tidal computation.
Inclusion of tidal flow dispersion in the diffusion equation is advantageous, although
it is difficult to calculate the diffusion coefficient. Consumption of dissolved
oxygen, organic matter suspension due to tidal flow, and dissolution of bed nutrients
determine the effect of waste deposits on water quality. The importance of waste de-
posits is not clearly understood due to the lack of data. A mechanical turbulence
generator was developed to analyze mechanisms involved in waste deposit suspension.
*Water quality, *Model studies, *Estuaries, Water quality control, Mathematical models,
Analysis, Chemical oxygen demand, Sedimentation, Adsorption, Organic matter, Waste
disposal, Tidal effects, Dissolved oxygen, Suspended solids, Coasts
572
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F063
GRAVITY THICKENING OF WATER-TREATMENT-PLANT SLUDGES,
Kos, P.
Dorr-Oliver, Incorporated,
Stamford, Connecticut.
American Water Works Association Journal, Vol. 69, No. 5, p 272-282, May, 1977.
10 fig, 30 ref, 2 append.
Conclusions from previous studies of gravity thickening prefaced this report of a study
on sludge behavior during steady-state continuous thickening. Steady state conditions
were established, and contraction and pressure distribution measurements were made rela-
tive to thickening zone depth. Equations were developed to analyze solids-handling
capacity and the movement of planes of constant concentration in the thickening of non-
flocculant suspensions. The major difference between these and flocculant suspensions
is that larger concentrations of the latter occur in channeling and compression pro-
cesses which do not occur in nonflocculant suspensions. The developed channeling and
compression study methods were too simple for the complete description of continuous
gravity thickening. A model of flocculant porous medium was constructed to describe
water treatment plant sludges during gravity thickening. The mathematical description
of flocculant porous medium was based on intrinsic conductivity, or the filtration
characteristic of sludge, and the modulus of linear compressibility, which is its con-
solidation characteristic. Equations for determining the effective pressure changes
with time were used to describe the batch and unsteady continuous thickening pro-
cesses. The coefficient of linear compressibility was revealed to be a function of
the suspended solids concentration. Filtration characteristics were dependent upon
flocculant porous medium flow conditions, in addition to being concentration dependent.
Channeling was described as a non-Darcian flow. A computer simulation of steady-state
continuous gravity thickening was used to establish design parameters.
*Sludge treatment, *Model studies, *Flocculation, Pressure, Physical properties,
Suspended solids, Loads (forces), Treatment facilities, Performance, Design,
Evaluation, Waste water treatment
Gravity thickening. Water treatment wastes
F064
TWO-STAGE SETTLING IMPROVES SLUDGE REMOVAL EFFICIENCY,
Lee, C. R., Fan, L. T., Kuo, M. C., and Takamatsu, T.
Water and Sewage Works, Vol. 124, No. 5, p 41-44, May, 1977. 6 fig, 2 tab, 16 ref.
Flow patterns and geometric design have a great effect on sludge removal in sedimenta-
tion basins. A theoretical approach which divides basins into two or more stages was
developed to improve removal efficiency. Modeling and simulation studies have indi-
cated better performance in multi-stage settling tanks. Experiments were conducted
to verify these results. One set of experiments was designed to identify axial dis-
persion from oscillating nets which generated different flow patterns and the second
was to confirm performance of a two—stage tank. Results Indicated that a two-stage
settling tank was superior in performance, especially when axial dispersion was great.
Every degree of dispersion was found to have an optimal first and second stage volume
allocation. Well-designed weir troughs could improve overflow effluent quality from
the first stage. Circular tanks could be used for both stages because weir loadings
were smaller than those of rectangular tanks with similar capacities. Sludge spreading
in single-stage rectangular settling tanks creates a long travel distance to the hopper
in the sludge collector. This allowed a greater probability of sludge re-suspension
in the tank. Long sludge residence times in the tank could create a septic or anaerobic
state. In a two-stage tank, the first could be used as a thickener to produce fresher
and denser sludge for recirculation and later dewatering.
^Sedimentation, *Settling basins, *Design criteria, Suspended solids, Flow, Model
studies, Separation techniques, Sludge, Performance, Waste water treatment
-------
F065
OPTIMAL STORAGE CONTROL IN A COMBINED SEWER SYSTEM,
Bradford, B. H,
Georgia Institute oi' Technology,
Atlanta,
Department of Civil Engineering.
Journal of the Wat-e'- Fesuu -ce? Planning and Management Division-ASCE, Vol. 103,
No. WR1, p 1-15, May, 1977. 8 fig, 4 tab, 7 ref.
Combined sewer overflows and storm water discharges were considered as they affect flow
to treatment facilities. In-line storage or temporary flow diversion were suggested
to relieve these conditions. Automatic control has become a viable alternative to
static control of s'icrage facilities. A control algorithm was used to establish com-
puterized control criteria. The concept was applied to the planning of a San Francisco
combined sewer system. Considerations involved development of storage in the total
areas and in each subdistrict. Static and automatic control of overflows, street flood-
ing, and flow to treatment plants were compared. Automatic control eliminated overflow
and flooding,, while maximizing treatment plant throughflow in the overall, or aggregate
situation. Static control did not maximize throughflow in this situation. The second
example, using a lower level of aggregation, eliminated two detention reservoirs and
reduced the remaining reservoir capacity by 50%. Overflow and flooding were unavoid-
able. Static control produced 28% less throughflow and 229% more overflow. Automatic
control maximized throughflow and produced 95% of maximum storage utilisation in this
instance. Further evaluation of computer control was suggested.
•'-'Storage, --Automatic control, ^Combined sewers, Computers, Flood control, Reservoirs,
Basins, Model studies, Planning, Overflow, Waste water treatment, Evaluation
Static control, Control algorithm
F066
BODS REMOVAL FROM AERATED LAGOON SYSTEMS,
Rich, L. G., and White, S. C.
Clemson University,
Clemson, South Carolina,
Environmental Engineering System.
Water and Sewage Works, Reference Issue, p 21-23, April, 1977. 6 fig, 7 ref.
Design and operation criteria were suggested for BOD removal in aerated lagoon systems.
A four-cell, dual-power system could achieve effluent quality with a lower retention
time than a two-cell, dual-power level system. Lagoons presently used are of two types.
Completely suspended lagoons maintain all settleable solids in suspension. Partially
suspended systems hold only a portion of settleable solids in suspension. Power levels
depend upon lagoon geometry and size, as well as the type of aerator involved. A com-
pletely suspended cell followed by a partially suspended cell uses less lagoon volume
to attain a desired soluble BODS effluent concentration than either type used individ-
ually. Various equations were used to determine total retention times for both systems.
An infinite retention time was calculated for both systems, but the four-cell system
produced shorter retention times. This system would not produce any significant algal
growth with retention times under 2 or 3 days. Algal growth at any retention time
would be greatly reduced by the system. It was found that the system showed greatest
enhancement when the cell number was increased from one to three. Multicellular con-
struction resulted in much smaller cells. Flow variations could create some system
instability. The dynamic behavior of the two systems was studied, at various flows,
with the aid of a modeling program. The four-cell system was slightly more sensitive
to flow variations, but recovery time could be twice as long. This system's surface-
overflow rate in the last cell would help to maintain a stability in its effluent
suspended solids. Results of the model study and laboratory studies produced several
design criteria which related settling characteristics of biomass solids, hydraulic
retention times, and flow rates to BOD removal.
'"Oxidation lagoons, '''Biochemical oxygen demand, Suspended solids, Aeration, Dissolved
orrygen, Treatment facilities, Algae, Model studies, Flow rates, Hydraulic properties,
Waste water treatment
574
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F067
NATIONWIDE EVALUATION OF COMBINED SEWER OVERFLOWS AND URBAN
STORMWATER DISCHARGES. VOLUME II: COST ASSESSMENT AND IMPACTS,
Heaney, J. P., Huber, W- C., Medina, M. A., Jr., Murphy,
M. P., and Nix, S. J.
Florida University,
Gainesville,
Department: of Environmental Engineering Sciences.
1977. 380 p, 62 fig, 73 tab, 109 ref. Technical Report EPA-600/2-77-064.
Costs associated with various degrees of wet-weather pollution control were determined
as part of a nationwide study. The quality and quantity of urban storm flow was
assessed in nearly 248 American urban areas. Continuous simulation runs were used to
determine pollution control levels for specified storage volumes and treatment rates
in Atlanta, Denver, Minneapolis, San Francisco, and Washington, D. C. Equations de-
rived from the collected data were combined into a optimization model that could deter-
mine the best mix of storage and treatment for any viable level of control in any city.
Determinations suggested that annual costs would be about $297 million for 25% pollu-
tion control and $5,029 million for 85% control. Corresponding capital costs would be
$2,476 million and $41,968 million. Potential savings were indicated if wet-weather
quality control were integrated with dry-weather sewage treatment plants and/or storage
facilities for storm water quantity control. The use of best management practices
(BMP) was suggested as an alternative means for reducing control costs.
*Combined sewers, ^Overflow, *Storm water, Urban runoff, Pollution abatement,
Treatment facilities, Costs, Model studies, Sewage treatment, Waste water treatment,
Economics
F068
THE IDENTIFICATION AND ADAPTIVE PREDICTION OF URBAN SEWER
FLOWS,
Beck, M. B.
Cambridge University,
Cambridge, England,
Department of Engineering.
International Journal of Control, Vol. 25, No. 3, p 425-440, March, 1977. 7 fig, 21
ref.
Studies were conducted to develop models for the identification and prediction of ur-
ban sewer input flows to treatment plants. Plant operations would be enhanced by a
more precise knowledge of input material, which varies with time. Such knowledge would
also minimize storm water overflows from sewers. Results were presented for identifica-
tion of a stochastic input-output, time-series model using the maximum likelihood
method. Two steps were involved in the prediction problem: black-box model predic-
tions estimated recursively with a least squares technique, and plant inflow prediction
by a newly updated model and parameter estimates. The identification problem involved
the determination of a dynamic model which related given rainfall measurements to the
flow component. Adaptive prediction should identify the process equation by maximum
likelihood methods; compute optimal, minimum variance, predictor; and compare the
adaptive predictor for the unknown process with the optimal predictor for the known
process. The major limitation of adaptive prediction was the poor quality of the data.
*Model studies, *Flow, *Sewers, ^Treatment facilities, Hydrologic data, Overflows,
Urban areas, Rainfall, Theoretical analysis, Waste water treatment
575
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F069
THE PREDICTION OF THE RAINFALL-RUNOFF BEHAVIOR IN URBAN AREAS
(Zur Prognose des Niederschlag-Abflussverhaltens in urbanen
Einzugsgebieten),
Neumann, W.
Wasserwirtschaft, Vol. 67, No. 4, p 89-93, April, 1977. 9 fig, 10 ref.
A model for the prediction of urban rainfall-runoff relationships was presented. A
division into surface and channel systems was necessary, and an overland flow model
was especially important regarding the transfer of areal characteristics. A single
linear reservoir model suffices if the parameter is based on specific area character-
istic values. Variables considered included length of flow, roughness of area surface,
and slope. Rainfall intensity influences were necessarily considered in the nonlinear
rainfall-runoff process. The model provided practical solutions to this problem.
'•Rainfall-runoff relationships, *Model studies, *Urban areas, Flow, Surface runoff,
Precipitation (atmospheric), Urban runoff, Slopes, Overland flow, Physical properties
F070
BEST PRACTICABLE WASTE TREATMENT SCREENING MODEL,
Haith, D. A., and Chapman, D. C.
Cornell University,
Ithaca, New York,
Department of Civil Engineering.
Journal of the Environmental Engineering Division-ASCE, Vol. 103, No. EE3, p 397-412,
June, 1977. 1 fig, 8 tab, 2 append.
A model was developed to identify cost-effective waste water management that satisfies
the "best practicable waste treatment" requirement of P.L. 92-500. The model incor-
porated comparisons of costs and performance of water discharge, land application, and
reuse options. Combinations of these items were also evaluated by the model. The
model's accuracy was consistent with preliminary planning guidelines. Simulation and
dynamic programming were able to provide solutions to the model. Some cases could be
solved by using only dynamic programming. When dynamic programming was insufficient,
it could be used to focus cost-effective combinations that were then judged by simu-
lation.
*Model studies, *Dynamic programming, *Cost-benefit analysis, Treatment facilities,
Evaluation, Costs, Performance, Regulations, Waste water treatment
Screening models
576
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F071
THE PERSISTENCE OF POLIOVIRUS IN ACTIVATED SLUDGE TREATMENT,
Balluz, S. A., Jones, H. H., and Butler, M.
Journal of Hygiene, Cambridge, Vol. 78, No. 2, p 165-173, 1977.
Poliovirus persistence during activated sludge treatment was studied in a model acti-
vated sludge treatment facility. Poliovirus was inoculated either continuously or by
single dose. Viral distribution in influent, mixed liquor, and effluent was regu-
larly monitored. Observations of viral decline during sewage treatment were confirmed.
It was concluded that virus removal efficiencies were related to suspended solids re-
moval capacities, and that an effluent with low solids content would likely contain
low viral counts. Careless disposal of untreated sludge may be the cause of pathogenic
virus transmission in sewage whose effluent was apparently virus-free. It was not
possible to determine reasons for differences in viral decline rates after cessation
of inoculation of the two experimental systems. It was suspected that a relationship
existed with solids loading. The viral inactivation mechanism was not understood,
although direct or indirect biological activity was considered the most important
factor.
*Viruses, *Persistence, *Activated sludge, Temperature, Suspended solids, Operations,
Performance, Separation, Model studies, Treatment facilities, Waste water treatment
F072
A MODEL FOR ALUMINUM PHOSPHATE PRECIPITATION,
Ferguson, J. F., and King, T.
Washington University, Seattle, Department of Civil
Engineering.
Journal Water Pollution Control Federal, Vol. 49, No. 4, p 646-568, April 1977.
11 fig, 1 tab, 20 ref, 1 append.
A conceptual and numerical model for orthophosphate precipitation was described.
The model accounted for many experimental and field studies on aluminum addition.
The process was modeled as an equilibrium precipitation process. Phosphate removal
was approximately stoichiometric at an A1:P mole ratio of 1.4 until a residual
of nearly 1 mg/liter at a final pH of 5.2-6.9. Aluminum and phosphate mass balances
could be used to compute residuals from aluminum phosphate solubility at doses near
the stoichiometric requirement. Overdosing above 60 mg/liter only changes the final
pH. Intense initial mixing and uniform chemical addition are necesary for efficient
use of alum in the stoichiometric zone. Phosphate reduction usually causes a
reduction in chemical costs if done in the stoichiometric zone, except when
alkalinity is high or low. Qualitative reproductions of the effects of alum dosage
and pH seen in experimental studies can help estimation of the potential applicability
of alum for a particular waste water and the needed chemical dosages.
*Model studies, *Separation techniques, Phosphate, Aluminum, Hydrogen ion concentration,
Sewage effluents, Physical properties, Chemical properties, Design criteria, Waste
water treatment
577
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F073
NETWORK APPROACH TO OPTIMAL WASTE WATER TREATMENT SYSTEM
DESIGN,
Adams, B. J., and Fanagiotakopoulos, D.
Toronto University, Toronto, Ontario, Canada,
Department of Civil Engineering.
Journal Water Pollution Control Federation, Vol. 49, No. 4, p 623-632, April, 1977.
4 fig, 4 tab, 6 ref.
Optimal process selection in the design of waste water treatment systems can be
facilitated by using the network approach. Considerations in selection include
recognitions of several facts. Each process' cost per unit of flow is a function
of the treatment level and the inflow level. Optimization of all parameters, such
as BOD and suspended solids, must be determined. The fact that each process may
create new waste streams should be considered. Existing fixed capacity facilities
and disposal considerations should also be incorporated. The network approach
can handle multiple waste parameters and can determine costs sensitivity of various
effluent quality levels. The similarity of the network approach to the flow-chart
of a treatment plant allows simple translation from the physical problem to the
network format and then to the computer code. The network approach would be most
useful as a decision-making aid.
''Treatment facilities, *Model studies, *Design, Biological treatment, Chemical
treatment, Physical properties, Sewage effluents, Sludge, Waste water treatment,
Waste disposal
F074
GREAT LAKES EUTROPHICATION: THE EFFECT OF POINT SOURCE
CONTROL OF TOTAL PHOSPHORUS,
Chapra, S. C., and Robertson, A.
Great Lakes Environmental Research Laboratory,
National Oceanic and Atmospheric Administration,
Ann Arbor, Michigan.
Science, Vol. 196, Ho. 4297, p 1448-1450, June, 1977. 1 fig, 13 ref.
A mathematical model was developed to describe phosphorus-induced eutrophication in the
Great Lakes. The model of the total phosphorus budgets for the Great Lakes was based
on the assumption that a lake's trophic state is predominantly determined by its phos-
phorus levels. Basic forcing functions of the model were variables which represented
human activities in each drainage basin. These variables were translated into phos-
phorus loadings by a waste source submodel. Three groups of waste sources were con-
sidered: domestic sources, land runoff, and atmospheric inputs. The model acknowledges
exchange between lakes and in-lake losses. The latter was a first-order loss whose
basic parameter was the apparent settling velocity of total phosphorus. The model was
a set of ordinary differential equations. The model revealed that a 1 mg/liter effluent
restriction would provide significant water quality improvements. Phosphorus levels in
central and eastern basins of Lakes Erie and Ontario would fall from over 20 micrograms/
liter to about 10 micrograms/liter. Even lower concentrations would be achieved in
Lake Michigan. Minor improvements would be effected in Lakes Superior and Huron. The
western basin of Lake Erie, Saginaw Bay, and lower Green Bay have naturally higher
phosphorus concentrations. The proposed restriction would not reduce total phosphorus
in these areas below 20 micrograms/liter.
•''Eucrophication, -'Mathematical models, *Phosphorus, *Great Lakes, Water quality
standards, Loads (forces), Domestic wastes, Surface runoff, Waste water treatment
578
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F075
SOLVING STREAM POLLUTION CONTROL PROBLEMS WITH DIGITAL
COMPUTER AND MODELLING TECHNIQUES,
Wang, L. K., Wang, M. H., and Bergenthal, J. F.
Proceedings of the Institute of Environmental Sciences, 23rd Annual Technical Meeting,
April 25-27, 1977, Los Angeles, California, p 29-31. 1 fig, 1 tab, 7 ref.
Procedures were described for modelling and controlling stream pollution. A mathemati-
cal model was developed by means of the multiple linear correlation method. This
model calculated dissolved oxygen (DO) concentrations in fresh water at various temper-
atures. The DO-drop was determined to be a function of combined BOD loads of upstream,
the temperature of stream water, and the stream flow. The model was used to calculate
allowable BOD discharges in the upstream. A different DO-drop model should be developed
for different streams or different sections in the same stream.
*Dissolved oxygen, *Biochemical oxygen demand, *Mathematical models, Water pollution
control, Temperature, Streamflow, Loads (forces), Model studies, Computers, Waste
water treatment, Analytical techniques
DO-drop
F076
BIOKINETICS OF LOW TEMPERATURE WASTE ASSIMILATION,
Topnik, B. H.
Dissertation Abstracts International B, Vol. 37, No. 11, p 5801-5802, May, 1977.
The biokinetics of low temperature waste assimilation were studied. Investigations
were performed with a 20 liter/day continuous-flow extended aeration unit at tempera-
tures of 20-0 C. Raw domestic sewage was used as the feed. Data on kinetic growth and
substrate utilization were analyzed after steady state operation at a. given temperature.
Temperature and substrate concentration effects on growth and substrate utilization
were unobservable after 261 days of testing. Average kinetic constants were given and
overall BODS removals followed a zero-order relationship. Nitrification was evident
at all temperatures. About 18% of feed ammonia nitrogen was oxidized to nitrate at
0 C. The oxygen uptake rate was temperature-dependent. High BODS and COD removal ef-
ficiencies at low temperatures were attributed to cellular food storage rather than to
cell replication. Other test parameters supported this conclusion.
* Kinetics, *Aeration, *Waste water treatment, *Temperature, Domestic wastes,
Biochemical oxygen demand, Chemical oxygen demand, Nitrification, Oxygen, Ammonia,
Nitrogen, Separation techniques, Model studies, Waste water treatment
Biokinetics, Kinetic growth, Substrate utilization, Laboratory studies
579
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F077
TRANSPORT OF NITRATE ION IN UNSTEADY, UNSATURATED FLOW IN
POROUS MEDIA,
Hildebrand, M. A., and Hinraielblau, D. M.
Texas University,
Austin,
Department of Chemical Engineering.
AIChE Journal, Vol. 23, No. 3, p 326-335, May, 1977. 8 fig, 1 tab, 39 ref.
A simplified model of nitrate ion transport was described for unsteady, unsaturated
flow in porous media. The model was used to gain information on the pollution of
ground and surface waters, especially through leaching and infiltration. The water
content of the sand and the nitrate ion concentrations in the water phase were important
variables. They had to be measured for less than saturated flow. Model-based predic-
tions were compared to data on nitrate movement in sand columns. Profiles of nitrate
concentrations as a function of time and distance showed good agreement with model-
based data. The nitrate dispersion front velocity and the nitrate dispersion coefficient
proved to be functions of time and flow rate. A correlation was developed between the
nitrate dispersion coefficient and cumulative average seepage velocity. This allowed
application of the model to media other than sand. The agreement between predicted
values of the nitrate concentration and the experimental values was found satisfactory
when subjected to an F test.
*Ion transport, *Nitrates, *Leaching, *Infiltration, *Mathematical models, Water
pollution sources, Time, Flow rates, Chemical properties, Waste disposal, Movement,
Waste water treatment
F078
DIRECT DIGITAL CONTROL AT THE IOWA CITY WATER-TREATMENT PLANT,
Manning, A. W.
EMA, Incorporated,
Consulting Engineers,
St. Paul, Minnesota.
American Water Works Association Journal, Vol. 69, No. 6, p 317-324, June, 1977.
10 fig.
A report was presented on computer control of the water treatment plant in Iowa City,
Iowa. Because of plant expansion and the variability of conditions in the Iowa River,
a digital system was chosen over the more expensive and complex analog system. Although
the plant was designed to be run automatically, an operator could assume control of
plant operations at any of five control panels, and could run the plant by computer
or manually. Processes discussed included: skimming-gate control, low-lift-pump
sequencing, flow split, sludge-blanket control, filter control and washing, chemical
feed control, clear-well control, distribution, and high service control. Computeriza-
tion of low-lift-pump sequencing saved on power, due to programming for minimum horse-
power, and on equipment wear, due to more efficient and less frequent starts and stops.
Filters could be washed automatically, thus increasing effluent quality. The devices
were constantly monitored; an alarm would sound and be printed out if any device was
operating in alarm condition, and must be acknowledged and shut off by the operator.
A digital system provided data-handling capabilities which would be unavailable with
an analog system. Data were supplied and managed by an operator control panel, a
graphic panel, an alarm logger, and a report logger. Logs could be made up continu-
ously and at any set time interval daily, monthly, and yearly. The digital control system
proved to have increased quality of effluent and efficiency of operation; lowered costs
in power and chemicals; and improved control of distribution.
*Computers, *Digital computers, ^Municipal water, *Water quality control, Automatic
control, Filtration, Costs, Waste water treatment, Data storage and retrieval, Pumps,
Effluents
Iowa City (IA)
580
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F079
THE EFFECT OF URBAN SEWAGE AND INDUSTRIAL WASTES OF BIALYSTOK ON
THE PURITY AND BIOCOENOSIS OF THE SUPRASL AND NAREW RIVERS (Wplyw
sciekow miejskich I przemyslowych m. Bialegostoku na czystosc I
biocenoze rzeki Suprasli i Narwi),
Januszko, T., and Malyszko, E.
Institute of Social Medicine,
Academy of Medicine, Bialystok, Poland,
Division of Hygiene.
Gaz, Woda i Technika Sanitarna, Vol. 51, No. 2, p 48-51, 1977. 22 ref.
The effect of a tributary river, Biala, carrying urban sewage and industrial waste
material, on the purity and biocoenosis of the downstream sections of the Suprasl and
Narew Rivers is evaluated. Five water-testing positions at varying distances from the
pollution source were selected. Water samples for physico-chemical, bacteriological,
and hydrobiological tests were taken, as were plankton samples. Physico-chemical prop-
erties were determined by domestically developed methods. Differentiation of micro-
organisms was undertaken by routine processes. It was determined by standard methods
that the pollution of the downstream section of the sewage and waste-carrying Biala
River was very high. Wastes in the Biala caused high water pollution of the lower
segment of the Suprasl River, as indicated by higher water turbidity, specific odor,
high oxidizability, and much higher ammonia, nitrite, and chloride levels. However,
by physico-chemical standards, Suprasl River contaminants did not significantly affect
the Narew River. This phenomenon could be explained by the considerable dilution of
the pollutants entering the Narew River. Microbiologically, the Biala River exhibited
a superiority of rods over cocci; the Suprasl had at first a low bacterial index, and
downstream had an increase of rods. In the Narew, cocci at first slightly dominated
over rods; in its lower part, affected by the water of the Suprasl, rods numerically
equalled cocci. The downstream portions of the Suprasl and Narew Rivers polluted by
the waters of the Biala were characterized by the disappearance of pollution-sensible
hydrobiological species and domination of saprobic species.
*Water pollution effects, *Municipal wastes, industrial wastes, Water pollution
control, Rivers, Turbidity, Odor, Oxidation, Ammonia, Nitrites, Chlorides, Bacteria,
Waste disposal, Waste water treatment
Bialystok (Poland), Suprasl River, Narew River
F080
IDENTIFICATION OF STRUCTURE AND PARAMETERS OF HYDROLOGIC RUNOFF-MODELS
(Identifikation von Struktur und Parametern hydrologischer
Abflussmodelle) ,
Marr, G.
Wasserwirtschaft, Vol. 67, No. 4, p 94-97, April, 1977. 2 fig, 1 tab, 6 ref.
A study of hydrologic models was presented. The identification of their structure and
relevant parameters was reviewed. Mathematical equations were used to define the
parameters by hydraulic values. The models were approximations of the differential
equations developed for non-steady runoff. The validity of the results was checked by
the use of a transfer function which was derived from measured data.
*Model studies, *Runoff, *Hydrologlc data, Equations, Mathematical models, Surface
runoff, Urban runoff, Physical properties, Waste water treatment
581
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F081
THE TECHNICAL-ECONOMIC MODEL OF WATER QUALITY IN THE SAJO RIVER
(A sajo vizminosegi muszakl-kozgazdasagi modellje) ,
Bora, G., Hock, B., Mucsy, G., Pinter, J., and
Reczey, G.
Karl Marx University of Economics,
Budapest, Hungary.
Hidrologiai Kozlony, Vol. 57, No. 1, p 27-37, January, 1977. 3 fig, 9 tab, 36 ref.
A technical-economic model was developed as an aid in planning construction of sewage
treatment facilities for the Sajo River area of Hungary. COD, characterized by di-
chromate oxygen consumption, was used as the basis for modelling oxidizable substances.
The effluent discharge to the river was mainly toxic industrial wastes. It was assumed
that the decrease of the COD mass current in the direction of flow was proportionate
to the existing COD. Nine major streams represented 98% of the COD mass current.
These were considered in the model formulation0 The model set COD standards for the
receiving waters to aid optimization of construction and operating costs. Alternative
technologies were developed for individual pollution sources and related costs were
computed. Allowances were made for future industrial development. The final choices
were determined by the achievement of COD standards at the lowest cost*
*Water quality standards, *Model studies, ^Chemical oxygen demand, *Water pollution
control, Treatment facilities, Industrial wastes, Water pollution sources, Planning,
Rivers, Economics, Costs, Waste water treatment
Hungary
F082
MATHEMATICAL MODELING OF HETEROGENEOUS SORPTION IN MATHEMATICAL
CONTACTORS FOR WASTEWATER DECONTAMINATION: INFLUENCE OF REVERSI-
BILITY AND CHROMATOGRAPHIC EFFECTS ON SYSTEM DESIGN AND OPERATION,
Keinath, T. M., Karesh, H., Lowry, S., andAbdo, M. S.
Clemson University.,
South Carolina,
Environmental Systems Engineering.
1976. 169 p, 69 fig, 5 tab, 55 ref. NTIS Technical Report AD-A031 179.
A predictive mathematical model was developed to aid various studies of activated car-
bon adsorption. The major objective was to model multiple solute adsorption onto
activated carbon from solution by a differential contacting system. Present multi-
solute adsorption equilibria models x^ere evaluated. The influence of adsorption re-
versibility and chromatographic effects on the operation of prototype adsorbers was
also determined. Bi-solute combinations of o-phenylphenol (OPP), dinitro-o-sec-
butylphenol (DNOSBP), and 2,4-dichlorophenol (2,4-DCP) were used in several adsorption
equilibria studies. The Longmuir Competitive Adsorption Model and the Longmuir Semi-
Competitive Ideal Solution Theory and Graphical Models were evaluated. Although neither
method sufficiently described competitive adsorption effects, the graphical method
produced the best estimates. Mathematical model simulations produced several observa-
tions, Fluidized bed operation minimized the elution of adsorbed contaminants from
adsorbers much better than packed-bed operation. All contaminants of industrial pro-
duction should be discharged simultaneously. Waste waters with the highest energy-
adsorbing contaminants should be introduced first to a column of fresh adsorbent, with
the lowest energy-adsorbing contaminants entered last. Minimization of displacement
ard subsequent elution of adsorbed contaminants resulted from using concentration
equilization before the adsorbers. These conclusions were generally supported by
columnar laboratory studies.
"'-: o rp t ion, '"'Mathematical models, ^'Activated carbon, Chemical reactions, Separation
techniques, llodel studies. Equipment, Treatment facilities, Evaluation, Kinetics,
Waste water treatment
Longmuir Competitive Adsorption Model, Longmuir Semi-Competitive Ideal Solution
Tleor-- and Graphical Models
582
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F083
DESCRIPTIVE WATER QUALITY (DISPERSION) MODEL FOR THE DANUBE SECTION
BETWEEN SZOB AND BUDAPEST (A Duna, Szob es Budapest kozottl
vonatkozo, leiro jellegu visminosegi (diszperzios) modell),
Somlyody, L.
Vizgazdalkodasi Tudomanyos Kutato Kozpont,
Budapest, Hungary.
Hidrologiai Kozlony, Vol. 52, No. 2, p 71-78, February, 1977. 10 fig, 22 ref.
A linear descriptive model for representation of water quality along the Danube proved
inadequate, since transverse changes were observed to be greater than longitudinal
variations. A dispersion model was investigated as the basis for a mathematical model
for water quality which would correspond to the Hungarian filing system of river data.
In this model, curvilinear relations are used to determine variations in background
pollution as well as to examine individual discharges. The language used in programming
the dispersion model is FORTRAN IV. Additional data required include: distributions
of velocity, initial conditions, and dispersion coefficients. The dispersion model
has been used for the Szob-Nagymaros section of the Danube. It was found that closely
spaced cross—sections are necessary for accurate descriptions. Only very slow mixing
does occur, and differences between actual and computed input parameters may affect
computed mixing intensities.
*Water quality, *Disperslon, *Mathematical models, *Computer models, *Sampling,
Model studies, Curves, Streamflow, Mixing, Flow characteristics, Statistical methods,
Spatial distribution, Simulation analysis, Systems analysis, Waste water treatment
Danube River, Hungary, Dispersion models
F084
STORM WATER MANAGEMENT MODEL: LEVEL I - PRELIMINARY SCREENING
PROCEDURES,
Heaney, J. P., Huber, W. C., and Nix, S. J.
Florida University,
Gainesville,
Department of Environmental Engineering Sciences.
1976. 77 p, 23 fig, 24 tab, 26 ref. Technical Report EPA-600/2-76-275.
The need for a more simplified user-oriented alternative to the USEPA Storm Water
Management Model has prefaced the preparation of a four-level series of storm water
management models. The Level I model emphasizes a nationwide assessment of storm water
pollution control costs and quantity and quality estimates for urban runoff. For this
model, the country is divided into five zones based on precipitation patterns. Each
urban area is partitioned according to land use and type of sewer system. Results from
runs of the Corps of Engineers' STORM model on a representative city in each of the
regions were used to develop the assessment method and calibrate the run-off prediction
technique. Population density, depression storage, and a runoff coefficient were used
to generate annual wet-weather runoff and dry-weather flow estimates. Using limited
available data, pollutant loadings for wet weather were estimated with respect to pre-
cipitation, land use, and population density. Annual dry- and wet-weather pollutant
loadings were calculated. A method for determining the optimal combination of mixing
and storage of runoff for various degrees of pollutant control has been developed for
use in any U. S. city. Costs were assessed according to type of sewer system. Multi-
purpose planning using flow equalization between wet- and dry-weather treatment facili-
ties, possibly incorporating storage during peak flow, was suggested as a means of
reducing costs of adequate storm water pollution control.
*Runoff forecasting, *Storm runoff, *Storm water, *Urban runoff, *Mathematical models,
Average runoff, Sewerage, Urban drainage, Forecasting, Urban hydrology, Storm drains,
Combined sewers, Cities, Waste water treatment, Costs, Cost allocation, Water pollution
sources
Storm Water Management Model (SWMM)
583
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F085
ROLE OF MODELS IN URBAN STORMWATER MANAGEMENT PLANNING,
Heaney, J. P.
Florida University,
Gainesville,
Department of Environmental Engineering Sciences.
In: Applications of Stormwater Management Models 1976, 1977. p 4-13, 1
Technical Report EPA-600/2-77-065.
fig, 10 ref.
An outline is presented which examines possible uses for mathematical models or
simulations in storm water management, in compliance with Section 208 of the Federal
Water Pollution Control Act Amendments which require plans to abate and control point
and non-point waste sources in urban areas. Areas evaluated for model use in Section
208 implementation include: public participation and local government involvement;
organization; data collection; natural and physical systems analysis; social, economic,
and land use analysis; waste water source analysis; waste water treatment systems, non-
point sources, and water quality analysis; groundwater protection and enhancement;
development of non-point source control strategies; land use/water quality relation-
ship; public works/water quality relationship; and institutional analysis. The report
also considered waste water management techniques; evaluation and comparison of alter-
native plans; selection of waste treatment management program; environmental, social,
and economic impact assessment; plan preparation and completion; and coordination
activities. Specific models suggested for use include STORM, FILTH, and the Universal
Soil Loss Equation (USLE).
*Rainfall-runoff relationships, *Model studies, *Computer models, *Mathematical models,
*Federal Water Pollution Control Act, Water management (applied), Urban runoff,
Storm runoff, Storm water, Planning, Management, Waste water treatment
STORM, FILTH, SWMM, USLE, Storm water management
F086
INTRODUCTION TO THE EPA STORM WATER MANAGEMENT MODEL (SWMM) ,
Huber, W. C., and Heaney, J. P.
Florida University,
Gainesville,
Department of Environmental Engineering Sciences.
In: Applications of Stormwater Management Models - 1976, 1977. p 34-73, 14 fig,
2 tab, 26 ref. Technical Report EPA-600/2-77-065.
The EPA Storm Water Management Model (SWMM) was developed to aid municipalities in
decision-making for urban runoff treatment by providing accurate quantitative and
qualitative descriptions of the total urban rainfall-runoff process. A general descrip-
tion of SWMM's overall design and capabilities is presented. Using a high speed digital
computer, SWMM simulates single storm events and long-term trends in storm runoff using
input data for rainfall, catchment, conveyance, storage/treatment, and receiving data.
Input sources, a central core, correctional devices, and the effect on receiving waters
comprise the model structure. Included in the input sources are: RUNOFF, a subroutine
to estimate surface runoff, COD, settleable solids, total nitrogen, phosphate, and
grease; FILTH for generation of dry-weather flow; and INFIL to assess infiltration/
inflow. The central core is used to integrate the data generated for the input sources.
Correctional devices are used to modify input according to retention time, treatment
cost and efficiency, and other parameters. RECEIV is used to evaluate the effects of
input data on receiving waters. Other parameters which can be estimated by the model
include 5-day BOD, total suspended solids, and total coliform. The program itself is
divided into individually accessible blocks for qualitative and quantitative estimates
of runoff, transport, and storage and treatment. A sample simulation for the city of
Lancaster, Pennsylvania is presented.
'''Computer models, "^Mathematical models, *Urban runoff, AStorm water, Sewer systems,
Planning, Water management (applied), Combined sewers, Precipitation, Hydrographs,
Hydrologic systems, Urban hydrology, Costs, Infiltration, Inflow, Forecasting, Cos
analysis, Storm drains, Sexrage treatment, Waste water treatment, Rainfall-runoff
relationships
iSt
Storm water management, Storm Water Management Model (SWMM)
584
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F087
SWMM APPLICATION STUDY GUIDE,
Jewell, T. K., Mangarella, P. A., DIGlano, F. A., and
Adrian, D. D.
Massachusetts University,
Amherst,
Department of Civil Engineering.
In: Applications of Stormwater Management 1976, 1977. p 91-231, 25 fig, 20 tab,
13 ref. Technical Report EPA-600/2-77-065.
A series of study guides as an aid to the use of the computerized EPA Storm Water
Management Model (SWMM) is presented. Sample data and program output, as well as
suggestions for data collection, are presented for the Runoff and Transport program
blocks within SWMM. To illustrate design limitations and capabilities, case studies
are presented for an urban drainage basin of approximately 300 acres. Job control
parameters and deck setups to access SWMM are described.
*Computer programs, *Mathematical models, *Urban runoff, *Storm water, *Data
processing, Urban hydrology, Model studies, Water management (applied), Precipitation,
Hydrologic systems, Waste water treatment, Data collections, Computer models, Urban
drainage, Rainfall-runoff relationships
Storm water management, Storm Water Management Model (SWMM)
F088
PERFORMANCE OF STORM DRAINAGE SIMULATION MODELS,
Colyer, P. J.
Proceedings of the Institution of Civil Engineers, Part 2, Vol. 63, p 293-309,
June, 1977. 3 fig, 3 tab, 33 ref.
Various storm drainage models were evaluated for accuracy in simulated observed storm
events. Models examined included: rational (Lloyd-Davies) method; direct method;
inlet method; lumped hydrologic methods; Transport and Road Research (TRRL) method;
East African modification of TRRL (TRRL(EA)); Illinois urban drainage area simulator
(ILLUDAS); Massachusetts Institute of Technology (MIT) method; University of Cincinnati
urban runoff (UCUR) method; hydrograph volume method (HVM); EPA storm water management
model (SWMM); and the Illinois storm sewer system simulation (ISS) model. Numerical
parameters were used to determine accuracy in performance using observed and calculated
values for hydrologic variables such as peak discharge, time to peak, and total runoff
volume. Among the numerical parameters used were: lambda, the ratio between calculated
and observed values; epsilon, the absolute error between individual calculated and
observed values; and epsilon calculated for groups of positive and negative errors.
Calculations indicated that storm sewer models can predict peak discharge and runoff
volume within 10-20%. The TRRL method was capable of the most accurate overall per-
formance of the models examined. Suggestions for improvement in storm drainage models
include closer examination and field studies to better determine the limitations of
simulation models, more efficient programming to reduce costs to the user, and the
addition of other parameters such as surcharging, backwater effects, and surface flood-
Ing.
*Computer programs, *Mathematical models, *Simulation analysis, *Storm runoff,
*Water management (applied), Sewerage, Urban hydrology, Drainage systems, Hydrograph
analysis, Sewers, Analytical techniques, Storm water, Waste water treatment
Storm drainage simulation models, TRRL
585
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F089
EVALUATION OF A COMPREHENSIVE KINETIC MODEL FOR THE
ACTIVATED SLUDGE PROCESS,
Benefield, L. D., and Randall, C. W.
Colorado University,
Boulder,
Department of Environmental and Civil Engineering.
Journal Water Pollution Control Federation, Vol. 49, No. 7, p 1636-1641, July, 1977.
6 fig, 12 ref.
Mathematical models have been used to predict steady-state biomass and effluent sub-
strate concentrations for completely-mixed, suspended growth, biological processes with
and without cellular growth. Limitations of previously used models are discussed, and
a model to adequately describe process kinetics under conditions outside the limits of
other models is presented. Previous models have assumed that effluent and influent
substrate concentrations are independent, whereas investigations of the treatment of
organic substrates by mixed tnicrobial cultures have indicated otherwise. This relation-
ship, if valid, would necessitate changing mean cell residence times to compensate for
variations in influent substrate concentration. It is suggested that mean cell residence
time may not be useful as a control parameter for plant operation where the influent
substrate varies.
*Mathematical models, *Activated sludge, *Biomass, *Forecasting, *Effluents,
Operations research, Mathematical studies, Sludge treatment, Kinetics, Model studies,
Water Pollution Control Federation, Waste water treatment
Grau-Dohanyos model
F090
CONTROL STRATEGIES FOR THE ACTIVATED SLUDGE PROCESS,
Flanagan, M. J.
Flanagan and Associates,
San Francisco, California.
Instrumentation Technology, Vol. 24, No. 7, p 35-43, July, 1977. 5 fig, 5 ref.
Improved automatic control of the activated sludge process has been suggested to in-
crease process performance and efficiency, particularly in the treatment of wastes with
large diurnal and seasonal variations. In order to maintain the food-to-microorganism
ratio within the acceptable operating limits, increases in plant flow and solids load-
ing must be controlled to prevent overburdening of the oxidation and sedimentation
tanks. A suggested solution to the oxidation-sedimentation interaction is to provide
storage during peak flow, larger sedimentation tanks to accommodate diurnal fluctua-
tions, and separate oxidation and sedimentation processes. Since many facilities are
not equipped with return activated sludge facilities or sufficient storage space in
sedimentation tanks, three additional control strategies are described: return activated
sludge storage facilities, and variable—speed pumping between storage and oxidation
tanks with optional step-feed control gates; oxidation tanks equipped with power-
actuated step-feed control gates; and sedimentation tanks equipped with power-actuated
step-feed control gates. All three contain a feedforward-feedback air supply control
system which is activated by on-line measurements of dissolved oxygen levels and oxygen
demand, as determined by dissolved oxygen probes and a respirometer.
*Activated sludge, *Automatic control, *0xidation, *Biodegradation, *Settling basins,
Sludge treatment, Oxygen requirements, Sewage treatment, Sewage effluents, Biochemical
oxygen demand, Fluctuations, Equipment, Remote control, Waste water treatment
Activated sludge process control
586
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F091
INITIAL DILUTION WITH DEEPWATER DIFFUSERS,
Wallis, I. G.
Caldwell Connell Engineers,
Melbourne, Australia.
Journal Water Pollution Control Federation, Vol. 49, No. 7, p 1621-1626, July, 1977.
3 fig, 3 tab, 3 ref, 2 append.
The dynamics of ocean-discharged effluent from deep water diffusers are examined in an
effort to better predict the thickness, width, location, and strength of the effluent
field in relation to diffuser design and other factors. Factors considered include
grit and sludge deposition near the outfall, vertical distribution of the effluent,
fluctuations in effluent discharge rate, ocean currents, vertical density profiles, and
effluent characteristics such as initial dilution and coliform level. The degree of
buoyancy, which is determined by the relative densities of the effluent and seawater,
is the major controlling factor in the dilution and motion of the effluent. A series
of simulations was carried out to determine the effect of diffuser design on the be-
havior of the effluent field. Using diffusers with different combinations of port
spacing, port diameter, and discharge velocity, it was determined that the effect of
initial momentum on dilution was relatively insignificant compared with buoyancy.
Initial dilution could be predicted on the basis of unit length discharge of the dif-
fuser and diffuser depth if greater than 40 meters. A diagram relating discharge per
unit length, diffusion depth, and initial dilution was presented as a means of evalu-
ating diffuser efficiency and design. Various factors which influence the thickness
of the surface effluent field are discussed, including: diffuser depth, ocean currents,
stratification, vertical mixing, and effluent strength.
*Deep water, *Design criteria, *Discharge (water), *Waste dilution, Buoyancy,
Density, Waste disposal, Currents (water), Diffusion, Waste water disposal,
Effluents, Water Pollution Control Federation, Waste water treatment
*Deep water diffusers
F092
ACTIVATED SLUDGE PROCESS DESIGN,
Lauria, D. T., Uunk, J. B., and Schaefer, J. K.
Journal of the Environmental Engineering Division, Vol. 103, No. EE4, p 625-645,
August, 1977. 6 fig, 2 tab, 12 ref.
Various considerations for the mathematical evaluation and empirical modelling of
activated sludge process design are described, with emphasis on the completely mixed
steady-state activated sludge process. A series of biological process equations is
presented for the determination of BOD removal rates, net excess sludge production, and
process efficiency. Oxygen requirements are then related to demand and rate of use as
determined by previous calculations. The required settling tank area for adequate
thickening is calculated on the basis of solids loading and underflow concentration.
Process variables and parameters are defined and listed in tabular form. Process ef-
ficiency ratings are considered for the amount of sludge under aeration and the net
excess solids, including other variables such as BOD loading, sludge age, and a waste
sludge factor. Because the process is defined by six decision variables and four equa-
tions, the number of degrees of freedom available to the process designer and the effect
of fixing variables such as aeration tank volume and mixed liquor solids concentration
are discussed. Formulas for construction and operation costs are derived on the basis
of decision variables. Examples of numerical values of decision variables (BOD removed,
net excess sludge, sludge under aeration, oxygen, BOD loading factor, BOD utilization
factor, sludge, and waste sludge factor) calculated for various process efficiencies
are given. Practical limitations on empirical modelling of the activated sludge process
for maximum efficiency are discussed.
*Mathematical models, ^Activated sludge, *EffIciencies, Optimization, *Design
criteria, Costs, Aeration, Sludge treatment, Biochemical oxygen demand, Dewatering,
Settling basins, Waste water treatment
Activated sludge process efficiency
587
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F093
DEVELOPMENT AND TESTING OF A WASTEWATER RECYCLER AND HEATER,
Guarino, V. J., and Bambenek, R. A.
CHEMTRIC Incorporated,
Rosemont, Illinois.
1976. 92 p, 24 fig, 20 tab, 1 append. Technical Report EPA-600/2-76-289.
The major objective of this study was to produce and evaluate a device for the recovery
of usable hot water from room-temperature waste water. The prototype examined was to
use no more than 1800 watts of electrical power to produce 6 gallons of 165 F water per
hour. Flash evaporation and vapor compression processes were used for distillation.
Design data for the prototype unit are presented. Tests using laundry water showed
that the prototype unit was capable of producing sterile hot water with neutral pH as
well as low suspended solids, COD, and turbidity, at a rate of 6 gallons per hour with
an energy use of 229 watt-hours per gallon. Pretreatment was suggested for the reuse
of hospital waste water, since ammonia and alcohols may be present in the distillation
product. Annual operating costs for the unit, which is reported to conserve approxi-
mately 44,000 gallons of potable water per year, were estimated at $717.
*Water reuse, *Distillation, *Vapor compression distillation, *Flash distillation,
*Design data, Heated water, Laundering, Hospitals, Waste water treatment, Electric
power demand, Water conservation, Model studies, Research and development
Water heaters
F094
A MODEL TO PREDICT CONCENTRATION AND HEAD-LOSS PROFILES IN
FILTRATION,
Adin, A., and Rebhun, M.
Iowa State University,
Ames,
Department of Civil Engineering.
Journal of the American Water Works Association, Vol. 69, No. 8, p 444-453,
August, 1977. 17 fig, 2 tab, 22 ref.
A mathematical model has been developed for the study, evaluation, and prediction of
contact filter performance. A material-balance relationship and an equation for filtra-
tion kinetics were derived. A computer program was developed to predict concentration-
filtrate volume profiles for different filtration parameters. Model performance was
tested against experimental data from filtration of a kaolinite suspension through deep
granular beds where alum or a cationic polyelectrolyte was applied as a flocculant.
Breakthrough curves were examined for different bed depths under various conditions
with a small pilot filter, and then related to an accumulation-detachment model. Para-
meters used in the model include filter capacity, hydraulic conductivity, and accumu-
lation and detachment coefficients. The predictive mathematical model can be used
for various waters, filter beds, and flocculants to estimate concentration and head-
loss profiles for engineering design.
*Filtration, Mathematical studies, *Computer models, *Separation techniques,
*Forecasting, Filters, Flocculation, Packed beds, Porous media, Design, Flocculation,
Waste water treatment
Contact filtration, High-rate filtration, Filter performance, Filter head-loss
538
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F095
REDUCTION OF AQUEOUS FREE CHLORINE WITH GRANULAR ACTIVATED
CARBON—PH AND TEMPERATURE EFFECTS,
Suidan, M. T., Snoeyink, V. L., and Schmitz, R. A.
Georgia Institute of Technology,
Atlanta,
School of Civil Engineering.
Environmental Science and Technology, Vol. 11, No. 8, p 785-789, August, 1977.
5 fig, 12 ref.
The effects of pH and temperature on HOCL and OCL(-) reactions with activated carbon
were examined with the aid of a mathematical model previously developed by the authors.
The behavior of packed carbon beds was examined at various pH and temperature values.
Chemical and mathematical relationships were described. Experimental methods and
materials for batch tests and packed bed experiments were outlined. A determination
of rate constants for the disappearance of free chlorine from blank reactors indicated
that disappearance of chlorine followed first order kinetics. Equilibrium constants
and speciation for HOCL and OCL(-) were examined at pH values of 4.0, 7.6, and 10.0.
The pH was observed to affect the distribution of free chlorine between HOCL and OCL(-)
but did not appreciably affect reaction rates. A dissociation constant for free
chlorine on the carbon surface of 10.5 kcal/mole was calculated on the basis of temper-
ature data. The values of constants in the mathematical model were suggested as useful
in the prediction of behavior for packed bed reactors with respect to pH, temperature,
influent concentration, particle size, and flow rate.
*Activated carbon, *Packed beds, *Chlorine, *Mathematical models, *Kinetics, Chemical
reactions, Adsorption, Thermodynamic behavior, Equilibrium, Chlorination, Hydrogen ion
concentration, Temperature, Water treatment, Waste water treatment
Granular activated carbon
F096
SCIENTIFIC AND TECHNICAL EVALUATION OF THE ENVIRONMENTAL
PROTECTION AGENCY'S WASTEWATER FACILITIES PLANNING, BOSTON
CASE STUDY, PHASE I: WATER QUALITY CONSIDERATIONS,
Noss, R., Najarian, T., and Marks, D. H.
Resource Analysis Incorporated,
Cambridge, Massachusetts.
1976. 324 p, 52 fig, 23 tab, 8 append.
The Boston area was chosen for an investigation into planning effectiveness for muni-
cipal treatment facilities construction grants under the Federal Water Pollution
Control Act Amendments of 1972. The two-phase study will ultimately include data
collection in the initial phase of the study and data evaluation in the second phase.
Data collections included analyses of existing waste sources and water quality in the
basins of Boston Harbor, Charles River, Mystic River, Neponset River, Sudbury-Assabet-
Concord Rivers, and North River. Current plans and priorities for construction of
waste water facilities by surrounding municipalities are discussed. Major issues and
reviews of cost effectiveness of decisions to improve water quality are examined for
each basin in the study area. Appendices include descriptions of water quality
standards, classifications, and segmentation as well as the results of qualitative
and quantitative water analyses conducted for each of the basins.
