EP A-R 2-72-127
DECEMBER 1972
Environmentat Protection Technology Series
Selected Urban Storm
Water Runoff Abstracts
July 1971-June 1972
Office of Research and Monitoring
U.S. Environmental Protection Agency
Washington, D.C. 20460
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EPA Review Notice
This report has been reviewed by the 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
The July 1971 - June 1972 supplement to SELECTED URBAN STORM WATER
RUNOFF ABSTRACTS is a compilation of abstracts summarizing articles from
a-variety of technical literature and conferences, both domestic and
foreign, 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.
Previous publications include:
SELECTED URBAN STORM WATER RUNOFF ABSTRACTS: July 1970-June 1971.
Science Information Services Department, The Franklin Institute Research
Laboratories, EPA/WQO Contract No. 14-12-904, Program No. 11024 FJE,
July 1971. 173 p.
SELECTED URBAN STORM WATER RUNOFF ABSTRACTS: Third Quarterly Issue.
Science Information Services Department, The Franklin Institute Research
Laboratories, EPA/WQO Contract No. 14-12-904, Program No. 11024 FJE,
April 1971. 75 p.
SELECTED URBAN STORM WATER RUNOFF ABSTRACTS: Second Quarterly Issue.
Science Information Services Department, The Franklin Institute Research
Laboratories, EPA/WQO Contract No. 14-12-904, Program No. 11024 FJE,
January 1971, 45 p.
SELECTED URBAN STORM WATER RUNOFF ABSTRACTS: First Quarterly Issue.
Science Information Services Department, The Franklin Institute Research
Laboratories, EPA/WQO Contract No. 14-12-904, Program No. 11024 FJE,
October 1970. 37 p.
SELECTED URBAN STORM WATER RUNOFF ABSTRACTS: July 1968-June 1970.
Science Information Services Department, The. Franklin Institute Research
Laboratories, EPA/WQO Contract No. 14-12-904, Program No. 11024 FJE,
July 1970. 375 p.
iii
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SELECTED URBAN STORM WATER RUNOFF ABSTRACTS: A Compilation of Selected
Abstracts on Storm Water Discharges and Combined Sewer Overflows. The
Franklin Institute Research Laboratories, Science Information Services,
FWPCA Contract No. 14-12-467, January 1969. 321 p.
STORM WATER RUNOFF FROM URBAN AREAS: Selected Abstracts of Related
Topics. FWPCA, Cincinnati Water Research Laboratory, Basic and
Applied Sciences Program, Engineering Activities, April 1966. 98 p.
This work was submitted in fulfillment of Contract 68-01-0161 (EPA Project
No. 11020 HMM) between the Environmental Protection Agency, Office of
Research and Monitoring and The Franklin Institute Research Laboratories.
IV
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FOREWORD
This edition of SELECTED URBAN STORM WATER RUNOFF ABSTRACTS is a compila-
tion of abstracts summarizing articles from a variety of technical
literature and conferences, both domestic and foreign, primarily related
to the problems of urban runoff caused by storm water and sewer overflows.
For convenience, these 215 abstracts are classed in ten categories and
arranged numerically by abstract within each category. Since most of the
papers fit into more than one category, a cumulative subject index appended
in this issue provides the necessary access to individual concepts and
should be utilized for locating all abstracts in which this concept is
significant. The numbers following an index term are the accession numbers
for the abstracts in which this term is found (e.g. 11-003 refers to the
third abstract in section II).
Each item includes a bibliographic citation, an abstract, and a set of index-
ing descriptors (subject terms listed in the WATER RESOURCES THESAURUS
second Edition, 1971) and identifiers (newly suggested index terms).
The most important index terms are marked by an asterisk. In the citation,
periodic publications have been abbreviated through the use of CODEN.
Sponsored by the American Society for Testing and Materials, CODEN is the
most extensive and widely used system for the storage and retrieval of
information and communications involving journal references. A CODEN is
defined as a five character code designating the title of a specific
serial publication. An example similar to a citation reference found in
this issue is as follows:
JISPA, 27(8):29-37 (Aug. 1971).
which is the JOURNAL OF THE INSTITUTION OF PUBLIC HEALTH ENGINEERS,
volume 27, issue number 8, inclusive page numbers of the article abstracted,
and date of issue. A glossary for CODEN as well as an author index have
been included for the reader's benefit.
Copies of the articles abstracted in most cases can be obtained from
research libraries covering water pollution or public health engineering
literature.
This work,, submitted in fulfillment of Contract 68-01-0161, was performed
by the Science Information Services Department of The Franklin Institute
Research Laboratories. Mrs. Dorothy Sandoski, acting as project leader,
was responsible for the searching of literature for pertinent documents,
abstracting and indexing, and overseeing the production of camera-ready
copy of the report.
v
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TABLE OF CONTENTS
Section Title Page
ABSTRACT ill
FOREWORD. v
SUBJECT FIELDS AND GROUPS vii
I« Construction: Equipment and Materials;
and Instrumentation 1
II.. Overflows, Infiltration, and Regulation
Devices 15
III. Sewer Hydraulics 21
IV. Sewer Systems 25
a. Combined
b. Sanitary
c. Storm
V. Storm Water — Quality, Quantity, and Pollution... 27
a.. Caused from combined overflows
b. Caused from storm runoff
c- Caused from highway-salt runoff
VI. Surveys, Reports, and Evaluations . 33
VII. Legislation and Standards 49.
VIII. Treatment Methods and Water Reuse 55
IX. Hydrology 61
X. Tunnels: Technology and Equipment 71
SUBJECT INDEX 75
AUTHOR INDEX 89
GLOSSARY FOR CODEN 95
vii
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SECTION I.
Construction: Equipment and Materials;
and Instrumentation
continue to operate since their prime movers
operate on natural gas. Installation and
operating details are discussed. Manufacturers
of principal equipment used in the installa-
tion are listed.
1-001
JET VACUUM SEWER CLEANING.
AMCIA, 136(7):83 (July 1971).
Descriptors: *Sewers, *Mechanical equipment,
*Costs , Maintenance, Human resources.
Identifiers: *Jet-vacuum sewer cleaners,
*South Bend, Indiana.
The acquisition of a jet-vacuum sewer cleaner
has made it possible for the city of South
Bend, Indiana to clean its 350 miles of sewers
on approximately a 3 year cycle, while lower-
ing costs from 59C to 5£ per foot cleaned.
Without the jet rodder, sewer cleaning crews
were able to service only about 5% of South
Bend's 210 miles of small diameter (24" or
less) sewers per year; at this rate the city's
smaller sewers would be covered once every 42
years and no time would be left for the 140
miles of larger sewers. The jet rodder has
also been found useful -for other tasks, such
as opening a grit clogged sludge line.
Detailed cost studies of South Bend's old and
new sewer cleaning systems are offered.
1-002
GAS ENGINES PROVIDE ECONOMIES IN OMAHA SEWER
LIFT STATION.
DGTPA, 37:76-77 (Sept. 1971).
Descriptors: *Costs, *Municipal wastes,
Environmental sanitation, Natural gas, Pumps,
Sewage treatment.
Identifiers: *0maha, *Sewage lifting stations,
Nebraska.
Natural gas engines driving five 15,000 gpm
vertical pumps at Omaha, Nebraska's Monroe St.
Lift Station provide reliable sewage lifting
at an average saving in operating costs of
$5000 per year compared with alternate sources
of station power. Even larger savings are
anticipated when engine heat can be recovered
and used for process applications in the
secondary sewage treatment plant now being
built. The lifting plant has a reserve
capacity of at least 25% over maximum antici-
pated load, facilitating scheduling of routine
preventive maintenance without interrupting
normal flow of sewage. Unattended operation
is made possible by automatic controls which
activate the pumps as required. Even in the
event of a power failure, the pumps can
1-003
NEW WATER AND SEWER LINES FOR SAIPAN.
WOCOA, 24(8):35-36 (Aug. 1971).
Descriptors: *Sewerage, *Drainage systems,
Waste water treatment, Construction, Concrete
pipes, Infiltration.
Identifiers: *Saipan.
A $25,000,000 construction project for the
consolidation of separate, outdated, and
inadequate water and sewer systems on Saipan
is currently under way. Saipan's water has a
high chemical content. Therefore, two water
softener plants were included in the new
scheme to reduce as much as possible the harsh
corrosive environment and Johns-Manville
TRANSITE asbestos-cement pipe was specified in
the installation. Johns-Manville class 2400
sewer pipe with Ring-Tite couplings was used in
the sewage collection systems since a large
percentage of the pipe was to be installed
below the groundwater table and high infiltra-
tion rates were a threat. In a previous
installation under similar conditions, this
pipe was found to be infiltration tight with
no visible signs of deterioration after five
years of operation.
1-004
WATER TECHNOLOGY.
in German.
(Wasserwirtschaft.) Text
WSLBA, special issue, 51-60 (June 1971).
Descriptors: *Sewage treatment, *Waste water
treatment, Water purification, Equipment.
A new wastewater concentrator to be used for
reduction of dirt caused by drainage system
overflows is described. The concentrator has
a diameter of approximately 84 inches and a
height of about 73 inches. It has 18 grid
plates on a rotating cage. A combination of
high pressure flow and centrifugal force
pushes 90-95% of the 440,000 cu. feet daily
water handling capacity through the 105 micron
grid, retaining about 99% of the solid material.
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1-005
SEWAGE PIPES PROTECTION.
West German Patent: DT 1933723. (to C.
Zschokke). Applied July 3, 1969. Issued May
27, 1971.
Descriptors' ^Hydraulic conduits, *Plastics,
*Linings, *Epoxy resins, ^Patents, Pipes,
Sewerage, Storm drains.
Curved walls of sewage and storm water
channels, subject to heavy chemical and/or
mechanical stress, are protected by a lining
of synthetic resin mortar in the form of flat
plates which are plastically deformed to fit
the wall and attached to it. The joints are
closed. Preferably the plates are of a
polyester or polyether based polyurethane,
Na aluminosilicate quartz powder and corundum.
The adhesive is epoxy resin; as is the joint
sealant with the addition of sand.
1-006
IMPREGNATION OF CONCRETE PIPE.
Southwest Research Institute, San Antonio,
Texas
EPA/WQO Contract No. 14-12-835, Program No.
