EPA -600/2-74-005
May 1974
Environmental Protection Technology Series
Development of A Monthly
Municipal Technology Bulletin
Office of Research and Development
U.S. Environmental Protection Agency
Washington, D.C, 20460
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RESEARCH REPORTING SERIES
Research reports of the Office of Research and
Monitoring, Environmental Protection Agency, have
been grouped into five series. These five broad
categories were established to facilitate further
development and application of environmental
technology. Elimination of traditional grouping
was consciously planned to foster technology
transfer and a maximum interface in related
fields. The five series ares
1. Environmental Health Effects Research
2. Environmental Protection Technology
3. Ecological Research
4. Environmental Monitoring
5. Socioeconomic Environmental Studies
This report has been assigned to the ENVIRONMENTAL
PROTECTION TECHNOLOGY series. This series
describes research performed to develop and
demonstrate instrumentation, equipment and
methodology to repair or prevent environmental
degradation from point and .non-point sources of
pollution. This work provides the new or improved
technology required for the control and treatment
of pollution sources to meet environmental quality
standards.
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EPA-600/2-74-005
May 1974
DEVELOPMENT OF A MONTHLY
MUNICIPAL TECHNOLOGY BULLETIN
By
Mrs. Dorothy A. Sandoski
Grant No. R801628
Program Elements: 1BB033
1BB034
1BB035
1BB043
1BB044
1BB045
Project Officer
Darwin R. Wright, Chief
Control and Treatment Integration Branch
Municipal Pollution Control Division
Environmental Protection Agency
Washington, D.C. 20460
Prepared for
Office of Research and Development
U.S. Environmental Protection Agency
Washington, D.C. 20460
For sale by the Superintendent of Documents, U.S. Government Printing Offloe, Wuhington, D.0.30402 - Price $1.66
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This report has been reviewed by the Office of Research and Develop-
ment, Environmental Protection Agency, and approved for publication.
Approval does not signify that the contents necessarily reflect the
views and policies of the Environmental Protection Agency, nor does
mention of trade names or commercial products constitute endorsement
or recommendation for use,
11
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ABSTRACT
Through the joint efforts of the Environmental Protection Agency arid
the Franklin Institute Research Laboratories, a monthly current-
awareness bulletin* Municipal Technology Bulletin* Has developed
which emphaslits advancements 1n the field of municipal technology as
related to water quality and water pollution control. The purpose of
this publication 1s to Inform technical restarchers, governmental ad-
ministrators, and consulting engineers of pertinent Information appear-
ing 1n over 4000 technical journals, both domestic and foreign, cur-
rently 1n circulation. In surveying the literature the following sub-
ject areas ire explored: wastewater treatment; disposal methods;
water pollution control; construction equipment and materials; analy-
tical techniques and Instrumentation; storm overflows and regulation
devices; sewer systems; storm water quality, quantity, and pollution;
and, tunneling ttchnology and equipment. The 319 abstracts appearing
1n the 12 monthly Issuts are arrangtd numerically by abstract accession
number with corresponding bibliographic dtat1on{§), A subject Index
providing the necessary to Individual concepts, an author Index,
and an alphabetical listing of journals referenced In the Bulletin
Issues are Included,
111
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CONTENTS
Seo-tion Page
I Introduction 1
II Municipal Technology Bulletin Abstracts 3
III Subject Index 95
IV Author Index 115
V Journal List 125
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SECTION I
•
INTRODUCTION
During the past year, the Environmental Protection Agency, Office of
Research and Development, Municipal Pollution Control Division, has
sponsored the development of a monthly current-awareness publication.
This Bulletin, prepared by the Franklin Institute Research Laborator-
ies, Science Information Services Department, served as a "trial"
publication with an initial distribution to 100 government and advis-
ory personnel. The number of recipients increased to 468 from addi-
tional lists supplied by the Project Officer, Mr. Darwin R. Wright,
and through requests from the core list members. During the perfor-
mance of this task, less than ten recipients were omitted for one of
the following reasons: employment termination, lack of interest, or
insufficient address (usually foreign delivery).
The format of the monthly Bulletin was designed for ease of reading
with references cited to assist the reader in locating additional in-
formation if he so desired. Readers also contacted the Project
Director, Mrs. Dorothy A. Sandoski, for literature information if
their facilities could not provide the articles. The response to
this free service, exclusive of GPO-distributed documents and most
foreign-language patents, was at first slow, but later increased to
an average of two requests per week —an encouraging sign for the use
of and reader interest in the Bulletin's contents. It is of interest
to note that most recipients inquired as to the cost of this service.
Perhaps making know, in print, the fact that this service is free to
the readers would invoke more queries.
The contents of each issue were dictated by the quantity and quality
of published literature information circulating during a given month's
time. Factors influencing the quantity of material published in tech-
nical journals and their timeliness included European mail strikes and
deliveries, Holidays, and seasonal vacation periods. The quality of
literature printed only was dependent on its technical contents. In
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following the specific criteria used for selecting pertinent articles
of technical interest, most of the 200+ weekly screened documents were
deemed unacceptable. Comments and constructive criticism by the
readers on the contents and format of the Bulletin ranged from "good
work" to "abstracts are too long" to "give authors", etc. These re-
marks were reviewed and appropriate action taken. The most outstand-
ing request was for subject and author indexes. This work was being
compiled simultaneously with the issues, but only annual indexes were
planned for distribution. The readers were informed of this measure
in the October issue of the Bulletin, Most reader comments were
stimulated by an introductory letter distributed at the beginning of
the Project Period. Perhaps it would be beneficial to distribute these
"comment requests" at various intervals during the performance of the
project.
In summary, response to the Municipal Technology Bulletin has been ex-
ceptionally favorable with minor emphasis changes to the present sub-
ject areas. It is recommended that this publication be continued with
an increase in distribution to reach more local governments and region-
al planning groups.
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MUNICIPAL TECHNOLOGY BULLETIN
Volume 1, Number 1
January 1, 1973
SEWER SYSTEMS
As of the end of fiscal year 1970 the rate
of'coverage of Japan's sewerage systems
in terms of drainage area was only 22.8%.
Due to the establishment of the 1970
environmental standards and the enforce-
ment of a new City Planning Law, the
need for accelerated construction of
sewer systems necessitated a third five-
year sewerage construction program for-
mulated with an estimated total for the
extension of sewer systems starting in
fiscal year 1971. The drainage areas of
sewer systems is scheduled to reach 38%
of the total urban area by the end of
this program.
Water Pollution control in Japan,
p. 32-33, May 1972.
0001
At present the number of persons being
serviced by Stockholm's sewage treatment
facilities is more than 900,00 with an
estimated one hundred thousand Increase
by the year 2000. The combined-type
sewerage system for the area dates from
1868 and 1s the mainstay for the district.
Since the mid-1950's the sewers have been
constructed on the duplicate or separate
system and arranged so that the sewage
runs under gravity 1n the direction of the
nearest lake. With the need for sewage
treatment and the extension of populated
limits, Intercepting sewers were con-
structed and the pumping of sewage on a
large scale initiated. Today there are
approximately 130 sewage pumping stations
within the confines of the city.
Vatten, Avlopp Water, Sewage Eau. Egoute.
p. 26-27, 19712. ^
0002
way of providing continuous information
about finished water quality. With the
lowest of its four ranges, this instrument
can measure turbidities as low as 0.04
Formazin Turbidity Unit (FTU). Measurement
of turbidity is accomplished by passing a
strong beam of light through the sample.
Turbidity, present as fine particles,
scatters a portion of the light beam which
is measured by two photocells submerged in
the sample; an indication is obtained on
the readout meter. This maintenance-free
Instrument has a response time to detect a
change in turbidity of 30 seconds requiring
a sample of 1/4 to 1/2 gallon/minute and
measures 32 inches in length by 4 1/8
Inches in diameter.
Hach Bulletin 1720-3ED, 1971.
0003
The atomic absorption Inhibition titration
(AAIT) method was employed to study the
simultaneous determination of silicate,
phosphate, and sulfate with a single titra-
tion. A titration curve with three very
distinct shifts 1n slope of linear seg-
ments 1s obtained. A mechanism in terms
of rate processes in the droplets and
particles is proposed to interpret the
titration curve observed. Mathematical
treatment on aspirating loss is developed
and shows'that such errors are limited
to about 1% or less. A set of linear
equations allows evaluation of the anion
concentrations. The method was success-
fully applied to the determination of
drinking water for silicate and sulfate
and to commercial detergent products for
phosphate.
Analytical Chemistry, 44(13):2200-2204,
November 1972.
0004
ANALYTICAL TECHNIQUES,
SAMPLING, AND INSTRUMENTATION
TREATMENT METHODS, EQUIPMENT,
AND MATERIALS
The Model 1720 Hach Low Range Turbidlmeter
offers water treatment plants an economical
The application of a freezing-dehydration
system for use 1n treating urban sewage
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sludge has been tested in Japan. Samples
from the Osaka sewage treatment plant were
categorized as sludge from the initial pre-
cipitation pond, one-hour condensation
excess sludge, and mixed sludge. Results
show that the precipitation speed of sludge
was increased greatly by this freezing-
melting method. The precipitation speed
of excess and mixed sludge did not change
with freezing speeds; however, the initial
precipitation pond sampling reacted more
effectively under slower speeds. The
feasibility of such a treatment system
for urban use presently is outlawed due
to costs unless natural freeze and an
effective use of liquid-gas gasification
heat are employed.
Mizu Shori Gijutsu, 13(5):1-6, May 1972.
0005
A high-density polyethylene outfall line,
measuring 3 feet in diameter and 3800 feet
long, was recently installed~~a~s part of a
new sewage treatment system serving the
Williamsburg, Virginia area. Polyethylene
pipe was selected because of Its light
weight, which permits minimal bottom
support, and because of Its flexibility,
which precludes the possibility of damage
to pipe joints during any differential
settlement in the soft bottom. The 60-
foot -long pipes were butt-fused Into 180-
foot sections and fitted with a butt-fused
stub end and aluminum back up ring. Each
section was laid separately except for the
last 572 feet or diffuser section which
was joined and then laid. This section
lies in a basin of 12 feet maximum depth
from which 25,000 yards of river bottom
were dredged. Approximately 140 feet by
700 feet, the basin is pitched toward the
center with the pipe section running along
the center. The basin is expected to keep
the riser free from blockage due to silt.
Free discharge of the effluent flows from
the open outfall end.
Civil Engineering, ASCE, 42(10):58-60,
October 1972.
0006
TUNNEL TECHNOLOGY
Loading tests to determine the influence
of Bemold sheets on the bearing behavior
of thin semi-stiff tunnel vaults with large
spans have been conducted in Japan. The
test piece is a concrete arch section 25 4
cm thick by 8 meters in length and rein-
forced by 2 mm-thick Bemold sheets. Under
a distributed load of 2.7 tons/cubic meter,
no cracks larger than .05 mm were deter-
mined. This compared with a broad flanged
girder which ruptured under a load smaller
than 20 tons/square meter. Results con-
firm that Bernold sheets have a very high
bearing capacity and their joints do not
cause any weakness In the structure.
Tunnels and Tunnelling, 4(4):320, July
1972.
0007
The Detroit Metropolitan Water Department's
Port Huron tunnel, an 18.3-foot diameter
bored tunnel with a foot-thick concrete
lining, is scheduled to carry 1.2 billion
gallons of water per day. In this project,
the hardrock tunneler, designed and
manufactured by the Lawrence Division of
Ingersoll-Rand Company, Seattle, Washington,
bored a record 2060 cubic yards of shale
in 19 hours. The 175-ton machine held a
steady heading as exemplified by the bored
tunnel being within 3.5 inches of true
line and grade over the full length of the
tunnel. This accuracy was attributed to
the tunneler's pilot anchor located Immedi-
ately behind a pilot drill which extends
10.5 feet ahead of the cutterhead and
rotates at approximately 60 rpm while the
cutterhead rotated at 7.2 rpm. Working
with the pilot anchor, which is attached
to a shaft running the full length of the
tunneler thus forming the basic structural
member of the machine, are rib jacks which
thrust up to 1.5 million pounds pressure
against the tunnel wall.
Tunnels and Tunnelling, 4(4):317, July
1972.
0008
LEGISLATION
Pursuant to authority granted in Section
39 of the Environmental Protection Act and
in the Illinois Pollution Control Board
Rules and Regulations the design criteria
in the treatment of sewer overflows must
meet the following requirements. All
system bypasses and overflows that are
not absolutely necessary shall be elimin-
ated or alternate facilities provided to
Insure adequate treatment of the overflows.
New combined sewers are prohibited and
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existing combined sewer systems shall be
controlled with overflow regulating
devices adjusted to convey the maximum
amount of combined flow to the treatment
facilities. All infiltration to the
sewer system shall be controlled to keep
dry weather flow at design limits.
Water Pollution Control Technical Policy
20-24, Illinois Environmental Protection
Agency, Sanitary Water Board, revised July
1972.
0009
Under separate legislation, Illinois
proposed the following regulations with
regards to combined sewers and treatment
plant bypasses: a) installation of new
combined sewers is prohibited, except
where sufficient retention or treatment
capacity is provided; b) excess infiltr-
ation into sewers shall be eliminated and
maximum practicable flow conveyed to
treatment plant bypasses shall be given
sufficient treatment to prevent pollution
or the violation of applicable water
quality standards.
Section 49c, Rule and Regulation No.
602, Illinois Environmental Protection
Agency, Sanitary Water Board, no date
given.
0010
HYDROLOGIC ASPECTS
A projected picture of flood control
facilities and river conditions in
urban areas for 1972 shows that 11.4% of
the entire urbanized area in Japan will be
endangered by floods at every rain of
more than 50 mm hour quantity. According
to the investigations of the Ministry of
Construction, the percentages of flooded
houses in urban and rural areas between
1961 and 1967 show a clear pattern. Except
for 1962 when the number of total flooded
houses was distributed evenly between the
urban and rural areas, the majority of
flood damage was found in the cities, the
most prominent case being 80% to 20% in
1963. Between 1960 and 1970, the total
space of congested city area in Japan
increased by 65% with an increase in popu-
lation of 15 million. This statistic
translates to 53.5% of the total popul-
ation of Japan living in an urban environ-
ment. As of 1971, the ratio of rein-
forced rivers in urban areas averaged
17%, and only 25% of the total urban area
had flood prevention measures. An esti-
mated $48.8 million will be needed between
1974 and 1980 in order to remodel all the
rivers, drainage, and sewage systems in
Japan to accommodate storm runoff.
Kankyo Joho Kagaku, l(l):33-37, May 1972.
0012
A resolution which contained a time
schedule for the city and county of San
Francisco to study and develop a master
plan for facilities needed to regulate
the quality of wastes discharged from its
combined sewerage system was amended for
an extension of time for the completion
of this study program. Under this
sewerage master plan, a detailed time
schedule for construction of all facili-
ties necessary for compliance with the
Board of Supervisor's requirements re-
lated to bypassing of mixtures of
sewage and storm water from city sewers
was prepared.
Resolution No. 70-93, amending Resolution
No. 67-64, California Regional Water
Quality Control Board, San Francisco Bay
Region, November 24, 1970.
0011
A method for evaluating the probabilities
of runoff magnitudes by applying the
principle of maximum entropy is suggested.
The selection of the most adequate distri-
bution is possible by means of this prin-
ciple which exploits experimental data
available as much as possible without
introducing any redundancy. In this study
the principle is applied to two different
problems: 1) the determination of the
distribution with available data on the
first three moments; and 2) the selection
of the most adequate distribution with
a multitude of curves for one and the
same accidental magnitude. It is con-
cluded that the principle of maximum en-
tropy should be applied whenever a multi-
tude of distributions are available with-
out experimental data being sufficient or
existent.
Meteorologiya 1 Gidrologiya, (4):61-68,
1972.
0013
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Results from measurements of the total
runoff coefficient in the Stuttgart-
Buesnau sewerage treatment facility indi-
cates that the average quantity of storm
water which fails to run off was found to
be 0.52 mm (0.85 mm in dry weather and
0.46 nrn in moist soil). This quantity
results almost exclusively from losses due
to soil wetting and in the form of puddle
water. After the total runoff coefficient
is reduced accordingly with respect to this
loss, it becomes a constant value of about
1. Therefore it is surmized that the aver-
age storm runoff for an individual rainfall
can be calculated from the quantity of the
precipitation, less the losses due to wet-
ting and puddle water.
Gas- und Wasserfach, Wasser/Abwasser,
113(7)-.329-331, July 1972.
0014
A non-linear mathematical model of the
urban surface runoff for the calculation
of non-stationary runoff in sewer systems
is presented. The calculations are based
on general, simultaneous differential
equations for the surface runoff, i.e.
the continuity and the energy equations.
The latter can be reduced to an equation
for the resistance for stationary, uniform
runoff which means that the surface runoff
for a given interval can be regarded as
quasi stationary and locally uniform. The
composite watershed 1s decomposed into
surface elements with different successions
of the runoff losses caused by them. The
specific runoff obtained for the Individual
surface elements 1s then superposed to
the corresponding surface elements. The
input data of the mathematical model are
geometrical and hydrological parameters
such as wetting conditions, depth and
distribution of surface depressions, sur-
face roughness as well as trickling and
evaporation characteristics, propor-
tions, and average length and slope of the
individual surface element types. Results
Indicate that variations in rainfall In-
tensity with time are of substantial In-
fluence on the magnitude of the runoff
peak.
Gas- und Wasserfach, Wasser/Abwasser, 113
(9):430-435. 1972.
0015
General characteristics of rainfall runoff
and design criteria of rain overflows,
rain overflow basins, purification tanks,
and rain catchment basins are described.
The maximum contaminant concentration of
effluents from a combined sewer system is
reached when rinsing of the sewer at a flow
rate of 0.5-0.6 m/sec commences. Runoff
carries 67', of the BODi-load and 831 of the
unsolved matter during the first half of
the rainfall duration. Separate sewer
systems carry smaller contaminant loads
during rainfall, except for the initial
period of runoff. Formulae for the calcu-
lation of the sewage runoff with and with-
out rainfall, and for the critical runoff
for combined sewer systems are mentioned
with regard to criteria for design purposes.
Design criteria of various overflows for
critical combined water runoff include the
following: 1) an overflow canal with one-
or two-sided weirs (flow cross-section
height of 20 cm) that leads into a 3- to
5-cm deeper sewer channel; 2) an overflow
channel having a spring opening in the
bottom (approximately 50 cm in length to
prevent clogging) through which the excess
runoff passes; 3) an overflow channel with
horizontal separating plates used for
large-capacity sewer systems; and 4) a con-
trolled overflow channel In which a flow
height measuring instrument and ah elec-
tric valve regulate the inflow to the
purification plant and stabilize the maxi-
mum load of the facility.
Technische Mittellungen, 65(9):445-450,
1972.
0016
GOVERNMENT-SPONSORED
REPORTS
As a result of a national study of the
sources and prevention of Infiltration
and Inflow, a Manual of Practices was pro-
posed. The Manual 1s Intended to serve as
a guide to local officials in evaluating
their construction practices, conducting
surveys to determine the extent and loca-
tion of Infiltration and Inflow, the
making of economic analyses of the cost of
excessive infiltration/Inflow waters, and
Instituting corrective action. Excerpts
from sewer control legislation are given
as well as Information on air and exfil-
fration testing.
EPA/WQO Contract No. 14-12-550, Program
No. 11022 EFF, January 1971. 131 p.
0017
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An evaluation is provided on the state-of
the-art of urban sedimentation control, and
a series of research needs in the sedimen-
tation field is cited. In addition, this
report includes the "Community Action
Guidebook for Soil Erosion and Sediment
Control" which describes methods by which
local governments can organize, plan,
finance, staff, and implement urban sedi-
mentation control programs. Aspects of
areawide approaches, legal authority, and
public support for sedimentation control
are discussed, and an action plan is out-
lined. While many technical means for
controlling sedimentation control problems
already exist, new administrative approaches
are needed which accommodate the diversity
of interests and pressures also associated
with urban and suburban development.
Establishing control over urban and suburban
sedimentation problems was found to require
the involvement of several local groups and
agencies, and the pattern of involvement
varied considerably throughout the nation.
A task force management approach was con-
sidered to be successful in several
instances.
United States Department of the Interior,
FWQA Program No. 15030 DTL, May 1970.
35 p.
0018
A program for pollution abatement has been
undertaken by the Montgomery County Sani-
tary Engineering Department in Southwest
Ohio to research the effects of infil-
tration reduction by joint sealing and to
study closed circuit television techniques.
The study evaluated the effects of remedial
repairs to joints by use of pressure
grouting of small main line sewers. A
minimal measurable amount of quantity flow
reduction was attributed to the sewer
sealing program. This is to say that
infiltration from extraneous storm water,
illegal connections, and basement under-
drains outweighted that caused by leaky
joints to such a degree that reduction due
to joint sealing was obscured. The study
shows the significance of internal tele-
vision system as an Inspection and main-
tenance tool.
EPA/WQO Program No. 11020 DHQ, June 1972.
71 p.
0019
PATENTS
A sewage purification system consisting of
an aeration tank, two precipitation tanks,
an aerobic digestion tank, and a sterili-
zation tank has been patented. One large
outer tank is separated into two sections
by a partition. One section is segmented
further into two sections by double walls
which do not cut off the two segments
completely. One is the aeration tank,
and the excess sludge from this part over-
flows into the next section when it gets
above a certain level; the connecting sec-
tion .is a precipitation tank. When the
water level of the supernatant liquid
from the second precipitation tank rises
above a certain level, it overflows into
the sterilization tank. By transferring
excess sludge from the aeration tank into
its precipitation tank, the sludge con-
centration of the aeration tank is always
maintained at a given level, preventing
any lowering of aeration tank functioning.
Japanese Patent Sho 47-12392. Applied
March 29, 1967. Issued April 17, 1972.
0020
A patent has been awarded to Rudolf
Lautrich for a sewer rain overflow which
consists of a channel through which the
water passes into the pipe leading to the
settling tank. To avoid turbulence at
the entrance of the pipe, a connecting
piece between the channel and the pipe is
tapered. The water not received by the
pipe flows over the weir into the over-
flow channel leading to the draining plant.
German Patent 1,484,876. Applied June 6,
1964. Issued July 6, 1972.
0021
A device for separating sewage solids
from sewage fluids has been patented by
Claude C. Laval, Jr. The device is
characterized by a variably dimensioned
orifice for tangentially jetting a stream
of fluid into a vortexing chamber supported
in an upwardly spaced relationship with
an accumulator for descending solids. A
flexible closure member is extended across
the orifice in the direction of the flow
and is provided with a first surface
against which fluids passing through the
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orifice irpinge and a second surface
against which fluids within tie chamber
impinge, whereby the effectiv. dmeno^
of the orifice is varied '.n response to
variations in the flow characteristics of
the stream.
United States Patent 3,701,425. Applied
October 16, 1970. Issued October 31,
1972.
0022
vIorcated low profile and wide storage
tdr.ks are preferably submerged in a body
of water, and while sewage is in the tanks,
air is continually bubbled upward through
the tanks. When excess runoff has ceased,
the storm sewage is pumped from the tem-
porary storage tanks and purified before
releasing it into a permanent dispersion
media, such as a volume of water.
United States Patent 3,674,687. Applied
September 19, 1969. Issued July 4, 1972.
0025
A patent for a compact, compartmentalized
sewage treatment apparatus housed in a
single tank has been assigned to James R.
O'Connor. Sewage discharged Into tne
apparatus 1s progressively clarified by
anaerobic bacterial decomposition, primary
sedimentation and flotation, chemical
attack to reduce col 1 form bacteria and
BOD, and secondary sedimentation,
flotation and filtration to highly
clarify the effluent for discharge into
water courses.
United States Patent 3,701,426. Applied
November 18, 1971. Issued October 31,
1972.
0023
A sewage disposal unit has been developed
which comprises a plurality of flexible
sewer pipes adapted to be connected at
one end to the mains of a sewage disposal
system, flexible plastic septic tank
submerged in a body of water adjacent
the said sewage mains, and connections
between the other ends'of said flexible
sewer pipes. The mains are connected for
discharge throught the plastic pipes into
the flexible plastic septic tank which is
supported and protected by the surrounding
water In which it is submerged.
United States Patent 3,701,428. Applied
July 17, 1970. Issued October 31, 1972.
0024
Under this patent street runoff or storm
sewage is measured and solids are separated
from the liquid first by a grit chamber and
screen. Remaining solids are ground by a
comminutor, and the fluid is pumped into
large temporary storage tanks. The
8
A self-contained sewage system has been
assigned to Koehler-Dayton of Dayton, Ohio
In which*a microwave energy source Is
provided to vaporized the liquid phase of
the sewage so that it may be removed from
the system and the interval between
servidngs of the system lengthened. The
sewage 1s transferred from the sewage
receiving tank to an evaporating tank for
evaporation and, in certain embodiments
used in situations where power Is not at
a premium, a portion of the liquid
vaporized from the sewage may be returned
to the system for flushing purposes.
United States Patent 3,700,565. Applied
April 23, 1970. Issued October 24, 1972.
0026
A process for the treatment of liould con-
taining biodegradable organic solids, as
for example sewage, which combines desirable
features of trickling filter and activated
sludge systems and includes suitable appa-
ratus has been patented. In this process,
a liquid containing biodegradable solids
is constantly recirculated from a sump or
aerobic lagoon through a trickling filter,
and effluent from the tricklinq filter is
mixed with incoming raw sewage with agita-
tion in the sump. The mixture is then
retained in quiescent zones before overflow
effluent is removed from the sump thus
efficiently treating both, settleable solids
and dissolved solids contained in the sewaoe.
Canadian Patent 912,716. Applied April
3C, 1970. Issued October 13, 1972.
0027
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MUNICIPAL TECHNOLOGY BULLETIN
Volume 1, Number 2
February 1, 1973
HYDROLOGIC ASPECTS
Modifications of mathematical procedure
for the rational formula are suggested to
get a more accurate representation of de-
sign peak flow rate and flood hydrograph
representation. The modified procedure
utilizes the basic concept that thre rising
limb of most flood hydrographs is steeper
than the receding limb, implying that
water goes into storage faster than it is
removed from storage.
Water and Sewage Works, 119(10):92-94,
October 1972.
0028
Data on extended heavy rainfall events of
small probability, to be used as input
data for rainfall-runoff models, were
derived from long-term rainfall recordings
in northwestern Germany. The approximate
values for events of maximum precipitation
in that territory were in good accordance
with extrema obtained for neighboring coun-
tries. Such events have low frequency.
Parametric charts for the determination of
the daily rainfall for a specified period
of time in any locality of the above terri-
tory are available with seasonal variations
taken Into consideration. A statistical
approach to the evaluation of the terri-
torial distribution can determine the maxi-
mum extension of heavy rainfalls.
Wasser und Boden, 24(10):299-303, 1972.
0029
Precipitation recordings at Munlch-
Bavariaring over 15 consecutive summer
periods were conducted in an attempt to
determine the shortest time sequence of
heavy rainfall and the frequency of such
periods, Important factors when dimension-
ing storm water retention basins. While
this 15-year period was too short to allow
conclusions on the frequency of such heavy
rainfall sequences, it was found that the
intervals between rainfall of relatively
low Intensity are usually shorter than
those between high-intensity rains. It is
concluded that to avoid overloadinp storm
water retention basins, desiqn criteria for
such basins should allow for discharge of
storm water loads in less than 8 to 10
hours.
Wasser und Boden, 24(10):303-304, 1972.
0030
SEWER SYSTEMS
Nordrohr type sewer and drain pines, made
of high-density PVC 100 according to DIN
8061 Standards and used in constructing
sewer systems, are resistant to most common
chemicals; yet pipes with a nominal diame-
ter of 100-200 mm should not be permanently
exposed to wastewater with temperatures ex-
ceeding 60 C, and those with a diameter of
250-500 mm to temperatures higher than 40 C.
Unlike pipes with a diameter of 100-200 mm,
those with diameters larger than 250 mm
should be laid in a straight line and free
of tension. It 1s possible to combine PVC
with pipes made of other materials such as
cast Iron or stoneware.
Wasser, Luft und Betrieb, 16(10):363-364,
1972.
0031
Plastic pipes to repair or reinforce
crumbling sewers were tested in the Dallas
system. Over 3000 feet of deteriorating
10-Inch concrete sewer line was renewed
by pulling continuous lengths of plastic
pipe through the existing sewer. Burst
tests on the electrically heated butt
joints of the pipe section showed that
they are as strong as the pipe Itself.
The economic and technical feasibility of
the method demonstrates the practicability
of the development since the same method
was used in several California cities.
Maintenance of sewerage system, including
necessary instruments, equipment, operat-
ing procedures, and perronnel requirements,
is also examined.
-------
The American City, 87(10):66-68, October,
1972; 137(12):60, 62, December 1972;
87(11):96, 98, 100, 111. November 1972.
0032
Gas- und Wasserfach, Uasser/Abwasser,
113(10):447-452, 1972.
Hasser und Boden. 24(10):295-299, 1972.
6 refs.
0034
To avoid blocking a busy Intersection, a
vertical shaft and 75 feet of tunneling
were used to connect two sewers with a
32-foot differential in elevation. The
vertical shaft consisted of 36-inch con-
crete pressure pipes with tees at the
upper and lower end. A special reducer
connects the 36-Inch pipe to the 48-inch
tee at the lower end. This tee at the
base of the shaft permits a slight build-
up of water that serves as a liquid
cushion at the bottom of the 32-foot drop.
An eight-Inch riser pipe connected to the
vertical shaft at the ends and third point
eliminates the possibility of a vacuum
developing. The top of the shaft, capped
with « concrete bulk-head plug, can be
retched by means of a manhole extending to
the street surface.
American City, 137(12):28, December 1972.
0033
Pressure drainage for wastewater is
steadily attracting more attention in
Germany and other countries. It involves
a ring arrangement of a discharge pipe
network with connecting discharge pipes
and sewage conveyor systems for each home.
The use of pneumatic conveyor systems
lead to the concept of high pressure drain-
age as opposed to the low pressure drain-
age determined by the application of
hydraulic conveyer systems. High pressure
drainage is applied mainly in Hamburg,
while low pressure drainage is popular on
Neuwerk Island in the North Sea. The
pressure conduit system in Hamburg made
of low-density PVC 10 pipes receives waste-
water from connected houses throuqh 31 FT'
diameter pipes. Each house is eauloned
with a pneumatic wastewater delivery jnit.
The wastewater flow within the collection
network, which has inspection and nain-
tenance accesses every 300-40'J r and in
outlet into a wastewater treatment nlint,
is supported by compressed air sent
through the syste1" at definite interval?.
Such pressure conduit sewerage systems re-
quire construction costs one-fourth to
one-sixth that of conventional sewer
systems.
A procedure for the electronic computation
of quantities and costs for construction
of sewerage systems used for cost estimates,
dispositions, and the determination of
standing values of existing sewerage sys-
tems, has been developed. Materials and
joh costs, type of soil and trench, ground-
water level,'pipe diameter, bedding con-
ditions, and type of sheet piling are
among the input data. Per-meter prices
of materials and individual jobs are com-
puted from the output data contained on
three data lists and these unit prices are
then integrated for a given sewer section.
Wasser und Boden, 24(10):307-311, 1972.
0035
The main units of treatment of the new
Penybont, England sewer system Include the
main pumping station, the grit extraction
and macerating plant, primary sedimenta-
tion tanks, the aeration system, secondary
sedimentation tanks, and storm water tanks.
The ultimate design population will be in
the region of 180,000 persons with an
anticipated trade flow in the order of 5.5
mgd. The peak design flow is anticipated
to amount to approximately 108 mgd, and
the storm separation device has been de-
signed to accomodate varying overflow set-
tings as development takes place.
Civil Engineering and Public Works Review,
67(796):1185, November 1972.
0036
TUNNEL TECHNOLOGY
- rwers'de interceptor sewer, which
p-irjlleU the Missouri Piv»r near the
outlet of existing combined sewers, for
the collection and treatment of dry-
weatner wastewater flow was constructed
in St. Joseph, Missouri. In this inter-
ceptor system the dry-weather flow in the
sewers is intercepted and conveyed to
a treatment plant. Tunneling was used in
10 the interceptor program in conjunction
-------
with the wood box construction method.
With this type of construction, a shaft 1s
built at each turning point In the sewer
alignment, at each line manhole, and at
each diversion structure. A tunneling
shield 1s lowered Into a shaft and used
to excavate along the sewer alignment.
Much of the soil was accreted and con-
tained a variety of materials, including
sand, clay, gumbo, trash, loose rock and
wood. A portion of the sewer was con-
structed in sand below the level of the
Missouri River, and extensive dewatering
was required.
Public Works, 103(11):70-72, 104, November
1972.
0037
bucket into heavy shot rock could be
expected to have problems. A special
steel box was rigged to the rear of the
machine and loaded with 150 pounds of lead
for extra counter weight. The air cleaner
was replaced with an oil bath cleaner
because of the dirty underground condi-
tions. The dlesel engine was equipped
with a special scrubber-type catalytic
muffler designed to reduce the amount of
noxious gases emitted. The Uni-loader
was used to carry rock, dynamite, drills,
steel ribs and laggings, and concrete
for the construction of a floor to main--
tain the pipeline at grade.
Tunnels and Tunneling, 4(6):460,
November/December 1972.
0039
The New York City North River Water Pollu-
tion Control Project Includes 13 miles of
tunnels with five tunnel sections, and a
220 mgd treatment plant. Tunneling methods
Include the conventional shoot and muck,
cut and cover, tunnel boring machines
(TBMs), working under air, freezing, and
combinations of these. Two TBM moles are
being used on the Project: one, an 11-foot
diameter mole In the south heading of a
four mile tunnel; and the other, an 8.5-
foot diameter mole 1n the north heading.
The moles cut through the rock with
strengths to 30,000 ps1. The gage cutter
with a l-1nch round bolt carbide Insert
provides endurance, lasting through 1000
feet. The bolt Inserts are placed around
the outside of the cutter head. Cutter
disks with button carbide Inserts are
placed around the center of the cutter
head. The smooth finish eliminates the
need to concrete overbreak areas.
Engineering News Record, 189(17):18-19,
October 26, 1972.
0038
A small four wheel drive skid-steer type
Un1-loader with a water-cooled dlesel
engine was used to speed sewer tunnel
construction in Lucas County, Ohio. The
old fashioned method of tunnel construc-
tion was used, the procedure consisting
of drilling, shooting, mucking, and In-
stalling steel support rims and wooden
lagging. Several modifications were made
to better equip the Uni-loader for tun-
neling. A shovel point nose was fabri-
cated onto a conventional bucket since a
small loader pushing a standard half-yard
A new method and equipment for tunneling'
through difficult sand and gravel includes
the Introduction of bentonlte to the basic
method used In tunneling through soft
ground with an excavator shield. The use
of the new machine and technique eliminates
or reduces the use of compressed air,
which can cause bone necrosis 1n tunnel
miners, and also reduces the risk of sub-
sidence. With the tunneling machine, simi-
lar to other excavator shields designed
for soft tunneling, the cutters revolve
In a sealed chamber which Is filled with
a thlxotroplc slurry of bentonlte clay
under pressure. Bentonlte holds up the
tunnel face, sinking Into the gravel for
some Inches and forming a skin to seal it.
One tunnel ring at a time 1s built up from
cast Iron segments 1n the tall of the
machine and the machine pushes Itself for-
ward by jacking against the completed ring.
The development of this method will con-
siderably reduce tunneling costs and also
have an Important effect on the building
of underground railways as well as becom-
ing applicable to tunnels for sewers,
water supply, or electric cables. Tunnels
can be constructed at relatively shallow
depths below buildings or roads without
danger according to present experience
with the application of this technique.
Surveyor, 140(4189):27, September 22, 1972.
0040
The Mini Tunnel 1s a complete fully Inte-
grated segment built tunneling system
replacing sewer trenching in urban areas
and accotnodatlng pipes up to 48 Inches in
diameter. Using thin shell segments,
11
-------
built-in stress Inducers keep the structure
In concession to tolerate variable soil
pressures. Aerohydraullcs are used to
move the shield through the ground as 120
degree concrete segments are built In the
shield tail. Differential pressure steer-
Ing produces accurate alignment control.
The system Is competitive with open trench
sewer laying at shallow depths. The whole
package. Including a two-ton crane to
handle materials, a tool compressor to
drive the shield and gravel Injector, and
a Mini Mule for underground transportation,
with a total weight of six tons, econo-
mizes on site-to-site haulage.
Gas World, 176(4599):309, October 14, 1972.
0041
TREATMENT METHODS
increase of water supply 1s anticipated
for the coming years. The dally water
supply is projected at 4.4 million cubic
meters in 1975. 5.3 million in 1985. and
7 million by 2000. with 30% assigned for
industrial and air conditioning purposes.
Industries will be forced to focus on de-
veloping water recycling methods. A new
water reservoir is under construction on
the Vazuza River and is expected to provide
1.7 million cubic meters of water daily.
To prevent contamination of the surface
reservoirs within the metropolitan area,
the separate canal networks will be con-
verted into a unitary system handling both
the sewage and runoff waters; an aeration
system with a dally capacity of one million
cubic meters will also be provided.
Gigiyena 1 Sanitarlya. 37(16):16-20. 1972.
0043
Experiments were carried out to determine
whether municipal wastewater could be used
as an aid In revegetatlon of strip-mined
spoil banks. Municipal wastes are slightly
alkaline and highly enriched with dissolved
minerals and. therefore, should counteract
acidity and low fertility. Spoil material
was obtained from a strip mine and treated
with sewage effluent. Tree and grass spe-
cies were also tested for reaction to
sludge and effluent treatment. No vegeta-
tion survived In the untreated control
boxes. In the treated boxes, tree seed-
lings survived and grass and legume seed
germinated. Best overall survival percent-
ages were obtained on boxes which received
one Inch of effluent and one inch of
sludge per week; best germination and
growth of grasses and legumes was obtained
with two Inches of each application per
week. Percolate analyses were also run
throughout the experiments. The overall
results after three years of research in-
dicate that municipal wastewater and
sludge can be used to reclaim and revege-
tate many of the barren bituminous strip-
mined spoil banks existing throughout the
Appalachian region.
Journal of Forestry, 70(10):612-615,
October 1972.
0042
Extensions and implementations are planned
for the water supply and sewer system of
Moscow to provide for the increasing popu-
lation and water resource deficit. A 2
The South Eastern Sewerage System for
Melbourne, Australia, projected for comple-
tion in 1975, will intercept wastewater
from Melbourne's eastern, northeastern,
and southeastern suburbs and convey it to
a new treatment plant. The system will
cost $180 million and will provide gen-
erally for a population in excess of 1.5
million; when fully developed it will pro-
vide for about 3.5 million population.
The system consists of four major elements:
Intercepting and trunk sewers, pumping
stations, the purification plant, and an
effluent outfall sewer. Designs for pre-
treatment, primary and secondary treatment,
solids treatment and disposal, process
control, and auxiliary and power systems
and personnel requirements have been
developed.
Water and Sewage Works.'119(11):80-89.
November 1972.
0044
Wastewater treatment within a pressure
pipeline shows promise of producing better
than 90? BOD removals, with costs at 40*
less than a conventional secondary treat-
ment and reclamation system. The pressure
oipe treatment (PPT) system provides both
transportation and treatment in the pipe-
line used to deliver the reclaimed water
to the point of reuse. Biological treat-
ment occurs in the pipeline by a modifica-
tion of the conventional activated sludge
process. The introduction of air or pure
oxygen in the pipeline maintains the neces-
12
-------
sary dissolved oxygen for the process.
Activated sludge, removed at the upstream
end of the pipeline, returns to the down-
stream end via a sewer. The system is
composed of influent headwords, primary
sludge separation, an aerobic sludge acti-
vator, a'wet well, an air compressor, a
PPT pipeline, a sludge removal process,
final processing, and reclaimed water
distribution.
American City, 87(TO):84, 86, 90, 93,
October 1972.
0045
Effluent from the secondary stage of a
municipal sewage treatment plant is amen-
able to tertiary treatment to fit it for
use as a power plant make-up water. The
majority of make-up water is used for cool-
ing towers and boiler feed. The secondary
treatment stage of the sewage plant is
activated sludge. Its effluent is pumped
to a Gravier clarifier at a rate of 3000
gpm where phosphates, BOD, and suspended
solids are reduced to.low values. The in-
coming flow passes through a flash mixing
section where it is mixed with lime and
alum at the rate of 2.0 pounds lime and
0.25 pounds alum per 1000 gallons of water.
Power Engineering, 76(11}:40-41,
November 1972.
0046
Technische Mitteilungen, 65(9):409-412,
September 1972.
0047
The systems operation of an urban sewaqe
treatment plant in Japan involves taking
various measurements at each treatment
plant and directly sending them to a con-
trol room, with data at distant pumps and
rivers being sent by telemeters. The con-
trol room consists of a monitoring room,
a calculator room, and an electric oanel
console room. The collected data are han-
dled by a computer and the results trans-
mitted directly as control orders to oper-
ators, relay panels, sequences for operat-
ing pumps, receivers, gates, and valves.
Transmitter pumps are operated by tele-
communication remote control. Industrial
television monitors the conditions of each
treatment plant, and the data are recorded
generating alarm signals on the operation
guide which automatically initiates neces-
sary action. As supplementary apparatus,
television and slide displays, an audio
system, typewriters, and trend recorders
are used.
Kankyo Sozo, 2(10):45-52, October 1972.
0048
MODEL STUDIES
Until recently, gravity has been used as
the only source of energy for collection
and transport of sewage wastewater in
Germany thus offering technical solutions
for determining construction principles
for city sewer networks and hydraulic
capacity limitations. In view of high
costs for the construction of sewer sys-
tems, methods must be developed for better
utilization of present capacity. Elec-
tronic network plan computation permits
the determination of a sewer system's com-
pound effect as a prerequisite to the use
of available capacity by suited regulation
systems. In the city of Hamburg, such a
control system is being realized. As a
first step teleprinting rain gauge and
teleprinting depth indicators In the sewer
have been installed. The most favorable
runoff conditions of the system are com-
puted by electronic data processing. Two
new methods have been developed to aid
Improvement, those being pressure drain-
age and vacuum drainage.
Theoretical models for bio-oxidation using
a sheet flow reactor with a fixed biologi-
cal film similar to that used in a trick-
ling filter were developed. The models
assumed plug flow hydraulics and accept
numerous assumptions for BOD removal kin-
etics Including: zero order, first order,
Michael1s-Menton, and retardant mechanisms.
Systems models were constructed Incorporat-
ing hydraulics, kinetics and film geometry
and results arranged topographically into
linear epxressions which allow graphical
determination of the rate constants from
plots of experimental data. Application
of the theoretical model is verified using
operating data from laboratory studies of
municipal sewage, kraft mill effluent, sul-
fite mill effluent, hard-board mill efflu-
ent, and yeast fermentation effluents.
BOD concentrations examined varied from
200 to 600 mg; 0.1 pH changes from 4.5 to
9.8 were evaluated. Temperature varied
from 15 to 30 C 1n a series of controlled
experiments. Computer programs were de-
13
-------
veloped to accept performance data and to
perform the following functions: rearrange
units of expression; compute correlation
parameters; tabulate all data, graphically
array correlations, and to compute model
rate constants. Scale-up calculations
and verification of the scale-up technique
are presented to allow application of lab-
oratory rate constants to determine the
prototype rate constant for a specific
film geometry.
Water Research. 6(11):1333-1360, November
1972. 3 refs.
TO49
Model tests of different types of sewer
overflow to define their hydraulic range
of application are discussed. These tests
were carried out at the Laboratory of
Hydraulic and Earthwork Engineering, Tech-
nical University of Zurich. Results for
separate sewage systems Indicate that the
usual weir can only be recommended for the
range of SMll base fall of mixed water
Inflow. A weir with an overfall and a
following throttle section can be used in
the transition region between a current and
flowing water. For the range of big base
fall, a leaping weir Is recommended. The
leaping weir was tested systematically.
Using detailed model tests, the common
calculation method can be enlarged
and imoroved, especially for soil opening
geometry and separate sewers.
Gas, Wasser, Abwasser, 52(10):297-308,
1972. 5 refs.