*Treatment facilities, *Federal Water Pollution Control Act, *Planning,
*Massachusetts, Water management (applied), Water quality, Water pollution sources,
Treatment facilities, River basins, Harbors, Regional planning, Legal aspects,
Construction, Regulation, Waste water treatment
*Boston (MA), Boston Harbor, Charles River, Mystic River, Neponset River, Sudbury
River, Assabet River, Concord River, North River, Construction grants
589
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F097
THE EFFECTS OF NTA ON THE CHLORINE DEMAND OF VARIOUS TYPES
OF WATER,
katz, E. L,
1971. 28 p, 12 tab- Technical Report PB-256 363.
The effects of NTA (tr3-sodium salt of nltrilotriacetic acid, N-(CH2COONa)3) on
chlorine demand of potable and surface waters were examined. Chlorine demand was also
examined for different chlorine concentrations, NTA concentrations, NTA types, tem-
perature., pH, and contact time. Increases in chlorine demand caused by the presence
of NTA were higher at higher temperatures in tests from 4 C to 23 C. NTA also in-
creased chlorine demand more effectively at lower pH's. An increase in NTA concentra-
tion from 1 to 25 pom increased chlorine demand by a factor of 2 or more. Studies
indicated that the effect of NTA was increased with chlorine contact time, increasing
by up to 6% in 0 to 4 hours contact time. No discernible difference in increased
chlorine was observed between commercial NTA and re-crystallized NTA. The report
concluded that at high temperatures, high NTA concentrations, and acidic pH, NTA may
increase chlorine demand by as much as 50%,
"Chlorination, ""Nitrilotriacetic acid, *Chemical wastes, *Model studies, Potable
water., Surface waters, Temperature, Hydrogen ion concentration, Chemical reactions,
Disinfection, Water treatment, Waste water treatment
F098
THE ACTIVATED SLUDGE PROCESS; PART I—STEADY STATE BEHAVIOR,
Marais, G. v. R., and Ekama, G. A.
Capetown University,
South Africa,
Department of Water Resources and Public Health Engineering.
Water SA, Vol. 2, No. 4, p 163-200, October, 1976. 29 fig, 2 tab, 34 ref, 2 append.
Equations relating active endogenous residue, inert volatile material, and oxygen demand
are presented as part of a discussion of activated sludge process theory for steady
state behavior and sludge age. Previous literature on activated sludge process kinetics
is reviewed. Oxygen demand tests and method accuracy are examined for biochemical
oxygen demand and chemical oxygen demand. Biological growth kinetics are considered
with respect to endogenous respiration, COD removal, and COD utilization and yield.
The degree of mixing and flow regime are discussed with respect to reactor or process
kinetics in the completely-mixed and plug-flow activated sludge systems. Oxygen re-
quirements, mass parameters, steady state design charts, COD fractions, functional
inter-relationships, and nutrient requirements for biological synthesis are mathematical-
ly derived. Active and inert solids concentrations are related to active mass, endo-
genous residue, inert mass, volatile mass, and oxygen demand of sludge entering an
aerobic digester. Equations for nitrification kinetics relating sludge age, nitrifica-
tion, and organism growth are presented. Experimental investigations to determine
the yield constant Y, the endogenous respiration constant b, and the substrate conver-
sion rate constant K are described. A stepwise analysis of kinetic response of settled
waste is presented. Loading rate, sludge age, and oxidation are related to process
design and control.
*Activated sludge, *Mathematical models, *Kinetics, *Aerobic treatment, *Design
criteria, Nitrification, Oxygen requirements, Chemical oxygen demand, Model studies,
Sludge treatment, Oxidation, Waste water treatment
Sceady stace behavior. Activated sludge process theory
590
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F099
EFFECTS OF TREATED MUNICIPAL WASTE WATER ON GROWTH, FIBER,
PROTEIN, AND AMINO ACID CONTENT OF SORGHUM GRAIN,
Day, A. D., and Tucker, T. C.
Arizona University,
Tucson,
Department of Plant Sciences.
Journal of Environmental Quality, Vol. 6, No. 3, p 325-327, July-September, 1977.
2 tab, 15 ref.
The effect of treated municipal waste water on growth, fiber, protein, and amino acid
content of grain from sorghum was investigated in Tucson, Arizona, for grain growth
in two soil types. Comoro sandy loam and Grabe silt loam were used in experiments
with treated municipal waste water, well irrigation water, and commercial inorganic
fertilizer. For grain grown in Comoro sandy loam, average number of days from planting
to maturity, leaf length, and grain yield were lower for plots that received well water
with appropriate amounts of N, P, and K than for plots irrigated with waste water.
Sorghum growth relationships were similar in Grabe silt loam soils, although more
tillers were produced per plant with well water than with waste water. Analyses of
fiber, protein, and amino acid for sorghum grain grown with different irrigation and
fertilizer treatments indicated that total protein contents, leucine, methionine,
threonine, and tyrosine were similar for all treatments and soil types. Cystine,
glycine, and histidine were lower for grain irrigated with waste water, or with simu-
lated waste water produced by the addition of appropriate amounts of N, P, and K to
well water, than for grain grown with simple well water irrigation. Municipal waste
water is suggested as an effective source of irrigation water and plant fertilizer
to increase yields for grain crops in the southwestern United States.
*Soil-water-plant relationships, *Irrigation practices, *Grain sorghum, *Fertilizers,
Plant growth, Soil types, Southwest U. S., Arizona, Grains (crops), Waste water
disposal, Municipal wastes, Activated sludge, Water supply development, Water reuse
Tucson (AZ)
591
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HYDROLOGIC ASPECTS
H001
THE IMPACT OF INTENSIVE APPLICATION OF PESTICIDES AND FERTILIZERS
ON UNDERGROUND WATER RECHARGE AREAS WHICH MAY CONTRIBUTE TO
DRINKING WATER PROBLEMS,
GarretC, D., Maxey, F. P., and Katz, H.
Environmental Protection Agency,
Washington, D. C.,
Office of Toxic Substances.
January, 1976. 110 p, 12 fig, 6 tab, 103 ref. Technical Report No. EPA 560/3-75-006.
An assessment of the impact of intensive application of pesticides and fertilizers
on underground water recharge areas is presented, with particular emphasis on agri-
cultural feedlot operations. Pesticides appear to offer only a marginal threat to
groundwater quality because of their adsorptive properties in the soil structure
and/or their short-lived persistence. Exceptions to this include the improper appli-
cation of pesticides or the existence of sandy soils or thin soils overlaying fissured
rocks. With regard to fertilizer application, more information on the amount of
nitrate reaching the groundwater is required. Septic tanks on farms present an in-
significant source of pollution to groundwater in terms of public drinking water
supplies. However, well water supplies on a particular farm may be susceptible to
contamination from septic tanks. Cesspools represent a significantly greater ground-
water pollution source, although such installations are now widely prohibited. More
information on the processes of nitrification and denitrification in various soils
and subsoils as a function of soil temperature, climate, and biochemistry is needed
in relation to animal waste applications and fertilizer and crop cover sources of
nitrogen.
*Uater pollution, *Groundwater recharge, *Farms, *Fertilizers, *Pesticides,
Waste disposal, Septic tanks, Cesspools, Soil types, Soil water movement, Potable
water, Groundwater, Nitrates, Nitrification, Denitrification, Chemical wastes,
Farm wastes, Nitrogen compounds
H002
FACTORS AFFECTING DECLINING WATER LEVELS IN A SEWERED
AREA OF NASSAU COUNTY, NEW YORK,
Garber, M. S., and Sulam, D. J.
Journal of Research of the United States Geological Survey, Vol. 4, No. 3, p 255-265,
May-June, 1976. 12 fig, 1 tab, 15 ref.
A double-mass-curve analysis of groundwater levels in Nassau County, Long Island,
New York reveals that the average-weighted groundwater levels in a 32 sq mi segment
of a sewered area declined 11.8 ft relative to an adjacent unsewered area to the east
during the period 1953-1972. An electric analog model analysis indicated that 4.9
ft of the decline was due to pumping in nearby Queens County, west of the sewered
area. Most of the remaining 6.9 ft of the decline is due to sewering. Streamflow
within the sewered area has also declined because of the lowered groundwater levels.
Double mass curve analysis of previous and present declines provides a useful means
of evaluating the various factors responsible for changes in water levels and aquifer
storage.
*Sewers, '''Groundwater, *Water levels, *Water loss, *New York, Surface waters,
Aquifers, Pumping, Analytical techniques, Cities, Drainage systems
Long Island, Nassau County
592
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H003
SURVIVAL OF COLIFORM BACTERIA IN SEWAGE SLUDGE APPLIED TO A
FOREST CLEARCUT AND POTENTIAL MOVEMENT INTO GROUND WATER,
Edmonds, R. L.
Washington University,
Seattle,
College of Forest Resources.
Applied and Environmental Microbiology, Vol. 32, No. 4, p 537-546, October, 1976.
4 fig, 8 tab, 12 ref.
A 3-year study was undertaken to determine the environmental soundness of using de-
watered sludge on clearcut areas in forests on gravelly glacial outwash soils, the sur-
vival of total and fecal coliform bacteria in sludge and soil systems relative to
environmental conditions and time of year of application, and if fecal coliform bacteria
in the sludge are capable of moving into soil and groundwater systems and into streams.
Results indicated that few viable fecal coliforms penetrated greater than 5 cm into
soil and that practically none entered the groundwater system. Though there was little
movement of viable coliforms from sludge to soil, many moved to the 5 cm depth. The
low fecal coliform count may result from filtration and sedimentation as well as poor
competitive ability in soil. A total coliform maximum of 370/100 mllllliters was de-
tected in the lysimeter leachate at 180 cm. Seasonally, total coliform counts in ground-
water revealed high numbers in the fall and low numbers in the winter. Most water move-
ment through the soil profile occurred during winter when rainfall was high and the
bacterial activity was low. It was concluded that, though fecal and total coliforms
survive in sludge for long time periods, very little movement of either into ground-
water systems occurs through the gravelly outwash soil. The soil is effective as a
biological filter for hazardous pathogens. There Is little danger of contamination of
groundwater and streams from vertical bacterial movement. They can, however, remain
viable in surface layers, and stormwater runoff and direct contact with contaminated
soil is still a problem.
*Pollutant identification, *Coliforms, *Sewage sludge, *Clear-cutting, *Movement,
Groundwater, Environmental effects, Forest soils
H004
WHY SIMULATION?,
Linsley, R. K.
Simulation Network Newsletter, Vol. 8, No. 5, p 1-4, September, 1976.
The advantages of simulation techniques were discussed as applied to hydrology. Be-
ginning in 1960, it was found that simulation programs could, with past data as back-
ground, allow the extrapolation of conditions beyond the range of observed data in
storm runoff studies. Previous "pencil" calculations were only approximations which
were time consuming as well as being unable to use time Intervals of less than 6
hours which would more accurately deal with infiltration and hydrograph characteristics
of small watersheds. Simulation produces a more complete answer; allows adjustments
for change which are not effective with conventional methods; has, generally, a time
and cost advantage over conventional methods; and data is easily obtained on magnetic
tape from the Climatic Data Service or the Geological Survey. Simulation, however,
is not competitive with the use of empirical formulae for design flow computations.
*Analytical techniques, *Model studies, *Hydrology, *Storm runoff, *Time, Infiltration,
Hydrographs, Watersheds (basins)
593
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H005
GROUND-WATER POLLUTION NEAR A LANDFILL,
Kelly, W. E.
Rhode Island University,
Kingston.
Journal of the Environmental Engineering Division-ASCE, Vol. 102, No. EE6, p 1189-1199,
December, 1976. 10 fig, 2 tab, 23 ref.
A study was implemented to determine the effects of an existing landfill on ground-
water. A landfill was chosen in Rhode Island which has been used for disposal of
appliances, building rubble, leaves, and brush. No garbage or hazardous materials
were disposed of at the site. Water quality at the tested aquifer is generally good,
with some high nitrate levels reported in some shallow wells and high manganese con-
centrations in high yield wells. Water sampling was by bailing at the landfill site
and by pumping at test borings. A connection between the landfill and nearby Hundred
Acre Pond was well established, though a connection between it and nearby Thirty Acre
Pond is only suggested by chloride data. There is a measurable effect on ground water
quality in the aquifer, with overall mineralization, especially increased manganese,
being the greatest effect. Specific conductance was a good indicator of the degree
of mineralization. Groundwater specific conductances were determined by surface
measurement of electrical resistivity. Digital or analog computer models may quan-
titatively evaluate the effects of landfills and gravel pits on groundwater flow pat-
terns.
*Pollutant identification, *Groundwater, ^Landfills, *Environmental effects,
*Water pollution effects, Rhode Island, Leaves, Brush
Appliances, Building rubble
H006
PENNSYLVANIA USES LINERS TO CONTROL GROUND WATER CONTAMINATION
FROM LANDFILL OPERATIONS,
Bucciarelli, W. C.
Journal of Environmental Health, Vol. 39, No. 3, p 184-185, November-December, 1976.
1 tab.
The increasing use of landfills for waste disposal has necessitated the use of poorer
soils and more sophisticated technology. Liners are used in Pennsylvania landfill
operations. Various liners such as clays, asphaltics, rock dykes and manmade mater-
ials have been applied to ponds and canals. Sealants have been used to create barriers
against fluids and water. Recent applications are variations of conventional construc-
tion techniques. Site characteristics, usually groundwater systems, must be used to
evaluate the need for liners. The degree of impermeability required determines the
type of liner to be used, as well as the economic considerations. Area characteristics
must be considered in the decision process. The landfill liner collects leachate to
prevent water pollution. In Pennsylvania, all facilities must assure operation of the
treatment facility for 10 years after landfilling ceases. There must be an adequate
monitoring system to substantiate the integrity of the liner. This can involve sub-
drains, collection and channelization or mechanical monitoring. Groundwater monitoring
wells are a necessity. The natural clays used must be evaluated for their chemical
compatibility with the wastes and leachates they will contact. With proper installa-
tion and use, the liner concept approaches zero environmental degradation. So far,
there has been no evidence of liner failures in Pennsylvania.
*Linings, *Landfills, *Groundwater, *Water pollution, Waste disposal, Construction,
Leachate, Ponds, Canals, Treatment facilities, Economics, Pennsylvania
Construction techniques
594
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H007
EFFECT OF A SECONDARY TREATED EFFLUENT ON THE MOVEMENT OF
VIRUSES THROUGH A CYPRESS DOME SOIL,
Bitton, G., Masterson, N., and Gilford, G. E.
Florida University,
Gainesville,
Department of Environmental Engineering.
Journal of Environmental Quality, Vol. 5, No. 4, p 370-375, October-December, 1976.
6 fig, 2 tab, 17 ref.
A study was performed to determine the movement of viruses through a sandy soil in a
cypress dome. The study was designed to aid disposal of sewage effluents by land
applications. Bacteriophage T2 was used as well as the animal virus, Sabin vaccine
strain type 1 poliovirus. Results of column experiments indicated that the cypress
dome soil had a potentially good retention capacity for the test viruses. A binding
of the viruses to soil particles was promoted when tap water was used in the column
experiments. The low pH of the soil also promoted viral adsorption, though adsorption
was greatly decreased when the secondary effluent (dome water) was used. Organic
substances in the water hindered adsorption. These interfering substances prevent
viral adsorption to clays, microcline, membrane filters and polyelectrolytes, as well
as magnetite. High molecular weight substances also reduced the interaction between
bacterial phage MS2 and polyelectrolytes. Further experimentation was suggested to
determine the reasons for virus breakthrough into wells 305 centimeters deep under the
cypress dome.
*Viruses, *Movement, *Soil types, *Soil properties, *Sewage treatment, Sewage
disposal, Sewage effluents, Adsorption, Polyelectrolytes, Waste water treatment
Type 1 poliovirus, Bacteriophage T2, Bacterial phage MS2
H008
SEPTIC TANK POLLUTION CUT,
Crops and Soils, Vol. 29, No. 3, p 14, December, 1976.
Design elements of a denitrification unit for nitrates from septic systems were con-
sidered. These nitrates are contributors to groundwater pollution. The nitrates are
changed into nitrogen gas by the process. Necessary components of the system are the
absence of oxygen and the presence of an energy source. In this system, sewage efflu-
ent with nitrates flow continuously through limestone-filled columns, simulating the
continuous flow in a field septic system and creating anaerobic conditions. Methanol
is used for the energy source and is used in the bacteria's biochemical process to
change nitrates into nitrogen gas. Sludge from paper mills was suggested as a cheap
energy source if it were not proved to be a pollution source. The nitrogen gas pro-
duced is discharged into the air. Initial tests of a field unit indicate efficiencies
near that produced in the laboratory.
*Septic tanks, *Water pollution, *Denitrification, *Groundwater, Nitrates, Nitrogen,
Laboratory tests, On-site tests, Prototype tests, Anaerobic conditions, Pulp wastes
Limestone columns, Methanol
595
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H009
PHYSICAL, CHEMICAL, AND BIOLOGICAL ASPECTS OF SUBSURFACE
ORGANIC WASTE INJECTION NEAR WILMINGTON, NORTH CAROLINA.
GEOLOGICAL SURVEY PROFESSIONAL PAPER 987,
Leenheer, J. A., Malcolm, R. L., and White, W. R.
51 p, 34 fig, 36 tab, 29 ref. United States Government Printing Office Stock Number
024-001-02915-4.
A four-year field and laboratory study was conducted to determine the physical, chemi-
cal, and biological effects of the Hercules waste injection system on the subsurface
near Wilmington, North Carolina. In addition, a case history of this system was pro-
vided. A two-part site study involved the determination of hydrogeologic conditions,
characterization of industrial waste, and analysis of native groundwater, as well as
the observation of waste-aquifer interactions at various wells. The concurrent labora-
tory study involved the injection of waste into cores of aquifer material from the in-
jection area. A conceptual model was devised, combining results of both studies, to
detail the stages of injected waste reactivity and movement in the subsurface from the
injection well to the edge of the waste front. Results indicated several waste-aquifer
interactions: dissolution of carbonate minerals, sesquioxide coatings on primary min-
erals and on primary aluminosilicate minerals, and dissolution and complexation of Iron
and manganese oxides by waste organic acids; reprecipitation of complexed dissolved
iron during waste neutralization; coprecipitation of phthalic acid complexed with iron
during iron hydroxide precipitation; methane gas production from anaerobic microbial
waste degradation; microbial reduction of sulfates to sulfides; reduction of ferric to
ferrous iron from decreases in Eh and pH; and retention of organic waste acids by ad-
sorption and anion exchange on mineral constituents at low pH values. The importance
of compatibility tests of the injected waste with aquifer material before waste injec-
tion was proven. The laboratory simulation quantitatively better defined waste-aquifer
interaction than did the site study.
*Injection, *Injection wells, *Industrial wastes, *Aquifer characteristics, *Waste
disposal, *Waste water disposal, *Analysis, *Model studies, Environmental effects,
Physical properties, Chemical properties, Biological properties
Wilmington (NC)
H010
INTRODUCTION TO URBAN STORM WATER RUNOFF MODELS,
Shubinski, R. F.
Water Resources Engineers,
Springfield, Virginia.
In: Short Course Proceedings: Applications of Storm Water Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 177-199.
15 fig, 4 tab, 6 ref. Technical Report NTIS PB 247-163.
Storm water runoff models were applied to a simplified urban drainage system. This
system was composed of subsystems dealing with surface runoff, transport and quality
of flow, and receiving waters. The surface runoff subsystem was a drainage area
tributary to a sewer inlet—a system of surface elements, gutters, and drainage ditches.
The transport system is the physical works which carry storm waters and their pollu-
tant load from inlets through underground conduits to a point of disposal. Receiving
systems could be streams, lakes, estuaries, or coasts. The hydrologic effects of
urbanization and the characteristics of the urban watershed were considered. Factors
controlling urban runoff include rainfall, infiltration, depression storage, surface
detention and gutter detention, and storage in house drains, catch basins and major
sewage elements. Land use influences imperviousness and surface cover which regulate
surface depression, detention, and infiltration. A storm drainage model should
analyze storm discharge from urban runoff by dividing the total basin into smaller
homogeneous units to calculate individual runoff contributions. Collection of individ-
ual sub-basin outflows and their routing through main storm sewers allow determination
of total watershed outflow at the basin outlet.
*Model studies, *Storm runoff, Water quality, Sewerage, Watersheds, Hydrologic
aspects, Urban runoff, Infiltration, Sewage effluents, Drainage, Flow
596
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H011
QUANTITY ASPECTS OF URBAN STORM WATER RUNOFF,
Espey, W. H., and Winslow, D. E.
Espey, Huston and Associates, Incorporated,
Austin, Texas.
In: Short Course Proceedings: Applications of Storm Water Management Models, August
19-23, 1974, Amherst, Massachusetts, University of Massachusetts, Amherst, p 83-137.
13 fig, 7 tab, 73 ref. Technical Report NTIS PB 247-163.
In designing urban drainage facilities one must consider rainfall-runoff relationships
and the effects of the surface and geometric characteristics of the watershed. The
system should be adequate for all surface runoff disposal and disposal of excess run-
off with minimal damage to physical facilities. There should be a maximum reliability
of operation with a minimum need for maintenance. Costs should be reasonable in re-
lationship to the benefits derived and economically viable means for future expansion
should be built into the system. Models relative to design features and considera-
tions, such as excess rainfall determination, were reviewed. These included infiltra-
tion, API, graphical, numerical coaxial regression, and functional models. Overland
flow and open channel flow analysis were considered, as well as flood frequency analy-
sis, routing methods, and simulation analysis.
*Storm drainage, *Design criteria, *Model studies, Storm runoff, Drainage engineering,
Costs, Infiltration, Economics, Precipitation (atmospheric), Analysis, Evaluation,
Urban hydrology
H012
LEACHING CHARACTERISTICS OF POLLUTED DREDGINGS,
Jin, J. S., Krizek, R. J., and Roderick, G. L.
Hayward Baker Company,
Odenton, Maryland.
Journal of the Environmental Engineering Division-ASCE, Vol. 103, No. EE2, p 197-215,
April, 1977. 5 tab, 1 append.
Laboratory leaching tests were conducted to evaluate the pollution potential of leach-
ates from freshwater dredgings and the effect of additives on leachate quality im-
provement. Results indicated that there was not a serious pollution problem because
leachate quality improved quickly with subsequent leaching. The average permeability
of dredged material decreases to as little as one-half of its initial value after
leaching with water of a volume five times that of the sediment volume. Leachates from
well-graded, coarser dredged material had a higher total solids content at the beginning
of leaching, a higher total solids declination rate, and a lower total solids content
at the end of leaching than finer, more cohesive materials. All quantities measured
in leachates decreased with an increase in the volume of leachate drained. Slightly
basic pH values did not significantly change during leaching. Sodium and iron ions
had a higher declination rate than total solids. Calcium ions had a lower one. Cal-
cium in lime-treated materials satisfied the exchange capacity and complex formation
needed by organics, and reduced gas bubble formation. The volatile solids content was
higher in leachates from lime-treated sediments than in those from untreated samples.
There was no significant change in the water quality of leachates when dredged mater-
ials were treated with additives. These leachates produce no serious pollution pro-
blems when placed in diked containment areas.
*Leachates, *Physical properties, *Chemical properties, Water pollution sources,
Lime, Water quality control, Hydrogen ion concentration, Calcium, Organic matter,
Pollution abatement
Freshwater dredgings
597
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H013
NONPOINT SOURCE EFFECTS ON WATER QUALITY,
Wanielista, M. P., Yousaf, Y. A., and
McLellon, W. M.
Florida Technical University,
Orlando,
Environmental Systems Engineering Institute.
Journal Water Pollution Control Federation, Vol. 49, No. 3, p 441-451, March, 1977.
5 fig, 11 tab, 24 ref.
Effects of nonpoint sources of pollution on water quality were investigated. They
can be studied by measuring water quality relative to precipitation/runoff/infiltra-
tion events and by calculating potential water quality degradation relative to load-
ing rates of land uses. Sources are generally classified as rural or urban. Rural
sources include agricultural chemicals, animal wastes, and human wastes. Urban
sources are primarily from runoff consisting of solid waste litter, chemicals, air
deposited substances, and vehicle pollutants. Heavy metals are also a part of this
pollution source. Site-specific studies may be necessary because of the variability
of nonpoint source effects on water quality. Site conditions, receiving water con-
ditions and regulatory requirements affect the extent of the studies. Sampling pro-
cedures should follow the hydrograph. Composite samples for small, well-defined
urban areas should be taken every few minutes. Non-urban basins may be analyzed by
the use of grab samples or longer time composite samples of 3 to 12 hours. A "pol-
lutograph" similar to the pattern of a hydrograph can be developed for small basins,
and a relationship between mass loadings and flow can be developed for larger basins.
Mass loading curves and the suggested methods may be used to separate the effects of
point and nonpoint pollution sources. Nonpoint source constitutents may decrease in
concentration while the total pollutant mass is likely to increase. Sometimes an
increase in the mass of pollution accompanied by a decrease in concentration may be
quite harmful. It was suggested that mass loading standards and concentrations be
developed and used together to determine the extent of pollution effects in receiving
waters.
*Water pollution effects, *Analytical techniques, *Water pollution sources, *Runoff,
Rural areas, Urban areas, Urban runoff, Agricultural chemicals, Animal wastes
(wildlife), Heavy metals. Domestic wastes, Industrial wastes, Oil wastes, Hydrologic
aspects, Water quality control, Water quality
H014
THE FATE OF POLLUTANTS IN SUBSURFACE ENVIRONMENTS,
Metry, A. A.
Roy F. Weston, Incorporated,
West Chester, Pennsylvania.
Journal of Environmental Sciences, Vol. 20, No. 2, p 27-31, March/April, 1977.
8 fig.
Groundwater will continue to be a growing source of water supply and aquifers may be-
come alternatives for direct and indirect disposal of liquid and solid wastes. Ground-
water pollution can develop from several sources: waste water disposal on land, seep-
age from waste water holding basins, deep well injection, and leachates from solid
waste disposal, Two models were developed to predict leachate/pollutant migration and
fate in subsurface environments. The first was a one-dimensional model for pollutant
attenuation prediction in subsaturated media (soils), and the second was a two-
dimensional model for pollutant migration and fate prediction in saturated media
(aquifers). The models include the mass-transport mechanisms of molecular diffusion,
convective dispersion, and chemical reaction. These models are flexible and practical,
accurate, and have a sound mathematical basis.
-Water pollution sources, *Pollutant identification, *Groundwater, *Model studies,
Aquifers, Waste disposal, Seepage, Deep wells, Solid wastes, Laachates, Analysis,
Water quality
598
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H015
REMOVAL OF NUTRIENTS FROM TREATED MUNICIPAL WASTE WATER BY
WETLAND VEGETATION,
Boyt, F. L., Bayley, S. E., and Zoltek, J., Jr.
Water and Waste Water Technical School,
Neosho, Missouri.
Journal Water Pollution Control Federation, Vol. 49, No. 5, p 789-799, May, 1977.
9 fig, 7 tab, 17 ref, 2 append.
A study was conducted, in Florida, to determine the ability of wetland vegetation to
remove nutrients from treated municipal waste water. Effluent from a 0.25 mgd second-
ary treatment trickling filter plant was discharged into a mixed hardwood swamp. Poor
plant operation has produced only primarily treated effluent for the past few years.
The study involved monthly water chemistry sampling, coliform and fecal streptococci
sampling, sediment analysis, and recording of tree growth data. Hydrologic data were
used to develop a nutrient budget. Study results revealed 98.1% total phosphorus re-
ductions and 89.5% total nitrogen reductions. Heavy metal concentrations were low due
to the absence of industrial wastes; the amounts of lead were 0.03 mg/liter, and of
copper, 0.02 mg/liter. Dissolved oxygen in the experimental swamp averaged 2.8 mg/
liter in a range of 0.3-6.3 mg/liter. The control swamp averaged 2.4 mg/liter in a
range of 2.0—4.0 mg/liter. Sediments were normally anoxic. Anoxic conditions were
best for nutrient uptake by plants. The sediment nutrient levels were similar in both
experimental and control swamps. A layer of clay in the sediment prevented exchange
between waste water-containing surface water and groundwater. The dominant soil allowed
little filtration, and groundwater recharge was slight. The fecal coliform count in
the control area was 200 per 100 millimeters, which was above national potable and
recreational water standards. The fecal coliform/fecal streptococci ratio was less
than 1, suggesting that high fecal bacterial counts were of livestock origin. Human
fecal bacteria were removed in the wetlands after the effluent travelled less than a
mile. Tree growth indicated quicker nutrient uptake in the experimental area. It was
concluded that the wetland system could be substituted for tertiary treatment and save
area residents the $79,500/year costs for a new treatment facility.
*Nutrients, *Municipal wastes, *Filtration, *Vegetation, ^Wetlands, Water quality,
Bacteria, Sediments, Hydrologic aspects, Economics, Waste disposal
HO 16
CARBON ISOTOPIC STUDY OF THE FATE OF LANDFILL LEACHATE IN
GROUNDWATER,
Games, L. M., and Hayes, J. M.
Indiana University, Bloomington, Department of Chemistry.
Journal Water Pollution Control Federation, Vol. 49, No. 4, p 668-677, April, 1977.
7 fig, 6 tab, 22 ref.
An isotopic study was conducted to gain information on carbon movement in groundwater
and on the effects of a landfill on the presence of different carbon molecular forms.
Oversimplification was avoided by the simultaneous study of four carbon fractions -
inorganic carbon, volatile organic carbon, non-volatile organic carbon, and CO and
CH4. It was concluded that soil microorganisms quickly modified the bulk of mobile
carbon entering the groundwater system from the landfill. Non-volatile organic
carbon was effectively immobilized. Though the landfill did not significantly
alter the bulk carbon budget, it is possible that trace amounts of unusually mobile
materials could have entered the aquifer. These might be highly toxic with a
negative effect on water quality, even in small quantities. Large variations of
amounts and isotope ratios with time suggested the need for a longer study period.
The isotopic method made available direct bulk carbon information for organic chemical
aspects. It was also a good data source for the effects of soil microorganisms on
groundwater carbon.
*Isotope studies, *Carbon, *Leachate, *Groundwater, *Landfills, Analytical
techniques, Water pollution, Water pollution effects, Waste disposal, Chemical
properties, Waste water treatment
599
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H017
HYDROLOGICAL STUDIES ON SOME RIVER CATCHMENTS IN GREATER LONDON,
Butters, K., and Vairavamoorthy, A.
Proceedings of the Institution of Civil Engineers, Part 2, Vol. 63, p 331-361,
June, 1977. 18 fig, 3 tab, 9 ref.
Hydrologic studies were prepared by the Department of Public Health Engineering of the
Greater London Council for several catchments of the Thames River in the Greater London
area. A system for the collection of rainfall and runoff was developed to better predict
storm runoff and flooding and to determine hydrologic trends. Using flood hydrographs
and other hydrologic data, an equation was developed to predict flood damage on the
basis of flood water volume. The effects of catchment area, travel time of excess
rainfall, climatological influences, and catchment topography were considered in hydro-
logic analysis. Duration and intensity were examined for individual storms, and 30-year
trends were examined. A series of 250 storms, said to represent a 100-year period,
were simulated. Analytical methods and parameters considered in the study were: time
of equilibrium, the Wandle study for the preparation of flood hydrographs, peak dis-
charges for rainfall and runoff probabilities, the unit hydrograph, synthetic unit
hydrograph, and simulated point rainfall. A flow network for the digitization of rain-
fall data was presented. An examination of parameters taken into account by the various
methods for calculating rainfall indicated that the synthetic hydrograph was the most
complete analytical method, accounting for catchment area, slope, storage, and shape;
rainfall intensity and profile; storm pattern; and runoff coefficient.
*Hydrologic data, *Floods, *Analytical techniques, *Model studies, *Watersheds (basins),
Hydrographs, Storms, Computer models, Rainfall-runoff relationships, Unit hydrographs,
Data collections, Precipitation (atmospheric), Storm runoff, Urban drainage, Urban
runoff, Storm water, Waste water treatment
Thames River, London, England
600
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MISCELLANEOUS
J001
NATIONAL SAFE DRINKING WATER STRATEGY ONE STEP AT A TIME,
Environmental Protection Agency,
Washington, D. C.,
Office of Planning and Evaluation.
May, 1975. 77 p, 2 fig, 5 tab. Report No. P.L. 93-523.
A safe drinking water strategy which has been developed to clarify the Environmental
Protection Agency's policy with respect to implementing the Safe Drinking Water Act
is described. The strategy proposes the following principles for implementing the
Act: a commitment to give highest priority to public health matters; the involvement
of states, local governments, and consumers in all aspects of the program; the con-
sideration of worst problems first; a consideration of the costs involved in all
phases of the program; maximum utilization of existing state and local water supply
control programs; decentralization of decision-making to Environmental Protection
Agency regional offices; a consideration of the environmental side effects of actions
taken under the Act; and the minimization of 'red-tape1 in all actions. The Environ-
mental Protection Agency also plans to implement an underground injection control
program prescribed by the Act with the same step-by-step approach.
^Legislation, *Potable water, *Public health, *Water quality control, *Water policy,
Groundwater, Underground, Injection, Programs, Federal project policy, Federal
government
Safe Drinking Water Act
J002
RESIDUAL WASTE MANAGEMENT RESEARCH AND
PLANNING PROJECT,
Environmental Protection Agency,
Washington, D. C.,
Water Planning Division.
September, 1975. 363 p, 102 ref. Technical Report No. EPA-440/9-76-003.
Approximately 100 abstracts of documents dealing with the subject of residual wastes
and their impact on ground and surface waters are presented. The abstracts provide
project or publication identification, a brief summary of the document, the status
of the project, information sources, and acquisition details. The abstracts are
arranged by types of residual wastes and are cross-referenced where necessary. Some
basic topics covered include: urban planning, regional planning, sludge disposal,
water pollution, material recovery, cost—benefit analysis, residual waste reclamation,
residual waste disposal, and socio-economic and intergovernmental aspects of the
impact of residual wastes.
*Waste disposal, *Reclamation, *Water pollution, *Social aspects, *Economics,
Governmental interrelations, Cost-benefit analysis, Sludge disposal, Regional
development, Urbanization, Groundwater, Surface waters
601
-------
J003
REACTIONS OF HEAVY METALS WITH SOILS WITH SPECIAL REGARD TO
THEIR APPLICATION IN SEWAGE WASTES,
Leeper, G. W.
Melbourne University,
Melbourne, Australia,
Agricultural Chemistry.
November, 1972. 77 p, 5 tab, 66 ref. Department of the Army Contract No.
DACW73-73-C-0026.
Reactions of heavy metals with soils are reviewed, with particular emphasis on their
application during the irrigation of crop lands with liquid sewage. Topics discussed
include: the fate of heavy metals in soils, the mechanisms of removal of individual
or grouped heavy metals, and the uptake and tolerance of heavy metals by plants. The
use of specialists crops for harvesting unwanted accumulations of heavy metals does
not appear to be feasible. As an alternative, the removal of metal-laden top soil
is suggested so that the subsoil rich in nutrients from previous applications of
nitrogen and phosphorus can be utilized.
*Heavy metals, *Soil chemical properties, *Sewage, Irrigation, *Plant growth,
Nutrients, Metals, Sewage disposal, Toxicity, Nitrogen, Phosphorus
J004
PRELIMINARY ASSESSMENT OF SUSPECTED CARCINOGENS IN
DRINKING WATER: REPORT TO CONGRESS,
Environmental Protection Agency,
Washington, D. C. ,
Office of Toxic Substances.
December, 1975. 115 p, 16 tab, 89 ref. Technical Report No. EPA 560/4-75-005.
A compilation of efforts by the Environmental Protection Agency to identify and con-
trol suspected carcinogens in drinking water is presented. Topics covered include:
studies dealing with the nature and extent of drinking water, including analyses for
polychlorinated biphenyls, polyvinyl chloride, nitrosamines, trihalomethanes,
pesticides, suspected inorganic carcinogens, asbestos, and radioactivity; evaluations
of the risks associated with contaminant levels in drinking water; the identification
of drinking water contaminant sources (industrial sources, chlorination, municipal
waste treatment discharges, agricultural chemicals); treatment techniques for con-
trolling drinking water contaminants; and projected costs for removing carcinogenic
contaminants from drinking water. Byproducts from chlorination (chloroform and other
trihalomethanes) appear to be more easily prevented than removed. Two techniques
currently being considered for avoiding trihalomethane formation are the use of an
alternative to chlorine as the disinfectant and the removal of precursors that react
with chlorine.
•'Potable water, *Water pollution, *Public health, *Water pollution effects,
^Pollutant identification, Water purification, Chlorination, Asbestos, Inorganic
compounds, Organic compounds, Polychlorinated biphenyls, Polymers, Pesticides,
Hydrocarbons, Economics, Water pollution control, Disinfection, Radioactivity
Carcinogens, Polyvinyl chloride, Chlorinated hydrocarbons, Trihalomethanes,
Chloroform, Nitrosamines
602
-------
J005
THE EFFECTS OF SEWAGE EFFLUENT ON WETLAND ECOSYSTEMS,
Kadlec, R. H., Richardson, C. J., and
Kadlec, J. A.
Michigan University,
Ann Arbor.
December, 1975. 203 p, 27 fig, 59 tab, 50 ref. Semi-Annual Report No. 4.
Ongoing studies of the effects of sewage effluents in wetland ecosystems are reported,
with particular emphasis on the nutrient status of the surface and interstitial waters
of peatlands in Michigan. Specific topics covered include: the effects of simulated
sewage effluent on the decomposition, nutrient status, and litterfall in a central
Michigan peatland, the effects of simulated sewage effluents on the growth and
productivity of peatland plants, pilot scale irrigation experiments, a statistical
analysis of seasonal changes in biomass (standing crop new growth) of selected wet-
land species as influenced by nutrient additions, and studies of dissolved nutrients
in Michigan peatland.
^Wetlands, *Sewage disposal, ^Irrigation, ^Nutrients, ^Ecosystems, Biomass,
Simulation analysis, Plant growth, Sewage effluents, Statistical methods, Michigan
J006
THE IMPACT OF FARGO, NORTH DAKOTA'S WASTE DISCHARGES ON THE
INTERSTATE WATERS OF THE RED RIVER OF THE NORTH,
SEPTEMBER 1969-APRIL 1970,
Federal Water Quality Administration,
Kansas City, Missouri,
July, 1970. 31 p, 4 fig, 8 tab. Publication No. PB-245 755.
The impact of waste discharges from Fargo, North Dakota's sewage treatment plant on
the Red River of the North was evaluated during field study conducted from September
1969 to April 1970. The total pounds of biochemical oxygen demand (5-day) discharged
from the Fargo-Moorhead area during the survey period ranged from 4203/day in March
to a. high of 44,241/day in October. The quantity of wastes from Fargo steadily in-
creased as the efficiency of the Fargo sewage treatment plant declined during the
winter months, with Fargo contributing a maximum of 82% of the total organic waste
load discharged from the Fargo-Moorhead area in March. The combined waste discharges
from the Fargo-Moorhead area had an adverse effect on the water quality of the Red
River of the North as evidenced by numerous violations of dissolved oxygen and bac-
terial criteria and violations of the state effluent requirements. Monthly averages
of dissolved oxygen concentrations less than 5 milligrams/liter were observed for
samples collected during the winter months. Monthly average effluent concentrations
for samples taken from the Fargo sewage treatment plant always exceeded North Dakota's
effluent criteria of 25 milligrams/liter biochemical oxygen demand and 30 milligrams/
liter total suspended solids.
*Water pollution, *Rivers, *Sewage treatment, *Treatment facilities, *Water pollution
effects, Monitoring, On-site investigations, Dissolved oxygen, Biochemical oxygen
demand, Suspended solids, Surface waters, North Dakota, Efficiencies, Performance,
Waste treatment, Effluents, Bacteria, Organic compounds
603
-------
J007
ASSESSMENT OF OFFSHORE DUMPING IN THE NEW YORK BIGHT, TECHNICAL
BACKGROUND: PHYSICAL OCEANOGRAPHY, GEOLOGICAL OCEANOGRAPHY,
AND CHEMICAL OCEANOGRAPHY,
Charnell, R. L.
Atlantic Oceanographic and
Meteorological Laboratories,
Miami, Florida.
April, 1975. 92 p, 57 fig, 5 tab, 35 ref. National Oceanic and Atmospheric
Administration Report No. ERL 332-MESA 3.
An assessment of the effects of offshore dumping in the New York Bight is presented.
Fine-grained waste dumped in New York Bight is entrained in a clockwise circulation
pattern and is dispersed to the north. A significant portion is deposited in the
low area immediately northwest of the dumpsites. Christiaensen Basin, a natural zone
of mud deposition, is significantly contaminated with sewage sludge. Water sampling
data show that nutrient (nitrates, nitrites, silicates, and phosphates) distributions
are dominated by the lower New York Bay outflow, with dumped sewage sludge contri-
buting very small amounts. The carbohydrate/total organic carbon ratio of samples
taken from the bight indicates that the whole bight contains some sewage-derived
materials, with the greatest concentration occurring in the Hudson Shelf Valley, the
Christiaensen Basin, and north of the geographical sewage sludge dumpsites. Although
the presence of sewage-derived material is suggested by carbohydrate/total organic
carbon ratios in sediments throughout the area close to Long Island, low total organic
carbon values found in all but isolated pockets demonstrate that contaminant material
comprises only a small fraction of the sediments.
*Waste disposal, *Sewage sludge, *Bays, *Circulation, *Water pollution, Sludge
disposal, Water circulation, Solid wastes, Nutrients, Nitrates, Nitrites, Silicates,
Phosphates, Organic compounds, Carbon, Sediments, New York, Water sampling
Offshore dumping, New York bight, Nutrient distributions, Bight waters
J008
CROP RESPONSE TO TANK TRUCK APPLICATION OF LIQUID SLUDGE,
Kelling, K. A., Walsh, L. M., and Peterson, A. E.
Ball State University,
Muncie, Indiana,
Natural Resources Department.
Journal Water Pollution Control Federation, Vol. 48, No. 9, p 2190-2197,
September, 1976. 3 tab, 22 ref.
The effects of repeated tank truck applications of liquid sludge on experimental
plots of alfalfa, corn, and sorghum-sudan were investigated. Sludge applications
of 5 cm usually provided yields of corn and sorghum-sudan which were equivalent to
those obtained with a moderately high rate of commercial fertilizer when these crops
were planted in the growing season following sludge application. Sludge applications
of up to 15 cm did not reduce crop yields and in fact generally resulted in maximum
yields and nitrogen uptake. Substantial residual benefits from sludge were observed
at sludge applications as low as 5 cm for sorghum-sudan and 10 cm for corn, whereas
no such residual response was observed when commercial fertilizer was applied. Re-
peated tank truck traffic on established alfalfa plots severely reduced crown sur-
vival and subsequent yields, and liquid sludge application by this method is not
recommended for such plots. Nitrogen and phosphorus recoveries by corn and sorghum-
sudan were relatively low in sludge-treated plots.
*Sludge, *Soil amendments, *Crop response, *Sludge disposal, *Fertilizers, Nitrogen,
Phosphorus, Waste disposal, Symbiosis, Liquid wastes, Plant growth
604
-------
J009
ENVIRONMENTAL IMPACTS OF LAND APPLICATION OF SLUDGE,
Zenz, D. R., Peterson, J. R., Brooman, D. L., and
Lue-Hing, C.
Metropolitan Sanitary District of Greater Chicago,
Chicago, Illinois,
Department of Research and Development.
Journal Water Pollution Control Federation, Vol. 48, No. 10, p 2332-2342,
October, 1976. 2 fig, 8 tab, 6 ref.
The results of a 4-year environmental monitoring program conducted by the Metropolitan
Sanitary District of Greater Chicago to determine the effects of land application of
sludge in Fulton County are reported. Surface discharges from fields receiving digested
sludge averaged suspended solids, biochemical oxygen demand, and fecal coliform levels
of 60 milligrams/liter, 6.0 milligrams/liter, and 36 counts/100 milliliters (geometric
means), respectively. The water quality of a major stream which drains the digested
sludge application project was unaffected by surface water discharges, and groundwater
monitoring wells showed no evidence of groundwater contamination. After 3 years of
sludge application, metal levels in corn grain grown on digested sludge amended soils
showed no significant increase. Virus levels monitored over a 2-year period at three
surface water monitoring points were not influenced by sludge application to the sur-
rounding watershed. Fish living in several reservoirs which receive discharges from
fields to which digested sludge has been applied were not influenced by such applica-
tions.
^Sludge disposal, *Soil amendments, ^Reclamation, ^Illinois, ^Monitoring, Biochemical
oxygen demand, Suspended solids, Coliforms, Surface water, Groundwater, Water
quality, On-site investigations, Waste water treatment, Viruses, Fish, Metals,
Recycling
Land application, Fulton county
J010
A STUDY OF BACTERIAL AEROSOLS AT A WASTEWATER
IRRIGATION SITE,
Sorber, C. A., Bausum, H. T., Schaub, S. A., and
Small, M. J.
United States Army Medical Bioengineering
Research and Development Laboratory,
Fort Detrick,
Frederick, Maryland.
Journal Water Pollution Control Federation, Vol. 48, No. 10, p 2367-2379, October,
1976. 7 fig, 7 tab, 13 ref.
A 4-week field study at a golf course irrigated with chlorinated secondary effluent
was conducted to obtain data for a model designed to predict pathogen levels downwind
from the spray source. Bacterial aerosols significantly above background were demon-
strated at 198 m downwind from the nozzle, the greatest distance tested. At 152 m
from the source, total aerobic counts of about 100/cu m and coliform-like counts of
about 30/cu m were recorded. Among the isolates confirmed as coliforms biochemically,
58% were assigned to the genus Klebsiella; this is of public health significance since
these bacteria are capable of producing respiratory and other infections in man. In
two runs where chlorination was practiced, the mean reduction in total aerobic count
observed at the irrigation spray nozzle was 99.6%, illustrating the effectiveness of
this treatment for controlling the microbial aerosol problem.
^Irrigation, *Air pollution, *Aerosols, *Bacteria, *Waste water treatment, Water reuse,
Recreation facilities, On-site investigations, Sprays, Chlorination, Microorganisms,
Efficiencies, Coliforms, Public health
Klebsiella
605
-------
J011
OCEAN DUMPING PHASE-OUT IN EPA REGION II,
Hadeed, S. J.
Journal Water Pollution Control Federation, Vol. 48, No. 10, p 2246-2248, October,
1976.
Environmental Protection Agency plans for phasing out ocean dumping of sextfage sludge
in Region II are described. Provisions to end ocean dumping by December 31, 1981 will
be written into the interim dumping permits which will also prohibit nighttime dumping
and recommend an expanded monitoring program. A comprehensive study of land-based
alternatives to ocean dumping in Region II contracted by the Environmental Protection
Agency indicates that air pollution rules must be waived in the New York and New Jersey
metropolitan areas and recommends that regional pyrolysi.s facilities be constructed
in the New York-New Jersey area. Land application or composting is recommended for
sludge produced in outlying areas. Senate bill S 3147 which extends the Marine Protec-
tion, Research and Sanctuaries Act through fiscal 1977 appropriates $4.8 million for
ocean dumping regulation, $5.6 million for ocean dumping research, and $0.5 million for
marine sanctuaries. It also requires that the Secretary of the Army, Coast Guard,
and Administrator of the Environmental Protection Agency submit annual reports on their
respective activities in carrying out the ocean dumping title of the Act.
""Sewage sludge, *Sludge disposal, ^Oceans, ^Legislation, *Coasts, Legal aspects,
Monitoring, Cities, Waste disposal, New York, New Jersey
Land application, Composting, Environmental Protection Agency, Pyrolysis
J012
GAS AND LEACHATE FROM LANDFILLS: FORMATION, COLLECTION,
AND TREATMENT. PROCEEDINGS OF A RESEARCH SYMPOSIUM,
Genetelli, E. J., and Cirello, J.
Rutgers University,
New Brunswick, New Jersey,
Department of Environmental Science.
March 25-26, 1975, 196 p. 104 fig, 47 tab, 102 ref. Report EPA-600/9-76-004.
Topics dealing with the formation, collection, and treatment of gas and leachate from
landfills are presented. Specific subjects discussed include: current Environmental
Protection Agency activities in solid waste management research; solid waste management
research in New York State, Puerto Rico, and the United Kingdom; a theoretical analysis
of gas movement through soils; analytical methodologies for leachate and gas analysis;
leachate attenuation in undisturbed and remoulded soils; variations in gas and leachate
production from baled and non-baled municipal refuse; gas and leachate generation in
various solid waste environments; leachate migration through selected clays; the pol-
lution of groundwater by organic compounds generated by landfill activities; attenuation
mechanisms of pollutants through soils; the monitoring of toxic chemicals at land
disposal sites; an assessment of synthetic and admixed materials for lining landfills;
landfill management with leachate recycle and treatment; the effect of shredding and
sludge addition on solid waste decomposition; and a case history of landfill gas move-
ment through soils.
*Landfills, *Leachate, *Cases, *Waste disposal, *Solid wastes, Soil types, Migration,
Attenuation, Monitoring, Analytical techniques, Research priorities, Toxicity,
Hazards, Liners, Recycling, Sludge, Clay minerals, Soil mechanics, Groundwater,
Water pollution, Organic compounds
606
-------
J013
INTRODUCTION TO SYMPOSIUM ON GAS AND LEACHATE FROM LANDFILLS:
FORMATION, COLLECTION, AND TREATMENT,
Kaplovsky, A. J.
Rutgers University,
New Brunswick, New Jersey,
Department of Environmental Science.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 1-2.
Problems associated with assessing the impact of solid waste disposal in landfills are
discussed, with particular emphasis on the importance of considering all of the environ-
mental interactions involved. Constituent concentrations of pollutants found during
landfill investigations should be carefully qualified by reporting fully the environ-
mental conditions under which the decomposition occurred. For example, simply report-
ing the constitutent level at a given distance from the source without including the
type of soil or medium through which the leachate traveled, the time of transit, or
vegetative cover can lead to a misrepresentation of the findings. At the current pace
of new legislation and enforcement, it is especially important to appropriately iden-
tify findings and to delineate limitations on conclusions.
*Landfills, *Waste disposal, *Leachate, *Soil types, *Solid wastes, Environmental
effects, Environmental sanitation
J014
CURRENT EPA RESEARCH ACTIVITIES IN SOLID WASTE MANAGEMENT,
Schomaker, N. B., and Roulier, M. H.
Environmental Protection Agency,
Cincinnati, Ohio,
National Environmental Research Center.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 3-11. 1 tab.
Environmental Protection Agency research activities dealing with the management and
disposal of solid wastes are outlined. The Agency's research efforts in this area
include: establishing the basis for a solid waste management regulatory program for
hazardous and nonhazardous wastes; determining the human health and environmental ef-
fects resulting from the land disposal of selected substances; investigating the migra-
tion of hazardous materials through soils and in water transport; establishing the
role of soil in controlling or reducing harmful substances reaching water or air;
assessing technology for the control of hazardous solid wastes; and evaluating the
potential of source reduction, recycling, and energy conversion of solid waste materials.
*Waste disposal, *Solid wastes, *Reclamation, *Research priorities, *Federal
government, Programs, Energy conversion, Land use, Recycling, Regulation
607
-------
J015
CURRENT OFFICE OF SOLID WASTE MANAGEMENT PROGRAMS
LANDFILL ACTIVITIES,
DeGeare, T. V., Jr.
Environmental Protection Agency,
Washington, D. C.,
Office of Solid Waste Management Programs.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 12-15.