11024 EQE, June 1971. 59 p, 14 fig, 4 tab,
22 ref, 2 append.
Descriptors: '-Concrete pipes, ^Corrosion,
^Corrosion control, *Protective coatings,
*Sewers, *Sulfur, Hydrogen sulfide, Resins.
Identifiers: Impregnation, *Hydrofluoric
acid, *Acid resistance, "^Bacterial action,
*Sulfate resistance.
Methods to increase the corrosion resistance,
increase the strength, and reduce the permea-
bility of concrete used in sewer line applica-
tions by impregnating the concrete pipe with
relatively low cost resins such as asphalt,
coal tars, linseed oil, sulfur, urea-
formaldehyde, and others were investigated.
The materials, techniques of application, test
results and economics are presented. A large
number of candidate impregnation materials were
obtained and screened both in the laboratory and
in limited field tests. Dilute hydrofluoric
acid, sulfur and modified sulfur were found to
impart the best corrosion resistance by
impregnation. Other materials including vinyl-
vinylidene chloride, vinyl acetate-acrylic,
nitrile rubber latex, nltrile phenolic rubber,
an emulsified reclaimed rubber and a rubber
base adhesive, although failing to impregnate
the concrete, formed surface coatings having
exceptional corrosion resistance.
1-007
HEAT SHRINKABLE TUBING AS SEWER PIPE JOINTS .
The Western Company of North America,
Richardson, Texas
EPA/WQO Contract No. 14-12-854, Program No.
11024 FLY, June 1971. 79 p, 36 fig, 4 tab,
18 ref, 6 append.
Descriptors: ^Pipes , *Sewers, Testing, Water
pollution sources, Cost analysis, Construction
costs, Plastics, Construction materials.
Identifiers: *Sewer joints, Sewer repair.
Preliminary testing had indicated that commer-
cial sewer pipe might be coupled in tight
waterproof joints using the heat shrinkable
plastic tubing (HST) developed and used exten-
sively in the electronics and aerospace
industries. Laboratory studies of such
materials and joints were conducted to deter-
mine their characteristics and their opera-
tional and economic feasibility. A wide variety
of HST materials and joints were tested in
addition to conventional joints for clay, con-
crete and asbestos-cement pipes. The results
of both small scale tests and full scale tests
using commercial 8 inch sewer pipe indicated
that a polyolefin with a polymeric base hot
melt adhesive produced the most durable, water-
tight joints and were significantly superior
in performance compared to existing pipe
joining mechanisms. In addition, the cost
analysis indicated that HST joints are economic-
ally feasible and compare favorably to conven-
tional joints when considering both material
and installation costs. The HST joint requires
no significant departure from current instal-
lation practice and is equally adaptable to
repair of installed commercial pipe and joints.
Field development and in-use demonstration of
the HST system is recommended.
1-008
CHEMICAL GROUT CONTROLS HAZARDOUS INFILTRATION.
Ronald A. Antonio
WOCOA, 24(8) :33-34 (Aug. 1971).
Descriptors: *Infiltration, *Chemical grouting,
Safety factors, Hazards.
Identifiers: *Petrochemicals.
Petrochemicals seeping into a large intercepting
sewer caused explosions periodically. To end
the problem, the space around the pipe is
being sealed chemically. Chemical grout was
selected because of its low viscosity and
controllable gel time. Terranier C, manufac-
tured by ITT Ragonier, is the product being
used. It is highly resistant to deterioration
by petrochemical substances and relatively low
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in cost. Safety considerations call for spark
proof materials and extremely good ventilation
in the work area. A detailed description of
the grouting operation is given.
1-009
1700-FOOT OUTFALL LAID IN ONE DAY.
Charles A. Bell
AMCIA, 86(9):66-67 (Sept. 1971).
Descriptors: ^Comparative costs, *Plastic
pipes, Construction, Metal pipes, Waste water
treatment, S ewerage.
Identifiers: *Butt-fusion joints, *Pipe
installation, ^Greenwood State Park, South
Carolina.
The first polyethylene pipe of a significant
diameter and length to be used in a U.S. sewer-
age system was installed recently at Greenwood
State Park, Greenwood, South Carolina. The
high density Sclairpipe had an estimated
installed cost 50% less than the alternate
material, cast iron pipe. Because of its
light weight, the polyethylene pipe could he
installed completely by only 8 men, including
supervision, without any hoisting equipment,
in one day. The last 1500 ft of the 1710 ft
pipeline lies unburied on the lake bottom. The
flexible quality of polyethylene pipe allows it
to follow the contour of the lake bottom without
the use of ball and socket joints which would
have been necessary if cast iron had been used.
Installation involved only the joining together
of pipe ends using the butt-fusion method which
joins melted pipe ends and results in a leak-
free joint, hand launching, and sinking. It is
estimated that installation of cast iron pipe
would have required 12 men working for a full
week, together with a barge, a 3/4 ton crane,
and a loader. Polyethylene pipe also offers
the advantages of chemical resistance and
freedom from maintenance. This sewer line is
part of a new package wastewater treatment
plant of the activated sludge type being con-
structed to service Greenwood State Park.
1-010
IN-PLACE LINING OF SMALL SEWERS.
R. M. Bremmer
JWPFA, 43(7):1444-1456 (July 1971). 32 fig,
3 tab.
Descriptors: *Maintenance, *Plastic pipes,
*S ewers , *Linings.
Identifiers: Toronto, Canada.
A practical method of relining small-diameter
sewers with high-density polyethylene pipe
has been developed. The method can be used
with little or no disruption of surface activi-
ties or traffic and can considerably lengthen
the service life of existing systems that have
deteriorated. Although the lining reduces
the cross-sectional area of the conduit, an
increased hydraulic capacity is possible, and
this is especially attractive in areas under-
going intensive redevelopment. In Toronto,
where the system is in use, the reinstated
system will serve as a sanitary sewer when the
existing combined sanitary-storm system is
separated.
1-011
HEAD CONSTRUCTION AT SPILLWAYS. (Kopfbauwerke
bei schussrinnen.) Text in German.
Hans Bretschneider
WSWTA, 61(5):140-147 (May 1971). 22 ref.
Descriptors: *Spillways, Design criteria,
Dam construction, Comparative benefits.
Identifiers: Head construction.
Two types of head construction for spillways
are described; the top spillway where the
catchment and the conduit form a right angle
and the side spillway having parallel catch-
ment and conduit. Top spillways have the dis-
advantage of initiating Mach waves caused by
an accumulation of dirt or bottom damage.
Side spillways do not have such waves, at
least not in the conduit. In the case of the
side spillway the best design of the catch-
ment at the head and the conduit to the
straight channel was studied on a model of the
Pineios dam in Greece. The Baxin profile for
storm water relief was not suitable. Inflow
over the weir opening on the top extends the
screw-type motion of the fluid particles.
Furthermore the rushing water in the conduit
produces an initial speed which permits a
smaller cross section.
1-012
A BASIS FOR THE STRUCTURAL DESIGN OF P.V.C.
GRAVITY SEWERS.
R. C. Carter
JISPA, 70(3):132-142 (July 1971). 5 fig, 9
ref.
Descriptors: *Design criteria, *Plastic pipes,
Mathematical studies, Sewers, Regression
analysis.
PVC pipes have not been widely used for non-
pressure applications such as gravity sewers.
In considering load effects, PVC pipes behave
as flexible pipes. Load transfer can be
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achieved through surrounding the flexible pipe
with a free-flowing, granular fill. The
Marston/Spangler equations for determining load
due to backfill for rigid and flexible pipes
are presented and discussed. Regression
curves for PVC pipes of various wall thicknesses
subjected to internal or external pressure are
analyzed. Curves of deformation developed
from external pressure progress in linear
manner to log time until some specific value
of deformation is reached, are included.
This value increases with wall thickness and
as wall thickness decreases, the linear value
of the deformation curve assumes a steeper
angle. Evidence suggests it will be possible
for long term, flexible pipe use to predict
safe wall thicknesses and select allowable
limits of deformation using Spanglers ' formula,
with considerable confidence. Pipes having
a diameter/wall thickness ratio (D.R.) over
about 35 are likely to be unsatisfactory in
the long term, while a 4" Class 'C' pipe
having a D.R. of 25 or an 8" Class 'C' pipe
with a D.R. of 28 could conceivably have a
safe deformation allowance as high as 5%.
1-013
STRUCTURAL DESIGN CRITERIA FOR INSTALLING
UNDERGROUND PLASTIC SEWER AND DRAIN LINES.
Anton F. Fonda
PLENA, 25(20):46-48 (Sept. 30, 1971).
Descriptors: *Plastic pipes, Design criteria,
Drainage systems, Chemical wastes,
Installation.
The use of fiberglass reinforced plastic (FRP)
pipe for chemical sewer and drain lines is
discussed. For proper pipe performance, care
must be taken in installation - shaping the
trench walls, levelling the trench bottom, and
proper bedding and backfilling are extremely
important. The most suitable bedding for FRP
pipe is a layer of fine granular material,
although an earth foundation shaped to fit
the lower part of the conduit is adequate if
the trench and foundation shape are cut
straight. Three primary loads must be con-
sidered in the use of FRP pipe: overburden
loading, live loads from wheeled traffic, and
hydrostatic loading. If traffic will be
regularly moving over the trench, exterior
protection is recommended. The preferred
method is insertion of the FRP pipe in a
corrugated steel pipe. The chemical proper-
ties of FRP pipe have been responsible for
its success in handling highly corrosive
waste effluent its performance as a sewer
or drain line depends on the measures taken
to offset the external physical forces acting
on it.
1-014
FILTRATION METHOD BY HORIZONTAL FILTER LEAF
TYPE PRESSURE FILTER AND ITS DEVICE.
(Suihei royo gata kaatsushiki rokaki no
rokahoho oyobi sono sochi.) Text in Japanese.
Shinsaburo Hayakawa
Japanese Patent: Sho 46-16872.
14, 1968. Issued Mav 10, 1971.
Applied May
Descriptors: *Patents , ^Filters, ^Design,
Water purification, Waste water treatment,
Liquid wastes.
Identifiers: *Japan.