0050
cal and other services to municipalities
and details the method of application,
form of contracts to be used, eligibility.
and limitation.
Vt. Pub. Acts No. 97 (1971).
0051
GOVERNMENT REPORTS
A study was conducted by the American
Public Works Association to determine
the applicability of a combined sewer
overflow regulator which by induced hy-
draulic conditions separates settleable
and floatable solids from the overflow.
The study used a hydraulic model to deter-
mine swirl concentrator configurations
flow patterns, and settleable solid re-
moval efficiency. A mathematical model
was also prepared to determine a basis
for design. Excellent correlation was
found between the two studies. It was
found that at flows which simulate Ameri-
can experience a vortex flow pattern was
not effective. However, when flows were
restricted, a swirl action occurred and
settleable solids were concentrated in
the outflow to the interceptor in a flow
of two to three percent as compared to
the quantity of overflow through a cen-
tral weir and downshaft. The swirl con-
centrator appears to offer a combined
sewer overflow regulator that effectively
regulates the flow and improves the qual-
ity of the overflow, with few moving parts.
0052
LEGISLATION
PATENTS
An act, providing for aid to municipali-
ties for water supply, pollution abatement,
sewer separation, and engineer planning,
first enumerates the procedure required
to form a consolidated sewer district
and provides that such a body shall be
eligible to receive state aid. Require-
ments for payment and repayment, priori-
ties and limitations, appeal of decisions,
and administrative regulations are set
forth. The act makes provisions for the
method of obtaining grants, priorities
to be followed, appeal, and administrative
regulations. The act provides for techni-
A concentrator system having a large diam-
eter vacuum drum over which an endless
filter media is trained has been patented
by the Ecodyne Corporation of Chicago,
Illinois. The endless screen has an over-
all length substantially greater than the
circumference of the drum and is trained
over an idle roller horizontally displaced
from the drum. Solid containing liouid
slurry or sludge Is flowed onto the gen-
erally horizontal upper reach of the screen
adjacent the roller by horizontal feed.
As the screen carries the slurry or sludge
away from the feed end, gravity filtering
14
-------
of liquid through the screen takes place.
When the screen passes over the drum,
vacuum dewatering further reduces the
liquid content.
United States Patent 3,704,788. Applied
January-11, 1971. Issued December 5,
1972.
0053
A patent has been assigned to Energy
Systems, Incorporated of Melbourne, Florida
for a waste treatment method of sewage
and other liquid wastes In which the final
effluent Is adaptable for Immediate reuse
In a water supply system. Raw sewage Is
screened and the grit removed prior to
mixing the sewage Into a more uniform
slurry. The slurry 1s processed to remove
ammonia, methane, and add Insoluble lipids.
The defatted, methane free slurry then has
the sludge concentrated for further pro-
cessing, soil enrichment or burning while
the effluent Is passed through a series
of different processes for removing var-
ious harmful or useful materials. This
series of processes significantly Includes
the adapting of chemostats for usage 1n
water treatment. Finally the effluent is
prefiltered, passed through a radiation
sterilizer, then a polishing filter, for
reuse in a water supply system.
Canadian Patent 914,810. Applied September
3, 1969. Issued November 14, 1972.
0054
ANALYTICAL TECHNIQUES. SAMPLING,
AN INSTRUMENTATION
Trace amounts of iron (2) were determined
by measuring iron (2)-catalyzed light
emission from luminol oxidation by oxygen.
Iron (2) is the only common metal ion to
catalyze the luminol reaction in aqueous
solutions in the presence of oxygen alone.
The detection limit for this iron is 0.005
mlcrograms/liter. The minimum detectable
quantity is 5 picoarams. Response is lin-
ear up to 50 micrograms/liter. High con-
centrations of organic ligands reduce the
intensity of light catalyzed by Iron but
do not affect linearity of response. Ex-
cess quantities of copper, manganese,
cobalt, chromium, and nickel reduce the
light Intensity and affect linearity.
Chemlluminescence analysis for total Iron
in natural water samples and standard
orchard leaves agreed with values ob-
tained by other methods.
Analytical Chemistry, 44(13):2143-2149,
November 1972.
0055
The correlation between ultraviolet absor-
bance at 254 nm and total organic carbon
(TOC) content was determined for a variety
of treated and untreated water samplss
ranging from municipal secondary sewage
effluent to raw and processed river water.
High correlation coefficients were ob-
tained for water samples which contained
sufficient organic carbon to permit accu-
rate TOC determinations. Predictably,
systems with low TOC levels yielded lower
correlation coefficients. Even with lower
correlation coefficients, absorbance mea-
surements can still be used to monitor a
process stream for its organic carbon con-
tent if interferences from turbidity do
not exceed certain limits.
Water Research, 6(10):1173-1180, October
1972.
0057
Nomograms for searching optimum values of
the water level, tu, and have weir crest
height, pu, for the end of storm overflows
in mixed sewer systems have been developed
according to the preliminary guidelines
of the West Germany Waste Water Associa-
tion. The nomograms were elaborated for
one storm overflow length, seven flow
reducer section dimensions, eight reducer
section slopes, and one pipe surface
roughness. Optimum values of tu and pu,
of the load capacity of the reducer sec-
tion, the reducer diameter, bed slope, and
of the storm overflow length are found in
the nomogram as a function of the accept-
able overload caused by the storm runoff
in the outgoing sewer system.
Wasser und Boden, 24(9):312-315, 1972. 3
refs.
0056
Citric and nltrilotriacetic acids were
determined at the 1-10,000 ppb levels in
aqueous systems ranging from tap water to
sewage effluents by using an anion exchange
clean-up, derivatlzation with butanol-HCI
15
-------
and gas chromatography. A variety of
metals present. Including lead, copper,
nickel, zinc, chromium, cadmium, mercury,
and iron - all at legaJ tolerance limits -
do not interfere. The two estrified acids
separate well on a special gas chromato-
graphic phase. Citric acid can also be
separated from nltrilotriaretic acid bv
ion exchange prior to derivatization.
Journal of Chromatography, 72(2):259-267.
October 18, 1972.
0058
A modification of Schllt's method of col cri-
me trie determination of cyanides in sewage
was studied. Based on the formation of
the colored d1cyano-b1s(l.10-phenantro!1ne)-
iron(II) complex, optimum conditions were
established for quantitative separation
of cyanides from sewage by distillation,
and for the determination of cyanides in
the distillate. The effect of neutraliz-
ing sewage by complexing with Iron salts
or by hypochlorite on the course of the
determination of cyanides was also examined.
A statistical evaluation of the recovery
of cyanides showed that the average re-
covery of cyanides amounts to 105%. Care-
ful selection of distillation conditions
enables the quantitative separation of
cyanides from complex compounds and the
use of the distillate both for colorlmetric
determinations and for determining cyanides
by oolarography or by ion-selective elec-
trodes which would be poisoned when used
directly in sewage. However, an electrode
indicator technique can be used for mea-
suring low levels of cyanide in wastewater
from metal plating, steel coking, and
other processing installations. The cyan-
ide ion electrode can be used for cyanide
determinations down to about 0.3 ppm and
will respond to cyanide'complexed to SOP«
metals, such as zinc or cadmium. To
reach lower operating levels and to extend
electrode life, a method using the silver
sulfide membrane electrode was developed.
The minimum detection level becomes about
0.025 ppm. Lower levels were possible
with further dilution of an indicator solu-
tion, but this was not stable for long
periods of time. This method performs
well in analysis of both chlorinated waste-
water and untreated samples. No prior
distillation is necessary for samples.
Chemica Analityczna. 17(4):871-878, 1972.
Analytical Chemistry, 44(13):2227-2230,
November 1972.
0059
16
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MUNICIPAL TECHNOLOGY BULLETIN
Volume 1, Number 3
March 1, 1973
SEWER SYSTEMS
The established city of Rochester,
England is divided by the River Medway
Into two drainage areas which have
been subjected to periodic flooding.
In more recently developed areas, drainage
is on the separate system yet during
storms excess runoff infiltrates the
older parts of the city causing flooding
in low-lying areas. To alleviate this
constant problem, the city council
in 1963 financed a report on the city's
surface water drainage system including
necessary works to prevent flooding.
It was recommended that a separate
surface water system supplement or
replace the existing sewers. As total
redevelopment takes place over the
years, the existing partially separate
system will be replaced by completely
separate sanitary and surface water
sewers.
Surveyor, 140(4201):26-29, December
15, 1972.
0060
Development of a sewer surveillance
map procedure and a preventive maintenance
program based on use of modem sewer
cleaning equipment have cut the sewer
cleaning call rate from 50 to three
call:, per week 1n the northeast sector
of Oakland, California. Using city
maps for this program, every main 1s
plotted, numbered, and scheduled for
cleaning at least once a year. In
areas where eucalyptus trees abound,
which cause 90 percent of the stoppages,
two cleanings per year are scheduled.
In addition to mechanical and hydraulic
cleaning, the area 1s chemically treated
once a year by a flood and hold method
applied one month prior to the scheduled
roddlng. The control reports coupled
with the surveillance maps Indicate
that maintenance costs average 4.5
cents per foot of sewer.
Public Works, 104(2):82-83, February
1973.
0061
A method of designing long interceptor
sewers taking into account rainfall
characteristics in assessing their
flow-carrying capacity is described.
The design procedure proposed involves
examination of the effect of undulating
storm profiles associated with prolonged
nearly-continuous rainfall of moderate
intensity as alternatives to the
Bil ham/Hoi land type of storm profile
with its single peak of high rainfall
intensities of relatively short
duration. The use of a computer
is essential due to the large number
of calculations involved with a
printout obtainable for each hydro graph
with peak values reduced to simulate
the effect of storm overflow devices.
The final hydrograph printouts can
be stored for use as input hydro-
graphs on a final computer run for
the sizing of the Interceptor sewer
using a sub-area technique. Alternatively,
the Input data file can be prepared
to Include all existing trunk sewer
systems with the new Interceptor
sewer system and to specify maximum
rate of flow values at overflow
positions. This avoids the necessity
for Individual trunk sewer designs
for each different storm profile
used.
Journal of the Institution of
Municipal Engineers, 99(12):338-
343. December 1972. 6 refs.
0062
CONSTRUCTION EQUIPMENT
AND MATERIALS
The development of a 1300-acre balanced
urban community built along the
17
-------
Missouri River resulted in high
flow rate and tight Infiltration
specifications for the sewer line
Installed beneath the flood plains.
Flexan, a new fiber glass reinforced
polyester resin pipe made by Johns-
Nanvllle. was used for the sewer
line. This flexible conduit Is composed
of polyester resin and siliceous
sand, reinforced with continuous
roving glass fibers. 1s completely
non-metallic, and avoids electrolytic
or galvanic corrosion. An 1sophthai1c
polyester resin gives the pipe Its
resilience, resistance to moisture.
and high dimensional stability. This
sand 1s a functional low-cost filler
for wall thickness to meet the Internal
and external pipe requirements used
In gravity transmission of water
and wastewater. By using Flextran.
with Its high flow rate, a reduction
In sewer line slope as well as the
number of pumping stations was accom-
plished. Installation was fast and
trouble-free due to Flextran's light-
weight and longer segment lengths.
Public works. 104(1):66-67. January
1973.
0063
A $22.8 million sewer outfall laying
job Including Installations of 16,250
feet of pipe with precast caps and
cradles, 11,000 feet of H-pilings,
and 137,000 feet of tInter piling
has been performed along Long Island.
Trenching the line removed two million
yards of sand, silt, and bog material
resulting 1n a 25-foot wide base,
4 to 6 feet below pile cutoff. Dredging
and pile driving started from the
center permitting a constant shore
feed of materials out to the pile
and pile barges as well as backfilling
In the most effective sequences.
The 400 x 40-foot pi pel aying barge,
stabilized for extra heavy lifting
and lowering by external ballast
tanks and water-filled compartments
within Its hull, houses two 60-foot
Independently operated derrick booms.
These booms, mounted on a structural
steel base that tra els on rails
the length of the barge, are equipped
with 16-part 1.25-Inch lifting cables
and powered by a four-drum skagitt
hoisting engine. Assent led 100-
foot pipe strings are barged alongside
the twin derricks, lowered Into the
trench, and bolted to the proceeding
string. Timber piles supporting
the pipe strings are driven In the
trench by two cranes working from
a 340 x 40-foot modified earn oat
1n an area 260 feet long. To Insure
accuracy of specifications requiring
pipe Joints to fall four feet from the
center-line of each pile bent, 5-, 6-.
and 8-plle bents are positioned with
three templates.
Construction Methods and Equipment,
54(12):40-42, December 1972.
0064
Polyvinyl chloride (PVC) pipe has been
used to meet tight specifications for
the North Table Mountain Hater and
Sanitation District's sewer system
near Denver, Colorado. Replacing
vitrified clay pipe specified for
all sizes below 10 Inches, the PVC
pipe, with a rubber ring joint seal,
meets exacting specifications of 100
gallons per Inch diameter per mile
per day and should save the district
considerable sewage treatment costs.
19,660 feet of 8-Inch and 555 feet
of 6-inch of the tough, resilient,
and high-Impact PVC pipe have been
Installed. Installation of the light-
weight, corrosion-resistant pipe was
quick and easy especially In soil
of a high water level area.
Water and Sewage Works, 119(12):51,
December 1972.
0065
A 22-inch polyethylene pipe lining
has been used to renew a 24-1nch rein-
forced concrete gravity sewer main
damaged by hydrogen sulflde. The
damaged portion of the main extended
754 feet in a straight line and veered
at a 45° angle for an additional 96
feet. Added to the cost and inconvenience
of replacement were the factors of
Infiltration of storm water and exf11tra-
tion of sewage Into the surrounding
18
-------
cerraln. Since the flow rate of the
mentioned polyethylene pipe was the
same as that for the damaged sewer,
the polyethylene lining developed
by the Du Pont Company was used for
repairs. The three pipe sections
were pulled by a winch, operating
through a manhole on the upgrade of
the run, into position at a rate of
30 to 40 feet per minute. The house
laterals were then connected to the
plastic pipe by inserting 4-inch poly-
ethylene pipe through the old concrete
lines and making house connections
into the repaired main through the
use of remote connector fittings.
The entire job afforded a savings
of about $10,000.
Public Works, 104(2):64-65, February
1973.
0066
Engineering and Contract Record, 85(I2):56-
57, December 1372.
0067
Use of a new coring system has enabled
Toronto road authorities to install
2.6 miles of 12- to 48-inch storm
sewer lines under existing roadways
without disruption to traffic or the
existing road surface. The coring
system centers around a hydraulic
ram and a series of specially developed
cutting heads. Technique for coring
a service line involves sinking a
shaft at the end of the line (DO more
than 125 feet apart) and excavating
to the necessary working depth below
the grade of the service. Drill rods
are slowly pushed towards the target
excavation; expanders widen the hole
compressing the soil around the perimeter
and preventing collapse; and, subsequent
passes are made with a coring tool
that cuts the selected diameter shaft,
compressing the walls of the tunnel
and passing the spoil through the
center. Once the full-diameter shaft
is completed, the same coring tool
is used to insert the lengths of pipe.
For this, the sections of pipe are
fed to the target excavation and inserted
in the hole spigot-end first. An
attachment on the drilling tool is
used to pull the pipe sections back
into the shaft. As each bell end
is about to enter the shaft, another
pipe section Is permanently joined
to it and the combined sections are
again pulled in. This process is
repeated until the pipe reaches the
original excavation.
MODEL STUDIES
Models for the analysis of urban
storm water runoff are evaluated and
the following conclusions drawn. In
its present state, the Rational Formula
is not adaptable to urban runoff conditions
and must be modified for this specific
use. The Tholin-Keifer model, developed
originally for Chicago redevelopment
programs, can be adapted to other
urban conditions since the dimensioning
of the drainage system is based on
the most probable form of precipitation
distribution with respect to time.
Finally, the computerized Narayana-
Riley model, operating with regression
analysis for the determination of
relationships between area characteristics
and specific runoff load, constitutes
a generally applicable design proce-
dure.
Hidrologiai Kozlony, 52(10):443-445,
October 1972. 7 refs.
0068
19
An infiltration model, based on Norton's
diffusion model, has been developed
for the determination of runoff in
watershed areas. The basic parameters
of the computerized model are in
principle measurable. As the surface
runoff phase as a boundary condition
of the infiltration process 1s considered,
event-specific characteristics of
the runoff formation are obtained.
The initial water content in the
ground inroediately before rainfall
constitutes a determining factor
for the rel-:*ionshic of infiitrdtion
to surface runoff as it influences
the surface retention and the soil
Infiltration capacities. Watershed
areas with fairly homogeneous vegetation
are subdivided into wet parts responsible
for surface runoff and dry parts
with high infiltration capacity
for modeling purposes. Applications
-------
of this model to areas with abundant
precipitation show good agreement
with observations.
Uasserwirtschaft-Uassertechnik.
22(12):415-419, 1972. 10 refs.
0069
Preprint, Japanese Society of Civil
Engineers, Committee on Sanitation
Engineering, 1973. (Presented at
the Conference on Sanitation Engineering,
9th, Sendal, Japan, January 29-
30, 1973.)
0071
A mathematical model Is shown applicable
to the simulation of nonstatlonary
flow processes occurring during
the filling of similar flood gate-
controlled retention, basins. The
nonstatlonary flow process makes
It necessary to assume the Inflow
according to the progress line to
be constant during discrete Intervals.
Partial Inflows are determined for
the preset geometrical boundary
conditions of the flow profiles
In assuming a steady state for the
Individual Intervals. Branching
and friction losses as well as secondary
flow are not considered in the model.
Designed to level off flood peaks
in a river, this model constitutes
a valuable element in the planned
process control of flood retention
basins.
Wasserwirtschaft-Wassertechnik,
22(11):382-386, 1972. 2 refs.
0070
Studies on sewerage system remodeling
plans examine the local load distribution
subsystem from the standpoint of
river turbidity and the sewage cross
section readjustment. Viewing a
sewerage cross section at a given
time shows the turbidity of the
river and offers data for point
investment and line investment.
In this study, indexes between two
points of a model are considered,
in order to obtain the time progress
of local load distribution. Model
formulation which entails a system
model and a cut, an equation of
state, operating variables, control
conditions, and evaluation functions
is detailed. It is claimed that
this model is applicable not only
to a basin with a straight river,
but also for basins containing paralleling
or ramified river systems.
For assisting in the methodology
of urban wastewater collection
network design, an empirical verification
of a sewerline construction cost
equation has been devised. On the
basis of this verification a nonlinear
programing formulation of the sewer
network design problem is presented
which results in a minimum-cost
system. This problem can be solved
by the use of the existing commercial
computer programs and thus renders
it a potentially valuable and practical
tool for rigorously incorporating
local economic considerations into
the design process and for obtaining
a minimum cost design. An operational
computerized design system is also
expected to result in time and manpower
savings. This will allow the testing
of alternative wastewater collection
network and system designs and the
investigation of the cost implications
of changing any of the inputs to
the design process or of varying
wastewater collection design standards
and criteria.
Journal of the Sanitary Engineering
Division, ASCE, 98(SA 6):853-867,
December 1972. 21 refs.
0072
CO VERNM ENT - SPONSOR ED
REPORTS
A field demonstration of 12 Grinder
Pump (GP) Units was performed for
a 13-month period in Albany, New
York. Continuous operational records
were kept by means of an automatic
monitoring system and included pressures,
water usage, operating time, overflow
20
-------
occurrences, total number of operations,
and simultaneous operations. The
prototype GP Units registered an
undesirably high number of malfunctions;
loss of prime by pump, and grease
clogging of pressure sensing tube.
The new modified GP Units performed
exceedingly* well for the last seven
months of the demonstration and
were not afflicted by the aforementioned
incidents. There was no visible
wear and tear of the mechanical
components of the units. The effective-
ness of small, non-metal He pipes
transporting the macerated wastewater
under pressure was successfully
demonstrated. Grease accumulation
did occur and all results point
to a need for careful hydraulic
design. Extensive chemical sampling
proved that the pressure sewer waste
was 100% stronger but contained
50% less contaminants on a gm/capita/day
basis. Settleability tests on the
pressure sewer waste showed no significant
differences over conventional wastewater.
EPA/ORM Report No. EPA-R2-72-091,
Project No. 11022 DQI, November
1972. 218 p, 43 refs.
0073
The feasibility and economic effectiveness
of a combined wastewater overflow
detention basin has been demonstrated.
A paved asphalt detention basin
with a storage volume of 8.66 acre
feet was constructed at Chippewa
Falls, Wisconsin to receive overflow
from a 90 acre combined sewer area
including all of the central business
district. The system was designed
so that the stored combined sewage
could be pumped to the wastewater
treatment plant when precipitation
subsided. During 1969, due to dry
weather, the pond received only sixteen
discharges, but completely filled
twice and overflow to the river
occurred. During 1970, there were
46 discharges and the pond filled
once overflowing to the river. Over
the two year period, 37.75 million
gallons of combined sewage (93.7
percent of the total discharge volume)
were withheld from the river for
subsequent treatment. There were
no observed detrimental effects
on treatment plant operation due
to t.ife increased intermittent flows
from the detention pond. The estimated
cost of operating and naintaining
the pond and associated facilities
was $7,300 per year for the two
year period. Capital costs were
$6,780 per acre of drainage area
including some relief combined sewer
and increased size of units at
the waste water treatment plant.
EPA/WQO Report No. EPA-R2-72-070,
Project No. 11023 FIY, October 1972.
122 p, 4 refs.
0074
This compilation of abstracts summarizes
articles from a variety of technical
literature and conferences, both
domestic and foreign and published
from July 1971 through June 1972,
primarily related to the problems
of urban runoff caused by storm
water discharges, combined sewer
overflows, and nonsewered urban
runoff. All aspects related to this
topic fall under the selective areas
of: design criteria and construction
materials for sewers or apparatus
employed in the flow of combined
sewage and/or storm runoff; regulation
devices for overflow or infiltration
from urban runoff of storm water,
combined sewage, or highway-salt
runoff which can cause water pollution;
water quality, legislation, or treatment
methods based on problems caused
from storm water; and, current tunnel
technology and equipment used in
the construction of sewer tunnels.
The 215 abstracts covering a range
of ten sections are arranged numerically
by abstract accession number within
each category. Each Item includes a
bibliographic citation, an abstract,
and a set of indexing descriptors
and identifiers. A subject index
appended in this issue provides
the necessary access to individual
concepts. An author index and a
glossary for journal abbreviations
are also included.
EPA/ORM Report No. EPA-R2-72-127,
Contract No. 68-01-0161, Project
No. 11020 HW1, December 1972. 97
P-
0075
21
-------
Storm rainfall and runoff data were
as sent) led fron ten urban basins
In the United States ranging in
size from 14 acres to 8 square miles.
The British RRL method of storm
drainage design was applied to the
ten basins. The RRL method considers
the urban basin to be comprised
of the paved area of the basin which is
directly connected to the artificial storm
drainage system. In three of the
basins the RRL procedure was deemed
to be appropriate and suitable for
the design of a storm drainage system
Mi thin the normal range of frequency
of design rainfall events, from
2- to 20-year events. For greater
storms and for certain cases within
this frequency range, the RRL method
breaks down because runoff coming
from the grassed area of the basin
Is significant. If the basin 1s
highly steep or 1f the paved area
comprises less than 15 percent of
the total basin, this breakdown
occurs.
EPA/ORM Report No. EPA-R2-72-068,
Project No. 11030 FLN, October 1972.
73 p, 26 refs.
0076
This study investigates materials
which commonly reside on street
surfaces and contribute substantially
co urban pollution when washed into
receiving waters by storm runoff.
Calculations based on a hypothetical
but typical United States city indicate
that this runoff, similar 1n many
respects to sanitary sewage, from
the first hour of a moderate-to-
heavy storm discharges considerably
more" oollutlonal load than the same
city's sanitary savage during the
same period of time. A basis for
evaluating the significance of this
source of water pollution relative
to other pollution sources and Information
for communities having a broad range
of sizes, geographical locales,
and oublic works practices is provided.
Information is developed for major
land-use areas within the cities,
such as residential, comercial.
and industrial. Runoff is analyzed
for the following pollutants: BCD,
COD, total and volatile solids,
K'elchhl nitrogen, nitrates, phosphates,
22
and a range of pesticides and heavy
metals.
EPA/ORM Report No. EPA-R2-72-081,
Contract Mo. 14-12-921, Project
No. 11034 FUJ, November 1972. 236
p, 71 refs.
0077
PATENTS
A domestic effluent treatment plant,
particularly for use with a small
number of buildings or as a stand-
by for a permanent sewage treatment
facility has been patented. The
system comprises a unit for biological
purification of the effluent, a
mixer for introducing a flocculating
agent such as A12(SOU)3 into the
biologically purified water, a settler
for separating sludge, and a separated
sludge receiver. The settled sludge
receiver 1s mounted in the lower
part of a mobile casing with thermally
insulated walls, while the settler
is situated above and fixed to the
middle of the sludge receiver. The
biological purification unit and
the flocculant/effluent mixer Is
mounted above and on either side
of the sludge receiver.
Netherlands Patent 7,205,581. Applied
April 29. 1971. Issued October
31, 1972.
0078
Floating skimmers slldable on an
Intake conduit having means to counteract
the Internal pressure drop normally
Incident to the Intake ooeration
have been patented as a pollution
control device. In one embodiment,
the cone member has upper vent openings
and an Internal cylindrical part
around the conduit and depending
down to near the bottom of the cone.
In a second embodiment, the upper
cone member 1s connected pneumatically
to the internal chamber of a bellows
and the movable part of the bellows
Is connected structurally to the
-------
cone. In both embodiments, the
upper cone has a horizontal flange
and the lower float has a flat surface
extending slightly past the flange
and positioned close to the flange
In normal use.
United States Patent 3,707,232.
Applied October, 20, 1970. Issued
December 26, 1972.
0079
TREATMENT METHODS
A combined municipal waste Incineration
and wastewater treatment plant In
Dieppe, France, Includes a wastewater
treatment unit with a capacity of
8000 m3/day and an average BOD5
content of 250 mg/llter. The purification
efficiency of the 815 m3 aeration
tank for primary decantatlon Is
81 percent. The effluent from the
aeration tank 1s discharged Into
a river before secondary decantatlon
and chlorlnatlon. The sludge 1s
gradually thickened to 94 percent
In the digester kept at a temperature
of 29-35° C, and further to 91 percent
water content 1n a thickener. After
the water con-tent 1s reduced to
40-45 percent by drying with steam
from the waste Incineration plant,
the dehydrated sludge Is sent to
the Incinerator. The gases escaping
from the sludge during treatment
operations are stored for admission
Into the waste Incinerator.
Techniques et Sciences Munic1pales,
67(10):381-391, October 1972.
0080
As an alternative to the construction
of separate drainage systems, the
use of storage In trunk and Interceptor
sewers for regulation of combined
sewage flow within the capacity
of the Interceptor 1s proposed.
The computer-directed system, known
as Computer Augmented Treatment
and Disposal (CATAD), represents
a procedure for maximum utilization
of available storage in trunk and
Interceptor sewers to reduce or
completely eliminate overflow. The
CATAD system controls comprise a
computer-based central facility
for automatic control of remote
regulator and pumping stations in
Seattle, Washington. The installation
of equipment at the central station
and at 32 remote stations was completed
in 1971. All required programming
for data acquisition, central station
console operation, satellite terminal
operation, supervisory commanding,
events recording, and data logging
Is now complete. The system Is
in continuous operation for system
monitoring and 1s being tested for
control in a supervisory mode. Routines
for automatic control have been
substantially completed and are
being Integrated systematically
with other functions.
Journal of the Sanitary Engineering
Division, ASCE, 98(SA 6):951-972,
December 1972. 6 refs.
0081
In the past, Japanese sewerage water
drainage practices were based primarily
on a combined sewage and storm water
runoff system. More recently, Installation
of divided drainage 1s promoted
with secondary sewage treatment
being performed by activated sludge,
which 1s less costly but whose result
and activity are dependent on biochemical
reactions. The biochemical oxygen
demand capacity fluctuates largely
due to rainfall-runoff relationships
though seasonal differences should
be considered as well as the change
of water quality by rain and toxic
material Infiltration. In the activated
sludge process, the biological phase
1s complex, and the sludge recycling
system further complicates the behavior
of the sludge. The structure of
a process simulator, the unit calculation
program, and a centralized sewage
and monitoring and control system
are presented. The centralized
control system has a capacity for
security control, optimum control,
and a man-machine communication.
Hitachi Hyoron, 54(10):919-923,
1972. 7 refs.
0082
23
-------
The City and County of San Francisco
In Its program for upgrading the
quality of wet-weather discharges
fron Its combined sewer system financed
the development of a comprehensive
progran for control of wet-weather
flow. The program consisted of
design, construction, operation,
and evaluation of a demonstration
dissolved air flotation facility
for overflow treatment. The demonstration
facility Is located near the principal
municipal marina on the northern
shoreline of the city. The overall
project was divided Into three phases
extending from 1968 to 1971: l)precon-
structlon studies on quantity and
quality relationships of combined
sewer flows and receiving waters;
2) design and construction of a
dissolved air flotation (DAF) facility;
and, 3) postconstruction studies
on operation and evaluation of the
DAF facility and receiving waters.
The automated 24 mgd facility 1s
provided with trash racks, short-
term sejdlmentation for removal of
settleable solids, dissolved air
flotation for removal of flotable
materials, and disinfection by
chlorlnation with the effluent
discharged to the Bay through a
submerged outfall sewer. Monitoring
the evaluation programs conducted
during the 1970-1971 wet-weather
season resulted In minor modifica-
tions and additions to the DAF facility
to be constructed in time for the
1972-1973 wet-weather season.
Public Works. 104(2):50-54, February
1973.
0083
A screening/dissolved air flotation
system is shown as an effective
method of reducing pollution caused
by combined sewer overflows. Operation
data over a two-year period of time
indicates the followinp results.
Effluent quality generally comparable
to secondary effluent was obtained
from the operation of a 5 mgd pilot
unit. Ferric chloride (20mg/liter)
and a cationic polyelectrolyte (4
mg/liter) provided effective chemical
treatment. The screening flotation
system provided sufficient detention
time for adequate disinfection with
chlorine. Capital costs for a 90
mgd facility were estimated at $21,000/mgd
of capacity. Operating costs were
estimated at $0.0309/thousand gallons
or $0.0082/thousand liters.
Journal of the Water Pollution Control
Federation, 44(12):2239-2244, December
1972. 6 refs.
0084
24
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MUNICIPAL TECHNOLOGY BULLETIN
Volume 1, Number 4
April Fools, 1973
SEWER SYSTEMS
The use of closed-circuit television is
being considered in France for the
inspection and repair especially of
old sewers. Old sewer pipes are rigid
making them susceptible to breakage and
joint defects and roots cause partial
obstruction of the flow cross-section.
Flow obstacles result in low flow rates
and in increased concrete corrosion
hazards due to the formation, from
hydrogen sulfide, of sulfuric acid.
These problems can be detected and
localized in Inaccessible sewer pipes
through the use of closed-circuit tele-
vision when the camera 1s pulled along
inside sections between Inlets.
Techniques et Sciences Municipales -
L'Eau, 67(11):441-444, November 1972.
0085
A digital computer program that incor-
porates dynamic programming optimization
for identifying least-cost design solu-
tions for a given sewer layout Is re-
placing the conventional design resulting
from general guidelines which serves
adequately but may not be the least
expensive functionally acceptable solu-
tion. Being an efficient optimization
method for sewer design, this program
may result 1n reduced system costs but
is even more valuable in providing rapid
and Inexpensive cost sensitivity and
alternative design capability, thus pro-
viding the engineer with valuable design
and decision Information. The results
of cost sensitivity analysis of an
existing sanitary sewer Interceptor
system are presented in order to Illus-
trate the value and utility of this type
of program and to illuminate the cost
significance of commonly used design
procedure and criteria.
Journal of the Environmental Engineering
Division, ASCE, 99(EEl):35-53, February
1973. 12 refs.
0086
A reinforced plastic mortar interceptor
for a regional wastewater treatment
plant is part of a planned, staged
development project for upgrading the
sewage treatment capability of Yuba
City, California. The interceptor,
which is 1.8 miles long, is connected
at its beginning to the new treatment
plant under construction and traverses
a depth of from 18 feet to 14 feet.
The line contains 2950 feet of 42-inch
inner diameter gravity pipe, 6175 feet
of 36-1nch inner diameter gravity pipe,
325 feet of 25-inch Inner diameter
gravity pipe, and 315 feet of 18-inch
Inner diameter force main pressure
rated at 150 feet per head. The
Techite reinforced plastic mortar pipe,
manufactured by United Technology
Center of Riverside, California, was
purchased and trucked to the site in 20
foot lengths.
Water and Sewage Works, 120(l):80-82,
January 1973.
0087
To date 116 grants and contracts
totaling about 82 million dollars have
been awarded 1n storm and combined
sewer pollution control research,
development, and demonstration by
federal agencies. More than 1300 muni-
cipalities with a population of 54
million are served by 55,000 miles of
combined sewers with untreated storm-
generated combined sewer overflows
occurring 3 to 6 percent of the time
annually. The need for capital spend-
ing to store and/or treat combined
sewer overflows can be relieved by
reducing or attenuating flow to be
treated and/or Increasing the effective
flow capacity of existing facilities.
Some recent EPA-supported projects
Include: heat shrinkable plastic tubing
made of polyolefIn-polymeric base hot
melt adhesive used 1n coupling durable,
watertight joints to conventional sewer
pipes; antl-corrosion coatings of
vinyl-vinyl 1dene chloride, vinyl
acetate-acrylic, nltrlle rubber latex,
25
-------
and various rubbers which may reduce
costs by 90 percent over epoxy and
plastic liners; refinement of the
swirl flow regulator/solIds-liquid
separator to function efficiently over
a wide range of combined sewer over-
flow rates; a network for remote monitor-
ing of rainfall, flow levels, and qual-
ity at selected locations together with
a centrally computerized control console
for positive regulation of the overflow
structures through utilization of storage
capacities within the existing sewers to
reduce the frequency and volume of over-
flows; and, certain polymers added to
Increase the rate of flow of sewage thus
Increasing the sewer capacity.
Civil Engineering, ASCE, 43(2):57-60,
February 1973.
0088
Hitachi Hyoron, 55(2):21-25, February
1973. 3 refs.
0089
ANALYTICAL TECHNIQUES
The Hitachi Company of Japan has
developed a new liquid chromatograph,
Model 630-C, using stable electric
potential coulometry for analysis of
heavy metals. In using this apparatus,
when the reaction reaches a given point
electrolysis of, these metals 1s com-
pleted and analysis 1s quick. Also,
selective reactions are possible using
electrolytic potential differences,
high sensitivity can be expected, an
absolute determination of quantity 1s
possible, calibration curves are not
necessary, and the results are not
affected by the temperature or the
consistency of the liquid. The struc-
ture of the apparatus 1s such that the
column solution passes through the
electrolytic cell, and the elements 1n
the solution complete electrochemical
reaction while passing the cell. If
the flow speed Is stable, the electric
current will show the concentration of
the material In the solution. By
changing the resin packing of the
separation column and the column tem-
perature, the position of analysis
may be changed in order to avoid over-
lapoing and 5 to 6 elements can be
analyzed 1n 30 to 40 minutes. This
method is applicable to heavy metal
ions in saline water or river water, for
analysis of liquid waste from Industries,
and hardness analysis of drinking,
Industrial, or boiler v/ater.
GOVERNMENT-SPONSOR! I)
REPORTS
A system study was conducted to deter-
mine the technical and economic feasi-
bility of using small storage reservoirs
throughout an urban community as a means
of storm water pollution control,
Facilities were provided to treat the
water prior to release or to provide sub-
potable or potable water for use In the
community. A conventional approach to
controlling storm water pollution was
defined for comparative purposes. Com-
puterized system analysis was used to
select the optimal combinations of reser-
voir locations, type of treatment, and
type of reuse on a least cost per day
basis. Alternatives were ranked and the
optimal practical solution determined
considering the constraints. It was
determined that the use of local storage
and treatment does represent a feasible
and economical method for storm water
pollution control. Further, the use of
the treated water can supply a large por-
tion of the fresh water demands of a
typical urban residential community. A
demonstration program was planned and
subsequently Implemented to evaluate
erosion and sediment control practices
wh.1ch Includes a 3.5 acre lake, evalua-
tion of cleaning and sediment handling
methods, and sampling and gaging sta-
tions to monitor changes 1n water
quality and hydrology during urban
development.
EPA/ORM Report No. EPA-R2-73-139, Con-
tract No. 68-01-0173, Project No. 11030
DNK, January 1973. 266 p, 49 refs.
0090
A study undertaken to search for new
approaches to the problem of snow removal
and 1ce control utilized proven tech-
niques of technology transfer In Iden-
tifying technologies that have not been
utilized for deldng purposes. Contracts
with specialists and a subsequent session
were used to determine strategies for
search of computerized data banks. A1-
26
-------
though several approaches were identi-
fied, none are immediately useable.
Results of the study indicate that: (1)
More information is needed on salt
damage to the environment, highway struc-
tures, and vehicles,in order to perform
accurate cost-benefit analyses of
alternative approaches. (2) More com-
plete knowledge is needed on the effects
of alternate chemical deicers. (3)
Pavement heating is an expensive means
of removing snow and ice but can be
justified in special cases for safety or
environmental reasons. (4) Two mechan-
ical devices, snow plow with com-
pressed air and a brush and blower system
require further testing and development.
(5) Research is required to identify a
hydrophobia substance which can be
applied to pavement to reduce ice
adhesion.
EPA/ORM Report No. EPA-R2-72-125, Con-
tract No. 68-01-0706, Project No.
Z-800615, December 1972. 55 p, 65 refs.
0091
MODEL STUDIES
A simple, rational, and effective algo-
rithm developed for use in estimating
flows expected In any sewer drainage
system 1s shown over extensive tests
to behave well and give reliable and
apparently accurate results which com-
pare very favorably with those obtained
by other methods. Comparative results
indicate that previous techniques of
flow estimation are unnecessarily con-
servative, and further 1t 1s to be
expected that use of this approach would
result 1n significant economic benefits
since decreased design flow means
smaller diameter pipes and decreased gra-
dients necessitating less excavation.
At the present time, large scale tests
are being planned with the dual purpose
of testing the accuracy of the flow pre-
dicted by the program and to obtain more
accurate empirical data on the discharge
characteristics of the different types
of equipment upon which the program
depends.
Building Science, 8(1):23-26, March 1973.
6 refs.
0092
Highway drainage is complicated by the
necessity to drain both the pavement
and the shoulder in one continuous sys-
tem. In an attempt to clarify the fac-
tors which affect the design of such
systems, the Road Research Laboratory
began in late 1960 to collect rainfall
and runoff data at six sites. Subse-
quent analysis of some 17 station-years
of data under the terms of a research
contract between the Road Research
Laboratory and the Imperial College of
Science and Technology, University of
London, has indicated the feasibility
of using a conceptual modeling technique
for design purposes. The conceptual
model which forms the basis of the pro-
posed design method consists of a single
linear reservoir having two alternate
values of its storage parameter, namely
ki for periods of rain and kz for periods
of no rain. Using the total rainfall on
only the impervious area as input, the
model estimates runoff hydrographs using
the equation: Qt = pCl-expf-T/fej)] +
q exp(-T/fci) for periods of rain, and
Qt = q0exv(-T/k2) for periods of no rain.
q0 and Qt are tne rates of runoff at the
beginning and end of an Interval of
duration T respectively, and p is the
(constant) rainfall intensity during an
interval. The procedure is a step-by-
step process, the Qt for one Interval
becoming qQ for the next interval, the
initial value of q^ for the first inter-
val being zero. The time Interval used
in the present study was two minutes
and the units of rainfall Intensity and
rate of runoff were Inches per day. The
value of fej and fe, to be used for any
given site and rainfall distribution n
be estimated from the equations:
loge (*,) - -12.59 + 0.0787 log- (IA) +
1.1245 toge (L) - 0.5315 loge (lls) and
loge (*2) • -12.51 + 0.1869 Toge flA) +
1.0325 Toge (L) + 0.6286 loge (P), where
IA 1s the impervious area of the site
(acres), L is the length of the site
(feet), I15 is the maximum rainfall in-
tensity of 15 minutes duration (inches/
hour), and P is the total rainfall
(inches).
may
Civil Engineering and Public Works
Review, 68(799):123, 125-127, 129,
February 1973.
0093
A new method of hydraulic network analy-
sis termed as the equivalent diameter
method for workable optimum cost solu-
27
-------
tion of pipe sizes of various branches
of the network for known nodal pressure
heads and water demands Incorporating
pipe cost function has been formulated.
In this method all pipes of the network
are replaced by equal lengths of equi-
valent diameter pipes. Combining the
Hazen-Williams equation for pipe flow
with the cost function of pipes, a
criterion has been developed which when
satisfied in each loop of the network
would produce the workable optimum
solution of the network. A correction
factor flow has also been derived which
during the iteration process must be
added to the flow values to result in
the convergence towards the solution.
As the theoretical optimum condition
will produce zero flow through some
members of the network, a workable opti-
mum condition has been considered by
fixing a minimum flow through the pipes.
A continuous type of solution of the
pipe sizes will be obtained by this
method and, therefore, computed pipe
sizes will be fractional. For practi-
cal use, either nearest available com-
mercial pipe sizes may be taken, or the
fractional pipe size may be replaced by
an equivalent system of two nearest
available sizes. The latter method will
always produce about two percent more
cost than the theoretical least cost.
Mater and Water Engineering, 77(923):18-
21, January 1973. 3 refs.
0094
printed output In the form of a manhole
schedule sorted according to type,
together with punched cards for HHBILL.
MHSILL accepts cards produced from one
or more runs of MHOLE plus any punched
manually, and provides orint-out in
the form of bill of quantity items. The
KIDD2 program does the working-up
required for sewers and gutter connec-
tions. It handles any number of these
in the same run by the use of separate
subroutines, control being transferred
to the appropriate subroutine or
returned to the main program by signal
cards. The BILL program combines the
manual operations of abstracting and
billing. It also calculates the aver-
age depth and selects the maximum depth
for each Item. At the same time, it
counts the numbers of each kind of
gutter connection, and the numbers of
junctions of these connections with
storm sewers of each size. The pur-
pose of the MHOLE program Is to Iden-
tify each sewer terminal and to calcu-
late and record Its name, type, and
Its depth and volume. The NHBILL pro-
gram replaces the manual tasks of
abstracting and billing, Its main func-
tion being that of sorting. It uses as
Input 44-cards output from one or more
runs of MHOLE together with any punched
manually.
Surveyor, 141(4207):38-41, January 26,
1973.
0095
The majority of road contracts prepared
1n the United Kingdom conform to the
model contract document for highway works
contracts of the Department of the
Environment. The standardized way In
which drainage information has to be
presented Is particularly suited to the
use of a computer which also reduces
repetitive error-prone manual operations.
A suite of programs has therefore been
written which Include KIDD2, 8ILL,
MHOLE, and MHBILL. KIDD2 produces
printed output in the form of sewer
schedules and gutter schedules, together
with punch cards for use as input to
BILL. SILL takes as input cards pro-
duced from one or more runs of KIDD2
Dlus any aunched manually, and gives a
^rint-out in the form of Mil of
quantit/ Items. MHOLE uses the sane
basic care1 input as KIDD2, yielding
Aeration basins are widely used in
secondary wastewater treatment and can
usually be represented by some type of
mathematical model. This study, con-
cerned with the representation and
interpretation of the kinetic portion
of models of aeration basins, uses a
somewhat different approach to the
modeling of the biological reactions in
that it accounts for the individual
components of the substrate but treats
the microbial population as a homogeneous
mass. Validity of the proposed treatment
has been demonstrated by experimentation
in both batch and continuous laboratory
aeration tanks. In view of the need for
control and analysis in biological waste-
water treatment plants, it Is beneficial
that the kinetic coefficients of the
process model be obtained from such lab-
oratory systems. When Introduced into
-------
models of the wastewater treatment pro-
cess together with mixing or dispersion
parameters obtained in the plant on the
actual equipment, predictions for plant
operation and design can be made. The
models represent not only steady-state
operation but also transient responses
caused by changes in plant loading and
process upsets.