Research programs currently being conducted by the Environmental Protection Agency's
Office of Solid Waste Management which deal with problems related to leachate and gas
generation during landfill activities are outlined. These programs include: field
monitoring activities to learn about leachate generation and movement under various
field conditions; an assessment of the economic impact resulting from the effect of
poor waste disposal practices on ground water contamination; studies on the extent
to which soil attenuation acts as a mechanism for reducing the harmful effects of
leachate; an evaluation of various leachate treatment methods (anaerobic filtration,
spray irrigation, activated sludge treatment); and studies on the nature of landfill-
generated gas both in terms of its potential as a hazard and as an energy source.
*Landfills, *Waste disposal, *Research priorities, *Leachate, *Gases, Federal govern-
ment, Programs, Waste treatment, Solid wastes, Monitoring, On-site investigations,
Toxicity, Economics, Groundwater, Soil tests, Soil mechanics, Filtration, Irrigation,
Activated sludge
J016
CURRENT SOLID WASTE RESEARCH ACTIVITIES IN NEW YORK STATE,
Goddard, C. N.
New York State Department of Environmental Conservation,
New York,
Division of Solid Waste Management.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 16—17.
Solid waste research being sponsored by the State of New York is described. Leachate
from two landfills in the central part of the state is being extensively sampled at a
series of surface sample points in springs and streams below the disposal sites to learn
more about the conservative nature of various pollutants. Flow measurements are being
performed in the streams to provide information on the influence of dilution. This
information will then be used to select a set of leachate indices. Another project
funded by the Environmental Protection Agency is being conducted concurrently with the
above research to investigate various ways of detecting the presence of leachate during
the daytime and at night. Various types of films and thermal scanners are being
evaluated.
*Landfills, *Leachate, *Research priorities, *Waste disposal, *Solid wastes,
Monitoring, Streams, Springs, Surface waters, Flow, Analytical techniques, Water
pollution, Pollutant identification, New York, Programs
608
-------
J017
CURRENT SOLID WASTE MANAGEMENT ACTIVITIES IN PUERTO RICO,
Robena, S., Jr.
Environmental Quality Board,
San Juan, Puerto Rico.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 18-25. 1 fig, 2 tab, 8 ref.
Research activities on solid waste management in Puerto Rico are reviewed. Studies on
leachate formation at different sanitary landfill sites have been initiated in coordina-
tion with the United States Geological Survey. A long-range plan for a continuous
monitoring program at solid waste disposal sites has been proposed to assess the
quality of groundwater near landfill sites. Advanced resource recovery studies are
being conducted to investigate the feasibility of using metropolitan solid waste as an
auxiliary fuel and to evaluate existing markets for segregated solid wastes, paper,
glass, and metals. Community information programs are also being conducted. An
island-wide survey of industrial hazardous and toxic wastes is being performed so that
a state plan for the management of these wastes can be formulated. Detailed physical
and chemical data from an analysis of leachate sampled at one of the landfill sites
investigated are tabulated.
*Solid wastes, *Waste disposal, *Landfills, *Leachate, *Research priorities, *Energy
conversion, Monitoring, Pollutant identification, Reclamation, Economics, Feasibility
studies, Physical properties, Chemical properties, Surveys, Information exchange,
Groundwater, Toxicity, Puerto Rico
J018
LANDFILL RESEARCH WORK IN PROGRESS AT HARWELLS HAZARDOUS
MATERIALS SERVICE,
Bromley, J.
Harwell Laboratory,
Oxfordshire, United Kingdom,
Toxic and Hazardous Materials Group.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 27-32.
Research on solid waste management in the United Kingdom is reviewed, with particular
emphasis on landfill site studies. The research activities include: the reclamation
of landfill sites; the development of a data bank on potentially hazardous materials
deposited into landfills; on-site investigations of different types of landfills;
supporting lysimeter programs; studies on the behavior of selected toxic wastes associ-
ated with landfill leachate; studies of the movement of toxic leachate through sand-
stone, chalk, and gravel; experiments involving the exposure of different rock cores to
synthetic leachate mixtures; studies on the relative rates at which various toxic ma-
terials are leached from actual wastes; and evaluations of encapsulation procedures
for preventing the release of toxic wastes to landfills under different conditions.
*Solid wastes, *Waste disposal, *Leachate, *Landfills, *Research priorities,
Reclamation, On-site investigations, Leaching, Movement, Rock properties, Chemical
wastes, Toxicity
United Kingdom
609
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J019
THEORETICAL APPROACH TO GAS MOVEMENT THROUGH SOILS,
Moore, C. A.
Ohio State University,
Columbus,
Department of Civil Engineering.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 33-43. 22 fig, 2 ref.
A mathematical model for predicting the flow of gases around sanitary landfills is
presented along with "some preliminary results. The mathematical analogue decouples the
physical characteristics of the gases, the porous medium, and the areal geology. In-
teractions between the gas and the liquid or solid phases can be incorporated into the
analogue through equilibrium equations. A solution to the analogue, assuming a 70%
methane level in the landfill for 5 years and no excess total pressure, yields the
following information: the maximum radial extent of the 5% methane level above the
elevation of the landfill base extends for 1.28-2.25 times the radius of the landfill,
depending on the perviousness of the ground surface; decay to below 5% methane requires
from 1 to over 150 years; decomposition times in excess of 5 years result in further
excursion of the 5% methane level; as the porosity of the soil increases, the 5% methane
excursion distance increases; a small degree of perviousness of the ground surface is
very effective in reducing the 5% methane excursion; vents are effective in reducing
methane concentrations along a radial line passing through the vent but are essentially
useless in reducing methane along radial lines a few degrees away from the line through
the vent; and circumferential trenching can significantly reduce methane concentrations.
^Landfills, *Gases, *Methane, *Mathematical models, *Waste disposal, Solid wastes,
Physical properties, Chemical properties, Soil physical properties
JO 20
ANALYTICAL METHODOLOGIES FOR LEACHATE AND GAS ANALYSIS,
Chian, E. S. K., and DeWalle, F. B.
Illinois University,
Urbana,
Department of Civil Engineering.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 44-53. 4 fig. 15 ref.
Techniques for sampling and analyzing leachate samples from landfills are discussed.
Strict anaerobic sampling and storage conditions are necessary to prevent extensive
changes from occurring in the leachate sample prior to analysis. Samples should be
stored in glass bottles for organic analysis and in plastic bottles for heavy metal
analysis. The sequence of parameter analysis should be: oxidation-reduction potential,
color, turbidity, suspended solids, pH, and conductivity. Other parameters such as
chemical oxygen demand and organic nitrogen may also change directly after sampling,
but these changes can be reduced by acidifying the sample. Chemical analysis using
colorimetric methods is strongly interfered with by color, suspended solids, and high salt
concentrations in the leachate. These interfering effects can be reduced by using a
standard addition method or by diluting the leachate sample with increasing amounts of
water to determine whether the interfering effect can be sufficiently reduced.
*Leachate, ^Landfills, *Analytical techniques, *Sampling, *Chemical analysis,
Conductivity, Color, Turbidity, Suspended solids, Nitrogen, Chemical oxygen demand,
Physical properties, Chemical properties, Colorimetry, Heavy metals, Organic compounds
eio
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JO 21
LEACHATE ATTENUATION IN UNDISTURBED AND REMOULDED SOILS,
Farquhar, G. J., and Rovers, F. A.
Waterloo University,
Waterloo, Ontario, Canada,
Department of Civil Engineering.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 54-70. 14 fig, 8 tab, 15 ref.
Soil attenuation of landfill leachate was studied by comparing the flow and contaminant
removal patterns in columns containing both undisturbed and remoulded samples of the
same soil. A significant degree of attenuation by dilution was provided by the water
retained in the soil below the field capacity. Remoulded soils provided more attenua-
tion by dilution than did undisturbed soils. When flow conditions were intergranular,
the use of remoulded soil columns for estimating attenuation was acceptable; thus,
the estimation of attenuation using dispersed soil reactors corrected for the degree
of dilution appears to be acceptable. Removal isotherms constructed from dispersed
soil studies can be used to predict the breakthrough curves for some contaminants.
This can be accomplished for contaminants where the isotherms constructed from dispersed
soil studies are linear.
*Attenuation, *Leachate, *Soils, *Landfills, *Analytical techniques, Solid wastes,
Soil types, Soil tests, Soil water
Dilution
J022
VARIATIONS IN GAS AND LEACHATE PRODUCTION FROM BALED AND
NON-BALED MUNICIPAL REFUSE,
Eifert, M. C.
Systems Technology Corporation,
Dayton, Ohio.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 71-82. 10 fig, 3 tab.
Experiments involving the use of five landfill simulators filled with municipal refuse
were performed to investigate gas and leachate production. Although insufficient gas
was generated for analysis, leachate was collected several times. The first leachate
collected appeared to be the squeezings from the solid waste during loading. Further
leachates gathered reflected leachate generated from moisture additions. The experi-
ments are still underway, and no conclusions can be drawn because of the limited amount
of data thus far generated. Leachate analytical data for color, pH, conductivity,
chemical oxygen demand, hardness, total organic carbon, volume, iron, copper, zinc, and
nickel are tabulated.
*Leachate, *Gases, *Landfills, *Municipal wastes, *Waste disposal, Color, Conductivity,
Chemical oxygen demand, Hardness (water), Carbon, Iron, Copper, Zinc, Nickel,
Chemical analysis, Solid wastes
611
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J023
GAS AND LEACHATE GENERATION IN VARIOUS SOLID WASTE
ENVIRONMENTS,
Jackson, A. G., and Streng, D. R.
Systems Technology Corporation,
Dayton, Ohio.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 83-91. 2 fig, 5 tab.
Ongoing experiments to investigate gas and leachate generation in different solid waste
environments are reported. Landfill simulations with test cells containing solid waste
and selected other wastes have been in progress for about 4 months. The cells are
in the early stages of methane generation and have just completed the change from
aerobic to anaerobic condition. Microbiological assay of the leachate revealed high
levels (generally 100,000 colonies/100 milliliters) of fecal coliforms and fecal
streptococcus in the initial leachate collected. Analysis of the leachates that fol-
lowed revealed an increasing dieoff of coliforms in the leachate as the cell aged.
Streptococcus remained quite high for several months but is now beginning to decrease.
Detailed chemical data for the leachate and gas collected thus far are tabulated.
*Landfills, *Leachate, *Gases, *Chemical analysis, *Microbiology, Waste disposal,
Coliforms, Streptococcus, Methane, Chemical properties, Solid wastes, Simulation
analysis
J024
LEACHATE MIGRATION THROUGH SELECTED CLAYS,
Griffin, R. A., and Shimp, N. F.
Illinois State Geological Society,
Urbana, Illinois.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 92-95.
Leachate migration through three different clay minerals was investigated as part of an
effort to evaluate the potential use of clay as a liner for landfills. Montmorillonite
clay exhibited the strongest attenuation, being about four times more effective than
illite and five times more effective than kaolinite. Mercury, lead, zinc, and cadmium
were the components most strongly attenuated by the clays. Calcium, iron, and manga-
nese showed no attenuation. Chemical oxygen demand showed a relatively low attenuation.
Adsorption studies revealed that the most important factors affecting the prediction
of a given metal ion's migration under a solid waste disposal site are the pH of the
solution, the cation exchange capacity of the clay, and the ionic composition of the
solution matrix. A computer simulation model was written to predict metal ion migra-
tion through clay columns.
*Mlgration, *Leachate, *Attenuation, *Landfills, *Clay minerals, *Chemical analysis,
Mercury, Lead, Zinc, Cadmium, Calcium, Iron, Manganese, Chemical oxygen demand,
Waste disposal, Solid wastes, Ion exchange, Ions, Metals, Montmorillonite, Kaolinite,
Illite
612
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J025
ORGANIC POLLUTANTS CONTRIBUTED TO GROUNDWATER
BY A LANDFILL,
Dunlap, W. J., Shew, D. C., Robertson, J. M.,
and Toussaint, C. R.
Environmental Protection Agency,
Ada, Oklahoma,
Robert S. Kerr Environmental Research Laboratory.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 96-110. 7 fig, 4 tab, 21 ref.
Groundwater from a well within a landfill and from a control well was sampled using a
modified low-flow carbon adsorption procedure to determine the contribution of organic
compounds to groundwater resulting from the disposal of refuse. Column chromatography,
solubility separation, and gas chromatography/mass spectrometry measurements revealed
low levels of many undesirable organic chemicals in the groundwater which were appar-
ently leached from the landfill. More than 40 compounds were identified, most of which
were chemicals commonly employed in industry for the manufacture of domestic and
commercial products. The source of these compounds was apparently manufactured pro-
ducts which were discarded in the landfill since it had not received appreciable wastes
from industrial operations. The results demonstrated the potential for long-term
pollution of groundwater as a result of solid waste disposal in landfills.
*Groundwater, ^Landfills, *Leachate, *Waste disposal, *Water pollution, Chemical
analysis, Organic compounds, Domestic wastes, Solid wastes, Leaching, On-site
investigations
J026
ATTENUATION MECHANISMS OF POLLUTANTS THROUGH SOILS,
Fuller, W. H., and Korte, N.
Arizona University,
Tucson,
College of Agriculture.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 111-122. 4 fig, 7 tab, 6 ref.
Soil columns were leached with a landfill leachate spiked with selected potentially
hazardous elements to investigate soil attenuation mechanisms. The relative mobility
of 11 trace elements in landfill leachate was ranked for 11 soils representing seven
soil orders. The most generally mobile elements were chromium, mercury, and nickel;
whereas the least mobile elements were lead and copper. The mobility varied with
conditions for arsenic, beryllium, cadmium, selenium, vanadium, and zinc. The soil
that was most effective in attenuating trace elements was Molokai, and Oxisol from
Hawaii. Davidson, an Ultisol from North Carolina, ranked second in its immobilization
effectiveness. Both soils are high in clay and extractable free iron oxides. The
attenuation of other soils varied but generally ranked according to the amount of
clay-sized particles in the soil.
*Attenuation, *Soil types, *Leachate, *Landfills, *Clay minerals, Chromium, Mercury,
Nickel, Lead, Copper, Arsenic compounds, Beryllium, Cadmium, Zinc, Chemical analysis
Vanadium, Selenium, Oxisols, Ultisols
613
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J027
MONITORING TOXIC CHEMICALS IN LAND DISPOSAL SITES,
Walker, W. H.
Illinois State Water Survey,
Urbana, Illinois.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 123-129. 3 fig, 1 ref.
Toxic chemical monitoring at landfill sites is discussed. Recent studies indicate
that well monitoring systems may not be the most effective means to trace chemical
pollutant flow paths or to determine groundwater chemical concentrations at any time
or depth. Instead, chemical analyses of core samples from the underlying earth material
profile may be preferred since these allow for a positive definition of any chemical
constituent within the profile at any given location. This is true regardless of
whether the chemicals are present in precipitated form in the zone of aeration, are
held by retention on soil particles in the semisaturated fringe, or are dissolved in
groundwater within the zone of saturation. Core sample monitoring is also faster and
more economical than well monitoring. The number of sampling points required is
primarily controlled by the expected variability of each parameter and the degree of
monitoring accuracy desired. Initial soil core test probes which are made to obtain
background data should be placed at the center of each sampling station.
*Monitoring, *Landfills, *Groundwater, *Sampling, *Cores, Chemical analysis, Soil
tests, Water pollution, Waste disposal, Solid wastes
J028
ASSESSING SYNTHETIC AND ADMIXED MATERIALS FOR
LINING LANDFILLS,
Haxo, H. E., Jr.
Matrecon, Incorporated,
Oakland, California.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 130-158. 8 fig, 14 tab, 26 ref.
Experiments involving the use of various polymeric and admixed materials for landfill
liners are reported. The liners are mounted as barriers in the bases of 24 simulated
sanitary landfills which are uniformly filled with a shredded municipal refuse with a
moisture content of 30%. In addition, 42 small membrane specimens are being exposed
to leachate by being placed in the sand above the barriers. To date, only a soil-
asphalt liner appears to be inadequate. Leachate is seeping through one specimen of
this type, and indications are that a second liner of this type will also leak. Seal-
ing the liners into the generator bases with a cast epoxy ring has worked out satisfac-
torily except for the soil-asphalt liner. Polyethylene film appears to be sensitive
to creasing and puncturing, although it has not failed as a barrier. Laboratory tests
of unexposed membrane liners of the same polymer indicate that there can be considerable
liner-to-liner variation in liners of the same polymer type. These variations probably
reflect differences in compounding and in fabrication of the liner materials.
*Linings, *Landfills, *Leachate, *Waste disposal, ^Simulation analysis, Materials,
Polymers, Asphalt, Soils, Physical properties, Performance, Evaluation
614
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J029
LANDFILL MANAGEMENT WITH LEACHATE RECYCLE AND
TREATMENT: AN OVERVIEW,
Pohland, F. G.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 159-167. 9 fig, 2 tab, 3 ref.
An overview of a leachate recycle/treatment concept is presented based on experiments
with a simulated landfill constructed so that leachate could be recycled back in a
manner analogous to the operation of an anaerobic trickling filter. Recirculation of
the leachate through the landfill promotes a more rapid development of anaerobic activity
and methane fermentation, an increase in the rate and predictability of biological
stabilization of organic pollutants in the waste, a significant decrease in the time
required for stabilization, and a reduction of the potential for environmental impair-
ment. Leachate recirculation with pH control and initial sludge seeding further en-
hances treatment efficiency so that the time required for biological stabilization of
readily available organic pollutants in the leachate is reduced to months rather than
years. The application of separate anaerobic and aerobic biological processes has also
proven satisfactory for leachate treatment. Carbon adsorption is effective in removing
residual organics and inorganics in the effluent when it is followed by mixed resin
ion exchange.
*Leachate, *Landfills, *Waste disposal, *Waste treatment, ^Recycling, Organic compounds,
Methane, Biological treatment, Adsorption, Ion exchange, Inorganic compounds,
Simulation analysis, Efficiencies
J030
SOLID WASTE DEGRADATION DUE TO SHREDDING AND
SLUDGE ADDITION,
Ham, R. K.
Wisconsin University,
Madison,
Department of Civil and Environmental Engineering.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 168-176. 6 fig, 1 tab, 5 ref.
Experiments investigating the effects of shredding and sludge addition on refuse de-
composition in landfills are reported. The shredding of refuse promoted decomposition,
resulting in rapid oxygen use and methane production as well as stabilization of leachate
contaminant production. Cover prolonged the period of acidic leachate production and
postponed methane production. The addition of sludge to shredded refuse resulted in
odors, and a 70% water mixture was not workable. Flies were attracted to the refuse-
sludge cells, whereas no flies were observed in cells without sludge. Rodent activity
developed on noncompacted cells but was not observed on the compacted cells. The
production of leachate per ton of dry refuse increased markedly with initial percent
water and was not a strong function of compaction or depth. It appears that environ-
mental and operational problems associated with the incorporation of sludge with refuse
may negate any advantages of the process.
*Landfills, *Solid wastes, *Sludge, *Waste disposal, *Waste treatment, Leachate,
Methane, Biological treatment, Chemical reactions, Evaluation, Performance, Odor
615
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JO 31
CASE HISTORY OF LANDFILL GAS MOVEMENT THROUGH SOILS,
Flower, F. B.
Rutgers University,
New Brunswick, New Jersey,
Cook College.
In: Symposium on Gas and Leachate from Landfills: Formation, Collection, and
Treatment, March 25-26, 1975, New Brunswick, New Jersey, Department of Environmental
Science, Rutgers University, p 177-189. 14 fig.
Three cases of landfill gas migration problems are reviewed. Each case involved the
disposal of commercial refuse in old sand and gravel pits. Problems resulting from the
migration of gas generated from the landfills included the death of peach trees, the
death of ornamental vegetation, and the demise of commercial farm crops. One case also
involved the entrance of combustible gases into private residences adjacent to the land-
fill. The studies demonstrated that injury and death of vegetation can be used as
indicators of the presence of landfill gases in the surface soil layers; however, the
gases can travel laterally below vegetation without injuring it and appear at the
surface at a greater distance from the landfill. The studies also demonstrated that
sand and gravel pits are not good places for refuse disposal if lateral gas migration
is to be prevented. If old sand and gravel pits are used as refuse landfills, gas
vents and seals should be placed at the outer edge of the landfill prior to refuse
deposition.
*Landfills, *Waste disposal, *Gases, *Migration, *Phytotoxicity, Vegetation, Hazards,
Solid wastes, On-site investigations
J032
TREATMENT OF LEACHATES FROM SANITARY LANDFILLS,
Johansen, 0. J. G.
Dissertation Abstracts International B, Vol. 37, No. 2, p 940, August, 1976.
The fate of organics, heavy metals, and other inorganic compounds was evaluated in
leachates from eight landfills. Leachates from two landfills were treated anaerobically
and four aerobically to study biological treatability. Results from anaerobic tests
indicated that treatment could be successful with organic loadings less than 0.7 kg
COD/cu m/day and temperatures higher than 22 C. The activated sludge process gave the
best results of the aerobic systems. High strength leachates gave higher organic re-
movals than low strength leachates. Treatment efficiencies were the same in treating
both chemically precipitated or raw leachate. Phosphorus did not limit biodegradation.
Concentrations of 50 milligrams per liter of zinc and copper proved inhibitory to COD
removal. At temperatures below 18 C, COD removals and nitrification dropped sharply.
Chemical precipitation at high pH efficiently removed heavy metals from raw leachate.
Activated carbon adsorption of biologically treated plus precipitated leachate pro-
duced much lower residual organics than carbon adsorption of precipitated leachate.
*0rganic compounds, *Leachate, ^Landfills, *Inorganic compounds, *Waste treatment,
Aerobic treatment, Anaerobic digestion, Activated sludge, Activated carbon,
Biodegradation
616
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J033
INNOVATION IS AN OLD IDEA—WITH A BIG FUTURE,
Culver, R. H., Kalinske, A. A., and Woodward, R. L.
Camp Dresser and McKee,
Boston, Massachusetts.
Water and Wastes Engineering, Vol. 13, No. 7, p 43-48, 112, July, 1976. 1 tab.
An historical perspective of developments in treating water and sewage was used to
project the types of future developments in the field. Advances in this area have
traditionally been evolutionary rather than radically advanced by leaps and bounds.
Most techniques presently used were developed during the past fifty years and the pro-
cesses and materials involved were refined with the passage of time. Systems are being
designed and developed which will have a probable lifetime of fifty to seventy-five
years. There is no expectation of radical advances and the water treatment and sewage
disposal systems of the next one hundred years will be quite recognizable. Consider-
ations are cost effective systems and energy efficiency, as well as resource re-
covery and recycling of clarified water for uses other than drinking water. Computer-
ization will also become a more important part of systems design in the future.
*Waste water treatment, *Sewage treatment, *Sewage disposal, *Water treatment,
*Reviews, Computers, Recycling, Design, Potable water, Energy
J034
GRANT AID FOR PLANT OPERATIONS: AN EVALUATION,
Hetling, L. J., Caracich, I. G., Mack, P. J., and
Klimek, J. C.
New York State Department of Environmental Conservation,
Environmental Quality Research Unit.
Journal Water Pollution Control Federation, Vol. 48, No. 11, p 2529-2540, November,
1976. 2 fig, 4 tab, 1 ref.
A New York State Legislature study on its program of financial assistance in the con-
struction, operation, and maintenance of waste water treatment plants was reported.
The main goal of the program was to prevent deterioration of new treatment plants and to
upgrade existing ones where feasible. In evaluating administrative costs, it was found
that the program cost $720 thousand annually or $1 in administrative overhead for each
$25 given in grant. Rising expenditures were considered the result of an increase in
eligible facilities, the greater costs of more efficient and complex plants, and gen-
eral economic inflation. Most rejections under the program were due to removals less
than design or deteriorating removals; lack of action on study and/or correction of
flow measurements, hydrologic overloading, infiltration or storm water problems; raw
waste water discharges or bypassing; and inadequate or no sampling and/or laboratory
testing. The program was very helpful in improving secondary considerations such as
plant performance, increasing inspection and repair operations, maintaining qualified
personnel without political overstaffing, inspiring community sewer use ordinances,
improving safety standards, and aiding compliance with pollution abatement orders.
There are problems with this system which have hindered full participation by New York
communities. Some were complicated by community dislike of outside inspections and
supervision. Others were financial. In some cases the possible state funds would not
be of sufficient benefit in improving treatment facilities and, often, costs involved
in application for grants were detrimental inhibitors.
617
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JO 35
AEROSOL PRODUCTION BY IRRIGATION EQUIPMENT USED
FOR LAND APPLICATION OF WASTE WATER,
Raynor, G. S., and Hayes, J. V.
Brookhaven National Laboratory,
Upton, New York.
American Industrial Hygiene Association Journal, Vol. 37, No. 9, p 526-536, September,
1976. 9 fig, 4 tab, 8 ref.
Experiments were conducted to determine the size distribution and concentration of
aerosols and drops from dilute untreated sewage sprayed through agricultural irriga-
tion systems. Experiments were conducted at specified pressures for each nozzle
system over a wide range of wind speed, temperature, and relative humidity. Output
rate, flow rate through each sampler and meteorological conditions were measured dur-
ing testing. Testing was done with four nozzle systems used for upland recharge of
waste water. A small part of the liquid output was lost to drift droplets, but large
quantities of small aerosols were produced, especially in the respirable size range.
The typical system produced from 10 to the 13th power to 10 to the 14th power parti-
cles per spray acre with a rate of 50,000 gallons per acre per day. Fewer aerosols
were produced at low wind speeds from low spraying nozzles. A shorter operating time
and exposure to wind may result in fewer aerosols at greater flow rates if fixed
amounts of liquids must be emitted. Under typical atmospheric conditions, centerline
concentrations decrease from one to two orders of magnitude in a travel distance of
1 km near ground level.
*Pollutant identification, *Sewerage, *Aerosols, *Irrigation practices, *Irrigation
systems, Application equipment, Land use, Waste water (pollution)
JO 36
RISK OF COMMUNICABLE DISEASE INFECTION ASSOCIATED WITH
WASTE WATER IRRIGATION IN AGRICULTURAL SETTLEMENTS,
Katzenelson, E., Buium, I., and Shuval, H. I.
Hebrew University-Hadassah Medical School,
Jerusalem, Israel,
Environmental Health Laboratory.
Science, Vol. 194, No. 4268, p 944-946, November, 1976. 1 fig, 1 tab, 7 ref.
Statistics from 207 kibbutzim (population 82,825) were used to compare morbidity rates
between users and nonusers of waste water for irrigation. Data was collected pri-
marily for waterborne diseases such as shigellosis, salmonellosis (not including ty-
phoid fever which was considered separately), infectious hepatitis, and influenza.
Streptococcal infections (including scarlet fiver) and tuberculosis were chosen as
controls. Disease incidence was two to four times higher in settlements using sewage
effluent as irrigation water. Though the incidence of clinical influenza was twice
as high in sewage-irrigated settlements, there was no difference in the incidence of
laboratory diagnosed influenza cases. There was no significant difference in the inci-
dence of the diseases not associated with sewage. Since sewage irrigation is not used
during the winter, the similarity of mortality rates supports the hypothesis that there
is a link between sewage irrigation and enteric disease incidence. Geographical dif-
ferences and pathogen transmission by sewage-irrigated crops have been discounted. It
was suggested that pathogens from waste water irrigation areas could reach kibbutz pop-
ulations through alternate pathways, on bodies and clothes of irrigation workers re-
turning to the community. The precaution of waste water treatment, including bacterial
and viral disinfection of all waste water used in the vicinity of settlements or resi-
dential areas, is urged.
*Waste water treatment, *Sewerage, ^Pollutant identification, *Infection, *Human
diseases, Waste water (pollution), Irrigation practices, Irrigation water
613
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J037
IS THERE A 'SLUDGE MARKET'?,
Ettlich, W. F., and Lewis, A. K.
Culp/Wesner/Culp,
Clean Water Consultants,
Santa Ana, California.
Water and Wastes Engineering, Vol. 13, No. 12, p 40-44, 47, December, 1976. 1 fig,
6 tab.
A marketing study, including a literature search, telephone survey, and user survey,
was conducted to determine the practicality and desirability of marketing composted
waste water sludge. Six metropolitan areas were chosen, three of which presently have
such an operation. The literature search revealed that prices for air-dried sludge
($0-20/ton unbagged; $20-60/ton bagged) were higher than competitive products at West
Coast prices. Comparison of this to heat-dried sludge was found to be difficult. The
telephone and user surveys revealed that most people were willing to use sludge compost
if it were competitively priced and if they could have a sample for testing. Some
would use it instead of fertilizer, but it was felt that compost might not meet their
needs. Users accept the product, have few complaints, and many become repeat customers.
Demand has remained high. It was found that no significant surveys had been made in
present market areas. The study proved that, in these areas, the operation's success
depended on: favorable local publicity, ease of pick-up or delivery, guidelines or
suggestions for use, free or low-cost products, and a trade name for the product. It
was felt that a demonstration project would speed public acceptance and use of sludge
compost.
*Waste water treatment, *Sludge, *Marketing, *Publications, *Surveys, Sludge disposal,
Economics, Prices, Drying
Composting, Marketing survey, Air-dried sludge, Heat-dried sludge
J038
HUMAN ENTERIC VIRUSES IN A WASTE-RECYCLING AQUACULTURE SYSTEM,
Metcalf, T. G.
New Hampshire University,
Durham,
Department of Microbiology.
August, 1975. 32 p, 4 fig, 3 tab, 3 ref. Tech. Rept. NTIS PB-245 909.
Potential public health hazards from the use of the aquaculture waste recycling system
were evaluated. The treatment system consisted of algal ponds, in which secondary
non-chlorinated sewage was mixed with seawater, and raceways stocked with shellfish.
Test viruses were Poliovirus II, Echovirus 5, Coxsackievirus B-3, Reovirus 1, and
type 5 Adenovirus. Results of the two-year study indicated that the system is un-
acceptable, if a virus-free effluent is desired, without a second virus inactivating
process. If virus-free shellfish were to be the parameter of public health acceptance,
the full-grown shellfish could be depurated to remove viruses or the sewage effluent
could be treated to remove viruses. The system was judged unsafe for use as a means
of providing a growth medium for commercially valuable marine life. Further research
was recommended.
*Waste water treatment, *Public health, *Pollutant identification, *Sewerage,
*Treatment facilities, Sewage treatment, Viruses, Aquaculture, Recycling
Waste-recycling aquaculture system
619
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JO 39
AN EVALUATION OF LAND TREATMENT OF MUNICIPAL WASTE WATER AND
PHYSICAL SITING OF FACILITY INSTALLATIONS,
Har tman, W. J., Jr.
Office of the Chief of Engineers
James Forrestal Building,
Washington, D.C.
May 16, 1975. 65 p, 31 fig, 16 tab, 127 ref. Tech Kept. NTIS AD-A016 118.
A study of historical and current literature on land treatment was conducted to help
policy and decision making relative to treating or disposing municipal waste water.
Information is given to aid designers in siting treatment facilities. Evaluations were
made of environmental factors and characteristics of potential and current areas served.
These characteristics included population size, soils, crops, health hazards, aesthe-
tics, and the rate and quantity of application. Several concerns in siting facilities
were farm unit density, crop production, present non-farm land uses, topography, ani-
mals and vegetation, meteorology, soil moisture, and public involvement. Planning goals
cited were consideration of buffer areas, isolation, preservation of natural resources
and farm-municipal cooperation. Land treatment was considered useful for waste water
where environmental factors are favorable and area economics can be improved. Scien-
tific teams from varying backgrounds were suggested as designers of treatment systems.
*Waste water treatment, *Land management, *Treatment facilities, *Evaluation,
*Land use, Environmental effects, Sites
J040
AN EXPERIMENTAL AND SIMULATION STUDY OF WASTE EFFLUENT
FILTRATION THROUGH SOIL,
Lo, K. V.
Dissertation Abstracts International B, Vol. 36, No. 9, p 4592, 1976.
The effects of waste water effluent application rates and frequencies on waste water
renovation through soil media was studied with soil columns. Chemical analyses were
made of soil, waste water and filtrate samples, and bench tests were conducted to de-
termine nutrients adsorption properties of various soils. Mathematical models were
made of waste water movement in soil columns for infiltration and redistribution and
moisture profiles were determined. Tests revealed that all columns achieved a 99% or
better phosphorus removal. Phosphorus from applied secondary effluent accumulated in
the top 1.0-2.5 inches of the columns, depending on loading. At the end of the study,
nitrogen levels were below the recommended limit of 10 ppm for drinking water. Denitri-
fication was significant in nitrogen removal.
*Waste water treatment, *Filtration, Soil water movement, Model studies, Phosphorus,
Nitrogen, Soil types, Denitrification
620
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J041
GROUNDWATER POLLUTION FROM A SEPTIC TILE FIELD,
Viraraghavan, T., and Warnock, R. G.
Ottawa University,
Ottawa, Canada,
Department of Civil Engineering.
Water, Air, and Soil Pollution, Vol. 5, No. 3, p 281-287, April, 1976. I fig,
4 tab, 5 ref.
The characteristics of groundwater pollution below a septic tile field were studied.
Soil in the test area was a combination of Piedmont (sandy loam) and Pontiac (silt
loam to clay loam) and the topography was undulating with steeply sloping hanks, stone-
and outcrop-free. Grain-size analysis, percolation, and permeability tests were per-
formed. The subsurface tile field system, operated for three years, treated effluent
from a 5625 liter capacity septic tank. Groundwater samples were taken at four loca-
tions near three of the ten laterals in the system. Analysis was done for pH, total
suspended solids (TSS), 5-day biochemical oxygen demand (BOD), chemical oxygen demand
(COD), soluble organic carbon (SOC), total phosphates, ammonia nitrogen, nitrate nitro-
gen, total soluble iron, chloride, indicator organisms (coliforms, fecal coliforms and
streptococci), and Pseudomonas aeruginosa. Observations showed that groundwater pollu-
tant concentrations were significantly lower than in septic tank effluent due to dilu-
tion and passage through soil. Compared to background levels, concentrations were
higher, especially COD, SOC, total phosphates, ammonia, and chlorides. Total phosphate
levels of 21.6 milligrams/liter and ammonia nitrogen levels of 50-75 milligrams/liter
were observed under one lateral. Chlorides were seen to increase by 20-30 milligrams/
liter under two laterals. Soil removed much of the pollutants from septic tank efflu-
ent, but concentrations in groundwater varied substantially due to variations in the
depth to groundwater table and the non-uniform loadings resulting from the hydraulics
of the system.
*Water pollution, *Water pollution sources, *Soil disposal fields, *Septic tanks,
^Percolation, Permeability, Groundwater, Biochemical oxygen demand, Chemical oxygen
demand, Carbon, Phosphates, Nitrogen, Chlorides, Microorganisms, Coliforms,
Streptococcus, Pseudonomas
J042
EFFECT OF MUNICIPAL LANDFILL LEACHATE ON MERCURY MOVEMENT
THROUGH SOILS,
Niebla, E, E., Korte, N. E., Alesii, B. A., and
Fuller, W. H.
Arizona University,
Tucson,
Department of Soils, Water and Engineering.
Water, Air, and Soil Pollution, Vol. 5, No. 4, p 399-401, June, 1976. 2 tab, 8 ref.
The effect of sanitary landfill effluent on mercury attenuation by soils was evaluated.
Test soils (Anthony sandy loam, Davidson clay, Fanno clay, and Chalmers sity clay loam)
were packed in PVC pipe, 5 centimeters in diameter and 10 centimeters long. Three
columns of each were subjected to leaching solutions of simulated landfill leachate
(75 ppm Hg), de-ionized water with HgC12 (90 ppm Hg), and de-ionized water with 0.25
mM Na2 EDTA (90 ppm Hg). The high concentrations minimize vaporization loss and com-
pensate for container adsorption. Solutions were adjusted to pH 5. Results showed
that mercury in landfill leachate was more mobile than that In de-ionized water. The
similar data for Chalmers and Fanno soils indicated that leachate composition was more
important than soil properties. Mercury in EDTA and leachate solutions were alike
for Anthony and Chalmers soils, but mercury in the EDTA solution was most mobile in
Anthony soil. The assumption is that chelation is not the only factor involved in
mercury mobility. Several other organic compounds and complexes may play a part in
mercury mobility. It was concluded that mercury adsorption In soils is more effective
from water than the simulated sanitary landfill leachate. The composition of the
leaching solution should be adequately characterized in order to predict mercury
mobility.
^Pollutant identification, ^Municipal wastes, *Landfills, *Waste disposal, Soil
chemistry, Leachate, Mercury, Adsorption
621
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J043
EFFECTS OF SEWAGE SLUDGE COMPOSITION, APPLICATION RATE, AND
LIME REGIME ON PLANT AVAILABILITY OF HEAVY METALS,
John, M. K., and Van Laerhoven, C. J.
Office of the Science Advisor,
Environment Canada,
Ottawa, Ontario, Canada,
Journal of Environmental Quality, Vol. 5, No. 3, p 246-251, July-September, 1976.
8 tab, 15 ref.
Milorganite and air-dried primary digested sludge were applied to unlimed and limed
soil to determine the effects of heavy metals on romaine lettuce and beets grown on
these soils. The lettuce yield after 6 weeks was immensely improved when lona sludge
(10 grams/kilogram) or Milorganite (5 or 10 grams/kilogram) was applied. When Mil-
organite increased above 10 grams/kilogram, lettuce dry markedly decreased. A larger
lettuce yield was obtained from limed than unlimed soil. Beet top growth was greatly
enhanced when Milorganite was applied to unlimed soil (10 or 25 grams/kilogram) and to
limed soil (25 to 100 grams/kilogram). Various application rates of lona sludge did
not produce results very different from that of control treatment. Addition of sludge
to limed soil increased Cd concentrations in lettuce, whereas additions to unlimed soil
did not affect those concentrations. Concentrations in beets did not significantly
change from controls when sludge was applied to limed soil. Milorganite-borne Cd was
also less available to plants from limed soil than from unlimed soil. Zinc available
to plants was enhanced by sludge applications of 100 grams/kilogram, but not lower
concentrations, in both soil types. Milorganite application (5 to 25 grams/kilogram)
in limed soil increased Zn, but decreased Zn In unlimed soils. Data was provided on
experiments with other metals. Soil pH was not significantly affected by sludge ap-
plications, but massive declines were found with milorganite applications. Higher pH
values were found in limed than unlimed soil for all sludge treatments. An inverse
relationship was found between soil pH and zinc and cadmium.
*Soil amendments, *Soil treatment, *Heavy metals, *Lime, *Phytotoxicity, Vegetation,
Sludge disposal, Sludge digestion, Waste disposal, Cadmium, Lead, Copper, Iron,
Manganese, Nickel, Zinc
Milorganite
J044
THE OPERATION OF THE DUMPING AT SEA ACT 1974,
Norton, M. G.
Ministry of Agriculture,
Fisheries and Food Fisheries Laboratory,
B urnham-on-C ro uch,
Essex, England.
Chemistry and Industry, No. 19, p 829-834, October, 1976. 4 tab, 8 ref.
Various aspects and effects of the Dumping at Sea Act 1974 in Britain, are discussed.
The Ministry of Agriculture, Fisheries and Food (MAFF), under this Act, is a licensing
authority responsible for the protection of the marine environment and the life it
supports from pollution. The agency must assess short and long term effects of ocean
dumping of wastes and approve the location of dumping areas. In addition, the agency
must consider the effects of dumping wastes on other interests and activities in the
area, such as fishing, navigation, and mineral extraction. Sewage sludges have been
disposed by ocean dumping in greater quantities, largely due to difficulties with other
disposal means. Ocean disposal of industrial wastes releases land disposal facilities
for more toxic or difficult waste disposal. A reduction in applications for ocean
dumping of these wastes may be due to economic factors and to the fee charged for any
tests necessary to evaluate effects of ocean dumping. The MAFF is also involved in
international schemes to manage ocean dumping through agreements such as the Oslo and
London conventions. Various requirements and effects of these agreements are discussed.
*Waste disposal, *Administration, ^Legislation, ^-Standards, Administrative agencies,
Adoption of practices, Decision making, Industrial wastes, Ultimate disposal, Water
pollution, Oceans
Ocean dumping, Ministry of Agriculture Fisheries and Food, Dumping at Sea Act 1974
622
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J045
CONSEQUENCES TO INDUSTRY OF THE RECENT WATER LEGISLATION:
THE ROLE OF THE REGIONAL WATER AUTHORITY,
Bailey, D. A.
Yorkshire Water Authority,
Leeds, Yorkshire, England.
Chemistry and Industry, No. 19, p 808-818, October, 1976. 7 fig, 3 tab, 13 ref.
The functions of British Regional Water Authorities in water supply and management,
river pollution prevention, waste treatment and disposal are surveyed. There are 10
Water Authorities which are divided into several divisions. The major purpose of
these Authorities is to provide "pure and wholesome" water for domestic and industrial
use. They must also reduce pollution to acceptable levels. Formed by the Water Act
of 1973, they are responsible for the collection, treatment, and disposal of water-
borne wastes, drainage, and maintenance, improvement and development of fisheries.
Problems of economics are the most difficult to overcome. Additional concerns are the
degree of "cleanness" and time involved in achieving relevant goals. In order to set
standards for treated effluents, one must consider the effects upon receiving sewers,
the influence on treatment processes, and the effects of sewage effluents on rivers
and implications for sludge disposal. The Water Act of 1973 and the Control of Pollu-
tion Act of 1974 delineate most of the responsibilities and control factors given to
the Authorities. Alternatives available to industries include options of disposal
methods, pretreatment of wastes, minimization of costs, reduction of water use, and
reductions in pollutant loading.
*Administration, *Administrative agencies, *Decision making, Legal aspects, Regulation,
Governments, Waste water treatment, Industrial wastes, Municipal wastes, Sewage
effluents, Management, Disposal, Economics
*Regional Water Authorities, *Water Act 1973, *Control of Pollution Act 1974
J046
CADMIUM DISTRIBUTION IN FOREST ECOSYSTEMS IRRIGATED WITH
TREATED MUNICIPAL WASTE WATER AND SLUDGE,
Sidle, R. C. , and Sopper, W. E.
Pennsylvania State University,
University Park,
Department of Forestry.
Journal of Environmental Quality, Vol. 5, No. 4, p 419-422, October-December, 1976.
6 tab, 12 ref.
The introduction of heavy metals into natural biological systems relative to waste
water applications on land was studied for 10 years by irrigating treated municipal
waste water in an abandoned field area and in a mixed hardwood area (old gamelands).
The major metal under study was cadmium. Concentrations in soil and plant samples were
determined to evaluate accumulation and recycling of cadmium in forest ecosystems.
Waste water, soil, and plant samples were analyzed for zinc to extrapolate cadmium/zinc
ratios. Results indicated that cadmium (in the old field area) did not increase in
spruce and wild strawberry and was lower in goldenrod in the effluent irrigated area
than in the control area due to the greater biomass resulting from irrigation. Under
conditions of low cadmium application in a waste water disposal system, cadmium con-
centrations in some herbaceous vegetation may decrease. No samples from the gamelands
revealed increased cadmium levels from the waste water irrigation. Goldenrod had higher
cadmium levels than white spruce or wild strawberry in the old field area. Red maple
had higher cadmium levels than white oak or sarsaparilla in the old gamelands area.
This indicated that a single species, rather than a composite of several species, should
be sampled when determining the effect of waste water irrigation on the cadmium content
of forest vegetation. Cadmium in soil was not significantly affected by the waste
water irrigation in either area. However, there was an increase at the 0-5 centimeter
depth in the old gamelands area. It decreased with depth in the soil profile in both
treated and control areas. Cadmium/zinc ratios between the areas were not substantially
different either.
*Soil contamination effects, *Analysis, *Cadmium, *Toxicity, ^Irrigation effects,
*Return flow, Municipal wastes, Zinc, Forests, Ecosystems, Metals, Sewage effluent
Cadmium/zinc ratio
623
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J047
ENERGY REQUIREMENTS FOR WASTE WATER TREATMENT. PART 2,
Hagan, R. M., and Roberts, E. B.
California University,
Davis,
Water Science Department.
Water and Sewage Works, Vol. 123, No. 12, p 52-57, December, 1976. 4 fig, 17 tab.
Because of the concern over the availability and cost of energy sources, costs for
treatment facilities have been determined. Public Law 92-500 has influenced this sub-
ject by its requirement that treatment plants provide a minimum of secondary treatment
by July 1, 1977. Activated sludge is commonly used to provide this treatment level
and direct electrical power required for a typical activated sludge plant is about
71,000 kwh/day for a 100 mgd plant with gravity discharge of effluents. Sludge treat-
ment for the same size plant (digestion and landfill disposal) would use 56,000 kwh/day.
Miscellaneous power needs account for another 24,000 kwh/day. The use of digester gas
could recover nearly 69,000 kwh/day of energy, producing a net direct energy require-
ment of 61,462 kwh/day. Other energy needs are for manufacture and transport of
chlorine and other input chemicals, construction needs, and advanced treatment (such
as phosphorus and nitrogen removal). Another factor is the possible need of activated
carbon adsorption for refractory organics removal from waste water. If land treatment
is available, it can replace advanced waste treatment processes. Energy requirements
for most common uses of treatment products and effluents are also estimated.
*Energy, *Waste water treatment, Treatment facilities, Activated sludge, Treatment,
Sludge treatment, Waste disposal, Electrical equipment, Electrical engineering
J048
WATER TREATMENT PLANT PROCESSES AND OPERATIONS,
Manwaring, J. F., and Lee, R. G.
U.S. Environmental Protection Agency,
Water Supply Branch, Region III,
Philadelphia, Pennsylvania.
May, 1974. 74 p, 27 fig, 12 tab. Technical Report NTIS-PB-248-137, EPA 903/9-75-021.
A training manual for plant operators and regulatory personnel of drinking water treat-
ment facilities was developed by the Environmental Protection Agency. Information,
data, and various calculations are presented to aid treatment plant operation. Various
aspects of treatment covered include: coagulation-flocculation, sedimentation, filtra-
tion, iron and manganese removal, taste and odor control, softening, fluorldation,
disinfection, desalination, nitrate removal, corrosion control, and disposal of water
treatment plant wastes. A problem set relating to practical problems of operation
is also included.
*Engineering education, *Training, *Potable water, Publications, Technical writing,
Sanitary engineering, Waste water treatment, Sewage treatment, Treatment facilities,
Sewage effluents
624
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J049
REMOVAL OF Cr(+6) FROM POTABLE WATER BY ION EXCHANGE
(Usuwanie zwiazkow Cr(+6) z wody pitnej za pomoca wymlany jonowej),
Barcickl, J., Pawlowski, L., Kyhnke, T., and Cichocki, A.
In: Metody Fizykochemlczne Oczysczczanla Wod I Sciekow (Referaty Z Konferencli
Naukowo-Technicznej), May 6-7, 1976, Lublin, Poland, Marie Curle-Sklodowska University,
Lublin, Vol. 1, p 69-84, 6 fig, 3 tab.
Results of investigations elaborating the ion exchange method for Cr04(—) ion removal
from potable water are reported. The technique is based on filtration of water con-
taining 1-3 milligrams of Cr(+6)/cu dm through a column charged with Amberlite IRA-900
and regenerated to the chloride form. Purification of 5,150 bed volumes of water of
the concentration of Cr04(—) was done at the single operation cycle. Regeneration was
a two-stage process. The first portion of the post-regeneration solution (1.10-1.3 bed
volumes) were collected into a tank. Post-regeneration solution from the first opera-
tion was passed through the column first, at the second regeneration, and the total
effluent was drained to sewage. The fresh solution of 10% NaCl (1.3 bed volumes) was
then passed through the column with complete collection in order to use it in the next
regeneration cycle. Consumption of 10% NaCl was minimized to 1.3 bed volumes and the
NaCl consumption for 1000 cubic meters of treated water amounted to 25 kilograms.
*Ion exchange, *Separation techniques, *Filtration, Potable water, Chlorides,
Water treatment, Tanks, Sodium compounds
Regeneration, Amberlite IRA-900
J050
HOW MUCH POLLUTION CONTROL FOR WHAT PRICE?,
Luken, R. A., and Pechan, E. H.
Energy Research and Development Administration,
Washington, D. C.
Journal of Soil and Water Conservation, Vol. 31, No. 6, p 252-253, 260-263,
November/December, 1976. 4 tab, 2 ref.
The Federal Water Pollution Control Act Amendments (P.L. 92-500) instituted a shift in
the American approach to pollution control. Effluent limitations became the control
factor with the law. The use of pollution control technology as it became available
was required, as well as quality standards. Factors of this law were uniformity,
finality, and enforceability. For uniformity, each discharger class, regardless of
location, had to meet stipulated effluent limitations. "Best practicable control
technology now available" became the rule of thumb for effluent treatment with target
dates set for implementation. Finality involved requiring municipal and industrial
sources to meet more stringent limitations at required time intervals. New enforce-
ment powers were granted to control agencies; action could be taken against violators.
A commission was established to investigate all technological, economic, social, and
environmental aspects of the situation. Costs of treatment for industrial complexes
were estimated and cost-effectiveness of treatment was considered. It was shown that
national capital costs savings could have amounted to about 50% of a projected $57
billion in 1975 under a cost-effective, rather than uniform, control policy.
*Pollution abatement, legislation, *Costs, *Water quality, *Waste water treatment,
Water quality management, Municipal wastes, Industrial wastes, Environmental control
Public Law 92-500
625
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J051
MOLYBDENUM HAZARD IN LAND DISPOSAL OF SEWAGE SLUDGE,
Lahann, R. W.
New York State University,
Binghamton,
Department of Geological Sciences.
Water, Air, and Soil Pollution, Vol. 6, No. 1, p 3-8, August, 1976. 2 fig, 1 tab,
20 ref.
Increasing costs of treatment and incineration of sludge have incited investigations
for alternate disposal means. One alternative is land disposal. Accumulation of
toxic substances is a great problem of land disposal techniques. A study was con-
ducted on the effects of molybdenum (Mo),, The substance is mobile in neutral to
alkaline systems, readily concentrated by plants, and in excess, can cause metabolic
disorders in animals. Results of field studies indicated Mo concentrations in strip
mine spoil materials discharge water were 300 micrograms/liter, excessive of the
world-wide fresh water average (1.2 micrograms/liter)0 Dissolved Mo was adsorbed by
the precipitate when acid water encountered water with a more normal pH. Oxidation
and adsorption were extensive and resulted in Mo—rich oxides and hydroxides within
the spoils. Oxygen free conditions should be maintained to prevent oxidation of
pyritic spoil materials. Soil pH increases or the dissolution of Fe or Mn oxides can
cause introduction of large amounts of Mo into groundwater. The molybdenum release
rate following sludge release should decline as exchangeable Mo is flushed, and as
soluble phases are removed, from the system. The short-term magnitude of concentra-
tion increase is probably a function of the length of oxidizing exposure, sludge
application rate, and groundwater movement rate. Increased soil pH should increase
Mo solubility.
*Sludge treatment, *Sludge disposal, *Molybdenum, Physical properties, Chemical
properties, Oxidation, Adsorption, Soil contamination, Hydrogen ion concentration,
Metals, Water pollution sources, Disposal, Soil chemical properties, Incineration
Land disposal
J052
EFFECTS OF ANNUAL AND ACCUMULATIVE APPLICATIONS OF SEWAGE SLUDGE
ON ASSIMILATION OF ZINC AND CADMIUM BY CORN (ZEA MAYS L.),
Hinesly, T. D., Jones, R. L., Ziegler, E. L., and
Tyler, J. J.