This newly designed horizontal leaf type
pressure filter is equipped with two assembled
units of ordinary filter leaves, an assembled
unit of specially designed residual liquor
filter leaves, and a pipeline system that can
perform manifold functions by closing or
opening its many control valves. It feeds in
the raw liquor, circulates it for a single
cycle or any desired number of cyles, and
takes up the residual liquor in the lower part
of the device to feed it back into the device
from above or discharge it. All the filter
leaves are mounted in the hollow rotary center
shaft. They are so designed and connected to
the center shaft that the filtered liquor
flows into the hollow interior of the shaft
through which it is led to the discharge pipes.
The hollow interior of the shaft is divided
into upper and lower sections. The liquor
filtered by the residual filter leaves goes
into the upper section and is discharged
through a separate pipe extending out from the
top of the shaft, while the liquors filtered
by the ordinary filter leaves are discharged
through a pipe connected to the bottom of the
shaft. The design is such that the liquor
filtering up to 2/3 or even 1/2 the device's
capacity, as seen when the operation is
approaching its final stage, can be effectively
filtered to the last drop.
1-015
STRUCTURAL ANALYSIS AND DESIGN OF PIPE
CULVERTS.
R. J. Krizek, R. A. Parmelee, J. N. Kay, and
H. A. Elnaggar
National Cooperative Highway Research Program
Report 116, 1971. 158 p, 109 fig, 38 tab,
124 ref, 14 append.
Descriptors: ^Design criteria, ^Culverts,
Analytical techniques, Conduits, Mathematical
studies, Pipes, Comparative benefits, Costs,
Construction.
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Procedures for the structural analysis and
design of pipe culverts are surveyed and
evaluated, and suggestions made for improvement.
For large diameter pipes under high fills, sub-
stantial savings are possible through the use
of flexible design procedures. A new approach
to the soil culvert problem is suggested - it
would treat the surrounding soil as a con-
tinuum and would have the advantages of
inherently taking the soil-culvert interaction
into account; input parameters would consist of
more fundamental characterizations of the soil
and culvert material behavior, and pipes of
intermediate stiffness could be handled rather
than considering only extreme cases (flexible
or rigid) as in the Marston/Spangler approach.
For analytical techniques to realize their full
potential, proper inspection and control of
construction procedures is essential. Virtually
every culvert failure reported can be attri-
buted to either improper construction proce-
dure or imposition of a condition not considered
in the design. A systematic interpretation
of the safety factor of a culvert is presented
which emphasizes the relationship between
failure stresses and the stresses produced by
a specified load distribution on the culvert.
A simplified procedure is developed to pre-
dict the camber of pipes resting on compres-
sible foundation soils; the problems associated
with construction and inspection are dis-
cussed, and a formulation of the economic con-
siderations of a culvert installation is pre-
sented along with an identification of the
parameters required for a meaningful evalua-
tion. Finally procedures for analysis and
design of culverts in Canada, Europe, and
Japan are given.
cipated savings should make this a popular
sewer construction technique.
1-017
DESIGNING OF RAINWATER PUMPING PLANTS. (Usui
ponpu-jo sekkei ni tsuite.) Text in Japanese.
Nagoya Municipal Government, Department of
Waterworks
Koji Narumi
NGKHB, 8th:31-32 (May 1971).
Descriptors: *Pumping plants, *Estimating
equations, Data collections, Design criteria,
Analytical techniques.
Identifiers: *Vertical axis pumps, Japan.
The scale of a pumping plant is based on the
number of pumps, the types of pumps and
motors, supplemental equipment, and the elec-
tric system of the proposed plant. Utilizing
the data accumulated between 1963 and 1970 by
the Nagoya Municipal Sewage Department mainly
on vertical axis rainwater pump models,
analytical studies were made, and new, sim-
plified equations for calculation of pumping
station scales were obtained. Equations in-
clude those for calculation of the total sur-
face area of the pumping station from the
desired quantity of discharge water, and cal-
culation of the length of the girder and span
of the plant from the diameter of discharge
pipes. These calculations are applicable to
pumping stations utilizing diesel-engine
vertical axis rainwater pumps with discharge
pipes of diameters from 40 to 68 inches.
1-016
WHAT CAN BE LEARNED FROM TWO WAYS TO BUILD A
SEWER. i
i
Alex Mair
ENCRA, 84(7):64 (July 1971).
Descriptors: *Sewers, Construction materials,
Comparative benefits.
Identifiers: ^Construction techniques, Canada.
For a. short time this spring two crews were
working on a street in Edmonton, Alta.,
Canada, about a block apart, each installing
a sewer line. Although the job being done in
each case was the same, the techniques used by
the crews differed. One crew worked by the
conventional method of sinking shafts, tunnel-
ing, shoring and installing precast concrete
pipes, while the other produced a very similar
result using a traveling form and concrete
pumping operation. Although no figures have
been released as yet, the obvious simplicity
of this latter method coupled with the anti-
IT018
CONCRETE FLUME SOLVES DRAINAGE PROBLEMS.
Alfred R. Pagan
PUWOA, 102(8):77-78 (Aug. 1971).
Descriptors: *Flood control, ^Construction
costs, *Channel improvement, Financing,
Drainage.
Identifiers: *Bergenfield, New Jersey.
Frequent flooding of the residential area
bordering Hirschfield Brook in Bergenfield,
N. J. pointed up the need for improvement in
the drainage system. A 16 ft wide channel
with concrete walls and bottom was designed
to flow 6 ft deep with 1 ft of freeboard at a
slope of 0.0025. Financing problems forced
phased construction with the initial work
being done along a reach approximately 600 ft
long in the most flood-prone section of the
1600 ft area involved. Construction bids were
taken in November 1969, and a low bid of
$129,203 was accepted. Work was largely done
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in the summer of 1970, and completed in
August. An important aspect of the contrac-
tor's work was his decision to dam the stream
upstream from the project and pump the flow
through flexible hose to the downstream side
of the excavation where another dam prevented
the water from backing upstream. Estimates
indicate that the water surface elevation has
been lowered about 18 inches because of the
improvement.
for the reconstruction and improvement of the
drainage system for the eastern district of
the city. The plan involved construction of 5
miles of sewers in diameters ranging from
36"-96", a new major pumping station, and a
6000 foot, submarine outfall. The design of
the system, procedures followed, and difficul-
ties encountered in its construction are
described.
1-019
NEW TYPES OF PUMPS WITH RELIABLE
CHARACTERISTICS. (Pumpen neuer und
bewahrter konstruktion.) Text in German.
Herbert Pb'tschke
WSLBA, special issue, 37-40 (June 1971).
Descriptors: *Pumps, Water conveyance, Muni-
cipal wastes, Sewage treatment, Equipment,
Treatment facilities.
A range of new types of pumps which can be used
in urban sewage treatment plants is presented.
One of these is the hydrostatic pump provided
with a relief valve jet for the adjustment of
maximal lifting pressure. The discharge por-
tion of these pumps can be adjusted for both
cooling or heating. These pumps can be
driven by electrical, diesel, gasoline, or air
engines. A new type of these pumps is the TPK,
triplex plunger pump. The steam-jet water
pump is suggested to be used for liquids con-
taining smaller solid particles. The high
pressure rotary pump is being manufactured for
conveying up to Q=140 m3/H volumes of liquid.
This type of pump can be either vertical or
horizontal. Another plant provides a type of
pump referred to as CPK (chemistry normal
pumps) which can be utilized for water, chemi-
cally aggressive liquids, and also for greasy
or very hot media. The same plant produces
ETA and ETANORM-low pressure rotary pumps
which can be used for water supply irrigation
as well as in drainage operations, discharge
of cooling waters, and in conveying of sea
water or turbine oils.
1-020
MAIN DRAINAGE IN A CITY.
D. C. Smart
SLGTA, 137(4120):77 (May 28, 1971).
Descriptors: "'Drainage systems, Construction,
Design, Pipelines, Pumping plants, Outlets.
Identifiers: Great Britain.
In 1965 the Cardiff City Council approved a
scheme estimated at $6 million (fcl=$2.80 U.S.)
1-021
SEWERAGE SYSTEM PIPELINES: OPTIMUM MODEL AND
ITS APPLICATION. (Gesuikankyo keikaku no
saitekika moderu to sono oyo.) Text in
Japanese.
Jun Yamada
NGKHB, 8th:26-28 (May 1971).
5 ref.
Descriptors: *Pipelines , ^Sewerage, Investi-
gations, Optimum development plans, Feasibility
studies, Costs, Application methods.
Identifiers: Japan.
The purpose of this study is for reexamination
of the present sewerage system and reevalua-
tion of the currently used pipeline planning
method in Japan. The present procedure of
designing a sewerage system includes the deter-
mination of the location of the proposed
sewage treatment plant, plans for the main
sewerage route, and plans for the network of
pipelines. Most recent studies on optimiza-
tion of sewerage systems consist of two phases:
a large-scale design of the treatment plant and
the main sewage route and then, based on this
plan, more detailed sewage pipeline network
plans; these two phases are treated separately.
This study proposed to combine the two by
careful calculations and examination of costs
and feasibility of the system as a whole.
First, the plan for the main route is pro-
posed, and then an optimum pipeline network is
planned and costs are calculated; the main
route is reconsidered in light of the cost cal-
culation, and the plan for the entire system
is finalized. Characteristics of this pro-
gram are: 1) relatively strict considerations
for limiting conditions of the proposed area;
2) optimum choice for the entire route and
pipeline combined; 3) a simplified calculation;
and 4) improved accuracy through repeated
calculations. The calculating time in relation
to the number of pipes was 0.05 seconds per
pipe. This will increase in relation to the
number of pipes involved.
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1-022
DRAINAGE PIPELINES - 2.
0. C. Young
BRSDB, 131:1-4 (July 1971).
3 fig.
Descriptors: *Plastic pipe, Drainage systems,
Installation.
Identifiers: ^Flexible pipes.