Journal of the Water Pollution Control
Federation, 45(2):292-303, February 1973.
18 refs.
0096
A rational method for the optimization
of regional wastewater management systems
is developed or. the basis of a mathe-
matical model and its subsequent opti-
mization using modern techniques of
operations research. However, the econo-
mies of scale 1n interceptor and treat-
ment facility construction and the non-
linearity of hydraulic pipe flow regimes
preclude optimization by conventional
mathematical programming, since the
resulting objective functions are con-
cave. Well proven methods such as
linear programming or solution by
graph-theoretical analysis are thus
inappropriate. Formulation as a fixed-
charge problem results in a mixed
interger-continuous variable linear
programming problem, for which solution
algorithms are to date insufficiently
proven for general application. Solu-
tions proposed generally exploit the
unique structure of the location problem,
yet hydraulic transportation networks
cannot be treated by such existing
methods. An implicit enumeration scheme
is proposed to locate the optimum solu-
tion utilizing a branch-and bound method
as a search strategy. Preliminary re-
sults compare favorably to tne tradi-
tional expedient of sequential technical
and economic analysts, whereby a prior
selection of feasible solutions is deter-
mined on the basis of empirical engi-
neering judgment and subsequently sub-
jected to cost analysis.
IN: Praxis der Umwelthygieie, 5:352-368,
1972. 14 refs. (Presented at the
International Congress PRO AQUA-PRO VITA,
Basel, Switzerland, 1971.)
0097
CONSTRUCT-ON EQUIPMENT
AND MATERIALS
Nicholas Di Menna & Sons, Inc., the
general contractor for sewer and storm
line installations at Co-op City, Bronx,
New York chose 50 cm diameter, 0.95
cm wall "Raymet" spiral-welded steel
pipe and fittings for the force main
portion of the sewer network. Due to
loose fill and a high water table,
creosoted timber piles driven in the
trench to an average depth of 13 meters
followed by 15 cm of broken stone
ballast placed in the trench as a bed
for a 28-cm reinforced concrete slab
were used in preparing a firm founda-
tion to support the heavy pipe. Before
pouring the concrete cradle, the in-
stalled pipe was bulkheaded and pressure
tested for 30 minutes with water at 8.78
kg/cm2.
World Construction, 25(12):15, December
1972.
0098
A mixed face excavator burrowing through
varying conditions of clay, limestone,
and hardpan has advanced beneath the
streets of Milwaukee, Wisconsin, opening
an average of 28 feet of 12-foot, 1.5-
inch diameter sewer tunnel per day.
The Mini-John, a 220-hp electro-hydraulic
tunneler, is designed to dig both earth
and rock with shear planes up to an
unconfined compressive strength of 16,000
psi. From within the 19-foot-long pro-
tective shield, a toothed-bucket mounted
on a rotating boom can be extended seven
feet to excavate full face from all
levels and angles. Controlled by two
150-ton jacks, the bucket can move 90
degrees and applies a tooth load of 119
tons. The bucket has an 85 degree crowd
arc and is rotated 360 degrees by a gear
drive that develops 150,000 foot-pounds
of torque. A 235-ton hydraulic jack
positions the boom radially for full-
circle operations. The conveyor,
carrying clay and rock upward and back
at 200 feet a minute, is powered by a
40-hp electro-hydraulic unit.
Construction Methods and Equipment,
55(2):99, February 1973.
0099
29
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TREATMENT METHODS
The concept of removing phosphorus from
wastewater by using a tub-stream within
the- plant which naturally has phosphorus
concentrated considerably above the
ambient concentration has been Investi-
gated. A continuous laboratory-scale
plant was studied, operating under con-
tact stabilization conditions and using
an anaerobic holding technique on the
return activated sludge; phosphorus was
removed from the supernatant of the
return sludge stream. The plant was
operated with and without the anaerobic
holding modification. Both before and
after the modification, the organic
carbon as measured by COO removal was
of the order of 90 percent; after modi-
fication of the plant to release the
phosphorus from the return sludge
stream, phosphorus removals jumped from
10 to 30 percent up to a high of 75 to
90 percent removal. A very slight
decrease In sludge activity could be
observed due to anaerobic holding, but
the very slight reduction In COD removal
was more than offset by the Increased
removal of soluble phosphorus through
the supernatant of the return sludge
line.
Water Research, 7(142):211-226, January/
February 1973, 13 refs.
0100
The construction of the Maebashl Munici-
pal Sewage Treatment Plant was started
1n 1962 and with gradual expansion and
remodeling plans due to Increased popu-
lation, was completed In 1972, except
for the sludge Incineration process.
The plant requires further augmentation
and remodel1ng due to Increased total
area and population beyond the projected
estimations. Standard activated sludge
process, convertible to the step method
using high speed aeration precipitation,
and combined sewer drainage can treat
60,786 m'/day on dry days, and 165,780
m'/day during rain. The sewaqe 800 Is
200 mg/liter with an elimination rate of
90 percent; suspended solids are 250
mg/liter with 80 percent elimination.
The treatment plant comprises a sedimen-
tation pond, the main pump, and the
first settling basin. The surface loads
are 44,4 and 121.1 m'/day with settling
times of 0.7 and 0,6 hours for dry and
wet days respectively. The aeration
tank Is divided by porous walls Into six
chambers, with an air stirring device on
one side of the wall. Complete mixing
and aeration are completed In the six
chambers and the sewage Is sent to the
final settling basin. The median
adjustment wail In this basin helps the
precipitation of activated sludge. The
settling time 1s two hours after which
sewage goes to a chlorine mixing pond.
The sludge goes to the treatment plant,
1s dehydrated by a centrifugal machine,
Incinerated, and burled.
Gesuldo Kyokal-ihl, 10(105):44-49,
February 1973.
0101
In the municipal area of Bristol,
England, the problem of river pollution
due to Increased population 1s being
checked by regular Improvement and
extensions to the sewer system and new
sewage pumping and treatment works. The
storm water Interceptor tunnel, designed
to relieve flooding 1n parts of the
city, Is used also to convey sewage from
the outlying areas. The main pumping
station Is designed for an ultimate
mean dry weather flow of 2.05 mj/sec
and a maximum flow of 12.25 rnVsec.
Providing base-load electrical power to
meet the requirements of the sewage
treatment plant and main pumping sta-
tion are four naturally aspirated dual-
fuel engines each coupled to a 494kW,
3.3kV, 500 rev/m1n alternator of the
self-regulating type. With the use of
waste heat recovery, an overall thermal
utilization of 82 percent Is achieved
at full load. Investigations to assess
the future works' load and pumping load
Indicate that extensions to the generat-
ing station would meet the Increasing
loads. Additional fuel to meet the
Increased requirements of the extended
powerplant Installation will be pro-
vided by extensions to the works' sludge
digestion tanks and gas recovery plant.
On completion, sludge gas yield will be
sufficient to meet the fuel requirements
of the engines when the alternator sets
are providing base-load power for the
sewage works and Incinerator, The dual-
fuel operation of the latest engines
employs a nyarau neatly operated gas
Inlet valve fed from a high-pressure
pump via a camshaft-driven distributor.
30
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Gas and 011 Power, 68(775):180-183,
Winter 1972.
0102
To iMtt the demands for water 1n South
West Africa, a system was developed for
the reclamation of sewage water and built
near the existing water purification
works to Integrate both Installations at
low cost, There 1s no difference 1n
quality between the reclamation water
and water from a natural source. The
reclaimed water meets 1n every respect
the requirements for potable water of
the World Health Organization and 1s
cheaper than natural water 1n Windhoek.
The dally capacity of the water reclam-
ation works 1s presently 5400 m3. New
additions to the works comprise the
following: a blower room housing the
main switchboard, Incoming flow meter,
automatic pH recorder, two recarbona-
tors, compressor, and two 550 ftVrnln
blowers\ two pH reduction tanks with
rotary gas dispensers} an algae flota-
tion tank with rotary surface skimming
arms; a domestic detergent removal tank
with rotary surface skimming arms; a new
chemical house containing solution tanks,
dosing equipment, and chemical storage
area; a division box for dividing flow
to the two existing accelerators and
flash mixing tanks; and, six activated
carbon filters complete with pumps and
pumphouse.
Aqua, (3):14-18, 1972.
0103
Planning and design of a combined sewage
and wastewater treatment facility for
a 12.7 km2 urban watershed 1n Hungary
required a maximum yield of 9 m'/*«c as
the recipient has a water yield of
0.56 mVsec and the dry weather waste-
water runoff flows at 0.60 m'/sec. Mixed
sewage water with a maximum yield of
1.5 m/sec w111 be treated 1n an acti-
vated sludge facility, while the remain-
der, generated during rainfall periods,
will be stored for subsequent purifica-
tion. Effluents exceeding a yield of
9 mvsec will be discharged directly to
the receiving body, with the duration
of such events not to exceed 3.1 hours
per y«ar. The wastewater treatment
plant, originally designed for a capacity
of 30,000 m'/day, will r*elu:e the ".'
content from 350-500 to 2r> m>y two-
stage anaerobic fermentation over 3.i
days. Centrifugal dehydration with
polymer addition, followed by Incin-
eration 1n a rotary furnace, 1* on«
option being considered for sludge
destruction.
Hidrologlal Kozlony, 52(11):467-476,
November 1972.
0104
In the Federal Republic of Germany, 17,5
million cubic meters of wastewater are
drained dally to the public sewer, of
which 49.8 percent 1s domestic and com-
mercial, and 36.9 percent Industrial
wastewater. Prior to discharge, 47.4
percent of the wastewater 1s treated 1n
biological treatment plants and 28.4
percent undergoes mechanical treatment.
Presently, many small communities do not
have sewage and/or wastewater treatment;
1n major cities about one third of the
wastewater quantity Is treated biologi-
cally and about 40 percent treated me-
chanically, In the future, the sewer
system 1n the rural regions will be com-
pleted similarly to that in cities with
more than 100,000 Inhabitants In which
more than 90 percent of the population
1s connected to sewers. It 1s pro-
jected that from 1969 to 1985 domestic
wastewater quantities will jump from
8.7 to 14.7 million m»/day. This trans-
lates to new biological treatment
facilities for 19.6 million Inhabi-
tants In addition to the mechanical and
partly biological treatment plants
already planned or 1n use for 18.1
million people.
Stadtehyglene, 24(1):12-16, 1973.
0105
Plans for an experimental sludge de-
watering Installation serving at domestic
wastewater treatment plants In Hungary
are described. Earlier technlco-economic
considerations controlling the applica-
tion of dewaterlng 1n Hungary are re-
viewed and reasons justlMnq the con-
31
-------
structlon of the experimental instal-
lation Indicated. In this context, the
preparatory work preceding the designing
of the experimental plant, the consider-
ations governing the selection of the
technology, and the problems which the
pilot plant is expected to answer are
formulated. Under the expansion pro-
gram of the existing treatment plant at
Szekesfehervar an experimental vacuum-
drum filter will be added. Information
is presented for the plant experiments
envisaged, on the procedure of experi-
mentation, and data processing.
Hidrologiai Kozlony, 52(11):489-495,
November 1972. 12 refs.
0106
Information on the procedures and re-
sults of a series of 14 investigations
conducted during 1969 through 1971 at
main collector sewage treatment plants
and house facilities with digestion tanks
are detailed. Sewage was sampled pro-
portionally with the water quantity from
the intake at the immersed trickling
filters and from the drainage. The
analysis was carried out for the con-
sumption of KMnO(,, BOD5, total phos-
phorus, total nitrogen, and for the
oxidized nitrogen in the drain. The
relationship between the surface load
and the cleaning rate was studied, and
in evaluating the data obtained, the
pretreatment of the sewage was taken
into consideration to prevent misinter-
pretation. Data Indicate that concen-
tration in a drain of equal or less
than 25 mg BODc/Hter can be obtained
when the load is equal or less than 10
grams BOD5/m2xd. Also If 90 percent
of all the values cannot exceed a drain
concentration of equal or less than 25
mg B005/liter, then the surface load
cannot exceed 3.0 to 4.0 grams
BOD5/m2xd.
Gas- und Wasserfach, Wasser/Abwasser,
114(l):34-39, 1973. 4 refs.
0107
32
-------
MUNICIPAL TECHNOLOGY BULLETIN
Volume 1, Number 5
May 1, 1973
HYDROLOGIC ASPECTS
Sizeable urban areas have been found to
alter all forms of weather in varying
degrees. Inadvertent urban modification
of precipitation apparently leads to
annual precipitation Increases of 5 to
30 percent over and immediately downwind
of several American cities. These
effects also have led to alterations in
thunderstorm days with annual increases
of 15 to 30 percent near several cities.
Frequencies of days with greater than
two inches rainfall were increased (due
to urban effects) in and downwind of ur-
ban complexes by 20 to 40 percent. Run-
off in the urban-rain effect areas also
has increased by 15 to 20 percent.
Groundwater in certain geomofphic areas
may also have been affected by these
rain Increases, since sizeable increases
in pollutants 1n groundwater downwind of
St. Louis exhibit some relationship to
the urban-produced rain increases.
Measurable and economically significant
increases in corn yields also have been
found downwind of St. Louis and Chicago.
Journal of the Irrigation and Drainage
Division, ASCE, 99(IR 1):27-41, March
1973. 10 refs.
0108
SEWER SYSTEMS
A $100 million Little Blue Valley inter-
ceptor and wastewater treatment facility
will service 225 square miles draining
the eastern slopes of Independence, por-
tions of Kansas City, six other towns,
and two federal installations in
Missouri. With construction already
underway on a 9-foot, 7-inch concrete
arch sewer, pump station, and interim
treatment plant, improved wastewater
treatment will be available by 1974 to
a major portion of Independence. The
projected date of completion for the
interceptor and treatment facilities is
1980. The interceptor system ranges in
size from 132 inches, or the hydraulic
equivalent, at the downstream end to
small collectors at the farthest point
upstream. Peak flow capacity at the
downstream location will be 315.8 mgd
with future increase possible through
construction of peakflow pumping sta-
tions. Eventually, all wastewater
generated 1n the watershed will flow to
a plant located near the Missouri River.
Public Works, 104(3):71, March 1973.
0109
MODEL STUDIES
A method to evaluate the global mini-
mum of the nonconvex capital cost func-
tion of a hydraulic network based upon
a deterministic single load pattern
and continuous diameters 1s presented.
Using fundamental graph theory, the
problem is decomposed Into independent
sets of convex functions subject to
linear constraints. A standard algo-
rithm is employed to solve the trans-
formed version. Two modifications
deviating from previous research
facilitate the result: 1) pumping costs
are externalized and assumed to be
associated with the given hydraulic
input; and 2) separate constraints on
minimal head losses and flows are sub-
stituted for the traditional require-
ment of minimal admissible diameters.
The analysis and cross-sectional area
can be expressed as a single-term func-
tion of the radius. Since the graph of
sewer systems commonly contains no loops,
the mathematics, and the computational
effort are reduced as compared to distri-
bution systems.
33
-------
Journal of the Hydraulics Division,
ASCE. 99(HY 3):431-440. March 1973. 15
refs.
0110
An electric data processing program pro-
viding for the computation of sewage load
to the main canal during one rainfall
and during one year 1s presented. Para-
meters taken Into consideration Included:
In- and out-flow times within one
settlement area between a sequence of
storm water retention tanks; flow deten-
tion; annual precipitation and rainfall
frequency; Intermittent additional water
Inflow; distribution of sewage water
accumulation satisfying local conditions;
Industrial wastewater Inflow dependent
on various fluctuations; and the sett-
ling effect of the storm water reten-
tion tanks as affected by water deten-
tion time. In addition, BOD5 computa-
tion Is Included In this program. Re-
sults from evaluation Indicate that the
total annual main canal sewage load can
be reduced by applying a series of
Intermediate retention tanks, sized
with the account of different settling
times.
Wasser und Boden, (2):41-43, 1973. 2
refs.
0111
The role of sensitivity analysis In
hydrologic modeling has been Inves-
tigated. It was determined that
this analysis will become a more valu-
able tool as the mathematical struc-
ture of the sensitivity becomes more
sophisticated. Sensitivity Is a meas-
ure of the effect of change In one
factor on another factor. Sensitivity
analysis is potentially useful in all
phases of the modeling process: model
formulation, model calibration, and model
verification. The sensitivity of model
parameters should be recognized as a
special case of the above general defin-
ition. Parametric sensitivity 1s a
vital part of most optimization tech-
niques. However, other facets of
sensitivity need to be recognized. The
time-dependent nature of sensitivity
should be considered In the fcirculation
of hydrologic models. A variety of
simplified hydrologic models are used
to demonstrate the potential of sensi-
tivity In all phases of the modeling
process. The failure to recognize and
exploit the potential of sensitivity
analysis results primarily from the
Inadequacy of the mathematical founda-
tions of sensitivity. A comprehensive
mathematical framework of sensitivity Is
provided and additional research needs
are identified.
Journal of Hydrology, 18(l):37-53t
January 1973. 25 refs.
0112
A simplified model of the overall effect
of treatment level on the cost of pollu-
tant capture is presented. The model
applies to the application of several
conventional methods of air and water
pollution control. This particular
model uses common power-law functions
for the Interacting, and competing,
factors of economies of scale and
diminishing returns. Two variations of
the model were developed, one for the
relative total cost of state-of-the-art
pollutant capture facilities, and another
for the marginal or additional cost per
unit of pollutant removed in the same
facilities. The relative cost of cap-
turing or treating a given amount of
pollutant is known to rise with the
level of treatment and this simplified
model gives an approximate quantitative
answer to the question of how much. The
cost functions are strongly enough
dependent on the level of pollutant
capture to emphasize the desirability
of the formulation of equally broad,
fundamentally-based relationships for
the environmental quality benefits to
be derived from such capture and treat-
ment activities. The major conclusion
Is that over realistic ranges of para-
meter variations, the principle of
diminishing returns dominates the sys-
tem, and the cost per unit of pollutant
captured climbs very strongly at higher
specified levels of treatment.
Tappl, 56(3):126-130, March 1973.
0113
34
-------
TUNNEL TECHNOLOGY
Water Power, 25(3):88-93, March 1973.
28 refs.
0114
Tunneling experience during the last ten
years 1n Austria has proved the advant-
age of the "New Austrian tunneling
method" (NATM) over other methods, par-
ticularly 1n unstable rock. NATM 1s
based on the principle of taking utmost
advantage of the capacity of the rock to
support Itself, by carefully and delib-
erately controlling the forces 1n the
readjustment process which takes place
1n the surrounding rock after a cavity
has been made, and adapting the chosen
support accordingly. Generally two
methods of support are carried out. The
first 1s a flexible outer arch designed
to stabilize the structure accordingly,
and consists of a symmetrically anchored
rock arch with surface protection mostly
by shotcrete, possibly reinforced by
additional ribs and closed by an Invert.
The behavior of the protective support
and the surrounding rock during the
readjustment process Is controlled by a
sophisticated measuring system. The
second means of support 1s an Inner
arch consisting of concrete, and 1s
generally not carried out before the
outer arch has reached equilibrium.
Its aim 1s to establish or Increase
the safety factors as necessary. The
carrying capacity of the outer arch can
be decided by the curve characteristic
for any given type of rock and primary
stress condition. At any Intersection
between the radial stress and the carry-
Ing capacity curve, equilibrium 1s
reached for the respective support resis-
tance. It 1s a particular feature of
the NATM that the Intersections always
take place at the descending branch of
the curve. Should a stlffer type of
support be chosen for the outer arch,
the Intersection with the carrying
capacity curve 1s bound to rise while the
safety factor simultaneously decreases.
The minimum carrying capacity of the
Inner arch 1s decided by the smallest
lining thickness that will allow suita-
ble compaction of the concrete. Should
a greater radial stress be required, the
thickness can be chosen according to
required radial stress and the required
safety factor. Once the carrying capa-
city of the outer arch has been estab-
lished for certain standard sections,
the means of strengthening can be
chosen and computed accordingly.
35
GOVERNMENT-SPONSORED
REPORTS
A mlcrostralner using a screen with 23
micron apertures reduces the suspended
solIds of the combined sewer overflow
from 50 to 700 mg/1 down to 40 to 50
mg/1 levels operating at flow-rates of
35 to 45 gpm/ft2 of submerged screen.
The organic matter as measured by COD
and TOC was reduced 25 to 40 percent.
CoHform concentrations were 0.1 to 9
million cells per 100 ml and no reduc-
tion was brought about by M1crostra1n1ng
CC). The collform concentrations of
both overflow and mlcrostralned over-
flow were reduced by four or more orders
of magnitude by disinfection with 5
mg/1 chlorine 1n specially built, high
rate, contact chambers of only 2 minutes
contact time. The drainage area served
by the combined sewer comprises 11.2
acres of a residential area in Phila-
delphia, Pennsylvania, having an aver-
age dry weather sanitary flow of 1000
gph. The overflow rates recorded were
generally 100 times, with a maximum 400
times, the average dry weather flow.
The extreme Importance of very low -
2 minute - residence volume equipment
for suspended solids removal and for
disinfection in the very high instan-
taneous rates encountered with storm
water 1s shown. The cost of a micro-
strainer - special chlorine contact
chamber Installation 1s cited as $6,750
per cfs of peak flow rate capacity less
land and engineering. On the basis of
2 cfs Instantaneous design overflow per
acre this 1s $13,100/acre.
(C) Copyrighted Trade Name - Crane Co.
EPA/ORM Report No. EPA-R2-73-124,
Project No. 11023 FWT, January 1973.
116 p, 22 refs.
0115
An Interdisciplinary study 1s currently
1n progress at the University of Illinois
-------
under a grant from the National Science
Foundation RANN Program. Objectives of
the study Include understanding and
modeling the movements and effects of
heavy metals (Initially lead) 1n the
environment. A model has been construc-
ted which simulates the movements and
predicts the accumulation points of lead
in a 76-square mile watershed-ecosystem
in Champaign County, Illinois. The
model Includes components of both aquatic
and terrestial ecosystems and represents
the ecosystem by a network of nodes and
branches where the nodes represent the
components of the ecosystem in a general
sense and the branches Indicate possi-
ble transport mechanisms between nodes.
Results of a two-year simulation using
a network of 36 nodes and 121 branches
1s presented. The model provides a
method for the study of pollutant trans-
port and accumulation in ecosystems.
Journal of Environmental Systems,
2(4).-339-349, December 1972. 4 refs.
0116
PATENTS
A frustoconlcal sewage aerator with
Internal vanes and a circulator has
been patented by Ames Gosta Hi 111s
and Co., Ltd. The aerator rotates
about a vertical shaft, partly dips
Into the liquid, and centrifuges from
its top edge. Above this a concen-
tric annular cover with its outer edge
bent downwards rotates with the cone.
The opening between the cover and the
shaft is covered by a planar or
curved plate.
German Patent 1.800,533. Applied
October 2, 1968. Issued January 18,
1973.
0118
A detailed examination was conducted of
ten combined sewer overflow systems
within that portion of the Hudson River
Basin lying within the Interstate Sani-
tation District. The work Included the
identification and study of these com-
bined sewer systems in order to deter-
mine their location, physical character-
istics, and service areas. The pro-
cedure employed included the physical
examination of each system's regulators
to determine their location, type,
dimensions, and condition. A study of
available records was made to determine,
where possible, trunk line flow, inter-
ceptor line design capacity, and char-
acterization of the drainage area served
by each regulator which included popula-
tion and land use. Dry weather and wet
weather sampling was also conducted.
By-pass loadings for several pollution
parameters have been calculated during
storm flow conditions based upon this
sampling.
EPA/ORM Report No. EPA-R2-73-152, Con-
tract No. 68-01-0055, January 1973. 287
p, 28 refs.
0117
A patent useful in the biological puri-
fication of sewage and effluents has
been Issued in which selected micro-
organisms are isolated by taking micro-
organisms from a natural source such as
soil or normal sewage and cultivating
them in a media containing specific
pollutants, for example detergents,
Industrial or agricultural chemicals,
or animal feed concentrates. The
microorganisms are later sporulated,
collected, and dried. An Inert sup-
port, such as bentonite, may be used
in the harvesting of the product.
Belgian Patent 786,536. Applied July
20, 1972. Issued November 16, 1972.
0119
36
A patent has been awarded to E. T.
Armstrong for a sewage and wastewater
treatment plant which Includes primary
and secondary settling tanks and a
disinfection tank. The plant consists
of a primary settling tank with means
for Introducing the raw effluent, a
digester forming the first stage of the
biological treatment with means for
-------
Introducing sludge from the first tank,
a second stage of biological treatment,
a second settling tank, and a disin-
fection tank. Disinfection can also be
carried out 1n the pipe system Itself
by the Introduction of oxygen, ozone,
and air. This may be followed by
chlorlnatlon 1n a contact chamber be-
fore final evacuation of the treated
effluent. The sludge separated during
the successive stages 1s stabilized In
digesters under anaerobic conditions.
It 1s then sent to drying beds, ovens,
a fluidlzed bed reactor, or to a
vacuum dehydrating drum.
French Patent 2,126,987. Applied
December 21, 1971. Issued October 13,
1972.
0120
An installation for the purification of
sewage by means of the activated sludge
method has been patented. The system
comprises an annular, horizontally dis-
posed circuit adapted to receive the
sewage to be purified and two parallel
straight portions with two communication
sections interconnecting.said portions.
A surface aerator mounted in one of the
communication sections so as to be
partially submerged in the sewage re-
ceived is rotated about a vertical axis
to add oxygen to the sewage in the cir-
cuit. A partition arranged in the cir-
cuit near the surface aerator is closed
off on one side of the aerator whereby
said surface aerator brings the sewage
into circulation within the circuit.
Australian Patent 431,067. Applied
June 20, 1968. Issued January 4, 1973.
0121
consulting engineers Black & Veatch,
Inc. of Kansas City, Missouri to replace
an 84-year old station now 1n use. The
new facility will not only improve pump-
ing operations, but will also improve
the efficiency of the total water system
and strengthen the foundation upon which
other improvements will be planned and
built in the future. Of the many work
saving and reliability features de-
signed into the new station, the
auxiliary power system to supply energy
to seven electrically driven pumps dur-
ing periods of emergency is the most
unusual. The primary source of power
for conventional pumping will be two
separate generating stations providing
service through two 69 ky overhead trans-
mission lines, one of which runs adja-
cent to and the other directly over the
new pumping station site. An underground
cable between the high service pumping
station and the main cranking diesel
generator at the electric company's cen-
tral powerplant will be constructed for
use in the event of a total blackout.
Other improvements and refinements de-
signed into the new pumping station in-
clude division of the facility into
four independent cells to prevent flood-
ing in case of a pipe leak. The cen-
trifugal pumps to be installed will be
of the bottom suction, side discharge
type connected through a coupling to,
and driven by, a constant speed syn-
chronous electric motor. Above the
operating floor, the station will have
walkways around the top of each of the
separate pump rooms. A crane will pro-
vide direct access to all pumping units
through large open portions in the floor.
Hatches and removable slabs will be pro-
vided to allow removal of valves and
other equipment. Minimum facilities will
be provided for maintenance and occasion-
al manual operation of the station.
Public Works, 104(3):94-95, March 1973.
0122
TREATMENT METHODS
AND FACILITIES
A new high service pumping station for
the municipally owned water utility of
Wichita, Kansas has been designed by
37
Hillside land disposal spraying is a
reliable method of domestic wastewater
land disposal which can be used in
areas where the soils are not suitable
for subsurface disposal or the terrain
Is too rough for the construction of
evaporation-percolation ponds. It is
-------
being practiced at approximately 100
camps, subdivisions, and small comun-
Itles located on foothill and mountain
areas throughout California. The goal
of the disposal area design Is to pro*
vide a system which will operate re-
liably with no surface runoff from the
designated area. Design considerations
Involve: climate and hydrology; geology,
soil properties, and topography; treat-
ment capability of soil; application
rates; distribution system; public
health and reliability requirements;
and, operation and maintenance. The
principal operational aspects of the
spray disposal system are as follows:
1. Records are kept of all sewage
bypasses, power failures, effluent
runoff, and disinfectant uses. 2.
Dosing 1$ Intermittent to maintain aero-
bic conditions and high Infiltration
rates. 3. Spray areas are alter-
nated to provide rest periods for break-
up of biological slimes. 4. No spray-
Ing Is done on bare or disturbed soil,
during rainstorms, or when the soil Is
saturated. 5. No spraying Is done
during strong winds If the spray Is
carried toward nearby human habitations.
6. Spray areas are Inspected period-
ically for clogged sprinklers, dripping
nozzles, broken pipes, leaking joints,
erosion, and runoff. 7. Spare parts
should be maintained for all essential
disposal functions to enable speedy
repair of broken down equipment.
Journal of the Environmental Engineering
Division, ASCE, 99(EE 2):109-121, April
1973. 23 refs.
0123
Completed In 1969, aerated lagoons sup-
plement a conventional activated sludge
plant 1n Itasca, Illinois and this
arrangement has avoided several poten-
tial problems. The city of 5000 has a
present average dry-weather flow In the
sewer system of about 0.5 mgd. The acti-
vated sludge plant consists of four
primary settling tanks, two aeration
tanks, a final settling tank, and a
sludge disposal system consisting of a
holding tank and a vacuum filter for de-
watering the sludge. Aeration Is pro-
vided by the valved tubing arrangement
laid transversely to form 290 lines,
with the distances between lines Increas-
ing with distance from the Inlet. With
air rising IwrtnaHly from the tubing,
1t creates linear "§1r screens", sepa-
rating the lagoons Into treatment cells.
Four blowers are provided, two rated at
15 hp each to deliver 230 cfm of air at
10 psl, and two rated at 5 hp each to
deliver 80 cfm at 9 psl. These are used
alternately as 20-hp pairs furnishing
310 cfm. The lagoons were sized to
accept a dally BOD loading of 562 pounds.
The sides are sloped on a ratio of 1 to
4.17. The retention period at design
average flow Is 1.9 days.
Public Works. 104(3):97-98, March 1973.
0124
Recently developed storm water retention
tanks to prevent main canal overload
through polluted water have a bottom
discharge, one or several overload out-
lets, and whose efficiency depends on
their position 1n the sewer system.
Criteria Involved In their design In-
clude overflow frequency and quantity,
the amount of discharged mud Into the
main canal, and dirt conveyed for clari-
fication. Other factors Include the
average annual dirt freight, the fre-
quency and extent by which this average
1s exceeded, and the effect of removed
undlssolved matter, oxygen-consuming
organic matter, and nitrogen and
phosphorus-containing nutrients. It 1s
suggested that maximum Inflow and mini-
mum detention time factors should be
used 1n the sizing of storm water re-
tention tanks for sewer systems having
preliminary discharge facilities and
with flow durations exceeding 15 minutes.
Wasserwlrtschaft, 63(2):42-46, February
1973. 6 refs.
0125
38
CONSTRUCTION EQUIPMENT
AND MATERIALS
Land drainage In the United Kingdom 1s
conventionally carried out using short
lengths of cliyware pipe, water entry
-------
to the system being via the gap between
Individual pipes. Since 1965 plastic
drain pipes, of both smooth and corru-
gated construction, have been gradually
introduced, 1n which the water enters
through holes or perforations In the
pipe wall. Hydraulic design data for
the new product was lacking because of
the unusual types of roughness Involved.
Laboratory tests were carried out and
plotted 1n the conventional form of
friction factor against Reynolds' num-
ber. These graphs give Information on
flow In the laminar region and on the
different types of change to transi-
tional flow which may occur. More
practically, the tests show that the
pipes currently available can be divi-
ded Into three broad categories based on
the type of roughness.
Institution of C1v1l Engineers,
Proceedings, 55(Part 2):273-284, March
1973. 17 refs.
0126
hydrophlla, a species which Is
characteristic of the effluent-surface
water blotype and Is fairly sensitive
to toxic substances, has been examined
as a method for testing pollutant
toxlclty to bacterial organisms. In
the Investigation, mutant growth in-
hibition by the pollutant in BOD dilu-
tion water containing 10-' percent
v1tam1n-free hydrolyzed casein served
as a measure of toxldty. A culture
of the mutant In the treated SOD dilu-
tion water served as a control. In-
vestigations of samples for toxlclty
are possible due to the specific pro-
perties of the mutant.
Zentralblatt fuer BakteHologle,
Parasltenkunde, Infektlonskrankhelten
und Hygiene, Abtellung 1: OHglnale,
156(6):545-550, 1973.
0128
A Drott Model 40YR Cruz-A1r hydraulic
backhoe, equipped with two Interchange-
able buckets, a 60-1nch bucket, and a
Drott 4-1n-l bucket reduced project
costs, cut machine rental expenditures,
and saved time on various assignments
1n Barren County, Wisconsin. The
Cruz-Air Is used 1n digging test holes
for sand and gravel deposits as well
as trenching, placing pipes, and back-
filling on storm sewer tasks. It can
dig and load back-run gravel and sand,
11ft and place pilings and timbers,
and prepare final grades for curbs,
gutters, or sidewalks with accuracy
within 1/2 Inch. This machine has re-
placed a tractor backhoe, a crawler
crane, and a front-end loader.
Public Works, 104(4):95-96, April
I if / v *
0127
ANALYTICAL TECHNIQUES
AND INSTRUMENTATION
A spontaneous mutant of Aeromonas
The Olivetti P 602/MLU Network Analysis
System, a self-contained printing com-
puter capable of storing both numerical
data and programs, 1s currently solving
problems for the Bureau of Environmental
Engineering In Arkansas. Application
for this computer Is found In deter-
mining correct flow and head loss for
pipes In a water network by performing
the Hardy-Cross flow distribution
balancing process. The system permits
municipal water departments to evaluate
the adequacy of a public water system
prior to Its construction and locate
deficiencies 1n pipe networks which are
already constructed. The balancing
process of the flow distribution 1s
completely automatic. The P 602/MLU
system processes all data unattended.
Upon convergence of the process to a
pre-determlned constant, the corrected
flow and head loss are printed for every
pipe 1n every loop. The balancing pro-
cess will continue automatically with-
out the need to re-enter any data. The
network analysis system costs $6675
or It can be leased for less than $160
per month.
Water and Sewage Works, 120(3):65,
March 1973.
0129
39
-------
MUNICIPAL TECHNOLOGY BULLETIN
Volume 1, Number 6
June 1, 1973
SEWER SYSTEMS
The size and Investments required for
urban and rural sewer system Installation
and/or expansion In Poland have been
announced after statistics of the 1965-
1970 five-year plan were tabulated. Data
for the 1975-1985 period in terms of sewer
length per Inhabitant as related to the
size of the settlement population are
projected. Investment requirements are
broken down over three periods, Including
1970-1975, 1976-1980, and 1981-1985,
according to pipeline length requirements
and pump over costs - about 10 percent of
that for sewage network installation.
Theoretically, sewage system planning and
development constitutes an Integral part
of their housing development and the
sewage system pipeline length should
accommodate all who receive public water.
Gaz, Woda 1 Technika Sanitarna,
47(0:20-21, 1973.
0130
Through the sewers of Paris, effluents are
channeled by five gravitational collectors,
with slopes of 0.20m/km, into waste treat-
ment plants located 1n the north and
northwest from Paris. When necessary,
the collectors are conducted underneath
the Seine bed by means of siphons. High
storm water runoff loads occurring 1n the
mixed sewage system are leveled off by
retention basins. The sewage system also
accommodates water supply pipes, tele-
phone and other communication lines.
Travaux, (455):40-45, February 1973.
Travaux, (455):46-50, February 1973.
0131
All communities along the presently pol-
luted Traisen River from WUhelmsburg
to the Danube 1n Austria, have voted to
build a new sewage treatment plant and a
trunk sewer, since the existing facili-
ties at St. Polten are inadequate and
the community desires to make the Traisen
a bathing river again. The sewer, now
under construction, passes the waterworks
areas using wells 6 to 7 meters deep with
part below groundwater level and dis-
charges at a new sewage treatment plant
on the Danube. The sewer pipe, egg-
shaped, with a maximum cross sectional
area of 2.4 x 2.4 meters, is being built
of pre-fabricated sections with specially
sealed joints using putty with a tin
strip to ensure perfect tightness.
Gas/Wasser/Waerme, 27(2):31-33, 1973.
0132
A specially designed Inflatable plug, used
for bypassing when sewer repairs are
required, eliminates flooding and the en-
suing cleanup problems. The plugs, known
as Muni-Balls, are manufactured by Cherne
Industrial, Inc. of Edina, Minnesota and
come in sizes from 6 to 53 inches in
diameter. Made of an elastic compound
and molded on high tensile strength
aluminum castings, they Include a remov-
able plug 1n the center ranging from 1 to
4 inches in diameter.
The American City, 88(4):22, April 1973.
0133
Plastic pipes are being used in the con-
struction of sanitary sewers for a
California area having a steep hillside
terrain with rock outcroppings. After
much construction bidding and rebidding
for the 70,000 feet of pipeline, the
Otay Municipal Water District permitted
the use of plastic pipes. These pipes
have demonstrate^ the following advan-
tages: low material cost; long, light-
40
-------
weight pipe lengths, permitting easy
handling, storage, and laying; pipe
flexibility allowing maximum curvatures;
fast, positive air pressure testing;
narrow trench digging; and, simpler
manhole construction with longer spacing
and compatibility with plastic laterals
and saddles. Prior to use of such pipes,
specific laboratory tests were performed.
Tests consisted of subjecting pipe
specimens to extreme conditions - far
exceeding normal anticipated operating
conditions for periods up to 18 days.
The tests corroborated results reported
from major research and testing programs.
Public Works, 104(4):88-91, April 1973.
0134
CONSTRUCTION METHODS
AND EQUIPMENT
Thus, the methods of operations research
and systems analysis used in planning for
more efficient new pollution control
facilities or upgrading existing systems
are important. The major question herein
investigated is the following: Given a
number of communities and/or industries
in a geographic area, where should treat-
ment plants be built, how many, at what
time, and which intercepting sewers are
necessary to. connect the municipalities
and industries to these plants, such that
the total cost of wastewater collection
and treatment is a minimum. From a
general formulation of the problems and
an approach for solving their resulting
minimization with concave objective
functions, It appears that any small to
medium sized problems can be solved in
reasonable time.
Water Research, 7(4):633-646, April 1973.
14 refs.
0136
In West Germany, pipes from polyvinyl
chloride (PVC) will replace between 80
and 90 percent of all pipe materials in
new pipelines to be built by 1975.
Advantages of PVC pipes include: com-
plete resistance to corrosion both inside
and outside; a high insulating capacity,
thus no corrosion due to stray ground
electrical currents; a high aging
resistance; no interior incrustation;
and, higher flow-passing capacity due
to surface smoothness. Also simple and
inexpensive joints which are easy to
Insert into the pipe end by hand can be
used. The joint, together with rubber
sealing, allows for all possible expan-
sion and contraction of the pipelines.
Generally a work team of 3 to 4 can lay
400 meters of pipeline 1n an 8-hour shift.
Wasserwirtschaft-Wassertechnlk,
23(1) .-320-34, 1973.
A simple two-stage model is developed for
Infiltration under a constant Intensity
rainfall into a homogeneous soil with
uniform initial moisture content. The
first stage predicts the volume of infil-
tration to the moment at which surface
ponding begins. The second stage, which
is the Green-Ampt model modified for the
infiltration prior to surface saturation,
describes the subsequent infiltration
behavior. Comparison of the model pre-
dictions with experimental data and numeri-
cal solutions of the Richards equation
for several soil types shows excellent
agreement.
Water Resources Research, 9(2):384-394,
April 1973. 23 refs.
0137
0135
MODEL STUDIES
The economies of scale of wastewater
treatment plants favor regional systems,
A mathematical model, based on the prin-
ciples of hydraulics, has-been developed
to describe the head-discharged relation-
ships for various combinations of ferrules
and house service pipes commonly used in
Calcutta. From the experimental results
it was possible to derive the relationship
a modification of the
41
-------
well established head-discharge relation-
ship Q = KHn. In this expression, A=Kl,n,
1, 1s the base length, K the constant for
a particular ferrule-service pipe combi-
nation, n = 0.54 for all combinations, and
s =
, where H 1s the dynamic water head
in street water main and lx the length of
a house service pipe. The values of A
for all combinations of ferrules and pipes
were experimentally determined. Using
the values of A, discharge from a given
length of pipe under a given dynamic head
may be computed. A set of graphs relating
Q and s has been provided for all combina-
tions of ferrules and house service pipes
for quick estimation of probable
discharges.
Journal of the Institution of Engineers,
India, 53(PH1):14-20, October 1972.
2 refs.
0138
GOVERNMENT-SPONSORED
REPORTS
Laboratory process development of a
unique physical-chemical wastewater treat-
ment process followed by design, construc-
tion, and field demonstration of a 100,000
gpd mobile pilot plant has been under-
taken by Batelle Pacific Northwest
Laboratories. In the treatment process,
raw wastewater 1s contacted with pow-
dered carbon, coagulated with alum,
settled with polyelectrolyte addition
and, in some cases, passed through a
tri-media filter. The solids from the
clarifier, composed of raw sewage solids,
powdered carbon, and aluminum hydroxide
floe, are readily dewaterable to 20-25
percent solids by direct centrifugation
with the powdered carbon acting as a sub-
stantial aid to dewatering. The de-
watered solids are passed through a
fluidized bed furnace developed specif-
ically for powdered carbon regeneratipn.
Alum is recovered by acidifying the re-
generated carbon slurry from the furnace
to a pH of 2. The recovered carbon and
alum are recycled as an acidified slurry
and added to the raw sewage with the
makeup carbon. The program demonstrated
the ability of the treatment process to
consistently produce high-quality effluent
from raw wastewater. Powdered carbon
regeneration'was highly successful on
the pilot scale. Full capacity recovery
was achieved with less than two percent
carbon loss per regeneration cycle. Alum
recovery was also greater than ninety
percent.
EPA/ORM Report No. EPA-R2-73-149,
Contract No. 14-12-519, Project No.
11020 DSQ, February 1973. 178 p, 14 refs.
0139
A study of the application of thermal
techniques to the measurement of flow rates
in combined sewers has been conducted by
Hydrospace-Challenger, Inc. The utiliza-
tion of flush-mounted hot wire or hot film
anemometers 1n a direct reading mode was
extensively investigated. It was con-
cluded that such a direct reading applica-
tion was not feasible due to shifts 1n
calibration caused by the build-up of
contamination and the lack of commercially
available units with sufficient ruggedness
and reliability for application in a
combined sewer pipe. A particular tech-
nique, based upon measuring the time-of-
flight of thermal pulses generated at
various positions around the periphery
of the pipe, was Investigated in depth.
A full scale prototype unit was fabri-
cated and tested. These tests indicated
that the configuration does not provide
signals which have precision to enable
the measure of fluid flow with the desired
accuracy.
EPA/ORM Report No. EPA-R2-73-145, Contract
No. 14-12-911, Project No. 11020 EYD,
March 1973. 100 p, 66 refs.
0140
TREATMENT METHODS.
SYSTEMS & EQUIPMENT
The Tollemache treatment plant has been
evolved after close examination of the
42
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faults and undesirable features of many
packaged sewage plants as well as analy-
sis of conventional methods of building
and Installing sewage purification
plants and equipment. The main points
are cost effectiveness both In capital
Investment and operational efficiency
and time function with respect to In-
stallation and use. This plant has
unusual features comprising a truly
spiral aeration feature. Unlike most
packaged plants the diffusion takes
place longitudinally In a rectangular
tank. The tank capacity allows a
100 percent sludge return. A self-
cleaning screen is a feature of the
design which takes advantage of the
agitated liquid surface of the aeration
unit to flocculate the screenings, held
back by closely placed screen bars, up
these bars to a platform at the top of
the Incline. These screenings are thor-
oughly washed by the liquid and require
far less time In removal or frequency of
removal. The screening unit Is construc-
ted from a special non-corrosive material
and has a long life. The settlement tank
of smaller plants Is designed on the In-
verted pyramid principle, the liquid
leaves the aeration unit and enters the
settlement unit via a large stilling
arrangement which extends the entire width
of the settlement unit. The mixed liquor
Is therefore deflected a considerable
distance towards the point where the sludge
Is removed for return to the aeration
unit. The sludge In the settlement unit
settles out at the apex base of the In-
verted pyramidal tank and 1s picked up
and discharged by an air 11ft to the
aeration unit. The settled effluent 1s
discharged from the settlement tank by
means of a serrated weir. This Is ser-
rated on one side only, the other side
acting as a scum board.