Illinois University,
Urbana,
Department of Agronomy.
Environmental Science and Technology, Vol. 11, No. 2, p 182-188, February, 1977.
5 fig, 5 tab, 15 ref.
Field studies were conducted to determine the applicability of heated anaerobically
digested sludge as a fertilizer and a soil amendment. Sixteen chemical elements were
monitored, but only zinc and cadmium results were reported because they are always
present in municipal waste water sludges at levels higher than in agricultural soils
and in forms which can readily be assimilated and deposited in plant tissues. They
also present the most obvious phytotoxic and animal health hazard. The tests revealed
that the organic portions of sludge mixed with soil were not a great factor in the pro-
tection of plants against excessive soil concentrations of zinc and cadmium. Annual
application of these elements as sludge components varied depending upon the depth of
sludge applied during the growing season and the concentration of solids in the di-
gested sludge. Application of digested sludge at just adequate rates for nitrogen
supplementation for corn would not present a hazardous Zn or Cd concentration. Most
favorable responses to sludge application were at those times when the weather was un-
favorable for corn growth. Results suggest that organic components or decompositional
products of soil-incorporated sludge organic matter can temporarily maintain applied
Zn and Cd in forms available for absorption by plant roots. Conditions were maximized
for the absorption and translocation of cadmium to grain, but no concentrations of
cadmium in one-fourth maximum-treated plots ever exceeded those of more normal environ-
ments 0
*Phytotoxicity, *Zinc, *Cadmium, *Corn, Sludge disposal, Chemical properties, Metals,
Sludge digestion, Anaerobic digestion, Fertilizers, Soil chemistry, Nitrogen
626
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J053
PROCESS TECHNOLOGICAL BACKGROUND REGARDING NEW
PROTECTIVE REGULATIONS OF WATER BODIES-RESULTS OF NITRIFICATION AND
PHOSPHORUS ELIMINATION EXPERIMENTS IN ZURICH AND BERN. I. INTRO-
DUCTION AND FUTURE PROSPECTS OF PROTECTIVE PLANNING (Verfahrens-
technische Unterlagen im Hinblick auf die neuen Gewaesserschutz-
anforderungen-Ergebnisse der Versuche ueber die Nitrifikatlon
und Phosphorelimination in Zuerich und Bern. I. Einfuehrung und
Perspektive im Hinblick auf die Gewaesserschutzplanung),
Roberts, P.
Gas-Wasser-Abwasser, Vol. 56, No. 11, p 604-608, 1976. 5 fig, 4 tab.
Swiss waste water discharge regulations of December, 1975, require new measures in
waste water treatment practices. Older criteria for design which rely heavily upon
BOD removal and suspended solids must be adapted to new effluent standards, and para-
meters, such as ammonia, phosphorus, and dissolved carbon, must be considered when
designing new treatment facilities. The critical parameters from the viewpoint of
maintaining the desired status of the body of water differ depending on the type of
water (running water or lake) and the type of impairment expected, given the intended
use of the water. Residual concentrations of DOC (dissolved organic carbon) are re-
duced 10% by simulation precipitation and filtration, 20% by additional contact fil-
tration, and 30% by preliminary precipitation. Activated carbon adsorption affords a
possibility of attaining an effluent concentration of 2 milligrams/liter, or less, of
DOC. Problems involving metals generally arise from local industrial sources and
should be eliminated there. Necessary design principles can be derived from pilot and
full-scale investigations of modern processes or combinations of processes.
*Regulation, *Design criteria, *Treatment facilities, Evaluation, Water quality,
Effluents, Water pollution sources, Waste water treatment, Industrial wastes,
Water quality standards, Adsorption, Activated carbon, Filtration, Precipitation,
Ammonia, Phosphorus
Swiss regulations
J054
EVALUATION OF GAUZE PAD METHOD TO RECOVER VIRUSES FROM WATER,
Fattal, B., and Katzenelson, E.
Hebrew University-Hadassah Medical School,
Jerusalem, Israel,
Environmental Health Laboratory.
Water Research, Vol. 10, No. 12, p 1135-1140, 1976. 9 tab, 12 ref.
The gauze pad method was evaluated as a means of virus recovery from water. This method
was compared with the grab sample method for concentration and detection of viruses
from sewage. Laboratory and field studies were conducted for the two methods. The
tests compared virus detection by the two methods; compared the number of viruses in
gauze pads in sewage for 24 hours against those kept 3, 4, and 7 days at the same time;
determined the effect of repeated elutions and the effect of calf serum on elution
recovery efficiency from gauze pads; studied the recovery efficiency of gauze for
viruses in water; and determined the effect of a sample volume on virus recovery effi-
ciency. Results indicated that gauze left in sewage for 24 hours contained 90 times
the viruses found in the sewage, suggesting some concentrating ability. The grab sample
method was selective in the concentration of all enteroviruses and had low recovery
efficiencies for sewage-contained enteroviruses. The gauze pad was advantageous for
continuous, long-term sampling, but is limited by being qualitative, and only about 1%
of the viruses in water can be recovered by this method. No advantage was found in
immersing the pad for more than 24 hours. Recovery efficiency using gauze pads for
viral concentrations from tap water is very low and dependent upon sample volumes. The
larger pads have lower efficiencies. Adding calf serum to the wash fluid did not af-
fect elution of viruses from pads immersed in tap water. Two washings of the pad re-
moves more than 70% of the total virus recoverable after 5 elutions In either tap water
or sewage.
*Evaluation, *Analysis, *Viruses, *Separation techniques, Sewage effluents, Water
quality, Laboratory tests, On-site investigations, Water pollution sources,
Waste water treatment
Gauze pad method, Grab sample method
627
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J055
ALGAE SEPARATION FROM OXIDATION POND EFFLUENTS,
Friedman, A. A., Peaks, D. A., and Nichols, R. L.
Tennessee Technological University,
Cookesville,
Department of Civil Engineering.
Journal Water Pollution Control Federation, Vol. 49, No. 1, p 111-119, January, 1977.
8 fig, 2 tab, 12 ref.
Analysis of maturation and facultative lagoon effluents have indicated that algae in
effluents produce a great oxygen demand on receiving waters. A study was conducted
to evaluate and characterize methods of algae removal from waste water treatment sys-
tems. A laboratory-grown algae sample was studied using coagulants, pH values, and
algal concentrations for bench-scale batch flotation and sedimentation tests. Field
studies were also conducted. Data resulting from these studies indicated that magnesium
must be present if lime was to become an effective algae removal agent and lime raises
pH which allowed the precipitation of magnesium hydroxide. The addition of 10 milli-
grams/liter of magnesium at pH 11 was sufficient to remove waste water grown algae by
sedimentation or dissolved-air flotation processes. In a pH range of 5 to 9, alum was
an effective coagulant for algae removal in these experiments. Synthetic organic
polyelectrolytes were not effective algae coagulants either with or without lime or
alum treatment. Because supernatant COD quality is not degraded for periods longer
than 90 days, periodic in-pond separation of algae by chemical coagulation and sedi-
mentation seems viable.
*Algal control, *0xidation lagoons, *0xygen demand, *Chemical oxygen demand, Water
purification, Waste water treatment, Sewage effluents, Sedimentation, Flotation,
Lime, Polyelectrolytes, Magnesium hydroxide, Coagulation, Separation techniques
Alum
J056
CONTROL AND TREATMENT OF WASTE WATER,
Cross, F. L., Jr.
Pollution Engineering, Vol. 9, No. 1, p 99-105, January, 1977. 2 tab, 3 ref.
Changes in water quality legislation and waste water treatment concepts indicate the
status of public concern about these matters. Public Law 92-500 of 1972 is the most
consequential legislation in this area so far and was conceived due to public pressure
for environmental protection. This legislation provided the mechanisms for involving
citizens in the decision-making process in meaningful ways. The EPA was required to
establish definite and uniform effluent controls for industrial and municipal waste
water treatment on a national basis. The Water Pollution Control Act delineated a
two-level program for industrial waste treatment. One was the "best practicable tech-
nology", or B.P.T., category comprising the best existing performance methods; the
other was the "best available technology", or B.A.T., category which includes the best
economically viable control and treatment measures. The best pollution controls are
those performed at the source of the problem. A method of determining pollution prob-
ems was suggested. First, there is on-site sampling and laboratory testing and analysis;
this is followed by pilot- or bench-scale treatment studies. The data is used to de-
termine the most efficient and economical means of treatment. Primary, secondary,
and tertiary treatment processes are described, and tables indicate standards for the
various industries delineated In PL 92-500 along with the applications, advantages and
disadvantages of the various treatment systems. The probable legislative measures to
be taken concerning pollution control by the present Congress are explored and con-
sidered in terms of future trends in pollution control.
legislation, *Federal Water Pollution Control Act, *Regulation, *Water pollution
sources, Waste water treatment, Performance, Evaluation, Analysis, Water quality,
Environmental control, Government, Treatment facilities
PL 92-500
62?
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J057
ACCUMULATION OF HEAVY METALS IN SOILS FROM EXTENDED
WASTE WATER IRRIGATION,
Sidle, R. c., Hook, J. E., and Kardos, L. T.
Pennsylvania State University,
University Park,
Department of Agronomy.
Journal Water Pollution Control Federation, Vol. 49, No. 2, p 311-318, February, 1977.
9 tab, 21 ref.
Accumulation and distribution of heavy metals due to waste water irrgiation were in-
vestigated in soil profiles of a reed canarygrass and a corn rotation area. The soils
were irrigated year-found with chlorinated secondary treated waste water effluent.
Copper, zinc, cadmium, lead, nickel, and cobalt were studied. Effluent concentrations
of these metals were in the lower range for heavy metals in waste water effluents
given in previous studies. Extractable soil copper and zinc accumulated substantially
at a depth of 0 to 30 centimeters in the reed canarygrass area, but cadmium levels in
the surface foot of soil increased to a lesser degree. Copper was the only metal
with a significant accumulation rate over time in the same depth range of the corn
areas, and less than the copper concentration in the reed canarygrass areas. No defin-
ite indications were found that the heavy metals moved from this depth range in either
area and there were no definite accumulation trends with time for lead, nickel, or
cobalt in either area. No serious soil contamination by these metals was indicated in
either study area. Cadmium:zinc ratios approached that of the waste water applied In
both cases, which was 0.68 to 1%8 Further monitoring of heavy metal levels in the
surface foot of soil and in vegetation would avoid possible food chain contamination.
*Heavy metals, *Irrigation, *Soil contamination, Sewage effluents, Sewage disposal,
Soil types, Waste water treatment, Copper, Zinc, Cadmium, Lead, Nickel, Cobalt,
lietals, Vegetation, Food chains
J058
PERSISTENCE OF POLIOVIRUS 1 IN SOIL AND ON VEGETABLES GROWN IN
SOIL PREVIOUSLY FLOODED WITH INOCULATED SEWAGE SLUDGE OR EFFLUENT,
Tierney, J. T., Sullivan, R., and Larkin, E. P.
Virology Branch, Bureau of Foods,
Food and Drug Administration,
Cincinnati, Ohio.
Applied and Environmental Microbiology, Vol. 33, No. 1, p 109-113, January, 1977.
3 fig, 3 tab, 23 ref.
Studies were conducted to determine viral persistence in soil and on lettuce and
radishes grown naturally in soil flooded with poliovirus-inoculated sewage. The re-
sults were compared with those from spray irrigation studies to investigate land dis-
posal of sewage sludge and effluent. The average recovery of poliovirus from 100-gram
soil samples was 82%. Plot runoff was periodically collected and monitored for virus.
Data indicated that low virus levels were not detected. Laboratory studies indicated
effective recovery efficiency until less than 100 PFU/100 grams were added to soil
samples. No viruses were recovered at levels less than 10 PFU/100 grams of soil. A
two week period was necessary before virus levels became undetectable and virus sur-
vival times determined in this study were probably minimum values. Recovery values
would be different if sand or sandy soils were used at disposal sites. Other studies
indicated that viruses percolate below the soil surface and that they are protected
from the destructive effects of solar radiation and temperature. Results indicated
that viruses may be present in soil and on crops harvested from land flooded with
sewage sludge or effluent. It is possible that viruses are mechanically transmitted
when these crops are harvested or consumed. Use of this method of sludge disposal
might lead to contamination of the food chain but, if drainage could be controlled,
use on vegetation other than that in the food chain would be a beneficial disposal
method.
^Viruses, *Sludge disposal, *Vegetable crops, *Vegetation, Sewage effluents,
Drainage, Lettuce, Irrigation, Irrigation effects, Runoff, Soil types, Food chains
Land disposal R99
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J059
MAT'S NEW IN LANDFILL LINERS,
The American City and County, Vol. 92, No. 2, p 54-56, February, 1977. 2 tab.
Landfill linings have been used to control ground and surface water pollution result-
ing from landfill operations. Linings suitable for the disposal of various fluids or
wastes were described. These include polyethylene (PE), plasticized polyvinyl chloride
(PVC), butyl rubber sheeting, chlorosulfonated polyethylene sheeting (Hypalon), ethyl-
ene propylene rubber (EPDM), chlorinated polyethylene (CPE), admix liners, asphalt
concrete, hydraulic asphalt concrete, soil asphalt, bituminous seal-catalytically
blown asphalt, and bituminous seal-fabric plus asphalt emulsion. Selection often
depends upon the economics of usage and the length of time the liner will be in ser-
vice. Combinations of linings are sometimes preferable to single ones. Seaming is im-
portant with liners because they are usually manufactured in narrow sheets. Factory
seaming usually employs electronic sealing, "solvent welding", or heat curing adhe-
sives. The use of adhesives is restricted by the specific polymer and specific com-
pounding recipe for which they are designed. Environmental conditions often affect
the usefulness of these liners. Anaerobic conditions, normally found at the bottom
of landfills, prevent oxidation of liner materials. The liners should be placed on
surfaces graded to allow drainage; objects that could cause cracking of hard liners
should be removed. Polymeric materials should be protected from light which degrades
the materials. Wet-humid conditions should be reduced, especially when leachate is
regularly produced, to prevent leaching from a liner, and temperatures should be in
the 40-70 F range. Acidic conditions and high leachate ion concentrations should
also be avoided.
*Linings, *Landfills, *Water pollution, Groundwater, Surface waters, Plastics,
Asphalts, Cements, Rubber, Impervious membranes, Adhesives, Films, Polymers, Leachates,
Economics, Oxidation, Temperatures, Anaerobic conditions, Environment
J060
APPLICATION OF MUNICIPAL REFUSE AND LIQUID SEWAGE SLUDGE
TO AGRICULTURAL LAND: II. LYSIMETER STUDY,
King, L. D., Leyshon, A. J., and Webber, L. R.
North Carolina State University,
Raleigh,
Department of Soil Science.
Journal of Environmental Quality, Vol. 6, No. 1, p 67-71, January-March, 1977.
1 fig, 6 tab, 6 ref.
A lysimeter study was conducted to determine whether agricultural land could be simul-
taneously used for waste disposal-utilization and crop production. Liquid sewage
sludge and unsorted, pulverized municipal refuse was used. Refuse was applied at
188 metric tons/hectare and a 2.3 centimeter depth of sewage sludge was applied sepa-
rately and in combination. A double refuse-sludge rate and a control treatment were
also studied. Results partially confirmed the assumption that the addition of refuse
to sludge would create a. C/N ratio which would allow enough N mineralization for crop
growth but prevent excess leaching loss of N03-N. Compared to the sludge treatment,
the combined treatment reduced N03-N by 33% and the refuse treatment caused leaching
of N03-N equal to that of the control situation. Refuse treatment produced 43% more
total corn yield than the control and released more nitrogen than the leachate data
suggested. There was no significant difference between refuse and control treatment
soil nitrate levels. The soil environment limited N03-N formation and favored de-
nitrification in the combined treatment area, explaining the lack of significant
N03-N leaching in the test. COD levels were high and the leachate had a septic odor,
indicating anaerobic conditions in the lysimeters from the high oxygen demand of de-
composing organic material. The amount of NH4-N leached also supported this conclu-
sion. Though the combined treatment is not a short term pollution problem relative
to N03-N, high leachate COD and high Zn and Cd levels in plant material suggest this
application rate to be a pollution problem. These and other results indicate that
land application of refuse alone or in combination with sludge is an acceptable
utilization/disposal method.
•'Waste disposal, *Sludge, *Liquid wastes, "'Wastes, *Lysimeters, Nitrogen compounds,
Municipal wastes, Nitrogen compounds, Leachates, Denitrification, Chemical oxygen
demand, Oxygen demand, Waste water treatment, Anaerobic conditions
Land disposal
630
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J061
LAND APPLICATION OF SEWAGE SLUDGE: IV. WHEAT GROWTH, N CONTENT,
N FERTILIZER VALUE, AND N USE EFFICIENCY AS INFLUENCED BY SEWAGE
SLUDGE AND WOOD WASTE MIXTURES,
Sabey, B. R., Agbim, N. N., and Markstorm, D. C.
Colorado State University,
Fort Collins,
Agronomy Department.
Journal of Environmental Quality, Vol. 6, No. 1, p 52-58, January-March, 1977.
3 fig, 4 tab, 18 ref.
A study was conducted to measure several parameters involving digested sewage sludge
and wood waste materials and land application. These included total N and N03-N in
wheat and total N, NH4-N, and N03-N in the soil after wheat harvesting. Inorganic
fertilizer was added, with and without the organic matter, to aid evaluation of fer-
tilizer potential of various rates and mixtures of organic materials on greenhouse-
grown wheat. Four rates of sewage sludge and wood wastes, ranging from 22.4 to 224
metric tons/hectare, were used. Every mixture but 50% bark-50% sludge increased
wheat growth. Greatest growth occurred at the 224 metric ton rate with 50% wood-50%
sludge, 25% bark-75% sludge, and 25% wood and bark-75% sludge. Highest application
rates of 100% sludge, 25% wood-75% sludge and 50% bark-50% sludge caused less growth
than the next lower application rates. Equations were derived to express the rela-
tionship between wheat growth and N content in the plant tissue. Amounts of total
N, NH4-N, and N03-N remaining in greenhouse pots after harvest usually increased as
the application rates of treatment increased. Care was suggested for application of
112 and 224 metric tons/hectare of 100% sludge and 25% wood-75% sludge, and 224 metric
tons/hectare of 25% wood and bark-75% sludge due to possible N03-N accumulation and
groundwater pollution. Ammonium N did not accumulate excessively. Estimations were
that 2 to 22.7% initial N was taken up by plants during the study period of 50 days.
*Sewage disposal, *Wheat, *Wood wastes, *Nitrogen compounds, Soil contamination,
Water pollution, Growth rates, Organic matter, Inorganic compounds, Sludge disposal,
Waste water treatment, Fertilizers
Land disposal
J062
PHOSPHATES IN SOILS TREATED WITH SEWAGE WATER: 1. GENERAL
INFORMATION ON SEWAGE FARM, SOIL, AND TREATMENT RESULTS,
Beek, J., de Haan, F. A. M., and van Riemsdijk, W. H.
Agricultural State University,
Wageningen,
The Netherlands.
Journal of Environmental Quality, Vol. 6, No. 1, p 4-7, January-March, 1977.
1 fig, 3 tab, 7 ref.
Research conducted at a sewage farm used for 50 years was described. The 247 acre
area was reclaimed from uncultivated woodland on sandy soil. A comparison of the
composition of the added waste water and the drainage water can be indicative of the
effectiveness of this treatment method. Water analysis results can be supported with
soil analysis data. Analysis of sodium, potassium, cadmium, manganese, silica dioxide,
iron, and chlorine did not reveal any significant differences, indicating a degree of
soil system equilibrium relative to these compounds. Data indicated that the soil is
an active filter for organic carbon compounds, as well as for organic and inorganic
phosphorus compounds. These and other collected data showed land disposal of raw
sewage water is still effective in reducing BOD and removing phosphates, even after
45 years of use. The use of this land as permanent pasture can be combined with
waste water treatment up to a waste water level thickness of 2.5 meters on an annual
basis. This treatment raises soil pH and increases organic matter content. Nitro-
genous compounds are transformed into nitrate nitrogen and nitrogen removal by soil
treatment is relatively low. Both adsorption and precipitation reactions play a role
in phosphate bonding by soil and phosphate accumulation is mostly limited to the top
50 centimeters.
*Phosphates, *Soil, Sewage treatment, Sewage effluents, Sewage disposal, Organic
matter, Inorganic compounds, Biochemical oxygen demand, Waste water treatment,
Waste water disposal
Sewage farms
631
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J063
PHOSPHATES IN SOILS TREATED WITH SEWAGE WATER: II.
FRACTIONATION OF ACCUMULATED PHOSPHATES,
Beck, J., de Haan, F. A. M., and van Riemsdijk, W. H.
Agricultural State University,
Wageningen,
The Netherlands.
Journal of Environmental Quality, Vol. 6, No. 1, p 7-12, January-March, 1977.
2 fig, 4 tab, 24 ref.
Investigations, using phosphate fractionation methods, were conducted on sewage farm
soils to determine whether the chemical forms of phosphate accumulation in soil
change with prolonged sewage water addition. Phosphate accumulation in soils flooded
with sewage water for 30 and 50 years is mostly restricted to the upper 50 centimeters
of soil. Phosphorus fractionation methods revealed that 15-20% accumulated in or-
ganic form. Most of the inorganic fraction was found in combination with aluminum
or iron, and solubility relationship determinations indicated a possible precipitation
of apatite-like compounds in soils with a nearly neutral pH. Aluminum combined phos-
phates were found to be prevalent. It was thought that phosphate retention is mostly
governed by reactions with aluminum since the phosphate fractions distribution pattern
remained practically the same during the lifetime of the sewage farm. Ultimate stor-
age capacity of the soil for phosphate bonding is mainly determined by the presence
of active aluminum compounds.
*Phosphates, *Sewage disposal, Soil contamination, Sewage effluents, Organic matter,
Inorganic compounds, Aluminum, Hydrogen ion concentration, Waste water treatment
Storage
Sewage farms
J064
PHOSPHATES IN SOILS TREATED WITH SEWAGE WATER: III. KINETIC
STUDIES ON THE REACTION OF PHOSPHATES WITH ALUMINUM COMPOUNDS,
van Riemsdijk, W. H., Westrate, F. A., and Seek, J.
Agricultural State University,
Wageningen,
The Netherlands.
Journal of Environmental Quality, Vol. 6, No. 1, p 26-29, January-March, 1977.
3 fig, 4 tab, 8 ref.
The reaction of phosphate and aluminum hydroxide and alpha A1203 was studied in order
to understand the kinetics of phosphate precipitation reactions in land disposal of
raw sewage water. An initial phosphate concentration of 0.35 millimoles/liter at
20 C was used. Sources of the phosphate were solutions of KH2P04 and synthetic in-
organic sewage water. Highest values of removed phosphate occurred when KH2P04 solu-
tions were used; this was attributed to the lack of competitive anions for adsorption.
The ionic strength of this solution was lower and phosphate activities were much
higher than in synthetic waste water. The mechanism of the reaction kinetics was
similar with both adsorbent types used and was, possibly, influenced by the surface
structure of the adsorbent. Characteristics of phosphate removal reactions were a
first, fast adsorption on the surface of the adsorbent, and the formation of a solid
aluminum phosphate phase. After 40 days, the reaction rate does not fit the pre-
sented first order equation.
*Adsorption, *Phosphate, *Kinetics, Chemical reactions, Sewage effluents, Sewage
disposal, Waste water disposal, Soil contamination, Chemical properties, Disposal
Aluminum hydroxide
632
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J065
SOLUBILITY AND PLANT UPTAKE OF CADMIUM IN SOILS AMENDED
WITH CADMIUM AND SEWAGE SLUDGE,
Street, J. J., Lindsay, W. L., and Sabey, B. R.
Journal of Environmental Quality, Vol. 6, No. 1, p 72-77, January-March, 1977.
8 fig, 4 tab, 34 ref.
Adsorption and precipitation are investigated as controlling factors in cadmium con-
centration in soils. Factors studied, in addition to adsorption and precipitation,
were plant uptake and chemical extraction of cadmium. The addition of soluble cadmium
to soil produced a rapid removal of cadmium from solution by adsorption on to soil
constituents and by the possible formation of solid phases of cadmium compounds. Sol-
utions containing less than 50 mlcrograms of Cd(2+)/milliliter produced data which
fit the empirical Freundlich equation in all soils. In alkaline sandy soils, high
concentration cadmium precipitated, perhaps, as CdC03 and Cd3(P04)2. When added to
soil, either alone or with sludge, cadmium was taken up by corn seedlings. Cadmium
alone was more readily taken up by soil than the combination of cadmium and sludge.
Organic matter in one test soil depressed cadmium uptake, possibly indicating a re-
duced availability of cadmium sorted to organic matter. High levels of cadmium can
be accumulated by corn seedlings without visual toxicity symptoms. The DTPA soil test
method was useful in estimating the cadmium uptake by corn seedlings grown on cadmium-
contaminated soils.
*Cadmium, *Adsorption, *Solubility, *Soils, Physical properties, Chemical properties,
Sludge, Alkalinity, Corn, Organic matter, Toxicity
Precipitation, Freundlich equation
J066
INTEGRATED APPROACH TO URBAN WASTE WATER MANAGEMENT,
Hasan, S. M.
Dissertation Abstracts International B, Vol. 37, No. 7, p 3565, January, 1977.
An approach was developed for urban waste water management which integrates considera-
tions for urban storm drainage, dry-weather sewage treatment, and wet-weather quality
control. There has been a change from "least-cost" to "cost-effective" approaches
and solutions. This approach presents procedures for formulation of control strategies
and their cost evaluation. Integration of these evaluations would take advantage of
overlap areas which could combine several functions, and procedures are also presented
for this type of evaluation. The question of cost allocation was also considered and
methods for cost determinations were presented. Concepts of cost sharing/cost alloca-
tion for evaluation of multipurpose plans were reviewed In light of the N-person co-
operative game theory.
*Water management (applied), *Urban drainage, *Storm water, *Water quality control,
Cost analysis, Flow, Sewage treatment, Cost sharing, Cost allocation, Evaluation,
Urban hydrology
N-person cooperative game theory
633
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J067
UNDERFLOW FROM SLUDGE-IRRIGATED CROPLAND,
Andrew, R. C., and Troemper, A. P.
Springfield Sanitary District,
Springfield, Illinois.
Journal Water Pollution Control Federation, Vol. 49, No. 1, p 161-168, January, 1977.
1 fig, 10 tab.
The Springfield Sanitary District, Illinois, has instituted the use of cropland spray
irrigation for liquid disposal of aerobically digested sludge. Two sites totaling 66
acres are used. They have permanent underdrainage systems which collect and pump the
underflow back to the aeration tanks at the treatment plant. Data indicated under-
drain water volumes were more parallel to rainfall than to applied sludge volumes.
Soil filtration produced a 99.96% average BODS reduction and an 99.98% average sus-
pended solids reduction. Average component levels were 0.9 milligrams/liter of BODS,
5.6 milligrams/liter of suspended solids, and 1,179/100 milliliters of fecal coliform.
The median pH was 7.1 for applied sludge and 7.0 for underdrain water; soil pH was
basically unaffected. Small amounts of phosphates leached to underdrain water and
phosphate removal averaged 98.5%. Enough iron, aluminum, and calcium were present to
react with phosphates and make insoluble products which were held in the upper soil
layers. Nitrogen was almost completely oxidized to nitrate nitrogen. Under normal
conditions, the cations calcium, magnesium, potassium, and sodium will not be likely
to leach to underdrain water. Chromium, lead, cadmium, and nickel did not appreciably
collect in the soil. This method was the most economical of all tested and irrigation
proved a viable disposal means for waste water sludge. It is simple, needs a minimum
of operation attention, and does not create an odor nuisance if sludge is well di-
gested before application.
*Irrigation, *Underflow, *Liquid wastes, Sludge digestion, Sludge disposal, Aerobic
treatment, Drainage, Suspended solids, Biochemical oxygen demand, Leachates, Soil
disposal fields, Soil contamination, Metals, Inorganic compounds, Organic matter,
Nitrogen, Oxidation, Economics
Springfield Sanitary District (IL)
J068
AGRICULTURAL DISPOSAL OF AEROBIC WASTE WATER SLUDGES
IN AN URBAN COUNTY,
Clark, A. B.
Clennont County Sewer District,
Batavia, Ohio.
Deeds and Data, p Dl, 8, 9, January, 1977.
Agricultural disposal of aerobic sludges in Clermont County, Ohio, was reviewed. The
county is rapidly developing from a rural area to a suburban one, mainly in the western
portion. The eastern area is still largely agricultural. Gaining the acceptance of
farmers for the use of their lands is a major obstacle. Once their concern for their
property is allayed, the economics of commercial fertilizer use makes sludge applica-
tion an attractive alternative. Any odor problem with this sludge type is relatively
negligible, but application near the farmhouse is generally avoided. It is suggested
that application be made first to grass crops because of the high nitrogen and water
content which produces rather dramatic improvements. The most satisfactory applica-
tion system developed involved using a rain gun designed for agricultural irrigation.
It is mounted on a two wheel trailer and fitted with a 3.2 centimeter orifice. The
gun throws a full or part circle and the sludge is evenly distributed. Four to twelve
7.5 cu m loads may be discharged in one setting. The system has been used on dry
frozen fields after crop removal, wet fields In the process of thawing, soggy pasture
land, dry plowed fields, and fields of growing corn. No indication of herbicide
failure has been noticed.
*Sludge disposal, ^Fertilizers, Odor, Agricultural chemicals, Crops, Farms,
Equipment, Waste water treatment, Sludge treatment, Aerobic treatment
Clermont County (OH)
634
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J069
CONDITIONING AND LAND APPLICATION OF AEROBICALLY DIGESTED
SLUDGE,
Yates, T.
Montgomery County Sanitary Department,
Dayton, Ohio.
Deeds and Data, p D2-3, January, 1977.
Many consider sludge conditioning and disposal to be the most difficult phases of
waste water treatment. This is especially true of aerobically digested sludge. More
efficient plants and increased industrial sludges add to the problem, as does the
refusal of farmers and land owners to allow sludge application because of concern over
metals and other sludge components. It is usually the most expensive portion of treat-
ment, involving collection, transportation, processing, and final disposal. Gravity
thickening of sludge is the most common process used in treatment plants. It is simple
and inexpensive, unless there is a great distance to be traveled to the disposal site.
The sludge produced is not as highly concentrated as that from other processes, causing
more sludge to be transported. Most of the conditioning is done by wasting sludge
gravity flow or pumping to aerobic digesters. The operation at the Montgomery County,
Dayton, Ohio, plant was described. Because the plant has no sludge thickening equip-
ment, polymers were added to a secondary settling tank to concentrate waste sludge.
Methods of land application for sludge were discussed. Tank trucks may be used for
transporting the sludge and spreading it on plowed farm land and pasture land, or it
may be pumped from the side through a hose onto the land, if the area is not too wet
to drive upon. A tractor with a vane-type vacuum-pressure pump can be used if disposal
land is located near the treatment plant. More research was proposed to develop im-
proved methods and equipment for sludge disposal.
*Sludge disposal, *Sludge digestion, *Aerobic treatment, Metals, Liquid wastes,
Economics, Equipment, Soil disposal fields, Waste water treatment
Montgomery County (OH)
JO 70
ESTIMATING COSTS OF WASTE WATER SLUDGE DISPOSAL,
Helle, S. C.
Boyle Engineering Corporation,
Orlando, Florida.
Public Works, Vol. 108, No. 3, p 56-58, March, 1977. 5 fig.
A procedure for cost estimation of waste water sludge disposal was presented. The
analysis was broken down according to the three phases of sludge disposal: digestion,
dewatering, and hauling. Digestion costs included capital investment, power, labor,
and maintenance costs. Dewatering expenses consisted of capital, power, labor and
maintenance, and chemical costs. Hauling costs were truck purchase and operation,
labor costs, and dumping fees. If changes in the sludge disposal operation occur,
estimates need be reanalyzed for only that phase which is affected. Estimated para-
meters for various phase components were input into a series of simple equations to
illustrate the computational format for arriving at costs.
*Cost analysis, *Costs, *Sludge disposal, Sludge digestion, Dewatering, Transportation,
Capital costs, Maintenance costs, Electric power costs, Operating costs, Wages,
Comparative costs, Equipment, Estimated costs
635
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J071
NITRIFICATION IN SOIL TREATED WITH DOMESTIC AND
INDUSTRIAL SEWAGE SLUDGE,
Wilson, D. 0.
Georgia University,
Experiment,
Department of Agronomy.
Environmental Pollution, Vol. 12, p 73-82, 1977. 3 fig, 5 tab, 15 ref.
Experiments were conducted to determine the effects of two sewage sludges, varying in
metal content, on nitrification of NH4 (+) -N added to soil. Dried domestic or in-
dustrial sewage sludge was applied to soil at rates of 0, 1, 4, or 16 milligrams/gram
and the soils were incubated with or without added NH4(+) -N at 30 C. Data was not
corrected for nitrification occurring in untreated soil. Domestic sludge had no great
effect on (N03(-) + N02(-)) -N, except at 16 milligram/gram applications. Industrial
sludge at 4 and 16 milligrams/gram substantially reduced the same values when compared
to control values during the first few weeks. High application rates of both sludges
produced appreciable amounts of NH4(+) -N accumulated at the end of the first week.
Industrial sludge reduced nitrification at the two highest rates and, at the highest
rate, completely inhibited nitrification during the first two weeks. Domestic sludge
had a slight effect on nitrification reduction at the highest rate. The reduced ni-
trification at high rates of industrial sludge was thought to be caused by zinc,
cadmium, and lead. It was concluded that high rates of sewage sludge containing high
metals concentrations temporarily inhibit nitrification and that extended use of such
sludges may seriously interfere with important microbial nitrogen transformation in
soil.
*Nitrification, *Sludge disposal, Domestic wastes, Industrial wastes, Soil contamination
effects, Heavy metals, Lead, Zinc, Cadmium, Sewage disposal, Waste water treatment
JO 72
REDUCTION IN SEWAGE CONTAMINATION IN SYDNEY ROCK OYSTERS,
Qadri, R. B., Buckle, K. A., and Edwards, R. A.
Fish Technology Division, Karachi Laboratories,
Pakistan Council for Scientific and Industrial Research,
Karachi, Pakistan.
Food Technology in Australia, Vol. 28, No. 11, p 411, 413-416, November, 1976.
4 tab, 7 ref.
Results were presented of a depuration study involving oysters in the Georges River and
Botany Bay area of Sydney, Australia. The depuration process investigated involves the
immersion of oysters in tanks of water to allow natural elimination processes of the
oysters to occur. Oyster gills act as filters of particulate matter; ingested sewage
and fecal microorganisms are trapped in the gill mucus and transferred to the alimentary
tract. Shellfish growing in sewage polluted waters digest, retain, and discharge micro-
organisms. In unpolluted waters, they should reduce the gut flora of sewage bacteria
due to the change in the microbial status of the water. Depuration depends on economic
factors such as the implied double handling operation for growers, the cost of tanks
which would be very large, installation and operation costs, and costs of land to locate
the tanks and auxiliary facilities. Results indicated that a significant fecal coliform
MPN reduction occurred after one week and that this period is sufficient to clean pol-
luted oysters if water quality, temperature, water salinity, and the season are con-
ducive to active feeding of oysters. Oysters can be purified of heavy E. coli contami-
nation in a short time if they are placed in unpolluted waters. Excessive pollution
may require additional time for purification. The area used for depuration should not
be subject to sewage or industrial pollution from weather or seasonal effects. It was
noted that each species reacts a little differently to depuration processes. Freezing
at -23.3 C in an air blast or at -12.2 C in still air produces significant reductions
of coliforms. Both depuration in uncontarainated water and freezing and frozen storage
can be used to reduce bacterial contamination of Sydney rock oysters.
*0ysters, *Pollution abatement, Water pollution, Sewage effluents, Bacteria,
Water quality, Temperature, Salinity, E. coli, Costs, Economics
Depuration, Georges River (Australia), Botany Bay (Australia)
636
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J073
GERMAN POLLUTION CONTROL,
Environmental Science and Technology, Vol. 11, No. 2, p 134-136, February, 1977.
1 tab.
A review was presented of West German efforts in water pollution control. The nation
enacted a Water Resources Act in 1957, but there is no national standard for surface
water quality. The government is able to establish effluent discharge standards and,
in the next few years, German industry will have to produce more effective effluent
treatment. Sewage treatment mainly consists of the mechanical removal of suspended
solids and the oxidization of dissolved solids by bacteria and other organisms. Pre-
sently, 50% of all waste water is receiving inadequate treatment or is not being puri-
fied at all. Only about 30% receives full biological treatment, but by 1985, 90% of
all households are expected to be connected to biological treatment plants. There are
nearly 6,000 treatment plants for about 40% of the population. If the proposed pro-
grams are instituted by 1985, 38-40 million cubic meters of sludge will have to be
disposed of annually. Dewatering, drying, incineration, and pyrolysis are being con-
sidered and developed for disposal purposes. Advanced treatment processes, including
physical-chemical treatment and combinations of these with biological treatment, are
being included in treatment schemes to handle industrial wastes. The government is
also progressing in matters of air, noise, and thermal pollution, as well as resource
recycling and recovery.
*Water pollution control, *Water quality control, Water quality, Industrial wastes,
Domestic wastes, Municipal wastes, Waste water treatment, Sewage treatment, Sludge
treatment, Water purification, Treatment facilities, Waste disposal, Planning,
Legislation
West Germany
JO 74
TREATING URBAN DRAINAGE AS A UTILITY,
Warren, R. E.
Public Works, Vol. 108, No. 3, p 85, March, 1977.
Water supply, domestic and industrial waste treatment, and solid waste management have
attained highly effective levels. The treatment and control of urban drainage and
runoff have not been so effectively handled. It was suggested that drainage be con-
sidered like a utility, and handled in the same manner as waste water treatment and
quality control. Suggestions included the establishment of a separate department
which would be responsible for drainage and runoff water quality. Among its responsi-
bilities would be street sweeping/cleaning, catch basin and storm sewer cleaning, and
open stream preservation. It would also play a part in solid waste disposal and other
departments to assure that these wastes would not enter drainage systems because of
poor storage practices. It would handle the issuing of permits relative to development;
the enforcement of rules and regulations on construction; runoff control; water quality
and related issues; and inspection and monitoring. The final consideration in estab-
lishing this kind of department would be financing, which could be provided by assess-
ing service charges.
*Water management, ^Drainage systems, *Urban runoff, Water quality control,
Construction, Government, Monitoring, Inspection, Cleaning, Storm sewers, Streams
637
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JO 75
EFFECTS OF TRACE ELEMENTS ON NITROGEN MINERALIZATION IN SOILS,
Liang, C, N, , and Tabatabai, M. A.
Iowa State University,
Ames ,
Department of Agronomy,
Environmental Pollution, Vol. 12, No. 2, p 141-147, February, 1977. 3 tab, 18 ref.
Soil trace element content was studied to determine the effects on nitrogen mineraliza-
tion. Soils studied wane surface soils at depths of 0-15 centimeters with a pH range
of 5.8-7.8; an organic matter content of 2.58-5.45% organic carbon; and textures of
23-45% clay, 39-54% silt, and 1-38% sand. Results were obtained after a 20-day incuba-
tion period. Nineteen trace elements were studied, showing Ag(I) and Hg(II) to be the
most effective inhibitors, and Co(II), As(III), Se(IV), and W(VI) to be the least ef-
fective inhibitors of nitrogen mineralization in the soils. Chemical and physical
characteristics of the soils as well as the nature of nitrogen in them have a great
effect on the inhibition of nitrogen mineralization by trace elements. The degree of
effectiveness of the remaining elements varied. The toxicity of Ag(I), Hg(II), Cu(II),
and Cd(III) might have been caused by an ionic reaction with sulphydryl groups of the
enzyme systems of the microorganisms involved in nitrogen mineralization. No nitrite
nitrogen was detected and this suggested that there was no inhibition of Nitrobacter
under the conditions of the experiment. Small amounts of chloride and sulfate ions
associated with trace elements were not likely to stimulate or depress nitrogen
mineralization in these experiments. It was concluded that the accumulation of trace
elements in soils could cause a reduction of the nitrogen available to plants in soil
organic matter.
*Trace elements, *Metals, *Soil types, *Mineralization, Sludge disposal, Organic
matter, Toxicity, Chemical properties, Physical properties, Microorganisms, Nitrogen
JO 76
COMMUNITY WATER SUPPLY AND EXCRETA DISPOSAL IN THE DEVELOPING
COUNTRIES ,
Subrahmanyam, D. V.
Community Water Supply and Sanitation,
Division of Environmental Health3
World Health Organization,
Geneva, Switzerland.
Ambio, Vol. 6, No. 1, p 51-54, 1977. 2 fig, 2 tab, 8 ref.
The provision of a safe water supply and hygienic waste disposal for developing nations
was considered. HABITAT, the United Nations Conference on Human Settlements, proposed
that each nation set reasonable standards for achieving these goals. Fifty-seven per-
cent of the urban population had a community water supply to house connections and an
added 20% had access to piped water from public standposts. As of 1970, about 50% of
these piped supplies were intermittent, causing the associated health hazards. For
rural areas about 22% of the population had access to safe water. Nearly 75% of urban
dwellers had access to public sewerage systems and only 15% of rural residents had
similar provisions. The social and economic aspects of the problem were not covered
by this WHO survey. One reason was the lack of definitive information, itself a product
of underdevelopment. WHO set target goals for 1980 and HABITAT set goals for 1990.
Water supply goals would call for more than a 150% increase in spending; WHO disposal
goals would require a 200% increase; HABITAT's plan would require a 400% increase over
1975 cost levels. Development strategies for developing countries would include na-
tional commitment, manpower development, appropriate design criteria and technology,
consultation with and participation of communities; and appropriate institutional
mechanisms .
*Water quality control, *Planning, *Disposal, Rural areas, Urban areas, Costs,
Social change, Social aspects, Waste disposal, Sewerage, Design criteria
World Health Organization (WHO), United Nations Conference on Human Settlements
(HABITAT)
638
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JO 77
SEWAGE SLUDGE DISPOSAL: A STICKY PROBLEM WITH NO FAIL-SAFE ANSWKR,
Fluet, C. V.
Solid Wastes Management, Vol. 20, No. 2, p 38, 58-59, February, 1977.
Methods for the disposal of sewage sludge were considered. A well and properly de-
signed landfill can accept sludge. The usual procedure involves combining dewatered
sludge, containing no more than 20-30% solids, with solid wastes or soil for bulking.
Landfilling is a reasonable alternative disposal method if land is available and is
environmentally acceptable. It is also economical but is only a stop-gap solution.
Contaminant, leachate, and heavy metals movement present problems with landfilling.
Discing, plowing or injecting digested, dewatered sludge on the soil surface and sub-
surface is another disposal alternative. This allows sludge to be used as an added
resource. Using sludge on food crops for humans or animals is problematic because of
the heavy metals pollution of the food chain. Bacteria, viruses, and persistent
pesticides raise other questions regarding this disposal method, particularly because
of the potential danger to groundwaters. Entrenchment of raw sewage requires sub-
stantial land areas and is very costly. Small-scale composting has received some
acceptance as a disposal method. Ocean dumping is ruled out because it produces many
more pollution and contamination problems. Incineration is another alternative, but
produces problems of ash residues with a high metals concentration and it usually in-
volves some land disposal. Choosing one disposal method over another will depend on
the relative importance of all factors involved.
*Sludge disposal, *Sewage disposal, Landfills, Solid wastes, Sludge digestion, Heavy
metals, Soil contamination, Food chains, Incineration, Economics, Costs, Waste water
treatment
Land disposal, Ocean dumping, Soil injection, Composting
J078
DIRECT AMD INDIRECT WASTE WATER REUSE FOR MUNICIPAL PURPOSES,
Shuval, H. I.
Hebrew University-Hadassah Medical School,
Jerusalem, Israel,
Environmental Health Laboratory.
Ambio, Vol. 6, No. 1, p 63-65, 1977. 11 ref.
The reuse of waste water in Israel was discussed. It is hoped that eventually waste
water will be reusable for unlimited domestic purposes, and that it will provide a
source of potable water. Limited municipal uses now include fIrefighting, irrigation
of parks and recreational areas, and street cleaning. Highly treated water can be used
in public buildings, and in homes for toilet flushing. Even for these applications,
purification would have to assure freedom from microbiological hazards. One problem
is that there are inadequate standards for pollutants and contaminants in drinking
water. Many bacterial pathogens are effectively countered by chlorination but others
are resistant. There should be an established maximum allowable concentration or
limit for each potentially hazardous chemical found in renovated waste water. Toler-
ance levels to known toxicants should also be established. If waste water is to be
reused domestically, a full-scale epidemiological evaluation of such reuse should be
conducted. Regardless of these problems, the reuse of waste water for agricultural,
industrial, and non-potable municipal purposes should be considered until more complete
answers to these questions are provided.
*Water reuse, *Water purification, Domestic water, Irrigation, Municipal water,
Potable water, Pathogens, Toxicity, Waste water treatment, Treatment facilities,
Water quality control, Planning
Israel
639
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JO 79
THE USE OF SEWAGE EFFLUENT AS POWER STATION COOLING WATER,
Humphris, T. H.
Water Research, Vol. 11, No. 2, p 217-223, 1977. 4 fig, 1 tab, 1 ref, 1 append.
Various aspects of the use of sewage effluent as cooling water in power stations were
discussed. The Croydon Power Station has used sewage effluents for this purpose for
twenty years. One problem encountered was that condenser tubes were fouled with cal-
cium phosphate along with smaller amounts of calcium carbonate, silica, and organic
matter. This produces a heat transfer loss and reduces station efficiency. Manual
cleaning reduced soft sludge, and acid washing was used to remove carbonate scale.
Calcium phosphate was the major source of fouling and could be controlled by limiting
the concentration of calcium and/or total phosphate ions in solution, or by lowering
the pH of circulating water to decrease available HP04 ions by conversion to H2P04.
At power stations other than Croydon, oxidation of ammonia salts occurred in the cool-
ing water, probably through the action of nitrifying bacteria. The production of acid
waters following ammonia oxidation was also noticed. The introduction of nitrification
at Croydon could provide a means of conditioning circulating water at reduced cost.
Control processes have exchanged the former sludge problem for one caused by an organic
film contamination. The use of hypochlorite solution overnight did not produce con-
sistent good results. Cleaning is now accomplished by draining the water side of the
condenser and opening access doors, running hot condensate from the feed system to the
steam side, and drying overnight. Flaked deposit then washes out as the water circula-
tion is restored.
*Condensers, *Cooling water, *Sewage effluents, Water reuse, Powerplants, Cleaning,
Sludge, Heat transfer, Calcium, Phosphate, Nitrification, Bacteria, Ammonia,
Performance, Oxidation
Croydon Power Station (England)
JO 80
STATUS OF OCEAN DUMPING RESEARCH IN NEW YORK BIGHT,
Swanson, R. L.
Stony Brook State University,
Stony Brook, New York,
New York Bight Project.
Journal of the Waterway Port Coastal and Ocean Division-ASCE, Vol. 103, No. WW1, p 9-24,
February, 1977. 7 fig, 3 tab, 34 ref.
The New York Bight extends from Long Island and New Jersey to the edge of the continen-
tal shelf. Evaluations have indicated that this marine region has been placed in a
condition of ecosystem imbalance by human activity. Ocean dumping of sludge has been
a great concern in this situation. The EPA investigated three alternatives for control
of this problem: continuing the present practice, moving the sewage sludge dump farther
from the coast, and using land-based alternative for disposal. Contaminating substances
include dredge spoil, clean earth, and fly ash from electric power generating stations;
waste acid; construction industry nonflotable debris and earth from excavations;
and sludge. Results of investigations indicated that, though land disposal alterna-
tives are attractive, better management practices would be of more use. There is no
present public health danger from sludge dumping in the area and there is no indication
that sludge is moving towards the coastal areas. Other contamination sources far
outweigh the input of waste water sludge pollutants and no advantage can be found in
removing sludge dumping at the present time.
*Environmental control, *Waste disposal, *Sludge disposal, Urban areas, Water quality
control, Waste water treatment, Toxicity, Metals, Evaluation, Pollution abatement,
Water pollution sources
Atlantic Ocean, New York Bight
640
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J081
WATERSHED MANAGEMENT AND WATER QUALITY,
Karalekas, P. C., Jr.
Journal of the New England Water Works Association, Vol. 91, No. 1, p 1-11, March,
1977. 9 ref.
The relationship of watershed management to water quality was evaluated. Two objec-
tives of watershed management for municipal water supplies are: to maintain or en-
hance water quality through the control or elimination of contamination sources, and
to maintain or improve total water yields from watersheds. The former receives the
greater attention. Physical contaminants, chemical contaminants, and microbiological
contaminants are the major pollutants. There should be adequate control of turbidity,
color, temperature, setteable solids, taste, and odor. Measures should be taken
against municipal and industrial wastes discharges, and other chemical contaminant
sources such as agricultural runoff and roadway runoff. Diversion of storm runoff can
be helpful in these instances. Recreational uses of watersheds could be prohibited or
limited to prevent contamination from all classes of pollutants. Primarily, frequent
analysis and inspections and a knowledge of contamination sources are needed to ensure
watershed water quality.
^Watershed management, *Water quality control, *Water supply, *Water yield improvement,
Water utilization, Surface runoff, Pollutants, Pollution abatement, Water pollution
sources, Environmental control
J082
SILK FROM SOWS' EARS,
Engineering News-Record, Vol. 198, No. 15, p 52, April, 1977.
Various projects being developed for refuse and sludge recycling were described. A
solid waste and sludge recycling plant will be constructed in Wilmington, Delaware.
The operation combines metal and gas recovery with a process to provide fuel for a
powerplant and compost production. It will cost about $30 million for the plant to
process 1,000 tons/day of refuse and 50 tons/day of dry sludge. Another facility for
Monroe County, New York, will process 2,000 tons/day of solid wastes at a cost of
nearly $20 million. An electric company in St. Louis dismissed a proposed facility
because of difficulty in obtaining collection sites. Increased transportation costs,
the inability of boilers to accept the material, and possible damage to boilers from
waste combustion, eliminated Tennessee Valley Authority plans to burn refuse from its
fossil-fueled plants. Seattle, Washington, is considering a pyrolysis plant similar
to the one in South Charleston, West Virginia, which is experimenting with sludge dis-
posal.
*Recycllng, *Sludge treatment, *Waste disposal, Fuels, Metals, Treatment facilities,
Planning, Costs, Waste water treatment, Combustion
641
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J083
SAVE SLUDGE HANDLING COSTS BY LEVEL CONTROL,
Tansony, J. R.
Markland Specialty Engineering, Limited,
Toronto, Ontario, Canada.
Modern Power and Engineering, Vol. 71, No. 3, p 34, March, 1977.
Reductions can be made in sludge treatment and handling costs by the use of an auto-
matic sludge level control. Significant savings result from the removal of excess
water, which is nearly 90% of sludge composition. The process involves pumping sludge
from clarifiers or settling tanks at the highest suspended solids level possible with
the minimum of water possible. To institute automatic control, the optimum sludge
blanket level for each clarifier and/or settling tank must be known. The level should
not be allowed to vary more than a few inches from this optimum. A sludge blanket
detection probe is needed, and one has been developed which works on the principle of
ultrasonic adsorption. This system operates accurately even in opaque slurries and
resists fouling in slimy wastes. Pumping solids only on demand and maintaining an
optimum sludge blanket level reduces the amount of gallons discharged from the sludge
pump for added handling. Potential savings are high and equipment costs would be
quickly repaid.