The uses of pipes made of pitch fibre, UPVC,
and reinforced plastics are examined. Con-
siderations such as the types of effluent for
which a pipe is suitable and wall thickness,
which governs pipe stiffness, specify the types
of installation for which various flexible
pipes _should be considered. Among the joints
most desirable for,use with these pipes are
snap joints and push-in joints. Limitations
on laying depths (upper and lower limits)
and installation, including the importance of
good compaction of the sidefill to insure
resistance to deformation are discussed. It
is generally considered advisable to limit the
vertical reduction in diameter of these pipes
to about 5%; if they become excessively oval
in cross section there is danger of blockage,
leakage at joints, or overstressing of the
pipe material. Wall thickness, nature of pipe
material, temperature of discharges, magnitude
of external load, and nature and condition of
surrounding soil all influence the extent to
which the pipes will.deform. Finally, the
proper method and equipment for clearing of
blockages in flexible pipe are described.
1-023
LINER SAVES SEWER REPLACEMENT.
AMCIA, 84(11):33 (Nov. 1971).
Descriptors: *Sewers, Construction materials,
Construction, Pipe flow.
Identifiers: *Driscopipe, Houston, Texas.
The AAA Pipe Cleaning Company has eliminated
infiltration and exfiltration in a 1280-foot
newly constructed sewer section in Houston,
Texas. Phillips Products 8-inch IPS Drisco-
pipe, supplied in 32-foot lengths and butt-
fused before insertion, was drawn through the
leaking sewer. The smooth interior lends
itself to extremely good flow characteristics.
1-024
SEWAGE DISPOSAL BRIEF REPORTS: THREE CONTRACTS
MODERNISE WARWICK AND LEAMINGTON.
SMENB, 138(4141):45 (Oct. 22, 1971).
Descriptors: *Contracts, Sewage disposal,
Construction costs, Sewers, Concrete pipes,
Storage tanks, Screens, Sewage treatment,
Pumping plants.
Identifiers: Great Britain.
Sewerage and sewage disposal in the boroughs
of Royal Leamington Spa and Warwick, England
are to be improved under the terms of the
following three contracts: 1) a double-
filtration system to treat a design DWF of 6
mgd serving 68,700 people; 2) a trunk sewer
constructed in extra-strength concrete pipes
of five systems ranging from 4 to 5.5 feet in
diameter with rubber-ring flexible joints;
and, 3) the construction and installation of
storm water tanks, screens, and a storm water
pumping station. The total cost for the above
contracts is approximately $7.46 million
($2.60/fc).
1-025
THE SEWER JOB WAS STYMIED UNTIL—.
WOCOA, 24(12):30 (Dec. 1971).
Descriptors: *Construction equipment, *Excava-
tion, *Hydraulic machinery, Sewers.
Identifiers: Great Britain.
A thick seam of very hard sandstone held up
the progress in excavating a trench for a
sewer main in Liverpool, England. The 30-foot
thick strata resisted every method Sir
Lindsay Parkinson & Company Ltd. tried for
nearly a month. An all-hydraulic excavating
unit, Hy-Mac 880, dug the first 6-foot depth
with its rock bucket. The bucket was then
replaced by a ripper tooth attachment to
shatter and rip out the sandstone. The
sewer trenching totaled 600 feet with an
average cover of approximately 4 feet. Deep
sections, such as the 150-foot long stretch
through the sandstone seam, necessitated
widening the trench to 13.8 feet at its top.
1-026
MONTGOMERY'S SEWER SYSTEM BECOMES NATIONAL
SHOWCASE.
WSIWA, 118(10):312-313 (Oct. 1971).
Descriptors: *Sewers, *Maintenance, Construc-
tion, Contracts, Project planning.
Identifiers: *Sewer systems, Montgomery,
Alabama.
In 1960 a sewer maintenance program was
initiated in Montgomery, Alabama. Two flexi-
ble rodding machines and two bucket machines
were purchased to maintain 6- to 15-inch
mains. Rigid control over sewer construction
is maintained with contractor firms submitting
-------
bids on labor costs and construction expertise
only while all other aspects pertaining to
the line are handled by the Water Works
Board. The city, adding 20 miles of sewer
main each year, now has 505 miles of sewer
mains serving 140,000 people in a 100 square
mile area.
1-027
FIBERGLASS REINFORCED PIPE SUPPORTS FAILING
SEWER.
WSIWA, 118(10):318-319 (Oct. 1971).
Descriptors: ^Construction materials, *Pipe-
lines, *Repairing, Pipe flow, Sewers, Main-
tenance.
Identifiers: Kansas City, Kansas.
A flexible fiberglass-reinforced polyester
resin pipe, Flextran, has been used to line
a 209-foot stretch of sewer tunnel in the
central district of Kansas City, Kansas. The
Flextran pipe has high design flow, is thin-
walled, and is resistant to acids and other
corrosives. An abrasive hand grinder was
used to cut both pipe lengths and sidewall
cutouts , thus saving time.
1-028
5 INTO 1 = BETTER SEWER SYSTEM.
WWAEA, 10(8):48-49 (Oct. 1971).
Descriptors: ^Construction, *Design criteria,
*Concrete pipes, Project planning, Construction
costs , Piping systems (mechanical).
Identifiers: *Sewer systems, *Sanitary sewers,
*Storm sewers , Lincoln City, Oregon.
Stevens, Thompson & Runyon planned and de-
signed the construction of a modern, unified
sewer system for Lincoln City, Oregon. The
program called for new sanitary and storm
sewer lines, three added lift stations, plus
repairs on existing lines — altogether over
20 miles of new pipeline. The overall cost
of improving the sewers was more than $2
million, financed by the city (about 50%),
the state, and the Economic Development
Administration. A dual system of storm and
sanitary lines, which rests in a bed of
1^-inch clean rock 5 feet wide and 24
inches deep, was designed laying both lines
in the same trench. A Hopto 700 backhoe did
the trenching, poured the rock base, and
lowered pipe and manhole sections. Concrete
pipe was used throughout the dual line, with
storm line pipes running 21, 18, and 15 inches
and feeders running 12 inches; most of the
sanitary line was of 8-inch pipe. Much of
the storm drain was pipe with a flat bottom
side, to provide a better bearing surface than
conventional round pipe.
1-029
PLASTIC PIPES FOR WATER AND WASTEWATER.
(Plastroer I VA-tekniken.) Text in Swedish.
Anders Cronstrom
TTIDA, 101(18):43-44 (Nov. 1971).
Descriptors: *Plastic pipes, *Reviews, Con-
struction materials.
This article reviews the application of plas-
tic pipes used in water supply and wastewater
treatment. The life of plastic pipes is
limited by shrinkage to approximately fifty
years. Pipe quality is highly affected both
by the material used and the manufacturing
process. Glass-fiber reinforced polyester
pipes are hardly suitable for wastewater
because of low resistance to axial forces.
Underground plastic pipes should be covered by
friction material in a width of twice the
pipe diameter. The fatigue fracture in plas-
tic pipes is dependent on the magnitude of the
mechanical stress and that of the elongations
caused by the stress.
1-030
DIGITAL CONTROL AT GRAND RAPIDS, MICHIGAN.
James E. Curtis and M. R. Van Eyck
Abstract, Water Pollution Control Federation,
Washington, D.C., 1971. (Presented at the 44th
Annual Conference of the Water Pollution Con-
trol Federation, San Francisco, California,
October 3-8, 1971.)
Descriptors: *Digital computers, *Control
sys terns .
Identifiers: *Direct Digital Control system,
Grand Rapids, Michigan.
During the study of the required plant expan-
sion program at Grand Rapids , Michigan, a
comprehensive monitoring and process control
system, having a flexible configuration to
meet future changes in technology without
major revisions, was determined essential.
Direct Digital Control (DDC) was selected as
the central control system for the expanded
plant. The functions of the DDC system
include: 1) controlling flow to the plant
and through the various treatment units; 2)
monitoring of the chemical and physical para-
meters of the sewage as it flows through the
plant; 3) controlling chemical dosages In the
phosphate removal process; 4) monitoring the
flow conditions in the combined sewer system;
5) monitoring rainfall conditions in the com-
bined sewer area; and, 6) compiling and cal-
culating data for daily, monthly, and yearly
reports. This system can be modified by
addition of process signals and reprogramming
to accomodate any changes in treatment philos-
ophy or technique within the physical limita-
tions of the plant piping and structures.
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1-031
NEW SEWER PROGRAM FOR A NEW CITY.
E. E. Halmos
WSIWA, 118(9):307-309 (Sept. 1971).
Descriptors: *Sewerage, Sewers, Pumping
plants, Operation and maintenance, Costs.
Identifiers: Chesapeake, Virginia.
Chesapeake, Virginia, the result of a merger
of South Norfolk and Norfolk County, faces
the problems presented by flat, wet land as
it connects and extends the sewage systems
which it recently acquired. Variation in
elevation is less than 2 feet and groundwater
in most places is within a foot or two of the
surface. Gravity sewer lines must start as
near to the street surface as possible and can
be carried only to depths of about 12 feet,
with a maximum length of 3,000 linear feet
and then flow must be lifted so that another
gravity run can be constructed. By 1975, a
total of 53 pumping stations with 125 miles of
collector lines will be operating in addition
to the 35 pumping stations in use with the
existing 150 miles of sanitary sewer collec-
tion lines. Of the 13 new stations installed
in the past year, 10 are above-ground instal-
lations requiring only a. single well and
easily accessible for maintenance. The city
has constructed attractive structures to
house the equipment and has installed a by-
pass pipe stub outside each station which will
allow the station to be bypassed in the event
of need for repairs. Each station contains
two pumps of various sizes up to 994 gpm, which
can be operated individually or in tandem.
Costs are lower and maintenance easier with
this type of pumping station.
of trouble areas. A companion system is used
for isolating points of water infiltration
and repacking faulty joints with a special
quick-setting chemical grout. Examples are
cited from various states to show how these
two techniques are helping to accomplish
reduced costs of operation and improved main-
tenance programs.
1-033
RENEW OLD SEWERS AND THEN MAINTAIN THEM.
William A. Olson
AMCIA, 85(10):105-106 (Oct. 1971).
Descriptors: *Sewers, *Repairing, *Mainten-
ance, Concrete construction.
Identifiers: Peoria, Illinois.