Water and Waste Treatment, 16(2):12-13,
February 1973.
0141
Drinking water purification methods
which utilize alum or Iron coagulation
leave a sludge which 1s difficult to
dewater due to Its gelatinous properties.
A new water treatment process, developed
by A. P. Black and Cliff Thompson, uses
magnesium carbonate as the coagulant
which is recyclable. In this process,
lime slurry is added to raw water which
contains either naturally occurring
magnesium bicarbonate or magnesium car-
bonate which has been added. The addition
precipitates magnesium hydroxide and
calcium carbonate. The magnesium hydrox-
ide acts In a manner similar to the hydrol-
ysis products of Iron or aluminum salts
and forms a floe which settles Impuri-
ties out of the water. In essence, the
treatment system is a combination soften-
ing and purification process. Presently,
the cost of lime-alum treatment, without
provision for sludge handling, Is $8-10
per million gallons. The cost for mag-
nesium carbonate treatment, with pur-
chased C02, high calcium lime, and pur-
chased MgCO,, without recycling of lime
Is about $19 per million gallons. If
dolomltlc 11 me could be used and could
serve as a magnesium source, the costs
would decrease to about $12/m1111on
gallons.
Environmental Science and Technology,
7(4):304-305, April 1973.
0142
The Fairfax County, Virginia Wastewater
System consists of 1400+ miles of sanl,-
tary sewer lines, 32 pumping stations,'
and nine' treatment plants. The total
wastewater flow in the county 1s approxi-
mately 50 mgd, of which 33 to 35 mgd 1s
treated by county plants. In July 1970,
Fairfax County embarked on a major sewer
Improvement program with the objective of
reducing the total pounds of BOD5 dis-
charged to the Potomac river. As a
result of Investigations, three treatment
plants will be taken out of operation and
major emphasis placed on expansion and
additions of advanced treatment processes
at the Lower Potomac Plant, one of four
major facilities. Advanced Uastewater
Treatment (AWT) facilities to be Installed
during 1973-1974 at the Lower Potomac
Water Pollution Control Plant will have an
average dally capacity of 36 mgd and a
peak flow rate of 68 mgd. Based on raw
sewage concentrations of BOD5, phosphorus,
and nitrogen of 225 mg/llter, 15 mg/l1ter,
and 50 mg/llter respectively, the AWT
facilities are designed for overall
.treatment plant removal efficiencies as
follows: BOD5 - 98.3*. phosphorus - 98.71.
and nitrogen - 98%. The AWT process con-
sists of the following: chemical treatment
43
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with calcium of secondary effluent in
solids contact treatment tanks; recarbona-
tion in two stages with intermediate
settling; filtration on granular multi-
media filters to assure removal of un-
settled phosphorus precipitates; and,
breakpoint chlorination.
Water and Waste Engineering, 10(3):38-39,
March 1973.
0143
rotating cutterhead that operates within
a steel shield in soft ground, but can
be extended forward of the shield when
mining in hard rock. To cope with any
shield rotation, the $780,000 IBM's
cutterhead operates in either direction.
The machine's best day of advance was 45
feet in a mixed face of shale and clay,
functioning alternately as a hard rock
boring machine and a soft ground,
shield-type.
Engineering News Record, 190(16):17,
April 19, 1973.
0145
Presently the City of Newport, Rhode
Island provides water service within the
City limits and to areas in the Towns of
Middletown and Portsmouth. Since 1956
there has been a substantial increase in
water consumption and in 1963 the City was
urged to take measures to safeguard water
quality from biological contamination re-
sulting from lack of cover over treated
water storage reservoirs. Improvements
since 1965 include: a new 3-mg welded
steel storage tank to replace the open
storage reservoir, a welded storage tank
with 1.5 mg capacity near the Town
lines where water consumption has in-
creased rapidly, two intake and pumping
stations, expansion of an existing treat-
ment plant from 4 to 8 mgd average, and
the rehabilitation, replacement, or in-
stallation of approximately 18 miles of
mains. With the completion of construc-
tion three service areas now supply this
region; yet, with unanticipated popula-
tion growth the available surface water
and usable groundwater supplies are
rapidly depleting.
Journal of the New England Water Works
Association, 87(l):41-46, March 1973.
0144
ANALYTICAL TECHNIQUES
AND INSTRUMENTATION
A sampler has been devised and patented
by Roman R. Carr which integrates auto-
matic sampling with flow measurement.
It is capable of sampling in proportion
to flow and at the same time, it pro-
vides a simple means of determining flow
from the volume of samples collected. A
plastic pipe with a special insert
serves as the main body of the sampler
when the liquid flow in an open channel
is controlled by a weir or flume. Solen-
oid operated tapered plungers seated in
rubber sleeves provide the valving.
Daily flow is ascertained by multiplying
the total volume collected by the formula
constant for the weir or flume used.
The simultaneous use of one of these sam-
plers on the raw wastewater after a
comminutor or similar device and another
on the final effluent, would allow oper-
ators to experiment with procedures to
increase plant efficiency.
Public Works, 104(4):71, April 1973.
1 ref.
0146
TUNNELING
A tunnel boring machine (TBM) recently
holed through a 4180-foot storm drainage
tunnel in Euclid, Ohio. The TBM, made
by Jarva, Inc. of Solon, Ohio, has a
A mobile irrigation unit, designed for
measurement of rainfall-runoff, soil
erosion, and ground infiltration, can be
used almost anywhere. The unit, carried
44
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on a Volkswagen bus with trailer, has 22
nozzles emitting water at a maximum of
99 mm/h. Water can be pumped from a
source nearby, or transported 1n the bus.
The precipitation 1s measured with 15
Hlllmann rain gages on the ground and the
volume of water used 1s checked with a
water meter Installed between the pump
and the nozzles. The area sprinkled, .25
meters, Is bordered off by metal sheets
dug Into the ground or by ditches sta-
bilized with a holding preparation. The
collecting system consists of Inclined
metal sheets adjoining large metal fun-
nels with trap spaces for eroded soil and
an outlet for water. Water 1s collected
Into calibrated fiber metal tubes and
seepage 1s measured with two weight-gage
cylinders staked In the ground. The
work Includes determinations of the ground
profile and features, and soil analysis.
Wasser und Boden. 25(3):63-65, 1973. 8
refs.
0147
In order to meet more stringent pollution
control requirements, municipalities have
found It necessary to correct problems
created by existing combined sewer sys-
tems which suffer from wastewater over-
flows. Preceding correction, analysis
of combined sewer overflow systems must
be performed and the usual method Is based
on flow measuring programs at specific
overflow points. This method provides
accurate results only If the gaging In-
stallation Is functioning properly. Thus
a rational method of analysis has been
developed which determines the number,
duration, and volume of overflows occur-
ring In a system with various Intercept-
Ing capacities as well as the capacities
of storm storage tanks and overflow
treatment facilities required to provide
various degrees of overflow reduction.
This concept may be adapted to any region
provided that rainfall data are available
from a nearby weather station and the
percentage of runoff can be determined.
Journal of the Water Pollution Control
Federation, 45(3):434-448, March 1973.
11 refs.
0149
Many wastewater treatment plants, whether
being modified to meet new and more rigid
quality standards or being designed for
new urban areas, are faced with a critical
shortage of available head. As a conse-
quence, standard flow-measuring devices
often become submerged and then lose all
reasonable accuracy necessary to monitor
the flows effectively. To remedy this
condition, a procedure for flow analysis,
found very applicable 1n other open channel
measuring structures, has been applied to
a cutthroat flume. This procedure can be
easily Implemented In wastewater treatment
plants. The principal advantages of the
cutthroat flume are basically Us flat
bottom, simple construction, and general-
ized ratings. In each case, the cutthroat
flume results 1n time and money savings at
other points 1n the treatment plant. In
addition, the method of flow analysis and
the hydraulic characteristics of the
flume are helpful In designing certain
upstream unit operations such as grit
removal because of the velocity control
characteristic that can be Incorporated.
Journal of the Water Pollution Control
Federation, 45(3):542-551, March 1973.
5 refs.
0148
PATENTS
A safety Installation for preventing pol-
lution by pipeline has been patented by
G. F. Wittgenstein of Switzerland. The
Installation Is provided with at least
one sector equipped with a jacket of
plastic material. The jacket surrounding
the pipeline 1s sealed at Its ends with
the annular gap formed between the pipe-
line and Its jacket containing a fluid
and Inserts and spaces. At least one
vessel 1s provided for collecting the
evacuated flow and liquid presence
detector which gives a warning and remote-
ly controls operations. A fluid-tight
hollow space contains a gas under a
pressure different from atmospheric
pressure and connects the Interior of at
least one vessel to a crack In the pipe
wherever the crack occurs. Instruments
permanently monitor the tightness of the
space, which comprises at lease one
perforated gap. Near each vessel 1s a
45
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liquid presence detector and every hori-
zontal run gap of the space is filled with
water. The jacket is pierced by at least
one perforation, and there is a chimney
surrounding the perforation. A channel
leads into the chimney' above the level of
water and to a vessel to form part of
the space. Every inclined run gap of
the space is perforated at a low point in
its jacket, and the channel surrounding
the perforation and leading to the vessel
forms part of the space.
United States Patent 3,721,270. Applied
September 2, 1970. Issued March 20, 1973.
0150
The Cole Resedevel Corp., Fairlawn, New
Jersey has been granted a patent for a
sewage treatment apparatus. This disclos-
ure relates to an apparatus and method for
treating domestic and/or industrial waste-
water to render the same into a condition
for either further reuse in industrial
processing or for outflow into natural
waters. The treatment utilizes the prin-
ciples of electrolysis to ionize the
water utilizing the sodium of sodium
chloride to form sodium hydroxide and
the chloride as a bleaching agent. The
treatment takes place in a simple two
stage cell.
United States Patent 3,728,245. Applied
January 13, 1971. Issued April 17, 1973.
0152
A method and apparatus for controlling the
flow of fluid in a supply pipe to a
premises such as a water supply pipe or a
gas supply pipe has been developed by
Eric G. B. Gledhill. A small bore high
pressure tubing is provided preferably
alongside the standard supply pipe and
communicates between a main stopcock
arranged to control the flow of fluid
from a supply into the premises' supply
pipe and the various valves in the premi-
ses. The main stopcock and the control
valves have an apertured diaphragm pro-
viding the only means of communication
between the small bore tubing and the
supply pipe. When one of the control
valves is opened, pressure is released
in the small bore tubing to lift the
diaphragm off the seat of the main stop-
cock to permit flow of fluid through the
main stopcock into the supply pipe and
vice versa. It is envisaged that instead
of relying upon pressure signals to open
and close the main stopcock, electrical
signals can be used. Clearly, by fitting
such apparatus into a domestic water or
gas supply, water or gas will only flow
into the domestic system through the main
stopcock when required. Thus, wastage
of water or gas in the event of a leak
in the pipeline between the main stopcock
and the premises will be prevented.
United States Patent 3,722,520. Applied
February 3, 1971. Issued March 27, 1973.
0151
A patent has been awarded to Rudolf
Lautrich for the development of a mixed
water drainage system. This system has
a rain overflow in each bypass channel
before it opens into the main channel.
It is dimensioned to correspond to a
greater mixing ratio than that in the
rain overflow which follows in the main
channel.
German Patent 1,484,877. Applied June
16, 1964. Issued February 22, 1973.
0153
A tertiary treatment domestic sewage
treatment plant has been patented by
Sanitary Disposal Systems, Inc. of Wheat
Ridge, Colorado, which effects particle
size reduction by hydraulic action. The
system utilizes extended aeration and
adiabatic cooling o" the surface of the
treating oath to enhance oxygen absorp-
tion and is provided with a living filter.
United States Patent 3,731,812. Applied
February 25, 1970. Issued flay 8, 1973.
0154
46
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HYDRO LOG 1C ASPECTS
A method for comparing the statistical
efficiency of the estimate of the r year
flood, 2(T), by two different methods
has been developed. On the basis of
commonly used assumptions it is shown
that for return periods greater than
about T - 10 years, the annual exceed-
ance series estimate of Q(T) has larger
sampling variance than the annual
maxima series estimates. It is further
shown that for the range of return
periods, the partial duration series
estimate of Q(T) has smaller sampling
variance than the annual maxima series
estimate only if the partial duration
series contains at least 1.65 .7 items,
where .7 is the number of years of
record.
Journal of Hydrology, 18(3/4):257-271,
March 1973. 9 refs.
0155
The relative regeneration performances
of five linear rainfall excess-direct
runoff models have been compared for
several urban watersheds with varying
degrees of development. The five
models considered include the single
linear reservoir, the Nash model, the
double routing method, the linear
channel-linear reservoir model, and
the instantaneous unit hydrograph (IUH)
obtained by the Fourier transform
method. The IUH always gave the best
regeneration performance among the four
conceptual models tested. The optimized
single linear reservoir constant dif-
fers from the theoretical time lag
value, but is related to the latter, and
for each watershed varied from storm to
storm. For larger watersheds the Nash
model parameters for each watershed were
found to vary from storm to storm. The
quality regeneration for larger basins
was less than that found for the smaller
basins.
Journal of Hydrology, 18(3/4):329-347,
March 1973. 20 refs.
0156
47
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MUNICIPAL TECHNOLOGY BULLETIN
Volume 1, Number 7
July 1, 1973
WATER SUPPLY AND ITS MANAGEMENT
Water quality data relating to the sur-
face and coastal waters of Northern
Ireland are at present very limited.
However, the Department of Industrial
and Forensic Science (DIPS), Ministry
of Commerce, has since 1949 undertaken
numerous water quality examinations
over much of the province in relation
to specific incidents or effluent dis-
posal problems. The Fisheries Con-
servancy Board and Foyle Fisheries
Commission also have developed con-
siderable knowledge of pollution
problems in Northern Ireland, as have
the public health authorities. In
order to obtain the necessary data,
water quality sampling stations are
being established throughout the
country, which has been divided into
seven hydrometric areas. The stations
are situated on tributaries and at the
mouths of major rivers and in relation
to principal discharges or areas of
special interest for amenity or other
purposes. Each station is calibrated
to ensure that any sample from it is
representative of the river water qual-
ity in the immediate vicinity.
Water Pollution Control, 72(1):10-19,
1973. 11 refs.
0157
Between 1960 and 1970 the permanent popu-
lation of Las Vegas, Nevada increased
from 127,000 to 270,000. Under this
pressure, the water table was dropping
at a rate of 10 feet per year. In some
places the ground actually sank. To
solve the problem, the Bureau of Reclam-
ation worked with city, state, and
federal governments to find a new source
of water for Las Vegas and the surround-
ing area. A 200-foot deep reservoir
was blasted from the rock about 1.5
miles from Lake Mead and a lateral tun-
nel was drilled to connect the new reser-
voir to the lake. The motors for ten
turbine pumps were Installed in a build-
ing constructed on top of the reservoir.
The pumps were lowered 120 feet to lift
the water for transportation to the city.
The pumps are capable of pumping as
much as 200 mgd to the Las Vegas area.
The water flows four miles through a
12-foot diameter tunnel through an
adjacent mountain range.
Mater and Sewage Works, 120(4):68-70,
May 1973.
0158
The water supply in Riyadh, Saudi Arabia
and in the Eastern Province is mainly
underground water with solids concentra-
tion averaging about 2500 mg/liter.
This salty water is unfit for drinking
and many other domestic uses. To alle-
viate this situation the government is
conducting a comprehensive program to
construct conventional water treatment
plants, distribution nets, and a desal-
ination plant. The city now obtains
water from three different systems:
the alluvial layers in Wadi Hanifah and
Its tributaries, the fairly shallow
Riyadh sandstone 1n Wadi Nisah, and the
very deep-lying Mirjur sandstone. Water
1s also obtained from the limestone under
the city, but this supply is used only
for Irrigation. Water for the eastern
area comes from aquifers 300 feet wide
and 400-500 feet deep. Seven major
aquifers all in sedimentary rock of
lower Cretaceous to Neocene age, contri-
bute to the water supply of this area.
All the aquifers have established region-
al hydraulic gradients that decrease
with fair uniformity to the east and
north, following the dip of the sediment-
ary strata of the margin of the Arabian
shield. Modifications to the regional
gradient are caused by local structural
growth anticlinal trends, pressure re-
lease points in the Arabian Gulf, and
the effect of recharge along the major
Wadi systems. The regional water quality
gradients show a general increase in
salinity to the east and north. In com-
paring the two water systems, Riyadh
has a comparatively sophisticated water
treatment system, which includes coolers,
sedimentation, filtration, chlorination,
etc. The only treatment in the Eastern
Province is direct chlorination. However,
the water of the eastern area is of far
better quality, in spite of the high con-
centration of dissolved solids.
48
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Water and Sewage Works, 120(4):84-89, May
1973.
0159
A study has been conducted to evaluate
the factors affecting residential and
.Industrial water use In Australia.
Analyses Mere carried out on Mater-use
data for the major metropolitan areas,
and specific residential Mater-use data
Mere collected and analyzed for three
study areas In Victoria. A comparison
of Mater-use rates versus population
for fifteen metered Australian cities
with the demand estimated by these for-
mulas shoMS little correlation and said
use 1s unrelated to city size. The
climatic variable most correlated with
annual per capita Mater use In Australian
cities Is the number of days of rain
per annum. Use tends to decrease as the
average maximum temperature Increases due
to high average maximum temperatures
occurring In the tropical northern re-
gions of Australia where considerable
summer rainfall decreases the need for
garden MaterIng. Urban Mater use In
Australian cities for the year 1985 has
been estimated by trend extrapolation
methods. Typical rates of growth in
total Mater use are 4-5 percent per year.
Typical per capita Mater-use growth rates
are 1-2 percent per year. The growth
rate 1n total Mater use for Canberra Is
8.9 percent per year, largely due to a
rapidly Increasing public service popu-
lation. On the other hand, for Geelong,
a developing Victorian Industrial city
with a population In excess of 100,000,
the growth rate In total Mater use Is
6.9 percent per year, whereas the growth
rate In per capita use 1s 3.0 percent
per year.
Journal of the American Water works
Association, 65(4):232-237, April 1973.
26 refs.
0160
MEASUREMENT AND MONITORING
A wet digestion process has been developed
to prepare Mater and biological samples
for kinetic determination of mercury using
an iodide-catalyzed reaction between
cerium(IV) and arsenite(III). A mercury-
free control, prepared using ion exchange
Mith a selective chelating resin, was
used by adding mercury standards to make
a calibration curve. Both inorganic and
organic mercury can be determined by the
method described either in water or bio-
logical samples containing mercury In
the range of 0.05 to 2.0 wg per •!. The
procedure can be used satisfactorily down
to the 0.05 ppm level for fresh Mater and
urine Mith an overall error of less than
five percent. The method can also be
employed for the determination of mer-
cury in sea Mater or blood serum with an
error of 10 percent or less and gives
results which compare favorably with
other procedures.
M1croch1m1ca Acta, (3):417-427, 1973.
39 refs.
0161
An automatic, on-line monitoring system
for the sanitary seMage effluent from the
Lawrence Llvermore Laboratory in Califor-
nia has been constructed. It can detect,
at levels lower than United States Atomic
Energy Commission guidelines, all radio-
isotopes in use at the Laboratory, and
It monitors pH continuously. It is Mired
into a central alarm system which alerts
personnel on a 24-hour basis.
American Industrial Hygiene Association
Journal, 33(10):693-699, October 1972.
0162
A technique for measuring small pressure
differences in water, corresponding to
water velocities of down to 0.04 meters
per second has been developed. The sys-
tem is a modification of Preston's twin
reservoir technique, using an Inclined
U tube manometer. Results accurate Mi th-
in one percent were achieved by this
system, which has a slightly faster
response time than former techniques,
in addition to being simpler in construc-
tion.
Journal of Physics: E. Scientific
Instruments, 6(1):77-78, January 1973.
3 refs.
0163
A radioactive system for broad angle
detection of pipe flow measurement using
AERE 1413A scintillation rate-meter,
gives flatter wave forms with lower
repeatability and requires relatively
higher radiation mass dosages per injec-
tion as compared with a narrow angle
detection device. However, using an
automatic on/off light system set at a
preselected radiation threshold level,
this system gives excellent repeata-
bility and requires low radiotracer
concentrations per injection. The In-
strumentation is light and portable, and
49
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requires no expert supervision. The
criteria for selection of the tracer
method are speed and convenience rather
than high accuracy and precision. How-
ever, an accuracy of ±5 percent can be
achieved and the danger from radiation
is negligible.
The Civil Engineer in South Africa,
15(2):33-38, February 1973. 7 refs.
0164
HYDROLOGIC ASPECTS
Some of the most extensive flooding in
recent decades occurred along the main
stem of the Mississippi River from Iowa
to the mouth, as a result of high carry-
over flow from March, augmented by ex-
tremely high rates of tributary inflow
during April. At monthend, more than 11
million acres of land had been inundated
and stages were rising again in some
reaches. Severe flooding, resulting
from record-high stages and discharges,
occurred on some Mississippi River trib-
utaries in Wisconsin, Iowa, and
Missouri, and on streams in Maine, New
Brunswick, and Florida. Lakeshore
flooding, resulting from strong easterly
winds, occurred along portions of Lake
Erie in Ohio and Michigan. Large areas
of above-normal streamflow persisted in
southwestern, central, and southeastern
parts of the United States. The large
area of below-normal flow in the north-
western States expanded into parts of
Montana, Wyoming, and Utah during April.
Drought conditions intensified in much
of Puerto Rico where streamflow was
approaching the lowest flows recorded
in the past 15 years. Water rationing
was imposed on several communities.
Water Resources Review, p. 1-13, April
1973.
1 0165
Analytical expressions for the error in
the area-averaged rainfall as estimated
by a network of rain gages and the fluc-
tuations In the estimate have been
derived. The actual variance of the
area-averaged rainfall 1n terms of the
mean, the mean square, and the space
autocorrelation function of the areal
distribution of rainfall also has been
examined. The error equation is eval-
uated for an exponential autocorrelation
function and a simple approximate ex-
pression obtained.
Journal of Hydrology, 18(3/4):243-255,
March 1973. 5 refs.
0166
In 1967 a report from the Institution of
Civil Engineers drew attention to the
need for a 1933 publication on reservoir
flooding to be updated in light of sub-
sequent improvements of techniques in
flood hydrology. As a result, a team
of hydrologists started a three-year
investigation at the Institute of
Hydrology, Wallingford, England. The
study, due for completion in 1973, is
examining various aspects of the mag-
nitude/frequency problem associated with
flood hydrology using two approaches.
One is a statistical study of instan-
taneous peak flows and the other Is con-
cerned with catchment response and 1s
therefore a study of particular rainfall-
runoff events. It is this second
approach which has required the collec-
tion and processing of a considerable
quantity of flood event data. Ante-
cedent condition, storm rainfall, and
flow hydrograph data have been assembled
for over 1500 events from 151 catchments.
Water and Water Engineering, 77(925):91-
95, March 1973. 3 refs.
0167
SEWER SYSTEMS
A fast, effective dewatering system is
overcoming severe water problems and
speeding excavation and pipelaying opera-
tions at a major housing project near
Quebec City, Canada. La Compagnie J.
A. Auclair L1m1tee, Glffard, Quebec, 1s
employing the Keller method of ground-
water control to Install sanitary sewers
and watermalns for Development Ibervllle
at V1lle de Belair. To predraln, the
contractor 1s sinking a series of 2-
1nch diameter wellpolnts which are self-
jetting with pressure supplied using
either a water hydrant or a special
portable jetting pump. Once In position
at the desired death, the wellpolnts are
connected to a 6-inch diameter header
pipeline by flexible hoses. This header
line runs on the surface to a high-
capacity suction *nd dewatering pump.
The main advantage for the method lies
with its speed since reportedly up to
60 wellpolnts can be Installed per 10-
hour shift. A key reason for the quick
Installation is the use of Kardan coup-
lings which permit connections to be
made without tools in about 10 seconds
or less.
50
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Engineering and Contract Record,
86(5):80, Nay 1973.
0168
Design of new replacement lines, rehabi-
litation of existing lines, and the data
needed to choose Intelligently between
them, Is being provided for part of
Baltimore, Maryland's new $17 million
Southwest Diversion Sewer Project by
underground television Inspection and
photographic analysis. Positive Identi-
fication of leakage and structural fail-
ures In the old Interceptors located 1n
the Immediate vicinity of the new pressure
sewer hopefully will save thousands of
dollars of pipe construction costs and
permit more economical wastewater treat-
ment. The TV Inspection service 1s
under contract to Robinson Pipe Cleaning;
consulting engineer Is the Beavln Company,
Baltimore, Maryland. At the same time,
eliminating clear water Infiltration from
Rlpon, Wisconsin's sanitary sewer system,
as ordered by the Wisconsin Department of
Natural Resources has been solved using
the same method. A planned schedule of
sewer Inspection and repair over a
three year period was Instituted. One-
third of Rlpon's lines are being In-
spected each year by television to
establish the condition of all 15 miles
of R1pen's pipes. The small costs are
more than covered by the regular main-
tenance budget.
Water and Wastes Engineering, 10(5):31,
42, May 1973.
Water and Sewage Works, 120(4):110-113,
May 1973.
0169
The original area of approximately 9000
acres for Telford New Town drains to the
River Severn In England with the new
drainage area of about 10,000 acres flow-
Ing to the River Tern, a tributary of
the Severn. At the time the designated
area was expanded, long lengths of the
sewers 1n the southern area had been
constructed with no allowance being
made for future development 1n surround-
ing sections of the catchment area. The
effect of extending the boundary of the
new town was to Introduce new areas for
development within the southern catchment
region. It was found possible to alter
the proposed sewer network and to Intro-
duce an extra balancing reservoir 1n such
a way that flows In the sewers already
constructed would not exceed the designed
capacity. Two contracts were let for
this work: the first, for sewers and
land reclamation work; and the second.
for sewers In tunnel and open cut and
the construction of a siphon draw-off
from the balancing reservoir. The
Randlay/HolUnswood sewers, used 1n the
projects, will provide drainage for
additional areas and will provide the
link to divert flows through the extra
balancing reservoir.
Surveyor, 141(4218):49. April 13,
1973.
0170
An $889,078 contract awarded to Fedex
Ltd., In October 1972 consists of plac-
ing 1600 feet of 10-foot diameter con-
crete horseshoe storm collector and
36-Inch diameter sanitary sewer pipe In
open cut to depths of 30-feet between
the Maisonneuve and St. Etlenne Street
Intersection 1n Hull, Quebec. Since
beginning the contract, Fedex crews have
been hampered by a serious lack of work-
Ing area. Thus the patented Contact
Sheeting system to shore up both sides
of the 24-foot-wide trench was employed.
This system Involves driving a row of
wide flange steel soldier beams along
both sides of the proposed excavation,
and as the excavation advances, short
lengths of heavy timber sheeting are cut
and fitted 1n front of the vertical
beams. To handle the earth and rock
moving operations, Fedex 1s using an
equipment spread consisting of three
Poclain backhoes - an RC-200, a GC-120,
and an LC 80, plus an International TD-15
dozer, an International TD-175-B front-
end crawler loader, a Terex 72-41
rubbertired loader, and four Ford ser-
ies 8000 tandem dump trucks. The
method employed for most of the project
Is to operate a 1.25-yard 6C-120 backhoe
on the floor of the trench and have the
unit deposit excavated material off to
one side of the machine. From the side
of the trench wall and the hydraulic back-
hoe, the International loader moves the
material to another Poclain unit, the
RC-200, located at the top of the advanc-
ing trench. The 2-yard machine In turn
reloads the material and dumps it Into
the Ford tandem trucks.
Engineering and Contract Record,
86(4):42-43, April 1973.
0171
51
A 30-1nch corrugated steel sanitary sewer
has been suspended from the celling of a
9-foot concrete storm sewer, 6400 feet
long, 1n Pontiac, Michigan. With the
-------
storm drain serving as the conduit for
the sanitary sewer line, substantial
cost savings were realized over two
separate lines. Both sanitary and storm
sewers are new in the project known as
the Joslyn Drain. The corrugated steel
pipe, with asbestos fibers embedded in
its zinc coating, was specified for its
high degree of corrosion resistance.
Tight joints, giving the necessary water-
tightness, were specified to eliminate
exfiltration. And, in addition to being
reasonably light in weight, the steel
pipe offers the necessary high beam
strength. Inside the pipe, the corruga-
tions are filled to improve flow, U-
shaped steel bands support the sanitary
sewer pipe with each leg anchored by
bolts to the roof of the storm drain.
Grouting in the minimal space between
the two conduits at each support band
ties the sewer structure together and
helps it resist end forces.
Civil Engineering - ASCE, 43(5):93, May
1973.
0172
The installation of sanitary sewer lines
and storm drainage was an early priority
for Co-op City in Bronx, New York since
new owners were moving into their apart-
ments as soon as each building unit was
completed. Over 60,000 feet of sanitary
lines, force sewer mains, and storm
drains were laid in the troublesome
loose soil environment by Di Menna &
Sons, Inc. For the force main portion
of the sewer network, Di Menna chose
20-inch diameter, 3/8-inch wall Raymet
spiral-welded steel pipe and fittings.
The pipe and fittings were made to
order by Raymond Metal Products Co.,
Baltimore, Maryland. After pipe pro-
duction was completed, the pipe was
shipped to Standard Pipe Protection, a
division of General Steel Industries,
Inc., Kearney, New Jersey where it was
treated to a cold coat of coal tar primer
and a hot coat of coal tar enamel. Then
it was wrapped in fiberglass and given
another hot coat of coal tar enamel. It
was then afforded a final wrap of kraft
paper. The pipe was then shipped to
Raymond's ^entriline Division plant in
Oakland, New Jersey for a cement lining
approximately 3/8-inch thick. The pipe
was supplied with ends prepared for
Dresser couplings. All fabricated elbows
and offsets were custom designed to meet
site requirements. The fabricated fit-
tings were tested at a minimum of 125
psi.
52
Excavating Contractor, 67(4):31, April
1973.
0173
GOVERNMENT^SPONSORED REPORTS
An environmental impact statement has
been prepared by a project planning and
engineering consultant to the Seattle
Department of Engineering. Now under
construction, a project to collect floor
water from 210-acres in the North
Greenwood section of the city and channel
it into Piper Creek at Carkeek City
Park, which flows into Puget Sound, will
cost approximately two million dollars.
The study took much less staff time than
was initially felt necessary and was com-
pleted under the direction of landscape
architect Michael J. Brooks and assisted
by several hydraulics engineers, members
of the staff of Wilsey & Ham, Inc. Also
contributing were two sub-consultants, a
biologist and an environmental geologist,
who aided by conducting an environmental
inventory and analysis encompassing geo-
logical history of the creek area, super-
ficial and bedrock geology, groundwater,
stream economics, water chemistry,
aquatic biology, and terrestrial biology.
Western City, 49(4):16, 19, April 1973.
0174
MODEL STUDIES
A quantitative methodology, utilizing
Kalman filtering techniques, has been
developed for designing water quality
monitoring systems. A basis is estab-
lished for improvement of current
practices of specification and enforce-
ment of water quality standards, and
evaluating the economic trade-off
between temporal and spatial frequency
of sampling. Monitoring systems are
characterized by spatial and temporal
frequency of sampling and the variables
to be measured. Utilizing a dynamic
model of the aquatic environment and
estimates of the uncertainty in model
error and measurement error, a best sam-
pling program is selected from a set of
feasible sampling programs by sequentially
minimizing a specified measurement sys-
tem cost function.
Journal of Hydraulics Division, ASCE,
99(HY5):815-831, May 1973, 12 refs.
0175
-------
The SutleJ River below Rupar Barrage,
India, started eroding Its right bank
opposite the Blst Doab Canal, which
runs parallel. The river edge had cone
as close to the canal as 48.77 meters.
Consequently the problem was referred to
the Punjab Irrigation and Power Research
Institute for evolving suitable remed-
ial measures to check further erosion of
the river bank. A model of Sutlej
River, Rupar Barrage, and the necessary
reach of the 81st Doab Canal was accord-
ingly constructed to a horizontal scale
of 1/150 and a vertical scale of 1/30.
The model was run with different dis-
charges and different remedial measures
were examined. Ultimately a scheme
comprising construction of three armored
spurs, each 33.53 meters long, on the
right bank of the river was finalized.
Due to a time factor, balU sarkanda
spurs were constructed In 1970. These
temporary structure have been observed
to function satisfactorily and give
necessary protection to the right bank.
Indian Journal of Power and River Valley
Development, 22(12):479-484, December
1972.
0176
The dimensioning of open cut canals used
for bringing Irrigation water or for
evacuating excess waters from drainage
systems has been elaborated 1n a mathe-
matical model for use 1n a number of
cases. The calculus was based on the
following classical formulas: £ • f(m,h,b)
1
where Q represents the flow; 1, the slope
of the water table and the canal end
(constant and uniform flow); b, the small
base of the considered section; h, the
average depth of the current; and, m,
the canal slope (the cotangent of the
slope bent). The second formula 1s
u " -, where u equals the speed condi-
mlnlmum of H - the specific energy of
the section / aH » j . Q2 . when q 1s
tion and S represent the water flowing
surface. Determination of water flow
(slow, critical, or swift), established
by the value of Froude's number, also
was taken Into consideration. This 1s
equation Fr * ert 3 where: Fr repre-
sents Frounde's number equal to
oQ2
rf-. ; o, Corfolls' number, equal to 1.1;
9, the acceleration of gravitation; and,
hert equal to the critical depth of the
water resulting from the finding of the
the flow of the canal width unit).
Economic Computation and Economic
Cybernetics, Studies and Research,
(4):99-106, 1972. 7 refs.
0177
PATENTS
An apparatus for cleaning loose filter-
ing material In slow water-filled water
supply filters, comprising a washing
chamber equipped with means for Its move-
ment relative to the suface of the loose
filtering material being cleaned has
been patented by B. F. Volokh of the
Soviet Union. Mounted Inside the wash-
Ing chamber are washing tubes to feed
clean water Into the layer of filtering
to be washed. The washing chamber con-
nects with a suction pipe which passes
the dirty water. The chamber 1s pro-
vided with means for regulating Its
pressure upon the filtering material
controlling Its degree of buoyancy.
United States Patent 3,732,983. Applied
March 29, 1971. Issued May 15. 1973.
0178
A screen retainer assembly for use In a
conduit has been patented by Robertshaw
Controls Company of Richmond, Virginia.
This method Includes the steps of draping
the screen across a convoluted band of
ductile material, positioning the screen-
draped band within the conduit in general
alignment with a continuous groove pro-
vided In the Interior surface of the
conduit, and expanding the convoluted
band so that the band fits snugly In the
groove thus to hold the screen firmly In
place with Its periphery pinched between
the band and the groove. The resultant
screen retainer assembly has the advan-
tages that the screen retaining means does
not Impede the flow of fluid through the
conduit and that the expanded band can-
not become displaced or accidentally
removed.
United States Patent 3,732,985. Applied
May 24, 1971. Issued May 15, 1973.
0179
53
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An Invention representing a new concept
in liquid processing particularly in sew-
age treatment utilizes air, oxygen, or
a carrier gas with ozone as an atten-
uator of anaerobic biota, for generalized
disinfection, for aeration, or for oxy-
genation. Essentially, unique designs
and/or processes are incorporated into
the conventional settling tanks asso-
ciated with sewage treatment, as well as
in the bioprocesses, activated sludge or
trickling filter operations. The struc-
tural improvements in settling reduce
velocity, inhibit boundary layer separa-
tion, and act to suppress mixing of the
sewage to greatly enhance solid and
fluid separation. In the bioprocessing
operations, the key is to improve effi-
ciency of the liquid-gas exchange where-
by much better oxygen contact is achieved.
The liquid-gas exchange feature utilizes
a high momentum exchange under turbulent
flow conditions in a hydraulic pressure
gradient to achieve intimate mixing of
the desired gas in the fluid so as to
achieve the desired very reliable and
efficient liquid-gas exchange.
United States Patent 3,730,881. Applied
December 21, 1970. Issued Hay 1, 1973.
0180
A patent has been assigned to the Environ-
mental Protection Agency for a waste-
water purification method which utilizes
breakpoint chlorination and carbon adsorp-
tion. In this process, sodium hypo-
chlorite or chlorine is used to oxidize
the amnonia in raw, secondary and lime
clarified municipal wastewaters using
breakpoint chlorination. Carbon ad-
sorption columns are located downstream
from the breakpoint chlorinator. In
wastewater, the breakpoint requires a
minimum chlorine dose of approximately
an 8:1 weight ratio of CliNHs—H in lime
clarified secondary effluent. A slight
chlorine excess is used which is adsorbed
by the carbon thereby inhibiting slime
buildup.
United States Patent 3,733,266. Applied
September 7, 1971. Issued Nay 15, 1973.
0181
A sewage purification process wherein
sewage is contacted with ozone and other
gases after optional pre-purification in
a recirculation system under substan-
tially atmospheric pressure has been
patented by Karl Marschall of Vienna,
Austria.
United States Patent 3,733,268. Applied
December 8, 1970. Issued Nay 15, 1973.
0182
Under this patent, a process and agents
are provided for removal of both inorgan-
ic and organic contaminants from waste-
water systems. These systems are treated
with a phenolic aldehyde resin solu-
bilized by alkali to effect removal of
uranium salts and other inorganic salts
such as phosphates, chromates, inorganic
pigments; partially or wholly non-
biodegradable detergents such as alkyl
benzene sulfonates and linear alkyl
sulfonates; and organic materials such
as decayed plant life, other nitrogen-
bearing substances, phenol and phenol
derivatives, and color-bearing matter.
Canadian Patent 925,633. Applied August
13, 1970. Issued Nay 1, 1973.
0183
TREATMENT METHODS AND FACILITIES
In 1963 four storm sewage tanks were
constructed at Aldwarke sewage works,
Rotherham, England, each 62 x 15 x 1.67
to 2 meters and equipped with a Nieder
scraper and transfer carriage. In time
it was found that these tanks were being
used for less than ten percent of the
time, which was a poor return on the
capital investment, and that infrequent
use was causing deterioration of the
Mieder scraper and particularly of the
electrical control gear and limit
switches. It was concluded that the
cheapest and most effective way of over-
coming the problem would be to keep the
tanks filled; consequently, final effluent
was used for this purpose. The scheme
involved pumping the effluent to the
tanks but with the necessary penstocks
and controls. When the sewage flow is
less than 3 dwf, the first tank remains
empty in readiness to receive the first
flush of storm sewage when rainfall
occurs. If and when the water level in
the first tank reaches 0.3 meters below
the sill of the outlet weir, electrodes
in the tank actuate the mechanism which
opens the penstock between tanks 1 and
2, closes the penstock in the diversion
chamber, and stops the Spaans pump.
Storm sewage then flows into tanks 2, 3,
and 4, mixing with and displacing the
final effluent in those tanks. When the
rainfall has ceased and the flow has
54
-------
illen below 3 dwf, all the tanks are
•sludged using the Mleder scraper and
ne contents are returned to the works'
ilet. After cleaning, tanks 2, 3, and
are brought Into use again as tertiary
ettlement units.
iter Pollution Control, 72(1):87-90,
973.
0184
COMPUTERS AND SYSTEMS ANALYSIS
new computer system that 1s helping
aton Rouge, Louisiana monitor the condl-
ion of Its sewer system on a 24-hour
isis Is cutting maintenance costs by
ire than $20,000 a year. Using an auto-
itlc telephone dialing unit, the IBM
/stem/7 computer places calls to tele-
tone units which relay tone patterns
anerated by sensors attached to 120
manned sewerage pumping stations
hroughout the city. If the tone pat-
?m Indicates that a malfunction has
ccurred, the computer Identifies the
"•regular response and the type of mal-
unction and prints a message to an
jerator telling him precisely what Is
rong at which station. This "Remote
intact Monitor Program" enables the com-
iter to monitor the status of up to six
ontact-polnt sensors at any location
1th the proper telephone signaling
qulpment.
ater and Sewage Works, 120(4):57,
prll 1973.
0185
or the past year, a minicomputer has
ollected data from San Francisco's net-
ork of rain gages and sewage level
on1tors In order to define the precise
ink between the rain and the combined
ewer overflows. The need for such data
ustlfled the expenditure on the data
cquisition system. It consists of 30
emote rain gage stations, 120 remote
•astewater level monitors, a central
ecording station, and all necessary
oftware to operate the system. The
entral recording station Includes a
Honeywell H316 computer with 16.384 words
of core memory, a real-time clock, and a
power failure detection and power re-
starting unit. Its peripherals Include
two magnetic tape drives with a con-
troller, and a teletypewriter. As a
whole, the system 1s modular and flexi-
ble, and makes provision for Its even-
tual expansion Into the real-time con-
trol system.
Electronics, 46(11):114-118. May 24, 1973.
0186
Engineering Science, Inc. (E-S) of
Arcadia, California, has prepared a com-
puterized sewerage system master plan to
predict sewer overloading and flooding,
thus enabling the city to take preven-
tive action. In developing the master
plan, E-S and city personnel first deter-
mined the capacity of the existing sewer-
age system. They superimposed on this
system patterns of anticipated growth.
The computer calculated, sized, and pre-
pared estimated costs of new or supple-
mental collection and Interceptor
sewers. The growth patterns Included
presently approved development, two
other logical phases of growth, and the
predicted ultimate growth patterns. The
program consists-of a design model and a
cost model. Each can be manipulated
easily to simulate any condition of
development. Program output Includes
calculated peak flows arid velocity,
capacity of existing sewers, size,
length, and cover, and Invert elevations
of recommended new sewers 1f required.
After helping design the sewers, the
cost model estimates construction costs.
The master plan program can analyze up
to 800 separate reaches of sewer. It 1s
written In FORTRAN extended language for
ease of application. The program Is
flexible and can be modified at nominal
cost. It takes about 30 seconds to run
the entire program and costs less than
$40.
The American City, 88(5):96, 144, May
1973.
0187
55
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MUNICIPAL TECHNOLOGY BULLETIN
Volume 1, Number 8
August 1, 1973
Streamflow Increased 1n southern Canada,
1n Alaska, and in much of the West, and
generally decreased in the eastern and
central States and 1n Hawaii during the
month of May. Flooding continued through-
out the month in the lower reaches of the
Mississippi River and principal tributar-
ies 1n Louisiana. Flow of the Mississippi
River at Vicksburg, Mississippi, represent-
ing runoff from roughly 40 percent of the
conterminous United States, was double the
normal flow for the month. Flooding
occurred also in many southeastern, mid-
western, and western States. Above-normal
streamflow conditions occurred 1n much of
eastern and southwestern United States.
A large area of below-normal flow persis-
ted in the northwestern States, and smal-
ler areas of below-normal flow occurred 1n
the Dakotas, Florida, Texas, and Hawaii.
Water Resources Review, p.
11-12. May 1973.
0188
The Department of Buildings and Grounds
retained Holzmacher, McLendon & Murrell,
P.C.. as environmental project consultants
for an advanced wastewater collection and
treatment center to serve a rapidly ex-
panding county governmental center at
Yaphank, Suffolk County, New York. Flow
characteristics, coupled with severe ef-
fluent limitations set up by Suffolk
County for discharge to groundwater aqui-
fers, dictated a system utilizing the most
recent state-of-the-art processes. For
this project wastewater renovation for re-
cycle to groundwater with the following
characteristics was required: maximum
effluent total nitrogen concentration of
10 mg/11ter, means of equalizing the flow
of Influent raw waste, means to handle a
12-hour flow pattern, expansion from
250,000 gpd to an ultimate flow of 1.6
million gpd, and a total nitrogen concen-
tration of 74 mg/liter. The process as
designed meets all of the stipulated re-
quirements with regard to effluent quality.
At the same time, plant operation 1s sim-
ple with no stringent biological controls
nor sludge recycle or mixed liquor concen-
tration control required. Maintenance of
dissolved oxygen levels 1s noncrltlcal and
control 1s not required.
Consulting Engineer, 40(6):108, June 1973.