*Sludge treatment, *Costs, *Automatic controls, *Sludge disposal, Slurries,
Suspended solids, Pumps, Treatment facilities, Flow, Performance, Equipment, Waste
water treatment
JO 84
APPLICATION OF SEWAGE SLUDGE TO CROPLAND,
Crops and Soils, Vol. 29, No. 7, p 5-7, April/May, 1977.
A summary was presented of an EPA report, by the Council of Agricultural Science and
Technology, on the application of sewage sludge to cropland. Sludge may be a good
source of plant nutrients and a good soil conditioner, but the problem of possible
heavy metal contamination must be considered. About 25% of sludge is applied to land,
but future economic and environmental considerations may increase its application to
croplands. With increasing sludge production, industrial pretreatment of waste water
could substantially reduce heavy metals in sludge. It has been suggested that the
sludge quantity applied be determined by nitrogen, phosphorus, or heavy metal content.
Where metal content is low, the nutrient needs of the crops could be the deciding
factors. Various recommendations were made for the use of sludges containing cadmium,
copper, molybdenum, nickel, and zinc. Parameters of usage included soil pH; metal
residence time in soils; and effects on crops, animals, and humans.
*Sludge disposal, *Soil amendements, Heavy metals, Nutrients, Toxicity, Fertilizers,
Vegetation, Phosphorus, Cadmium, Crops, Soil disposal fields
642
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J085
ORGANIC MATTER AND HEAVY METAL UPTAKE,
Kirkham, M. B,
Oklahoma State University,
Stillwater,
Department of Agronomy.
Compost Science, Vol. 18, No. 1, p 18-21, January-February, 1977. 57 ref.
The uptake of the organic matter and heavy metal content of sludge has become increas-
ingly important due to the economically beneficial disposal of sludge for agricultural
purposes. The greater portion of heavy metals combined with soil organic matter are
in insoluble, stable combination with humic substances. The presence of humus in soil
is beneficial because it holds heavy elements needed for plant growth for long periods
of time and releases them as needed. Deficiencies of these heavy metals are most con-
sistently found in plants grown on peat and muck soils. Low pH causes reduced avail-
ability from organic matter relative to the same soil without organic matter; high pH
causes this availability to increase. The organic matter degradation rate in soil is
dependent on microbial activity. Incubation studies indicated that metal release by
sludge decomposition in an alkaline soil did not make these metals available for plant
uptake. Other studies indicated that plants grown on soils composted with sludge had
much lower cadmium and zinc contents than those grown on plots with digested sludge.
Radioisotope studies indicated that organic matter reduces plant uptake of radioiso-
topes. Sludge was found effective in increasing the organic matter content of soil.
Research indicated that the maintenance of a high organic matter content in soil re-
duces plant uptake of metals added to soils treated with sludge.
*0rganic matter, *Heavy metals, Soil chemical properties, Sludge disposal, Fulvic acids
Humic acids, Hydrogen ion concentration, Copper, Iron, Zinc, Manganese, Molybdenum,
Toxicity
J086
"HYDIG"-ONE EXAMPLE OF CONTROLLED SLUDGE USE,
Compost Science, Vol. 18, No. 1, p 30, January-February, 1977.
A sewage treatment plant at Rickmansworth, England, has developed a liquid fertilizer
from treated sludge called "Hydig." It Is distributed to farms in a 300 square mile
area around the plant. The treated sludge becomes a fertilizer rich in humus, nitro-
gen, and phosphate, and it has some potassium. Instructions are provided with the
product which emphasize the possible toxicity of heavy metals contained in it. It
contains 60.1% of organic and volatile matter, 39.9% mineral matter, 7.84% total ni-
trogen, and 5.13% phosphorus. Metal content averages 0.0032% for cadmium, 0.0117%
for nickel, 0.0392% for chromium, 0.1337% for zinc, and 0.0437% for lead. Various
controls are used for the distributed sludge. Each field at every farm is recorded
and every dressing and quantity delivered is noted. Soil samples are analyzed before
each dressing and sludge is sampled daily from the delivery tanker.
*Sludge disposal, *Fertilizer, Humus, Nitrogen, Phosphate, Soils, Metals, Trace
metals, Organic matter, Soil disposal fields, Waste disposal, Waste water treatment
"Hydig", Liquid fertilizer
643
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J087
WATERSHED ORGANIZATIONS —IMPACT ON WATER QUALITY MANAGEMENT:
AN ANALYSIS OF SELECTED MICHIGAN WATERSHED COUNCILS,
Hood, E. J.
Dissertation Abstracts International B, Vol. 37, No. 9, p 4379-4380, March, 1977.
A case study approach was used to examine the effectiveness of Michigan watershed
councils in watershed management and water quality control. The study was designed to
reveal problems and make recommendations for more effective activities. It was re-
vealed that effective water quality management planning was limited to advisory, plan-
ning and information-educational functions. Effectiveness of the councils depended on
variations in enabling legislation; character of the watershed (urban or rural); level
and type of participating membership; continuity in leadership; executive committee
direction and perception; ability to seek financial and other aids from other groups;
level of communication with constituents, state government, and other councils; and on
whether the approach taken was a service or an issue approach. The weaknesses found
were primarily due to statutory deficiencies, and to structural and operational dif-
ficulties of internal organization, orientation, and approach. These were not uniform
but varied among the councils in type and degree. Recommendations were suggested to
alleviate the problems associated with the above factors.
*Watershed management, *Evaluation, *Watersheds (basins), Rural areas, Urban areas,
Legislation, Environmental control, Water quality control, Planning, Water management
(applied)
Michigan
JOSS
THE DEVELOPMENT OF COSTS RECOVERY SCHEME: SUGGESTED APPROACHES
FOR MUNICIPAL OR REGIONAL WASTE WATER TREATMENT PLANTS,
Thomopulos, A. A.
Dissertation Abstracts International B, Vol. 37, No. 8, p 3847, February, 1977.
An approach to costs recovery for financing waste water treatment plants was developed
using some guidelines of the 1972 Federal Water Pollution Control Act Amendments. The
study was based on an examination of existing cost allocation and user charge methods
for waste water treatment. A charge method based on treatment costs provides a readily
understandable basis for levying charges without punitive implications. The identifica-
tion of recoverable costs is difficult with current methods and, in most cases, the
costs of future expansion are not considered. The concept of costs recovery from in-
dustrial waste dischargers only contradicts the principle of distributing cost amongst
all dischargers. The costs to be recovered should appreciably exceed the costs of
borrowed money in order to avoid future borrowing. Recoverable costs should include
total capital and interest costs, as well as the operation, maintenance, and replace-
ment costs of present facilities. An incremental scheme will allow for a proportional
increase in annual recoverable costs as users and waste water flows increase over time.
*Cost repayment, *Cost allocation, Reimbursable costs, Non-reimbursable costs,
Capital costs, Operating costs, Maintenance costs, Replacement costs, Interest rates,
Annual costs, Treatment facilities, Use rates, Water rates
Cost recovery
644
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J089
SOME REFLECTIONS OF A SEWAGE WORKS MANAGER,
Batters, W.
The Public Health Engineer, Vol. 5, No. 2, p 51, March, 1977.
Observations on sewage treatment at the Coleshill Works, Birmingham, England, were made
by its manager. Communication between designers and operators of sewage treatment
facilities was a prime concern. The difficulties in reacting to flow variations and in
synchronizing treatment processes were considered. It was suggested that sampling should
be followed through on a time basis, and not as a sequence of numbers or sampling points.
The air supply to aeration tanks should be regulated based on the influent flow to and
the sedimented effluent strength of the aeration tanks. It was also suggested that
tank performance should not be gauged totally by the meters, and that experience was
the best basis for creating a proper atmosphere for biological activity. Heated sludge
digestion should be considered because it utilizes anaerobic bacteria and provides a
reliable gas source for power generation, if kept under control. Chemical treatment was
considered, but it has the drawback of making treatment costs dependent upon material
costs rather than on plant and operator efficiency. Fear was expressed that inflation
and the scarcity of chemical supplies would create a crisis similar to that in the oil
industry.
*Treatment facilities, *0perations, *Maintenance, *Monitoring, Equipment, Design
criteria, Activated sludge, Flow, Aeration, Anaerobic bacteria, Sludge digestion,
Chemical treatment, Biological treatment, Performance, Costs, Waste water treatment
Coleshill Works (Birmingham, England)
J090
WASTE WATER PLANTS USE LESS INSTRUMENTATION THAN RELATED INDUSTRIES,
Molvar, A. E., Roesler, J. F., Wise, R. H., and Babcock, R. H.
Raytheon Company,
Portsmouth, Rhode Island.
Water and Wastes Engineering, Vol. 14, No. 4, p 58, 60-61, April, 1977. 2 fig, 1 tab.
Waste water treatment plants were found to use less instruments and automatic controls
than related water supply and chemical processing plants. The average secondary plant
allocates about 3% of construction costs for installed instruments, although related
industries allocate from 6 to 8% for this purpose. About 2% was allotted for remote
satellite, wet-weather treatment plants. Only central, computerized, storm water-
routing and in-line storage systems had an apparently adequate number of instruments
and automatic controls. Reasons for this included the lack of a profit motive to pro-
duce high quality effluent; no legal penalties for low quality effluent and poor en-
forcement of effluent standards and guidelines; lack of commercially available, reliable
instruments for process parameter measurement; oversized plant capacity that allows for
less controlled operations; and a lack of familiarity with instrumentation practices and
needs. Unreliable sensors were a major problem. They created more maintenance problems
than their industrial counterparts. Successful controls were used for automatic liquid-
level, liquid-flow rate, and air-flow rate control. Systems for controlling chemical
addition, residual chlorine feedback, and digester temperature worked well. Computers
were used for data aquisition in 20% of the facilities studied; only two facilities had
process control computers. Storm water control with computer supervision was seen in
three facilities. Research on and the development of reliable instruments was highly
recommended.
*Treattnent facilities, *Automation, *Instrumentation, Costs, Equipment, Automatic
control, Operations, Maintenance, Water quality standards, Measurement, Computers,
Waste water treatment
6'15
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J091
FINANCING: THERE MUST BE A BETTER WAY,
Lubetkin, S. A.
Passaic Valley Sewerage Commissioners,
Newark, New Jersey.
Water and Wastes Engineering, Vol. 14, No. 4, p 80, 82, 85, April, 1977.
Ideas were presented for better financing arrangements by the government for the con-
struction of waste water systems. An Environmental Financing Authority was created in
1972 when P.L. 92-500 was enacted. Rates were very high and borrowing was low or non-
existent. When money was "tight" and the New York City crisis made municipal borrowing
difficult, legislation was enacted which granted agencies the right to borrow from the
Federal Financing Bank when they could not fund their share of eligible grants. The
Bank coordinated loan programs with the government's economic and fiscal policies to
reduce the costs of federally assisted borrowing. The EPA was required to guarantee
payment to the FFB. Rates were the prime issue of discussion. Recommendations were
suggested which would tie rate charges to the status of Treasury Securities, the Moody
ratings of municipalities, and Standard and Poor ratings. It was also stated that the
arrangement of temporary financing should not make a borrower ineligible for Federal
loans 0
*Financing, legislation, Loans, Government finance, Interest, Costs, Bond issues,
Credit, Grants, Treatment facilities, Waste water treatment
Federal Financing Bank, Municipal bonds
J092
APPRAISAL OF AREAWIDE WASTE WATER PLANNING,
Shubinskl, R. P., and Fitch, W. N.
Water Resources Engineers, Incorporated,
Springfield, Virginia.
Journal of the Water Resources Planning and Management Division-ASCE, Vol. 103,
No. WR1, p 63-72, May, 1977. 2 fig.
Basic water and planning demands created by P.L. 92-500 were discussed. Three areas
were provided for: basin planning (Section 308), facilities planning (Section 201), and
area-wide planning (Section 208). This study concerns area-wide planning which has
multiple purposes. Municipal and industrial treatment needs, including storm runoff
systems can be identified, and construction priorities can be developed. Regulatory
programs can be established and the responsible agencies can be identified, along with
the requirements for implementation. Plans and controls for agricultural and forestry
nonpoint pollution sources, for mining-related sources, construction-related sources,
and for saltwater intrusion can be identified, and residuals and land and subsurface
dispositions can be controlled. Carrying out the planning process has encountered some
difficulties which have altered the actual sequence of planning from that of the
enabling legislation. The goals which were set for 1977, 1983, and 1985 require sharp
departures from past attitudes and vast advances in technology. Technical limitations
include an insufficient data base, inadequate analytical techniques, shortages of
qualified manpower, and a restricted understanding of side effects. Management limita-
tions center on the identification of public goals, jurisdictional conflicts, cost
distribution equity, and problems of present institutional structures and the distri-
bution of new powers. The program was judged quite valuable, with all the various con-
flicts and problems, in advancing water quality planning and may be viewed as a valid
approach,
'"Planning, *Water resources, "''Legislation, *Coordination, Water resources development,
Water quality control, Water quality standards, Institutional constraints, Administra-
tion, Long-term planning, Pollutant identification, Regulation, Construction, Analysis,
Data collection, Construction, Waste water treatment, Costs, Project planning
P.L. 92-500 (Section 208), Environmental Protection Agency
646
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J093
WASTE WATER RECLAMATION IN ST. CROIX,
Euros, 0. K.
Black, Crow and Eidsness,
Gainesville, Florida.
Journal Water Pollution Control Federation, Vol. 49, No. 3, p 429-435, March, 1977.
5 fig, 2 tab, 3 ref.
A report was presented on waste water reclamation in St. Croix, U. S. Virgin Islands.
The advent of tourism and industrial and economic development has greatly increased
water demand on the island while depleting groundwater supplies. Various water reuse
schemes have been investigated. Groundwater recharge received much attention in pre-
venting deterioration of well field and augmenting water supplies. Interceptors and
pumping stations are being constructed to deliver waste water to a central treatment
plant. The quality, quantity, and movement of surface and groundwaters were studied
intensely to determine placement of these facilities for the best advantage. The recla-
mation plant is a completely mixed, activated sludge plant with aeration tanks, clari-
fiers, solids removal by coagulation and flocculation with aluminum sulfate, filtration,
and chlorination. Artificial recharge began in 1974 and studies indicated that expan-
sion of the program was economical and technically feasible. The program is expensive,
but much cheaper than the desalination programs which were tried.
*Groundwater recharge, *Groundwater resources, *Water reuse, Artificial recharge,
Groundwater availability, Sewers, Water use, Water conservation, Treatment facilities,
Desalination
St. Croix (U. S. Virgin Islands)
J094
COST OF HIGH QUALITY WASTE WATER TREATMENT FOR REUSE,
Anand, A. S., Albertson, 0. E., and Fox, R. D.
Effluent and Water Treatment Journal, Vol. 17, No. 2, p 67-73, February, 1977.
9 fig, 4 tab, 14 ref.
A study was conducted to determine the cost of waste water treatment as a function of
plant size, waste characteristics, and degree of treatment. The analysis was based on
flow sheet combinations of the following factors: three plant sizes, two waste water
strengths, and three levels of effluent quality. Cost analysis included construction
costs, operational costs, equipment costs, and chemical costs. The relative costs of
primary, secondary, and tertiary treatment processes were given, as were costs for
dewatering and disposal methods.
*Costs, *Water reuse, Waste water treatment, Design criteria, Water quality,
Treatment facilities, Filtration, Activated carbon, Tertiary treatment, Industrial
wastes, Water quality control
647
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J095
COMPOSTING—AN APPROACH TO USING SEWAGE WASTE,
Heaman, J. D.
Bird and Hale Limited,
Toronto, Ontario, Canada.
Compost Science, Vol. 18, No. 1, p 28-29, January-February, 1977.
Composting was considered as a means of using sewage wastes. The City of Windsor,
Canada, has contracted with a composting firm to process sludge produced from treatment
plants. Water is first removed until there is approximately 30% solids. The sludge is
mixed with sawdust, inoculated with starting material, and the blend may then be oxidized
to produce a stable humus. The sludge/sawdust ratio is about 80:20 by weight. Bacter-
ial action begins at this point; the mixture is turned to prevent anaerobic conditions.
After three months of this treatment, the compost is suitable for farm use. Care must
be taken to provide an environment which allows the biochemical processes to continue.
Temperatures of nearly 165 F destroy pathogenic bacteria and other unwanted materials.
The product is odor-free, non-hazardous to health, and sterile. It is marketed in 10,
25, 50, and 80-pound bags. Blends are marketed as a potting soil, a mixture to improve
aeration, and a greenhouse aid. They are also used to improve plant growth and soil
fertility. The method is applicable to any waste matter with a substantial organic
character for stabilization.
*Sludge disposal, *Fertilizers, Sludge digestion, Dewatering, Bacteria, Biological
treatment, Temperature, Equipment, Anaerobic conditions, Storage, Organic compounds,
Oxidation, Odor, Public health, Nutrients, Nitrogen, Phosphorus, Waste disposal
Composting
J096
SURVEY PREDICTS 33 PERCENT MUNICIPAL COMPLIANCE WITH
1977 DEADLINE,
Hadeed, S. J.
Journal Water Pollution Control Federation, Vol. 49, No. 3, p 360-362, March, 1977.
1 fig, 2 tab.
A survey was undertaken to determine the number of municipal treatment facilities which
would meet the secondary treatment requirements of Public Law 92-500 by the 1977 dead-
line. It was indicated that only 33% of the municipal facilities would be able to
comply with the standards, as compared to a nearly 90% industrial compliance. A re-
gional analysis of 12,806 facilities found only 4,244 which are either providing this
level of treatment or are capable of meeting the deadline. Parameters of the analysis
were facilities, sewered flow, and population served which would have the secondary
treatment by the deadline date. In order to provide some impetus without penalty, the
EPA will Issue Enforcement Compliance Schedule Letters which will forego penalties if
certain goals are met by specified dates. However, no extension would last beyond 24
months after the deadline. Municipal dischargers will have to document their need for
extensions and provide schemes for compliance within the shortest possible time.
Congress is considering legislation to cope with this problem.
*Treatment facilities, *Cities, *Water quality standards, Environmental sanitation,
Municipal wastes, Water purification, Pollution abatement, Regional analysis, Sewage
effluents, Law enforcement, Waste water treatment
Public law 92-500
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J097
1976 NEEDS SURVEY MARKEDLY LOWER,
Kendrick, P. J.
Journal Water Pollution Control Federation, Vol. 49, No. 3, p 365-368, March, 1977.
2 tab.
The EPA released its 1976 Needs Survey in February, 1977. Contained in this report
was an estimate that $96 billion would be needed to build facilities in Categories I to
V which would meet 1983 municipal effluent standards of the 1972 Federal Water Pollution
Control Act. This is $55 billion lower than the 1974 estimate and reflects improved
estimation processes. Costs for storm water pollution control were not included. This
would add another $54 billion. Other reasons for this difference in estimates include:
varied assumptions and less structured methodology in 1974, improved guidance procedures
in 1976, more accurate 1976 estimates, completion of infiltration/inflow studies, the
elimination of needs for controls of infiltration/inflow pollution into combined sewers,
the elimination of non-documented state costs, more accurate reporting techniques, and
reductions in sewer construction cost estimates for completed work. Independent surveys
were conducted in some categories and a section on backlog costs was included. The
1978 survey will include further revisions.
*Treatment facilities, *Federal Water Pollution Control Act, *Water quality standards,
Regional analysis, Construction, Municipal wastes, Cities, Law enforcement, Water
purification, Costs, Waste water treatment
J098
SOIL TESTING FOR SLUDGE DISPOSAL,
Compost Science, Vol. 18, No. 1, p 16-17, January-February, 1977.
Graduate and undergraduate students at the Penn State School of Agronomy are investi-
gating sludge disposal for agricultural use. Soil testing is part of their research.
The method developed uses an ideal solution of macro elements in combination with a
soil sample. The solution adds to the soil or adsorbs from it the basic elements needed
for plant growth; excesses or deficiencies of these elements can be pinpointed by exam-
ination of the solution after it interacts with the soil. The type and amount of
fertilizer needed to promote optimum growth can be determined, as can the presence of
heavy metals in sludge fertilizer. Monitoring the use of sludge as compost will be
much easier with these test methods.
*Sludge disposal, *Soil tests, Heavy metals, Fertilizers, Soil properties, Monitoring,
Ultimate disposal, Soil disposal fields, Soil analysis, Waste water treatment
649
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J099
NEOPLASTIC AND POSSIBLY RELATED SKIN LESIONS IN NEOTENIC
TIGER SALAMANDERS FROM A SEWAGE LAGOON,
Rose, F. L., and Harshbarger, J. C.
Texas Tech University,
Lubbock,
Department of Biological Sciences.
Science, Vol. 196, No. 4287, p 315-317, April, 1977. 1 fig, 8 ref.
Neoplastic and other skin lesions were studied in neotenic tiger salamanders growing
in a lagoon with high concentrations of secondary domestic sewage. Thirty to fifty
percent of a 28,000 population developed skin lesions of which 84% were neoplasms. Sal-
amanders in uncontaminated area lagoons developed normally with no neoplasms. Non-
neoplastic lesions found were ascites, serous cysts, and epidermal inclusion cysts.
Ascites were common to both test populations. The neoplastic lesions developed from
skin epithelium, dermal fibroblasts, or dermal melanocytes. Water analyses were nega-
tive for 14 nitrosamines, but sediment analyses revealed 300 ppm of perylene, from jet
fuel, and trace amounts of benzpyrene. Perylene has caused low tumorigenic activity
in mice when combined with other polycyclic aromatic hydrocarbons. Tests should be
conducted to determine its effects on salamanders. Metamorphic failure was determined
to be a factor in tumorigenesis. Tiger salamanders were considered to be sensitive
indicators for certain environmental carcinogens and could possibly monitor sewage ponds.
Other vertebrate and invertebrate larval forms could be developed for such purposes by
hormonally prolonging the length of the immature stages.
*Cytological studies, *Salamanders, *Growth stages, *Lagoons, *Monitoring, Water
pollution effects, Chemical reactions, Biochemistry, Diseases, Water pollution,
Waste water treatment, Settling basins
Neoplasms, Carcinogens, Tiger salamanders, Skin lesions
J100
MAKE MONEY BY COMPUTER,
Watkins, E., and Burger, J.
The American City and County, Vol. 92, No. 4, p 57-58, April, 1977.
Computerization was the solution to sewage collection problems created by the merger
of Eau Gallie and Melbourne, Florida. Difficulties included meeting EPA regulations,
conveying sewage in a level terrain to two treatment plants, and monitoring sealed
overflow pipes on lift station wet wells. The computer used remote terminals at lift
stations and distant treatment plants, and telemetric reports on operational and emer-
gency conditions. Lift station terminals monitor water levels and control pump acti-
vity. Power failures and maintenance operations are also monitored. Infiltration/
inflow data are collected to aid evaluation of future expansion needs. Operation and
maintenance costs have been reduced and rate increases have been avoided by the in-
stallation of this system. A computerized billing system also reduced cost and billing
errors.
*Computers, *Costs, ^Monitoring, Operating costs, Maintenance costs, Evaluation,
Equipment, Cities, Water districts, Water quality control, Treatment facilities,
Water rates, Waste water treatment
Melbourne (FL)
650
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J101
CONTROL OF NON-POINT SOURCES OF WATER POLLUTION WITHIN AN
ECOLOGICAL FRAMEWORK: THE CASE OF THE TRI-COUNTY REGION,
MICHIGAN,
Nortey, P. A.
Dissertation Abstracts International B, Vol. 37, No. 9, p 4380-4381, March, 1977.
A study was conducted on the control of non-point water pollution sources within an
ecological framework. A second objective was the evaluation of institutions and in-
stitutional planning arrangements for pollution control under Section 208 of the 1972
amendments to the Federal Water Pollution Control Act. Four principles were derived
from a conceptual ecosystems model, which involved regional considerations, environ-
mental quality, carrying capacities and tolerances, and sound management practices.
The Tri-County Region of Michigan was the study area chosen. The Tri-County Planning
Commission's approach was judged to be basically sound. It was suggested that the
Commission be made coordinator of all citizen participation activities relative to
water pollution. Ecosystem relationships were suggested as a basis for the identifi-
cation of water pollution control strategies. A close functional relationship was
recommended between the planning agency and the implementing agency. Further investi-
gation is necessary to identify the best combination of incentives for public adoption
of compatible water management practices. The Section 208 program was judged to be an
effective means of solving Tri-County water pollution problems and aiding better land
use and economic community growth. Continuance and improvement of the program was seen
as the major challenge.
*Water pollution control, *Water pollution sources, Public health, Ecosystems, Model
studies, Legislation, Planning, Water quality control, Environmental control,
Administration
Water Pollution Control Act Amendments (1972)
J102
PLANASA—A NATIONAL PLAN FOR WATER SUPPLY AND SEWERAGE IN
BRAZIL,
Klumb, A.
Banco Nacional da Habitacao,
Rio de Janeiro, Brazil.
Journal of the American Water Works Association, Vol. 69, No. 4, p 186-187, April, 1977.
PLANASA (Brazilian National Sanitation Plan) was developed to mobilize national re-
sources in the quickest time possible for the economical provision of basic sanitation
to all Brazilian urban areas. All federal agencies involved with social development
have been directed to support the effort. The United States and the Pan American
Health Organization are making technical assistance available. The plan calls for a
rate structure consistent with the consumer's ability to pay and reduction of opera-
tional costs by economies of scale to create a permanent balance between revenues and
expenditures. A target date of 1980 has been set for the provision of drinking water
to more than 80% of the urban population and for adequate sewerage facilities in major
metropolitan regions. At the same time, simpler and more basic services are to be
provided for towns and villages of lesser size. Meeting these goals will require a
vast improvement of water qualtiy for three-fourths of the municipalities and the ex-
pansion and construction of sewage systems. Pooling of resources on a national and
state basis will be necessary, as will the training of qualified personnel and the
strengthening of sanitation authorities. Means for the development and transfer of
technology for the provision of the best possible systems must be devised. The major
problem of the future will be to provide an impetus for the population to connect to
the systems after their completion.
*Planning, *Sanitary engineering, *Water supply development, *Sewerage, Public health,
Water quality, Sewage treatment, Waste disposal, Construction, Economics, Research
and development, Costs, Urban areas, Rural areas, Governments, Foreign countries
Brazilian National Sanitation Plan (PLANASA), Brazil
651
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J103
HEALTH CONSIDERATIONS IN USE OF TERTIARY EFFLUENTS,
Cooper, R. C.
California University,
Berkeley,
Department of Biomedical and Environmental
Health Sciences.
Journal of the Environmental Engineering Division-ASCE, Vol. 103, No. EE1, p 37-47,
February, 1977. 2 tab, 45 ref.
Hazards to human health which might result from the reuse of highly treated waste
effluents have two major sources, biological agents and chemical agents. These bio-
logical agents may be bacterial, viral, or parasitical in nature. Salmonella and
Shigella are the most important enteric pathogenic bacteria encountered. Entero-
viruses, adenoviruses, reoviruses, and the agent of infectious hepatitis are poten-
tially the most important viruses involved. Many intestinal parasites are associated
with waste water but the incidence of their occurrence is not well established. In-
organic or organic chemical agents may be either acutely or chronically toxic to pop-
ulations. The analysis of chemical agents is more difficult, and they arise from a
wider range of sources than biological agents. They are both natural and man-made.
Another problem is the uncertainty concerning the fate of chemicals in water, which
depends upon their stability and their biotransformation to more toxic forms. Other
concerns involve the effects of water hardness and the impact of trace organics. De-
velopments in analysis, epidemiologic studies, and treatment must become more defini-
tive before extensive waste water reuse can be applied with guarantees of health safety.
*Water reuse, *Public health, Toxicity, Bacteria, Viruses, Animal parasites, Chemical
wastes, Inorganic compounds, Organic compounds, Tertiary treatment, Waste x
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J105
SOUTH BEND'S INDUSTRIAL SURVEILLANCE WASTE WATER MONITORING
PROGRAM,
Jeter, J. M., and Liggett, R. S.
Bureau of Waste Water,
South Bend, Indiana.
Water and Sewage Works, Vol. 124, No. 5, p 74-80, May, 1977. 6 fig, 2 tab, 10 ref.
The South Bend, Indiana, program for industrial surveillance and waste water monitoring
was examined. The program consisted of industrial waste water characterization and
treatment facility monitoring. Its objective was to develop a suitable management
program. Program personnel and equipment requirements were discussed. A chemist and
two technicians were employed full-time, with another chemist and technician available
as needed. Automated sampling units, analytical equipment and glassware, as well as
a vehicle and traffic equipment were requisitioned as essentials. The quality and quan-
tity of industrial effluents were monitored. Treatment facilities were monitored to
determine the impact of the added industrial loads on performance. Evaluation criteria
for treatment plants were pH, suspended solids, BODS, COD, phosphate-phosphorus, fecal
and total coliforms, and metals. Water quality parameters for river monitoring were
pH, BOD5, COD, DO, phosphate-phosphorus, temperature, fecal coliform, total metals,
total cyanides, oil, and greases. The city has expanded its analytical capabilities.
Carbon rod atomization and atomic absorption techniques were being refined to increase
sensitivity for certain total metal parameters. Phenolics determination and oil finger-
printing by gas chromatography were also being developed. Various required reporting
procedures were described.
*Monitoring, *Industrial wastes, Water pollution sources, Regulation, Legislation,
Water quality standards, Personnel, Cities, Treatment facilities, Equipment, Analysis,
Waste water treatment
South Bend (IN)
J106
CONSTRUCTION MANAGEMENT FOR WASTE WATER TREATMENT PLANTS,
Strang, W.
CM Associates, Incorporated,
Houston, Texas.
Public Works, Vol. 108, No. 5, p 82-84, May, 1977. 2 fig.
The construction management approach was applied to waste water treatment facilities.
This approach was found to alleviate several problems of past decision making processes.
Problems such as selecting designers and subcontractors, procuring equipment, and fund-
ing cost overruns, can be more efficiently handled. Under this management process, a
construction manager and designer are hired at about the same time. The manager does
cost estimation, cost consulting, and scheduling in the early stages. He provides con-
tract management, field supervision, and scheduling during construction. Fast-tracking
may then be used for permit bidding and for some construction before the later phases
are completely designed. This considerably reduces construction time. The approach
facilitates communications between users and subcontractors. Cost reductions can be
achieved through bid selection by the owner rather than by a general contractor. Direct
negotiations between the manager and the lowest bidder may result in additional savings.
General managers, who would include allowances for contingencies in their bids, are
avoided. The owner, however, accepts the responsibility for risks. There is also the
liability of extending funds, as a result of fast-tracking, before a final cost is
known. Construction management has so far been applied mainly for schools and health
facilities. While general contractors or designers may be hired as construction mana-
gers, there are some organizations which will provide this management as their sole
function.
Construction, *Treatment facilities, *Management, Decision making, Personnel,
Structural engineering, Design, Equipment, Contract administration, Costs
Construction management
653
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J107
IMPACT OF MUNICIPAL WATER AND SEWAGE CHARGES ON INDUSTRY,
Schaffer, R. J., Jr., and Plckard, B. L.
Packard and Anderson Engineers,
Auburn, New York.
Water and Sewage Works, Reference Issue, p 107-109, April, 1977. 4 tab.
The economics of municipal waste water treatment can be staggering. One aspect of the
issue is that of charges to industrial users of the systems. Increased costs for power,
labor, and chemicals, in addition to federal stipulations for cost appropriation, have
increased the financial responsibility of industrial customers. Minimizing such costs
would necessitate a detailed analysis of water uses and waste water generation by each
facility. Determination of the best means to monitor the strengths and quantity of
waste water disposed to municipal systems would follow. Pretreatment of specific wastes
or separate waste water treatment facilities may be justified. Alternate solutions in-
clude water metering by uses to separate water used and disposed to the system from
that used and disposed by other means. The total flow of municipal water used and that
of waste water discharged to sewers could be metered. Fixed charges could be negotiated,
based on accurate flow data. These choices involve several considerations. The type of
metering device chosen would depend on the selected solution. Reduction of municipal
water usage and the development of a private additional water source should be investi-
gated. Industries should not overlook the possibility of reducing waste water flows
to municipal sewers. A case study proved that even a small plant could benefit from
improvements and recover costs.
*Water costs, *Cost allocation, Water policy, Water rates, Water consumption (except
consumptive use), Water resources, Waste treatment, Industrial water, Industrial wastes,
Water users, Waste water treatment, Municipal water, Waste water treatment
J108
PRODUCTIVITY OF CIARIAS BATRACHUS IN THE SEWAGE FERTILIZED
FISH PONDS,
Krishnamoorthi, K. P., Abdulappa, M. K., and
Rap, A. V. J.
National Environmental Engineering Research
Institute,
Nagpur, India.
Indian Journal of Environmental Health, Vol. 18, No. 4, p 292-298, October, 1976.
6 fig, 5 ref.
Two fish ponds, fertilized with stabilization pond effluent, were stocked with Clarias
batrachus to reduce fishkill from seasonal algal blooming. A study was conducted to
determine C. batrachus growth, as well as related chemical and biological parameters.
Over a two-year period the fish ponds were compared to a control pond and the stabili-
zation pond. Pond temperatures were 20-30 C, and pH ranged from 7 to 9.5. Observed
pH fluctuations resulted from high photosynthetic activity and community respiration.
C. batrachus were able to survive extreme environmental conditions and ammonia toxicity
created at high pH values. The BOD, nitrogen, and phosphate ratio was 60:30:4 indi-
cating excessive nitrogen and adequate phosphate concentrations to support a blooming
proportion of algae. Indian catfish culture is quite young and there is no regular
source of supply. It was concluded that large-scale catfish culture in ponds and
swamps receiving sullage, sewage and treatment plant effluent could enhance the pro-
duction of catfish as a food source.
*Fish management, *Catfishes, *Sewage effluents, Fishkill, Algae, Oxidation lagoons,
Fish stocking, Fish populations, Fish farming, Carp
654
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J109
STUDY ON ECONOMIC AND POLICY INSTRUMENTS FOR WATER MANAGEMENT.
WATER MANAGEMENT IN JAPAN,
1976. 49 p, 26 append. Technical Report of the Organization for Economic Co-
operation and Development (Paris).
This report deals with Japanese water management programs. No comprehensive system
of water management has been developed in Japan. The nation's water management efforts
have resulted from the requirements of various water supply, water pollution control,
and waste treatment laws and from the regulation of surface water usage. Such laws
include the River Law, the Water Pollution Law, and the Sewerage Law. Many laws re-
garding industrial regulation have also been influential. Institutional structures
of these programs are bi-level. Nationwide administration is the responsibility of
the Ministry of Construction. Prefectural Governors are empowered to determine pre-
fectural standards for effluent and area environmental quality and to control water
areas under their jurisdiction. Physical data on Japanese water resources and the
economics of financing management programs are reviewed.
*Water management (applied), *Administration, *Legislation, *Water pollution control,
Water policy, Water supply development, Industrial wastes, Municipal wastes,
Project planning, Water resources, Waste water treatment, Financing
Japan
J110
STUDY ON ECONOMIC AND POLICY INSTRUMENTS FOR WATER MANAGEMENT.
WATER MANAGEMENT IN FINLAND,
1976. 34 p, 3 append. Technical Report of the Organization for Economic Co-operation
and Development (Paris).
An overview of the Finnish water management program is presented. The system has been
based on a regulatory approach. The 1961 Water Act applies to all water functions
except ownership. The administrative network Is composed of the National Water Board,
the Water Court, thirteen Water Districts, and three hundred Municipal Water Boards.
A licensing program governs water discharge and withdrawal. The Water Court, the only
source of licenses, is the technical inspection branch of the management program. Its
main purpose is the integration of water management by different functions. It also
encompasses water protection, water main and sewerage expansion, expansion of recrea-
tional water uses, and water and water use supervision. Water districts have the re-
sponsibility of inspecting and measuring waterway flow rates and quality, inspecting
local communities, and offering planning assistance. Municipal Water Boards, indepen-
dent of national authorities, are empowered to grant licenses for small local operations
and to settle simple disputes. Several sources are available for financing water man-
agement programs. Loans from the state Post Office Savings' Bank are provided for
water supply and sewer systems. Water pollution control subsidies have been set aside
for community assistance. The state also operates several water pollution facilities
of its own. Investment loans available from the state can be applied to industrial
programs. Municipalities have been able to collect sewer connection and operation
charges since 1974. Their effects have not been evaluated.
*Water management (applied), *Administration, *Legislation, *Regulation, *Water
policy, Water pollution control, Financing, Project planning, Water resources,
Industrial wastes, Municipal wastes
Finland
655
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Jill
STUDY ON ECONOMIC AND POLICY INSTRUMENTS FOR WATER MANAGEMENT.
WATER MANAGEMENT IN THE UNITED STATES,
1976. 127 p, 17 fig, 27 tab, 15 ref. Technical Report of the Organization for
Economic Co-operation and Development (Paris).
Water management in the United States is handled by hundreds of organizations. No
defined form, channel of communication, or co-ordination has been established. Federal
participation has resulted from various legislative imperatives such as the Water Re-
sources Planning Act of 1965, the Clean Waters Restoration Act of 1966, the 1961
Federal Water Pollution Control Acts, and the 1972 Federal Water Pollution Control Act
Amendments. This legislation has established institutions such as the Water Resources
Council and the state-federal River Basin Commissions. In other instances, federal
agencies have been given control or influence over water quality standards, pollution
control, and waste treatment facilities. Among these agencies are the EPA, Army Corps
of Engineers, and the Bureau of Reclamation. The states have their own version of
several of these federal laws and agencies. Interstate regional commissions or agen-
cies also play an important part in the planning process. Federal standards have been
used as guidelines for the establishment of state standards. Since most water projects
require partial or total federal funding, there is an economic impetus for state and
local authorities, as well as industrial establishments, to comply with federal guide-
lines or standards. Industrial compliance can be controlled by fines for polluters.
On an international level, the United States participates in joint commissions with
Canada and Mexico.
*Water management (applied), ^Administration, legislation, '^Regulation, *Water
policy, Water pollution control, Water quality standards, Project planning, Water
resources, Financing, Industrial wastes, Municipal wastes, Sewage treatment, United
States
J112
STUDY ON ECONOMIC AND POLICY INSTRUMENTS FOR WATER MANAGEMENT.
WATER MANAGEMENT IN THE UNITED KINGDOM,
1976. 41 p, 3 fig, 3 tab, 16 ref. Technical Report of the Organization for Economic
Co-operation and Development (Paris).
Water management in England, Wales, and Scotland is reviewed. Scottish organization
and practices often vary from those of England and Wales. The English and Welsh sys-
tem was reorganized in 1974 to consolidate administrative and control practices. Nine
English Water Authorities and the Welsh National Water Authority were formed. These
agencies have separate divisions responsible for water resources conservation and
development, sewerage, sewage disposal, and pollution control. Other structures of
this program include the Water Research Centre, National Water Council, Water Space
Amenity Commission, Central Water Planning Unit, and Water Data Unit. Scotland has
developed nine regional and three island water councils. Seven river purification
boards handle water pollution matters. Abstraction of surface or ground water in
England and Wales is licensed, but there is no such provision under the Scottish sys-
tem. English and Welsh financing results from water charges levied on licensed ab-
stractors; payments from municipal, individual, and industrial sewer usage; and govern-
ment supports. Scottish operations are funded from government grants, metered sup-
plies, and domestic or industrial water rate charges. Nearly 100% of the total popu-
lation is supplied with piped water and about 80% of English and Welsh populations are
connected to public sewer systems. Data are supplied on the progress of the application
of water and waste effluent standards.
*Water management (applied), *Administration, *Legislation, ^Regulation, *Water
policy, Water pollution control, Financing, Water rates, Water quality standards,
Water resources, Industrial wastes, Municipal wastes, Sewage treatment
England, Wales, Scotland
656
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J113
CROSS CANADA REPORT,
Overmen!, M.
Water and Pollution Control, Vol. 115, No. 3, p 14-19, 21, March, 1977. 2 fig, 1 tab,
A review was made of the water and sewage activities in Canada, as well as pollution
control efforts. Spending on various programs reached $2.5 billion in 1976 due
to an emphasis on cleanup and prevention. Spending for sewage treatment was as high
as $1.2 billion. The Fisheries Act and the Canadian Waters Act were the basic
enabling legislation for programs in water pollution control. The Ocean Dumping
Control Act and the Environmental Contaminants Act, passed in the 1975-76 fiscal
year, have affected flood control, sewage treatment, ocean dumping, and pollution
control. Various activities in each Province were described with a financial
breakdown for water and sewage treatment.
*Environmental control, *Pollution abatement, *Water pollution control,
*Legislation, Waste treatment, Waste disposal, Costs, Treatment facilities,
Flood control, Economics, Planning, Waste water treatment
Canada
J114
SYNTHETIC AGGREGATES MADE FROM SEWAGE PLANT SLUDGE,
Engineering News-Record, Vol. 199, No. 18, p 13, May, 1977.
A method was devised to produce lightweight synthetic aggregates from sewage sludge
for use in concrete. Ash of incinerated sludge was mixed with crushed shale, water,
and binding materials. This mixture was heated to 2,200 F and molded into 0.4-inch
diameter balls having a porous interior and a nonporous, compact surface layer.
Their specific gravity was 1.2 compared to an average of 1.5 for other synthetic
aggregates. Only laboratory production has been successful, but the size and shape
of the balls could be adjusted for commercial usage.
*Aggregates, *Concrete technology, Sludge disposal, Incineration, Particle size,
Construction materials, Shales, Physical properties, Specific gravity, Waste
disposal, Recycling, Water water treatment
657
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J115
ACTIVITY OF INTESTINAL ARYL HYDROCARBON HYDROXYLASE IN
GUINEA PIGS FED HIGH ELEMENT CONTAINING SLUDGE-GROWN CABBAGE,
Stoewsand, G. S., Babish, J. G., and Lisk, D. J.
Institute of Food Science,
Geneva, New York.
Federation Proceedings, Federation of American Societies for Experimental Biology,
Vol. 36, No. 3, p 4626, March, 1977.
The high levels of heavy metals present in municipal sewage sludge and industrial
wastes represent a barrier to agricultural application of these products. A study
was performed to examine the potential toxic effects of this application by feeding
young male guinea pigs for 100 days on a diet, of which 45% was cabbage grown in
municipal sewage sludge. This sludge-grown cabbage contained Al, As, Ba, Cd, Cr, Co,
Cu, F,u, Na, Mo, Sr, Th, and Yb at levels 100% more than those in soil-grown cabbage.
No adverse effects were apparent in the animals. The guinea pigs fed sludge-grown
cabbage had a slighcly elevated growth. Aryl hydrocarbon hydroxylase activity in
the test animals was 130% of controls. This finding correlates with increased
enzyme (hepatic and tissue microsomal mixed-function oxidase) levels observed in
prior studies on animals fed high trace-metal, waste-amended diets.
*Heavy metals, *Toxicity, *Enzymes, *Growth rates, *Vegetable crops, Sludge disposal,
Industrial wastes, Municipal wastes, Diets, Waste disposal, Waste water treatment
Aryl hydrocarbon hydroxylase, Sludge-grown cabbage
J116
MANAGEMENT ALTERNATIVES FOR LAND TREATMENT SYSTEMS,
Gulp, G. L., and Hinrichs, D. J.
Culp/Wesner/Culp, Consulting Engineers,
El Dorado Hills, California.
Public Works, Vol. 108, No. 6, p 78-79, June, 1977.
Alternative solutions were suggested for management problems related to land treatment
systems. The problems considered were operation of the irrigation system; planting,
cultivating, and harvesting of crops; and ownership of the land. One method involved
ownership of the land and operation of the irrigated-agriculture project by one agency.
Its main advantage was complete agency control of the treatment and irrigation systems.
Problems included staffing, equipment costs, and maintenance costs. Maximized crop
revenues could offset operating costs. A perennial crop would require less tillage
and save equipment and personnel costs. A solid-set or a center pivot type system re-
quires less labor. The crop should be compatible with local crops to utilize local
knowledge and markets. Agency ownership of the land and contracted farming activities
was another choice. This relieves some equipment and labor costs, but creates problems
of priority. Is waste water treatment or maximization of crop revenues more important?
A compromise solution would be agency ownership and irrigation operation, with only
crop planting and harvesting activities contracted. This provides complete control
of the entire system and avoidance of farm labor and equipment charges. Timing harvest
to maximize crop yield may become a problem. There was also the option of leasing
the lands for irrigation operations. Another prospect was the provision of water to
a farmer or group of farmers who need water and may already possess irrigation equip-
ment. The choice of management approach should depend upon local agency constraints
and concerns.
*Waste water management (applied), irrigation, Waste disposal, Equipment,
Maintenance, Costs, Crops, Administration, Waste water treatment
658
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J117
MULTIFUNCTIONAL APPROACH TO POLLUTION PREVENTION,
Raven, T. W.
Water Pollution Control, Vol. 76, p 222-231, 1977.
The reorganization of the Yorkshire Water Authority, with an emphasis on pollution
prevention, was described. The major concern was to reconcile the Authority's posi-
tion as pollution control overseer with its creation of pollution as a byproduct of
water treatment. Emphasis was placed on making the scientific services multifunctional,
The objective was to combine responsibility for analysis of water; trade effluents to
sewer, surface, and groundwater; treatment facilities; and river samples. This would
effectively eliminate large scientific staffs at individual facilities. Pollution
prevention was divided into the areas of inspection, monitoring, examining waste
treatment planning applications, developing procedures for emergency pollutions, keep-
ing the public informed, and establishing effluent standards.
*Water pollution control, *Water districts, *Administration, Analysis, Inspection,
Monitoring, Planning, Treatment facilities, Standards, Waste water treatment
J118
A NEW APPROACH TO SUBDIVISION PLANNING,
Kumar, I. J., and Eustance, A. W.
Eustance and Horowitz, P. C.,
Circleville, New York.
Public Works, Vol. 108, No. 6, p 75-76, June, 1977. 1 fig.
The town of Waywayanda, New York, developed an approach for planning sewage collection
and treatment for new subdivisions. The objective was to establish a sewage system
which would assure systematic community growth and reduce the future addition of
several small collection systems and treatment facilities to the municipal lines.
Two plans were investigated. One plan would have the developers form a corporation to
build a joint sewerage system which would be financed by them. The town would allow
the formation of a sewer district; control design and construction; and help obtain
rights-of-way. The plan finally chosen called for the town to establish the sewer
district and to design, finance, and build the collection system and treatment plants.
Repayment of municipal bonds would be the responsibility of the developers. Securi-
ties would be accepted from them to guarantee construction, payment of finance costs,
and repayment of bonds. This would be in lieu of a sufficient number of ratables on
the properties. The securities would be held by the town until the bond was paid or
until the latter condition was fulfilled. The first plan could be possibly quicker
and less expensive, but was also riskier for the developers. Less immediate cash out-
lay was required by the second plan, which also offered complete control by one agency
(i.e. the town). The districts formed would be more flexible and more easily expanded.
*Land development, *Planning, *Sewers, Treatment facilities, *Financing, Cities,
Cost sharing, Bond issues, Government finance, Economics, Waste water treatment
Waywayanda (NY)
659
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J119
WASTEWATER MANAGEMENT PROGRAM, JAMAICA BAY, NEW YORK,
VOLUME I: SUMMARY REPORT,
Feuerstein, D. L., and Maddaus, W. 0.
H. F. Ludwig and Associates,
Engineering-Science, Incorporated,
Berkeley, California.
1976. 182 p, 85 fig, 37 tab, 14 ref, 3 append. EPA Technical Report EPA-600/2-76-
222a.
A three—year study was conducted to develop management criteria and procedures for the
Jamaica Bay, New York, ecosystem. Management of combined sewer overflow was important
to water contact recreation in the bay. Four municipal treatment facilities dis-
charged their organic and nutrient materials into the bay. Significant quantities of
solids and conforms resulted from combined sewer overflows. The treatment facilities
were being upgraded for better removals of suspended solids and organic, oxygen-
demanding materials. A construction plan was instituted to build treatment facilities
for the eight major combined sewer overflows to reduce bacterial-densities. Three
facilities were upgraded to full step-aeration processes. An auxiliary plant was
built to treat combined sewer overflows from two basins. Reduction of oxygen-demanding
materials to near natural background levels could be accomplished by routing most of
the dry- and wet-weather treated effluents and combined sewer overflows from the bay
to the New York Bight. The planned upgrading program was expected to produce levels
of these materials which would not be detrimental to the ecosystem. Cost-effectiveness
studies were implemented to determine the most reasonable development of a waste water
management program for the bay.
*Water management (applied), *Water pollution control, *Water quality, ^Combined
sewers, *Treatment facilities, Overflows, Oxygen demand, Suspended solids, Organic
matter, Aeration, Nutrients, Costs, Waste water treatment
Jamaica Bay (NY), New York Bight
J120
TRACE ELEMENTS IN WASTEWATER,
Chang, A. C., and Page, A. L.
California University,
Riverside,
Department of Agricultural Engineering.
California Agriculture, Vol. 31, No. 5, p 32-33, May, 1977. 4 tab.
A study was done on the effects of trace element concentrations on the reuse of waste
water effluents and sewage sludge for agricultural and municipal purposes. Elements
studied included B, Cd, Cr, Cu, Pb, Hg, Ni, and Zn. Most waste effluents could meet
criteria for trace element concentrations established by the National Academy of
Science and National Academy of Engineering Joint Committee in 1972. Because the actual
concentrations of trace elements may vary considerably with the nature of the community,
its related industries, and its treatment system, direct reuse of waste water for
public water supply is not recommended by regulatory agencies at the present time.
Agricultural use of sludge with nominal trace element concentrations has been found to
be not generally detrimental to plants, but it does present a potential danger to
human consumers if accumulation in edible plant tissues is significant. Proper selec-
tion of crop species, soil type, and sludge composition may minimize accumulation of
trace elements in plant tissue. Use of sludge that is unusually high in trace element
concentrations is discouraged.
*Trace elements, *Metals, *Water reuse, Phytotoxicity, Effluents, Waste disposal,
Sludge disposal, Fertilizers, Industrial wastes, Food chains, Waste water treatment
660
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J121
$885 MILLION-PLUS PLAN IS RECOMMENDED FOR BOSTON AREA,
Weiss, M., and Vlttands, J. P.
Water and Wastes Engineering, Vol. 14, No. 6, p 30-34, June, 1977. 2 fig, 1 tab.
A study was done on possibilities for improving municipal waste water treatment capacity
for the Boston Metropolitan Sewerage District. Five concepts for waste water manage-
ment were considered, including various degrees of expansion of service, decentraliza-
tion, and waste water disposal through land application. Capital costs for the various
concepts, with the exception of land application, were approximately equal. After
evaluation of the five plans presented, moderate decentralization was recommended. The
recommended plan includes upgrading existing facilities and constructing two new AWT
satellite plants. Costs will be apportioned among member municipalities.
*Sludge disposal, *Sludge treatment, *Municipal wastes, *Regional development,
Comprehensive planning, Overflow, Feasibility studies, Waste water treatment,
Waste water disposal
Boston (MA)
J122
CAN IRRIGATION WITH MUNICIPAL WASTE WATER CONSERVE ENERGY?,
Roberts, E. B., and Hagan, R. M.
California University,
Davis,
Department of Land, Air, and Water Resources.