A sewer-rehabilitation program, investigated
and determined feasible by Warren & Van Praag,
Inc., Consulting Engineers and Architects of
Decatur, Illinois, will extend the useful life
of the existing sewers in Peoria by forty to
fifty years at reasonable costs. The sewer
rehabilitation was done by Pressure Concrete
Construction Company, Florence, Alabama. The
following procedure was used for rehabilita-
tion: sewer flow is diverted in a section of
the sewer; the surface and joints are cleaned;
and, crowns or missing portions of the sewer
are patched with a high-grade, air-entrained
concrete. This last step is accomplished by
anchoring mesh to the inner walls and guniting
a sand-cement mortar under high pressure onto
the inner wall surface thus building the inner
face of the existing structure to the desired
thickness.
1-032
EFFECTIVE USE OF TV INSPECTION AND SEALING
CAN SAVE MONEY.
Tom Lenahan and Joe Herndon
Abstract, Water Pollution Control Federation,
Washington, D.C., 1971. (Presented at the
44th Annual Conference of the Water Pollution
Control Federation, San Francisco, California,
October 3-8, 1971.)
Descriptors: Repairing, Costs, Sewers.
Identifiers: *Sewer inspection, *Closed-
circuit television.
This paper discusses a method utilizing closed-
circuit television which permits sewer lines
to be viewed from the surface and leaking
joints to be repacked remotely without the
necessity of costly excavation. This method
involves running a special television camera
through the line for inspection and location
1-034
RESEWERING IN GATESHEAD.
B. H. Pritchard
JMOEA, 98(1):305-311 (Nov. 1971). 8 fig, 1
tab, 3 ref.
Descriptors: *Drainage systems, Sewers, Con-
struction, Pipelines, Computers, Analytical
techniques, Excavation, Flow characteristics,
Tunneling, Design.
Identifiers: Sewer inspection, Great Britain.
The preliminary investigations and design have
been completed for a drainage system aimed at
achieving a completely separate system utiliz-
ing as many of the sewers from the existing
combined system as is practical. Other aims
of the design include relief of the Western
Outfall and High Street Sewers, and provisions
of adequate sewerage system to proposed re-
development areas. Inspection of existing
-------
sewers was carried out using a television
camera along smaller sewers and computer
analysis was undertaken to assist in design
considerations. The design of the West Street
Outfall, the first phase of the major drainage
scheme proposed, is complete and the contract
is underway. Open trench construction is
planned. Most of the techniques involved in
descending the 200-foot slope with reduction
in velocity of flow were not economical. The
provision of steel bars as obstructions in the
pipeline to accelerate the rate of head loss
down the slope was a simple, economic solution.
Excavation up the steep bank was carried out by
drag line, after terracing the slope. One
section of the sewer was tunneled through firm
boulder clay, and smooth-lined, boltless tun-
nel segments were successfully used to con-
struct the 60-inch pipeline.
1-035
PRESENT STATUS OF LOW PRESSURE AIR TESTING FOR
SANITARY SEWERS .
Roy E. Ramseier
Abstract, Water Pollution Control Federation,
Washington, B.C., 1971. (Presented at the
44th Annual Conference of the Water Pollution
Control Federation, San Francisco, California,
October 3-8 , 1971.)
Descriptors: *Pipes, *Testing, Leakage, Con-
struction materials.
Identifiers: *Low pressure air testing,
Sanitary sewers.
Where newly installed sewers are tested for
possible leakage, the most widely accepted
methods of testing have been measurement or
observation of water infiltration, water
exfiltration , or leakage of air under low
pressure. Water infiltration is dependable
only if the sewer pipe is completely below
ground water. For many years, the accepted
test of a pipe not submerged in ground water
has been made by measuring the amount of ex-
filtration with the pipe completely filled
with water under moderate pressure. Recent
development of the low pressure air test has
provided consistently accurate results at a
lower cost and in less time. Suggested speci-
fications that can be used for any type of
pipe are so designed that the engineer may
select a leakage allowance which will result
in the quality of work desired, yet is neither
unduly harsh nor too lenient. Existing pipe
materials vary between manufacturers, and
regionally. New pipe materials may indicate
the desirability of new specification points
for allowed leakage.
1-036
UPDATING SUBSTANDARD WATER AND SEWER SYSTEMS .
B. F. Rivers and Edwin A. Apel
PUWOA, 102(12):73 (Dec. 1971).
Descriptors: *Construction costs, *Sewerage,
Construction, Project planning, Piping systems
(mechanical), Water management (applied),
Grants.
Identifiers: Mineral Wells, Texas.
Due to a high population growth rate the city
of Mineral Wells , Texas in 1966 adopted rigid
specifications requiring pipe with compression
joints for trunk lines, laterals, and service
lines. However, by 1969 the inadequacy of
both the pre- and post- 1946 sewerage collec-
tion lines warranted immediate action to bring
them up to standards and provide capacity for
future growth. A HUD grant offer of $805,000
has been made in response to a $1.6 million
request for improvements in the sewage col-
lection system, water distribution system, and
the storm sewer system. Presently the pro-
jects under review include bolstering the
water feeder main system together with con-
struction of a new, high service water pumping
system.
1-037
FUNCTIONAL REQUIREMENTS OF A SEWER.
Ragnar Tillander
Preprint, 1970. 4p, 3 fig. (Presented at
the International Water Conservancy Exhibition,
Jb'nkoping, Sweden, September 2-9, 1970.)
Descriptors: *Sewers, *Repairing, ^Sealants,
Methodology, Equipment.
Identifiers: Sweden.
A method that permits existing sewers to be
sealed from the manholes while in service
uses a "pressure head" apparatus. The pres-
sure head consists of two laterally fixed
rubber rings that can be inflated. To one
end of the tool a compressed air hose for
inflating the rings is connected, while the
sealant is fed into the opposite end. It is
essential that the sealant be pressed through
the leaks and penetrate into the backfill
around the pipe. After the joint has been
sealed and the soil grouted, the pressure head
is moved to the next joint and the procedure
repeated. The sealant required must be
decided for each job. At the present, the
best type of sealant for sewers laid in rock
trenches or in frictional soils is a properly
compounded cement grout. Conduits best suited
for sealing using this method are: sewer lines
where traffic congestion either precludes ex-
10
-------
cavations or makes them difficult and costly,
and combined sewer lines to be retained as
surface water conduits when a separate system
is built.
1-038
STRUCTURAL STRENGTHS OF BURIED PIPE MATERIALS.
Reynold K. Watkins
Abstract, Water Pollution Control Federation,
Washington, D.C., 1971. (Presented at the
44th Annual Conference of the Water Pollution
Control Federation, San Francisco, California,
October 3-8, 1971.)
Descriptors: *Pipes , Piping systems (mechani-
cal), Construction materials, Design criteria.
For buried pipes the structural performance
limit is a deformation of the pipe-soil sys-
tem beyond which the system cannot perform its
designed function. One such performance limit
is crushing or buckling of the pipe wall, or
excessive deflection of the ring with reduc-
tion of pipe flow or formation of objection-
able cracks or plastic hinges. In order to
simplify design of the ring, the strength of
material can be defined as the yield point
of the pipe material provided that the cal-
culated ring compression stress in the pipe
wall is adjusted by factors based on soil
density and, for very flexible rings, on ring
stiffness.
1-039
A COMPUTER PROGRAM FOR SEWER DESIGN AND COST
ESTIMATION.
Regional Planning Council, Baltimore, Maryland
P. L. Zepp and A. Leary
HUD No. p-71, Apr. 1969. 83 p, 9 fig, 5 tab,
8 ref, 5 append.
Descriptors: *Computer programs, ^Programming
languages, ^Estimated costs, ^Design criteria,
Piping systems (mechanical), Comparative costs.
Identifiers: *Sanitary sewers.
The need for a faster and more economical
method of cost analysis and design of a sani-
tary sewer system is satisfied by using a com-
puter program. The Design Model Program is
written in the General Electric Time-Sharing
Fortran Language for use on the G. E. Model
235 computer, using paper type and teletype
input and output. Digital input to the pro-
gram consists of the area tributary to each
pipe for each land use type, pipe length, and
ground elevation at each manhole. The model
is composed 'of three separate programs linked
together and run sequentially. The first cal-
culates sewage flows and makes assignments to
various pipes. The second calculates pipe
sizes, invert elevations at manholes, pipe
grades, and optimum pipe costs. A subroutine
calculates total costs, Including the pumping
station. By comparing several pairs of system
costs, the most economical system (e.g.,
gravity pipe versus pumping station design)
can be selected. The third program prints the
results. The output consists of peak sewage
flows, pipe sizes, elevations of pipe inverts
at manholes, pipe slopes, costs of pipes per
foot between manholes, total costs of pipes
between manholes, and total system costs.
1-040
HOW POLYETHYLENE PIPE WAS USED TO REHABILITATE
COLLECTOR SEWER.
ENCRA, 85(2): 52 (Feb. 1972).
Descriptors: *Repairing, *Pipelines, *Sewers,
Tunneling, Construction Costs.
Identifiers: *Polyethylene Pipe, Canada.
A collapsed, 36-inch-diameter sanitary col-
lector sewer in the City of Dorval, Quebec,
has recently been repaired by relining with
32-inch Sclairpipe polyethylene pipe from
Du Pont of Canada. For this rehabilitation,
a winch was located at the nearest manhole and
a steel cable was fed back through the old
sewer to a 50-foot-long access shaft. A
vibrating pulling head was then attached to a
38-foot length of polyethylene pipe, lowered
into the shaft, and pulled into the old sewer.
When all but about four feet of the pipe had
been pulled into the sewer, a butt-fusion
joining machine was lowered into the shaft and
a second length of Sclairpipe was fused ';n the
first. The process was repeated thus relining
a total of 1900 feet of the old sewer. This
procedure required the excavation of three
access shafts and two lateral connections,
both of which were located near existing man-
holes. A cost saving of approximately 50%
over what would have been required for recon-
struction has been estimated.
1-041
FIBERGLASS PIPE RENEWS FAILING BRICK SEWER.
ROSTA, 115(2): 75 (Feb. 1972).
Descriptors: *Repairing, *Pipelines, *Sewers,
Tunneling.
Identifiers: *Fiberglass Pipe, Kansas City,
Kansas.
A clogged sewer under a switch line of the
Kansas City-Southern Railroad tracks in Kansas
11
-------
City, Kansas, recently was opened by a tunnel-
ing technique using fiberglass pipe. Bricks
from the old sewer arch had loosened from the
arch and fallen into the sewer, which was
close to the surface underneath the tracks. A
single entrance shaft about 16 feet wide
opening down to a flow line depth of about 12
feet was located near one corner of the street
intersection midway along the 209-foot sewer
tunnel. This method allowed the four-man crew
to work in both directions. The thin-walled
polyester resin Johns-Manville pipe called
Flextran was cut as it was being installed.