0189
MATHEMATICAL STUDIES
Vortex pipe flow of suspensions with lamin-
ar motion in the fluid phase has been
examined. The pipe consists of two smooth-
ly joined sections, one stationary and the
other rotating with a constant angular
velocity. The flow properties of the
fluid phase are determined by solving the
complete Navier-Stokes equations numeri-
cally with governing parameters being the
flow Reynolds number and swirl ration.
Subsequent numerical solution to the mo-
mentum equations governing the part 1culate
phase provides for both particle velocity
and concentration distributions. The
method can be applied to many other fluid
flow or two-phase flow problems. It also
provides an easy check on the results ob-
tained by using some other approximated
methods.
Journal of Applied Mechanics, 95E(2):331-
336, June 1973. 22 refs.
0190
Linear proportional weirs are those weirs
for which the rate of flow Is proportional
to the linear power of the head measured
above the datum. Because of this char-
acteristic these weirs find their use as
flow measuring devices, outlets for sedi-
ment chambers, and controls for float-
regulated dosing and chemical sampling.
In the Keshavamurthy and SeshagiH gen-
eralized theory of proportional notches,
the shape of the weir profile designed to
56
-------
maintain the linear relationship between
the head and discharge are complex while
being analytically sound. With a view to
simplify the profile for purposes of
practical application while maintaining
the essential linear proportional quality,
an experimental Investigation was conduc-
ted utilizing a weir formed by two quad-
rants of a circle. It 1s shown that the
quadrant plate notch can thus be used to
obtain a linear proportionality between
the head and discharge. This device has
the advantage of simplicity of profile and
1s thus easy to construct, and In addition
it does not have the restrictions Imposed
on some of the exact analytical profiles.
Water Power, 25(5):189-190, May 1973. 5
refs.
0191
oscillating motion has been patented by R.
H. Brenner. An oscillating motion Is set
up by a cable attached to a pneumatic power
unit, to which 1s secured the high density
polyethylene lining tube, as they are
drawn through the undersround piping. Any
residual friction Inside the piping Is
overcome and damage to the lining prevent-
ed. The gap between the lining and the
piping 1s filled with an embedding mortar
to secure the lining in place.
German Patent 1,955,488. Applied November
4, 1969. Issued April 26, 1973.
Australian Patent 434,556. Applied
October 15, 1969. Issued April 19, 1973.
0193
ANALYTICAL TECHNIQUES
The use of ammonia selective electrode in
the determination of ammonia in surface
waters, sewage samples, and saline waters
has been investigated. The electrode ex-
hibited Nerstian behavior at a minimum
concentration of 0.02 mg NH3-N/liter in
distilled water and 0.03 mg NH3-N/liter in
actual samples. When the values obtained
for river and sewage samples were compared
to those from the indophenol blue method
on a Technicon Auto Analyzer, the re-
sults differed by an average of 1.2 and
4.6 percent, respectively. On river water
samples, the known addition method was
tested against direct measurement and
found to be acceptable. In addition to
being inexpensive, the ammonia electrode
offers the advantages of minimal sample
and reagent preparation prior to analysis,
wide concentration range, precision and
accuracy comparable to accepted methods,
and speed (maximum of five minutes per
sample).
Environmental Science and Technology,
7(6):523-526, June 1973. 4 refs.
0192
PATENTS
A piping renovation method utilizing a
polyethylene liner drawn through with an
A novel flood protection system has been
developed and patented by the Degussa
Company in West Germany, consisting of 1-
meter diameter hoses to be carried to the
site of protection, unrolled, and filled
as required. The hoses are made of a par-
ticularly tear-resistant fabric of endless
"Trevira" fiber coated with polyvinyl
chloride, have rot-proof surfaces, and
when placed on uneven ground provide a
quickly arranged and absolutely watertight
barrier against flood waters rising to 60
centimeters. One 30-meter hose rolled up
weighs about 100 kilograms and replaces
1100 sandbags. Emptied after use, the
hoses can be reused. Damaged sections are
repaired by welding or glueing; the hoses
are resistent against chemicals, and
therefore can be used as emergency con-
tainers for dangerous liquids.
Wasser, Luft und Betrieb, 17(5):165. 1973.
0194
A method and system of screening and simul-
taneously aerating wastewater, such as
storm water overflow containing untreated
sewage, is disclosed. ' ie method involves
one or more high-rate rotating screen con-
centrators wherein the Influent Is fed to
the interior of a generally cylindrical,
rapidly rotating screen. The concentrator
is constructed to permit dispersion and
atomization of effluent for increasing ex-
posed fluid surface area and for improving
57
-------
contact thereof with air to increase the
dissolved and/or entrained oxygen in the
effluent. This may be accomplished by
allowing a relatively unobstructed fall
of the effluent out-wardly into a contain-
er, storage tank, or treatment or storage
lagoon. The dissolved oxygen aids aerobic
digestion and the entrained oxygen aids in
frothing of the effluent for subsequent
flotation and separation of fine solids
and oils. The concentrated material which
does not pass through the .screen may be
piped to a treatment facility.
United States Patent 3,739,912. Applied
May 6, 1971. Issued June 19, 1973.
0195
A skid-mounted, jet-propelled, hydraulic
pipeline cleaner which is activated from a
stationary high pressure water pumping
unit connected by a flexible hose has been
assigned to the O'Brien Manufacturing
Company of Chicago, Illinois. A novel
skid arrangement of extreme rigidity, a
selectively positionable water Jet capable
of assuming either a propelling position
or a tool flushing position, and a jet
propulsion system which is so designed that
the jets produced thereby discharge dir-
ectly into the pipeline void and do not
impinge against any portion of the pipe-
line cleaner as a whole so that no retard-
ing influence is offered to the free for-
ward motion of the cleaner, constitute
the salient features of the invention.
United States Patent 3,740,785. Applied
July 14, 1971. Issued June 26, 1973.
0196
A flexible joint for sewer pipes, particu-
larly clay pipes, for connecting a bell
pipe section and a spigot pipe section, in
which the bell section has an Internal cir-
cumferential rib forming a support for the
spigot end and upon which it may fulcrum
during relative tilting movements of the
sections has been patented by Ben B.
Garrett of Whlttier, California. The Inner
surface of the bell 1s relieved on one
side of the supporting rib, and on the
other side Is formed with a groove for a
sealing gasket of resilient deformable
material, such as rubber, the groove hav-
ing a peripheral space or cavity into which
the gasket material can flow or expand
under operating applied compression forces.
United States Patent 3,741,570. Applied
November 16, 1970. Issued June 26, 1973.
0197
Equipment and methods for screening and
concentrating wastewater overflow from com-
bined sewer systems has been patented by
Sweco, Inc., Los Angeles, California.
Exemplary equipment includes a separator
employing a substantially cylindrical ro-
tating screen. Influent is piped upward-
ly into the equipment and deflected out-
wardly toward the inner surface of the
screen in a manner to achieve a desired
flow rate and flow pattern of the influent
onto the screen. Means are provided for
controlling the flow rate and for suit-
ably directing the Influent in a plurality
of substantially discrete inclined streams
toward the inner surface of the rotating
screen. The screen is rotated at a speed
to achieve a desired centrifugal force.
Effluent passes through the screen to an
outlet and the remaining concentrate passes
to an outlet. The screen is 1n the form
of a screen cage having a plurality of
removable screen panels for facilitating
replacement of damaged screens or chang-
ing of screen type or mesh size. Clean-
ing means is provided for directing a
cleaning fluid periodically at the screen.
The methods disclosed Involve the manner
in which the influent, effluent, concen-
trate and backspi ash are handled, and the
manner in which the Influent 1s screened
to achieve a fluid concentrate which 1s
pumpable to other treatment equipment for
ultimate disposal. Additionally, a se-
quence of influent feed and screen clean-
Ing is described.
United States Patent 3,737,038. Applied
June 3, 1971. Issued June 5, 1973.
0198
58
A patent for a refrigerated surge tank used
to hold sewage at a reduced temperature
and provide an aerobic digestion system
with a regulated sewage feed is assigned
-------
to Richard J. Fletcher and Robert I.
Fletcher of Greencastle, Indiana. There
Is no substantial loss of bio-nutrients
nor the generation of offensive odors while
the sewage Is being held. Preferably the
surge tank Is also provided with means for
oxygenating the held sewage.
United States Patent 3.737,382. Applied
September 27, 1971. Issued June 5, 1973.
0199
design generated but a range of alterna-
tive discharge elevations and associated
costs are made available. Solutions of
realistic sewer design problems show that
the least-cost design Is produced by this
system.
Journal of the Environmental Engineering
Division, ASCE, 99(EE 3):333-345, June
1973. 5 refs.
0201
COMPUTERS
In present optimization techniques pipe
diameters are assumed to be continuous.
At the end of the optimization process,
the diameter 1s then rounded to the near-
est available size, giving an approximate
minimum at best, and possibly a nonfeas-
ible solution. Thus a discrete optimiza-
tion technique that treats pipe diameter
as a discreet variable and flo and head-
loss as continuous variables has been for-
mulated. It was applied to a fairly large
water transmission system with good re-
sults. This technique can be used to de-
sign a completely new system as well as
expanding one. Other pipe networks,
such as oil pipeline and aircraft fuel
systems, can also be designed by means of
this technique.
Journal of the Hydraulics Division, ASCE,
99(HY 6):863-872, June 1973. 8 refs.
0200
MODEL STUDIES
Models of four typical jet siphon type
stilling pond storm overflows, the bypass
being through an air regulated siphon, were
tested. The main objective of the experi-
ments was to reduce the saturation of the
stilling pond with light solids. To ob-
tain a comparison of the performance of
different models, several hundred poly-
mer beads of various densities were Intro-
duced Into the upstream system of the over-
flow. The efficiency of the storm over-
flow, defined as the fraction of the
solids not discharged through the bypass
siphon, was then estimated and the In-
fluence of the location of the bypass si-
phon on the efficiency of the system
Investigated.
Journal of the Environmental Engineering
Division. ASCE, 99(EE 3):177-185, June
1973. 5 refs.
0202
Engineers have achieved significant reduc-
tions 1n construction costs of wastewater
collection systems by the use of computers.
Still greater cost savings can be achieved
by Improving the method of Integrating
pipes Into a collection system with the
technique of dynamic programming. Thus a
new computer design which uses tt.3 conven-
tional design constraints of minimum ground
cover, critical Invert elevations, and
minimum and maximum velocities has been
developed to establish a region of feasible
solutions for each pipe. The integration,
then, of each pipe into one collection
system is achieved by the dynamic program-
ming algorithm. Not only is the least cost
SEWER SYSTEMS
Superposition of two pipes In a common,
mixed sewer system in Mulhouse, France is
described. The risk of premature corrosion
of concrete pipes due to effluents from
recently connected hospital and dairy
sources prompted their separation from
storm runoff in the pipes. The effluents,
diluted at a ratio of 1:3, are carried by
the old, stoneware pipes located at the
bottom of the sewer, while runoff has been
switched to new concrete pipes of ovoid
59
-------
shape placed above the former. The upper
duct, discharges to the collector at a
given delay caused by a retention basin
while the lower duct has direct passage
to the old collector. Effluent separation
makes It possible to convey all or part
of the effluent to a wastewater treatment
facility.
L'Eau, 68(4):173-174, April 1973.
0203
Since September 1972, a major project 1n
Houston, Texas has been the Insertion of
a 36-Inch plastic pipe In a 42-1nch
concrete sewer. This Is the first time
lining a sewer of this size had been
attempted and there were many problems,
such as sewer cleaning and Inclement
weather, associated with the operation.
The pipe Inserted 1s Mono-Line, furnished
by Ryerson Plastics Division of Joseph T.
Ryerson and Son, Inc. It 1s constructed
of high-density polyethylene with an outer
diameter of 35.433 Inches and an Inner
diameter of 33.237 Incheses and weighs
about 51.4 pounds per foot. It 1s shipped
1n 39-foot sections. Generally, the sec-
tions were joined above ground 1n the
desired lengths, using a heater plate for
welding. When sections were joined under-
ground, joints were made with Dresser
couplings and stabilized sand employed to
surround the Joints. A total of 2000 feet
of concrete line was rehabilitated 1n the
project. The first Insertion amounted to
1750 feet. Special equipment was devised
to permit pulling the pipe very slowly us-
ing a 7/8-Inch cable and a 600 to 1
geared cable drum. Inverted nose cones
were Inserted 1n both ends so that assem-
bled sections would be pulled In either
direction as required. Jacks were then
erected at manholes to reinforce the
structures against the pulling force. The
pipe was supported during the operation by
a sling from a crane mounted on a tractor.
Pipe ends were equipped with casters to
ease sliding of the Insertion sections 1n
place.
Public Works, 104(6):98-99, June 1973.
0204
The Installation of over 5000 feet of
storm drain as part of a drainage system
for a 150 home subdivision 1n Rochester,
Michigan required more than 50 manholes
and a considerable amount of excavating
and backfilling work. The entire project
was completed In just 24 working days
averaging 200 feet per day which Included
excavating, plpelaylng, and backfilling.
Trenches were formed to a depth of eight
feet and a width of six feet to provide
ample room for the corrugated metal pipe
specified for the Installation. The
pipe ranged from 12 to 42 Inches 1n
diameter. The Ray W. Malow Company of
Utlca, Michigan used a Poclaln RC-200
excavator 1n the project.
Excavating Contractor, 67(4):28, June
1973.
0205
A Canadian contractor 1s Installing paper
drains Instead of sand drains for the first
time on a North American construction job.
A Japanese-built rig that works much like
a sewing machine 1s placing the paper
drains, at a rate of 1.5 per minute, to
dewater and consolidate earth below a
highway embankment near Trols Rivieres,
Quebec. The $350,000 contract calls for
Installing 8000 vertical drains to con-
solidate a layer of mixed silt, clay, and
sand for a two-mile road section. The 4
x 1/8-Inch paper strips are Impregnated
with arsenic salt to slow bacterial action
and with melamlne resin to Increase their
wet strength. Once In place, water 1s
forced upward through ten small tubular
channels between the outside glued faces
of the drains by the weight of the embank-
ment. Tests on other job sites In Europe
and Japan show that the paper drains pro-
duce faster consolidation at a lower cost
than conventional sand drains.
Engineering
News-Record, p. 17, June 7,
0206
The mainland area of Halifax, Nova Scotia
was developed without storm sewers and
without adequate provisions for surface
and groundwater runoff. As a result, an
abnormal amount of water Infiltrates the
sanitary sewer system through structural
60
-------
defects In sewer plpts and Illegal storm
sewer conntctloni. Because of this
situation, tht sewer system has bacoma
ovarloadad to tha point of flooding
existing homes. Systam overloading hat
alto pravantad development of approxi-
mately 4000 acres of land. To alleviate
both problem, smoke testing was employed
to locate sources of Infiltration and
Illegal storm connections. Equipment
consisted of a portable 1500-cfm HomeUte
blower with a canvas air duett « plywood
manhole cover lined with 3/4-Inch thick
sponge rubber for connection to the canvas
duct; and shcatmetal elbows fabricated to
provide for an Inlet smoke tube and to
connect the canvas air duct from blower
discharge to manhole cover. In typical
operation, sections of each sewer were In-
sulated by sand-bagging the sewer manholes
1n such a way that a limited volume of
sewage could still flow. Next the blower
was started, a smoke bomb placed near the
Intake vent and lighted. The smoke, drawn
Into the Intake, was forced Into the man-
hole and sewer. Not a true smoke, the
high-moisture zinc chloride used In test-
Ing created a dense, grayish white or
white appearing mist; Us exact color de-
pending on density and lighting, the smoke
left no residue.
Water and Pollution Control, 111(6):23-24,
June 1973.
Water and Pollution Control, 111(6):20,
June 1973.
0207
Storm runoff pollution measurement 1n sewer
systems conducted In Cincinnati, Tulsa, Ann
Arbor, and In Oxhay, England as well as
measures for pollution abatement of water
bodies have been Investigated. The f1l-
trable matter content and dissolved solids
content of said runoff In Tulsa ranged from
84 to 2052 rug/liter and from 89 to 400
mg/liter, respectively. The BOD* and COO
values of the runoff In Cincinnati, Tulsa,
Ann Arbor, and Oxhay were In the ranges of
8-28 mg/liter and.42-138 ing/liter. The
soluble orthophosphate content and the
organic nitrogen content average 0.54-
3.49 mg/llter and 0.36-2.10 mg/liter. This
runoff pollutant load can be effectively
reduced by Intensified street clean-up,
especially 1n March and April, and by
global air pollution abatement. A Cincin-
nati experiment with storm water retention
for 10 to 20 minutes In a retention basin
gave results concerning (mediocre) pollu-
tlonal load abatement, (no) effect on
bacteria count, and (fairly high) Invest-
ment and operating costs. The rates of
reduction 1n the 60D5 value, the organic
nitrogen, and total phosphate contents
achieved after retention of 20 minutes In
the four systems were 15, 33, 25, and B
percent.
Gas-Wasser-Abwasser, 53(4):109-113, May
1973.
0208
TREATMENT METHODS
AND EQUIPMENT
The largest known Installation of poly-
vinyl chloride trickling filters for
wastewater treatment 1s to be completed
by December at Stockton, California.
Nearly 1.5 million cubic feet of B. F.
Goodrich Koroseal Vinyl Core filter media
will be required to fill three towers, each
22 feet high and 166 feet In diameter.
The new towers will take the place of
three rock media filters In an expansion
and upgrading of the main municipal water
pollution control plant at Stockton, which
treats both municipal and Industrial waste-
water. The project designed by Brown and
Caldwell Consulting Engineers of San
Francisco, will be undertaken by Lomar
Construction of Santa Ana, California.
Public Works, 104(6):106, June 1973.
0209
61
A prototype of a packaged sanitary waste-
water treatment system employing physical-
chemical processes has been evaluated for
Us ability to remove and Inactivate
enteric viruses, The treatment system,
consisting of comn1nut1on, chloMnatlon,
activated carbon adsorption, alum floccu-
latlon, and vacuum filtration using d1a-
tomaceous earth as a filter aid, was de-
signed for a variety of situations where
conventional biological treatment 1s Im-
practical. Both simulated marine sewage
and simulated river water to which vaccine
-------
strain type 1 poliovirus was added as a
marker were used as influent wastewater.
The treatment system was capable of re-
ducing the total amount of virus in the
wastewater from about 99.96% reduction
when marine sewage was processed, and from
over 99.9996* reduction when simulated
river water was processed. However, about
2.6% and 0.16% of the total influent virus
was detectable in filter cake solids from
raw sewage and from simulated river water,
respectively. The degree of virus reduc-
tion in the treatment system is superior
to that obtained in conventional primary
and secondary wastewater treatment.
Journal of the Environmental Engineering
Division, ASCE, 99(EE 3)-.245-252, June
1973. 19 refs.
0210
The South African Inventions Development
Corporation has granted an exclusive
licence to Orbal Purification (Pty) for
the exploitation of the Orbal Sewage Puri-
fication System in Southern Africa. The
system is based on the principles of the
activated sludge process and produces a
well-stabilized sludge as well as a high-
purity effluent. Owing to the exception-
ally low nitrogen content, the effluent is
suitable for reclamation. The cost of
sewage treatment using the Orbal System is
lower than that of conventional systems,
due partly to inexpensive construction and
maintenance and simplicity of operation.
Die Siviele Ingenieur in Suid-Afrika,
15(1):28, January 1973.
will be constructed with the initial cost
and the running cost calculated from the
first year expenses. An optimum system
designed by comparing the costs of various
combinations of high rotation pumps and
base pumps of various mouth sizes was
determined to include nine high rotation
pumps with 3000 mm diameter mouths and
two combination pumps of high rotation and
base pumps.
Gesuido Kyokai-shi, 10(108):24-40, May
1973.
0212
Monmouth County, New Jersey is sending its
sewage 4000 feet into the Atlantic Ocean
to a 640-foot long submerged diffuser.
The new underwater outfall will tie more
than a dozen communities, three sewer
districts, and three treatment plants into
the Monmouth County Bayshore Outfall
Authority's system. The outfall, 5360
feet long, is being constructed of steel
pipe provided by Bethlehem Steel Corp.
For the river section, the 48-inch pipe
is lined and coated with coal tar enamel
and double felt wrapped. For the ocean
section, the pipe is lined and coated with
two coats of epoxy. A concrete coating
is sprayed on the outside to facilitate
sinking the pipe into position. Assembled
on a specially designed rubber-wheeled
conveyor track, the pipe lengths are
welded into 600-foot sections. Joints are
bell and spigot double lap-welded.
The American City, 88(6):96, June 1973.
0213
0211
Studies made for the Ichihara City drainage
pumping plant which is now in the design
and construction stage, were based on a
cost-down achieved by increasing the rota-
tion speed of the pumps. The system is to
be constructed on a general theory con-
cept and adjusted to the actual conditions
of the site with the plant being able to
treat both storm runoff and sewage. Screw
pumps are to be used on one level and the
limit of lift head determined by the level
of elevated water. The rain quantity,
rain runoff, and sewage simulation systems
Along with rehabilitation of Alcoa,
Tennessee's two 50-year old hilltop reser-
voirs, the city had covers installed to
check loss by evaporation, reduce chlorine
depletion due to sunlight, and cut the po-
tential for pollution. The covers, manu-
factured by Burke Rubber Co., San Jose,
California, consisted of a 5-ply, 45-mil
sandwich of Hypalon, a product of Du Pont,
Inc., and nylon reinforcing fabric. This
synthetic rubber/nylon sandwich is resis-
tant to sunlight and weathering, mold,
mildew, and fungus. Of particular impor-
tance in this application, the cover is
resistant to chemicals required for water
62
-------
treatment. For Installation, the rubber
sheets arrive at the site in accordion-
folded rolls packed on pallets. The rolls
are positioned 1n their programmed loca-
tions at the top of the reservoir slope.
unrolled to the bottom, and unfolded to
full width. Next, 4 x 12-inch plastic
foam planks are placed Into their flota-
tion sleeves and seamed. These planks
provide the cover with stabilization and
flotation as well as channel rainwater run-
off to the periphery. Once the cover 1s
secured in place, a foot of water/chlorine
solution 1s admitted to the reservoir to
treat the floor of the area and the under-
side of the cover against bacterial con-
tamination. When this solution Is drained,
the reservoir 1s gradually filled, and
placed in service.
The American City, 88(6):33, June 1973.
0214
A new treatment method using oxygen instead
of air for the supply of aerobic bacteria
In the activated sludge process 1s entitled
UNOX. The UNOX oxygen entry system, re-
quires a series of Inter-connected gas-
tight chambers closed on top and an even
distribution of activated sludge over the
chambers to achieve a 90 percent use of
the oxygen. Oxygen Is supplied to the
first low pressure chamber, drawn on by
means of compressors Installed on top of
the chambers, and transported Into the
sludge through a hollow agitator axle.
Eight perforated arms are Installed through
which the oxygen may leave. This process
is repeated In successive chambers. Each
chamber has Its own gas circulation main-
tained by the compressors. Since oxygen
is constantly consumed by the water-sludge
mixture and carbon dioxide Is produced
during the decomposition processes, the
oxygen concentration drops from chamber to
chamber until only 40 to 50 percent remains
with spent gas escaping to the atmosphere.
Experimental plants operating on the basis
of the UNOX method have been constructed
in New York, Ohio, and Louisiana. In the
Cincinnati plant, a BOD reduction of 91.4
and 96.1 percent was measured for residence
times of 2.2 and 2.8 hours; COD dropped by
77 and 84 percent; and, sludge concentra-
tion increased to 8.8 g/liter with an oxy-
gen concentration exceeding 6 mg/liter.
Muechner Beitraege zur Abwasser-,
Fischerei- und Flussblologie, 22:109-124,
June 1973. 24 refs.
0215
The 826 km of pipelines utilized by 700.000
people in the four districts of the Osaka
Municipal Government are serviced by a
maintenance force of ^09. Continuous mon-
itoring of conditions and data collection
are two of the alms, yet problems are mount-
Ing with the constant Increase of sewage
and the deterioration of the lines. In
1971, high pressure cleaning cars dredged
29.719 meters of pipes which Is less than
10 percent of the total length. Accord-
ingly, the dredge work maintenance Is con-
centrated on the most problematic areas.
Sludge and mud collected manually or by
machine are treated by a grid collector
and used for landfill. Improvement plans
Include replacement of the old pipeline
system, the use of ant1-corrosive pipes
for factory areas, periodic dredge work
and leveling of pipe systems where possi-
ble, Installation of bypass pipes for con-
gested areas, regular Inspection and dredge
work of storm runoff drainage pipes, and
Installation of new branch pipelines.
Gesuldo tyoka1-sh1, 10(108):41-56, May
1973.
0216
A compact sewage treatment Installation,
designed for complete biological treatment
of sewage In small communities, vacation
establishments, hotels, or small Indus-
trial sites, has been produced In Czecho-
slovakia in four sizes with 25, 40, 65,
and 93 cubic .meters nominal tank volume.
The easily mounted and transported system
has a rectangular steel container for the
frame Installed on a concrete plate and 1s
comprised of three parts: a dry Intake
space with a slotted drum rack, an activa-
tion space aerated through a shaft, and
a settling space with a resettable over-
flow chute. Protected by an overhead
roofed service platform, the system In-
cludes automatic control, a heater, an
auxiliary transformer for portable light-
ing, and a 220 v transformer for electric
drive equipment. In the activation space,
the sewage Is circulated under Intensive
aeration, and organic matter gradually
mineralized. The sludge must be discharged
periodically.
Wasserwirtschaft-Wassertechnlk, 23(3):105,
1973.
0217
63
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MUNICIPAL TECHNOLOGY BULLETIN
Volume 1, Number 9'
September 1, 1973
A 1971 Investigation of Japan's public wa-
ter quality resulted 1n the following pub-
lished Information. Samples for the ex-
amination of toxic matter were collected
at 1966 locations, and those for the liv-
ing environmental standard were collected
at 1253 locations Including 330 rivers,
9 lakes, and 68 sea locations. Toxicity
was analyzed in 89,074 test samples with
0.6 percent failure to pass the acceptable
quality standard; in 1970, the failure
percentage was 1.4. As 1n 1970, cyanogen
(1.2%), cadmium (0.7%), and lead (1.4X)
were the elements that had highest failure
rates. Other major toxic substances were
alkyl mercury, organic phosphorus, chro-
mium, arsenic, and total mercury. In the
examination of the living environmental
standard, 22.6 percent of the 76,757 sam-
ples failed to meet the standard. For
rivers, 30 to 70 percent failed to meet
the standard BOD level and 50 to 70 per-
cent of the samples failed to pass the
standard for presence of coli baccilus.
43.9 percent failed to pass the standard
for lakes and ponds. Of the 15,960 sea
water samples, 17.8 percent failed to
meet the COD standard.
Kankyo Gijutsu, 2(1):14-21, January 1973.
0218
During the period from January to July 1972,
six municipal sewage treatment plants were
monitored for the efficiency of heavy me-
tals removal. Composite samples from sev-
eral locations within each plant were ana-
lyzed for cadmium, chromium, copper, zinc,
and lead. The efficiencies for the removal
of each metal from each plant were studied.
The results of thTs study show that chro-
mium, copper, and lead were more efficient-
ly removed In secondary treatment processes
than 1n primary processes. Chromium 1s re-
duced during aeration in the secondary pro-
cess, copper is strongly adsorbed by the
microblal floe, and lead 1s removed more
efficiently because of increased settling
time and larger particle size In secondary
treatment. Zinc was removed equally well
from all plant types. Removal correlations
for cadmium could not be made. The results
from the six plants in this study indicate
that a definite advantage of a secondary
treatment plant over a primary treatment
plant in heavy metals removal 1s the in-
creased suspended solids (SS) removal.
This increased SS removal results in an
exponentially increased heavy metals re-
moval.
Environmental Letters, 5(2):104-114, 1973.
9 refs.
0219
The distribution of inorganic phosphorus
in different size fractions of domestic and
municipal sewage has been examined. Frac-
tionation of the samples was carried out by
cellulose membrane filtration. Total phos-
phorus, Inorganic phosphorus, and organic
phosphorus content of the samples was de-
termined before fractionation, in the
< 3w suspension and in the < 0.025p sus-
pension. The phosphorus contents In the
> 3u solids and 0.025 - 3u solids also
were calculated. For both samples, the
organic phosphorus content was about 10
percent of the total phosphorus in the
< 0.025u suspension, with inorganic phos-
phorus making up the remaining 90 per-
cent. The percent distribution of in-
organic phosphorus in the > 3y solids,
0.025-3y solids, and < 0.025p suspension
of the samples ranged from 19-29, 0-8,
and 63-81; that of organic phosphorus
ranged from 56-72, 7-17, and 21-27 per-
cent. For the two sewages tested, the
following phosphorus removals may be ex-
pected: 17-24 percent removal by plain
sedimentation - 60 percent removal of
suspended solids; 32-45 percent removal
by coagulation, flocculation, and sedi-
mentation - 95 percent removal of sus-
pended solids and colloidal solids; 89-90
percent removal of phosphorus precipita-
tion, coagulation, flocculation, and sedi-
mentation - 95 percent removal of total
suspended solids, total colloidal solids,
and dissolved Inorganic phosphorus; and,
64
-------
39-41 percent removal by primary plus
secondary treatment. Tertiary treatments
such as precipitation, filtration, and ad-
sorption, when used In suitable combination,
can Increase total removal to about 99 per-
cent, leaving 0.1-0.2 mg/liter phosphorus
in the final effluent.
Water & Sewage Works. 120(5):82-83, June
1973. 7 refs.
0220
and, 3) depositing gravel on a plastic
sheet which in turn has been laid on a
prepared soil surface. In this last meth-
od, rainwater percolates through the grav-
el and is retained by the sheet thus
affording a 60 percent runoff collection.
South African Journal of Science, 69(3):
77-78, March 1973. 15 refs.
0221
HYDROLOGIC ASPECTS
The collection of rainwater from natural
and artificial runoff surfaces for drink-
ing and Irrigation is an ancient practice,
especially in regions experiencing slight
rainfall. Australia 1s one of the fore-
most pioneers of recent times in develop-
ing this form of water gathering. One
method still in use after 40 years in the
State of Victoria makes use of overlapping
galvanized Iron sheeting butted together.
The Iron-clad runoff surface has several
advantages; the area over which it is to
be laid requires relatively little prep-
aration, the surface is assembled cheaply
and easily, and requires little mainte-
nance. The capital outlay for this
equipment is high, but once assembled the
cost of water collection compares well
with other artificial runoff systems.
Bituminous runoff surfaces are widely used
in western Australia where the preparation
of bituminous runoff surfaces Is similar
to that for the construction of light
roads and for this reason the method is
limited to areas where the necessary con-
struction facilities are available. Bi-
tuminous surfaces are in time vulnerable
to cracking and vegetative attack, thus
resealing is normally necessary every six
to ten years. Runoff collection systems
being tested, primarily in the United
States, for future use include: 1) ce-
menting in a single machine operation an
aluminum foil skin to the underlying soil
with asphalt showed no sign of deteriora-
tion after five years; 2) spraying asphalt
emulsion or cutback asphalt onto the soil,
covering with unwoven fiber glass, and
coating with undiluted asphalt emulsion;
In a two-year test series conducted in
West Germany, the runoff conditions spe-
cifically related to mixed sewer systems
were determined during rainfall periods.
Quantitative measurements were taken for
621 storm runoff periods with intensities
greater than .7 ft3/sec. Samples were
taken in such short intervals that evalua-
tion of the dirt load was feasible. Pri-
mary runoffs which flushed entire sewer
systems, runoffs which succeeded primary
runoffs, and runoffs which partly flushed
the sewers, were considered. The results
indicate that only temporary storage of
the storm runoff and its subsequent puri-
fication help to reduce the dirt load.
For maintaining a dirt load consictent
with that occurring during dry weather,
no water may pass the rain storage basin
after it has been filled. Under present
conditions the dry weather runoff goes
directly to the purification plant and
the storm runoff directly to the re-
ceiving stream without treatment.
Berichte der Abwassertechnischen Ver-
einlgung E.V., (25):97-115, 1973.' 11
refs.
0222
A technique whereby a synthetic record of
monthly runoff may be generated for any
British catchment, gaged or ungaged, has
been developed. The technique Involves
the simultaneous stochastic generation
from readily available data of monthly
values of catchment precipitation, poten-
tial transpiration, and snowlag, which
are then routed through a simple deter-
65
-------
ministic catchment model to yield the
corresponding synthetic record of month-
ly runoff. Numerical values of the
model parameters are obtained from a
correlation with the topography, geology,
and soil type of the catchment under In-
vestigation. The technique 1s Intended
primarily for use with high-speed elec-
tronic computers. A computer program
Incorporating both deterministic model
and stochastic data generation proce-
dures 1s used, enabling a semi-infinite
synthetic catchment runoff record to be
obtained.
Journal of the Institution of Mater
Engineers, 27(3):149-162, May 1973.
12 refs.
0223
A recent test of the accuracy of snowmelt
prediction equations using data from an
index snowmelt plot produced predictions
that deviated significantly from measured
values on days with high melt rates and
during periods of rainfall. Since the
index snowmelt plot presumably measures
melt accuracy, a method by which daily
collected snowmelt can be used to fore-
cast basin runoff during significant
snowmelt events was devised. Since mean
daily rates of snowmelt runoff depend
strongly on antecedent snowmelt and run-
off, the method of least squares coupled
with an accumulation procedure produces
high correlations between accumulated
runoff and accumulated snowmelt. Thus
both mean daily flows and daily volume
can be forecast for a basin during a
snowmelt event. This method also appears
useful for extended runoff forecasts
based on the amount of snow remaining at
a snowcourse sampling site. These ex-
tended forecasts can be made with greater
accuracy than one-day forecasts. As a
snowmelt collection device, the universal
surface precipitation gage developed at
the Northwest Watershed Research Center,
Boise, Idaho, was used. This gage con-
tinually assesses the water equivalent of
the snowpack concurrently with the rate
of water flow from the base of the snow-
pack.
Journal of Soil and Water Conservation,
28(3):131-134, May/June 1973. 5 refs.
0224
CONSTRUCTION EQUIPMENT
AND MATERIALS
A Vienna contractor has concreted a sewer
duct 26 feet below grade in Vienna, Aus-
tria using an airbag to Increase the pour-
Ing rate up to 80 percent over conven-
tional forming methods. The duct, resting
on a concrete slab poured in a trench, has
walls that vary from 7 to 13.5 Inches
thick, and a roof 9.75 Inches thick. The
Inflated airbag, over which concrete 1s
poured in 33-foot sections, 1s 41 Inches
high and 27 Inches at Us maximum width.
Internally, the airbag consists of two
separate systems of cells and tubes, one
Inflated to 7.1 and the other to 1.4
pslg. The lattice structure and the two
air pressures combine to maintain the
bag's egg-shaped height and width ratio
under load. Airbag setup time for a
33-foot duct section averages eight feet
per hour compared with 1.5 feet per hour
with conventional wood formwork and just
under 2 feet per hour with steel forms.
Cost of the airbag forming system is
about $1.80 per yard. Life of the neo-
prene-coated multllayered bag 1s expected
to last beyond pours of 33,000 feet. The
airbag system, called Pneumo-Falsework,
was engineered by Dr. Franz Gebauer of
Neue Reform Baugesellschaft. Semperit
A.G. of Vienna manufactures the bags in
eight sizes. Cross sections vary from
29.25 to 70 inches high and the widest
horizontal dimensions range from 19.5 to
almost 47 inches.
Construction Methods and Equipment, 55(7):
129, July 1973.
Engineering News-Record, 191(3):36, July
19, 1973.
0225
Cooling water piping for the first unit of
the new power generation station on the
bend of the Mississippi River at New
Madrid, Missouri, posed several unique
engineering and construction problems.
Therefore, heavy core, double prestressed
concrete subaqueous pressure pipe was
specified - pipe designed to take a three-
edge crushing load of 855 kg/linear centi-
meter. With unusual river conditions the
pump structure was treated as a separate
unit and Installed on land at the shore
66
-------
end of the subaqueous pipe. The intake
structure Mas then fabricated on land and
sunk Into position after the pipe was
laid. Standard 3.04-meter prestressed
concrete pressure pipe Mas used from the
pump structure to and from the main gen-
erating complex to the sealing Melr and
outfall. A 2.13-meter diameter branch
line also Mas Installed for future use.
World Construction, 26(5):50. May 1973.
0226
A method of prefabblng and setting more
than 650 sections of pipe required a high-
ly mobile casting system able to advance
continuously Mith the job as well as an
Intricate transport system to lift, tilt,
and carry the sections to the trench for
placement. Most of the pipe sections
weighing 61 tons are almost 20 feet long
and over 16 feet In diameter. They are
cast vertically In pairs Mith cylindrical
rebar cages encased by semi-circular steel
forms. At their base, forms are socketed
Into portable rings of concrete and steel
laid on solid ground between parallel
lines of sheet piles. Two prefabbed pipe
sections requiring 27.5 yards of concrete
are poured each day by crane and bucket.
A specially designed strongback-type rig
handled by two 50-ton Portoll gantry
cranes lifts, tilts, and then holds a
pipe section horizontally while the cranes
carry It to the trench for setting. The
cranes work 1n tandem, traveling an aver-
age of 560 feet over rails laid outside
the lines of sheet piles. Each pipe sec-
tion Is landed on two 3.25- by 10-foot
semi-circular concrete blocks prefabbed
on-slte. The blocks, in conjunction with
tongue-and-groove fixtures cast integrally
with the pipe, position and join adjacent
sections. After the sections are tie-
bolted together, their alignment fixtures
are concreted. The $2.2 million twin duct
1s part of a sewage treatment plant under
construction for the City of Vienna, Aus-
tria.
Construction Methods and Equipment,
55(7):114-115. July 1973.
0227
and performance of 2910 feet of 42-year-
old transmission and distribution pipe-
lines, has been accomplished at the Los
Angeles Coliseum. To do the job, the
Coliseum Commission called in a team of
seven men from the Ameron, Inc. Pipe Lin-
ing Division of Wilmington, California.
To gain access to the pipelines, nipples
were cut to accept the half-inch steel
cable and the cleaning and lining appa-
ratus. The lining was Installed with
Ameron's "Spunllne" applicator, pressure
fed to ensure uniformity of coating.
Hoses through which the mortar Mas pumped
Mere elevated up to 50 feet and extended
as long as 350 feet from the mixing units
located at ground level outside the
coliseum.
The American City, 38(7):42, July 1973.
0228
1700 feet of 40-inch diameter nylon-rein-
forced plastic pipe that left a Japanese
factory in a soft, colled condition and
Mas flown to the United States, was fed
into a heating device carried behind a
truck and emerged fully hardened and pre-
pared for service. The pipe is adaptable
for water transmission and certain water
distribution systems, especially for
longer pipe runs. Constructed of a spe-
cial compound polymer and high tensile
synthetic yam, Takata H. F. pipe is said
to be capable of being manufactured at
strengths up to 300 psi. It is made and
installed in essentially endless lengths.
The pipe is claimed to be economical and
competitive.
Water and Wastes Engineering, 10(7):13,
July 1973.
0229
In-place renovation, which effectively re-
stored the original flow characteristics
Installation of vibrated bin activators
eliminated a major obstacle to the suc-
cessful operation of a new automated chem-
ical storage and feeding facility at the
Potomac River Water Filtration Plant of
the Washington Suburban Sanitary Commis-
sion, Montgomery County, Maryland. To
insure uninterrupted flow of the alum
and lime, consulting engineers Whitman,
Requardt and Associates specified 1n-
67
-------
stallation of a seven-inch diameter Vibra
Screw bin activator on each storage bin.
Material is drawn from the bins into grav-
imetric feeders. The bin activators are
flexibly hung from the bin by rubber
fitted, forged steel hangers. A flexible
reinforced rubber sleeve seals the small
gap between the bin and the movable
bottom. An integral baffle relieves
headload over the discharge outlet.
Mounted on the bin activator, and riding
with it, is a patented oil lubricated
gyrator. The vibratory action of the
Vibra Screw bin activator has completely
eliminated flow stoppage. Consistent flow
of lime and alum to the feeders has en-
abled then to maintain an accuracy of
within one percent of the set rate.
Water and Sewage Works, 120(7):49, July
1973.
0230
desired flow rate and flow pattern of
the influent onto the screen. Means are
provided for controlling the flow rate
and for suitably directing the influent
in a plurality of substantially discrete
inclined streams toward the inner sur-
face of the rotating screen. The screen
is rotated at a speed to achieve a de-
sired centrifugal force. Effluent
passes through the screen to an outlet
and the remaining concentrate passes to
an outlet. A certain amount of the
influent splashes from the inner surface
of the screen, and is received by a
backsplash pan and may be recirculated
and rescreened. The screen is in the
form of a screen cage having a plurality
of removable screen panels for facili-
tating replacement of damaged screens or
changing of screen type or mesh size.
Cleaning means is provided for directing
a cleaning fluid periodically at the
screen.
United States Patent 3,743,094. Applied
December 20, 1971. Issued July 3, 1973.
0232
PATENTS
A process for dewatering sludge, particu-
larly for dewatering sludge in sewage
treatment plants, by means of filter
presshaving belts has been patented by
Albert Bahr. The sludge is conveyed
around a drum between belts, both of
which pass around the drum, with the
sludge being squeezed between the belts
as it is conveyed around the drum by the
belts.
United States Patent 3,743,100. Applied
June 7, 1971. Issued July 3, 1973.
0231
Equipment and methods for screening and
concentrating wastewater overflow from
combined sewer systems are disclosed.
Exemplary equipment includes a separator
employing a substantially cylindrical
rotating screen. Influent 1s piped up-
wardly into the equipment and deflected
outwardly toward the Inner surface of
the screen in a manner to achieve a
A sewage treating system and method par-
ticularly suitable for installations with
highly variable flow provides automatic
operation in which incoming sewage is
mixed and aerated continuously and with-
drawn in batches for clarification and
discharge. A sewage receiving basket
having open mesh side and bottom walls
is partly submerged in mixed liquor in
an aeration chamber. Mixed liquor is
mixed with air utilizing venturi aspira-
ted atmosphere into a pump suction and
circulated in this chamber. A portion
of the aerated mixed liquor is circu-
lated through the basket to cause
aerobic digestion and hydraulic erosion
such that there is a reduction in size
of the solid organic material in the
basket to particles which will pass
through openings in the walls of the
basket and intermix with pre-existing
mixed liquor. Batches of mixed liquor
are intermittently pumped from this
chamber into a settling chamber in ex-
cess of the amount filling the settling
chamber. The excess is discharged back
into the aeration chamber over a weir
and acts to skim floating sludge back
into the aeration chamber. The re-
sulting batch thus withdrawn from the
aeration chamber 1s settled in the
68
-------
settling chamber under quiescent con-
ditions; a part of this settled batch,
specifically supernatant liquor taken
from below the top scum layer, Is then
delivered to a discharge chamber where
1t Is further settled and the resulting
supernatant liquor discharged. Settled
sludge and floating scum from the
settling and discharge chambers are re-
turned to the aeration chamber by pumps
which completely empty these chambers.
United States Patent 3,746.638. Applied
March 3, 1971. Issued July 17, 1973.
0233
A patented self-contained package sewage
treatment plant Includes an annular aero-
bic, biological treating channel Into
which raw sewage Is fed and continually
driven around the channel by a plurality
of rotating perforated discs which also
function to aerate and agitate the con-
tents of the channel. A central, sludge
tank 1s located within the space de-
fined by the channel, and controlled re-
circulation of activated liquid from the
settling tank to the annular channel Is
effected by one of the discs. The
clarified effluent from the settling tank
is taken from a weir trough adjustably
mounted in the upper portion of the sludge
tank.
United States Patent 3,744,634. Applied
February 25, 1971. Issued July 10, 1973.
0234
A patented device for separating solids
and other foreign bodies from liquids in a
pipe conduit includes a screen mounted in
the conduit which is conically tapered in
the flow direction. A discharge tube for
the separated solids, leading to the out-
side, is connected at the apex of the
screen. A barrier is arranged on the
outer side of the screen which extends
perpendicularly to the surface of the
screen between the individual rows of
holes of the screen.
United States Patent 3,747,771. Applied
December 22, 1971. Issued July 24. 1973.