California Agriculture, Vol. 31, No. 5, p 45, May, 1977.
The State Water Resources Control Board of California has evaluated energy costs for
the reuse of waste water for agricultural purposes in comparison to costs for alterna-
tive importation of fresh water and ocean dumping of waste water. Since waste water
discharged to the Pacific requires secondary treatment and outfall pumping, while
waste water reused for irrigation of fodder, fiber, and seed crops requires only primary
treatment, reuse instead of ocean disposal would save about 200 KWH in direct energy
requirements. Reuse for pasture irrigation and surface irrigation of food crops also
requires secondary treatment, therefore saving only approximately 50 KWH over ocean
disposal. Waste water used for sprinkler irrigation requires additional coagulation
and filtration, using slightly more energy (10 KWH/AF) than ocean disposal. Energy
savings produced by reuse of waste water, however, are often offset by water quality
and geographic considerations. When additional treatment processes are already indi-
cated, as for a "water quality limited stream segment", reuse of waste water for fodder,
fiber, and seed crops becomes advantageous.
*Water reuse, *Irrigation water, irrigation efficiency, *Energy, *Water costs,
Irrigation practices, Waste disposal, Water sources, Water distribution, Waste water
disposal, Waste water treatment, California
661
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J123
MARYLAND RESEARCH FINDING GUIDELINES FOR SLUDGE USE,
Water and Wastes Engineering, Vol. 14, No. 6, p 42, June, 1977.
Researchers at the University of Maryland have been investigating the use of sewage
sludge as fertilizer for home lawns and food crops. Until now, widespread use of
municipal sewage sludge as fertilizer has been hindered by the possibility that heavy
metals and disease-causing organisms may infiltrate the food chain and adversely af-
fect human populations. A prepared compost mix which is acceptable under federal guide-
lines for nonfood crops has been developed. An examination of the effects of sewage
sludge application on crop yields, soil nutrient status, and soil structure has yielded
favorable results. It was found that soil temperature and pH affect the rate of
uptake by plants of heavy metals. Elevated temperatures can increase the rate of up-
take, but maintenance of pH conditions of about 6.5 can lessen uptake. It was found
that leafy vegetables absorbed heavy metals at a much higher rate than grasses or grass-
type crops such as corn. Use of composted sludge on turf grass is suggested.
*Sludge disposal, *Trace elements, *Fertilizers, *Crop production, *Soil chemical
properties, Soil contamination effects, Diseases, Solid wastes, Soil science, Grasses,
Turf grasses, Municipal wastes, Waste water treatment, Food chains, Lawns, Path of
pollutants
J124
RENOVATED WASTE WATER AS A SUPPLEMENTARY SOURCE FOR MUNICIPAL
WATER SUPPLY: AN ECONOMIC EVALUATION,
Clark, R. M. , Gillean, J. I., and Adams, K.
Municipal Environmental Research Laboratory,
Office of Research and Development,
Environmental Protection Agency,
Cincinnati, Ohio.
1976. 113 p, 58 fig, 25 tab, 7 ref, 3 append. EPA Technical Report EPA-600/1-76-033.
Growing concern and awareness about maintaining an adequate water supply for the future
has led to an investigation into the feasibility of waste water reclamation and reuse
for drinking water. Three alternatives for obtaining additional water were considered:
(1) expansion of the existing water supply source; (2) treatment of processed waste
water by an add-on reservoir renovated treatment system, dilution in existing reser-
voirs, and subsequent transport to the water treatment plant; and (3) treatment of
processed waste water by an additional waste water treatment plant and subsequent trans-
port to the headworks of the existing water treatment facility, bypassing the reservoir.
The San Diego and Dallas Water Utilities, in areas where water supplies are needed,
were chosen for consideration. Standardized costs were developed and comparisons were
made between existing facilities and the three alternatives. Costs for acquisition,
treatment, distribution, and other associated costs for the current water supply system
were calculated. For both utilities, acquisition produced the greatest increase in
cost over the existing system. Expansion of the existing water supply source was the
most economical alternative for obtaining additional water. Reuse of waste water for
drinking purposes may become advantageous when additional sources of potable water are
limited. Reuse for agricultural purposes could be used to conserve existing supplies
of drinking water.
*Water reuse, *Water reclamation, *Cost comparisons, *Potable water, *Water man
Reclaimed water, Water supply, Dependable supply, Water quality, Waste water tr
Water conservation, Municipal wastes
agement,
treatment,
San Diego (CA) , Dallas (TX)
662
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J125
•PROBLEMS RELATED TO WATER QUALITY OVER THE DANUBE SECTION BETWEEN
RAJKA AND ESZTERGOM (A Rajka-Esztergom kozotti Duna-szakasz
vlzminosegi problemal),
Abraham, M., and Varday, N.
Eszakdunantuli Vlzugyi Igazgatosag,
Gyor, Hungary.
Hidrologiai Kozlony, Vol. 52, No. 2, p 60-64, February, 1977. 6 fig, 1 ref.
The North Hungary District Water Authority has examined water quality for a section
of the Danube between Rajka and Esztergom for the past 15 years. Records showed that
the mineral content of the Danube water was related to the rate of streamflow alone,
while the organic pollutant load was also related to temperature. A deteriorating
trend in water quality as indicated by COD-streamflow measurements was attributed to
increasing effluent discharges into the Danube by area industries and communities. It
was found that 02 consumption was not uniform throughout the river's cross-section but
was a function of depth and prevailing current. Water quality was observed to improve
from Rajka downstream to Komarom, but increased effluent discharges were observed
below that point.
*Water quality, *Chemical oxygen demand, *0xygen demand, Streamflow, *Rivers
Organic loading, Waste assimilative capcity, Effluents, Waste water disposal,
Waste water treatment
Hungary, Danube River
J126
SELECTED APPLICATIONS OF INSTRUMENTATION AND AUTOMATION IN
WASTEWATER-TREATMENT FACILITIES,
Molvar, A. E.
Raytheon Company,
Portsmouth, Rhode Island.
1976. 312 p, 91 fig, 60 tab, 67 ref, 2 append. Technical Report EPA-600/2-76-276.
Automatic controls in waste treatment facilities are considered as a means of maximizing
efficiency, reducing energy and labor costs, and maintaining consistent effluent qual-
ity under variable loading. Various applications for automatic monitoring are dis-
cussed, as well as possible sources of error. Among the dry-weather processes con-
sidered for automation are: Influent pumping and pretreatment control, primary sludge
pumping, aeration, biodegradation, filtration, secondary sludge pumping, disinfection,
anaerobic digestion, sludge conditioning, dewatering, Incineration, neutralization of
acids and bases, and removal of phosphorus. Controls on wet-weather treatment proc-
esses and collection systems are considered for three hypothetical catchment areas as
a means of alleviating overflow pollution in combined sewer systems. A survey of 50
treatment facilities indicated that far less automatic equipment was in use than was
commercially available and reliable. Cost/benefit analyses showed that automatic con-
trol of certain processes is feasible for smaller plants (1 to 5 mgd). Processes
recommended for automatic control include: prechlorination, aeration, digestion,
disinfection, phosphorus removal, and pH adjustment.
*Automation, *Automatic control, Instrumentation, *Combined sewers, *Waste treatment,
Activated sludge, Cost-benefit analysis, Sewage treatment, Waste water treatment
663
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J127
INSTRUMENTATION AND AUTOMATION EXPERIENCES IN WASTEWATER-
TREATMENT FACILITIES,
Molvar, A. E., Roesler, J. F., and Babcock, R. H.
Raytheon Company,
Portsmouth, Rhode Island.
1976. 371 p, 18 fig, 11 tab, 24 ref, 3 append. Technical Report EPA-600/2-76-198.
A comprehensive nationwide survey of current and potential instrumentation and automa-
tion applications in 50 waste water treatment facilities was conducted to evaluate
existing and prospective water treatment practices. The survey revealed that most
waste water treatment facilities employ fewer instruments and automatic control devices
than similar water supply and chemical processing plants. Flow and level measuring
devices comprised much of the instrumentation present in the surveyed facilities.
Based on operational experiences, the following parameters were considered reliably
measurable by commercially available instruments: level, flow, temperature, pressure,
speed, weight, position, conductivity, rainfall, turbidity, pH, free and residual
chlorine, and free flammable gases. Other sensors and measuring devices were subject
to fouling and required more frequent calibration and maintenance. It was observed
that although most facilities used automatic devices to control liquid level, liquid
flowrate, and air flowrate, other applications of automatic control were limited.
Further research into the development of more successful sensors for organic contami-
nants, suspended solids, storm water, phosphates, and ammonia is suggested. Research
into control loops for organic load equalization, food-to-microorganism ratio, break-
point chlorination, phosphate removal, and feed-forward DO control is recommended.
Computer hardware and software requirements are outlined.
*Automation, *Automatic control, ^Instrumentation, *Data processing, *Waste water
treatment, Surveys, Control systems, Monitoring, Waste treatment, Storm water
Control loops, Sensors
J128
PROBLEMS IN IMPLEMENTING U. S. WATER QUALITY GOALS,
Westman, W. E.
California University,
Los Angeles,
Department of Geography.
American Scientist, Vol. 65, No. 2, p 197-203, March-April, 1977. 21 ref.
Key elements and goals of the 1972 Federal Water Pollution Control Act Amendments
(FWPCA), the degree to which these goals are reflected by the National Commission on
Water Quality (NCWQ), and possible future strategies for implementation are evaluated.
Factors which are thought to reduce the cost-effectiveness of implementation policies
are: assigning higher priority to the treatment of municipal and industrial wastes
than to nonpoint sources of wastes, discouraging treatment of urban runoff, lacking
optimal strategies for storm water treatment, and failing to rank pollution sources by
severity. Criticisms were leveled at the current monitoring program for the lack of
enforcement, lack of distinction between point and nonpoint sources of pollution, in-
adequate storm water and groundwater monitoring, and insufficient staff to insure
accurate reporting by dischargers. Technologies available for land application as an
alternate means of ultimate disposal of sewage wastes are examined. Hindrances to the
reclamation and reuse of waste water are summarized as public health uncertainties,
historical or legal uncertainties, and revenue requirements. Regulations for the
protection of coastal waters are considered inadequate from an ecological standpoint
in not considering the food chain paths of various pollutants being dumped into the
ocean. Suggestions for the future include the development of more cost-effective routes
toward attaining the goals set forth by the FWPCA and NCWQ.
*Planning, *Federal Water Pollution Control Act, legislation, *Water pollution
control, *Water quality, *Water policy, Water pollution, Urban runoff, Storm water,
Water pollution sources, Water pollution effects, Reclaimed water, Monitoring, Sea
water, Trace elements, Metals, Fertilizer, Treatment, Costs, Water management (applied),
Waste water treatment, Waste water disposal
National Commission on Water Quality
664
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J129
STANDING COMMITTEE ON THE DISPOSAL OF SEWAGE SLUDGE,
Water Services, Vol. 81, No. 976, p 335, 338, June, 1977.
The Standing Committee on the Disposal of Sewage Sludge was set up in 1975 by the
Department of the Environment and the National Water Council of the United Kingdom as
part of a set of six standing technical committees. Because of the wide range of in-
terests involved in the ultimate disposal of sewage sludge, four subcommittees were
formed covering the areas of land disposal, sea disposal, air disposal (i.e. incinera-
tion), and economic aspects. The subcommittee on the disposal of sewage sludge to land
initiated a survey on the means of disposal for different parts of England, Scotland,
Wales, and Northern Ireland and determined that 75 percent of disposal was to land,
22 percent to sea, and 3 percent to incineration. The committee is examining the ef-
fects of land application of sludge on soil, crops, humans, and the environment through
field studies. It is also conducting a literature survey on land disposal. The sea
disposal subcommittee reviewed the effects of sludge disposal by ocean dumping, exist-
ing methods of monitoring, and current research into ocean disposal. The incineration
subcommittee surveyed existing sludge treatment plants using incineration as a means
of disposal and suggested that the constituents of ash and emissions be examined more
closely. The economics subcommittee is collecting information on the economic con-
straints on disposal and is identifying networks of processes for treating and disposing
of sewage sludge. The findings of each of the subcommittees will be evaluated with
respect to all possible solutions before final recommendations are made.
*Sludge disposal, *Sludge treatment, ^Incineration, *Waste disposal, Oceans,
Water pollution, Land management, Fertilizers, Planning, Waste water treatment,
Sewage disposal
*Standing Committee on the Disposal of Sewage Sludge (UK)
J130
DUAL WATER SYSTEMS — DESIGN,
Haney, P. D., and Beatty, F. K.
American Water Works Association Journal, Vol. 69, No. 7, p 389-398, July, 1977.
5 fig, 14 tab, 25 ref.
Various aspects of dual water systems, separate facilities designed to provide potable
and nonpotable water, are presented. An historical review of the concept of dual water
systems and their role in maintaining adequate water supplies in the future are dis-
cussed. The possibility of accidental cross-connection of potable and nonpotable water
is considered. Water quality standards dependent upon planned use are evaluated. Ad-
verse effects of substandard water caused by pathogenic organisms or trace elements
are discussed. Cost estimates for dual and conventional systems employing demineraliza-
tion by electrodialysis, activated carbon filtration, and chlorination of groundwater
are compared, including amortization, operation, and maintenance costs. It is suggested
that dual systems are advantageous in areas where expensive treatment methods such as
demineralization are indicated or where water resources are limited. Comparative in-
stallation costs and service are given for seven midwestern utilities. The average
daily use of nonpotable water ranged from 0.37 cu m/capita per day to 0.916 cu m/capita
per day. Reclaimed waste water is suggested as a source of nonpotable water, provided
that other sources are available to supplement the average daily waste water flow of
0.38 cu m/capita per day.
*Water reuse, *Impaired water reuse, *Water sources, *Water treatment, *Dual system,
Waste water treatment, Costs, Cost comparisons, Design criteria, Water pollution,
Water quality, Demineralization
665
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J131
WATER QUALITY MANAGEMENT QUALITY PLANNING,
Casapieri, P.
HQ Scientific Services,
Thames Water Authority,
London, England.
The Public Health Engineer, Vol. 5, No. 3, p 76-79, May, 1977. 1 tab, 5 ref, 1 append.
An historical background for water quality standards in the United Kingdom is presented
as part of a general overview on river quality classification as a means of controlling
effluent discharge. A new river classification system is compared with a 1969 version
prepared by the Department of the Environment. The new system includes subdivisions based
on quality criteria such as dissolved oxygen, ammonia, biochemical oxygen demand, pota-
bility, and toxicity to fish. Additional guidelines and potential uses are given for
each subdivision. In order to maintain membership in a particular class, a given stream
may not exceed class-limiting criteria more than 5% of the time. The levels of the
river classification system also provide target levels for stream quality improvement.
*Water quality, *Rivers, *Water pollution control, *Classificatlon, Water utilization,
Water quality standards, Effluents, Water management (applied)
*River classification systems, Thames River (UK)
J132
REGIONALIZING WASTEWATER FACILITIES ON THE OREGON COAST,
Jackson, R. F., Hackworth, W., and Barrett, F. H., Jr.
Depoe Bay Sanitary District,
Depoe Bay, Oregon.
Public Works, Vol. 108, No. 8, p 68-71, August, 1977. 2 fig.
The coastal communities of Depoe Bay and Gleneden Beach, Oregon have investigated alter-
natives to ocean discharge of untreated wastes. The Gleneden Beach and Depoe Sanitary
Districts adopted a master plan for sewage treatment and disposal which provided for
interconnection of the two systems and a common treatment facility. The treatment
facility in Depoe Bay was designed to accommodate fluctuations in loading caused by
the area's tourist industry, and uses a two-part complete-mix activated sludge processing
system which can be partially shut down during periods of low flow. The Gleneden
District is serviced by 750,000 feet of sewer lines and nine pumping stations which
direct sewage to the Depoe plant via a common interceptor system. The Depoe collection
system includes 35,000 feet of sewer lines and three pumping stations. Construction
costs for the regional facilities included $1.6 million for the Depoe project and
$1.3 million for the Gleneden collection and interceptor systems.
*Sewerage, *Regional development, *Interceptor sewers, *Activated sludge, *Treatment
facilities, Sewage treatment, Sewage disposal, Municipal wastes, Waste water treatment
Depoe Bay (OR), Gleneden Beach (OR)
666
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J133
NEW OXYGEN METERS,
Effluent and Water Treatment Journal, Vol. 17, No. 6, p 299, June, 1977.
A series of Lovlbond dissolved oxygen meters are being marketed by The Tintometer
Limited of Salisbury, England. The instruments utilize a Messtronik electrode which
contains a large gold cathode, a liquid electrolyte, and a pressure-compensating dia-
phragm for measurements at greater depths. Bench and portable models with a wide
variety of optional features are available, including measurements of dissolved oxygen
and temperature, automatic agitation, multi-probe measurements, and data recorders.
Dissolved oxygen meters may be used in monitoring sludge digestion in sewage treatment
facilities.
*Equipment, *Monitoring, *Dissolved oxygen analyzers, *Electrodes, *Dissolved oxygen,
Instrumentation, Water quality, Sewage treatment, Waste water treatment
J134
INVENTORY OF SEWAGE TREATMENT PLANTS FOR CHESAPEAKE BAY,
Brush, L. M.
1974. 62 p, 29 fig, 1 tab. Technical Report PB-241 005.
A survey of sewage treatment facilities in operation on Chesapeake Bay as of 1973 is
presented. Municipal treatment plant locations are illustrated for 27 tidal tributaries
which empty into the Chesapeake. The Chesapeake Bay area itself has been divided into
5 major basins. Data provided for each plant include: plant, state, plant number as
defined by the resident state, flow, treatment level, and basin code. A plot, illus-
trating sewage treatment plants handling more than 5 mgd and cumulative effluent input
along major segments of the bay, is presented.
*Treatment facilities, *Sewage treatment, *Municipal wastes, *Chesapeake Bay, Bays,
Estuaries, Effluents, Treatment, Flow, Waste water treatment
667
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J135
A SURVEY OF COMMERCIALLY AVAILABLE AUTOMATIC WASTEWATER
SAMPLERS,
Lauch, R. P.
Environmental Monitoring and Support Laboratory,
Office of Research and Monitoring,
U.S. Environmental Protection Agency,
Cincinnati, Ohio.
1976. 38 p, 1 tab, 16 ref. Technical Report EPA-600/4-76-051.
A survey of commercially available automatic waste water samplers is presented. Data
presented in tabular form include manufacturer name and location, approximate cost,
dimensions and weight, sample bottles, cooling type, materials exposed to samples,
velocity in sample line, maximum lift, intake internal diameter, type of pump, con-
trols, and power requirements. Short descriptions of available equipment are provided
in an alphabetical listing of manufacturers.
*Sampling, *Water sampling, *Design data, *0n-site data collections, *Automation,
Electronic equipment, Instrumentation, Monitoring, Waste water treatment
Waste water samplers, Equipment manufacturers
J136
WATER QUALITY MANAGEMENT IN THE SOVIET UNION,
Loucks, D. P.
Cornell University,
Ithaca, New York,
Department of Environmental Engineering.
Journal Water Pollution Control Federation, Vol. 49, No. 8, p 1767-1778, August, 1977.
Water quality management practices in the Soviet Union were examined as part of a 1972
U. S. U. S. S. R. Agreement on Cooperation in the Field of Environmental Protection.
The Ail-Union Scientific Research Institute of Water Protection (VNIIVO) and the basic
water law (Principles of Water Legislation of the U. S. S. R. and the Union Republics)
govern water quality management in the Soviet Union. Water quality standards are
based on three criteria: organoleptic characteristics, damage to the self-purification
capacity of the water body, and toxicity to animals or plants. Stream standards and
water quality monitoring programs vary with intended water use and only apply to waters
where fish are raised or drinking water is drawn. A network of basin inspectorates
is used to enforce municipal and industrial effluent standards. Protection of ground-
water quality from pollution by industrial effluent lagoon seepage and infiltration
is minimal, implemented only where direct cqntamination of drinking water is possible.
Polluted urban runoff waters in the Soviet Union are usually treated in separate or
dual treatment systems. Riparian Water Protection Zones in agricultural areas were
designated to prevent erosion products from entering surface waters, prevent soil and
stream bank erosion, maintain quality of water used for recreation, and prevent con-
tamination from construction or other temporary activities. Multipurpose water quality
planning was implemented in the U. S. S. R. at the All-Union level in 1965 with primary
emphasis on BOD control.
*Water management (applied), *Water quality control, *Water resources development,
*Regulation, *Water policy, Water quality standards, Biochemical oxygen demand,
Potable water, Waste water treatment, Water pollution control
All-Union Scientific Research Institute (U.S.S.R.), U.S.S.R.
663
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J137
REGIONAL MANAGEMENT OF URBAN AND AGRICULTURAL POLLUTION,
Lashkari, R. s., Hwang, C. L., and Fan, L. T.
Windsor University,
Ontario, Canada,
Department of Industrial Engineering.
Journal Water Pollution Control Federation, Vol. 49, No. 8, p 1877-1888, August,
1977. 6 fig, 6 tab, 13 ref.
A regional approach to water quality management in areas characterized by both agri-
cultural and urban activities is presented for the Utah Valley, as a typical situation
where such an approach may be applied. A basic description of the Utah Lake drainage
area and of the water demands of its four districts is provided. A system for urban-
agricultural salinity-BOD control is presented for achieving acceptable concentrations
in district return flows at minimum total annual costs. Data on optimal total costs
for each district in the Utah Valley model are broken down to desalting and primary,
secondary, and tertiary treatment for the urban sector, and to structural and practical
improvements in the agricultural sector. Optimal costs and policies were determined
under the assumption that each district would be required to maintain certain levels
of BOD and salt concentration in its effluents. Mathematical equations for calculation
of total, operation, and maintenance costs based on BOD and salt removal requirements
are derived. Total costs are compared for aggregate and independent operation of
districts for agricultural and urban sectors. Costs for independent operation of
districts were approximately 7.2 percent more than for aggregate operation.
*Planning, *Financial feasibility, *Water management (applied), *Mathematical models,
*Regional analysis, Regional economics, Water quality standards, Biochemical oxygen
demand, Desalination, Water requirements, Water reuse, Return flow, Feasibility
studies, Waste water treatment
Utah Valley (UT)
J138
A COMMUNITY DEVELOPER'S ROLE IN ENVIRONMENTAL PLANNING AND
MONITORING,
Alverson, K. A., and Wilcox, W. H.
Journal of Soil and Water Conservation, Vol. 32, No. 4, p 183-185, July-August, 1977.
Operations of the Environmental Quality Laboratory Incorporated, a private environmental
consulting laboratory in Port Charlotte, Florida, are described. Federal and state
regulations have required potential developers to submit environmental impact statements
in advance of new projects and to design developments which meet environmental criteria.
The Environmental Quality Laboratory was established in 1975 by the General Development
Corporation to aid developers and planners in meeting these requirements. Laboratory
facilities include two chemistry labs, a biology lab, a bacteriology lab, a library,
and a computer room. The services provided by Environmental Quality Laboratory include
compliance monitoring, environmental planning of new community developments, and re-
designing of older plans for residential communities. The laboratory also conducts a
monitoring program of Charlotte Harbor, Florida, which includes regular evaluations of
water quality and biota. The laboratory is currently testing new methods of waste
disposal and treatment for the Port Charlotte area.
*Environmental effects, *Planning, *Water quality, ^Monitoring, Water quality
standards, Environmental control, Waste water treatment, Waste disposal, Estuaries
Port Charlotte (FL), Environmental consulting agencies
669
-------
J139
POTABLE WATER FROM WASTEWATER—DENVER1 S PROGRAM,
Hadeed, S. J.
Journal Water Pollution Control Federation, Vol. 49, No. 8, p 1757-1758, August, 1977.
Although the reuse of waste water has been examined extensively for applications in ir-
rigation, industry, recreation, and groundwater recharge, the reuse of waste water for
drinking purposes has not often been considered. Plans for a pilot study in Denver,
Colorado, using a 1 mgd potable quality demonstration plant are discussed. The program,
which may eventually lead to a full-scale 100 mgd plant scheduled for operation in the
early 1990's, will include extensive water quality monitoring and health and toxicologi-
cal studies. As water supplies must be transported to Denver and demands may exceed
existing supplies by 1980, the use of high-quality effluents as a source of potable
water may be more cost-effective than importation. Pilot operations will include con-
stant monitoring of effluent quality over a 5 to 15 year period during which reclaimed
waste water will be used for industrial and recreational purposes. Construction costs
for the pilot plant are estimated at $8.3 million, and $95 to $150 million for the
full-scale facility. A public opinion survey on the reuse of waste water for drinking
purposes revealed that 63% of the respondents did not object to water reuse, 25% were
against the concept, and 12% were undecided.
*Water reuse, ^Return flow, AWater supply development, *Cost comparisons, ^Tertiary
treatment, Water treatment, Water sources, Waste water treatment, Potable water,
Pilot plants, Environmental effects
Denver (CO)
J140
WATER QUALITY MANAGEMENT—THE MANAGEMENT INFORMATION REQUIREMENT,
Guiver, K.
The Public Health Engineer, Vol. 5, No. 4, p 97-99, July, 1977.
Water quality management practices in the United Kingdom and methods for obtaining water
quality information are discussed. Sampling programs may be instituted to provide
general background information on water quality, assess environmental effects of sewage
and water treatment facilities, and provide data for input to mathematical models.
Specific aspects of sampling examined include location and number of sampling points,
sample transport and laboratory handling, sampling frequency, sampling equipment, and
the choice of parameters for analysis. Automatic sampling equipment and remote sensors
are considered for use in water quality management. Coordination in sampling programs
is suggested to enhance water quality data. Precautions in sampling to insure sample
integrity and occupational safety are discussed. Accuracy in sample and data analyses
is considered necessary to insure reliable and cost-beneficial sampling programs.
*Sampling, *Monitoring, *Water quality management (applied), *Water pollution control,
*Water sampling, Hydrologic data, Water analysis, Mathematical studies, On-site data
collections, On-site tests, Laboratory tests, Waste water treatment
670
-------
INDICES
The numbering system used in the following
author and subject indices refers to the FIRL
accession, or abstract number. To locate a
specific abstract, consult the table of
contents to find the pagination for these
accession numbers.
671
-------
AUTHOR INDEX
Abd-El-Bary, M.F.
D460
Abdo, M.S.
F082
Abdulappa, M.K.
J108
Abeliovich, A.
D054, D316
Abraham, M.
J125
Acher, A.J.
D462
Adams, B.J.
F073
Adams, C.E., Jr.
D450
Adams, K.
J124
Adamski, W.
F035
Adeyemi, S00.
F013
Adin, A.
F094
Adrian, D.D.
F087
Agbim, N.N.
J061
Agg, A.R.
B010
Akae, K.
cm
Albanese, R.H.
B018
Albert, J.T.
D477
Albertson, O.E.
J094
Alesii, B.A.
J042
All, M.E.A.R.
D144
Allen, D.M.
D394
Allos, M.R.
D073
Almeida, S.A.S.
D415
Alsher, G.P.
C027
Alvares Da Silva, M.O.S.
D223, D281
Alverson, K.A.
J138
Anand, A.S.
J094
Anderson, D.C.
B045
Anderson, R.J.
E159
Ando, J.
D341
Andrew, K.G.
C140
Andrew, R.C.
J067
Andrews, J.F.
E127
Angle, H.G.
D454
Applegate, L.M.
D145
Appleton, B.
B004, D287, D376
Arboleda, J.
E081
Arnold, M.O.
E044
Ashley, C.S.
D099, D424
Ashnin, S.Y.
D453
Asselin, Y.
B017
Atarashi, Y.
C142
Atkinson, B.
D144
Azarnoff, D.L.
E091
Azov, Y.
D054
Babcock, R.H.
J090, J127
Babczynski, S.
F042
Babish, J.G.
J115
Bahiah, S.J.
E106
Baig, N.
B101
Bailey, D.A.
J045
Baillod, C.R.
D246
Bainbridge, G.
D414
Baird, R.
E160
Bal, A.S.
D380
Balluz, S.A.
F071
Bambenek, R.A.
F093
Banks, C.J.
E045
Banks, P.A.
B089
Barber, N.
D100, D342
Barber, N.R.
D472
Barcicki, J.
J049
Bargman, R.D.
D225
Barnard, J.L.
D558
Barrett, F.
D166
Barrett, F.H., Jr.
J132
Earth, E.F.
D013, D017, D040,
D115, E001
Basalo, C.
D108
Baskerville, R.C.
D286
Bateman. R.L.
F001, F044
672
-------
Batten, C.E.
D172
Batters, W.
J089
Baumann, E.R.
D539, E018, E078
Bausum, H.T.
J010
Bayley, R.W.
D447
Bayley, S.E.
H015
Beardsley, J.A.
D079
Beatty, F.K.
J130
Beaupre, R.T.
D246
Bebin, J.
D065
Beck, M.B.
F006, F068
Beck, R.A.
E110
Beckman, J.E.
D568
Beek, J.
J062, J063, J064
Behrendt, G.H.
C069
Belfort, G.
D316
Bell, B.A.
D255
Bell, J.A.
D326
Bell, R.G.
E034
Bell, R.R.
D128
Bell, S.S.
E159
Bendixen, S.
B024
Benefield, L.D.
D075, E089, F089
Benham, J.F.
D277
Benjes, H.H., Jr.
B102
Bennett, E.R
D007
G.F.
Bennett.
E039
Berens, A.R.
F015
Bergenthal, J.F.
F075
Berthouex, P.M.
F005
Bertucci, J.J.
E164
Besik, F.
C060, C122
Betz, J.M.
D225
Bevege, E.
D568
Bewtra, J.K.
D038
Bhatia, H.S.
E050
Bhole, A.G.
D461
Bhutan!, J.S.
B097
Biedermann, N.
D168
Bishop, D.F.
D578
Biskner, C.D.
D262
Bissonnette, G.K.
E124
Bitner, F.
D591
a, G.
E038, H007
Black, D.W.
C046
Blanchard, C.T.
D148
Blazejewska, G.
D156
Bledsoe, B.
D129
Bitton, G.
Bliss, P.J.
D572
Blough, D.
E086
Boardman, G.D.
D593
Boari, G.
D592
Boatright, D.T.
D370
Bogusch, E.
D576
Bokil, S.D.
D378
Boiler, M.
D228
Bollyky, L.J.
D355
Bologna, A.
E055
Bomberger, B.C., Jr.
D473, D594
Boon, A.G.
B047
Booth, A.C.
E096
Bora, G.
F081
Bosch, H.
D068
Boulenger, P.
C004
Bouwer, H.
D098
Bowden, R.
A028
Bowen, J.H.
C051
Bowen, S.P.
D163
Bowles, D.S.
F007
Bowman, M.C.
E054
Box, E.G., Jr.
C045
Boyle, W.C.
D105
673
-------
Boyles, E.H.
B030
Boyt, F.L.
HO 15
Bracken, B.D.
D190, D280, D348,
D459, D516
Bradford, B.H.
F065
Bradford, W.L.
A023
Bradley, R.M.
D223, D281, D441
Bradstetter, A.
F020
Brandon, J.R.
D406
Brandstetter, A.
F031
Branson, R.L.
D467
Braswell, J.A.
D125
Bratby, J.
D561
Braunscheidel, D.E.
D218
Breitfuss, T.K.
B106
Brenner, R.C.
D319
Brewis, L.N.
D160
Bright, R.D.
B091
Bringmann, G.
F048
Brisbin, S.G.
D072
Brockwell, J.L.
E039
Bromley, J.
J018
Brooman, D.L.
J009
Brovko, N.
D472
Brown, C.G.
D069
Brown, H.T.
D142
Brown, J.C.
D531
Brumagin, I.E.
B055
Brunner, C.A.
D209
Brunner, D.R.
D544
Brush, L.M.
J134
Bucciarelli, W.C.
H006
Buchholz, R.
C121
Buckle, K.A.
J072
Buechs, L.
D421
Buium, I.
J036
Surge, W.D.
D360, D406
Burger, J.
J100
Burley, M.J.
D447
Burns, D.
E081
Burns, D.E.
D076, D494
Euros, O.K.
D261, J093
Burstein, D.
D138
Bush, A.W.
E097
Butler, M.
F071
Butters, K.
H017
Buzovkin, M.I.
C011
Bykowski, M.J.
C120
Callegari, W.A.
D117
Campbell, F.J.
D003
Cancro, L.P.
C103
Canelli, E.
E063
Cannon, R.E.
E021
Caracich, I.G.
J034
Carberry, J.G.
E109
Carey, J.H.
D096, D224
Carlson, R.H.
D091
Carmona, L.
E160
Carnes, R.A.
D544
Carroll, W.D.
E093
Casapieri, P.
J131
Casey, J.P.
C022
Cason, C.E.
D188
Cawelti, W.E.
D467
Ceasar, J.
F011
Cebula, J.
D211
Chambon-Mougenot, R.
E115
Chambon, P.
E115
Chaney, L.
E067
Chang, A.C.
J120
Chang, J.C.
BIO 7
Chang, R.C-Y.
E079
674
-------
Chapman, B.C.
F070
Chapman, T.D.
D093
Chapra, S.C.
F074
Characklis, W.G.
D055
Charnell, R.L.
J007
Chatterjee, S.
D451
Chaudhuri, M.
D378, E064
Check, T.G.
D050
Chen, K.Y.
D472
Cheremisinoff, P.N.
D058, D400
Cherkinskii, S.N.
D443
Chian, E.S.K.
D335, D366, D438,
E083, F003, J020
Chiang, C.H.
F050
Chmielewski, A.G.
F042
Chow, D.K.
E024
Christ, W.
D164
Christiansen, C.
D540
Christiansen, C.D.
D565
Chudoba, J.
D591
Chumachenko, P.N.
C086
Churchill, R.J.
D403
Chynoweth, D.P.
E108
Ciccone, V.J.
D167, D222
Cichocki, A.
J049
Cinq-Mars, G.V.
D313
Cirello, J.
J012
Clark, A.B.
J068
Clark, J.A.
E122
Clark, L.K.
B065
Clark, R.M.
D113, J124
Clausen, E.M.
E153
Cleasby, J.L.
D162, D539, E036,
E081
Clough, G.F.G.
D020, D284
Cohen, D.B.
D288
Cohen, S.
D175
Cohn, M.M.
A031
Coler, R.A.
E016
Coles, D.G.
D114
Collier, R.
F011
Colwell, J.A.
B055
Colyer, P.J.
E123, F088
Cook, A.E.
E097
Cook, D.J.
D494
Cook, E.E.
D587, F032
Cook, L.A.
A034
Cooper, G.R.
D530
Cooper, M.L.
B002
Cooper, R.C.
J103
Coppock, E.R., III
D507
Cordery, I.
A035
Cornwall, D.A.
D247, D363, E080
Cosulich, W.F.
D374
Cothern, C.R.
E132
Cotts, R.F.
C118
Coutts, H.J.
D565
Cowen, W.F.
A005
Cox, C.H.
C139
Cox, G.C.
D149
Crame, L.
F032
Cramer, W.N.
D360
Crandall, C.J.
D388
Cressey, G.M.
D246
Crites, R.W.
D431
Cross, F.L., Jr.
J056
Cruver, J.E.
D568
Cudahy, J.J.
D387
Gulp, G.L.
D333S D430, J116
Gulp, R.L.
D469
Culver, R.H.
J033
Cuneo, J.
E002
675
-------
Curran, R.F.
D450
Curtis, D.C.
F060
Dahab, M.F.
D307
Daigger, G.T.
E104
Dainwood, J.F.
BOH
Dakes, G.
D400
Daly; A.
D537
Damgaard-Larsen, S.
D580
Daniels, C.A.
F015
Daniels, J.E.
E127
Darnell, P.E.
B014
Davenport, C.V.
D002
Davies, J.
B054
Davies, M.
E045
Davis, E.M.
A025
Davis, R.B.
C084
Day, A.D.
F099
De Haan, F.A.M.
J062, J063
De Haan, S.
D063
De Jong, J.
D504
De Witt, K.J.
E039
Deak, Z.
E157
Dean, R.B.
D015, D016, D017
Dean, R.J.
D566
Deb, A.K.
F059
Debo, T.B.
A027
DeGeare, T.V., Jr.
J015
DeGraeve, G.M.
D536
Degyansky, M.E.
E152
Delaney, E.F.
B046
Dell'Isola, A.J.
E057
Dempsey, B.A.
D023
Denisen, K.A.
D027
Denove, M.B.
D387
Denton, R.S.
D336
Deshpande, W.M.
D418
DeWalle, F.B.
D335, D366, D438,
E083, J020
Dhabadgaonkar, S.M.
D418
Dick, R.I.
D478
Didriksson, T.
F021
DiGiano, F.A.
D479, E126, F022,
F087
Dinges, R.
D483
Dixon, R.E.
BOS 4
Dobbs, R.A.
D012
Dobias, B.
D426
Doe, P.W.
D197, D477
Donahue, J.
D464
Dooley, M.E.
D008
Dor, I.
C141
Dornfest, A.
E101
Drnevich, R.F.
D251
Dugan, G.L.
D263
Dugan, P.R.
E167
Duggan, J.B.
E036
Duggan, J.C.
D199
Duncan, C.W.
E042
Dunlap, W.J.
J025
Dutka, B.J.
E032, E120
Dydek, S.T.
D055
Dziegielewski, B.
D154
Eberhart, O.K.
E109
Ebie, K.
E165
Eblen, J.E.
B065
Eckenfelder, W.W., Jr.
D071, D450
Ediger, R.D.
E134
Edmond, J.
F011
Edmonds, R.L.
H003
Edwards, L.L.
D051
Edwards, R.A.
J072
Edwards, R.N.
C013
Eifert, M.C.
J022
676
-------
Ekama, G.A.
F098
Eldridge, A.M.
B003
Elkei, 0.
D104
Elliot, L.F.
D555
Ellis, J.B.
A015
Ellis, J.R.
D555
Enfield, C.G.
D444
Engelbrecht, R.S.
D203, E168
Englande, A.J., Jr.
D082
Enkiri, N.K.
D406
Epstein, E.
E067
Erdmann, D.E.
E139
Esfandi, A.
D077
Espey, W.H.
AGIO, H011
Estevez, E.G.
D474
Ettlich, W.F.
J037
Eustance, A.W.
J118
Eways, M. J.
D460
Ewing, L.
C120
Fahlenbock, T.
E137
Faisst, W.K.
F039
Fallen!, M.
E056
Fan, E.
D245
Fan, L.T.
D132, F064, J137
Farha, F., Jr.
C045
Faro, R.C.
D196
Farooq, S.
E168
Farquhar, G.J.
J021
Farrah, S.
0140
Farrell, J.B.
D011, D212
Fattal, B.
E118, J054
Faust, M.A.
E012
Feachem, R.
D279
Fell, W.J.
A033
Ferguson, J.F.
F072
Fetter, C.W.
D500
Feuerstein, D.L.
D575, J119
Field, J.R.
C140
Field, R.
A021, A025, A026,
A028, A036, A038,
D245, D452
Field, R.I.
A032
Filip, D.S.
D253
Finstein, M.S.
D367
Fisher, R.G.
B077
Fishman, M.J.
E139
Fitch, B.
E007
Fitch, W.N.
J092
Fitzmaurice, J.R.
D338
Flanagan, M.J.
D516, F090
Fleps, W.
E014
Flood, F.
D392
Flower, F.B.
J031
Fluet, C.V.
J077
Foess, G.W.
D577, E086
Foley, P.O.
E025
Fontaine, T.D., III
E041
Fontana, M.G.
D198
Forster, C.F.
B047, E170
Forster, H.W.
D477
Fossum, G.O.
D493
Foster, D.H.
D203
Foster, W.S.
B006, B051, B073
Fox, R.D.
J094
Fracingues, N.R., Jr.
D001
Fralick, R.A.
D161
Francisco, D.E.
D023
Fraser, J.McL.
D200
Frey, F.
F011
Fricker, R.G.
D102
Friedman, A.A.
J055
Fritsche, B.R.
D034
Froise, S.
F012
677
-------
From, J.O.
D456
Frommert, I.
E028
Fuchs, F.
E027
Fujio, Y.
D528
Fuller, W.H.
J026, J042
Furman, T.deS.
E080
Furukawa, D.H.
D123
Fux, K.
C024
Gaffney, P.E.
D314
Gagnon, G.A.
D388
Gallien, C.
D434
Galliker, J.
C144
Games, L.M.
H016
Ganczarczyk, J.
D322
Garber, M.S.
H002
Gardiner, J.
E116
Garrett, D.
H001
Garrett, J.T.
E099
Garrison, W.E.
D481
Garrott, W.A., Jr.
C134
Gaudy, A.F., Jr.
D389, F053
Gehrs, C.S.
E040
Geldreich, E.E.
E046
Genetelli, E.J.
J012
Genthe, W.K.
E159
Gerba, C.P.
D098, D369, D408,
E047
Gervais, J.T.
D270
Ghosh, M.M.
B027
Giffard, M.
D109
Giffin, R.D.
D536
Gifford, G.E.
E038
Gilardi, E.
D537
Gilbert, R.G.
D098, E052
Gilford, G.E.
H007
Gillean, J.I.
J124
Gilman, H.D.
E031, E127
Gilmore, R.A.
D120
Girin, V.N.
D260
Gleason, W.T.
D245
Glidewell, J.D., Jr.
B069
Glover, B.
E060
Glueckert, A.J.
C077
Goddard, C.N.
J016
Goldman, M.
D022
Goldstein, D.J.
D060
Goncharuk, E.I.
D260
Goodman9 A.H.
D180
Goodrich, R.R., Jr.
E095
Gordon, R.C.
D002
Gorzka, Z.
E062
Gottschling, R.D.
D185
Gould, J.P.
E156
Goulden, O.A.
D297
Grabow, W.O.K.
D083, D560
Grady, C.P.L., Jr.
E104, E142
Graeser, H.J.
E127
Graham, J.T.
C031
Graham, M.J.
E042
Grau, P.
D591
Green, A.J., Jr.
D001
Green, B.L.
E153
Greene, M.H.
E069
Greenleaf, J.W., Jr.
C030
Grenney, W.J.
F007, F038
Grenning, E.M.
B101
Grewal, N.S.
B086
Griffin, R.A.
J024
Groche, D.
E161
Grote, R.F.
E132
Grutsch, J.F.
D021
Guarino, V.J.
F093
678
-------
Gudra, T.
D156
Guidi, E.J.
D466
Guiver, K.
J140
Gujer, W.
F049
Gunn, G.A.
D240
Guthrie, D.L.
D236
Guy, M.D.
D081
Gwyn, J. E.
C018
Gyger, R.G.
D218
Haacke, W.
E051
Hackworth, W.
J132
Haddock, J.K.
D470
Hadeed, S.J.
J011, J096, J139
Haendel, H.
B072
Hagan, R.M.
J047, J122
Haines, R.F,
D066
Haith, D.A.
F070
Hall, K.J.
E166
Hall, M.W.
B027
Ham, R.K.
J030
Hamoda, M.F.
D322
Hanbury, M.J.
D048
Hancock, N.
B043
Haney, P.O.
J130
Hansen, C.A.
EOS 3
Hansford, G.S.
F009
Hanson, R.B.
D420
Harbold, H.S.
F017
Harju, J.M.
D577
Harke, B.A.
E136
Harkin, J.M.
C102
Harland, J.R.
D060
Harlaut, A.
B024
Harris, N.P.
F009
Harris, S.E.
D253
Harrison, R.B.
D470
Harrison, R.M.
E020
Harshbarger, J.C.
J099
Hartenstein, A.
E011
Hartig, K.
D591
Jr.
JL/_y J -L
Hartman, W.J.,
J039
Harvey, W.B.
D032
Harwood, L.M.
D468
Hasan, S.H.
A029
Hasan, S.M.
F067, J066
Hashimoto, H.
F062
Hassan, M.R.
D117
Hatcher, P.G.
E125
Hauck, J.P.
D589
Haug, R.T.
D239, D522
Hawkes, H.A.
E026
Haxo, H.E., Jr.
J028
Hayes, J.M.
H016
Hayes, J.V.
J035
Hays, B.D.
D513
Heaman, J.D.
J095
Heaney, J.P.
A022, A029, F026,
F027, F067, F084,
F085, F086
Hegemann, W.
D178
Heinke, G.W.
E092
Heinrich, H.J.
C099
Helfgott, I.E.
E015
Helle, S.C.
J070
Henderson, A.D.
C065
Henderson, R.W.
D053, D405
Henefeld-Furie, S.
E102
Hernandez, D.J.
D432
Herndon, J.
B036
Hershaft, A.
D214
Hetling, L.J.
J034
Hey, D.L.
D278
Hickey, R.
D392
679
-------
Higgins, R.
D326
Hignite, C.
E091
Hildebrand, M.A.
F077
Hill, D.W.
D253
Hilton, R.G.
C118
Himmelblau, D.M.
F077
Hines, A.L.
D405
Hinesly, T.D.
E006, J052
Hinrichs, D.J.
J116
Hiraoka, M.
D057
Hitte, S.J.
D532
Hoadley, A.W.
E041, E156, F019
Hobbs, M.F.
D408
Hock, B.
F081
Hockenbury, M.R.
E104
Hoffmann, M.R.
E059
Hoffmann-Walbeck, H.P.
D482
Hogarth, L.N.
B060
Hohla, G.N.
E074
Holbrook, R.F.
AGO 6
Holder, C.L.
E054
Hood, E.J.
J087
Hook, J.E.
J057
Hoot, F.M.
D006
Hopkins, E.S.
D454
Hopkins, M.P-
D138
Horner, R.W.
A014
Horst, B.I.
D025
Houck, C.P.
D215
Hovey, W.H.
E107
Howard, C.
E101
Howard, C.D.D.
A004
Howell, J.
D313
Howell, J.A.
D429, D526
Hrycyk, 0.
D245
Huang, C.H.
D575
Huang, C.P.
D595
Huang, J-C.
E099
Huber, J.
D435
Huber, W.C.
F026, F067, F084,
F086
Hudson, H.E., Jr.
F019
Hughes, C.D.
C097
Huibregtse, K.R.
E146
Humph rey, A.E.
D423
Humphris, T.H.
D149, J079
Hunter, J.V-
A019
Hunter, W.G.
F005
Hustad, E.
D458
Hwang, C.L.
J137
Hypes, W.D.
D172
lakovleva, G.P.
D443
lanelli, M.
D506
lore, P.
D434
Ip, S.Y.
D290
Ittihadieh, F.
D259
Ivanyukov, D.V.
C011
Iwai, S.
C131
Iwasaki, Y.
D341
Iwugo, K.O.
E022
Jackson, A.G.
J023
Jackson, K.
D129
Jackson, M.L.
D051, D052
Jackson, R.F.
J132
Jacobs, A.
D402
Jalal, K.F.
F061
James, D.R.
D052
Jank, B.E.
D364
Janson, L.-E.
B024
Januszko, T.
F079
Jay, F.A.
D268
Jeffers, P.E.
B023
680
-------
Jenkins, R.L.
E160
Jenks, J.J.
D201
Jennings, J.L.
D123
Jennings, P.A.
F003
Jensen, K.O.
D580
Jeris, J.S.
C061, C066, D090,
D392
Jeter, J.M.
J105
Jewell, T.K.
F087
Jezeski, J.J.
E124
Jin, J.S.
HO 12
Jodie, J.B.
A037
Johansen, O.J.G.
J032
Johanson, R.C.
F051
John, M.K.
J043
Johnson, P.C.
A011
Jones, H.H.
F071
Jones, J.G.
B047
Jones, J.L.
D473, D594
Jones, M.R.
D586
Jones, R.L.
E006, J052
Jordan, J.L.
C083
Jorgensen, J.H.
E037
Joseph, J.J.
C044
Jozwiak, A.
E062
Juven, B.J.
D462
Kadlec, J.A.
J005
Kadlec, R.H.
J005
Kaelin, J.R.
C003, C096, C110
Kalinske, A.A.
D045, D094, D547,
J033
Kalvinskas, J.J.
C021
Kam, J.F.
D041
Kaplovsky, A.J.
J013
Karalekas, P.C., Jr.
J081
Karanik, J.M.
A011
Kardos, L.T.
JOS 7
Karesh, H.
F082
Karnat, L.
DO 39
Karnovsky, O.F.
D181
Karr, P.R., III
E084
Kato, I.
C108
Kato, M.
C108
Kato, S.
C108
Kato, T.
C108
Kato, Y.
C108
Katz, E.L.
F097
Katz, H.
H001
Katzberger, S.M.
D587
Katzenelson, E.
D168, E145, J036,
J054
Katzenstein, L.B.
D125
Kaufhold, W.
D524
Kavanaugh, M.C.
E105
Kawara, 0.
D306
Kawata, K.
D360
Keeney, D.R.
D024
Kehoe, T.J.
E077
Keigher, J.R.
C044
Keinath, T.M.
F082
Keister, L.E.
E125
Kelling, K.A.
J008
Kelly, H.G.
B080
Kelly, W.E.
H005
Kendrick, P.J.
J097
Kerr, R.L.
A016
Kershaw, M.A.
D106
Kessick, M.A.
D029
Khan, A.N.
D379
Khararjian, H.A.
D107
Kibby, H.
D432
Kickuth, R.
D064
681
-------
Kidder, R.J.
D345
Kim, J.I.
E080
Kim, K.
A012
Kimerle, R.A.
E085
Kincannon, D.F.
D077
King, J.R.
E054
King, L.D.
J060
King, P.H.
D477, E089
King, T.
F072
Kirby, J.R.
E042
Kirkham, M.B.
D384, D386, J085
Klaentschi, N.
D449
Kleerebezem, G.J.
D068
Klemetson, S.L.
F038
Klimek, J.C.
J034
Klimowicz, H.
E143, E151
Klumb, A.
J102
Kneer, F.X.
C095
Koblitz, G.
D204
Koenig, A.
F052
Koenig, R.
E028
Koers, D.A.
D323
Koganovsky, A.M.
D260
Kolarik, L.O.
D290
Kolmer, J.R.
D124
Konstandt, H.G.
D412
Koon, J.H.
D450
Korte, N.
J026
Korte, N.E.
J042
Kos, P.
E007, F063
Kostenko, V.F.
C086
Koubek, E.
C107
Kowal, A.L.
D154, D157, D158,
D159, D210
Krarup, S.
C002
Krasnoff, P.J.
D319
Kreuter, J.
C106
Krishnamoorthi, K.P.
J108
Krizek, R.J.
H012
Kroesche, J.L.
D268
Krul, J.M.
E087
Kuehn, W.
E027
Kulikov, A.V.
D443
Kumar, I.J.
J118
Kuntze, E.
B062
Kuo, M.C.
F064
Kurowski, Z.
D157
Kwan, K.K.
E120
Kwasniewska, K.
D288
Kyhnke, T.
J049
La Roche, U.
C135
Lacy, W.J.
E015
Lager, J.A.
A038, Bill, F021
LaGrega, M.
D097
Lagutina, L.S.
D453
Lahann, R.W.
J051
Lamson, K.C.
D114
Lance, J.C.
D596, E047
Langford, M.
D248
Langley, D.F.
E072
Lapp, T.W.
D530
Larget, R.G.
D517
Larkin, E.P.
D330, JOS 8
Lashkari, R.S.
J137
Lauch, R.P.
J135
Lauria, D.T.
F092
Law, S.L.
E066
Lawrence, A.W.
D069
Lawrence, C.H.
D370
Lawrence, J.