Linings, wrapping coating, and cathodic pro-
tection were not needed.
1-042
SEWER LINE FILLS 30 YEAR NEED.
WWAEA, 9(3):55-56 (March 1972). 2 fig.
Descriptors: *Sewers, *Construction, Con-
struction Costs, Construction Equipment,
Construction Materials, Pipelines.
Identifiers: *Alta Ski Resort, Utah.
For over thirty years, obstacles such as
weather, legal, geographic, and economic,
have deterred construction of much needed
sewer line service for ski lodges and private
homes in the Alta ski resort area in Utah.
Finally, Alta decided to build their own
sewer line, which would stretch 2% miles to
connect with the Snowbird line at a nearby
resort. The job was estimated at $380,000
and Pacific States 10-inch-diameter mechani-
cal joint ductile iron pipe was selected.
The line features 133 manholes, one at every
change of direction, over its 32,412-foot
length. Construction, begun in November 1970,
was halted by snow and subsequent skiers. In
that time, however, 600 feet of pipe were
laid. A demolition point on a pile hammer
was used against the 15-foot granite boulders
since conventional blasting techniques were
too expensive. When the snow melted in April
1971, construction resumed.
1-043
SIX MONTHS EXPERIENCE WITH A PRESSURE SEWER
SYSTEM DEMONSTRATION.
New York State Department of Environmental
Conservation, Albany, New York.
Italo G. Carcich, Leo J. Hetling, and R. Paul
Farrell
Technical Paper No. 4, April 1971. 46 p, 24
fig, 17 ref.
Descriptors: *Sewerage, *Pressure Conduits,
*Sewers, *Sewage Disposal, *Pump Testing,
Waste Water Disposal, Sanitary Engineering,
Prototype Tests, Data Collections, Monitoring.
Identifiers: *Pressure Sewer System, *Albany,
New York, Pumpgrinder.
A general description is presented of a com-
bination sewage grinder-pump unit presently
under test in Albany, New York. The unit was
developed by the General Electric Company
Re-entry and Environmental Systems Division
in cooperation with the American Society of
Civil Engineers. The grinder-pump unit has
application in situations where gravity-flow
sewer systems are not feasible. This would
be the case for a building having plumbing
fixture drains located below the elevation of
the lowest possible gravity sewer connection.
The grinding component consists of a rotating
wheel carrying two hammers inside a fixed
stationary cutting ring. The unit is designed
to grind sewage and foreign objects that may
accidentally enter the unit with sewage flow.
The pump is designed to pump between 11 and 15
gpm over a range of heads from zero to 35 psig.
Installations were made in basements of 12
townhouses in Albany for the purpose of demon-
strating the operation of the unit. Six
operating parameters are monitored at 15-minute
.intervals by a remote system using telephone
wires. All data are recorded on paper tape
and fed into a computer for analysis of the
data.
1-044
PRESSURE SEWER DEMONSTRATION PROJECT.
Italo G. Carcich, R. Paul Farrell, and Leo J.
Hetling
JWPFA, 44(2):165-175 (Feb. 1972). 12 fig, 2
tab, 17 ref.
Descriptors: *Sewerage, *Pressure Conduits,
*Sewers, *Sewage Disposal, *Pump Testing,
Waste Water Disposal, Sanitary Engineering,
Prototype Tests, Planning, Design Criteria.
Identifiers: ^Pressure Sewer System, *Albany,
New York, Pumpgrinder.
The New York State Department of Environmental
Conservation is evaluating the concept of
pressure sewers to serve areas where gravity
flow is uneconomic or impossible. The project
involves 12 townhouses in a low- to middle-
income development near Albany, Hew York.
Each townhouse is equipped with a storage-
pump-grinder unit that discharges into a
pressure main. Automatic monitoring is pro-
vided for each unit. This paper describes
planning and initial design of the project
and comments on the first 6 months of operation.
12
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1-045
HARD POLYETHYLENE PIPES FOR PRESSURE AND
SEWAGE SYSTEMS. (Rohr.e aus Hartpolyathylen
fiir Druck-und Abwasserleitungen.) Text in
German.
Wilhelm Muller and Kurt Graf
ENTEA, 24(1):15-22 (Jan. 1972). 20 fig, 1
tab, 3 graph, 12 ref.
Descriptors: *Pipelines, Construction
Materials, Sewers.
Identifiers: *Polyethylene Pipe.
Hard polyethylene(PE) pipes are quite adaptable
for use as sewage draining receptacles in
apartment houses. They are resistant to hot
water, freezing, and chemical agents and have
smooth walls thus minimizing incrustation.
Their hydrophobic properties are advantageous
in their utilization as drainage pipes. Pipes
are welded or screwed together, forming a
completely tight unit. PE pipes can also be
used in sewer construction because of their
weldability, with an important influence on
cleanliness of groundwater and soil. The
PE pipes used in sewer construction have
diameters up to approximately 4 feet. In
case of aggressive vapors, corrosion-proof
shaft linings of hard PE coil tubes , with
welded shaft bottoms and connecting pieces ,
are used.
13
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SECTION II.
Overflows, Infiltration, and Regulation
Devices
11-001
SEPARATOR REMOVES OILS FROM STORMWATER.
PUUOA, 102(7):92 (July 1971). 1 fig.
Descriptors: *Water pollution control, *0il
wastes, *Separation techniques, Storm runoff,
Illinois.
Identifiers: *0il separation.
To meet the Chicago Sanitary Sewer District
code on amounts of contaminants discharged
into the Chicago River, the Shell bulk ter-
minal at Argo, Illinois installed an oil
separator utilizing the Hell corrugated plate
intercepts. Located downstream from the
normal hox separators, the unit functions
during storm water conditions. The separator's
design and operation are described and
diagramed.
11-002
HEW CONVERSION PLANT, SEWER SEPARATION SYSTEM
BOAST "FIRSTS".
WWAEA, 8(7):10 (July 1971).
Descriptors: ^Computers, *Sewers, *Automatic
control, Costs, Drainage systems, Flood
control, Water pollution control.
Identifiers: *Minneapolis-St. Paul.
In Minneapolis-St. Paul, a unique computer
directed sewer system is now in use. The new
system was created from the existing 90 year-
old facility for approximately $1.7 million, a
fraction of the $200 million estimate for
sewer separation to provide comparable per-
formance. Heavy spring rains, floods, and
resulting water pollution in the Mississippi
River made the new system necessary. Its
purpose was to convert the Twin Cities' com-
bined sewers into controllable reservoirs.
11-003
EVALUATION OF STORM STANDBY TANKS: COLUMBUS,
OHIO.
Dodson, Kinney and Lindblom, Columbus, Ohio
EPA/WQO Program No. 11020 FAL, Mar. 1971. 99
p, 51 fig, 4 tab, 1 append.
Descriptors: *Waste water treatment, *Sewers,
Sedimentation.
Identifiers: *Storm tanks, *Columbis, Ohio,
Intercepting sewer, Solids removal, Dissolved
oxygen improvement, Biochemical oxygen demand
removal.
The operation of three storm standby tanks con-
tiguous to an intercepting sewer which serves
both combined sewers and sanitary sewers was
investigated to determine the effectiveness of
the tanks in improving the quality of the
wastewater prior to its discharge into the
river. Based on influent and effluent sampling
data collected during the study period, storm
standby tank facilities reduce significantly
concentration of solids and B.O.D. in the
wastewater in storm runoff periods. The extent
of reduction is dependent to a major degree on
the detention time of flow passing through the
tanks. Improvement of dissolved oxygen result-
ing from passage of wastewater through the
tanks is very substantial, especially during
periods when the dissolved oxygen content of
the influent is low. Since improvement in
water quality of effluent from the tanks would
normally occur when volume of flow in the
receiving river is above average and when its
quality can be expected to be reasonably good,
it is concluded that the tanks would contri-
bute to pollution abatement only to a minor
degree. However, some benefits would result
from the reduced load applied to the stream,
even at a time when the river could handle such
load.
11-004
STORM WATER PROBLEMS AND CONTROL IN SANITARY
SEWERS: OAKLAND AND BERKELEY, CALIFORNIA.
Metcalf & Eddy, Inc., Palo Alto, California.
EPA/WQO Contract No. 14-12-407, Program No.
11024 EQG, Mar. 1971. 270 p, 48 fig, 31 tab,
25 ref.
Descriptors: *Infiltration, ^Sewerage,
*0verflows, *Flow measurement, *Computer models,
Sampling, Sewage treatment, Storm runoff,
Rainfall-runoff relationships, Estimated costs.
Identifiers: *Sanitary sewers, Oakland,
California, Berkeley, California.
An engineering investigation was conducted on
storm water infiltration into sanitary sewers
and associated problems in the East Bay
Municipal Utility District, Special District
No. 1, with assistance from the cities of
Oakland and Berkeley, California. Rainfall and
sewer flox? data were obtained in selected study
subareas that characterized the land use
patterns predominant in the study area. Results
obtained were extrapolated over larger drainage
areas. A computerized flow routing program
for the sewer system was used in this analysis.
Ratios of infiltration to rainfall in the study
15
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subareas range from 0.01 to 0.14. Ratios of
peak wet weather flow to average dry weather
flow range from 2.1 to 9.1. About 11.1 per-
cent of the rainfall enters the sanitary sewer
system; 30.6 percent of the infiltration is
contributed by the 4 percent of the study area
that has combined sewers. Problems associated
with infiltration and resulting overflows and
bypasses are: 1) pollution of San Francisco
Bay, 2) operational difficulties at the treat-
ment plant, and 3) danger to public health,
property damage, and nuisance. Estimated costs
for the most feasible combinations of solu-
tions to these problems, consisting of treat-
ment plant improvements, separation of remain-
ing combined sewers, partial treatment of over-
flows, and sewer improvements, range from
approximately $42 million to $94 million.
Specific recommendations for subsequent develop-
mental programs are presented; complete imple-
mentation of the recommended plan will take
about 7 years.