0235
ANALYTICAL TECHNIQUES
AND INSTRUMENTATION
The feasibility of using collphages as In-
dicators of sewage pollution has been in-
vestigated. Standard collform determina-
tions (MPN) also were made to compare
fluctuations in conforms with fluctua-
tions In their obligate parasites. No
consltent relationship was found between
collform and collphage levels. The re-
sults Indicate, however, that the en-
richment method of phage assay can be used
for the detection In water of low levels
of phages active against specific host
bacteria.
Canadian Journal of Microbiology, 19(6):
747-751, June 1973. 15 refs.
0236
The Municipality of Metropolitan Seattle
(Metro) which has the responsibility for
wholesale collection and treatment of
storm water and sanitary sewage in the
Seattle metropolitan drainage basin, Is
pioneering the use of ultrasonics for
level measurement and control in the sew-
age industry. Ultrasonic level measuring
systems, designed and manufactured by
Western Marine Electronics (Wesmar) of
Seattle, have been Installed in two of
Metro's six treatment plants, at the north
trunk Interceptor and In a pumping sta-
tion. The level monitor is a non-con-
tacting continuous measuring system. Each
system is comprised of two basic compo-
nents, a sensor and a solid-state elec-
tronics unit interconnected by coaxial
cable, capable of operating at distances
up to 500 feet apart. The sensor, mounted
above the material to be measured, is a
combination sonic transmitter-receiver.
It emits an ultrasonic signal onto the
target and the echo is reflected and de-
tected by the same sensor. The signal 1s
then transmitted through the coaxial cable
to the electronics unit, where the time
Interval between transmission and recep-
tion 1s computed. This time computation
Is converted to a continuous electrical
output which Is in turn displayed on a
meter in engineering units or fed to
process control equipment or recorders.
Water and Sewage Works, 120(5):84-85,
June 1973.
0237
69
-------
Encouraging results have been gained dur-
ing a three-month operation in an activa-
ted sludge basin using a Zuellig type
oxygen sensor, developed by Jaag, Hoerler,
and Kalman. The device, especially suited
for long-term measurement of the oxygen
content in activation basins, 1s operated
according to the Toedt principle, pro-
viding polarization current between two
different noble metals in an electrolyte
solution. The magnitude of the polariza-
tion current is determined by the oxygen
content of the medium. The probe is
composed of a plastic tube with two metal
rings (electrodes) at its lower extremity,
which are continuously cleaned by a
rotating grindstone. The probe is splash-
proof, non-corrosive, and permits nearly
maintenance-free, long-term measurements
even under rough working conditions.
Wasser- und Abwasser-Forschung, 6(3):93-
94, 1973.
0238
TREATMENT METHODS AND FACILITIES
The Lovoe-type flocculation and sedimen-
tation basin in Sweden has been improved
by Incorporating the following changes.
Sludge drainage through bottom valves,
which requires a long time and provides
sludge with a low dry content, has been
replaced by perforated tubes mounted on
wheels which are moved back and forth,
over and underneath the intermediate
bottom in a flow direction for sludge
suction. Sludges with a dry content of
two to three percent can be tapped
gravitationally, while such with higher
dry content need pumping. Sludge
tapping, its frequency and duration are
chosen as a function of the dry matter
content in the sludge. The bacteria
count in decantates from sedimentation
basins with this sludge drainage system
did not differ from that in decantates
from conventional basins. No chlorlna-
tion Is applied in the flocculation and
settling stages.
Kemlsk Tidskrlft, 85(5):46-48, May 1973.
0239
The first stage of a Canadian project to
recycle sewage and refuse from high popu-
lation density housing communities has
been completed with the construction of
a wastewater renovation plant. Second
stage of the project, addition of a heat
recovery incinerator to dispose of the
sewage sludges and domestic refuse, making
the system largely self-sufficient, is
expected to be completed this fall. Ap-
plication of the Canwel (Canadian Water
Energy Loop) packaged process offers the
following advantages: provides a per-
manent economical solution to the need
for clean water and waste disposal ser-
vice in every community; eliminates wa-
ter pollution; eliminates the present
need of water and sewage lines to ser-
vice housing developments; and, provides
service where the conventional water
treatment systems are impractical. The
solid waste treatment pilot plant under
construction, a modified Trecan unit,
will incinerate the accumulations of
sludge together with unreelaimable house-
hold refuse while utilizing the heat to
produce a hot water supply and evapora-
ting water from the sludge in preparation
for incineration. It will be integrated
in a closed cycle with the wastewater
renovating subunit to complete a self-
contained operating model of the Canwel
system.
Modern Power and Engineering, 67(6):42-43,
June 1973.
Canadian Chemical Processing, 57(6):41,
June 1973.
0240
Black, Crow & Eidsness has designed an
activated sludge process as Boca Raton,
Florida's new 10 mgd wastewater treat-
ment plant which can be operated as a
contact stabilization or a completely
mixed system. The sequence is aeration-
final settHng-chlorination, with aerobic
digestion of sewage solids. The re-
sulting sludge is decanted, then concen-
trated to ten percent solids in a basket-
type centrifuge. Thickened sludge is
trucked to a sanitary landfill. Sludge
from the city's adjacent water softening
plant is vacuum filtered at the waste-
water treatment plant. The cake, con-
taining 65 percent solids is trucked off
the site and used as a road building base.
Treated effluent is chlorinated at the
plant and rechlorinated three miles away
70
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at the Atlantic Ocean beach before dis-
charge (one mile from shore In 90 feet
of wate^'through a 36-Inch diameter cast
Iron outfall).
Water and Sewage Works, 120(5):65, June
1973.
0241
The Chlba Municipal Sewage Treatment
Plants comprise three major districts
serving a combined population of
1,275,000. The Central Treatment Plant
construction was started in 1965 and the
entire plan 1s being completed In three
stages. Presently In the final stage,
the Installation of a sludge treatment
system 1s under construction. The treat-
ment capacity 1s planned for 110,760 m3/
day, but presently treats only 71,140
cubic meters In dry weather and 83,400
during rainfall. The effluent has a
BOO of 200 ing/liter and suspended solids
of 300 mg/11ter with removal percentages
of 92.5 and 89.0 respectively. The sew-
age effluent enters the receiving pond,
where the pressure distributes the water
into three settling ponds. The settled
sludge is sent to the sludge relaying
system and goes to the sludge concentra-
tion tank and to the digestion tank; the
exhaust gas is sent to the gas tank and
Is used as a boiler fuel. The sludge is
finally washed, dehydrated, and incinera-
ted. The supernatant water from the
first settling tanks goes to the aeration
tank where the high pressure air from the
blower helps oxidize organic matter and
water quality is stabilized. The final
settling tank next settles the activated
sludge mixed in the aeration tank and
returns the sludge to the aeration tank.
Chlorine is added for disinfection.
Treatment water is cycled to the water
tank or discharged to 'the ocean.
Gesuldo Kyokai-shi, 10(109):53-62, June
1973.
0242
A two-hour laboratory test has shown that
a simple process involving a metal cata-
lyst, ozone Injection, and ultrasound, can
remove 42 percent of organic carbon ma-
terials left in wastewater after it has
already gone through the primary and sec-
ondary treatment stages. These results
came from using a standard catalyst called
Raney-Nlckel, in combination with ozone
and ultrasonic irradiation from a high
frequency generator, which produces better
oxidation reactions. The method, called
sonocatalysis, can be used as a third
stage polishing operation to clean up
wastewater at a theoretical level of total
purity. The researchers from Southern
Illinois University maintain that their
process does a much better job than tra-
ditional third stage methods without the
necessity of chlorine addition which can
react with remaining trace Impurities to
produce bad taste and odor.
Water and Wastes Engineering, 10(7):22,
July 1973.
0243
71
The multiple-hearth furnace plays a key
role In a municipal wastewater treatment
system developed by the Envirotech Corp.
Lime Is regenerated in the furnace from
the hydroxides and carbonates formed in
lime and soda ash treatment of raw waste-
water. The recalclned lime 1s returned
to the influent, and carbon dioxide
evolved in the furnace Is used in a neu-
tralization step. Designated the Z-M
Process, the new method utilizes chemical
and physical techniques to provide re-
usable water without biological treat-
ment. There are three distinct operating
zones. The upper hearths form the drying
and preheat zone where most free moisture
is evaporated. The middle combustion
zone is where the material Is processed.
The lower section of the furnace is the
cooling zone where material Is cooled
prior to discharge. Overflow from the
second-stage reactor-clarifier then
passes through granular media filters to
capture suspended solids which remain
after lime treatment and recarbonation.
The neutralized wastewater then flows
through a carbon adsorber. Small mol-
ecules are adsorbed on the surface of
the granular activated carbon. After
chlorination, the resulting product wa-
ter may be used for recycle or dis-
charged in compliance with.local stand-
ards. The activated carbon is regener-
ated for recycle in a multiple-hearth
furnace.
Rock Products, 76(7):62,85-86, July. 1973.
0244
-------
MUNICIPAL TECHNOLOGY BULLETIN
Volume 1, Number 10
October 1, 1973
Dear Reader:
According to EPA grant specifications, Indexing of each Item appearing in the
Afffl is being done. The result of this effort will be an annual subject Index prepared
as part of a Final Report for this project. Also, authors of articles used 1n prepar-
ing the summaries will be indexed alphabetically and a list of journals whose articles
are referenced in the publication will be Included. It is hoped that these indexes will
be printed and ready for distribution in early 1974.
Dorothy A. Sandoski
An investigation demonstrating the Impor-
tance of proper leaf pickup and control in
order to minimize the phosphorus content of
urban drainage during the fall of the year
has been completed. Oak and poplar leaves
were leached with distilled water in lab-
oratory columns to simulate the release of
soluble phosphorus forms to urban runoff.
Most of the soluble phosphorus leached was
reactive In a molybdenum blue analysis.
The leaves tested yielded 54-230 yg P/gram
of leaves. Consecutive 1cachings of an
oak leaf sample yielded soluble P in
amounts related to the effective soaking
period between 1cachings and to the number
of preceding Teachings. Cut up leaves re-
leased almost three times as much soluble
P as intact leaves. Leaves collected from
the littoral zone of Lake Mendota leached
less P than control leaves collected on
the shore nearby. The moisture retained
on leaves after a rainstorm contained sig-
nificant soluble reactive phosphorus.
Environmental Science and Technology,
7(9):853-854, September 1973. 6 refs.
0245
A study to develop basic data for provid-
ing Information on the changes that occur
In phosphorus concentration with and with-
out the use of heavy duty detergents has
oeen conducted to measure differences in
nutrient concentrations in sewage caused
by changes in habits in a selected popu-
lation of homeowners. Findings indicate
that restriction of use of detergents con-
taining phosphorus reduced the phosphorus
in raw sewage by approximately 57 percent.
Also, the doubling of the BOD and organic
carbon concentrations caused primarily by
the reduction 1n sewage flow during the
test period would not be expected to occur
if other builders were substituted for
phosphate compounds; however, the reduc-
tion in phosphorus would still occur. In
conclusion, arbitrary decisions to remove
phosphorus from wastewater either through
detergent restrictions or chemical re-
moval appear unreasonable and are based
upon minimal scientific evidence.
Public Works, 104(9):126-128, September
1973. 6 refs.
0246
ANALYTICAL TECHNIQUES
AND INSTRUMENTATION
A relatively inexpensive, simple, and pre-
cise method for the analysis of sub-
nanogram quantities of mercury in natural
waters Involving the use of wet chemical
procedures to preconcentrate the mercury
and a "semi-micro" method of analysis based
on atomic absorption spectrophotometry
1s described. Through a combination of a
solvent extraction procedure and a "cold-
vapor" technique, standard deviations of
± 0.0049 and ± 0.0112 can be obtained at
the mean concentrations of 0.023 and 0.166
ng/ml, respectively. Recoveries of 94
percent are reported.
Environmental Letters, 5(3)-.189-197, 1973.
12 refs.
0247
A rapid and specific method for the deter-
mination of low concentrations of methanol
over the range 0.5-100 ppm in sewage or
other aqueous solutions has been developed.
The method Involves the use of direct
aqueous Injection gas chromatography on a
porous polymer column. No preconcentra-
72
-------
tion or extraction is required. The analy-
sis time of approximately one minute per
sdnole makes the procedure especially
suited to process control applications.
Environmental Science and Technology,
7!9):838-840, September 1973. 8 refs.
0248
I
The equipment required to provide a small
laboratory in up-country areas in develop-
ing countries with facilities for five
coliform examinations (at 37°C) per day
by the five tube 10 ml MPN method is des-
cribed. The capital cost (excluding in-
stallation, buildings etc.) is approximate-
ly 120 pounds sterling (U.S. $290} and the
running cost per test approximately 3p
(U.S. 7 cents).
Water Research, 7(8):1243-1245, August
1973. 5 refs.
0249
A rapid and sensitive method for the separ-
ation and isolation of phenols from waters
has been developed which uses a column ad-
sorption and desorption procedure prior to
the analysis by colorimetry with aminoanti-
pyrine. In comparison with separation by
distillation, this method is accurate
and precise and agrees well with the wide-
ly used distillation procedure. The column
procedure is faster and requires less lab-
oratory space than the distillation pro-
cedure. A typical analysis of 5 liters
of 10 pg/liter phenol requires only 45
minutes. The sensitivity of the method is
not dependent on the colorimetry but only
on the volume of water analyzed. The
column procedure thus allows sub-yg/liter
concentrations to be analyzed using con-
ventional colorimetry instead of expensive
gas chromatography instrumentation by
simply sampling and analyzing greater than
50 liters of water.
Environmental Letters, 5(3):199-207, 1973.
6 refs.
0250
An enzymatic method has been developed for
the determination of ammonia-nitrogen,
not previously applied in water research.
The method is specific .for NHrN, and the
risk of hydrolysis of organic nitrogen com-
pounds is very snail, because of near neu-
tral ..'! i-H lo-./ (rooi'i) temperature con-
'if'o'U. 7iffor3ncss bet-^en result; of
>nzr .it'C 'JH - i 'otermination aM of n
'list; llaticn ">th:H defended on tie tvoe
of water. The method has been adapted for
application in sediment research, where
the exchangeable NHj-M fractiorl is deter-
mined directly, without an extraction pro-
cedure. In comparison with this method,
direct distillation of sediment samples
gave an overestimation of the 'JH.-N con-
tent of • 40 percent.
Water Research, 7(8):1129-1136, August
1973. 9 refs.
0251
A convenient method for the determination
of arsenic (+3) in natural waters based on
a simple modification of the silver dietnyl-
dithiocarbamate "Standard Method" for in-
organic arsenic is disclosed. In practice
the technique was found to detect an aver-
age of 96 percent of the As (+3) present
in samples. Less than 1 percent of any
As (+5) present was analyzed as As (+3) by
the method. The analytical procedure was
used successfully to investigate surface
waters, groundwater, and simulated reser-
voir water. In combination with the cur-
rent "Standard Method", the newly developed
procedure allows an easy sorting of the
inorganic arsenic in the waters into As
(+3), arsenite, and As (+5), arsenate.
Environmental Letters, 5(3):155-164, 1973.
16 refs.
0252
A low-cost data transmission system de-
veloped in conjunction with the Devon River
Authority, which uses the public telephone
network to provide continuous monitoring
of river pollution and/or give early flood
warnings, has been developed by Delta
Controls Ltd., of Kingston-on-Thames.
Known as the Deltrol TeleGen system, the
solid-state equipment can be used to moni-
tor rainfall and river levels at each of
the remote stations to be monitored. Each
channel in use is dedicated to a function
and scanned and transmitted in order. If
a reading needs to be double-checked, it
is only necessary to replace the receiver
and dial the number again. The memory is
not reset if interrogated by accident and
because it is continually up-dated, the
risk of outside interference is eliminated.
Apart from the initial cost of the equip-
ment, the only,other expenditure required
is a low rental charge for a telephone at
the stations.
Cont.-ol a-id Hstrunentation, 5(7): 11,
Jul /-'.ugust 1973.
0253
73
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MODEL STUDIES
A mathematical model of a conjunctive urban
water supply and wastewater system, con-
sisting of the minimization of a concave
objective function subject to linear con-
straints, has been formulated and applied
to the City of Los Angeles. The objectives
are: to minimize the cost of supplying
water from several sources, including the
provision for recycling reclaimed water;
and, to determine the capacity expansion
schedule of the water and wastewater treat-
ment processes. A multi-level solution
technique is developed to determine the
minimum cost alternative for a selected
planning horizon. The first level of the
algorithm is an iterative process in which
the objective function is successively
linearized and a series of linear programs
is solved. When this yields no improve-
ment, the second level, a search of neigh-
boring extreme points, is initiated. If
there is an improvement at this level, the
procedure returns to the first level and
continues. The model and solution tech-
nique were successfully applied to an ac-
tual case and the results can be used as
an aid in the comprehensive planning of
the system. The mathematical model is
flexible in that it can be expanded to
include additional water quality constit-
uents, advanced wastewater treatment pro-
cesses, and variations in water quality
standards.
Dissertation Abstracts International,
34(2):697/B, August 1973.
0254
PATENTS
Quantitative determination of toxic sub-
stances in natural and wastewater is
effected by the introduction of live fish
into the water which is circulated to form
a current. If there are any toxic substan-
ces in the water the fish become unsteady
in their movements and are no longer able
to swim against the current to maintain
their position. This stage is recorded
electronically. Any abnormal behavior of
the fish carries them against a probe which
sets off an advance warning. The mechan-
ical probe is formed from stretched
metallic wires in a frame mounted in the
test compartment of a tank. When this
probe is touched by the fish, mechanical
pulses are produced which are converted
into electrical pulses by a transformer.
These are stored in a memory and a compu-
ter calculates the sum of the pulses per
unit of time. When this sum exceeds a
certain level a signal device is operated.
Belgian Patent 793,346. Applied December
27, 1972. Issued April 16, 1973.
0255
In water purification-filter drainage
equipment incorporating a manifold con-
nected to drain tubes, the drain tubes
have diaphragms to increase efficiency and
are covered on the outside by a layer of
reinforced porous concrete. On filtration,
the water running up and down through the
filter bed through the concrete layer into
a perforated tube, passes through the dia-
phragms and is removed via the manifold
through the diaphragms, the tube, and the
layer in the reverse order.
Soviet Patent 357,994. Applied March 31,
1971. Issued February 29, 1972.
0256
A water treatment composition which com-
prises a water soluble chlorine contain-
ing compound or blend of compounds, op-
tionally cyanuric acid, a water insoluble
fatty diamide synthetic wax, and option-
ally a molding lubricant, is effective in
inhibiting the growth of bacteria, algae,
and other plant life in water when the
composition is blended together and shaped
into dosage unit form. The composition
maintains its configuration during exposure
to water and retains undesirable insolu-
bles, while permitting the leaching of
chlorine from the unit by the action of
water upon the composition.
United States Patent 3,753,676. Applied
August 18, 1971. Issued August 21, 1973.
0257
Apparatus for rapidly disinfecting a sew-
age water mixture and separating the solids
has been patented by the Diamond Shamrock
Corporation. The treatment facility com-
prises: a chamber having more than one
inlet and more than one outlet for liquid
effluent; electrolytic disinfecting and
solids conveying means disposed in the
chamber; and, solids removal means from
the chamber.
Swiss Patent 7,206,080. Applied September
6, 1972. Issued April 13, 1973.
0258
74
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Quantitative determination of copper and
Iron Impurities In water present In the
form of cyanide complexes and organic com-
pounds Involves preliminary decomposition
of these compounds by boiling with oxidiz-
ing agents and then determining them by
known methods. To achieve Increased con-
version of the Impurities Into Ionic form,
a mixture of 30 percent H202 and concen-
trated HN03 or H2SO,, 1s used as an oxidiz-
ing agent. In an example, Fe Impurity In
water was determined by adding two ml con-
centrated HN03 and one ml 30 percent H202
solution to a 50 ml sample of the water,
boiling for five minutes, and cooling.
The volume then was made up to 50 ml with
distilled water. 25 ml of the mixture was
extracted, Its pH adjusted to 3.5, one ml
of 10 percent hydroxylamlne hydrochloride
solution and one ml of 0.5 percent o-
phenanthrollne solution were added, and
the Fe content was determined colorlmetri-
cally.
Soviet Patent 358,664. Applied June 10,
1969. Issued January 25, 1973.
0259
An activated sludge sewage treatment pro-
cess, which comprises mixing Influent sew-
age material with activated sludge to pro-
vide a mixed liquor, has been patented by
B1ospher1cs Incorporated of Rockv1lie,
Maryland. In this process, the mixed
liquor Is passed to an aeration zone where-
in 1t 1s aerated to reduce the BOD content
thereof and to cause the microorganisms
present to take up phosphate. The mixed
liquor 1s then passed to a settling zone
containing an anaerobic layer of sludge.
In the settling zone, phosphate-enriched
sludge, in which the phosphate 1s present
1n the cells of the organisms, settles
Into the anaerobic layer of sludge and a
substantially phosphate-free effluent 1s
removed from above the layer of sludge.
The sludge is maintained under anaerobic
conditions in the sludge layer of the set-
tling zone for a time sufficient to cause
the .organisms in the sludge to release
phosphate to the liquid phase of the
sludge. Sludge containing soluble phos-
phate in the liquid phase thereof is
removed from the settling zone. The
sludge is then treated to separate a
phosphate-enriched aqueous phase and to
provide a sludge having a higher concen-
tration of solids and a lesser concentra-
tion of phosphate. The concentrated sludge
is recycled for mixing with influent sew-
age material in the activated sludge sew-
age treatment process.
United States Patent 3,756.946. Applied
June 13, 1972. Issued September 4, 1973.
0260
A pipe member has been developed to allow
connection to the mains at various angles
to the horizontal plane of a drainage unit.
The unit has a closed end of reducing dia-
meter which has a side tapping flange con-
tained within Us overall diametral di-
mensions. The pipe member has a reducing
closed end with a tapping and flange. The
flanged tapping does not exceed the pro-
jected diameter of the pipe.
Soviet Patent 358.466. Applied September
15, 1970. Issued December 15, 1972.
0261
SEWER SYSTEMS
Mil ford, Connecticut has approximately 80
miles of sewer lines which require 13 11ft
stations to pump sewage over various crests
so that gravity flow then can carry It to
one of the four treatment plants In the
city. Concern over malfunctions or fail-
ures at the 11ft stations .encouraged the
townspeople to purchase and install an
alarm system which provides for fire,
flooding, and sludge-caused high water
warnings for each plant. The alarm sys-
tem was purchased piecemeal and installed
by local electricians, with minor modi-
fications to meet the needs of the sewage
treatment facilities. The entire project,
Including labor, materials, and consulting
fees cost $15,000. Among the advantages
of the system are reduced costs by use of
public utility lines, major purchase of
standard equipment which provides savings
over leasing, and the ability of local
electricians to repair and maintain the
equipment. Also, constant visual surveil-
lance of the entire sewer system is main-
tained with the ability to expand the
status board and alarm system when the
sewer system is extended.
Public Works, 104(9):113-114, September
1973.
0262
MATHEMATICAL STUDIES
;1athenat1cs investigating the effect of
infiltration or evaporation on groundwater
level and on the amount of seepage to or
from channels that bound an unconfined
75
-------
aquifer, has been studied for three cases.
In the analyses the actual free-surface
boundary conditions as well as the exact
differential equation were used to obtain
the general solution. For the three cases,
the rate of seepage was given in mathe-
matical forms as well as in dimensionless
curves. A comparison with the solutions
based on the Boussinesq equation is pre-
sented. These approximate solutions were
found to give satisfactory results for
shallow aquifers but failed to give rea-
sonably adequate results for relatively
thick aquifers. The comparison also indi-
cates that results of these approximate
methods deviate greatly from the exact
solutions for small values of time.
Water Resources Research, 9(4):1058-1064,
August 1973. 5 refs.
0263
STORM WATER CONTROL
Special treatment facilities being tested
in Racine, Wisconsin and which are located
at points where discharge into a river or
stream occurs, may be an alternative to
the costly and inconveniencing process of
separating combined storm and sanitary sew-
ers. At a cost of $2 million, the new
facility has relatively lower capital costs
and higher operating costs than Racine's
main dry weather wastewater treatment
plant, since "satellite plants" operate
only about one percent of the time, when
overflow conditions take place. The sys-
tem has a total capacity of 60 mgd and
serves over 450 acres of combined sewers.
The site chosen for the demonstration pro-
ject receives discharge from the two larg-
est relief points in the city's intercep-
tor system. Estimates for the cost of
separating combined storm and sanitary
sewers would run between $10 and $13 mil-
lion and said separation still would not
treat the surface pollution.
Water and Wastes Engineering, 10(8):9,
August 1973.
0264
The growing demand for wider streets, park-
ing areas, and other impervious surfaces
has raised the question of preservation
of natural streams and drainage basins in
Bellevue, Washington. With this in mind,
the Department of Public Works began in-
vestigation of methods to control its ur-
ban storm runoff problem. As an experi-
mental approach during the design of a new
municipal parking lot, the city decided to
install what was nicknamed an "environment-
al filter system". The purpose of the
system is to delay the runoff water in
reaching the storm drainage system, reduce
the amount of water entering the drainager
system, and filter the runoff water. The'
filter system consists of two primary
cross sections; a trench five feet wide
and another two feet wide. In both cases,
their depth is five feet, determined by
the depth to the groundwater table. The
section five feet wide receives runoff
water from both sides, while the narrower
section gets its water from only one side.
At the catch basin where the perforated
pipe meets the existing storm drainage
system, the incoming invert is six inches
below the outgoing invert. This forces
the perforated pipe to remain partly full
after the storm has passed and allows the
system to redistribute the stored water
back through the trench for maximum seep-
age into the adjacent soil.
Public Works, 104(9):124-125, September
1973.
0265
GOVERNMENT-SPONSORED
REPORTS
A state-of-the-art review of highway deic-
ing practices and associated environmental
effects has been conducted. Highlights of
the review include the following. The bare
pavement policy has resulted in a great in-
crease in the use of deicing salts, in
many cases replacing the abrasives pre-
viously used. However, no conclusive evi-
dence has been found to substantiate that
salt usage makes winter travel safer. Be-
sides chemical melting, various methods for
anti-icing/deicing are available or have
been conceived which may become more prom-
inent in the future especially when com-
munities realize that a price must be paid
to alleviate the environmental effects Of
wintertime salting. Salt storage facili-
ties often become a major contributing
source of local groundwater and surface
water contamination and vegetation damage.
Coverage and proper drainage of salt piles
is becoming more prevalent, but there has
not been an adequate acceptance of approved
practices and a proper recognition of pol-
lutional problems associated with this
material storage. High chloride concentra-
tion levels have been found in roadway run-
off. The special additives in deicing
76
-------
salts may create more severe pollutional
problems than the chloride salts. Many
roadside wells, due to contamination by
salt laden runoff, have had to be replaced
In such snow belt states as New Hampshire,
Maine, and Massachusetts. Widespread dam-
age of roadside soils and vegetation has
been observed 1n areas of liberal salt
usage. Areas of future research also are
Indicated In this report.
EPA/ORM Report No. EPA-R2-73-257, May
1973. 48 p. 109 refs.
0266
A state-of-the-art review of highway dele-
Ing practices and associated environmental
effects has been conducted. Highlights of
the review Include the following. The bare
pavement policy has resulted In a great
Increase In the use of deldng salts, In
many cases replacing the abrasives pre-
viously used. However, no conclusive evi-
dence has been found to substantiate that
salt usage makes winter travel safer. Be-
sides chemical melting, various methods
for ant1-1c1ng/de1c1ng are available or
have been conceived which may become more
prominent 1n the future especially when
communities realize that a price must be
paid to alleviate the environmental effects
of wintertime salting. Salt storage facil-
ities often become a major contributing
source of local groundwater and surface
water contamination and vegetation damage.
Coverage and proper drainage of salt piles
1s becoming more prevalent, but there has
not been an adequate acceptance of approved
practices and a proper recognition of pol-
lutional problems associated with this
material storage. The feasibility of tem-
porarily detaining storm and combined sew-
age 1n natural underground formation has
been demonstrated and was to proceed 1n
three phases. Five sites were selected
for subsurface geologic and geophysical
Investigation for the purpose of determin-
ing which site possessed subsurface condi-
tions most suitable for storing and re-
trieving storm and combined sewage. The
geophysical work required six resistivity
soundings as well as resistivity survey In-
volving five traverses. Based on this
work, three sites were selected for four-
inch test boring. Two of the sites were
too shallow for later demonstration of the
technique. The third site was selected
for the test punning of Phase I. Because
of the small underground storage available,
the City of South St. Paul elected not to
continue into Phases II and III. Included
ir the scooe of work for Phase I was an
Investigation, analysis, and discussion of
methods of solids separation which might
be used for storm and combined sewage in
Phase II and III. prior to Injection of
the effluent underground.
EPA/ORM Report No. EPA-R2-73-242, Project
No. 11030 DSL, Program Element 1B2034. May
1973. 70 p.
0267
Two model open channel configurations
(trapezoidal and rectangular) and three
water soluble polymers (Polyox Coagulant,
Polyox WSR-301, and Separan AP-30) were
used to experimentally determine the
effects of Injecting dilute polymer solu-
tions Into open channel water flows. For
all test cases, Injection of the three
polymer additives produced flow character-
istic changes reflected as either a water
surface level decrease at constant flow
rates or a flow rate Increase at constant
static heads. These flow characteristic
changes were found to be dependent, In
varying degrees, on channel slope, surface
roughness. Injection point location, poly-
mer Injection method, flow Reynolds number,
and Injected polymer concentration. In
addition, two flumes (Parshall and Leopold-
Lagco) and two model side channel spill-
ways (90° V-notch weir and sharp-crested
rectangular weir) were used to determine
experimentally the effects of polymer addi-
tives on the flow measuring characteristics
of energy dissipators. It was found that
for specific flow systems, the flumes and
spillways could be recalibrated for use
with polymer/water flows. However, for
the Leopold-Lagco flume and sharp-crested
weir, as the flow Increased, the hydraulic
jump inherent to these devices was dissi-
pated by polymer Injection, thus prevent-
ing further recalibration.
EPA/ORM Report No. EPA-R2-73-238, Contract
No. 68-01-0168, Project No. 11020 GQG, June
1973. 74 p, 64 refs.
0268
TREATMENT METHODS
AND FACILITIES
The result of a $6000 study on municipal
waste control resulted in a concept that
uses the existing topography and the soil
characteristics of the area to provide ad-
vanced treatment at a fraction of the cost
of standard primary-secondary-tertiary sew-
age treatment methods. In cleanup terms.
77
-------
this means a-99 percent purification ot
the St. Donat, Quebec sewage. Key to the
successful implementation of this treat-
ment method is the type and absorption of
the soil, which is predominantly sand and
gravel. Once the plant is completed, pri-
mary treatment will be provided by an
existing, but modified, septic tank located
above the bay. Settled sewage then passes
into the mechanically aerated first lagoon
which reduces the pollution load by oxi-
dizing organic matter. The oxidized li-
quid is pumped to a sprinkler system in-
stalled on the peninsula where the exist-
ing vegetation and top soil absorbs the
greatest part of the organic matter and
nutrients. From the peninsula, the water
filters through 5 to 35 feet of sandy sub-
soil, and flows into the second 60-acre
lagoon for polishing before emptying into
the Ouareau River.
Engineering News-Record, 191(10):14,
August 30, 1973.
0269
San Pablo Sanitary District's new $4.4
million treatment plant expansion is pro-
viding reliable and efficient treatment
for a difficult-to-treat mixture of domes-
tic and industrial wastewater. The main
reason for the success of the new plant
additions is a two-stage biological treat-
ment plant incorporating the use of a
roughing filter prior to conventional
activated sludge treatment. The basic
concept of this type of treatment plant
was to protect the activated sludge por-
tion of the plant from toxic shock loads.
This was accomplished by the use of a
plastic media roughing filter located be-
tween the primary clarifiers and the aera-
tion basins. The performance of the plant,
has proven this concept to be an effective
means of protecting the bio-mass in the
aerator. On several occasions since plant
start-up, toxic materials discharged to
the sewer have stripped the bio-mass from
the filter; however, the activated sludge
was unaffected due to protection provided
by the roughing filter. The plant is to
be developed in two phases. Initially,
the facility is to provide for an average
wet weather flow of 16.5 mgd. Phase 2
additions will raise the average wet weath-
er treatment capacity to 24.5 mgd.
Public Works, 104(8):89-92, August 1973.
0270
78
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MUNICIPAL TECHNOLOGY BULLETIN
Volume 1, Number 11
November 1, 1973
Three of Stockholm, Sweden's four sewage
treatment plants are built underground in
solid rock due to a lack of surface land.
Underground!ng has the advantage of elimi-
nating surface odors, odors that irritate
the neighbors and decrease their property
values. Land prices in Stockholm prohibit
the setting aside of large recreational
areas around sewage plants as buffer zones;
and, aside from environmental impact,
Stockholm residents contend that surface
land can be put to better use than for
sewage plants. Constructing a sewage treat-
ment in underground bedrock costs from 1.35
to 1.45 times more than a surface facility.
An underground plant takes up anywhere from
50 to 100 percent more area than a com-
parable surface plant since underground
tanks cannot be placed immediately adjacent
one another and, if the walls of the
underground-chamber tanks are to have suf-
ficient strength, they must be about as
thick as the tank is wide. Yet certain
parts of the plant should be put on the
surface: the digesters because of the gas
danger, the heating plant, and the build-
ings for personnel, operations, and work-
shops. The various tanks in a described
sewage treatment process, such as the aer-
ation tanks and the secondary settling
tanks, are basically underground rock
chambers that have been lined with con-
crete. The floors and walls of the cham-
bers are lined with a four-inch-thick
layer of reinforced concrete and the tun-
nel roof is sprayed with a waterproof
shotcrete. The concrete walls are an-
chored in the rock with bolts.
Civil Engineering- ASCE, p. 78-83,
September 1973.
0271
The current and future water supply system
of Zurich, Switzerland and its adjacent
communities has been determined. The in-
creasing water consumption by industries
and the population has led to a steadily
decreasing percentage of drinking water
obtainable from spring water and ground-
water resources with subsequently increas-
ing importance of surface water bodies as
drinking water sources. Adequate water
tariffs, closed water cycle in industrial
processes, and the exclusive use of reflux
coolers are among their basic methods of
reducing water consumption. To meet
future water needs, the water supply sys-
tem will be enlarged in the next twenty
years by the extension of the Lengg Lake
waterworks and the construction of the
necessary pipelines, by enlargement of the
Zurich water supply system including the
construction of groundwater waterworks at
Hardhof and of emergency waterworks, and
also by the construction of a new lake
waterworks complete with pipelines and
storage basins at Moos.
Wasser- und Energiewirtschaft, 65(6):211-
225, June 1973.
0272
STORM WATER CONTROL
An underground, plastic-encased basin of
sand and gravel has been designed and en-
gineered by Karl R. Rohrer Associates, Inc.
of Akron, Ohio. The patented "Geo-Cel"
concept is intended to give partial treat-
ment and to hold pollutants flushed from
combined sewers in the first twenty min-
utes of a storm. The first such facility
is being Installed at Akron. The deten-
tion basin was constructed by lining a
pit with Goodyear's leakproof 30-mil Vina-
liner sheeting and filling 1t with sand
and gravel to within three feet of the
surface. The gravel was then covered with
10-mll Vinaliner and earth fill placed to
original grade. A concrete clarification
chamber was built at one side of the deten-
tion basin. Storm-flushed material from
the combined sewer enters the clarifica-
tion chamber where chlorine is added and
some solids settle out. Wastewater then
passes over a weir into the Geo-Cel for
storage. When the storm subsides, the
79
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Geo-Cel's contents are returned to the
city's sewer system for complete treatment
at a municipal plant. Cost Is said to be
less than one-third that of a convention-
al treatment facility and the system has a
design life of 25 to 40 years.
Public Works, 104(10):116, October 1973.
0273
CONSTRUCTION MATERIALS
AND EQUIPMENT
A simple device designed to protect fluid
handling equipment, avoid shutdowns, and
ensure cleaner products 1s the basket
strainer. Because It has no moving parts
to wear out, a basket strainer virtually
lasts forever. Basket strainers are In-
stalled 1n»liquid lines that require regu-
lar or frequent cleaning and hold consid-
erably more material and produce less pres-
sure drop than Y-strainers. Basket
strainers, Installed upright 1n a horizon-
tal run of pipe, usually are larger 1n
diameter than the size of the pipeline.
For cleaning, the basket 1s lifted out
from the top. a practice especially advan-
tageous when the filled basket Is heavy.
The efficiency of a basket strainer de-
pends on how well It 1s matched to the
application. Several points, herein de-
tailed, to be Investigated prior to se-
lecting a strainer Include: ratio of
screen area to pipe area, size of strainer
openings, basket cleaning requirements,
overall size, and materials of construc-
tion.
Plant Engineering, 27(19):120-123,
September 20, 1973.
hauled the high density polyethylene plas-
tic pipe across the waterway. Concrete
collars were placed around the circumfer-
ence dfthe pipe to sink It. When the
pipe reached Its destination on the north
bank of the channel, it was filled with
water to further aid in the sinking pro-
cess and settled into an already prepared
trench, four feet deep. The flexibility
of the pipe permits it to contour to the
channel bottom. The entire 1320-foot
length of pipe in 40-foot sections was
joined in two days by a three-man crew.
Joining the sections required from 20 to
25 minutes for each joint of this partic-
ular diameter.
Water and Sewage Works, 120(8):54-55.
August 1973.
0275
In extending a highway In Paramus, New
Jersey, the outfall from part of the drain-
age system consisted of half-section rein-
forced concrete pipe. The half-sections
were bedded on a 2-foot thick by 8-foot
wide cushion of 1.5-inch broken stone,
which was shaped to the curvature of the
pipe to allow 12-inch stone imbedding.
This procedure provided both a satisfac-
tory support for the pipe and its immobil-
ity during other construction operations
in the vicinity. A reasonable capacity
for a section of this size on the slope
given 1s approximately 75 cfs. This would
indicate a depth of flow of about 18 in-
ches and provide nine Inches of freeboard.
Much of the design of the project was per-
formed by Raimondi Engineering Associates
of Monroe, New York.
Public Works, 104(10):94, October 1973.
0276
0274
The Installation of a force main sewer
across the Middle Thorofare Channel in
Wildwood, New Jerse- required less than six
hours. The 1320-""t long, 14-inch diame-
ter line now conr-:-:-. Diamond Beach to the
area's main sev/e- ;jard boats stood watch
on both approacrie. ;o the channel as a wire
cable, pulled by a true I--.noun ted winch
80
HYDRO LOG 1C ASPECTS
Presently there exist many procedures and
methods for the separation of surface and
groundwater runoff by hydrographs; however,
their solutions only are applicable for
-------
those localities and physicogeographical
conditions for which they were derived.
The effect of the runoff depths on the
accuracy of the rain fall-runoff relation-
ships has been determined using six
methods of surface runoff separation with
the rainfall-runoff relationships calcula-
ted on the basis of the parametric expres-
sion of its conditioning factors. From
experimentation, the best conditioning fac-
tors were found to be: mean casual rain-
fall values, duration of the casual rain-
fall, mean relative air moisture ten days
prior to casual rainfall, index of pre-
ceding rainfall ten days prior to casual
rainfall, and index of the preceding dis-
charges expressed as the initial discharge
at the point of rise of the flood hydro-
graph. The results based on the total
coefficient of correlation and all other
statistical characteristics show that the
closeness of rainfall-runoff increases
with the increasing number of the condi-
tioning factors up to the six and then
remains almost constant. Thus, the dif-
ferences in the direct runoff determination
by separation of the flood hydrograph com-
ponents as according to particular ex-
pressions of rainfall-runoff relationships
and their statistical characteristics are
not substantial and that differences be-
tween mean values of the direct runoff,
its standard deviations, and its total co-
efficients of correlation for the particu-
lar methods of the runoff depth'determina-
tion are negligible on the one percent sig-
nificance level.
Vodohospodarsky Casopls, 21(3-4):335-350,
1973. 12 refs.
0277
An experimental study on the groundwater
drainage flow to a system of horizontal
parallel drains bedded in an homogeneous
and isotropic porous media has been under-
taken. This problem of two-dimensional
filtration flow in a vertical plane in-
vestigated by the viscous analogue is based
on the author's previous work in which the
decreasing speed of the depression level
vertex point in the midpoint of parallel
drain spacing was studied. Thus, the
relationship between the monentaneous rela-
tive height of this vertex point and the
total relative groundwater volume runoff
with a decreasing depression level is the
herein detailed subject. It is shown that
the vertex point drop speed and momentan-
eous and maximum measuring drainage run-
off do not depend on the geometrical shape
of the drain but on its filtration active
perimeter. The distance of the imperm-
eable layer surface significantly affects
the drop ipeed of the depression level be-
tween the drains; and, the closer the
drains are bedded to the surface of the
impermeable surface the greater is the
retarding effect of the impermeable layer
surface which then cannot be considered
as negligible.
Vodohospodarsky Casopis, 21(3-4):410-436,
1973. 6 refs.
0278
SEWERS
In Toronto, Canada, activities with respect
to water pollution abatement are mainly
directed towards the upgrading and mainten-
ance of its sewer system and related struc-
tures. The City had a thorough study of
the problem of combined sewer overflow and
established a sewer program in 1965 to con-
vert all combined sewers to road storm and
sanitary sewers, with completion projected
for sometime prior to the year 2000. The
road storm sewer system has been designed
so that future total separation can be
implemented. With the installation of the
road storm sewers, which began in 1966 at
an annual average rate of 18 miles, the
gradual elimination of the source of pol-
lution associated with overflows 1s being
brought about. Fifteen sewer gage record-
ers are presently in use for the contin-
uous recording of combined overflows in
the waterfront and tributary streams with
an additional 13 recorders to be installed
by the end of 1973, thus completing the
monitoring of the major outfalls in the
city. A thorough field investigation pro-
gram is being implemented to locate, trace,
and correct sources gf pollution which
arise from illegal and erroneous connec-
tion of drains and sewers in separated
areas, as well as inspections to determine
industrial waste infringements. The aver-
age cost associated with the investigation
of improper cross-connections amounts to
$23 per household and the average unit cost
81
-------
for corrective measures totals $650.
Water and Waste Engineering, p. 69,
September 1973.
0279
On May 6, 1973, flood waters in the Metro-
politan Denver area washed out more than
200 feet of interceptor sewer. This damage
required immediate action by the District
to protect the public health and welfare
and also to protect District facilities.
The actual repair work commenced on May
12th and the pipe repair portion of the
work was completed and flow returned to the
sewer on May 20th. As much of the bolted
pipe as was usable (112 feet) was sal-
vaged for replacement and the amount of
standard reinforced concrete pipe (120
feet) needed to complete the project was
purchased. A reinforced concrete base was
first constructed to support the pipe
which was placed on the base the following
day. A steel reinforced concrete encase-
ment was poured around the pipe. The pipe
replacement work and sewer cleaning work
were accomplished in accordance with the
provisions of a negotiated incentive con-
tract. The actual total cost for the pipe
replacement and sewer cleaning work was
$34,106.49, well below the original en-
gineers' estimate of $50,000.
Public Works, 104(10):96-96, October 1973.
0280
is displayed locally in numerical form and
then transferred to eight-hole punched
paper tape in computer-compatible form.
Water level is also measured as part of the
sequence by a resistance level gage and
again displayed in numerical form; read-
Ings are not affected by the condition of
the year. The data is then automatically
combined with the ultrasonically-
determined velocity to compute volumetric
flow rate.
Ultrasonics. 11(5):195-196, September 1973.
0281
A procedure for the simultaneous determina-
tion of Cu+2, Pb+2, Cd+2, and Zn+2 ions in
city water which has been retained in the
water pipes- for 24 to 72 hours has been
developed. The ions are electrodeposited
on a Balanced Head Stationary Hanging Mer-
cury Drop Electrode (BHMDE) at -1.5 volt
vs. Hg pool for a period of five minutes
with stirring at 300 rpm in 0.5 M sodium
acetate and 0.1 M potassium tartrate sup-
porting medium. The relationship between
the dissolution peak currents and pre-
electrolysis potential, the effects of
foreign cations on Cd and Pb, and the
effects of the surface active substance
on the dissolution currents of Cu, Pb, Cd,
and Zn were examined. A good linear
relationship as obtained by the standard
addition method was observed between the
concentrations of ions and the wave heights
1n the range of 0.5 x 10-7 M to 5 x 10""
M.