E171
Leber, B.P-, Jr.
D051, D052
Lee, B.H.
A016
682
-------
Lee, C.R.
D132, F064
Lee, E.J.
E039
Lee, F-M.
D086
Lee, G.F.
A005
Lee, J.C.
E037
Lee, P.C.
E093
Lee, R.G.
J048
Lee, S.F.
E019
Lee, S.H.
E168
Leenheer, J.A.
H009
Leeper, G.W.
J003
Lefebvre, L.
D026
Leich, H.H.
B035, D324
Leininger, K.V.
D518
Leng, M.S.
B070
Lennon , J . S .
D408
Lens chow, J.
F033
Leschber, E.W.
D005
Leschber, R.
D409, E051
Lessel, T.
D416
Levaillant, C.
D434
Lewis, A.K.
J037
Lewis, F.M.
D473
Lewis , K.
D147
Lewis, M.
E002
Lewis, M.J.
D081
Leyshon, A.J.
J060
Liang, C.N.
J075
Liberti, L.
D592
Liebman, J.C.
BOOS
Liebmann, H.
D177
Liggett, R.S.
J105
Lightsey, G.R
D405
Limaye , P -
D461
Lin, K.
D475
Lin, K-C.
E092
Lin, S.D.
E048
Lin, S.H.
D116
Lindsay, W.L.
J065
Lindsey, E.E.
D047
Linsley, R.K.
H004
Linstedt, K.D
D007
Lippert, T.
D004
Lisk, D.J.
J115
Lit sky, W.
E153
Little, H.
D077
Little, L.W.
D530
Liu, D.
D288
Livingston, A.D.
C119
Lloyd, B.J.
E082
Lloyd, D.O.
D448
Lo, K.V.
J040
Lockward, G.M.
D208
Lockwood, B.
A034
Lockyear, C.F.
D286
Lollini, M.N.
D018
Long, L.W.
D080
Loucks, D.P-
F052, J136
Lowry, S.
F082
Lubetkin, S.A.
J091
Ludwig, R.G.
D415
Lue-Hing, C.
D576, E164, J009
Luken, R.A.
J050
Lund, E.
D580
Lund, L.J.
E008
Lutade, S.L.
D380
Lyerly, G.A.
D008
Lyubman, N.Y.
C027
Mabey, D.
D520
MacDonald, D.V.
D505
Macdonald, G.J.
E138
Mack, P.J.
J034
683
-------
Mackiewicz, J.
D154, D158
Maddaus, W.O.
F004, J119
Jr.
F004,
Maglio, M.A. ,
D058
Mah, R.A.
E108
Majgani, P-
D082
Malcolm, R.L.
H009
Mallatt, R.C.
D021
Malpricht, E.
F058
Malyszko, E.
F079
Manchen, K.L.
D029
Mandt, M.G.
C092
Mangarella, P.A.
F022, F087
Manley, J.L.
E044
Manning, A.W.
F078
Manwaring, J.F.
J048
Mara, D.
D279
Marais, G.v.R.
D561, F098
Maran, E.
D356
Marino, K.
E055
Marks, D.H.
F096
Markstorm, B.C.
J061
Marlow, J.S.
E169
Marquardt, K.
C121
Marquardt, O.K.
D031
Marr, G.
F080
Mars, P.
D068
Martin, C.
D109
Martin, D.
D321, D490
Masarik, M.T.
E168
Maskell, A.D.
D020
Mason, D.G.
D326
Masotti, L.
D332
Masters, H.E.
A021
Masterson, N.
H007
Mather, S.E.J.
D143
Matisoff, G.
F011
Matsch, L.C.
D093, D251
Matson, J.V.
D117
Matsumoto, K.
D302
Matthews, D.G.
B044, B087
Matthews, P.J.
D331
Matubayasi, H.
C131
Matzner, B.A.
E010
Mavinic, D.S.
D038, D323, D509
Maxcy, R.B.
E061
Maxey, F.P.
H001
Maynes, J.S.
B012
Mays, L.W.
B005, B020
McCarty, P.L.
E162
McCoy, C.J.
D169
McCreary, J.J.
D543
McCuen, R.H.
F060
McDowell, D.L.
D022
McFeters, G.A.
E124, E163
McGauhey, P.H.
D263
McGill, J.M.
F004
McGillivary, P.A.
E125
McGivern, R.F.
C040
Mclntyre, D.R.
D114
Mclver, J.D.
D081
McKinney, R.E.
D252
McLaren, A.R.
D559
McLellon, W.M.
H013
McNabb, C.D.
D502
McPherson, M.B.
B042, F023
McVie, A.
Elll
Medina, M.A., Jr.
F067
Meenahan, J.G.
D577, E086
Meier, E.P.
D124
Melmed, L.N.
D557
Melnick, J.L.
D098, D140, D369,
D408, E047
684
-------
Mendoza, B.
D114
Merrill, E.W.
D033
Merrill, M.S.
D095
Merz, W.
D421
Metcalf, T.G.
J038
Metry, A. A.
H014
Metzner, A.V.
D344
Meyer, J.L.
D205
Meyer, M.
D435
Michaelson, A. P.
D294
Middlebrooks, E.J.
D253
Miele, R.P-
D481
Mignone, N.A.
D127, D238, D256
Mika-Gibala, A.
D155
Milgram, 0.
B019
Millbank, P.
D165
Miller, E.L.
D575
Miller, H.I.
A006
Miller, J.B.
E052
Miller, S.
D316
Missingham, G.A.
E025
Mitchell, G.F.
D471
Mitchell, R.D.
D133
Miura, H.
D341
Miura, M.
C131
Moddeman, W.E.
E132
Moen, A.
D457
Moffa, P.E.
A032, D452
Mokashi, A.R.
F040
Moll, D.B.
D101
Molvar, A.E.
J090, J126, J127
Monarca, S.
D018
Montiel, A.
D434
Moore, C.A.
J019
Moore, L.
D040
Mori, A.
C142
Mori, B.T.
E166
Mori, M.
D341
Morrow, J.
D315
Moseley, R.H.
D099
Moser, J.H.
E146
Motion, J.T.
D550
Mowli, P.P.
D372
Muchmore, C.B.
D120
Mucsy, G.
F081
Mueller, L.
E100
Mueller, W.A.
C021
Muiga, M.I.
F010
Mullins, W.H.
C036, D293
Murphy, C.B. , Jr.
D245
Murphy, K.L.
D213, D364
Murphy, M.P.
F067
Myers, D.S.
D114
Nagel, G.
D329
Najarian, T.
F096
Narkis, N.
E102
Nash, N.
D319
Nebel, C.
D185
Neel, J.K.
D493
Neff, H.P.
C031
Nelson, C.O.
E008
Nelson, D.W.
E090
Nemedi, L.
E150
Neptune, M.D.
D538
Nettli, P.
D458
Netzer, A.
E019
Neufeld, R.D.
D028
Neumann, W.
F069
Newcombe, S.
B047
Newman, T.S.
D556
Ng, A.
F011
Ngian, K.F.
D116
685
-------
Nichols, R.L.
J055
Niebla, E.E.
J042
Nielsen, H.L.
D436
Niemitz, W.
D409
Niessen, W.
D537
Nishmi, M.
E118
Nissen, B.
D580
Nix, S.J.
A022, F067, F084
Norgrove, W.B.
D433
Norkis, C.M.
E031
Nortey, P.A.
J101
Norton, M.G.
J044
Noss, R.
F096
Novak, J.T.
D248, D407
Novak, R.G.
D387
Novotny, V.
D082
O'Brien, W.J.
D527
O'Farrell, T.P.
D578
O'Leary, D.A.
D362
O'Neill, H.J.
D185
Obayashi, A.W.
D576
Oberteuffer, J.A.
D060, D394
Oder, R.R.
D025
Oettinger, T.P.
D198
Offhaus, K.
D084
Oliver, B.C.
D096, D224
Olivieri, V.P.
A025, E148
Olsson, G.
F057
Orlando, J.R.
D275
Orlob, G.T.
D362, F028, F029
Ort, J.E.
C136
Orthmeyer, F.B.
D493
Osorio, J.D.C.
B009
Oswald, W.J.
C055
Othmer, D.F.
D446
Otis, R.J.
D105
Ottaviani, M.
E056
Otte, G.B.
F021
Overment, M.
J113
Owens, R.W.
D392
Oza, P.P.
E064
Page, A.L.
E008, J120
Pagel, J.E.
E122
Pahren, H.R.
E037
Paintal, A.S.
B034, B083
Palit, T.
D292
Pallesen, L.
F005
Pallio, F.S.
D235
Panagiotakopoulos, D.
F073
Pancorbo, 0.
E038
Papadakis, C.N.
A039, A040
Papkov, G.I.
C086
Paredes, M.
D103
Park, J.B.
E098
Parker, D.S.
D095
Parkinson, F.E.
A031
Pasadena, S.
C021
Passino, R.
D592
Pastor-Rodziwanowska, J,
E149
Patrinely, C.D.
E080
Pattee, E.
E115
Patterson, C.
E060
Pauls, C.F.
D130
Pawlowski, L.
J049
Peaks, D.A.
J055
Peasley, H.P.
C130
Pechan, E.H.
J050
Peery, G.G., III
D174
Peirano, L.E.
D365
Peloquin, A.E.
D249
Peltier, L.
E002
Pelton, J.F.
C001
686
-------
Perez, A.I.
AGO 6
Periale, J.M.
C065
Perry, R.
E020
Peterson, A.E.
J008
Peterson, J.R.
J009
Pfeiff, S.
A020
Phirke, P.M.
E117
Pickard, B.L.
J107
Pickford, J.
D295
Pierce, R.G.
D511
Pierson, M.
E115
Pierson, R.W., Jr.
D499
Pilkington, N.H.
D290
Pilolla, J.J.
C080
Pinoit, R.
DUO
Pinter, J.
F081
Pitt, R.
A036
Pledger, W.R.
C018
Plummer, K.H.
A016
Pohland, F.G.
J029
Poole, R.
D315
Poole, S.E.
D249
Porter, K.E.
D309
Posgate, E.S.
D296
Potter, J.L.
C069
Pound, C.E.
D431
Pratishthananda, S.
F041
Pratt, J.M.
E016
Prendiville, P.W.
E081
Prensner, D.S.
D120
Pressman, W.B.
D319
Preston, J.R.
E035
Preul, H.C.
A040
Prince, J.E.
C036
Prozesky, O.W.
D083
Pruel, H.C.
A039
Przewlocki, J.
F035
Puchtler, B.
D540
Pullen, K.G.
D234, E094
Pullin, J.
B096, DO70, D135,
D237, D272, D390,
D533, D552, D554,
J104
Puskas, M.
E155
Qadri, R.B.
J072
Qasim, S.R.
D292
Qazi, A.N.
D120
Rachford, T.M.
A016
Radziul, J.
E127
Raksit, S.K.
D239
Ramirez, E.R.
C104
Ramsden, I.
D234
Randall, C.W.
E089, F089
Randtke, S.J.
E162
Ransom, J.E.
B088
Rao, T.S.
D427
Rap, A.V.J.
J108
Raper, W.G.C.
D290
Raven, T.W.
J117
Raynor, G.S.
JO 35
Rebhun, M.
F094
Reczey, G.
F081
Reich, B.M.
A016
Reid, B.
D540
Reid, B.H.
D002
Rein, D.A.
C117
Reneau, R.B., Jr.
E131
ReVelle, C.S.
F016
Reynolds, J.H.
D253
Rible, J.M.
D467
Rice, R.C.
D098
Rich, L.G.
E112, F066
Richards, P.A.
D535, E119
687
-------
Richardson, C.J.
J005
Richardson, E.G.
D337
Richardson, S.L.
A032, D452
Riddell, M.D.
D046
Riggio, S.C.
E148
Ritter, C.J.
E132
Robena, S. , Jr.
J017
Robertaccio, F.L.
E073
Roberts, D.G.M.
B089
Roberts, E.B.
J047, J122
Roberts, P.
JOS 3
Robertson, A.
F074
Robertson, J.M.
J025
Robra, K.H.
E144
Roderick, G.L.
H012
Roeber, J.A.
D006
Roesler, J.F.
D516, J090, J127
Roesner, L.A.
A008, A009, A017,
A018
Roop, R.N.
D521
Rose, F.L.
J099
Rosen, H.M.
D186
Ross, R.G.
D167, D222
Ross, W.R.
D560
Roulier, M.H.
J014
Rovers, F.A.
J021
Roy, M.B.
E114
Rozgonyi, K.
A028
Rueffer, H.
D437
Ruf, J.E.
D142
Rushton, A.
D160
Ryan, B.W.
D115
Rybacki, R.L.
D403
Ryther, J.H.
D161
Sabey, B.R.
J061, J065
Sachs, S.B.
D285
Saigh, P.A.
C077
Salanki, J.
E013
Salata, O.V.
D260
Saleh, F.A.
E140
Saleh, F.Y.
D439
Saleh, M.
F053
Salvador, M.
D137
Sanbuichi, M.
D528
Sargent, R.L.
D394
Sartory, D.P.
E082
Sattar, S.A.
E043
Sauer, D.K.
D105
Saunders, P.M.
D480
Saunier, B.M.
F054
Savage, E.S.
E081
Savino, A.
D018
Sawyer, T.K.
E136
Sazovska, E.
D591
Scalf, B.C.
D205
Scaramelli, A.B.
D479, E126
Scaramelli, A.B., Jr.
E141
Schaefer, J.K.
F092
Schaeffer, D.J.
E098
Schaffer, R.J., Jr.
J107
Schank, J.F.
D041
Schaub, S.A.
D124, D377, J010
Schauffler, F.K.
D249
Scherb, K.
D177, D182
Schiemann, D.A.
E044
Schilling, J.
D437
Schillinger, J.E.
E163
Schima, R.W.
D034
Schliekelman, R.J.
D122
Schmid, L.A.
C019
Schmitz, R.A.
F095
Schomaker, N.B.
J014
688
-------
Schwartz, R.D.
D169
Sedita, S.J.
E164
Seidel, K.
D503
Seldon, J.
D440
Selecki, A.
F042
Sellin, R.H.J.
B053
Semmens, M.J.
E095, E096
Settle, D.
E060
Severin, B.F.
E168
Seyfarth, R.H.
D471
Sforzolini, G.S.
D018
Shabi, F.A.
D048
Shaffer, P.T.B.
D140
Shah, D.B.
D033
Shahalam, A.B.
F034
Sharp, J.V.A.
F001, F044
Shea, G.
E002
Shephard, M.R.N.
E026
Sherrard, J.H.
D075, E129, E152
Shew, B.C.
J025
Shih, C.Y.
F005, F055
Shimp, N.F.
J024
Shin, K.C.
D328
Short, A.F.
BO 75
Shubinski, R.P.
A007, E088, F024,
F025, F046, H010,
J092
Shuckrow, A.J.
D333
Shuval, H.I.
J036, J078
Siddiqi, R.H.
D379
Sidle, R.C.
J046, J057
Sidwick, J.M.
E035
Siegel, B.
D355
Sieger, R.B.
D190, D459
Siegrist, R.
D584
Sikora, L.J.
D024
Silver, W.J.
D114
Silvester, O.K.
D147
Silviera, D.J.
E005
Singh, R.C.
D152
Singh, T.
B097
Singley, J.E.
F019
Sinskey, A.J.
D033, D597
Sirianni, J.
D337
Skellett, C.F.
B047
Skelton, W.H., Jr.
B055
Skodje, M.T.
D361
Sloey, W.
D500
Small, E.M.
D366
Small, M.J.
J010
Small, S.S.
D282
Smedberg, C.T.
E021
Smith, A.J.
C101, C132
Smith, E.
D537
Smith, J.E.
A025, E147
Smith, J.E., Jr.
D359, D385
Smith, J.G.
E019
Smith, J.L.
D215
Smith, J.M.
D010
Smith, L.M.
D008
Smith, R.G.
D431
Smith, R.V.
E135
Smith, T.R.
B063
Smith, W.G.
Bill
Smolik, 0.
E130
Smyser, S.
D217
Snodgrass, J.D.
C080
Snoeyink, V.L.
D203, D543, F003,
F095
Socha, A.
E062
Somlyody, L.
F083
Sommers, L.E.
E005, E090, E128
Sopper, W.E.
D501, J046
689
-------
Sorber, C.A.
D124, D377, J010
Southworth, G.R.
E040
Spangler, F.
D500
Spector, M.L.
C022
Speece, R.E.
D097
Sprenger, F.J.
E009
Sproul, O.J.
D593
Srinivasaraghavan, R.
F053
Stallard, R.
F011
Standifer, E..L.
D387
Staples, K.D.
D019, D422
Steel, P.H.
D254
Stenstrom, M.K.
F014
Stevie, R.
D113
Stilley, S.H.
B025
Stock, T.
E098
Stoewsand, G.S.
J115
Stone, R.A.
D536
Stones, T.
D049, E058, E103,
F037
Storck, W.J.
D067, D119
Stover, E.L.
D077
Stover, R.C.
E005
Strang, W.
J106
Strauss, M.
D023
Street, J.J.
E158, J065
Streicher, L.
D505
Streng, D.R.
J023
Strom, P.F.
D367
Stroud, T.F.
B015
Stuart, D.G.
E124, E163
Stucky, D.J.
D556
Stukenberg, J.R.
D252
Su, Y-S.
F056
Subrahmanyam, D.V.
JO 76
Suess, A.
D416
Suidan, M.T.
F095
Sulam, D.J.
H002
Sulick, D.J.
D356
Sullins, J.K.
C039
Sullivan, J.A.
B037
Sullivan, R.
J058
Sullivan, R.H.
A031
Sun, P.T-C.
F008
Suschka, J.
E075
Sussman, D.B.
D588, D598
Sutton, P.M.
D364
Svenson, G.
D230
Svyadoshch, Y.N.
C027
Swamee, P.K.
B086
Swanson, R.L.
J080
Sweeney, C.G.
B093
Swiderska-Broz, M.
D159
Swinton, E.A.
D290
Swisher, R.D.
E085
Swope, E.G.
E133
Byrnes, G.L.
D294
Tabatabai, M.A.
E068, E090, J075
Taber, W.A.
D419
Tafuri, A.N.
A021
Takamatsu, T.
D132, F064
Takase, N.
A003
Takeda, N.
D057
Takeda, T.
C142
Talbert, N.K.
C137, C138
Tan, B.H.
D109
Tansony, J.R.
J083
Tapp, J.S.
Dill
Taylor, J.M.
E067
Tchobanoglous, G.
Bill
Tebbutt, T.H.Y.
E106
Teller, R.E.
C100
690
-------
Terry, F.E.
C036
Thakur, U.C.
D418
Thayer, P.M.
C105
Thirumurthi, D.
D275
Thissen, C.
C042
Tholander, B.K.
COO 2
Thomas, R.E.
D129
Thomopulos, A.A.
J088
Thome, J.G.M.
D569
Thurley, B.L.
D327
Tierney, J.T.
J058
Tifft, E.G.
A032, D452
Tifft, E.G., Jr.
A025
Tilsner, F.
BOS 7
Tofaute, K.
C053, D442, D525
Tongkasame, C.
D047
Topnik, B.H.
F076
Torpey, W.N.
C127
Tosine, H.M.
E171
Tourbier, J.
D499
Toussaint, C.R.
J025
Traverse, C.E.
C043
Tripathi, P.N.
D378
Troemper, A.P.
J067
Trotta, P.D.
A013
Truhan, J.
E057
Trump, J.G.
D033
Trygg, G.
D113
Tucker, T.C.
F099
Turner, E.G.
A006
Tuwiner, S.B.
B041
Twardowski, C.J.
E109
Twitty, B.A., Jr.
B028
Tyler, J.J.
E006, J052
Tyteca, D.
F002
Uda, T.
F062
Udo, S.
D528
Ueda, S.
D528
Uhte, W.R.
D371
Ujibashi, Y.
A003
Uloth, V.C.
D509
Ulrich, B.O.
A027
Unangst, P.C.
D185
Unz, R.F.
E154
Ure, J.E.
A031
Utsumi, Y.
D341
Uunk, J.B.
F092
Vairavamoorthy, A.
H017
Van Donsel, D.J.
D330
Van Gelder, P.
D233
Van Kessel, J.F.
D579, E121
Van Laerhoven, C.J.
J043
Van Leeuwen, J.
D560
Van Riemsdijk, W.H.
J062, J063, J064
Van Zyl, M.
D083
Vander Heyden, W.H.
E159
Vandervoort, T.J.
D027
Vanstaen, H.
D497
Varday, N.
J125
Vasilik, G.
D197
Vennes, J.W.
D493
Vernick, A.S.
B098
Verstraete, W.
D497
Vesilind, P.A.
D305
Vial, J.
E115
Vinson, L.J.
C103
Viraraghavan, T.
E004, E017, E049,
J041
Visvesvara, G.S.
E136
Vittands, J.P.
F030, F047, J121
Voets, J.P.
D497
Voorn, G.
E169
691
-------
Watkins, E.
J100
Weaver, J.H.
D183
Webber, L.R.
J060
Webster, W.C.
E028 C118
Wechsler, R.
D340
Weiland, H.J.
C046
Weinberg, M.S.
D472
Weis, D.M.
BOO 7
Weisman, R.N.
E138
Weiss, M.
J121
Wellings, R.A.
D369, E020
Weng, C-N.
D090
Wenzel, H.G., Jr.
B005, B020
Westerhoff, G.P.
D477
Westman, W.E.
J128
D174, Westphal, J.A.
F075 F001, F044
Westrate, F.A.
J064
Westwood, J.C.N.
E043
Whang, J.
E002
Wheatley, A.D.
D424, D519 D368
Whipple, W., Jr.
A019
White, J.B.
D073
White, J.E.
J074 D582
W.E. White, M.J.D.
D387 D219, D286, D510
Wachs, B.
E113
Wagaman, D.
E002
Waggy, W.H.
D278
Wagner, R.
D413,
Wahbeh, V.N.
D252
Wakeman, R.J.
D153, D160
Walker, I.
E045
Walker, J.T.
D205
Walker, W.H.
J027
Wallace, R.N.
D076, D494
Wallis, C.
D098, D140,
D408
Wallis, I.G.
F091
Walsh, L.M.
J008
Wang, J.T.
E096
Wang, L.K.
D167,
D222,
Wang, M.H.
F075
Wanielista, M.P.
H013
Ward R.D.
E045
Ward, R.L.
D099
Ward, R.W.
D536
Warnock, R.G.
E017, J041
Warren, R.E
Wass.
D171,
E072,
White, S.C
F066
White, W.R.
H009
Whitlatch, E.E., Jr.
F016
Widmer, P.
D412
Wilcox, W.H.
J138
Wild, K.
F042
Wildman, W.E.
D467
Wiles, C.C.
D199
Wilkins, J.R.
D172
Williams, I.L.
D368
Williams, J.R.
C063
Williams, T.C.
D274
Williams, V.
E101
Willis, D.L.
B016
Wilson, D.O.
J071
Wilson, F.R.
D471
Wilson, R.A.E.
C143
Wilson, R.W.
D364
Wilson, T.E.
D046
Winnicki, R.
E022
Winnicki, T.
D155, D156
Winslow, D.E.
A010, H011
Wirsig, O.A.
D128
Wise, R.H.
J090
692
-------
Wong, G.G.
D239
Wood, L.B.
A014
Wood, R.
D056, D317
Wood, R.J.
D559
Woodward, R.L.
D014, J033
Wray, S. W.
C048
Wright, K.A.
D033
Wroe, L.R.
A014
Wullschleger, R.E.
E053
Wuppertal, K.M.
D179
Wyckoff, B.M.
D201
Yang, J.Y.
D171
Yates, T.
J069
Yoshihara, K.
D528
Young, A.N., Jr.
D455
Young, J.C.
D262, D307, E018,
E078
Yousef, Y.A.
H013
Zachar, S.G.
C100
Zaferatos, T.M.
D255
Zakrezewski, J.
E076
Zamicrowski, E.E.
E132
Zander, E.H.
D093
Zanoni, A.E.
D388, E053, E065
Zaschke, W.
B064
Zenz, D.
E164
Zenz, D.R.
D576, J009
Zhukov, D.D.
C011
Ziegler, E.L.
E006, J052
Zielinski, P.E.
A031
Zigler, H.C.
D454
Zintel, G.V.
D185
Zisner, E.
D285
Zoltek, J., Jr.
D026, D363, E080,
HO 15
Zwolinski, K.
F042
693
-------
Subject Index
Activated carbon, D494
Activated sludge, D068, D333
D366, D438, E073
Ammonia removal, E141
Chlorine, F095
Colloids, E099
Kinetics, E141
Mathematical models, F035, F082
F095
Odor removal, D543
Organics removal, C082, D366
D543, E024, E106
Pilot plants, D076
Poliovirus
Adsorption, D091, D140
Polyelectrolytes, E099
Waste water treatment, C057
D257, D265, D333
Water reuse, E024
Activated sludge
see also Biological treatment; Sewage
treatment
C003, C004, C009, C011
C020, C022, C062, C068
C070, D094, D095, D291
D404, E035
Activated carbon, D068, D333
D366, D438, E073
Aeration, C093, C115
Air displacement, D485
Biochemistry, D021, E045
Boron, D530
Chlorination
Nitrification, D367
Chromatography, El 10
Cracking catalyst additions, D169
Deflocculation
Heavy metals, D028
Polyelectrolytes, D028
Diffused aeration
Oxygenation efficiency, D038
Enzymes, E170
Fermentation, D423
Floe formation, E087
Flocculation, El70
Injectors, C037
Kinetics, D021, D069, D082
D575, E075, E107, F049
F050, F053, F089, F098
Lime additions, D196
Mathematical models, F098
Methane production, D225
Mixing, D082
Monitoring
Dissolved oxygen, D315
Municipal/industrial wastes, D009
Nitrification, D026, D069, E104
E152
Metals removal, D535, E119
Oxygen demand, D077
Oxygen uptake, E036
Oxygenation, CHS
Package plants, D036
Activated sludge (cont'd)
Phosphorus removal, D246, D365
D558
Pilot plants, D591, E100, F034
F049
Plastic spheres, D241
Pollutant identification
Bacteria, D474
Pumps, C037
Reviews, D480
Separation techniques, D575
Flotation, D561
Simulation analysis, F034
Sludge quality index, E007
Sludge volume index, E007, E100
Solids retention time, F017
Temperature
Statistical analysis, D475
Thermophilic bio-oxidation, D045
Activated sludge facilities, C110
D308, D388, E107
Automatic controls, F090
Design criteria
Ammonia, E162
Nitrogen, El62
Organic compounds, El62
Dynamic programming, El42
Mathematical models, F092
Monitoring, F090
Mixed liquor suspended solids
E010
Temperature, E092
Municipal/industrial wastes
Upgrading, D371
Nitrification, D497
Poliovirus
Models, F071
Sludge bulking control, D288
Sodium bicarbonate
Sludge bulking control, D137
Waste water management, D204
Adsorption, C078
Advanced treatment
see Tertiary treatment
Aeration
see also Oxygenation
C062, C105, D133, D233
D404
Activated sludge, C093, C115
Aerocleve submerged system, D358
Biological treatment, C011, C086
D071, D389
Alaska, D565
Mathematical models, El 12
Corrugated sheet sprayers
Metals removal, D329
Cost analysis, D051, D358
Costs, D516
Deep tank aeration, D051
Design criteria, D516
ICI deep shaft, D376
Kinetics, El29
Aeration (cont'd)
Nitrification, D460
Odor removal, D293
Oxygen transfer, D052, D376
E129
Reviews, D252
Separation techniques, C019, C039
Sewage treatment, C019, C053
C070
Tanks, B001, C146
Design criteria, D388
Noise, D395
Aerial photography
Eutrophication
Lakes, E033
Aerobic digester supernatant
Sludge disposal, £05 5
Waste activated sludge, D103
Waste disposal, D102
Aerobic digestion, C085, C117, D251
D322, D455
Alum, D471
Leachates, D509
Septic tanks, C043
Sewage treatment, C036
Waste activated sludge, D323
D389
Air pollution control, D302
Incineration, D537
Algae, C141
Fishkill
Clarius batrachus, J108
Physico-chemical treatment, D518
Sewage stabilization ponds, D223
D518, J055
Ammonia toxicity, D054
Water hyacinths, D483
Algae recovery
Sewage treatment, COS 5
Alum, D494
Aerobic digestion, D471
Color removal
Groundwater, D157
Orthophosphate precipitation
Mathematical models, F072
Phosphorus removal, D023, D163
D246, D247, D531
Sewage treatment, D418
Sludge disposal, D436
Zeta potential, El33
Alum reuse
Water treatment, D171, D363
Ultrafiltration, D047
Ammonia
Waste recycling, C067
Ammonia removal
see also Nitrification
Activated carbon, E141
Desorption, D011
694
-------
Ammonia removal (cont'd)
Ion exchange, D008
Kinetics, El26
Anaerobic digester supernatant
Reviews, D256
Waste disposal, D102, D127
D238, D256
Anaerobic digestion, C134, D188
Bacteria, E108
Biochemistry, D090
Methane production, C136, D472
D532
NTA
Biodegradation, D040
Phosphorus removal, D559
Sewage treatment, D126, D552
Egg-shaped tanks, D041
Viruses, El64
Waste activated sludge, D239
D522
Anaerobic filtration, D379
Organics removal
Waste water, D335
Analytical techniques
Aromatic amines, El60
Atomic absorption
Metals, El34
Chemical feed rates, E137
Combined sewers
Waste water treatment facilities
F068
EDTA
Trace metals removal, El 16
Fecal conforms. El 17, El24, El53
E163
Fecal streptococci, El40
Microorganisms, El43
Pollutant identification, El68
Runoff
Rivers, A003
Total organic carbon, D421
Water analysis
Equipment, J135
Zeta potential, E133
Aquaculture
Public health, J038
Sewage treatment
Waste recycling, D161
Aquifers, H002
AutoAnalyzer
Pollutant identification
Nitrogen, D104
Automated instrumentation
Biological treatment
Design formulas, D361
Chlorine, D521
Dissolved oxygen, D516, J133
pH control, D345
Sewage collection, J100
Sewage pumping stations, B069
Sewage treatment facilities, D585
F036
Sludge treatment, D327
Automated instrumentation (cont'd)
Sludge removal, C124
Tertiary treatment, D192
Waste water management, El27
Waste water treatment, E031, F033
F057
Waste water treatment facilities
D396, D581, J090, J126
J127
Water analysis, E063
Automatic instrumentation
Waste water treatment, F014
Bacteria
Anaerobic digestion, El08
Mathematical models, E097
Monitoring
Most probable number technique
E101
Pollutant identification
Activated sludge, D474
Membrane filtration, El22
Sewage treatment, D503
Sewage treatment effluents, D083
E150
Land application, D330
Waste disposal
Composting, D360
Water quality analysis
Danube River, El57
Bacteria removal
Land application, D124
Biochemical oxygen demand, C022
D059
Coal adsorption, D311
Groundwater analysis, E004
Mathematical models, F037
Microorganisms, D419
Monitoring, C006, D482, E098
Pollutant identification, Dill
E050
Respirometers
Measurement, E018, E078
Septic tank effluents, E004
Sewage analysis, E004, E058
Sewage stabilization ponds
Design criteria, F066
Sewage treatment facilities, E056
Mathematical models, F005
Sludge analysis, E055
Waste water, D084
Biological filters, C079
Water
Biological filters, C059
Water analysis
Frozen storage, El 13
Biodegradation
Clarifiers, C130
NTA
Anaerobic digestion, D040
Organic compounds, El44
Biological filters
see alsoi Filtration
Biochemical oxygen demand
Water, C059
Biological filters (cont'd)
Mathematical models, F003
Water
Biochemical oxygen demand
C059
Biological treatment
see also Activated sludge
C016, C061, C110, Clll
C125, D404, D456, D458
D482, D574, E035, F017
Aeration, C011, C086, D071
D389
Alaska, D565
Bacteria, El50
Chlorination, D367
Design formulas
Automated instrumentation
D361
Fermentation, D423
Filtration, D528
Flocculation, El67
Flow equalization, D097
Kinetics, D075, F076
Landfill leachate, D292
Lindox process, D382
Lipids analysis, El 15
Mathematical models
Aeration, El 12
Chemical oxygen demand, D107
Microorganisms, D419
Municipal/industrial wastes, D493
Nitrate removal, C147
Nitrification/denitrification, C002
COOS, C022, C025, D014
D392
Reviews, D364
Nitrogen removal, C147
Oxygen transfer, D071, D392
Phosphorus removal, D558
Pilot plants, D109
Fluidized beds, D392
Protozoa, C149
Reviews, D499
Rotating biological disks, C042
D109, D120, D143
Sewer pipelines
Cleaning, B101
Slime
Kinetics, F009
Sludge treatment, D398
Solar energy, D030
Wetlands, D500
BOD
see Biochemical oxygen demand
Canwel sewerless system
Sewer alternatives, B035
Carbon:nitrogen ratio
Microorganisms
Kinetics, D055
Catchment basins
Reviews, Bill
Urban runoff
Management, Bill
695
-------
Centrifugation
Pumps, D571
Sludge dewatering, C017, D160
D305, D328
Chemical analysis
Water analysis
Reviews, El39
Chemical oxygen demand
Groundwater analysis, EOQ4
Mathematical models
Biological treatment, D107
Pollutant identification, D418
Septic tank effluents, E004
Sewage analysis, E004, El03
Sewage treatment facilities, £05 6
Design criteria, F081
Ultraviolet radiation, C107
Waste water, D084
Water analysis
Organic compounds, E009
Chemical precipitation
Sludge treatment, C046, D283
Chlorination, C123, D529
Activated sludge
Nitrification, D367
Helminths, D453
Kinetics, F054
Overflow
Combined sewers, D452
Phenols, E019
Physico-chemical treatment, D022
Sewage stabilization ponds, D470
Toxicity, D536
Virus removal, D593
Waste water treatment, D002
D299, D508, D536
Water treatment facilities
Polynuclear aromatic hydrocar-
bons, E020
Chlorine
Activated carbon, F095
Automated instrumentation, D521
Disinfection, D560
Mathematical models, F095
Microorganisms, A032
Odor control, D397
Polynuclear aromatic hydrocarbons
D018
Sewage treatment, D306, D443
Virus removal, D125
Chromatography
Activated sludge, El 10
Clarifiers, C097
Biodegradation, C130
Polyelectrolytes, D378
Simulation analysis, D132
Tertiary treatment, D578
Clinoptilolite
see also Zeolites
Nitrogen removal
Ion exchange, D046, E095
E096
Coagulation, C128, D167, D222
Solids removal, CO 15
Coastal waters
Pollutant identification
Lead, E060
COD
see Chemical oxygen demand
Coliforms
see also Fecal coliforms
Chlorine resistance, E044
Pollutant identification
Cyanophage, E021
Groundwater, H003
Colloids
Activated carbon, E099
Color removal
Groundwater
Alum, D157
Lime, D157
Colorimetry
Water analysis
Surfactants, E072
Combined sewers
see also Interceptor sewers; Sanitary
sewers; Storm sewers
B078, B092, F020, F030
Analytical techniques
Waste water treatment facilities
F068
Flow equalization, B024
Overflow, A002, A006, A011
A019, A021, A024, A029
A038, B022, B062, F022
F045
Chlorination, D452
Computer control, A013, F065
High gradient magnetic separa-
tion, D394
Nutrient removal, D245
Thin film chemistry, D249
Underground storage, B038
Reviews, A028, A038
Urban runoff, A021
Waste water treatment facilities
A019
Water quality analysis, A040
Composting
Sludge treatment, C047, C095
C114, D191, D211, D412
J095
Computer control
see Automated instrumentation
Computer models
Sewer pipelines
Soil analysis, El 14
Concrete pipes, BOH, B031, B070
B106
Hydrogen peroxide
Odor removal, B044
Sewer construction, BOOS, B043
B048
Joints, B056, B059
Construction
Sewage treatment facilities, D131
D550
Financial aid, J034
Sewer design, B107
Sewers
Financial aid, B109
Tertiary treatment facilities, D221
D230
Waste water treatment facilities
F096
Infiltration/inflow analysis, D517
Management, J106
Copper sulfate
Sewer pipelines
Root growth destruction, B041
Cost analysis
Aeration, D051
Aerocleve submerged system
D358
Land application
Tertiary treatment, D431
Sewer construction, B065, B072
Sewer pipelines, B072, F002
Sludge dewatering, D466
Sludge disposal, D447, J070
Storm water
Management, F067
Storm water treatment, B102
Urban drainage, F012, J066
Waste water treatment, J094
Municipal/industrial wastes
J107
Waste water treatment facilities
J066
Water supplies, D113, J124
Water treatment, B027, D113
Cost-benefit analysis
Infiltration/inflow, BO 12
Tertiary treatment, D583
Waste water management, F004
Models, F070
Water management, F004, F019
Cost forecasting
Waste water treatment, F010
Water treatment, F010
Costs
Sewage treatment facilities, D325
Crop irrigation
see also Land application
D062, D289
Sludge disposal, D063, E074, J008
J060, J061, J068, J084
J086
Big Wheels Unit, D146
Heavy metals, D199, E006
E067, J043, J052, J057
J085
Plutonium, D114
Trace elements, E068
Waste disposal, D501
Cryogenic oxygen production
Waste water treatment facilities
D348
696
-------
Cyanophage
Pollutant identification
Coliforms, E021
Viruses, E021
Denitrification
see also Nitrogen removal
Column reactors, DO 10
Filters, C031
Rate analysis, El21
Septic tank effluents, H008
Methanol, D024
Surface waters, D579
Desalination, D232
Electrodialysis, D156
Reverse osmosis, D031
Detergents
Pollutant identification, E085
Disinfection, C103, D508, D529
Bioindicators, El51, El68
Chlorine, D443, D560, El68
Microorganisms, A032
Cobalt 60, D557
Kinetics, F054
Odor control, D397
Ozone, D560, E168
Reviews, E156
Sewage treatment effluents, C092
D213
Ozone, D139, D355
Photodynamic inactivation, D408
Photodynamic oxidation, D369
Ultraviolet radiation, D006
D096
Sludge analysis, D424
Storm water, A026
Water reuse, D560
Dissolved oxygen, COS 5
Activated sludge
Monitoring, D315
Automated instrumentation, D516
J133
Mathematical models, F037
Oxygen activated sludge, D093
D094, D095, D332
Pollutant identification, Dill
Tube-type water samplers, E052
Sewage treatment, D552
Domestic refuse
Incineration, D165, D200
Domestic wastes
Gray water
Black water, D584
Physico-chemical treatment, D489
Sewage treatment, C077
Drainage systems, B061, B062, F024
Design criteria, El23
Flood control, A001, B042
Static calculation, B064
Drinking water
see Potable water
Ductile iron pipes
Sewers
Ductile iron pipes (cont'd)
Repair, BO 15
Electrodialysis
Desalination, D156
Electroflotation
Waste water treatment
Separation techniques, D166
Electrolysis
Sewage treatment, C080
Endotoxins
Pollutant identification
Limulus test, E037
Potable water, E037
Tertiary treatment water, E037
Energy conservation
Waste water treatment facilities
D235, D402
Energy reuse
Sludge disposal, D473
Environmental effects, D432
Land application
ALAS!, D451
Legislation, J138
Mathematical models
Waste water treatment, F062
Monitoring, J138
Municipal/industrial wastes
Rivers, F079
Ocean disposal, J044, J080
Outfall sewers
Benthic fauna, D362
Overflow, B095
Sewage disposal, J005
Coastal waters, El36
Rivers, J006
Sewage treatment facilities, E002
Sludge disposal
Offshore dumping, D195, J007
Storm runoff, F023
Waste water treatment facilities
Upgrading, J119
Environmental impact
see Environmental effects
Estuaries
Water pollution control, DO 19
Eutrophication
Lakes
Aerial photography, E033
Phosphorus removal, E003
F074
Fecal coliforms
see also Coliforms
Analytical techniques, El 17, E124
E153, E163
Oxidation, D462
Sewage treatment effluents, E041
Membrane filter recovery, E048
Water pollution sources, E046
Rivers, E012
Fecal coliformsrtotal coliphage ratio
Water pollution index, E034
Fecal streptococci
Analytical techniques, E140
Fertilizer
Groundwater
Water pollution sources, H001
Fertilizer production
Waste treatment, C087
Filtration, D167, D222, D311, D346
E165
Belt filters, D328, D393, D486
Biological filters, D112, D368
D498, E094
Packed bed biological film reac-
tors, D144
Temperature effects, E026
Biological treatment, D528
Coal filters, D162
Dual media filters, D262, D307
Filter bed coating
Polyelectrolytes, D154
Granular filters, E105
Backwashing, £081
Reviews, D539
Gravity pressure, D326
High rate filters, D546
Mathematical models
Kinetics, F094
Microscreens, D541
Packed bed filters, D309
Random-pack plastics filters, D368
Reviews, D153
Rotary vacuum filters, D128
Sand filters, D105, D162
Sewage stabilization ponds, D370
Sludge dewatering, D273
Belt filters, D258
Sludge treatment, D498
Capillary suction time, D409
Tertiary filters, C032
Tertiary treatment, D576
Tile filters, D334
Trickling filters, D144
Unstratified bed filters, D307
Upflow filters, D259
Vacuum bond filters, C007
Waste water treatment facilities
D411
Water reuse, D172
Water treatment, D469
pH control, D158
Floe formation
Activated sludge, E087
Zeta potential, El33
Flocculation, D167, E165
Activated sludge. El70
Biological treatment El67
Enzymes, El70
Magnetic powder, C131
Municipal waste water, D086
Turbidity removal
Design criteria, D461
Flood control
Drainage systems, A001, B042
Forecasting, F018
697
-------
Flood control (cont'd)
Snowmelt, A012
Simulation analysis, F040
Storm sewers, A002
Flotation
Activated sludge, D561
Waste water treatment, D534
Water treatment, D088
Flow
Simulation analysis
Rivers, F007
Flow determination
Sewers
Ultrasound, E159
Waste water treatment facilities
B051
Flow equalization
Biological treatment, D097
Combined sewers, B024
Sedimentation tanks, D507
Sewage treatment, E086, F042
Waste water treatment, D577
Fluidized bed reactor, C061, D206
Nitrification/denitrification, D150
Nitrogen removal, C066
Tertiary treatment, D043
Fluidized bed reactors
Nitrification/denitrification, D059
Fluosolids reactor
Incineration, D170, D569
Forecasting
Flood control, F018
Snowmelt, A012
Gas chromatography
Organic compounds
Pollutant identification, E079
Glass reinforced plastics
Sewage treatment facilities, D044
D085
Gravity sewers
Oxygen, B047
Groundwater
Color removal
Alum, D157
Lime, D157
Pollutant identification
Coliforms, H003
Septic tank effluents, El31
Waste water management, J002
Water levels
Double mass curve analysis
H002
Water pollution sources
Fertilizer, H001
Pesticides, H001
Septic tank effluents, J041
Groundwater analysis
Biochemical oxygen demand, E004
Carbon, HO 16
Chemical oxygen demand, E004
Nitrates, F077
Groundwater analysis (cont'd)
Organic compounds, E004
Waste disposal
Landfills, H005, H006, J025
J027
Groundwater quality
Pollutant identification
Models, HO 14
Septic tank effluents, E017
Sludge disposal, D347
Waste disposal, D544
Groundwater recharge, D264, D501
Water reuse, D261, J093
Heavy metals
Activated sludge
Deflocculation, D028
Rivers, E082
Water quality control, E070
Sludge disposal, D511
Crop irrigation, D199, E006
E067, J043, J052, J057
JOS 5
Soil analysis, D511, E005, E008
J003, J065
Waste water treatment facilities
E005
High gradient magnetic separation
Combined sewers, D394
Waste water treatment, D025
D060
Hospital wastes
Reverse osmosis, D123
Hydraulic machinery, B032, B103
Electromatic ejectors, D373
Sewage pumping stations, B069
B100, D145, E130
Sewage treatment
Pneumatic ejectors, D148
Waste water disposal, D463
Hydraulic overload, D138, D346
Suspended solids, D102
Hydrogen peroxide, D375
Concrete pipes
Odor removal, B044
Odor removal
Concrete pipes, B044
Kinetics, E059
Sewer pipelines
Corrosion control, B087
Hydrogen sulfide
Sewer pipelines, B096
Hydrographs
Sewer design, A034
Storm runoff, A033
Urban runoff, A007, A039, E088
Hydrologic models, F080, HO 17
Regional planning, A027
Incineration
see also Pyrolysis
D092
Domestic refuse, D165, D200
Incineration (cont'd)
Domestic refuse, D374
Fluosolids reactor, D170, D569
Sewage disposal, D200
Newsprint pulp, D357
Sludge analysis, D387
Sludge disposal, C018, C072
D189, D206, D224, D226
D229, D298, D310, D374
Energy recovery, D142
Fluidized bed, D321
Metals control, E066
Particulate control, D061
Waste disposal, D537, D570
D588, D598
Ships, D269
Infiltration
see Sewer infiltration; Infiltration/
inflow; Inflow
Infiltration/inflow
see also Infiltration; Inflow
A011, B014, B018, B025
E042
Cost-benefit analysis, BO 12
Inflow
see Infiltration; Infiltration/inflow
Interceptor sewers
see also Combined sewers; Sanitary
sewers; Storm sewers
B060, B065
Hong Kong, B075
Repair, B110
Ion exchange
Ammonia removal, D008
Nitrate removal
Irrigation return water, DO 12
Nitrogen removal
Clinoptilolite, D046, E095
E096
Zeolites, DO 15, D046
Organic compounds, D155, D203
D437
Poliovirus
Adsorption, D140
Water treatment, C027
Chromium removal, J049
Irradiation
Cobalt 60
Disinfection, D557
Electron accelerators, D442
Microorganisms, D406
Sludge disinfection, C034, C049
D207, D216, D318, D519
D525, D597
Sludge treatment, C098, C135
D435
Pilot plants, D416
Irrigation
Waste water disposal, D468, D566
Plant growth, F099
Water reuse, D078, D263, D467
J122
698
-------
Kinetics
Activated carbon, E141
Activated sludge, D021, D069
D082, D575, E075, E107
F049, F050, F053, F089
F098
Ammonia removal, E126
Biological treatment, D075, F076
Landfill leachate, D292
Chlorination, F054
Disinfection, F054
Filtration
Mathematical models, F094
Microorganisms, E039
Carbon:nitrogen ratio, D055
Odor removal
Hydrogen peroxide, E059
Oxygen activated sludge, E089
Oxygen transfer, D116, El29
Phosphate removal, D595
Sewage stabilization ponds
Design criteria, D572
Sewage treatment
Oxidation, D049
Respirometric dilution, D413
Lakes
Eutrophication, E003
Aerial photography, E033
Water quality control, D027
Land application
see also Crop irrigation; Sludge dis-
posal
D063, D147, D195, D294
F056, J035, J039, J051
J116
Bacteria
Sewage treatment effluents, D330
Bacteria removal, D124
Environmental effects
ALAS!, D451
Forests
Cadmium analysis, J046
Management models, F052
Monitoring, J009
Phosphate removal, D596
Phosphorus removal, D444, J062
J063, J064
Pilot plants, D129
Sludge analysis, El28
Sludge disposal, D523
Food chain, 1115
Public health, D555
Viruses, D580
Soil analysis, J062, J063, J064
J065, J075
Tertiary treatment, D062
Cost analysis, D431
Virus removal, D124
Sewage treatment effluents, D098
Waste water disposal, D566
Land treatment
see Land application
Landfills
Sludge disposal, C083
Leachates
Aerobic digestion, D509
Carbon
Ground water analysis, HO 16
Organic compounds, D304, E083
Water quality control, D304, HO 12
Lead
Coastal waters
Pollutant identification, E060
Lead removal
Water treatment, D159
Legislation
Japan, J109
Monitoring
Environmental effects, J138
Nitrification, J053
Phosphorus removal, J053
PL 92-500, J056
Pollution abatement
PL 92-500, J050
Regional planning
Pollution abatement, J101
Waste water treatment, J092
Safe Drinking Water Act, J001
Waste water treatment, J128
Waste water treatment facilities
D236
Effluent standards, J096
Water quality, J128
Water quality control
Canada, J113
Water resources development
Finland, J110
United Kingdom, J112
United States, Jill
Lime
Color removal
Groundwater, D157
Fluorine removal
pH control, D341
Phosphorus removal, D163
Waste water treatment, D064
D136
Limulus test
Pollutant identification
Endotoxins, E037
LINDOX
see Oxygen activated sludge
Liquid ring vacuum compressor
Flow determination
D354
Magnetic flowmeters
Monitoring
Sewage treatment facilities, E023
Magnetite adsorption
Waste water treatment
Poliovirus, E038
Manholes
Sewer construction, BO 16
Mathematical models
Activated carbon, F035, F082
F095
Mathematical models (cont'd)
Activated sludge, F098
Activated sludge facilities, E142
F092
Alum
Orthophosphate precipitation
F072
Bacteria
Growth rates, E097
Biochemical oxygen demand, F037
Biological filters, F003
Biological treatment
Aeration, El 12
Chemical oxygen demand, D107
Chlorine, F095
Dissolved oxygen, F037
Eutrophication, F074
Filtration
Kinetics, F094
Groundwater analysis
Nitrates, F077
Organics removal, D438
Regional planning, F038
Rivers
Biochemical oxygen demand
E138
Dissolved oxygen deficit, El38
Runoff
Urban rainfall, F069
Sewage treatment facilities
Biochemical oxygen demand
F005
Sewer construction
Discrete differential dynamic pro-
gramming, B020
Sewer design, BOOS
Sludge treatment
Gravity thickening, F063
Storm water, A030, A039, F028
F029, F030, F031, F045
F046, F047, F085
Linear programming, F027
Management, A010
Retention basins, F060
Waste disposal
Landfills, JO 19
Waste water treatment
Environmental effects, F062
Waste water treatment facilities
F055
Water quality
Danube River, F083
Water quality control, F075
Measurement
Biochemical oxygen demand, E078
Nitrogen, E001, F056
Phosphorus, E001
Respirometers
Biochemical oxygen demand
E018
Storm water, A016
Membrane filtration
Bacteria
Pollutant identification, E122
Pilot plants, D285
699
-------
Mercury
Soil analysis,
J042
Metals removal, D459
Activated sludge
Nitrification, D535, El 19
Physico-chemical treatment
Water reuse, D344
Trickling filters, D405
Methane production
Activated sludge, D225
Anaerobic digestion, C136, D472
D532
Sewage treatment
Pyrolysis, D151
Sewage treatment facilities, D039
Sodium bicarbonate, D472
Microflotation
Reviews, D426
Sludge treatment, D070
Microorganisms
Analytical techniques, El43
Biochemical oxygen demand, D419
Biological filters, D368
Chlorine, A032
High energy electron beams, D434
Kinetics, E039
Carbon:nitrogen ratio, D055
Nitrogen removal, D419
Photodynamic oxidation
Methylene blue, D369
Sewage treatment effluents
Reviews, El54
Sludge disposal, D400, D513
Sludge treatment
Irradiation, D406
Urban runoff, A025
Waste disposal
Landfills, D377
Water quality analysis, A026, E032
Microwaves
Waste water treatment, D227
Mixed liquor suspended solids
Monitoring, E010
Mixing
Activated sludge, D082
Sewage stabilization ponds, E022
Solids removal, D410
Molybdenum
Sludge disposal, J051
Monitoring
Activated sludge
Dissolved oxygen, D315
Activated sludge facilities, F090
Mixed liquor suspended solids
E010
Temperature, E092
Bacteria
Most probable number technique
E101
Biochemical oxygen demand, E098
Meters, C006
Carbon dioxide, C094
Digital control systems, F078
Monitoring (cont'd)
Environmental effects, J138
Land application, J009
Municipal/industrial wastes
Atomic absorption, J105
Nitrates
Potable water, E030
Sewage treatment effluents, E030
Organic compounds, E054
Outfall sewers, B022, B067
Overflow, B095
Sewage facilities, J089
Sewage treatment effluents
Drug metabolites, E091
Environmental carcinogens, J099
Ultraviolet radiation, E029
Sewage treatment facilities
Gases, B050
Magnetic flowmeters, E023
Suspended solids
Turbidimeters, D296
Total oxygen demand, El69
Waste disposal
Landfills, JO 12
Waste water
Respirometers, E014
Waste water treatment facilities
D396, D567, J126, J127
Failure alarm, E011
Water pollution sources
Rivers, F011
Water quality
Benthic fauna, E016
Mussels, E013
Oysters, J072
Water supplies
Organic compounds, E025
Municipal/industrial wastes, B057
B092, D136, D282, E093
Activated sludge, D009
Biological treatment, D493
Environmental effects
Rivers, F079
Monitoring, J105
Pilot plants, D454
Sewage treatment facilities, D343
D533, D550
Tertiary treatment, D260
Trickling filters, D009
Waste water treatment
Cost analysis, J107
Water quality, D425
Water reuse, D034
Municipal waste water
Flocculation, D086
Potable reuse, D007
Reverse osmosis, D568
Nitrate removal, C147
Ion exchange
Irrigation return water, DO 12
Nitrates
Groundwater analysis, F077
Monitoring
Potable water, E030
Sewage treatment effluents, E030
Nitrates (cont'd)
Pollutant identification
p-fluorophenol method, E028
Nitrification
see also Ammonia removal
D180, D291
Activated sludge, D026, D069
E104, E152
Metals removal, D535, El 19
Oxygen demand, D077
Activated sludge facilities, D497
Aeration, D460
Oxygen activated sludge, D218
D266
Soil contamination effects, J071
Three sludge system, DO 13
Waste treatment
Rivers, F008
Nitrification/denitrification
see also Biological treatment
Fluidized bed reactor, D150
Nitrogen
Measurement, E001, F056
Pollutant identification
AutoAnalyzer, D104
Separation techniques
Sewage treatment effluents, D121
Water pollution sources
Surface waters, D065
Nitrogen fixation
Sludge disposal
Salt marshes, D420
Nitrogen removal
see also Denitrification
C009, C147, D017
Fluidized bed reactor, C066
Ion exchange
Clinoptilolite, D046, E095
E096
Zeolites, DO 15, D046
Microorganisms, D419
Reviews, DO 16
Nonlinear models
Regional planning, F041
NTA
Biodegradation
Anaerobic digestion, D040
Chlorine demand
Surface waters, F097
Nutrient removal
Water hyacinths, E080
Ocean disposal
Environmental effects, J044, J080
Outfall sewers, B019, B061
Sewage treatment effluents
Diffusers, F091
Odor removal
Aeration, D293
Concrete pipes
Hydrogen peroxide, B044
Hydrogen peroxide
Concrete pipes, B044
700
-------
Odor removal (cont'd)
Kinetics, E059
Oxygen activated sludge, D178
D179
Sodium hypochlorite, D194
Oily wastes
Waste disposal, C044, E061
On-site waste water treatment
Sewer alternatives, D214, D217
Organic compounds
see also Polynuclear aromatic hydro-
carbons
Biodegradation, El44
Groundwater analysis, E004
Ion exchange, D155, D203, D437
Leachates, D304, E083
Monitoring, E054
Oxidation, D560
Pollutant identification
Gas chromatography. E079
Potable water, J004
Separation techniques
Sewage treatment effluents, D121
Septic tank effluents, E004
Sewage analysis, E004
Waste disposal, C068
Water analysis
Chemical oxygen demand, E009
Water supplies
Monitoring, E025
Organics removal
Activated carbon, C082, D366
D543, E024, E106
Pilot plants, D076