11-005
DISPATCHING SYSTEM FOR CONTROL OF COMBINED
SEWER LOSSES.
Metropolitan Sewer Board, St. Paul, Minnesota
EPA/WQO Demonstration Grant 11020 FAQ, Mar.
1971. 206 p, 81 fig, 30 tab, 36 ref.
Descriptors: *Storm runoff, *Sewers,
*0verflow, ^Pollution abatement, ^Mathematical
models, Sewerage, Sanitary engineering, Model
studies, Water pollution control, Mississippi
River.
Identifiers: -'Combined sewers, *Minneapolis-
St. Paul, Urban hydrology.
Impressive reductions in combined sewer
overflow pollution of the Mississippi River
in Minneapolis and Saint Paul have been
effected by a regulator control system.
Working entirely within the limits of the
existing interceptor sewer system, and with
relatively minor modifications to selected
major combined sewer regulators, incidence of
overflow was reduced by 66% and duration of
overflow by 88% during most of a rainfall
season. Computer simulation techniques using
actual rainfall data indicate that the amount
of overflow volume reduction achieved is the
equivalent of a $200 million separation
project. The efficiency of collection was
improved by about 20% at controlled regula-
tors. The reduction in volume of combined
overflow to the river is estimated to be
between 35% and 70% during the runoff season.
The unmodified combined sewer system cap-
tured about 65% of the urban runoff. Where
modified, the system captured about 77% of
the urban runoff. A mathematical model has
been prepared that will, with rain gage data
as input, perform rainfall-runoff analysis,
diversion of combined sewer runoff hydro-
graphs through the interceptor system. This
model will assist in operation of the system
to retain combined sewer flows and utilize the
maximum flow capacity of the existing inter-
ceptor sewer system. The 1.75 million dollar
project includes a computer-based data
acquisition and control system that permits
remote control of modified combined sewage
regulators. Data from rain gages, regulator
control devices, trunk sewers and inter-
ceptors, and river quality monitors provide
real-time operating information. Time
varient quality data from key locations in the
sewer system were obtained by automated
analysis of numerous hourly samples.
11-006
MONEY DOW THE DRAIN.
Carl F. Buettner
AMCIA, 86(8):60-62 (Aug. 1971). 1 fig, 2 tab.
Descriptors: *Cost comparisons, *Infiltration,
Drainage, Data collections , Real benefits,
Flow measurement, Instrumentation, Rain water,
Surface runoff, Groundwater.
Identifiers: *Polcon Wastewater Flow Tubes.
Groundwater infiltration into a city's waste-
water collection system can be a major source
of public dollar waste. It is not uncommon
for a city to pay from $100 to $2000 per day
in additional wastewater treatment expense
for the unnecessary treatment of ground or
surface water leaking into the sewer system.
One sewer authority's method for locating
points of infiltration is described. By
using Polcon Wastewater Flow Tubes and related
portable instruments , the sources of infiltra-
tion were isolated without the need for
digging, breaking pavement, or building
expensive structures. The Polcon tube is an
accurate, inexpensive, primary element for
metering flows in a partially-filled conduit.
Using this equipment it was possible to
establish a daily relationship between the
potable water entering the system and the
wastewater leaving each drainage area, and to
establish a dry versus wet weather flow ratio,
then to isolate the areas of infiltration. In
this particular case, the authority estimated
an annual saving of approximately $24,000.
After the expenses incurred in locating and
sealing infiltration points, a small saving
was realized even in the first year.
16
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11-007
THE WASTEWATER LOAD OF THE MAIN CANAL THROUGH
RAIN OUTLETS WITH AND WITHOUT INTERMEDIATE
STORM WATER RETENTION TANKS. (Die schmutz-
wasserbelastung des vorfluters (sbv) durch
regemiberlaiife (rii) mit und ohne zwischen-
schaltung von regeniiberlaufbecken (rub).) Text
in German.
R. Lautrich
WUBOA, 23(8):234-235 (Aug. 1971).
ref.
2 graph, 7
Descriptors: *Computer programs, *Drainage
water, ^Outlets, Data collections, Rainfall-
runoff relationship.
An electronic computer program has been
developed for which the wastewater load of the
main canal passing through rain outlets can be
determined with sufficient accuracy. The
calculation uses the following data: flow
time, runoff delay, height of annual precipi-
tation, rain frequency, rain duration curve,
supply of water other than rainwater, distri-
bution of the daily wastewater accumulation
over an optional number of hours, and indus-
trial wastewater amounts. The mixing ration
which continuously changes can be applied to
rain overflows connected in tandem.
11-008
RELIEVING COMBINED SEWER POLLUTION.
WSIWA, 118(10):334 (Oct. 1971).
Descriptors: ^Control systems, ^Computers,
*Gate control, Pollution abatement.
Identifiers: *Sewer overflows, Minneapolis-
St. Paul Sanitary District, Combined sewers.
A computer directed sewer system has solved
the pollution problem from combined sewer
overflow in the Minneapolis-St. Paul Sanitary
District. 18 of the system's regulator gates,
controlling about 80% of the total sewage
flow, have been modified to operate under
semi-computer!zed control. 15 air-inflatable
rubber dams, underground control vaults, five
river water quality monitoring subsystems, and
a data acquisition and control system were
installed. The data acquisition and control
system handles 135 simultaneous water quality
and water level measurements from 40 different
locations. The computer-generated analysis
of this data is used in making gate adjust-
ments.
II-009
DEMONSTRATION OF ROTARY SCREENING FOR COMBINED
SEWER OVERFLOWS.
Bureau of Sanitary Engineering, Portland,
Oregon
EPA/R&M Contract No. 14-12-128 Modification
No. 7, Program No. 11023 FDD, 55 p, 9 fig,
8 tab.
Descriptors: *Storm runoff, *Water pollution
control, *0verflow, Efficiencies.
Identifiers: *High-rate screening, Combined
sewers, Solids removal, COD removal.
The objective of this demonstration was to
determine screen durability, solids removal,
COD removal, and hydraulic efficiency of rotary
fine screening of storm-caused combined sewer
overflows. 2300 gpm were evenly distributed
to a 60-inch diameter rotating (55 rpm)
screen cage holding 18 square feet of 165
mesh stainless steel screens (105 micron
opening, 47.1% open area). During a screen-
ing cycle a concentrate sensor stopped the
sewage pumps, ending the screening phase and
initiating a 30-second cleaning phase during
which the screens were automatically washed.
At the end of the cleaning phase the pumps
restarted automatically and a new cycle began.
Performance on storm-caused combined sewage
flow averaged 54.8% removal of settleable
solids, 26.6% removal of suspended solids,
and 15.5% removal of COD. Duration of the
screening phases averaged 14.6 minutes with
average hydraulic efficiencies dropping from
0.880 to 0.668. The ultimate screen life var-
ied from a minimum of 190.5 hours to a maxi-
mum of 516 hours with an average of 346.
Screens required an average of 3.5 repairs
during this life.
11-010
OPERATING RESULTS OF A REMOTE CONTROL SYSTEM
FOR COMBINED SEWER OVERFLOWS.
James J. Anderson and Robert L. Gallery
Abstract, Water Pollution Control Federation,
Washington, D.C., 1971. (Presented at the
44th Annual Conference of the Water Pollution
Control Federation, San Francisco, California,
October 3-8, 1971.)
Descriptors: ^Control systems, *Remote con-
trol, ^Computers, Installation, Costs, Opera-
tions, Mathematical models , Rainfall-runoff
relationships.
Identifiers: *Sewer overflows, ^Overflow
regulators, Combined sewers , Minneapolis-St.
Paul Sanitary District.
17
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ihe results of operation of a computer-based
combined sewer control system in Minneapolis
and St. Paul, Minnesota, are presented. Com-
bined sewer regulators which control overflow
from major trunk sewers were modified for
remote control and monitoring. The modified
regulators were operated to reduce overflow
based on rainfall, interceptor sewer, and
trunk sewer level measurements collected in
real time. Costs of installation and opera-
tion of the system, now in its third year of
use, are presented along with a description
of major problems encountered in installation
and operation. The annual overflow volume
was reduced by more than 50% and the annual
duration of overflow (total overflow hours)
reduced by about 90%. The rainfall-runoff
mathematical model of the combined sewer
system shows the elimination of overflow for
30-minute rainfalls up to .37 inches per hour,
75% reduction at .75 inches per hour, and 50%
reduction at 1.25 inches per hour, based on
certain conditions. The control system was
designed and operated to take advantage of
rainfall characteristics. Much of the annual
rainfall occurs at low intensities; the sys-
tem strategy also considers areal variability
of rainfall during a given event.
11-011
SEWER FLOODING CONTROL SYSTEM.
Lloyd G. Cherne
United States Patent: 3,605,799. Applied Apr.
24, 1970. Issued Sept. 20,1971.
Descriptors: *Flood control, *Sewers,
^Sewerage, Flood damage, Patents, Equipment.
An improved sewer flooding control system
utilized to prevent the flooding of a building
basement because of a backup in the building
sewer or the surging of sewage in the sewer
has been patented. The system is mounted
below the floor level of a basement and is
actuated by the presence of sewer flooding
conditions in the sewer. Means for preventing
flooding or damage as a result of surging
sewage both in the basement as well as within
the system and novel guide means for guiding
a float and preventing damage from surging
are also provided. When flooding conditions
exist, a float member rises with the level of
the sewage, and in turn, causes a valve to
close in the sewer pipe, thereby preventing
any flow of sewage through the pipe. When
flooding conditions subside, the float is
correspondingly lowered with the level of
sewage and the valve is opened.
11-012
SEWAGE "RESERVOIR" SOLVES OVERFLOW PROBLEM.
Fred M. Conger
AMCIA, 84(11):103 (Nov. 1971).
Descriptors: *Storm runoff, ^Retention,
Sewage treatment, California.
Identifiers: *Sewer overflows, Overflow
abatement.
A trapezoidal holding basin of about 100,000
gallons capacity is being used temporarily
for four hours per day to eliminate the over-
flowing of the main transmission line for the
La Jolla-Pacific Beach area. Adjacent to a
sewage-pumping station at an elevation about
25 feet lower than the sewer, the basin
measures 40 by 50 feet and is 10 feet deep.