Bunseki Kagaku, 22(6):763-770, June 1973.
13 refs.
0282
ANALYTICAL TECHNIQUES
AND INSTRUMENTATION
An ultrasonic flowmeter which will directly
measure total flow rates in rivers has been
developed by the Water Resources Board and
the Atomic Energy Research Establishment
in Harwell, England. The equipment offers
no obstruction tc the river flow and oper-
ates automatically and continuously. Meas-
urements are made at pre-selected intervals,
normally every 15 n.imt'e*, and the result
A systematic comparison of all important
criteria for the selection of either
scandium-46 or iridium-192 as the radio-
isotopic glass tracer for bed-load trans-
port studies in rivers and estuaries has
been attempted. This study was restric-
ted to only these two tracers as they are
found to be the only strong contenders for
long-range quantitative studies. Results
indicate that except for the transport
82
-------
problem, Sc-46 appears preferable to Ir-
192 in all other aspects, particularly
with regard to the production of the In-
active tracer and field measurements. Fur-
ther the use of Sc-46 provides higher de-
tection sensitivity with less effect on
the response due to variations in the bed-
detector distance.
Journal of Hydrology, 19:189-204, 1973.
8 refs.
0283
A modified asbestos mat-fiber glass filter
method is presented for the analysis of
suspended solids in wastewater process
streams. A comparative evaluation was made
among this method, the conventional as-
bestos mat, and the fiber glass disk
methods. From the standpoint of analyti-
cal performance, the three mats compared
favorably in terms of precision of mea-
surement and showed good reproducibility.
In all of the solids determination, the
individual results from each sample were
within ten percent of the combined mean
for all three types of filter media. The
combination mat tends to distribute par-
ticles throughout the asbestos fiber and
prevent them from clogging as with the
fiber glass disk. With the asbestos mat
method, the required filtration period is
generally about three times as long as that
necessary with a combination mat. Thus, it
appears that the use of a combination fil-
ter mat will facilitate considerably more
rapid analysis for suspended solids with
no apparent loss of analytic accuracy.
Journal of the Water Pollution Control
Federation, 45(9):1853-1858, September
1973. 3 refs.
0284
GOVERNMENT-SPONSORED
REPORTS
A brief review of the characteristics of
sto'rin and combined sewer flows is given
followed by a general discussion of the
purposes for and requirements of a sam-
pling program. The desirable character-
istics of automatic sampling equipment are
set forth and problem areas outlined. A
compendium of over 60 models of conmercial-
ly available and custom designed automatic
samplers is given with descriptions and
characterizations of each unit presented
along with an evaluation of its suitabil-
ity for a storm and/or combined sewer ap-
plication. A review of field experience
with automatic sampling equipment is
given. A technical assessment of the
state-of-the-art in automatic sampler tech-
nology is presented. Design guides for
development of a new, improved automatic
sampler for use tn storm and combined
sewers are included.
EPA/ORM Report No. EPA-R2-73-261, Contract
No. 68-03-0155, June 1973. 233 p, 29 refs.
0285
PATENTS
A sewage treatment and cooling system has
been patented by Cherne Industrial, Inc.
The system includes a sewage treatment con-
duit in which liquid sewage is conveyed
along an extended continuous loop or re-
circulating path, with means for intro-
ducing additional sewage at least at one
point along the conduit, and with means
for feeding at least a portion of the li-
quid from the conduit through the cooling
condensers of an operating plant and back
into the sewage treatment conduit. Pro-
pulsion and treating means are included
for maintaining at least a minimum rate
of flow in the conduit to prevent settling
of solids and for aerating the liquid. A
plant cooling system pumping means prefer-
ably serves as one propulsion means for
moving the liquid along through the con-
duit. Liquid in the conduit is aerated
both for cooling it to the degree required
for reuse in the cooling system and for
oxygen enrichment to promote the desired
sewage tfeatnfent. Liquid is removed from
the sewage treatment conduit to settling
tanks at a rate substantially equal to the
rate of incoming flow of sewage less eva-
poration and other losses.
83
-------
United States Patent 3,760,946. Applied
March 31, 1971. Issued September 25,
1973.
0286
Apparatus and method for the electrolytic
treatment of sewage is disclosed. Accord-
A water pollution monitoring system which
may be coupled with data handling and pro-
cessing equipment has been patented. Vary-
ing levels of pollutants are detented by
means of a variety of sensors and an elec-
trical signal corresponding to the pollu-
tant level is processed for recording
and/or transmission. Means are provided
for automatic periodic cleaning of the
sensors so that a high level of accuracy
can be maintained for an extended period
of time. Additional means are provided
for data reduction within the system to
reduce massive volumes of detected infor-
mation to that which is specifically of
interest to the equipment operator.
Still further means are provided for con-
trolled suspension of the system in aqueous
media to maximize system operation.
United States Patent 3,762,214. Applied
May 21, 1971. Issued October 2, 1973.
0287
A patent has been assigned'to L. M. Crampton
for a system of treating sewage in which
the sewage passes a grinder to reduce the
solids and then goes into a holding tank
underground. The sewage flows from the
holding tank to an evaporator with the pro-
ducts of combustion flowing over water heat-
ing coils and under the holding tank to
heat the sewage water and to preheat the
holding tank, Condensate from the products
of combustion flows to a holding tank and
from there into the ground with the gas-
eous material passing off through a stack.
United States Patent 3,762,549. Applied
July 2, 1971. Issued October 2, 1973.
0288
ing to the method, electrolytic treatment
of a stream in a sewage treatment plant is
provided at one or more selected locations.
The apparatus employed includes one or
more electrolytic assemblies using anodes
formed by a coating of lead dioxide on a
substrate of graphite or titanium and a
hollow, cylindrical metal tube which forms
the cathode. Electrolyte flows through
the assembly from an"inlet conduit near
the bottom to an outlet conduit near the
top, and electrical connections are made
to the exterior cathode can and to a por-
tion of the anode substrate which protrudes
from the top of the assembly.
United States Patent 3,764,500. Applied
October 28, 1970. Issued October 9, 1973.
0289
MODEL STUDIES
A model has been developed with the objec-
tive of utilizing the total storage capa-
city available in the system in such a
manner as to minimize the water pollution
resulting from overflows at individual
points within the system. In addition,
it is required that no abrupt changes in
control be admitted, as this is likely to
lead to undesirable surges. The nonlinear
model is shown to fit within the framework
of an optimal regulator problem with deri-
vative constraints. The optimal feedback
control law is derived and compared with
the optimal bang-bang controller. The
solution technique that is presented may
be applied to many combined storm-sewer
systems in which the flows through the
systems to the treatment plants may be
controlled. It may be used by city engin-
eers to determine necessary modifications
to existing systems in order to meet the
new standards regarding water pollution.
IEEE Transactions on Systems, Man, and
"Cybernetics, SMC-3(5):450-455, September
1973. 9 refs.
0290
84
-------
TREATMENT METHODS
AND FACILITIES
Expansion and modernization of two waste-
water plants 1s helping Milwaukee, Wiscon-
sin protect the waters of Lake Michigan.
Unique features at the Jones Island plant
Include fine and coarse screening In lieu
of primary settling basins, the use of
waste pickle liquor for effective phos-
phorus removal at almost negligible cost,
and sludge disposal by production of
commercially-marketed fertilizer under the
well-known name, M11organite. Included In
the modernization project 1s utilization
of waste heat from the generators to aid
1n the drying process 1n the Milorganite
production. The South Shore plant capa-
city 1s rated at 120 mgd but provisions
have been made to accommodate three times
this flow through the treatment process
with bypassing of sewage Into the lake.
The aeration basins are designed for con-
ventional and step aeration, the final
settling basins are octagonal in shape.
plant units are arranged to provide for any
quarter of the plant to be Isolated and
operated Independently in times of storm
flow or for experimental purposes, and
chloHnatlon of the effluent 1s effected 1n
the outfall conduit with the necessary de-
tention time being provided in the 132-Inch
pipeline extending approximately 2000 feet
Into Lake Michigan to a water depth of 25
feet.
Water and Wastes Engineering, 10(9):64-67,
September 1973.
0291
The aim of a novel wastewater-cleanup sys-
tem, called Pressure Pipe Treatment (PPT)
and developed at the Irvine Ranch Water
District in California, 1s to clean waste-
water by activated sludge treatment while
conveying 1t long distances. PPT elimin-
ates the need for a conventional secondary
treatment plant because the bacterial pro-
cess takes place in a pipeline while the
wastewater 1s transported from homes and
businesses to the point of reuse. Much of
the usual primary treatment equipment
also is not required. The Initial opera-
tion in the process puts raw sewage through
a high-rate screening unit to separate
solIds. The solids are ground and sent to
an aerobic sludge activator, which begins
the activated sludge process. Activated
sludge 1s then combined with the liquid
portion of the sewage in the pipeline and
oxygen is injected not only at the start
of the pipeline, but also at several points
en route. The sludge-free water is mean-
while treated in a sand filter for addi-
tional suspended solids removal. PPT is
expected to utilize nearly 100 percent of
the oxygen supplied and requires one hour
residence time for pipeline treatment; re-
latively short pipe-runs are possible.
Chemical Engineering, 80(22):32, 34,
October 1, 1973.
0292
The largest aerobic biochemical fermenta-
tion tank ever produced in the world,
based on the Kanegafuchi Chemical Indus-
tries' research, has been developed in
Japan. The Kaneka-type Deep Aeration Tank
has a fast oxygen supply method while main-
taining high efficiency. This high oxygen
dispersion rate 1s possible since the depth
of the liquid in this tank 1s much greater
than the commonly accepted pool-type aera-
tion tank. The greater depth of the tank
decreases the necessary space to one-
fourth or one-fifth of previous pool-type
tanks. Also, the activated sludge process
employing this tank has an excellent aera-
tion result since the waste liquid flowing
into the aeration tank is immediately dis-
persed Into the sludge and BOD concentra-
tion is distributed evenly. The system is
ideal for treatment of waste liquids with
high BOD concentrations, such as those
produced by marine product processing,
various fermentation processes, food, milk,
and dairy product processing, beverage
manufacturing, city sewage, and other or-
ganic liquid wastes.
Report prepared by the Kanegafuchi Chemi-
cal Industries Co., Ltd., 5 p, 1973.
0293
85
A two-mi 11 ion-dollar advanced wastewater
treatment plant at Rosemount, Minnesota 1s
-------
nearing completion under the supervision of
the Sewer Board System. The plant is de-
signed for a 600,000-gpd average capacity
with sizable expansion possible. Raw sew-
age enters the plant through a one-inch bar
screen that,removes large objects and
trash. After flowing by gravity through a
common flume into a wet well, the sewage
is divided into two separate treatment
trains. The first process component in
each train is an Ecodyne Reactivator clar-
ifier which uses lime to precipitate phos-
phates as calcium phosphate. After clari-
fier retention of four hours, effluent pH
is lowered from 11 to 8.5 before entering
four ecodyne Graver Monoscour filters (two
filters handle each section of the stream).
The dual media filters reduce inorganic
and organic suspended solids to 3-5 ppm in
filtered effluent. After filtration, the
effluent «s pumped to a filtered water
holding tank that regulates any surges
occurring in the system. From the holding
tank, water is pumped to six carbon adsorp-
tion tanks, three on each stream, for re-
moval of dissolved organics. The effluent
then enters a secondary set of four Ecodyne
Monoscour filters to remove fine solids,
flows to another holding tank and then into
an ion exchange vessel for ammonia removal.
Effluent from the ion exchange system, the
last treatment step, is discharged from
the plant with less than one ppm ammonia
nitrogen.
Environmental Science and Technology.
7(9):804-805, September 1973.
0294
An automatic antifoam feed system in which
the system senses changing demand for anti-
foam and adjusts the chemical feed rate
has been developed for use with aeration
basins. The heart of this foam probe sys-
tem is a sensing electrode that detects the
level of foam by conductivity. The sens-
ing electrode is installed in the foaming
system at the maximum desired foam height.
The foam probe system operates by feeding
a small amount of antifoam continuously
from a base load pump and additional anti-
foam from an automatically controlled surge
pump. The surge pump is activated only
when foam touches the foam sensing
electrode.
Water and Sewage Works, 120(8):56-57.
August 1973.
0295
Note:
Due to a printing error in the October
issue of AfTB, item 0267 has been corrected
to read as follows:
The feasibility of temporarily detaining
storm and combined sewage in natural under-
ground formation has been demonstrated and
was to proceed in three phases. Five
sites were selected for subsurface geo-
logic and geophysical investigation for
the purpose of determining which site
possessed subsurface conditions most
suitable for storing and retrieving
storm and combined sewage. The geophysi-
cal work required six resistivity sound-
ings as well as a resistivity survey in-
voivinn five traverses. Gased on this
•,vor!c, three sites were selected for four-
inch test boring. Two of the sites were
too shn-ow for lator demonstration of the
86
technique. The third site was selected
for the test pumping of Phase I. Because
of limited underground storage availability
the City of South vSt. Paul elected not to
continue with Phases II and III. Included
in the scope of work for Phase I was an
investigation, analysis, and discussion of
methods of solids separation which might
be used for storm and combined sewage in
Phase II and III, prior to injection of
the effluent underground.
EPA/ORM Report No. EPA-R2-73 242, Project
No. 11030 DSL, Program Element 1B2034, May
1973. 70 p.
0267
-------
MUNICIPAL TECHNOLOGY BULLETIN
Volume 1, Number 12
December 1, 1973
CONTRUCTION EQUIPMENT
AND MATERIALS
Water and Wastes Engineering, 10(10):44,
October 1973.
0297
A new drainage system 1n the low lying
sections of Luna Pier, Michigan 1s par-
tially completed resulting 1n storm over-
flow disappearance within two hours. It
used to remain in the streets for days!
The key to the new system Is two single-
pit pumping stations. Each contains a
pair of Flygt Corp. submersible pumps
rated at 2500 gpm per unit. Pump controls,
mounted In a weather-tight panel above
ground at each station, are programmed to
operate the pumps on alternate cycles. Li-
quid level sensors, also supplied by Flygt
Corp., control pump operation. Also, a
change In the cross-section of street pave-
ments, constructed with a valley or swale
In the center. In those areas subject to
flooding allowed the use of only one catch
basin at each Intersection (Instead of
four) and only one sewer line running
along the center of the street.
The American City, 88(9):116-117, Septem-
ber 1973.
0296
A new slide-away sewage pump coupling has
reduced periodic maintenance check downtime
at the Mansfield, Ohio Sewage Treatment
Plant from several hours to about thirty
minutes. The time saving Is due to the
coupling's combination of stationary and
movable coupling faces that can be discon-
nected 1n minutes as opposed to hours In
conventional sewage ejector Installations.
The Peabody Barnes coupling automatically
guides the pump Into operating position
when His lowered Into the pit. With
this new Installation, using a one-ton
block and tackle, a two-man maintenance
team can lift the punp, clean It, and drop
1t back Into position; 1t 1s no longer
necessary to drain the pit or unbolt the
pump from Its connections.
MODEL STUDIES
The cost of sewerage systems constitute
a major fraction of the overall cost of
wastewater disposal. Optimal design of
such systems can be approached by employ-
Ing dynamic programming. A procedure by
which the optimal design can be obtained
has been developed, but 1s not practical
at the present time due to limitations In
computer space and computation time. An
alternative, more restrictive, procedure
has been proposed by which a suboptlmal
design can be obtained at a reasonable com-
putation effort. This optimization proce-
dure has been applied to small sewerage
networks, both hypothetical and real, where
its usefulness was clearly demonstrated.
Large sewerage systems may be decomposed
to smaller subsystems, which are optimized
Internally, and later recombined to a sin-
gle optimal network. Development of more
advanced computers may render the proce-
dure applicable for obtaining the absolute
optimal design of large networks.
Journal of the Environmental Engineering
Division. ASCE, 99(EE5):703-716, October
1973. 7 refs.
0298
Model rainfall for the dimensioning of
mixed sewer systems has been derived from
time analyses of heavy rainfalls In Prague,
Pi1 sen, and Brno to obtain the loading of
the sewer system due to rainfall preceding
the main period of preci Dilation. Rainfall
with an Initial peak period occurring with-
in the first half of the total duration
87
-------
was predominant; rainfalls with uniform and
non-uniform Intensity distributions were
found to be of equal frequency. The rain-
fall profile, composed of three sections,
Includes: that of the Initial rainfall
period with 25 percent of the average In-
tensity of the precipitation period and of
the same duration as the latter; a second
phase of the precipitation period; and, a
final rainfall period.
Gas- und Uasserfach, Uasser/Abwasser.
114(9):435-440, 1973. 7 refs.
0299
be a defect of this method that acetic
add does not consume chlorine even under
Irradiation. Values obtained for two
groups were rather complicated as com-
pared with COD; however, rough differen-
tiation between these twolgroups of com-
pounds would be possible. The propor-
tionality and addltlvlty of chlorine con-
sumption data In mixed solutions were ob-
tained only In low substrrte concentra-
tions. As the photosensltlzers 1n this
method, mercury and lead salts were found
effective.
Tokyo Kogyo Shi kenjo Hokoku. 68(7):257-265,
July 1973. 9 refs.
0301
The effects of operating a plant with a
constant sludge-wastage rate and with a
constant concentration of mixed-liquor
solids have been Investigated by computer
simulations. From a theoretical point of
view. If any sewage parameter Is not com-
pletely stable then a slightly better qual-
ity effluent 1s likely to be achieved when
the plant Is operated with a constant spe-
cific wastage rate. In practice, however,
the slight Improvement 1s not likely to
be measurable. The effects of a sudden
stable Increase or a slug dose of sewage
substrate and bacterial content on the
plants operated In the above two ways have
been simulated together with diurnal var-
iations 1n sewage flow, and 1n concentra-
tions of bacteria, debris, and substrate
In the sewage.
Mater Research, 7(10) -.1439-1452. 1973.
2 refs.
0300
Laser Raman spectroscopy has been used to
detect a salt of a herbicide. 2,4-d1chloro-
phenoxy acetic acid, In water solution at
concentrations as low as 500 ppm. In this
experiment, all spectra were excited with
a 50 mW He-Ne gas laser at 6328 angstroms.
Lower concentrations should be detectable
with a more powerful laser at higher fre-
quency. The Raman spectrum of the pow-
der was substantially different from the
spectrum of the pollutant 1n aqueous solu-
tion. The spectrum of the potassium and
sodium salts were the same for the powder
or aqueous solution. Five strong bands
exist 1n aqueous solution, and four of
these bands are detectable at concentra-
tions as low as 500 ppm. The resonance
Raman effect Is discussed as a possible
method for the detection and Identifica-
tion of small optimal concentrations of
pollutant 1n water.
Water Research, 7(10):1417-1429, 1973.
9 refs.
0302
ANALYTICAL TECHNIQUES
AND INSTRUMENTATION
A continuous method of monitoring water
quality by chlorlnatlon consumption under
ultraviolet radiation has been developed
and examinations performed on aqueous sol-
utions of 51 compounds and raw water at a
purification plant. Combination of chlor-
ine and ultraviolet light permits far
more rapid consumption of chlorine for
various organic compounds than In the case
of mere contact of chlorine and organic
compounds without light. However, It may
A dual beam colorimeter system has been
designed and developed to meet specific
requirements of the Upper Tame Main Drain-
age Authority for routine and continuous
monitoring. An instrument, capable of
electronically processing the output sig-
nal from the colorimeter and printing out
the results in concentration terms, was
created for the system. The operation
of this Instrument, manufactured by Servi-
con Dynamics, Ltd., can be separated Into
-------
the following four sections: the input
amplifiers, linearizer, and subtracter;
tha analog to digital conversion and the
maximum memory system; the digital output
stage; and* the power supplies. Analyses
of chemical oxygen demand as well as am-
moniacal and oxidized nitrogen determinations,
using the automatic printout double beam
colorimeter, agree closely with manual COD
results, yet chemical reactions for the latter
determinations must be watched more closely
for temperature control and potential
oxi dati on.
Process Biochemistry, 8(9):15-17,
September 1973. 3 refs.
0303
As demands for better water quality have
Increased, the need has grown for a con-
venient and reliable method of measuring
down to 0.01-0.05 mg Fe/liter. This de-
termination, herein developed, was con-
fined to absorptiometric methods as most
water laboratories have the necessary in-
strumentation. A literature survey in-
dicated that the chromogenic reagent
2,4,6-tri-(2l-pyridylH,3,5-triazin (TPTZ)
was suitable; optimum conditions for the
use of this reagent were established and
the performance of the resulting method
determined. Advantages of this method
include: good precision derived from the
use of TPTZ; performance i s rapid and
simple; and, substances commonly found
in raw and treated waters cause no ser-
ious Interference.
Water Treatment and Examination,
22(2):100-113, 1973. 15 refs.
0304
An Improved method using potassium dichrom-
ate for the determination of the chemical
oxygen demand of groundwater and surface
water samples has been developed. In this
process, the water sample to be tested is
combined with one gram of mercury sulfate
per 50 ml of water, after which 50 ml of
chromosulfuric acid are added. The flask
then is thermostatized at 140°C for four
hours. The test solution is cooled to
room temperature, diluted with bidistilled
water, combined with two to three drops of
ferroln solution, and finally titrated
with a standard solution of ammonium-
ferrous sulfate until the color shifts
from yellow-green across blue-green to
reddish brown. The method is suitable
from COD determinations within the range
of 0.5-200 mg of oxygen per liter.
Gas- und Wasserfach, Wasser/Abwasser,
114(8):366-370, 1973. 14 refs.
0305
SEWER SYSTEMS
Renovation of sewer lines and manholes
cut infiltration 1.1 mgd at peak loading
in a Georgia community. In early 1971,
the sewage treatment at St. Simons Island
was being subjected to peak loadings of
more than two mgd by groundwater infiltra-
tion through leaking collector lines and
deteriorated manholes and catch basins.
Work was begun in March 1971 with South-
ern Line crews assigned to clean, tele-
vise, and repair more than six miles of
sewage collection lines and renovate 62
deteriorated manholes, the latter accom-
plished by the use of special cement for-
mulas and techniques developed by Southern
Line research. Since project completion,
hydraulic loading on the treatment fa-
cility has diminished from peak values of
over two million gpd to values peaking at
900,000 gpd. Also, sand infiltration has
noticeably been decreased as indicated by
grit chamber loading. According to cur-
rent design criteria, an additional 2000
customers can be added to yield a maximum
loading hydraulically of 1.5 mgd. This
would mean a prospect of doubling the
present loading which could result in a
minimum increase in revenue of $9500 per
month in accord with their present rate
structure.
Water and Wastes Engineering, 10(10):47,
October 1973.
0306
HYDROLOGIC ASPECTS
Sewage was diverted from Lake Sammamish in
September 1968, and since then there have
89
-------
been no significant responses by trophic
Indicators which indicate the lake 1s
beginning to recover. To explain this
delay in response* extensive urban develop-
ment In the lake's watershed was considered
as a factor which might be acting to In-
hibit the lake's recovery. In vitro un1-
algal experiments with water from 13
streams which drain urban and underde-
veloped areas showed that about half of
the streams stimulated algal growth sig-
nificantly, but these streams constitute
less than 14 percent of the lake's total
water income. In eitu experiments showed
that no streams were significantly stimu-
latory to natural populations of phyto-
plankton. Other in situ studies showed
that one urban stream and two from unde-
veloped areas caused substantial Increas-
es 1n perlphyton growth after a 12-day
period, although these increases were not
statistically significant. Results do
not support the contention that urban run-
off 1s seriously enriching the limnetic
region of Lake Samnamish.
Mater Research. 7(10):1505-1516, 1973.
15 refs.
0307
The influence of local precipitation quan-
tity on the loading of mixed water bodies
was studied partly on the basis of system-
atic pluviographlc measurements conducted
1n Ingoldtadt, Munich, and Mittenwald. In-
creases in the quantity, duration, and fre-
quency of the loading, composed of surface
storm runoff, deposits in sewers, and dry-
weather runoff, with increasing precipita-
tion quantity were observed. Results in-
dicate a rapid Increase in the rate of
pollutant deposition with Increasing de-
position time. Also, for high critical
precipitation quantities over 10 liters
per second, climatic factors had little
effect on overflows caused by storm water
over extended periods of time.
Berichte der Abwassertechnischen Verelni-
gung, (26):163-172. 1973. 5 refs.
0308
estimating snow water parameters at site
A by recurrence and the presently used
regression techniques are based on (1)
the value from the previous month at
site A, (2) the value from a reference
site, and (3) the month to previous
month contingency parameter of the refer-
ence course. The recurrence technique,
Pearson type 3, when It was tested on
three central Idaho snow courses was most
useful when method 3 was used to esti-
mate snow depth and either method 1 or
3 was used to estimate the water equi-
valent. Correlation of estimated values
to measured values indicated equal relia-
bility of recurrence and regression analy-
sis when the three methods were used.
The recurrence technique can be used suc-
cessfully in estimating snow water para-
meters and their probability of occurrence.
Water Resources Research, 9(5):1433-1439,
October 1973. 5 refs.
0309
A method has been developed for estimat-
ing climatic expectancies of flood or
drought from the mean and variance of a
precipitation record. An interrelationship
between the distributions of amounts from
the various observing periods is demonstra-
ted so that any one of these records may
be used to estimate the others. The method
is based on the cube root normal distribu-
tion of precipitation and on an observed
tendency for the distrubtion lines to be
parallel. The relationship between monthly,
daily, and so forth amounts must be derived
in some manner from the frequency spectrum
of precipitation rates. This spectrum 1s
shown to have the same profile as the theo-
retical spectrum for atmospheric pressure;
thus the E(f) ^ fs/3 spectrum of kinetic
energy regulates the relationship between
precipitation distributions.
Water Resources Research, 9(5):1235-1241,
October 1973. 10 refs.
0310
A recurrence analysis technique using
probability and contingency relationships
of snow depth, water equivalent, and snow
density is presented. Three methods of
90
PATENTS
This invention is designed to Improve
errors in the previous method of measur-
-------
ing anmonia nitrogen residue in liquid
using a Nessler reagent and comparing the
color of Mi lion's base with the standard
colors of nitrogen solution. Since other
substances and color material are dis-
solved in the test liquid, this measure-
ment method often caused errors. In the
new method, an excess but given amount
of Nessler reagent is added to the sample
liquid and the entire ammonia nitrogen
residue In the liquid is made to react.
The remaining Nessler reagent concentra-
tion is measured by polarography, and thus
the concentration of nitrogen residue is
Indirectly obtained. In using this meth-
od, If the nitrogen concentration range is
narrow, the Nessler additive may be 1n a
small quantity; however, if the concen-
tration range is broad, the amount of re-
agent must be large. The reliability of
the method is excellent.
Japanese Patent Sho 48-11200. Applied
October 9, 1969. Issued April 11, 1973.
0311
while being radially compressed at the
same time.
German Patent 2,122,638. Applied May 7,
1971. Issued August 16, 1973.
0313
A method and apparatus for creating a
flow of aqueous waste periodically which
will eliminate from sewers and manholes
any settled solids accumulated therein
has been patented by the FMC Corporation
of San Jose, California. The system con-
sists of a sewage accumulation tank posi-
tioned in a manhole and communicating with
the liquid sump thereof at a level below
that of the outlet sewer conduit. The
tank Is adapted with vacuum means to Induce
flow of sewage Into the accumulation tank
and means for Introducing air into the
tank to eliminate the vacuum and to release
the accumulated sewage rapidly to join with
the normal sewage flow to produce a flush-
Ing surge of liquid flowing in the sewer
conduit.
Canadian Patent 934,636. Applied August
5, 1971. Issued October 2, 1973.
0312
GOVE RNM ENT-SPONSOR ED
REPORTS
A hydraulic laboratory pilot project was
run in conjunction with mathematical
modeling to refine and demonstrate the
swirl flow regulator/solids-liquid separ-
ator. The device, of simple annular shape
construction, requires no moving parts.
It provides a dual function, regulating
flow by a central circular weir while
simultaneously treating combined waster
water by a 'swirl' action which imparts
liquid-solids separation. The low-flow
concentrate 1s diverted via a bottom ori-
fice to the sanitary sewerage system for
subsequent treatment at the municipal
works, and the relatively clear liquid
overflows the weir into a central down-
shaft and receives further treatment or
is discharged to the stream. The device
is capable of functioning efficiently
over a wide range of combined sewer over-
flow rates, and can effectively separate
suspended matter at a small fraction of
the detention time required for convention-
al sedimentation or flotation. For these
reasons, serious thought is being given to
the use of swirl units in series and in
parallel solely as wet-weather (and domes-
tic sewage) treatment plant systems.
EPA/ORD Report No. EPA-670/2-73-059,
September 1973. 49 p., 13 refs. Paper
Presented at the 45th Annual Meeting of
the New York Water Pollution Control Asso-
ciation, New York, New York, January 22,
1973.
0314
Sealing of sewer pipe connections can be
accomplished by placing the sealing ring
onto the sleeve of one pipe end which Is
to be Inserted in the complementary end
of another pipe. The sealing ring 1s
gradually moved Into Its final position
TREATMENT METHODS
AND SYSTEMS
A method of removing poisonous heavy
metals from sewage by using coal is being
91
-------
developed at the University of British
Columbia 1n Canada. In this system.
sewage passes over a bed of low-grade
lignite coal which attracts heavy netals
such as lead, zinc, copper, chromium,
cadmium, and mercury. In this way, al-
most 100^percent clearance of these
metals has been achieved. It Is esti-
mated that the whole sewage flow of lona
Island, Vancouver which contains 70 mil-
lion gallons a day could be treated with
coal. This would require 700 tons of low-
grade coal, crushed Into V-lnch particles
and spread In an 8-Inch thick bed over an
area of more than an acre. Such a bed
could be used efficiently for at least
200 days. Its cleaning properties could
then be restored by washing with a weak
solution of nitric add which would dis-
solve the metals attracted by the coal.
Materials Reclamation Weekly, 123(11):21,
September 15, 1973.
0315
Recent expansion of the Sacramento, Cali-
fornia main wastewater treatment facili-
ty added a secondary stage Including In-
creased headworks capacity, biological
filters, secondary clarifiers, and the
latest types of automatic control Instru-
mentation. New Instrumentation Includes
Vutronlk solid-state electric miniature
Indicator controllers 1n the sludge-
handling control room and Vutronlk record-
ers 1n the main control room. All Instru-
mentation was furnished by Honeywell to
Fred J. Early, Jr. general contractor for
the main plant expansion program. The
Early firm subcontracted to Honeywell for
supervision services during Installation
and commissioning of the control systems.
Instrumentation, 26(2):7-11, 1973.
0316
Various methods of biological denltrogena-
tion of urban sewage were investigated by
laboratory experiments and a pilot plant
between November 1971 and February 1973,
with application to treatment of urban
•,owa
-------
When the new Gainesville, Florida water
plant goes on-line next year. 1t will be
one of the most automated 40 mgd lime-soda
softening operations 1n existence. Tele-
metry will monitor all plant functions,
while a computer will control the water
treatment processes. The computer also
will tie Into the present telemetry of
the city's water distribution system.
Treatment will consist of lime-soda soften-
ing with two. 85-foot diameter Elmco solids
contact reactor clarfflers. Two submersible-
combustion Ozark-Mahoning recarbonators,
using natural gas, will stabilize the clari-
fied water. The plant will have four fil-
ters, each processing 10 mgd at a 5 gpm/ft2
filtration rate. The Turbatrol mixed media
filters will use granular anthracite and
sand over a Leopold filter underdrain bot-
tom. Turbidity monitoring at the media in-
terface and of the effluent will be provided
as well as loss of head indicators for back-
wash control. Backwash will be started man-
ually by the operator with automatic sequenc-
ing thereafter. Filtered water will be con-
trolled in an 875,000-gallon capacity clear
well for transfer to two 5-mi11 ion-gallon
capacity ground storage reservoirs. A
500,000-gallon capacity wash water tank
will provide a nearly constant head during
the backwash cycle using the plant's Peer-
less pumps.
The American City, 88(9):92-94, September
1973.
0319
Dear Reader:
As you are aware, space is occasionally unfilled at the end of an Issue (due to the
availability of pertinent articles appearing in the literature). In an attempt to use
this space effectively, we are Including notices prepared by the EPA-Project Officer of
meetings, workshops, Idea sessions, and the like, to keep you informed of Government
activities. These notices will appear when time and space allows.
Dee Dee Sandoskl
Notice #1
Users of EPA's Storm Water Management Model
(SWMM) have recently formed a User's Group.
The SWMM, a comprehensive mathematical model
of urban runoff phenomena, 1s extremely use-
ful for Investigating storm and combined
sewer overflow pollution abatement alterna-
tives in planning and design. The SWMM
User's Group meets every 4-6 months and ser-
ves as a forum for the exchange of informa-
tion and applications between users. Infor-
mation about the group and Its activities,
and about SWMM Itself, may be obtained from:
Harry C. Tomo
Municipal Pollution Control Division
Environmental Protection Agency
Office of Research and Development
Washington, D. C. 20460
Notice 12
Representatives from EPA participated together]
with participants from 15 other countries in
the "International Workshop - Instrumentation,
Control and Automation for Wastewater Treat-
ment Systems" in London and Paris In Septem-
ber. The preprints, containing approximately
65 papers, 1s the equivalent of a comprehen-
sive state-of-the-art report. A limited
number are available at a cost of $7.50 plus
handling from:
Dr. S. H. Jenkins
Executive Editor - Water Research
Upper Tame Main Drainage Authority
% Tame Valley House
156-170 Newhall Street
Birmingham, England.
The final printed proceedings will be avail-
able 1n approximately one year from the
International Association" orTwater Pollution
Research.
93
-------
SECTION III
SUBJECT INDEX
(alphabetized by word)
Absorbance Measurements
0057
Absorption
0154, 0304
Abstracts
0075
Acids
0058, 0301
Activated Carbon
0139, 0181, 0244
Activated Sludge
0082, 0101, 0104, 0121,
0211, 0238, 0241, 0260,
0292, 0318
Adsorption
0181, 0250
Aerated Lagoons
0096, 0124, 0291, 0295
Aeration
0104, 0124, 0154, 0195,
0260
Aeration Tanks
0293
Aerator
0118, 0121
Aerobic Bacteria
0215
Aerobic Treatment
0199
Aeromonas kydrophila Mutant
0128
Ai rbags
0225
Akron, Ohio
0273
Albany, New York
0073
Alcoa, Tennessee
0214
Alcohols
0248
Algorithms
0092, 0110, 0201, 0254
0124,
0270,
0233,
Alum
0139
Ammonia
0192, 0251
Anaerobic Conditions
0100, 0260
Analytical Techniques
0004, 0055, 0058, 0059, 0068,
0089, 0107, 0112, 0128, 0129,
0149, 0161, 0166, 0192, 0247,
0248, 0251, 0252, 0255, 0282,
0284, 0302, 0304, 0305, 0309
An ion Exchange
0058
Ann Arbor, Michigan
0208
Antecedent Precipitation
0224
Antifoam Feed System
0295
Appalachian Mountain Region
0042
Application Methods
0049, 0050, 0069, 0113, 0129,
0251, 0254, 0274, 0290, 0293,
0317
Aquatic Environment
0116, 0175
Aquatic Life
0174
Aquifers
0159, 0263
Arcadia, California
0187
Arkansas
0129
Arsenic Compounds
0252
Asbestos Mat
0284
Asbestos Mat-Fiber Glass Filter
0284
Atlantic Ocean
0213
95
-------
Australia
0044, 0160, 0221
Austria
0114, 0132, 0225, 0227
Automatic Control
0233, 0281, 0295, 0303, 0316
Automation
0146, 0285, 0319
Autumn
0245
Baltimore, Maryland
0169
Banks
0176
Barriers
0194
Base Flow
0277, 0278
Basket Strainer
0274
Baton Rouge, Louisiana
0185
Bed Load
0283
Bellevue, Washington
0265
Bentonite
0040
Bernold Sheets
0007
Bibliographies
0075
Biochemical Oxygen Demand
0045, 0049, 0101, 0107, 0111,
0143, 0242, 0260, 0318
Bioindicators
0128, 0161, 0236
Biological Treatment
0045, 0078, 0096, 0119, 0120,
0180, 0217, 0234, 0270
Boca Raton, Florida
0241
Boiling
0259
Borehole Geophysics
0267
Burning
0288
Bypasses
0010
Cadmium
0219, 0282
Calcium
0143
California
0032, 0061, 0123, 0134
Canada
0067, 0168, 0171, 0206, 0240,
0269, 0315
Canals
0176
"Canwel" Process
0240
Capital Costs
0074, 0084, 0110, 0141, 0249,
0264
Carbon
0057, 0243
Carbon Dioxide
0143, 0244
Catalysts
0243
Channel Morphology
0268
Channels
0021
Chemical Oxygen Demand
0100, 0301, 0303, 0305
Chemical Precipitation
0139, 0142, 0247
Chemical Reactions
0055, 0257
Chemical Treatment
0143, 0230
96
-------
Chlorides
0266
Chlorination
0120, 0143, 0181, 0241, 0244,
0291, 0301
Chlorine
0181, 0257
Chromatography
0089
Chromiurn
0219
Cincinnati, Ohio
0208
City Planning
0076
Cleaning
0178, 0196, 0232, 0274, 0280
0287
Climatology
0310
Coagulation
0142
Coal Tar Coatings
0173
Coliforms
0115, 0236, 0249
Colorimetry
0059, 0250, 0303
Combined Sewer Overflows
0273, 0279, 0285, 0314
Combined Sewers
0002, 0009, 0010, 0011, 0052,
0075, 0088, 0101, 0115, 0117,
0140, 0149, 0222, 0232, 0279
Comparative Costs
0142, 0206, 0212
Computer Programs
0035, 0049, 0072, 0081, 0086,
0095, 0111, 0187
Computers
0062, 0081, 0129, 0185, 0186,
0200, 0201, 0223, 0281, 0300,
0319
Concrete Construction
0225, 0256
Concrete Pipes
0203, 0276, 0280
Concrete Placing
0227
Conduits
0079, 0131, 0138,
0179, 0235, 0286
Consolidation
0206
Construction
0001, 0017, 0035, 0051, 0144,
0212, 0213
0144, 0173,
Construction Costs
0047, 0063, 0072,
0187, 0201, 0271,
Construction Equipment
0033, 0122, 0127,
Construction Materials
0007, 0031, 0035,
0126, 0132, 0134,
0276, 0280
Control Systems
0018, 0047, 0048,
0082, 0091, 0186,
Conveyance Structures
OOQ6
Cooling
0154, 0286
Cooling Water
0226
Co-op City, New York
0098, 0173
Copper
0219, 0259, 0282
Correlation Analysis
0277
Corrosion Control
0135
Cost Analysis
0035, 0113
Cost-Benefit Analysis
0086
Cost Comparisons
0169
0086, 0127,
0280
0225
0063, 0098,
0172, 0273,
0079, 0081,
0264, 0316
97
-------
Cost Effectiveness
0141
Costs
0115, 0130, 0169, 0225, 0253,
0254, 0273, 0279
Cranes
0227
Cruz-Air Backhoe
0127
Cutthroat Flume
0148
Cyanides
0059, 0259
Czechoslovakia
0217, 0299
Data Collections
0029, 0030, 0035, 0049, 0076,
0093, 0130, 0157, 0160, 0167,
0186, 0216, 0223, 0224, 0246,
0281, 0301
Data Processing
0047, 0111, 0287
Data Transmission
0253
Deicing
0091, 0266
"Deltrol TeleGen11 System
0253
Denitrification
0317
Denver, Colorado
0065, 0280
uepth-Area-Duration Analysis
0030, 0062, 0308
Design
0016, 0052, 0201
Design Criteria
0009, 0030, 0036, 0062, 0072,
0076, 0086, 0093, 0095, 0111,
0123, 0125, 0148, 0187, 0285,
0299, 0303, 0306
Design Data
0028, 0096, 0294
Design Flow
0036
Design Standards
0072
Detention Reservoirs
0074, 0131, 0273
Detergents
0246
Developing Countries
0249
Dewatering
0053, 0106, 0139, 0168, 0231,
0239
Diatomaceous Earth
0210
Dimensional Analysis
0126, 0177
Discharge (Water)
0030, 0083, 0111, 0241, 0296
Disinfection
0115, 0120, 0258
Dissolved Air Flotation
0083, 0084
Dissolved Oxygen
0045
Distillation
0250, 0251
Distribution Patterns
0013, 0029, 0310
Domestic Wastes
0078, 0105, 0240, 0246, 0270,
0317
Drainage
0018
Drainage Area
0170
Drainage Engineering
0062, 0092, 0093, 0095, 0170
Drainage Systems
0060, 0076, 0082, 0092, 0093,
0095, 0101, 0105, 0153, 0170,
0205, 0256, 0261, 0276, 0278,
0296
98
-------
Drains
0256, 0278
Drilling Equipment
0008, 0038, 0145
Droughts
0165, 0310
dlial Beam Colorimeter
0303
Duration Curves
0308
Dynamic Programming
0086
Earth Handling Equipment
0171, 0205
Economic Efficiency
0113, 0184
Economic Feasibility
0074, 0090
Economics
0017, 0065, 0082, 0094, 0240,
0298
Ecosystems
0116
Efficiencies
0155, 0180, 0219, 0274, 0284,
0314
Effluents
0139, 0195, 0211, 0242, 0258,
0300
Electric Generators
0102, 0122
Electrodes
0192, 0295
Electrolysis
0089, 0152
Electrolytes
0289
Energy Dissipation
0268
Engineering Structures
0086, 0095
Enteric Bacteria
0210
Entropy
0013
Environmental Effects
0266
Environmental Engineering
0174
Environmental Impact
0174
Enzymes
0251
Equipment
0022,
0053,
0098,
0121,
0141,
0178,
0205,
0232,
0285,
0293,
0312,
Erosion
0176
0023,
0054,
0101,
0124,
0147,
0179,
0207,
0234,
0287,
0294,
0314,
0024,
0064,
0103,
0125,
0148,
0184,
0215,
0235,
0288,
0295,
0318,
0027,
0078,
0106,
0127,
0151,
0186,
0230,
0271,
0289,
0297,
0319
0052,
0079,
0118,
0133,
0152,
0198,
0231,
0274,
0292,
0303,
Erosion Control
0090
Errors
0166, 0311
Estimated Costs
0001, 0012, 0035, 0187
Estimating Equations
0092, 0155, 0160, 0166, 0224,
0263, 0309, 0310
Estuaries
0283
Euclid, Ohio
0145
Evaluation
0174, 0175, 0284
Evaporation
0263
Excavation
0099, 0171, 0205
Fairfax County, Virginia
0143
99
-------
Feasibility Studies
0005, 0074, 0090, 0140, 0175,
0236, 0267
Federal Budget
0088
Fertilizers
0291
Fiber Glass Disk
0284
Filters
0106, 0178, 0231, 0270
Filtration
0053, 0143, 0241, 0256, 0278
Fish Behavior
0255
Flextran Pipe
0063
Flocculation
0239
Flood Control
0012, 0060, 0070, 0296
Flood Damage
0012
Flood Data
0167
Flood Discharge
0060
Flood Forecasting
0012, 0155
Flood Frequency
0167
Flood Peak
0070, 0167
Flood Protection
0194
Floodi ng
0187, 0188, 0296
Floods
0165, 0167, 0310
Flow
0151, 0179, 0190
Flow Characteristics
0062, 0129, 0135, 0189, 0190,
0228, 0268, 0285, 0298
Flow Control
0083, 0151, 0230, 0232, 0314
Flow Duration
0016
Flow Measurement
0092, 0146, 0148, 0149, 0191,
0237, 0281
Flow Profiles
0050, 0070
Flow Rates
0028, 0063, 0140, 0191, 0224,
0268, 0281
Flow System
0268
Flowmeters
0281
Fluid Handling Equipment
0274
Flumes
0268
Formwork (construction)
0225
France
0080, 0085, 0131, 0203
Freeze Drying
0005
Frequency Curves
0308, 0310
Froude Number
0177
Future Planning (Projected)
0136, 0272
Gages
0224
Gainesville, Florida
0319
Gas Chromatography
0058, 0248
"Geo-Cel" Process
0273
100
-------
Geologic Formations
0267
Geologic History
0174
Geologic Investigations
0174
Georgia
0306
Grants
0051
Gravity
0053
Great Britain
0060, 0093, 0095, 0102, 0126,
0167, 0170, 0184, 0208, 0223,
0253, 0281, 0303
Groins (Structures)
0176
Groundwater
0108, 0168, 0174, 0266, 0277,
0305
Groundwater Movement
0263
Groundwater Recharge
0189
Growth Rates
0128, 0187, 0307
Half-Section Pipelines
0276
Head-Discharge Relationships
0138
Head Loss
0110, 0129, 0200
Heating
0026
Heavy Metals
0089, 0116. 0219, 0315
Herbicides
0302
Highway Icing
0091, 0266
Highways
0093, 0095
Hoses
0194
Houston, Texas
0204
Hudson River
0117
Human Population
0160
Hungary
0104, 0106
Hydraulic Design
0126, 0191
Hydraulic Models
0110
Hydraulic Properties
0148, 0154, 0180
Hydraulic Radius
0110
Hydraulic Structures
0021
Hydraulic Systems
0094, 0097, 0196
Hydraulics
0138
Hydrogen Ion Concentration
0049, 0162
Hydrogeology
0174
Hydrograph Analysis
0028
Hydrographs
0028, 0062, 0093, 0277
Hydrologlc Aspects
0112
Hydrologlc Data
0013, 0165
Hydrology
0165, 0167
Idaho
0309
Illinois
0009, 0010, 0116
101
-------
Impact (Rainfall)
0299, 0308
Incineration
0080, 0240
Indexing
0075
India
0138, 0176
Industrial Wastes
0046, 0270
Infiltration
0010, 0017, 0019, 0060, 0063,
0069, 0137, 0147, 0169, 0207,
0263, 0306
Inflow
0017, 0111, 0125
Information Retrieval
0075
Inorganic Compounds
0183, 0220
Installation
0006, 0064, 0065, 0098, 0168,
0205, 0206, 0226, 0230, 0262,
0275
Installation Costs
0064, 0066, 0172, 0262
Installation Equipment
0064, 0066, 0067
Instrumentation
0003, 0089, 0146, 0164, 0237,
0238, 0303, 0316
Interceptor Sewers
0002, 0037, 0062, 0081, 0087,
0102, 0109, 0169, 0187, 0280
Investigations
0017, 0077, 0107, 0167, 0218,
0245, 0246, 0307
lonization
0152
Ions
0282
Iridium
0283
Irrigation Engineering
0123, 0147
Irrigation Practices
0147
Irrigation Systems
0147
Itasca, Illinois
0124
Japan
0001, 0005, 0012, 0020, 0048,
0071, 0082, 0089, 0101, 0206,
0212, 0216, 0218, 0229, 0242,
0293
Iron
0259, 0304
102
Jets
0196
Joints (Connections)
0019, 0135, 0197, 0261, 0313
Joslyn Drain
0172
Laboratory Equipment
0249
Laboratory Tests
0100, 0126, 0134, 0139, 0243,
0245, 0283, 0314, 0317
Lake Erie
* 0165, 0296
Lake Mendota
0245
Lake Michigan
0291
Lake Sammamish
0307
Lakes
0218
Laminar Flow
0126, 0190
Land Use
0271
Landfills
0241
Las Vegas, Nevada
0158
Leaching
0245, 0257
-------
Lead
0219, 0282
Leaves
0245
Legislation
0009, 0010, 0011, 0017, 0051
Lignite
0315
Lime
0244
Linear Programming
0254^
Linings
0193, 0204
Liquid Wastes
0054, 0286, 0291, 0311
Load Distribution
0071, 0107
Los Angeles, California
0228, 0254
Luna Pier, Michigan
0296
Magnesium Carbonate
0142
Maintenance
0061, 0133, 0216
Maintenance Costs
0061, 0185
Manholes
0095, 0306, 0312
Mansfield, Ohio
0297
Mathematical Models
0015, 0068, 0070, 0093, 0096,
0097, 0110, 0112, 0138, 0177,
0254, 0298, 0314
Mathematical Studies
0028, 0052, 0072, 0094, 0149,
0263, 0278, 0310
Measurement
0025, 0055, 0140, 0147, 0164,
0208, 0238, 0304, 0308, 0311
Mercury
0161, 0247
103
Metals
0219
Methodology
0034, 0040, 0151, 0152, 0224,
0232, 0233, 0289, 0292, 0294,
0301, 0310, 0312, 0315
Microorganisms
0119
Microstrainer
0115
Microwaves
0026
Mleder Scraper
0184
MUford, Connecticut
0262
Milwaukee, Wisconsin
0099, 0291
Mini-John Tunneler
0099
Mississippi River
0165, 0226
Missouri
0037, 0109, 0226
Missouri River
0037
Model Regeneration
0156
Model Studies
0049, 0050, 0052, 0069, 0071,
0093, 0112, 0113, 0116, 0136,
0137, 0156, 0175, 0176, 0187,
0202, 0223, 0254, 0268, 0290,
0298, 0299, 0314
Monetary Benefits
0148
Monitoring
0019, 0073, 0162, 0175, 0185,
0186, 0216, 0219, 0237, 0253,
0287, 0301, 0303
Monmouth County, New Jersey
0213
"Mono-Line" Pipe
0204
Monthly
0165, 0188
-------
Moscow, U.S.S.R.