Anaerobic filtration, D335
Chlorinated isocyanurates, C133
Copper manganite catalyst, C045
Mathematical models, D438
Trickling filters, D587
Waste treatment, C060, C074
D174, D316
Rivers, F008
Waste water
Polymers, C063
Organochlorines, D314
Pollutant identification, D299
Pyrohydrolysis, E027
Outfall sewers
see also Sewage disposal
Costs, D422
Environmental effects
Benthic fauna, D362
Hong Kong, B075
Monitoring, B022, B067
Ocean disposal B019, B061
Sewage disposal, B009, B010
B067, D422
Waste disposal, B010, D331
Overflow
Catchment basins, A020
Combined sewers, A002, A006
A011, A019, A024, A029
B022, B038, B062, F022
F045
Overflow (cont'd)
Chlorination, D452
Computer control, A013, F065
High gradient magnetic separa-
tion, D394
Environmental effects, B095
Monitoring, B095
Sedimentation tanks, C023
Storage tanks, A024
Treatment facilities, A004
Oxidation
Organic compounds, D560
PROST system, D446
Sewage treatment, D446, D462
Kinetics, D049
Waste water treatment, C113
Oxidation ponds
see Sewage stabilization ponds
Oxygen
Gravity sewers, B047
Oxygen activated sludge, C075, D152
D177, D251, D280, D308
Continuous treatment, C026
Dissolved oxygen, D093, D094
D095, D332
Kinetics, E089
Nitrification, D218, D266
Odor removal, D178, D179
Open tank system, D035
Pilot plants, D178, D179, D181
D182, D319
Oxygen transfer, E039
Aeration, D052, D376, E129
Biological treatment, D071
Kinetics, D116, El29
Pilot plants, D392
Oxygen uptake
Activated sludge, E036
Oxygenation
see also Aeration
C003, C004, C020
Activated sludge, CHS
Sewage treatment, B104, CO 13
C076, D176, D180, D287
D312, D317, D350, D351
D353, D490
Ozone, D512
Disinfection, D560
Sewage treatment effluents, D139
D355
Odor control, D397
Polynuclear aromatic hydrocarbons
D018
Sewage treatment, COS 1, D18 5
D306
Virus removal, D125, D168
Sludge treatment, D191
Waste water treatment, C041
C056, C065, C129, D186
D193
Organic compounds, C116
Package plants
Activated sludge, D036
Package plants (cont'd)
Sewage treatment, D036
Personnel training
Water treatment facilities, J048
Pesticides
Groundwater
Water pollution sources, H001
Waste water treatment
Pilot plants, D439
pH control
Automated instrumentation, D345
Fluorine removal, D341
Sewage treatment facilities
Sodium bicarbonate, D100
D118, D126, D342
Sodium bicarbonate, D445
Sewage treatment facilities, D231
Water treatment
Filtration, D158
Phenols
Chlorination, E019
Macroreticular resins, El66
Phosphate removal
Aluminum oxide, D595
Aluminum sulfate, D440
Anion resins, D592
Kinetics, D595
Land application, D596
Polyelectrolytes, C140
Polymers, D464
Phosphorus
Measurement, E001
Separation techniques
Sewage treatment effluents, D121
Urban runoff, A005
Phosphorus removal, C120, D291
Activated sludge, D246, D365
D558
Alum, D023, D163, D246, D247
D531
Anaerobic digestion, D559
Biological slimes, E065
Biological treatment, D558
Chemisorption, D449
Contact filtration, D228
Dynamic Data System, F013
Eutrophication, E003, F074
Land application, D444, J062
J063, J064
Pilot plants, D129
Lime, D163
PhoStrip process, D365
Pilot plants, F048
Tertiary treatment, E003
Polymers, D050, D274
Trickling filters, D531
Physico-chemical treatment, D331
D458, D590
Algae, D518
Ammonia removal
Kinetics, El26
Chlonnation, D022, D470
Costs, D494
701
-------
Physico-chernkaS treatment (cont'd)
b-.isr. criteria, D430
Domestic wastes, D489
Metals removal
Water reuse, D344
Pilot plants, D290
Polymers, D403
Reviews, D479
Saline water wastes, D029
Tertiary treatment, D578
Water reuse, D573
Pilot plants
Activated carbon
Organics removal, D076
Activated sludge, D591, E100
F034, F049
Biological treatment, D109
Nitrification/denitrification
D364, D392
Membrane filtration, D285
Mixmg, D591
Municipal/industrial wastes, D454
Oxygen activated sludge, D178
D179, D181, D182, D319
Phosphorus removal, F048
Land application, D129
Physico-chemical treatment, D290
Reverse osmosis
Waste water recovery, D340
Sludge dewatering, D058, D220
Sludge treatment
Clay-polymer system, D042
Irradiation, D416
Tertiary treatment, D050, D237
D284
Sewage stabilization ponds, D502
Waste water treatment
Pesticides, D439
Pipelines
see Sewer pipelines; Water distribu-
tion pipelines
Plastic linings, D417
Plastic pipes, B063, D267
Poly vinyl chloride monomers, F015
Sewer construction, B021
Sewers, B049
Repair, BO 11
Sewer construction, B068
Sludge treatment facilities
GRP molding, B033
Plutonium
Sludge disposal
Crop irrigation, D114
Polarography
Pollutant identification
Non-ionic surface active sub-
stances, E062
Poliovirus
see ako Virus removal
Activated sludge facilities
Models, F071
Adsorption
Activated carbon, D091, D140
Ion exchange, D140
Poliovirus (cont'd)
Sludge
Heat inactivation, D099
Waste water treatment
Magnetite adsorption, E038
Pollutant identification, D432
Analytical techniques, E168
Atomic absorption, El34
Bacteria
Activated sludge, D474
Membrane filtration, El20
E122
Biochemical oxygen demand, E050
Waste water storage, Dill
Chemical oxygen demand, D418
Chlorouracil photolysis
Surface waters, E040
Coliforms
Cyanophage, E021
Groundwater, H003
Detergents, E085
Dissolved oxygen
Tube-type water samplers, E052
Waste water storage, Dill
Endotoxins
Limulus test, E037
Potable water, E037
Tertiary treatment water, E037
Fecal streptococci, El40
Groundwater quality
Models, HO 14
Lead
Coastal waters, E060
Nitrates
p-fluorophenol method, E028
Nitrogen
AutoAnalyzer, D104
Non-ionic surface active substances
Polarography, E062
Organic compounds
Gas chromatography, E079
Potable water, J004
Organochlorines, D299
Pyrohydrolysis, E027
Radium
Water supplies, D122
Septic tank effluents, E017
Steroids, El25
Storm runoff, A009, A018, A037
E147, F025
Urban runoff, A017, E016, E148
Viruses, D424, E047, E145
Cyanophage, E021
Public health, El 18
Waste recycling, J038
Pollution abatement
Rivers, D433
Polyelectrolytes, D112
Activated carbon, E099
Activated sludge
Deflocculation, D028
Clarifiers, D378
Filtration, D154
Phosphate removal, C140
Sewage treatment, D101
Virus removal, E043
Polyethylene pipes
see Plastic pipes
Polymers, D232
Landfill linings, J059
Organics removal
Waste water, C063
Phosphate removal, D464
Phosphorus removal
Tertiary treatment, D274
Sewer pipelines, B053
Sludge dewatering, D248, D589
Tertiary treatment
Phosphorus removal, D050
Waste water treatment, D257
D403
Polynuclear aromatic hydrocarbons
see a/so Organic compounds
Chlorine, DO 18
Ozone, DO 18
Water treatment facilities
Chlorination, E020
Potable reuse
see also Water reuse
Municipal waste water, D007
Potable water
Legislation
Safe Drinking Water Act, J001
Monitoring
Nitrates, E030
Pilot plants
Water reuse, J139
Pollutant identification
Endotoxins, E037
Organic compounds, J004
PROST system
Oxidation, D446
Public health, J036
Aquaculture, J038
Disinfection, D529
Pollutant identification
Viruses, El 18
Sludge disposal, D513
Land application, D555
Landfills, D400
Water reuse, D501, J103
Pumping stations
Sewage, B009
Pumps
Centrifugation, D571
Sludge analysis, D545
Waste water treatment
Ceramic coatings, B032
Pyrohydrolysis
Pollutant identification
Organochlorines, E027
Pyrolysis
see also Incineration
Sewage treatment
Methane production, D151
Sludge disposal, C021, D057
D195
Waste water treatment, D190
702
-------
Radioactive tracers
Sewage stabilization ponds, E022
Radium
Pollutant identification
Water supplies, D122
Recreation facilities
Waste water treatment, D001
Waste water treatment facilities
D268
Water utilization, D001
Recycling, D056, D067
Sewage treatment effluents, C052
C084, D078, D209, D210
J078, J079
Regional planning
Hydrologic models, A027
Legislation
Pollution abatement, J101
Waste water treatment, J092
Mathematical models, F038
Nonlinear models, F041
Pollution abatement
Yorkshire Water Authority, J117
Sewage disposal, J132
Sewage treatment facilities, B082
D254, D415, J118, J132
J134
Waste disposal, D415
Waste water treatment facilities
D183, D339, F016, J121
Upgrading, J119
Water quality control, D278, J137
Repair
Sewers, BOH, B039, B070
Ductile iron pipes, BO 15
Grouting, B036
Plastic pipes, BO 11
Rubber-gasketed joints, BO 15
Storm sewers, B007
Repairs
Sewers, E042
Respirometers
Measurement
Biochemical oxygen demand
E018, E078
Monitoring
Waste water, E014
Reverse osmosis, D300
Cellulose acetate membranes, D380
Desalination, D031
Hospital wastes, D123
Municipal waste water, D568
Pilot plants
Waste water recovery, D340
Rivers
Heavy metals, E082
Mathematical models
Biochemical oxygen demand
E138
Dissolved oxygen deficit, El38
Municipal/industrial wastes
Environmental effects, F079
Pollution abatement, D433
Rivers (cont'd)
Runoff
Analytical techniques, A003
Sewage disposal
Environmental effects, J006
Simulation analysis, F051
Flow, F007
Water quality, F001
Waste treatment
Nitrification, F008
Organics removal, F008
Water pollution sources, D272
F043
Fecal coliforms, E012
Monitoring, F011
Nitrogen, £135
Phosphorus, El35
Water quality, F043
Water quality control, D027, E071
F044
Heavy metals, E070
Root growth destruction
Sewer pipelines
Copper sulfate, B041
Rotating biological disks
Biological treatment, C042, D109
D120, D143
Rotor aerators
Sewage treatment facilities, D164
Runoff
see also Storm runoff; Urban runoff
Rivers
Analytical techniques, A003
Urban rainfall
Mathematical models, F069
Rural areas
Sewage treatment facilities, B037
Sewers, B037, D108, D135, D279
Water supplies, J076
Saline water wastes
Physico-chemical treatment, D029
Sanitary sewers
see also Combined sewers; Intercep-
tor sewers; Storm sewers
Tunnels, B003
Screening, D401
Screezer, D187
Sewage filterability index, El 11
Solids removal, C010, C033, C090
D187
Sedimentation tanks, C024, D253
Design criteria, D219, D507
Fabric lining, D250
Flow equalization, D507
Overflow, C023
Sludge removal, C028, C040, F064
Waste water treatment, C081
D073
Separation techniques
see also Solids removal; Suspended
solids
C088
Separation techniques (cont'd)
C121, C143, D401, D456
Activated sludge, D575
Aeration, CO 19, C039
Detoxification, C126
Flotation
Activated sludge, D561
Sewage treatment effluents, C050
Nitrogen, D121
Organic compounds, D121
Phosphorus, D121
Sludge disposal, C012
Storm runoff, A031
Waste water treatment, C001
C064
Electroflotation, D166
Septic tank effluents, D372, D455
Anaerobic filtration, D379
Biochemical oxygen demand, E004
Chemical oxygen demand, E004
Denitrification, E131, H008
Methanol, D024
Groundwater, El31
Water pollution sources, J041
Groundwater quality, E017
Organic compounds, E004
Pollutant identification, E017
Seepage beds, C102
Soil analysis, El31
Statistical analysis, E049
Waste disposal, C073
Septic tanks, D297
Aerobic digestion, C043
Settling basins
see Sedimentation tanks
Sewage
Pumping stations, B009
Sewage analysis
Biochemical oxygen demand, E004
E058
Chemical oxygen demand, E004
E103
Organic compounds, E004
PCB, E171
Sewage disposal
see also Outfall sewers
B061, D301
Alaska, D540
Environmental effects, J005
Coastal waters, El36
Rivers, D433, J006
Incineration, D200
Newsprint pulp, D357
Outfall sewers, B009, BO 10, B067
D422
Regional planning, J132
Spray irrigation, D032, J035, J036
J067
Tunnelling, C091
Vacuum system, C030
Sewage facilities
Monitoring, J089
703
-------
Sewage pumping stations, B002, B058
B060, B071, B088, D087
D298
Automated instrumentation, B069
Design criteria, B080, B091, E130
Hydraulic machinery, B069, B100
D145, E130
Sewage stabilization ponds, D281
D295, D383, D404, E093
F056
Algae, D223, D518, J055
Ammonia toxicity, D054
Biochemical oxygen demand
Design criteria, F066
Chlorination, D470
Filtration, D370
Kinetics
Design criteria, D572
Mixing, D336, E022
Purification, D504
Radioactive tracers, E022
Reviews, D527
Tertiary treatment
Pilot plants, D502
Sewage treatment
see also Activated sludge
C058, D295, J033
Aeration, C019, C053, C070
Aeration rotors, COOS, C014
Aerobic digestion, C036, C106
Alaska, D540
Algae recovery, C055
Alum, D418
Anaerobic digestion, D126, D552
Egg-shaped tanks, D041
Bacteria, D503
Brazil, J102
Chlorine, D306
Disinfection
Chlorine, D443
Dissolved oxygen, D552
Domestic wastes, C077
Electrolysis, C080
Flow equalization, E086, F042
Hydraulic machinery
Pneumatic ejectors, D148
Kinetics
Respirometric dilution, D413
Macrophytes, D503
Oxidation, D446, D462
Kinetics, D049
Oxygenation, B104, C013, C076
D176, D180, D287, D312
D317, D350, D351, D353
D490
Ozone, C051, D185, D306
Package plants, D036
Phenols
Macroreticular resins, El66
Polyelectrolytes, D101
Pyrolysis
Methane production, D151
Recreation facilities, D562
Rotary biocontactors, C108
Ultrasound, C106
Virus removal
Sewage treatment (cont'd)
Chlorine, D125
Ozone, D125, D168
Waste recycling
Aquaculture, D161
Sewage treatment effluents
Bacteria, D083, El50
Land application, D330
Disinfection, C092, D213
Ozone, D139, D355
Photodynamic inactivation, D408
Photodynamic oxidation, D369
Ultraviolet radiation, D006
D096
Fecal coliforms, E041, E048
Filtration, D346
Fishkill
Clarius batrachus, J108
Hydraulic overload, D346
Microorganisms
Reviews, El54
Monitoring
Drug metabolites, E091
Environmental carcinogens, J099
Nitrates, E030
Ultraviolet radiation, E029
Non-ionic detergents, E149
Ocean disposal
Diffusers, F091
Recycling, C052, C084, D078
D209, D210, J078, J079
Reuse
Power plant cooling waters
D056, D134, D149
Separation techniques, C050
Nitrogen, D121
Organic compounds, D121
Phosphorus, D121
Sludge disposal, C090
Soil analysis
Viruses, H007, J058
Tertiary treatment D106, D117
D210
Virus removal
Land application, D098
Waste disposal, C073, C101
Water hyacinths
Algae, D483
Sewage treatment facilities
see also Waste water treatment
facilities
C071, C100, D014, D080
D092, D257, D297, D301
D414, D554, E093
Automated instrumentation, D327
D585, F036
Biochemical oxygen demand, E056
Mathematical models, F005
Chemical oxygen demand, E056
Cleaning, C089
Construction, B077, D131, D349
D550
Financial aid, J034
Conveyors, D553
Costs, D276, D325
Design criteria
Sewage treatment facilities (cont'd)
Chemical oxygen demand, F081
Environmental effects, E002
Glass reinforced plastics, D044
D085
Hong Kong, B075
Methane production, D039
Monitoring
Gases, B050
Magnetic flowmeters, E023
Municipal/industrial wastes, D533
D550
ICI deep shaft system, D343
Personnel management, D234
pH control
Sodium bicarbonate, D100
D118, D126, D342
Regional planning, B082, D254
J118, J132, J134
Brazil, D415
Rotor aerators, D074
Carrousel system, D164
Rural areas, B037
Sodium bicarbonate
pH control, D231
Solar energy, D030
Tanks, B001, D349
Tertiary treatment, D188, D208
D300, D303
Upgrading, D356
Upgrading, D117, D205, D208
D303, D550, E094
Tertiary treatment, D240
Wet air oxidation, D198
Sewer alternatives
Canwel sewerless system, B035
On-site waste water treatment
D214, D217
Sewer construction, B060, B071
B074, B076
Concrete pipes, B043, B048
Joints, B056, B059
Non-reinforced precast segments
BOOS
Cost analysis, B065, B072
Costs, B045, B054, B094
Environmental effects, B084
Manholes, BO 16
Mathematical models
Discrete differential dynamic pro-
gramming, B020
Pipe pilings, B004
Plastic pipes, B021
Sewers, B068
Regional planning, B082
Soil analysis, B081
Testing procedures
Low pressure air test, B006
Tunnelling, B026, B043
Tunnelling machines, BO 13
Sewer design, B081, B086, F002
Construction, B107
Elliptical sewers
Critical depthibrink depth, B083
Hydrographs, A034
Mathematical models, BOOS
704
-------
Sewer design (cont'd)
Middle East, B089
Trenchless construction, BO 16
Waste water management, B098
Sewer infiltration, B036, B081, BIOS
B110
Joints, BOS 5
Sewer moratoriums, B030
Sewer pipelines, B055, B059, B081
B103
Cleaning, BO 17, BO 18, B028
B034, B039, B040
Biological treatment, B101
Electromatic Sewage Ejector
D141
Computer models
Soil analysis, El 14
Corrosion control, B063, B070
B096
Hydrogen peroxide, B087
Plastic linings, B066
Cost analysis, B072, F002
Inspection, B017, B039, B040
Joints, B085, B090
Plain-end pipe, B073
Polymers, B053
Polyvinyl chloride, B090
Reviews, B079
Root growth destruction
Copper sulfate, B041
Sewers, B046
Bituminized fiber pipes, B055
Construction
Financial aid, B109
Ductile iron pipes, B099
Flow determination
Ultrasound, El59
Hydrogen sulfide control, B034
D375
Plastic pipes, B049
Sewer construction, B068
Repair, 6014, B039, B070, B108
Ductile iron pipes, BO 15
Grouting, B036, B093, D551
Plastic pipes, BO 11
Rubber-gasketed joints, BO 15
Repairs, E042
Rural areas, B037, D108, D135
D279
Upgrading, B074
Urban runoff, A040, BIOS
Ships
Waste disposal, B052, C048, C069
D003, D175
Incineration, D269
Water pollution sources, D175
Simulation analysis
Activated sludge, F034
Clarifiers, D132
Flood control, F040
Rivers, F051
Flow, F007
Water quality, F001
Storm runoff, A028, A029, B042
Simulation analysis (cont'd)
Storm runoff, H004, HO 10
Storm water, F085
Urban drainage, F012, HO 10
Urban runoff, HOI 1
Slime
Biological treatment
Kinetics, F009
Sludge analysis, D407, E069
Aromatic amines, El60
Biochemical oxygen demand, E055
Digested sludge particles, D322
F039
Incineration, D387
Land application, E128
Metals
Microorganisms, D400
Odor, E055
Particle size, EOS 1
PCB, E171
Pumps, D545
Sulfur, E090
Viruses, D424
Zinc/copper bonding, El32
Sludge bulking control
Activated sludge facilities, D288
Sodium bicarbonate
Activated sludge facilities, D137
Sludge dewatering, C137, C138
C139, C144, D320, D407
D477, D487, E084
Biological/physico-chemical treat-
ment, D244
Centrifugation, C017, D160, D305
D328
Cost analysis, D466
Filtration, D273, D328
Belt filters, D258, D486
Gravity pressure, D326
Rotary vacuum filters, D128
Pilot plants, D058, D220
Polymers, D248, D326
Screening press, D242
Screezer, D187
Solids power index, E015
Thermal conditioning, D484
Thermal drying, D506
Waste activated sludge, D004
D184
Sludge disinfection
High energy electrons, D033
Irradiation, C049, D207, D216
D318, D519, D525, D597
Sterilization, C034
Sludge disposal
see also Land application
C118, D067, D092, D294
D317, D398, D477, J069
J077, J083
Aerobic digester supernatant, EOS 5
Alum, D436
Concrete, J114
Cost analysis, D447, J070
Costs
Sludge disposal (cont'd)
Energy consumption, D594
Crop irrigation, D063, E074, J008
J060, J061, J068, J084
J086
Big Wheels Unit, D146
Heavy metals, D199, E006
E067, J043, J052, J057
J085
Plutonium, D114
Trace elements, E068
Energy reuse, D473
Environmental effects
Offshore dumping, D195, J007
Groundwater quality, D347
Incineration, CO 18, C072, D189
D206, D224, D226, D229
D298, D310, D374
Energy recovery, D142
Fluidized bed, D321
Metals control, E066
Paniculate control, D061
Land application, D523
Food chain, Jl 15
Public health, D555
Viruses, D580
Landfills, C083
Public health, D400
Management, J129
Marketing, J037
Microorganisms
Public health, D513
Molybdenum, JOS 1
Ocean dumping, JO 11
Plant growth, D384, D556
Plant composition, D386
Plant metals uptake, D556
E132, J123
Cadmium, El58
Pyrolysis, C021, D057, D195
Research, D520
Reviews, D066, D119, D212
D429, D478, D526, J104
Salt marshes
Nitrogen fixation, D420
Separation techniques, CO 12
Sewage treatment effluents, C090
Soil analysis, D384, J040, J098
Heavy metals, D511, E008
Subsurface injection, H009
Costs, D215
Trace metals, J120
Waste disposal, D588, D598
Sludge drying, C007
Flocculant additions, D079
Rotary drum dryer, C035
Sludge quality index
Activated sludge, E007
Sludge recycling, J082
Sludge removal, D498
Automated instrumentation, C124
Sedimentation tanks, C028, C040
F064
705
-------
Sludge treatment, C007, C088, C145
D313, D387, D487, J069
J083
Automated instrumentation, D327
Biological treatment, D398
Capillary suction time, D409
Chemical precipitation, C046
D283
Composting, C047, C095, C114
D191, D211, D412, J095
Costs
Energy consumption, D594
Energy conservation, D495
Energy production, D522
Equipment
Gantries, D542
Filtration, D334, D498
Gravity thickening, D286
Mathematical models, F063
Irradiation, C098, C135, D381
D406, D435
Electron accelerators, D442
Pilot plants, D416
Microflotation, D070
Ozone, D191
PAC, D271
Pasteurization, D381, D435
Pilot plants
Clay-polymer system, D042
Research, D520
Reviews, D048, D066, D119
D212, D385, D478, D480
D547
Sludge recycling, D495
Standards, D359
Thermal conditioning, D524
Thickening, C099
Wet air oxidation, C109
Sludge treatment facilities
Construction
Concrete pipes, D352
Plastic pipes
GRP molding, B033
Sludge volume index
Activated sludge, E007, E100
Sodium bicarbonate
Activated sludge facilities
Sludge bulking control, D137
Methane production, D472
pH control, D445
Sewage treatment facilities
pH control, D100, D118, D126
D231, D342
Sodium hypochlorite
Water treatment
Odor removal, D194
Soil analysis
Cadmium, El 58
Computer models
Sewer pipelines, El 14
Heavy metals, D511, E005, J003
J065
Land application, J062, J063, J064
J065, J075
Mercury, J042
Soil analysis (cont'd)
Septic tank effluents
Denitrification, E131
Sludge disposal, D384, J040, J098
Viruses
Sewage treatment effluents, H007
JOS 8
Waste disposal
Landfills, J026, J031
Solar energy
Biological treatment, D030
Sewage treatment facilities, D030
Solids removal
see also Separation techniques
Coagulation, CO 15
Heat exchange, C029
Mixing, D410
Screening, C010, C033, C090
D187
Spray irrigation, D391
Chlorinated effluents
Bacteria, JO 10
Sewage disposal, D032, J035, J036
J067
Standards
Sludge treatment, D359
Statistical analysis
Activated sludge
Temperature, D475
Operation controls
Waste water treatment, El61
Septic tank effluents, E049
Storage tanks, B078
Glass-coated steel plates, D037
Overflow, A024
STORM model
Water quality
Urban areas, F061
Storm runoff
see also Runoff; Urban runoff
A006, A010, A020, F024
H017
Environmental effects, F023
Hydrographs, A033
Models, F088
Pollutant identification, A009
A018, A037, E053, E147
F025
Reviews, A028, A038
Separation techniques, A031
Simulation analysis, A028, A029
B042, H004, HO 10
Water quality, A008, A009, A015
A018
Storm sewers
see also Combined sewers; Intercep-
tor sewers; Sanitary sewers
B057, F020, F022
Flood control, A002
Models, F088
Repair, B007
Storm water
Disinfection, A026
Management, A001, A008, A014
A022, A030, F021, F022
F026, F028, F029, F030
F031
Cost analysis, F067
Mathematical models, A010
Mathematical models, A030, A039
F028, F029, F030, F031
F045, F046, F047, F085
Linear programming, F027
Retention basins, F060
Measurement, AO16
Pollutant identification, A023
Retention basins
Construction, F058
Simulation analysis, F067, F085
Urban runoff, A023
Storm Water Management Model
A029, A030, A039, F084
F086, F087
Storm water treatment
Cost analysis, B102
Sulfur
Sludge analysis, E090
Surface waters
Chlorine demand
NTA, F097
Chlorouracil photolysis
Pollutant identification, E040
Denitrification, D579
Waste disposal, D544
Waste water management, J002
Water pollution sources
Nitrogen, D065
Surfactants
Clay adsorption, El09
Water analysis
Colorimetry, E072
Water pollution sources, El02
Suspended solids
see also Separation techniques
Hydraulic overload, D102
Turbidimeters
Monitoring, D296
Systems analysis
Water management, F006
Tanks
Aeration, B001, C146, D395
Sewage treatment facilities, B001
Waste water treatment, D037
Water treatment, D037
Tertiary treatment, D022, D032
D115, D272, D289, D399
D515, E024
Automated instrumentation, D192
Clarifiers, D578
Cost-benefit analysis, D583
Environmental effects, D432
Filtration, D576
Fluidized bed reactor, D043
Land application, D062
706
-------
Tertiary treatment (cont'd)
Cost analysis, D431
Mobile process units, D020
Municipal/industrial wastes, D260
Phosphorus removal
Polymers, D050, D274
Physico-chemical treatment, D578
Pilot plants, D050, D237, D284
Sewage stabilization ponds, D502
Pollutant identification, D432
Reviews, D243
Sewage treatment effluents, D106
D117, D210
Sewage treatment facilities, D188
D300, D303
Upgrading, D208, D240, D356
Solids handling, D255
Trickling filters, D005
Waste water treatment facilities
D496
Wetlands, HO 15
Tertiary treatment facilities, D089
D277
Construction, D221, D230
Tertiary treatment water
Pollutant identification
Endotoxins, E037
Testing procedures
Sewer construction
Low pressure air test, B006
Thermophilic bio-oxidation
Activated sludge, D045
TOD
see Total oxygen demand
Total organic carbon
Water analysis, D421, E077
Total oxygen demand
Monitoring, El69
Waste water, D084
Treatment facilities
Overflow, A004
Trickling filters
Bark
Metals removal, D405
Dosing rates, F032
Municipal/industrial wastes, D009
Organics removal, D587
Phosphorus removal, D531
Tertiary treatment, D005
Upgrading, D450
Tunnelling
Sewer construction, B026, B043
Tunnelling machines
Sewer construction, BO 13
Tunnels
Construction, B078
Sanitary sewers, B003
Turbidimeters
Suspended solids
Monitoring, D296
Ultrafiltration
Water treatment
Alum reuse, D047
Ultrasound
Waste water treatment, C065
Ultraviolet radiation
Chemical oxygen demand, C107
Monitoring
Sewage treatment effluents, E029
Sewage treatment effluents
Disinfection, D006, D096
UNOX
see Oxygen activated sludge
Urban drainage, H011, J074
Cost analysis, F012, J066
Simulation analysis, F012, H010
Urban runoff
see also Runoff; Storm runoff
Catchment basins
Management, Bill
Hydrographs, A007, A039, E088
Microorganisms, A025
Phosphorus, A005
Pollutant identification, A017
E016, E148
Sewers, A040, BIOS
Simulation analysis, HO 11
Waste water treatment facilities
A019
Water quality analysis, A040
Water quality control, A021, A035
A036
Value analysis
Waste water treatment facilities
E057
Virus removal
see also Poliovirus
E147
Chlorination, D593
Coal adsorption, E064
Foam fractionation, D081
Gauze pad method, J054
Land application, D098, D124
Polyelectrolytes, E043
Sewage treatment
Chlorine, D125
Ozone, D125, D168
Viruses
Anaerobic digestion, El64
Pollutant identification, E047
E145
Cyanophage, E021
Public health, El 18
Waste recycling, J038
Sludge disposal
Land application, D580
Soil analysis
Sewage treatment effluents, H007
JOS 8
Waste activated sludge
Aerobic digester supernatant, D103
Aerobic digestion, D323, D389
Anaerobic digestion, D239, D522
Waste activated sludge (cont'd)
Sludge dewatering, D004, D184
Waste disposal, C054, D586, JO 14
Aerobic digester supernatant, D102
Anaerobic digester supernatant
D102, D127, D238, D256
Composting
Bacteria, D360
Crop irrigation, D501
Groundwater analysis
Landfills, H005, H006
Groundwater quality, D544
Incineration, D570, D588, D598
Air pollution control, D537
India, D427
Landfills, J012, JOB, J015, J016
J017, J018, J028, J030
Groundwater analysis, J025
J027
Leachate analysis, J020, J021
J022, J023, J024, J029
J032, J042
Mathematical models, JO 19
Microorganisms, D377
Soil analysis, J026, J031
Management
Reviews, D538
Nitrogenous wastes, D427
Oily wastes, C044, E061
Organic compounds, C068
Outfall sewers, BO 10
Regional planning
Brazil, D415
Reviews, D429
Septic tank effluents, C073
Sewage treatment effluents, C073
C101
Ships, B052, C048, C069, D003
D175
Incineration, D269
Sludge disposal, D588, D598
Surface waters, D544
Wetlands, D428
Waste recycling
Ammonia, C067
Pollutant identification
Viruses, J038
Sewage treatment
Aquaculture, D161
Waste treatment
Energy recovery, D459
Fertilizer production, C087
Fuel production, C119
Gold recovery, D491
Organics removal, C060, C074
D174, D316
Rivers
Nitrification, F008
Organics removal, F008
Silver recovery, D491
Waste water
Biochemical oxygen demand, D084
Chemical oxygen demand, D084
Monitoring
Respirometers, E014
707
-------
Waste water (cont'd)
Total oxygen demand, D084
Waste water collection facilities
Reviews, B097
Waste water disposal
Hydraulic machinery, D463
Irrigation, D468, D566
Plant growth, F099
Waste water management, D201
Activated sludge facilities, D204
Australia, D202
Automated instrumentation, El27
Computers, El27
Cost-benefit analysis, F004
Models, F070
Groundwater, J002
Sewer design, B098
Surface waters, J002
Waste water reuse
Waste water treatment, D481
Waste water storage
Pollutant identification
Biochemical oxygen demand
Dill
Dissolved oxygen, Dill
Reviews, B097
Waste water treatment, C122, D067
D275, D512, D549, D574
JOS 6
Activated carbon, C057, D257
D265, D333
Automated instrumentation, E031
F033, F057
Automatic instrumentation, F014
Bacteria, El50
Biological contactors, C127
Boron, D530
Brazil, D441
Chlorination, D002, D299, D508
D536
Cost analysis, J094
Municipal/industrial wastes
J107
Cost forecasting, F010
Electrolytic decomposition, C104
Evaporation, C132
Flotation, D534
Flow equalization, D577
High energy electron beams, D434
High gradient magnetic separation
D025, D060
Hydrocarbons, C142
Legislation, J128
Regional planning, J092
Lime, D064, D136
Magnetite adsorption
Poliovirus, E038
Mathematical models
Environmental effects, F062
Microwaves, D227
Monitoring
Carbon dioxide, C094
Operation controls
Statistical analysis, E161
Waste water treatment (cont'd)
Oxidation, C113
Ozone, C041, C056, C065, C129
D186, D193
Organic compounds, C116
Pesticides, D439
Polymers, D257, D403
Pumps
Ceramic coatings, B032
Pyrolysis, D190
Recreation facilities, D001
Reviews, D499, D526, D548
Sedimentation tanks, C081
Circular tanks, D073
Separation techniques, C001, C064
Electroflotation, D166
Stirring, C038
Tanks, D037
Trickling filters
Municipal/industrial wastes
D009
Ultrasound, C065
Waste water reuse
Cost analysis, D481
Water hyacinths, D483
Wetlands, D488
Nutrient uptake, HO 15
Waste water treatment facilities
see also Sewage treatment facilities
B092, C096, D027, D075
DUO, D233, D250, D383
D390, D391, D457, D459
D582
Analytical techniques
Combined sewers, F068
Automated instrumentation, D396
D581, J090, J126, J127
Combined sewers, A019
Construction, D492, F096
Costs, B094
Financial aid, J034
Infiltration/inflow analysis, D517
Management, J106
Cost analysis, J066
Costs, D337, D505, J047, J088
Cryogenic oxygen production, D348
Design criteria, D493, D505
Network approach, F073
Energy conservation, D235, D402
Filtration, D411
Financial aid, J091, J097
Flow determination, B051
Generators, D563
Headworks, DOS 3
Heavy metals, E005
Legislation, D236
Effluent standards, J096
Mathematical models, F055
Middle East, B089
Monitoring, D396, D567, J126
J127
Digital control systems, F078
Failure alarm, E011
Municipal/industrial wastes
Upgrading, D371, D425
Purification, C112
Recreation facilities, D268
Waste water treatment facilities
(cont'd)
Regional planning, D183, D339
F016, J119, J121
Research, D270
Tertiary treatment, D496
Upgrading, B029, D072, D115
D130, D133, D138, D143
D173, D253, D264, D279
D337, D338, D465, D514
D564
Urban runoff, A019
Value analysis, E057
Water
Biochemical oxygen demand
Biological filters, C059
Biological filters
Biochemical oxygen demand
C059
Water analysis
Atomic absorption, El34
Automated instrumentation, E063
Biochemical oxygen demand
Frozen storage, El 13
Chemical analysis
Reviews, E139
Equipment, J135
Organic compounds
Chemical oxygen demand, E009
Reviews, El46
Surfactants
Colorimetry, E072
Total organic carbon, D421, E077
Water distribution pipelines, B023
Cleaning, BO 17
Corrosion control, B063
Inspection, B017
Water hyacinths
Nutrient removal, E080
Water management
Cost-benefit analysis, F004, F019
Systems analysis, F006
Water pollution control
Estuaries, DO 19
Water pollution index
Fecal coliforms:total coliphage ratio
E034
Water pollution sources, D302, HO 13
Fecal coliforms, E046
Groundwater
Fertilizer, H001
Pesticides, H001
Septic tank effluents, J041
Marine sediments, El25
Nitrogen
Surface waters, D065
Rivers, D272, El35, F043
Fecal coliforms, E012
Monitoring, F011
Ships, D175
Surfactants, E102
Water quality
Brazil, J102
708
-------
Water quality (cont'd)
Danube River, J125
Dual water systems
Water supplies, F059
Legislation, J128
Management
Soviet Union, J136
United Kingdom, J131, J140
Mathematical models
Danube River, F083
Monitoring
Benthic fauna, E016
Mussels, E013
Oysters, J072
Rivers, F043
Simulation analysis, F001
STORM model
Urban areas, F061
Storm runoff, A008, A009, A015
A018
Water quality analysis, El47
Boston, F096
Combined sewers, A040
Danube River, El55
Bacteria, El57
Microorganisms, A026, E032
Urban runoff, A040, BIOS
Water quality control, J087
Lakes, D027
Leachates, D304, H012
Legislation
Canada, J113
Germany, J073
Mathematical models, F075
Regional planning, D278, J137
Reviews, D510
Rivers, D027, E071, F044
Heavy metals, E070
Urban runoff, A021, A035, A036
Water resources development, F004
F041, J074
British Regional Water Authorities
J045
Water resources development (cont'd)
Costs
Japan, J109
Finland
Financial aid, Jl 10
United Kingdom
Financial aid, Jl 12
United States, Jill
Watershed management, J081
Water reuse
see a/so Potable reuse
C016, C067, D515, F093
J078, J124
Activated carbon, E024
Disinfection, D560
Energy conservation, J122
Filtration, D172
Groundwater recharge, D261
D476, J093
India, D372
Irrigation, D078, D263, D467
D476, J116, J122
Municipal/industrial wastes, D034
Physico-chemical treatment, D573
Metals removal, D344
Potable water
Pilot plants, J139
Public health, D501, J103
Recreational facilities, D575
Trace metals, J120
Water supplies
Alaska, D540
Cost analysis, D113, J124
Dual water systems, J130
Water quality, F059
Monitoring
Organic compounds, E025
Pollutant identification
Radium, D122
Rural areas, J076
Water treatment, F093
Alum reuse, D171, D363
Ultrafiltration, D047
Water treatment (cont'd)
Cost analysis, B027, D113
Cost forecasting, F010
Filtration, D469
pH control, D158
Flotation, D088
Ion exchange, C027
Chromium removal, J049
Lead removal, D159
Odor removal
Sodium hypochlorite, D194
Reviews, D548
Tanks, D037
Water treatment facilities, DUO
D448
Chlorination
Polynuclear aromatic hydrocar-
bons, E020
Personnel training, J048
Upgrading, B046
Water utilization
Recreation facilities, D001
Water works waste treatment, D112
D197, E076
Waterless toilets, D324
Watershed management, J087
Water resources development, J081
Wetlands
Biological treatment, D500
Waste disposal, D428
Waste water treatment, D488
H015
Zeolites
see also Clinoptilolite
Nitrogen removal
Ion exchange, DO 15, D046
709
-------
JOURNAL LIST
AIChE Journal
AIChE Symposium Series
Ambio
American City and County
American Industrial Hygiene Association Journal
American Scientist
Analyst
Analytica Chimica Acta
Analytical Chemistry
Annual Review of Microbiology
Applied and Environmental Microbiology
ASEA Journal
ASTM Standardization News
Berichte der Abwassertechnischen Vereinigung e.V.
Biotechnology and Bioengineering
Boston Society of Civil Engineers Section - ASCE
Brick and Clay Record
Brown Boveri Mitteilungen
Brown Boveri Review
Budapest! Kozegeszsegugy
Bulletin of Environmental Contamination and Toxicology
Bulletin d'Information, Inst Beige pour 1'Amelioration de la Betterave-Tiene
California Agriculture
California Irrigation
Canadian Journal of Civil Engineering
Canadian Journal of Microbiology
Chartered Municipal Engineer
Chemical Age of India
Chemical Engineer
Chemical Engineering
Chemical and Engineering News
Chemical Engineering Progress
Chemical Marketing Reporter
Chemical Week
Chemie-Ingenieur-Technik
Chemistry in Canada
Chemistry and Industry
Civil Engineering
Compost Science
Construction Week
Consulting Engineer
Control and Instrumentation
Critical Reviews in Environmental Control
Crops and Soils
CSIRO (Australia) Annual Report
Deeds and Data
Derwent Belgian Patents Abstracts
710
-------
Derwent French Patents Abstracts
Derwent German Patents Abstracts
Derwent Netherlands Patents Reports
Derwent Soviet Inventions Illustrated
Desalination
Diesel and Gas Turbine Progress
Dissertation Abstracts International B
Domestic Engineering
Ductile Iron Pipe News
Eau du Quebec
Effluent and Water Treatment Journal
Elastomers Notebook
Engineering and Contract Record
Engineering News—Record
Engineers Australia
Engineers' Digest
Environmental Health
Environmental Microbiology
Environmental Pollution
Environmental Protection Survey
Environmental Science and Technology
European Plastics News
Filtration and Separation
Food Technology in Australia
Gas, Wasser, Abwasser
Gas— und Wasserfach, Wasser - Abwasser
Gaz, Woda i Technica Sanitarna
Gigiena i Sanitariya
Hakko Kogaku
Health Laboratory Science
Hidrologiai Kozlony
Highway and Heavy Construction
Hydrocarbon Processing
Indian Chemical Journal
Indian Journal of Environmental Health
Industrial Wastes
Industrieabwaesser
Inquinament o
Institution of Engineers, Australia
Instrumentation Technology
International Journal of Control
Journal of the American Society for Horticultural Science
Journal of the American Water Works Association
Journal of Coated Fabrics
Journal of the Environmental Engineering Division - ASCE
Journal of Environmental Health
Journal of Environmental Quality
711
-------
Journal of Environmental Science and Health
Journal of Environmental Sciences
Journal of Food Protection
Journal of Hygiene
Journal of the Institution of Engineers (India)
Journal of Japan Water Works Association
Journal of the New England Water Works Association
Journal of Research of the United States Geological Survey
Journal of Soil and Water Conservation
Journal of Theoretical Biology
Journal of Toxicology and Environmental Health
Journal of Transportation Engineering - ASCE
Journal Water Pollution Control Federation
Journal of the Water Resources Planning and Management Division - ASCE
Journal of the Waterways, Ports, and Coastal Engineering Division - ASCE
Kanazawa Daigaku Kogakubu Kiyo
Kanocho Kogai Semnon Shiryo
Kjemi
Life Sciences
Marine Chemistry
Materials Performance
Materials Reclamation Weekly
Mechanical Engineering
Meditsinskaia Parazitologiia i Parazitarnye Bolezni
Memoirs of the School of Engineering
Metody Fizykochemiczne Oczysczczania Wod i Sciekow
Modem Power and Engineering
Munchner Beitrage zur Abwasser-, Fischerei- und Flussbiologie
NASA Technical Brief
New Civil Engineer
New Zealand Engineering
Oceans
Oceanus
Official Gazette of the United States Patent Office
Official Journal of Patents, Trade Marks and Designs (Australia)
Paper Trade Journal
Physics Today
Pipes and Pipelines International
Plant Engineering
Polish/United States Symposium on Waste Water Treatment and Sludge Disposal
Pollution Engineering
Polymer Engineering and Science
Power and Plant
Proceedings of the Institute of Environmental Sciences
Proceedings of the Institution of Civil Engineers
Process Biochemistry
Process Engineering
712
-------
Processing
Public Health Engineer
Public Patent Bulletin (Japan)
Public Works
Public Works Manual and Catalog File
Radiation Physics and Chemistry
Rassegna Chimica
Reinforced Plastics
Science
Sekko to Sekkai
Shipbuilding and Marine Engineering International
Simulation Network Newsletter
Soil Biology and Biochemistry
Solid Wastes Management
Surveyor
Symposium on Clean Fuels-Biomass, Sewage, Urban Refuse and Agricultural Wastes
Technical Review
Techniques et Sciences Municipales - L'Eau
Teknisk Ukeblad/Teknikk
Technologie Vody
Transactions of the Institute of Chemical Engineers
Tribune du Cebedeau
United States Government Printing Office
Vom Wasser
Wasser, Luft und Betrieb
Wasserwirtschaft
Waste Age
Water, Air, and Soil Pollution
Water and Pollution Control
Water Pollution Control Federation Highlights
Water Research
Water Resources Research
Water S.A.
Water Services
Water and Sewage Works
Water and Wastes Engineering
Water and Waste Treatment
Welding Journal
Western Construction
Zeitschrift fuer Wasser und Abwasser Forschung
Zeszyty Naukowe Politechniki Slaskiej-Inzynieria Sanitarna
Zucker
713
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TECHNICAL REPORT DATA
(Please read Instructions on the reverse before completing)
1 . REPORT NO.
EPA-600/9-77-037
3. RECIPIENT'S ACCESSIOONO.
4. TITLE AND SUBTITLE
MUNICIPAL WATER POLLUTION CONTROL ABSTRACTS:
November 1976 - October 1977
5.. REPORT DATE
December 1977 issuing date
6. PERFORMING ORGANIZATION CODE
AUTHOEHSL
Judith G. Kutcher
Rochelle P. Kramer
8. PERFORMING ORGANIZATION REPORT NO.
9. PERFORMING ORGANIZATION NAME AND ADDRESS
The Franklin Institute Research Laboratories
Science Information Services
20th and Parkway
Philadelphia, PA 19103
10. PROGRAM ELEMENT NO.
1HD622
11. CONTRACT/GRANT NO.
R804922-01
ADDRESS
.nformation Center
12. SPONSORING AGENCY NAME AND
Environmental Research .
Office of Research and Development
U.S. Environmental Protection Agency
Cincinnati, OH 45268
13. TYPE OF REPORT AND PERIOD COVERED
FINAL - Nov. 1976-Oct. 1977
14. SPONSORING AGENCY CODE
EPA/600/19
15. SUPPLEMENTARY NOTES
The Franklin Institute Research Laboratories, Science Information Services
Department, prepared for the Environmental Protection Agency Volume 4 of the
Municipal Technology Bulletin, a current-awareness abstracting bulletin covering
methods of municipal waste water treatment, problems of water quality, and water
pollution control. Volume 4 of the Bulletin contained abstracts of technologically
significant literature appearing in print during 1976 and 1977. Under the same
grant the Science Information Services Department, as a center of competence on
municipal waste water, provided 1320 abstracts, including those appearing in the
Bulletin, to the Water Resources Scientific Information Center (WRSIC). The
Municipal Technology Bulletin informs researchers, consultants, engineers, and
government officials of current developments described in more than 4000 English
and non-English language scientific and technical publications. Topics covered
in the Bulletin and in the abstracts submitted to WRSIC include: analytical tech-
niques for water quality measurements; biological, chemical, and physical methods
of waste water treatment, disposal, and recycling; construction and equipment for
pollution control; model studies; storm runoff; tunneling technology and sewer
systems; and treatment plant operation and automation. This report is a compilation
of the 1320 abstracts arranged consecutively by accession number within subject
categorieso The report is completed by a journal list and subject and author indices
KEY WORDS AND DOCUMENT ANALYSIS
DESCRIPTORS
u tc><~ m r i urns
Water pollution, Water treatment, Cities,
Abstracts, Bibliographies, Indexing,
Documents, Sewage treatment, Waste
disposal, Models, Hydrology, Water
analysis. Automatic control. Sewer pipes,
b.IDENTIFIERS/OPEN ENDED TERMS
COS AT I Field/Group
Disposal, Models, Hydrology,
analysis, Automatic control,
Water quality
13. DISTRIBUTION STATEMEN1
RELEASE TO PUBLIC
19. SECURITY CLASS (This Report)
UNCLASSIFIED
21. NO. OF PAGES
718
20. SECURITY CLASS (This page)
UNCLASSIFIED
22. PRICE
EPA Form 2220-1 (9-73)
714
^ U S GOVERNMENT PRINTING OFFICE'1978— 757-140/6625
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