0043
Municipal Wastes
0042, 0046, 0051, 0080, 0220,
0244, 0269
Narayana - Riley Model
0068
Nessler Reagent
0311
Network Design
0298
Neutralization
0244
Neutron Absorption
0004
NATM (New Austrian Tunneling Method)
0114
Newport, Rhode Island
0144
Nitrilotriacetic Acid
0058
Nitrogen
0143
Nitrogen Compounds
0251, 0303, 0311
Nomograms
0056
Northern Ireland
0157
Nova Scotia
0207
Numerical Analysis
0137, 0190, 0223
Nutrient Requirements
0307
Nutrients
0246
Odor
0271
Ohio
0019, 0039
On-Site Investigations
0279
On-Site Tests
0073, 0285
Open Channel Flow
0268
Open Channels
0177
Operating Costs
0035, 0074, 0084, 0141, 0142,
0211, 0249, 0262, 0264
Operation and Maintenance
0032, 0048, 0123, 0189, 0211,
0279, 0297
Operations
0096, 0292
Operations Research
0097, 0136, 0300
Optimization
0086, 0094, 0097, 0200, 0290,
0298, 0304
Optimum Development Plans
0090
Organic Compounds
0243, 0259, 0301
Organic Matter
0057, 0115, 0183, 0220
Organic Wastes
0317
Outfall Sewers
0213
Outlets
0064, 0276
Overflow
0009, 0016, 0021, 0036, 0050,
0052, 0075, 0186, 0290
Overflow Control
0125, 0264
Overflow Quality
0052
Overflow Quantity
0052
Overflow Storage
0074, 0081, 0265
Overland Flow
0016
104
-------
Oxidation
0259, 0303
Oxygen
0215
Oxygen Requirements
0238
Oxygenation
0199
Ozone
0180, 0182, 0243
Paper Drains
0206
Parametric Hydrology
0015, 0277
Paramus, New Jersey
0276
Patents
0020,
0025,
0078,
0121,
0154,
0182,
0196,
0232,
0256,
0261,
0311,
Paving
0221
0021,
0026,
0079,
0150,
0178,
0183,
0197,
0233,
0257,
0286,
0312,
0022,
0027,
0118,
0151,
0179,
0193,
0198,
0234,
0258,
0287,
0313
0023,
0053,
0119,
0152,
0180,
0194,
0199,
0235,
0259,
0288,
0024,
0054,
0120,
0153,
0181,
0195,
0231,
0255,
0260,
0289,
Peak Discharge
0028, 0109, 0306
Pensacola, Florida
0318
Performance
0304
Periphy ton
0307
Phenols
0250
Philadelphia, Pennsylvania
0115
Phosphates
0004, 0260
105
Phosphorus
0100, 0143, 0220, 0245,
Physical-Chemical Treatment
0139, 0210, 0244
Phytoplankton
0307
Pilot Plants
0106, 0139, 0215, 0240,
Pipe Driving
0227
Pipe Flow
0094, 0129, 0164, 0190,
Pipe Foundations
0227
Pipeline Characteristics
0094, 0200, 0229, 0275,
Pipelines
0006, 0031, 0034, 0045,
0064, 0067, 0085, 0087,
0098, 0130, 0132, 0135,
0151, 0168, 0169, 0173,
0200, 0201, 0213, 0216,
0228, 0276, 0280, 0292,
0306
Piper Creek
0174
Pipes
0021, 0031, 0063, 0098,
0193, 0197, 0204, 0229,
Piping Systems (Mechanical)
0024, 0033, 0226, 0298
Plastic Pipes
0006, 0032, 0063, 0065,
0087, 0126, 0134, 0135,
0150, 0204, 0229, 0275
Plastics
0024, 0066, 0193, 0194
"Pneumo-Falsework" System
0225
"Poclain RC-200" Excavator
0205
Poland
0130
Polarographic Analysis
0311
0246
0317
0200
0276
0063,
0094,
0150,
0196,
0227,
0296,
0138,
0261
0066,
0146,
-------
Pollutant Accumulation
0116
Pollutant Identification
0128, 0218, 0236, 0302
Pollutant Transport
0116, 0287
Pollution Abatement
0019, 0088, 0132, 0208, 0214,
0279
Polyelectrolytes
0139
Polymers
0268
Polyvinyl Chloride
0031, 0065, 0135, 0209
Ponds
0218
Pontiac, Michigan
0172
Porous Media
0278
Potable Water
0090, 0142, 0159, 0272
Potassium Compounds
0305
Power Operation & Maintenance
0122, 0318
Power System Operation
0102, 0122
Powerplants
0046, 0226
Precipitation (Atmospheric)
0111, 0223, 0299, 0310
Precipitation Excess
0108, 0308
Precipitation Intensity
0029, 0030
Pressure Conduits
0034, 0045, 0073, 0226
Pressure Measuring Instruments
0163
Pressure Pipe Treatment (PPT)
0292
106
Prestressed Concrete
0226
Probabi1i ty-Cont1ngency Relati onships
0309
Probable Maximum Precipitation
0029
Project Planning
0001, 0011, 0043, 0044, 0174,
0254, 0279
Protective Coatings
0228
Publications
0075
Pump Coupling
0297
Pumping
OQ73, 0212
Pumping Plants
0002, 0109, 0122, 0143, 0144,
0158, 0185, 0212, 0296, 0318
Pumps
0073, 0226, 0296, 0297
Racine, Wisconsin
0264
Radial Compression
0313
Radioactivity Techniques
0164
Rad1o1sotopes
0162, 0164, 0283
Rain Gages
0166, 0186, 0308
Rainfall
0160, 0166, 0253, 0299
Rainfall Disposition
0137
Rainfall Intensity
0062, 0093, 0108, 0222, 0299
Rainfall-Runoff Relationships
0014, 0016, 0029, 0076, 0082,
0093, 0147, 0156, 0167, 0221,
0277
Rain Water
0221
-------
Rational Formula
0028, 0068
Raymet Pipe
0098
Reclaimed Water
0042, 0103
Recurrence Analysis
0309
Recycling
0240, 0241, 0244, 0260
Refrigeration
0199
Regional Development
0136
Regression Analysis
0309
Regulation
0010, 0051, 0052
Rehabilitation
0214
Reliability
0309, 0311
Repairing
0032, 0033, 0066, 0085, 0133,
0169, 0193, 0204, 0228, 0280,
0306
Research and Development
0088, 0091
Reservoir Sites
0158
Reservoir Storage
0070, 0090
Reservoirs
0170, 0214
Resins
0183
Re vegetation
0042
Reviews
0266, 0285
Reynolds Number
0268
Ripon, Wisconsin
0169
River Basins
0117
Rivers
0218, 0253, 0281, 0283
Road Construction
0091, 0095, 0276
Road Design
0296
Road Research Laboratory Method
0076
Rochester, Michigan
0205
Rock Mechanics
0114
Rosemount, Minnesota
0294
Rotary Drilling
0145
Rotational Flow
0212
Roughness (Hydraulic)
0126
Runoff
0108, 0277, 0278
Runoff Coefficient
0014, 0069
Runoff Forecasting
0013, 0015, 0223, 0224
Rural Areas
0105
Sacramento, California
0316
Safety
0040
Safety Factors
0150
St. Louis, Missouri
0108
St. Paul, Minnesota
0267
107
-------
Salts
0266, 0302
Sampling
0057, 0117, 0146, 0157, 0161,
0218, 0220, 0222, 0285
San Francisco, California
0011, 0083, 0186
San Pablo, California
0270
Sanitary Sewers
0134, 0143, 0168, 0169, 0171,
0172, 0173, 0207
1 '•' •''. .*. .» o.:
Saudi Arabia
0159
Scandium
0283
Screens
0054, 0084, 0115, 0141, 0179,
0195, 0198, 0232, 0235
Sea Water
0218
Sealants
0019
Sealing
0313
Search Strategy
0091, 0097
Seattle, Washington
0081, 0237
Sediment Transport
0283
Sedimentation
0018, 0239
Sediments
0090, 0251
Seepage
0263
Self-Cleaning Screen
0141
Separated Sewers
0002, 0060, 0075, 0203, 0279
Separation Techniques
0005, 0022, 0025, 0026, 0052,
0101, 0139, 0195, 0198, 0232,
0235, 0250, 0258, 0260, 0277,
0314, 0315
Septic Tanks
0024
Settling Basins
0202, 0239, 0260, 0291
Settling Tanks
0120, 0180
Sewage
0246, 0248
Sewage Bacteria
0236
Sewage Disposal
0024, 0051, 0213
Sewage Effluents
0162, 0184
Sewage Flow
0111, 0186, 0199, 0300, 0312
Sewage Sludge
0101, 0104, 0240
Sewage Treatment
0005, 0011, 0020, 0022, 0023,
0025, 0026, 0027, 0046, 0048,
0051, 0053, 0054, 0078, 0082,
0101, 0102, 0103, 0104, 0105,
0107, 0118, 0121, 0132, 0141,
0152, 0180, 0182, 0211, 0212,
0217, 0219, 0220, 0227, 0233,
0234, 0237, 0242, 0258, 0260,
0262, 0269, 0271, 0286, 0288,
0289, 0292, 0306, 0315, 0316,
0317
Sewer Characteristics
0117, 0222
Sewer Cleaning
0061
Sewer Flow
0092
Sewer Locations
0117
Sewer Overflows
0083, 0084, 0088, 0115, 0117,
0149, 0187, 0207, 0232
Sewer Service Area
0117
Sewer Surveillance
0061
108
-------
Sewerage
0002, 0014, 0015, 0021, 0026,
0034, 0035, 0036, 0043, 0047,
0056, 0059, 0065, 0071, 0082,
0124, 0130, 0187, 0222, 0279,
0298, 0299
Sewers
0001, 0002, 0009, 0016, 0019,
0031, 0032, 0033, 0039, 0041,
0044, 0050, 0060, 0063, 0064,
0065, 0066, 0072, 0085, 0086,
0092, 0095, 0098, 0099, 0102,
0105, 0109, 0130, 0131, 0132,
0133, 0138, 0169, 0170, 0185,
0187, 0197, 0201, 0203, 0204,
0208, 0225, 0262, 0275, 2098,
0299, 0306, 0308, 0313
Sheet Piling
0227
Silicates
0004
Silver Diethyldithiocarbamate (SDDC) Method
0252
Simulation Analysis
0070, 0116, 0300
Siphons
0202
Skimming
0079
Sludge Digestion
0241
Sludge Disposal
0240, 0291
Sludge Treatment
0106, 0120, 0141, 0231, 0239,
0242, 0260, 0300
Smoke Testing
0207
Snow Removal
0091
Snow Surveys
0309
Snowmelt
0224, 0309
Snowpacks
0224
Sodium Compounds
0181
Soil Engineering
0269
Soil Erosion
0018, 0147
Soil Types
0269
Soil Water
0014
Solid Wastes
0077, 0240, 0300
Solids Separation
0258, 0267
Solvent Extractions
0247
"Sonocatalysis1'
0243
South Africa
0103, 0211
Specific Costs
0129
Spectrophotometry
0247
Spectroscopy
0302
Spillways
0268
"Spunline" Applicator
0228
Standards
0218
Statistical Models
0155
Steel Pipes
0098, 0172, 0173
Steel Structures
0144
Stochastic Processes
0223
Stockton, California
0209
Storage Capacity
0030, 0149, 0222, 0290
109
-------
Storage Requirements
0030, 0222
Storage Tanks
0025, 0111, 0125, 0144, 0184,
0288
Storm Drains
0036, 0067, 0145, 0171, 0172,
0173, 0205, 0265, 0279, 0296
Storm Overflows
0056, 0195, 0198, 0202, 0264,
0265, 0308
Storm Runoff
0014, 0025, 0060, 0088, 0131,
0203, 0208, 0212, 0222, 0266,
0285, 0308
Storm Water
0019, 0030, 0036, 0050, 0068,
0075, 0076, 0077, 0090, 0102,
0115, 0184, 0264, 0265, 0273i
0296
Storm Water Retention
0111, 0125
Storms
0076
Streamflow
0188
Strip Mines
0042
Subsurface Investigations
0267
Sulfates
0004
Surface Drainage
0126
Surface Runoff
0015, 0069, 0221, 0277
Surface Waters
0272, 0277, 0305
Surge Tanks
0199
Suspended Solids
0101, 0115, 0219, 0242, 0244,
0284, 0312, 0314
Sutley River
0176
110
Sweden
0002, 0239, 0271
Swirl Concentrator
0052
Swi tzerland
0272
Synthetic Hydrology
0223
Systems Analysis
0049, 0090, 0136
"Takata H. F." Pipe
0229
Techite Pipe
0087
Telemetry
0319
Television Inspection
0019, 0085, 0169
Temperature
0049, 0303
Terrestrial Habitats
0116
Tertiary Treatment
0046, 0143, 0154, 0184, 0189,
0243, 0269, 0294
Testing
0017, 0202, 0224, 0305
Texas
0032
Thermal Properties
0140
Tholln-Keifer Model
0068
Thunderstorms
0108
Time Series Analysis
0299
Topography
0269
Toronto, Canada
0279
Total Organic Carbon
0057
-------
Toxicity
0128, 0315
Toxins
0218, 0255
TPTZ [2,4,6-tri-(2'-pyridyl)-l,3,5-triazine]
0304
Tracers
0283
Transition Flow
0126
Transpiration
0223
Treatment Facilities
0005, 0009, 0011, 0020, 0034,
0036, 0044, 0045, 0048, 0074,
0078, 0080, 0083, 0084, 0087,
0090, 0096, 0101, 0102, 0103,
0104, 0106, 0107, 0109, 0120,
0124, 0131, 0132, 0136, 0141,
0143, 0148, 0154, 0159, 0184,
0210, 0211, 0212, 0217, 0219,
0227, 0230, 0231, 0233, 0234,
0238, 0240, 0241, 0242, 0244,
0258, 0262, 0264, 0269, 0270,
0271, 0286, 0289, 0291, 0292,
0294, 0297, 0300, 0306, 0316,
0318, 0319
Treatment Methods
0088, 0100, 0105, 0215, 0220,
0260, 0269, 0288, 0293, 0319
Trenches
0041, 0171
Trickling Filters
0209
Tulsa, Oklahoma
0208
Tunnel Construction
0007, 0037, 0038, 0039, 0040,
0114
Tunnel Design
0040, 0114
Tunnel Linings
0007
Tunnel Pressure
0007, 0041
Tunneling
0033, 0037, 0038, 0039, 0041,
0114, 0145
Tunneling Machines
0008, 0038, 0039, 0040, 0041,
0099
Tunnels
0007, 0040, 0041, 0158
Turbidity
0003, 0057, 0071
Ultrasonic Irradiation
0243
Ultrasonics
0237, 0281
Ultraviolet Radiation
0301
Underground Storage
0267
Underground Structures
0271
Underground Waste Disposal
0288
Unit Costs
0113
Unit Hydrographs
0156
United States
0076, 0188, 0221
"Unox" Process
0215
Urban Drainage
0245
Urban Hydrology
0015, 0075
Urban Runoff
0018, 0068, 0075, 0077, 0265,
0307
Urbanization
0001, 0002, 0012, 0108, 0307
Value Engineering
0113
111
-------
Valves
0146
Variable Cost
0175
Velocity
0163
Vermont
0051
"Vibra Screw" Bin Activator
0230
Viruses
0210
Volumetric Analysis
0004
Vutrom'KIndicator Controllers
0316
VutroniK Recorders
0316
Warning Systems
0253, 0262
Washington
0174
Waste Treatment
0240
Waste Water (Pollution)
0284
Waste Water Disposal
0123
Waste Water Treatment
0034, 0037, 0042, 0044, 0045,
0074, 0078, 0080, 0087, 0096,
0097, 0100, 0103, 0104, 0105,
0109, 0139, 0143, 0148, 0152,
0181, 0183, 0189, 0195, 0198,
0209, 0210, 0240, 0241, 0243,
0244, 0254, 0270, 0291, 0292,
0294, 0297, 0314, 0316, 0319
Water Analysis
0003, 0004, 0055, 0058, 0089,
0192, 0247, 0250, 0252, 0255,
0259, 0282, 0302, 0305, 0311
Water Chemistry
0174
Water Conservation
0221
Water Consumption
0144, 0272
Water Demand
0160
Water Harvesting
0221
Water Levels
0253, 0268, 0281
Water Management (Applied)
0097, 0129
Water Pollution
01.57, 0253, 0287
Water Pollution Control
0051, 0079, 0084, 0088, 0090,
0113, 0136, 0150, 0236, 0240,
0290
Water Pollution Sources
0019, 0077, 0266
Water Purification
0142, 0181, 0256
Water Quality
0157, 0159, 0175, 0218, 0301
Water Quality Control
0083, 0144, 0242, 0304
Water Quality Standards
0010, 0175
Water Requirements
0161
Water Resources
0272
Water Resources Development
0272
Water Reuse
0054, 0152, 0242, 0244, 0254
Water Sampling
0161, 0175, 0305
Water Softening
0142
112
-------
Water Storage
0104
Water Supply
0043, 0051, 0054, 0144, 0158,
0159, 0214, 0240, 0254, 0272
Water Table
0158
Water Treatment
0010, 0159, 0257
Water Utilization
0090, 0160
Water Works
0272
Water Yield Improvement
0104
Watershed Management
0018, 0156, 0167
Watersheds (Basins)
0069, 0223
Weather Data
0188
Weather Modification
0108
Wellpoints
0168
Wells
0132
West Germany
0014, 0015, 0016, 0029, 0047,
0056, 0105, 0135, 0222, 0308
Wichita, Kansas
0122
Wlldwood, New Jersey
0275
Wisconsin
0127
Yaphank, New York
0189
Yuba City, California
0087
"Z-M" Process
0244
Zinc
0219, 0282
Zuellig Oxygen Sensor
0238
Weirs
0021, 0050, 0153, 0191, 0314
113
-------
SECTION IV
AUTHOR INDEX
Aberley, R. C.
0044
Alexander, Stuart M.
0081
Argaman, Verachmiel
0298
Armstrong, Edward T.
0120, 0180
Aue, Walter A.
0058
Ayers, Karl C.
0027
Azuma, Masao
0216
Baer, Fred H.
0227
Bahr, Albert
0231
Barney, Kline P., Jr.
0187
Barton, B. M. J.
0223
Bauer, H.
0238
Behrens, Harry G.
0032
Bell, M. G. W.
0157
Benedosso, Anthony
0262
Bennett, E. R.
0284
Bennett, Ray S.
0148
Berar, U.
0177
Bleging, James K.
0074
Bird, A. W.
0044
Bishop, Dolloff F.
0181
Blakey, A. W.
0062
Blase, Robert A.
0140
Blume, Otto H. W.
0187
Bogan, Richard H.
0086
Bogusz, Frank J.
0287
Boler, Leonard J.
0286
Bonner, William F.
0139
Booth, Robert L.
0192
Boyd, Gall B.
0077
Bradley, E. B.
0302
Bremner, R. M.
0193, 0279
Britch, A. L.
0092
Brockway, Charles E.
0309
Brown, H. G.
0219
Brown, L1nf1e1d C.
0201
Brunner, Paul G.
0208, 0308
Burke, G. A.
0250
Burry, A.
0203
Busalayev, I. V.
0013
Byrne, Bill
0065
Cagllostro, Lawrence P.
0117
115
-------
Carcich, Italo G.
0073
Covant, David
0297
Carr, Roman R.
0146
Casper, D. R.
0250
Cassel, Alan F.
0181
Gate, J. L., Jr.
0162
Cembrowicz, Ralf G.
0110
Chaker, Amar
0116
Changnon, Stanley A., Jr.
0108
Chaudhurl, N.
0138
Chen, C. K.
0149
Cherkinskiy, S. N.
0043
Clayton, R. J.
0103
Clement, William H.
0252
Cockburn, R. T.
0186
Cole, T. Gerald
0083
Cole, William
0152
Condon, W. R.
0037
Consedine, Robert L.
0168, 0171
Cope, J.
0303
Cornish, Alan H.
0026
Cousin, B.
0034
Cowan, Peter A.
0246
Cowen, William F.
0245
Cox, L. M.
0224
Crampton, Lester M.
0288
Cunnane, C.
0155
Curds, C. R.
0300
Daimon, Yoshimi
0071
Dajani, Jarir S.
0072
Davletgaliyev, S. K.
0013
Dawson, Gaynor W.
0139
Dean, Robert B.
0057
Deb, A. K.
0094
Deininger, Rolf A.
0136
Dekei, Aurel
0104
Delleur, J. W.
0156
Dennis, C. W.
0126
Derick, Charles
0268
Deutsch, David J.
0117
Dobbs, Richard A.
0057
Dougan, W. K.
0304
116
-------
Dvorn, Robert
0046
Edlund, Sten
0271
Edwards, Clifford
0141
Eigerman, Maria R.
0091
Emery, Richard M.
0307
Eshleman, Paul W.
0140
Euler, G.
0035
Ewing, Ben B.
0116
Farrell, R. Paul..
0073
Faust, Samuel D.
0252
Field, Richard
0088, 0266, 0314
Filatov, A. I.
0256
Fletcher, Richard J.
0199
Fletcher, Robert I.
0199
Fox, Michael E. "^
0248
Frant, M. S.
0059
Frenzel, C. A.
0302
Friedrich, Klaus
0135
Ganneau, M.
0131
Garrett, Ben B.
0197
Gemmell, Robert S.
0072
Gensman, Lee R.
0233
Gerhardt, Klaus 0.
0058
Ghose, D. N.
0138
Gibbs, Charles V.
0081
Gibson, Fred D., Jr.
0289
Gibson, James I.
0289
Giessner, W. R.
0186
Gledhill, Eric Guy Brian
0151
Glover, George E.
0115
Golser, J.
0114
Goluke, R.
0035
Goodman, Brian L.
0053
Graeser, Henry •
0032
Green, A. C.
0210
Griffin, Donald B.
0183
Hager, B. L. ^
0250
Hahn, Hermann H.
0097
Halker, Bruce B.
0289
Hall, M. J. -•.->.-•
0093
Halley, James L.
0257
Hamano, Yoshimasa
0089
117
-------
Harada, Harry M., Jr.
0284
Hoashi, Kenpachi
0218
Harmsen
0105
Haro, Bill
0265
Harrington, John W.
0079
#••
Harrington, Joseph J.
0110
Hastings, Corazon R.
0058
Haupt, Clifford A.
0117
Helke, Robert C.
0026
Hellwig, H. R.
0221
Hensley, C. P.
0219
Herbert, George R.
0115
Hercules, David M.
0055
Hetland, William T.
0032
Hetling, Leo J.
0073
Higgins, Robert B.
0053
Hill, Herbert H.
0058
Hilton, Mary C.
0236
Himmelblau, David M.
0096
Hirakawa, Yasuo
0020
Hirsch, Lawrence
0134
Hjort, J.
0239
Hobbs, M. Floyd
0210
Hoeger, T. 0.
0162
Hoi comb, A. E.
0032
Holm, Robert A.
0113
Hoist, Arne M., Jr.
0280
Huang, P. M.
0220
Huber, C. 0.
0004
Hwang, C. P.
0220
Hyde, J. A.
0295
Inoue, Ikuto
0212
lonescu, V.
0177
Ito, Tadashi
0212
Ito, Yuki
0048
Iwaki, Hideo
0082
Jacobson, Alvin R.
0209
Jakab, Sandor
0104
Janjigian, Papken V.
0144
Jones, Philip H.
0100
Kaliwoda, Rudolf
0132
Kamiharu, Tosao
0242
118
-------
Kardos, Louis T.
0042
Lam, Chan F.
0200
Karl, J.
0147
Ke, P. J.
0161
Kindermann, John J.
0124
Klnugasa, Yoshihiro
0005
Kirkpatrick, George A.
0285
Klossowskl, Jeazy
0130
•Knopf, G. Mil 11am
0270
Kobayashi, Tadashi
0301
Kodura, Irena
0059
Koenlger, Wolfgang
0015
Korbitz, William E.
0280
Kozato, Ryuko
0212
Kraatz, W.
0070
Krauth, Karlheinz
0014, 0016, 0107, 0125, 0222
Krishnamurthy, K.
0283
Kuehl, Neal
0109
Kuntze, E.
0047
Kuramoto, KiIchiro
0020
Labinskaya, N. I.
0259
Lada, Zygmunt
0059
Langworthy, V. W.
0241
Larson, Curtis L.
0137
Latall, Roy C.
0196
Lautrich, Rudolf
0021, 0111, 0153
Laval, Claude C., Jr.
0022
Leary, Ray D.
0291
LeDonne, Alex N.
0026
Lee, Claude A.
0169
Lee, G. Fred
0245
Leiser, Curtis P.
0081
Lemke, Arthur A.
0312
Lerch, K.
0035
Lesh, Ed
0024
Levin, Gilbert V.
0260
Liebenow, Wilbur R.
0074
Lin, C. I.
0004
Linstedt, K. D.
0284
Logie, Kevin
0268
Loosemore, W. R.
0281
Lowing, M. J.
0167
119
-------
Lucas, Ron
0109
MacDonald, R. Basil
0207
Maier, Dietrich
0305
Mallory, C. U.
0090
Maniak, U.
0029
Mara, D. D.
0249
Marchand, A.
0080
Marschall, Karl
0182
Martin, H.
0070
Mason, Donald G.
0084
Masters, Hugh E.
0026
Matsumoto, Hikoo
0020
Matsumura, Takashi
0005
Matsuo, Yoshitaka
0317
May!and, H. F.
0309
Mayo, S. A.
0303
McAnaney, David hi.
0027
McCarty, Games E.
0061
McComas, F. T.
0247
McCreath, G. F.
0062
McCuen, Richard H.
0112
McKinney, G. L.
0219
McMahon, Thomas A.
0160
Meier, Peter M.
0097
Mein, Russell G.
0137
Mel in, John
0116
Mel nick, Joseph L.
0210
Mendel, Oto
0277
Merritt, LaVere B.
0086
Merzlenko, V. Ya.
0256
Meyer, M.
0070
Middlebrooks, E. J,
0246
Middlemiss, R. J.
0250
Miller, Robert P.
0195
Milne, Edward G.
0079
Mishiro, Takayoshi
0216
Mook, Philip H.
0232
Moon, Clifford E.
0307
Moore, John B.
0290
Moore, Stephen F.
0175
Mori, Shunji
0082
Mori ok, Edward K.
0072
120
-------
Morris, R. E., Jr.
0032
O'Donnell, T.
0093
Moseman, Robert F.
0058
Moss, F. H.
0186
Muhits, Tamas
0106
Mulvihill, Michael Edmund
0254
Murray, Donald M.
0091
Murrell, Donald K.
0179
Mytelka, Alan I.
0117
Nakamura, Masahisa
0071
Nakashima, Susumu
0101
Nakaya, Haruhiko
0311
Nazarova, V. I.
0259
Nevin, Thomas A.
0054
Newson, M. D.
0167
Nicholas, William H.
0228
Nichols, F. M.
0207
Nimr, Ahmed El
0263
Nogita, Shunsuke
0082
Nunn, Jack R.
0233
Nylander, VI. A.
0250
Odom, James J.
0183
Ohto, Toru
0082
Okuda, Tsutomu
0301
O'Neill, J.
0184
Onodera, Takashi
0082
Oster, Clarence C.
0267
Pagan, Alfred R.
0028, 0276
Paitchell, Harold
0274
Pecher, R.
0030
Pickford, Jolin
0202
Pierce, James 0., II
0058
Pitman, E. H., Jr.
0319
Polet, H.
0131
Porcella, Donald B.
0246
Preis, William R.
0152
Pressley, Thomas A.
0181
Puntenney, John L.
0280
Quase, Harold G.
0025
Quirk, Thomas P.
0049
Rabcewicz, L. v.
0114
»
Radcenko, Igor
0278
121
-------
Rao, A. R.
0156
Rao, S. M.
0283
Rasmussen, Walter F.
0032
Reddy, Y. R.
0202
Reese, David L.
0309
Reeves, J. M.
0302
Reid, Gary H.
0284
Reiter, Glenn M.
0134
Rhees, Raymond C.
0289
Riseman, J. H.
0059
Robinson, J. L.
0219
Rolfe, Gary L.
one
Ross, J. W., Jr.
0059
Ross-Smith, A. J.
0060
Ruthrof, Klaus
0235
Sandoski, Dorothy A.
0075
Sandstrom, Gosta E.
0271
Sarma, P. B. S.
0156
Sartor, James D.
0077
Saxton, W. W.
0149
Schaff, Jay
0169
Schalekamp, Maarten
0272
Scherb, K.
0215, 0238
Scherfig, Jan
0045
Schlenz, Harry E.
0234
Schubert, Ralph H. W.
0128
Seitz, W. Rudolf
0055
Sepp, Endel
0123
Shaheen, E. I.
0159
Shamir, Uri
0298
Sharma, B. D.
0176
Shelley, Philip E.
0285
Shileika, V. Yu.
0261
Shuckrow, Alan J.
0139
Shumaker, Thomas P.
0183
Sifalda, Vladimir
0299
Singh, Gajindar
0176
Sion, J.
0085
Skogerboe, Gaylord V.
0148
Snaddon, X. V. M.
0303
Sobsey, Mark D.
0210
Sold, H.
0056
122
-------
Somnea, D.
0177
Taubmann, Karl-Christian
0050
Soo, S. L.
0190
Sopper, William E.
0042
Spence, R.
0157
Spivak, Eldad
0298
Staab, K. F.
0107
Stall, John B.
0076
Stldd, C. K.
0310
Stone, James S.
0154
Stotzky, G.
0236
Stoyer, Ray
0045
Strieker, Ervln
0104
Struzeskl, Edmund J.
0266
Su, Shlaw Y.
0136
Subramanya, K.
0191
Sumer, M.
0163
Suzuki, Takayuki
0317
Suzuki, Takeo
0242
Swlnnerton, C. J.
0093
Takata, Yoshinorl
0089
Tamate, Tokutaro
0311
Terstriep, Michael L.
0076
Theile, Klaus
0069
TMbert, R. J.
0161
Thomas, Robert F.
0192
Thompson, J. A. J.
0247
Thomson, M. G. D.
0062
Toda, Ichiro
0005
Toldrlan, H.
0147
Totnita, Akio
0311
Topol, George J.
0260
Toya, Yasunori
0317
Tsutsuml, Takeshi
0071
Tung, S. K.
0190
Ueker, K. J.
0035
Venkataraman, P.
0191
Veon, James A.
0122
Verdouw, H.
0251
Villaret, Foulques de
0096
Vinson, J. A.
0250
Volokh, Boris Fedotovlch
0178
123
-------
Walker, Wynn R.
0148
Wallis, Craig
0210
Walsh, Stephen
0201
Webster, Len
0067
Weeks, Clive R.
0160
Weihs, D.
0163
Welch, Eugene B.
0307
Westfall, Theodore R.
0198
Wetzel, Robert D.
0023
White, Robert L.
0083
Wilcox, Robert
0046
Wiley, N. P., Jr.
0066
Williams, Tony
0095
Wilson, A. J.
0092
Wilson, A. L.
0304
Winn, C. Byron
0290
Wise, Robert H.
0057
Wisnovszky, Ivan
0068
Wittgenstein, Gerard Francis
0150
Wolff, John
0237
Woodbridge, David D.
0054
Wurzel, P.
0164
Yamazaki, Yukiharu
0282
Yoshimura, Kenji
0020
Zander, Bernd
0034
Zawadzki, I. I.
166
Zuzel, J. F.
0224
124
-------
SECTION V
JOURNAL LIST
American City (New York)
American Industrial Hygiene Association
Journal (Baltimore)
Analytical Chemistry (Washington)
Aqua (London)
Berichte der Abwassertechnlschen Vere1n1gung
(Frankfurt Am Main)
Building Science (Oxford/New York)
Bunseki Kagaku (Tokyo)
Canadian Chemical Processing (Don Mills,
Ontario)
Canadian Journal of Microbiology (Ottawa)
Chemia Analltyczna (Warsaw)
Chemical Engineering (New York)
Civil Engineer in South Africa (Johannesburg)
Civil Engineering - ASCE (New York)
Civil Engineering and Public Works Review
(London)
Construction Methods and Equipment (New York)
Consulting Engineer (St. Joseph, Michigan)
Economic Computation and Economic Cybernetics
Studies and Research (Bucharest)
Electronics (New York)
Engineering and Contract Record (Toronto)
Engineering News-record (New York)
Environmental Health Letter (Washington)
Environmental Science and Technology (Washington)
Excavating Contractor (Milwaukee)
Gas and Oil Power (London)
Sas- und Wasserfach, Wasser/Abwasser (Munich)
Gas, Wasser, Abwasser (Bern)
Gas World (London)
Gaz, Woda 1 Technika Sanitama (Warsaw)
Gesuido Kyokai-shi (Tokyo)
G1g1ena; Sanltariia (Leningrad/Moscow)
Hidrologiai Kozlony (Budapest)
Hitachi-Hyoron (Tokyo)
IEEE Transactions on Systems, Man, and
Cybernetics (New York)
Indian Journal of Power and River Valley
Development (Calcutta)
Institution of Civil Engineers, Proceedings
(London)
Instrumentation (Philadelphia)
Journal of Applied Mechanics (New York)
Journal of Chromatography (Amsterdam)
Journal of Environmental Systems (Farmingdale, N. Y.)
Journal of Forestry (Washington)
Journal of Hydrology (Amsterdam)
Journal of Physics: E. Scientific Instruments
(London)
Journal of Soil and Water Conservation (Baltimore)
Journal of the American Water Works Association
(New York)
Journal of the Environmental Engineering Division,
ASCE (New York)
Journal of the Hydraulics Division, ASCE (New York)
Journal of the Institution of Engineers, India
(Calcutta)
Journal of the Institution of Municipal Engineers
(London)
Journal of the Institution of Water Engineers
(London)
Journal of the Irrigation and Drainage Division,
ASCE (New York)
Journal of the New England Water Works Association
(Boston)
125
-------
Journal of the Sanitary Engineering Division,
ASCE (New York)
Journal of the Water Pollution Control
Federation (Washington)
Kankyo Gijutsu (Tokyo)
Kankyo Joho Kagaku (Tokyo)
Kankyo Sozo (Tokyo)
Kemisk Tidskrift (Stockholm)
Materials Reclamation Weekly (Croydon,
England)
Meteorologiia; Gidrologiia (Moscow)
Mlkrochimica Acta (Vienna)
Mizu Shori Gijutsu (Osaka)
Modern Power and Engineering (Toronto)
Muenchener Beitrage zur Abwasser-,
Fischerei-, und Flussbiologie (Munich)
Plant Engineering (Chicago)
Power Engineering (Chicago/Philadelphia)
Process Biochemistry (London)
Public Works (Ridgewood, N. J./New York)
Rock Products (Chicago)
South African Journal of Science
(Johannesburg)
Staedtehygiene (Hamburg)
Surveyor (London)
Tappi (Easton, Pa./New York)
Techniques et Sciences Municlpales (Paris)
Technische Mitteilungen (Essen, Germany)
Tokyo Kogyo Shikensho Hokoku (Tokyo)
Travaux (Paris)
Tunnels and Tunnelling (London)
Ultrasonics (London)
Vodohospodarsky Casopis (Bratislava)
Wasser, Luft und Betrieb (Wiesbaden, Germany)
Wasser- und Abwasser-forschung (Munich)
Wasser und Boden (Hamburg-blankenese, Germany)
Wasser- und Energiewirtschaft (Zurich)
Wasserwirtschaft (Stuttgart)
Wasserwirtschaft - Wassertechnik (Berlin)
Water and Pollution Control (Toronto)
Water and Sewage Works (Chicago/New York)
Water and Waste Treatment (London)
Water and Wastes Engineering (New York)
Water and Water Engineering (London)
Water Pollution Control (London)
Water Power (London)
Water Research (Oxford/New York)
Water Resources Research (Washington)
Water Treatment and Examination (Sutton, England)
Western City (Los Angeles)
Wor-ld Construction (Chicago/New York/Easton, Pa.)
Yosui to Haisui (Tokyo)
Zentralblatt fuer Bakteriologie, Par*asitenkunde,
Infektionskrankheiten und Hygiene, Abteflung T:
Originale (Stuttgart)
126
MJ.S. GOVERNMENT PRINTING OFFICE: 1974 546-319/414 1-3
-------
SELECTED WATER
RESOURCES ABSTRACTS
INPUT TRANSACTION FORM
1. Report No.
3. A
w
Title
DEVELOPMENT OF A MONTHLY MUNICIPAL TECHNOLOGY
BULLETIN,
5. Rq»n Oate
6.
8. Performing Organization
Sandoskl, D. A.
9. Organizstion~
The Franklin Institute Research Laboratories
20th Street and The Parkway
Philadelphia, Pennsylvania 19103
t No.
• i Coi'tr.ict/fjront N>v
R801628
i.:'. fyp'- of Report and
12. SpobwgASOrganization , c :* ' <'' • -^' * Period Covared
15. Supplementary NoU:s
Environmental Protection Agency report number, EPA-600/2-7^-005, May 1971*
16. Abstract
Through the joint efforts of the Environmental Protection Agency and the Franklin
Institute Research Laboratories, a monthly current-awareness bulletin, MUNICIPAL
TECHNOLOGY BULLETIN, has been developed which emphasizes advancements in the field
of municipal technology as related to water quality and water pollution control. The
purpose of this publication is to inform technical researchers, governmental adminis-
trators, and consulting engineers of pertinent information appearing in over 4000
technical Journals, both domestic and foreign, currently in circulation. In surveying
the literature the following subject areas are explored: wastewater treatment;
disposal methods; water reclamation and reuse; water quality requirements; economics
of water pollution control; construction equipment and materials; analytical techniques
and instrumentation; storm overflows and regulation devices; sewer systems; storm
water quality, quantity, and pollution; and, tunneling technology and equipment. The
319 abstracts appearing in the 12 monthly issues are arranged numerically by abstract
accession number with corresponding bibliographic citation(s). A subject index pro-
viding the necessary access to individual concepts, an author index, and an alphabeti-
cal listing of journals referenced in the Bulletin issues are included.
I 'in. De«.ript"r>.
*Abstracts, *Municlpal Water, *Publlcations, Analytical Techniques, Application
Methods, Construction Materials, Control Systems, Design Criteria, Drainage Systems,
Equipment, Installation, Mathematical Models, Model Studies, Patents, Pipelines,
Rainfall-Runoff Relationships, Repairing, Separation Techniques, Sewage Treatment,
Sewers, Storm Water, Treatment Facilities, Waste Water Treatment, Water Analysis.
*Indexes, ^Technological Advancements.
n •.. f o ',-. KR i -i
Group Q5D, 05F, 05G, 09D, IDA, 10D
i s \v.uiat-Ui
------- |