A ten-mil polyethylene film covers the bottom
and sides. A 50-gallon drum punched with 3-
inch holes on the end of the influent line
was installed to diffuse the flow thus elimi-
nating the problem of holes in the bottom
caused from the speed of the entering sewage.
11-013
DETENTION AND CHLORINATION STATION SOLVES
COMBINED SEWER OVERFLOW PROBLEM ECONOMICALLY.
K. Peter Devenie
PUWOA, 102(11):48-50 (Nov. 1971). 3 fig.
Descriptors: *Automatic control, '"'Overflow,
Treatment facilities, Storage tanks, Sewage
treatment, Chlorination, Construction costs.
Identifiers: Combined sewers, Overflow
abatement, Cambridge, Massachusetts.
A completely automatic combined sewer overflow
detention and Chlorination station in Cambridge,
Massachusetts, reduces the cost of the down-
stream relief sewers, headworks, tunnels, and
treatment facilities and should eliminate the
overflow of raw sewage from combined sewers.
Overflows enter the station from three new
relief sewers through the three channels
which contain mechanically cleaned screens.
If all gates are shut the flow will ba-ck up
to the overflox* weirs on the relief sewers.
Screenings are dumped into a sluiceway and
flushed back to the sewer system by stripping
pumps in the pumping station wet well. The
total design flow of 233 mgd can be pumped
with any one of the four engines or pumps
inoperative. A residual chlorine analyzer
provides final trim of Chlorination rates
from two 4,000-galloh tanks containing approx-
imately- 15% sodium hypochlorite solution to
provide a residual of 1 mg/liter. For 80%
of the overflows the total contact time will
be in excess of 1/2 'hour. The six detention
18
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tanks also remove solids through settling
and floating. Mesh screens with 0.2-inch
openings at the effluent end trap floating
material and it is returned with the sludge
to the sewer system, in conjunction with
dewatering of the tanks after use. The de-
tention tanks, which are a major portion of
the station, have been covered with earth
and planted with grass. The total construc-
tion cost of the station was $4.7 million.
11-014
MICROSTRAINING OR COMBINED SEWER OVERFLOWS.
E. W. J. Diaper and G. E. Glover
JWPFA, 43(10):2101-2113 (Oct. 1971).
6 tab, 7 ref.
2 fig,
Descriptors: *Storm runoff, Waste water
treatment, Chlorination, Costs.
Identifiers: ^Microstraining, *Sewer over-
flows, Ozonization, Philadelphia, Pennsylvania.
Treatment of an actual storm water overflow
in a residential area of Philadelphia,
Pennsylvania, by microstraining has produced
solids removals averaging 911 of high through-
put conditions with a. 23-jj screen and 80% at
lower throughputs. Volatile suspended solids
removals averaged 70%. The process can be
followed by chlorination or ozonation for bac-
terial reduction. Biochemical oxygen demand
removals vary and are sometimes negative.
Pretreatment of microstrainer influent by a
heavy solids trap and bar screen is recom-
mended for full-scale installations. Costs
of bar screening, and microstraining would be
about $10,200/acre ($26 ,300/ha), with chlor-
ination, $ll,200/acre ($27 ,600/ha) , and with
ozonation, $l^,800/acre ($49,000/ha).
drainage and a significant decrease in the
amount of water held by the soil. Watershed
management implications including the recog-
nition of possible overland flow hazards,
effects of thinning, and wildfire are discussed.
11-016
SILO IN THE SEWER STORES STORM WATER OVERFLOW.
ENREA, 188(21):18 (May 25, 1972). 1 fig.
Descriptors: Underground Storage, *Storm
Water, *Treatment Facilities, *0verflow,
Sewerage, Pollution Abatement, Waste Water
Treatment.
Identifiers: Lancaster, Pennsylvania.
As a $1.7 million demonstration project aimed
at preventing pollution of the Conestoga River
by overflows from the sewer system, Meridian
Engineering, Inc. of Philadelphia, Pennsylvania
has designed an overflow treatment facility
to be added to the existing sewers that includes
an underground silo to store excess flow.
During overflow periods, excess wastewater will
enter a swirl chamber where the sewage will
flow in a fast circular motion, forcing the
solids to the center of the vortex where they
will settle out of the liquid. The pretreated
sewage then flows into the silo, an underground
chamber 100 feet deep and 50 feet in diameter
with a 1.2-million-gallon capacity. After the
storm ends, the silo's contents are pumped back
into the interceptor for treatment in the
existing treatment plant.
11-015
SNOWMELT TEMPERATURE INFLUENCE ON INFILTRATION
AND SOIL WATER RETENTION.
Glen 0. Klock
JSWCA, 27(1):12-14 (Jan./Feb. 1972). 1 fig,
2 graph, 6 ref.
Descriptors: *Snowmelt, *Temperature,
*Infiltration, *Soil Water, Retention,
Watershed Management, Overland Flow.
Temperature effect of snowmelt on infiltration
and soil water retention is shown by theory
and experimentation. The infiltration of
water near snowmelt temperature, 0%C, into a
column of soil was measured at one-half the
rate at 25°C. Increasing the temperature of
a drained soil column near 0°C to a higher
temperature, resulted ±n additional soil water
19
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SECTION III.
Sewer Hydraulics
III-001
HERBICIDE CLEARS SEWER ROOTS.
AMCIA, 86(9):16-17 (Sept. 1971).
Descriptors: *Herbicides, *California,
Sewerage.
Identifiers: *Root control, *Sewer stoppages.
The use of chemical foam has proved highly
effective in relieving the root growth
problem in the sewer system of Sacramento
County, California. In 19,500 ft of line,
main-line stoppages from root growth were
reduced from 9 in 1969 to one in 1970.
Killing the roots by means of an herbicide is
more effective than cutting with conventional
root-cutting equipment since cutting stimu-
lates new growth. The herbicide used was a
product known as Metham (SMDC), having the
trade name Vaporooter. Vaporooter (plus)
consists of Stauffer Chemical's Vapam with
the foaming agent, Triton X-100 and dichlobenil,
a deterrent to regrowth.
growth. They will not disrupt the biological
treatment of sewage and may aid sludge drying
rates. Tychem No. 8030 currently sells for
$1.10/lb in truckload quantities. The addition
of 50 Ibs. per day, over a 3 day period, will
increase the capacity of a sewer by approxi-
mately 25%; 600 Ibs. per day over 3 days would
increase sewer capacity by approximately 50%.
To alleviate sewer overflows polymer injection
should begin before surcharging starts.
III-003
SEWERAGE TRANSMISSION SYSTEM.
Ernst Kuntze, Wilhelm Zander, and Bernd Zander
United States Patent: 3,590,836. (to Firma
Dr.-Ing. W. Zander). Applied Sept. 25, 1968.
Issued July 6, 1971.
Descriptors: *Pipes, *Patents, Sewerage.
Identifiers: *Sewage flow.
In this system, a series of controlled dis-
charge collection stations are linked to a
central sewerage transmission pipe. Conduits
are pressurized in part with air to create
turbulence thus minimizing settlement within
the relatively small-diameter pipe.
III-002
POLYMERS CAN RELIEVE SURCHARGED SEWERS.
John I. Cahalan, Logan V. Miller, and D.
Russel Tatman
AMCIA, 86(9):87-92 (Sept. 1971). 3 fig.
Descriptors: *Sewerage, *Costs, *0verflow,
*Delaware, Test procedures, Sanitary engineer-
ing, Waste water disposal.
Identifiers: *Polymers, *Sewer capacity.
A series of tests conducted at the Cool Run
Interceptor, New Castle County, Delaware indi-
cate that the use of polymers increases sewer
capacity by reducing frictional resistance to
flow. Effective friction-reduction polymers,
or flocculants, are characterized as high
molecular-weight synthetic organic polymers
which can be cationic, anionic, or nonionic.
Investigators believe the best polymer for a
specific sewer system is one with an extremely
high molecular weight, no extensive cross-
linking and one which is not a good floccu-
lant for the sewage solids being carried. The
polymer used in these tests was a conventional
anionic, polyacrylamide based, high molecular
weight polymer (Tychem No. 8030) manufactured
by Standard Brands Chemical Industries.
Purifloc A22, Nalcolyte #673, or Hereofloc
No. 836.2 are chemically comparable. These
products are not toxic to bacteria, algae,
or fish and do not act as nutrients for algae
III-004
THE USE OF FRICTION REDUCING ADDITIVES TO
INCREASE THE CAPACITY OF STORM WATER SEWERS.
R. H. J. Sellin and B. J. S. Barnard
JMUEA, 98:207-209 (Aug. 1971).
Descriptors: Storm drains, Storm runoff, Sewers,
Sewage treatment, Water pollution, Sanitary
engineering.
Identifiers: *Polymers, *Sewer capacity.
The use of minute quantities of certain poly-
mers as additives to increase the capacity of
storm water sewers does not add appreciably to
the polluting potential of the storm water
runoff. Friction reduction by this means is
only possible when the flow in the sewer is
turbulent in character. The effect of pipe
size on the process is complex and not yet
completely understood. It is foreseen that
these drag reducing additives may prove of
greatest value for the field of drainage in
supplying a temporary or emergency means of
increasing the capacity of a sewer. Tests using
the polymer Polyox WSR-301 are described.
Experiments indicate the increase in sewer
capacity is not sensitive to gradient and
amounts to approximately 80% for a 10 ppm dose
of Polyox.
21
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III-005
HYDRAULICS OF LONG VERTICAL CONDUITS AND
ASSOCIATED CAVITATION.
St. Anthony Falls Hydraulic Laboratory,
University of Minnesota, Minneapolis,
Minnesota
EPA/R&M Contract No. 14-12-861, Program No.
11034 FLU, June 1971. 49 p, 22 fig, 8 ref.
Descriptors: ^Investigations, *Storm drains,
*Flow characteristics, ^Cavitation, *Sewers.
Identifiers: *Dropshafts.
Experimental studies have been undertaken to
examine the flow in long vertical conduits
with particular reference to the design of
storm water dropshafts. A distinguishing
characteristic of such flow is the cavitation
regime which may exist in the head-discharge
relationship. The cavitation regime will
develop when the conduit is sufficiently long
and the head sufficiently large. It can also
be generated at a lower head if a control
valve is installed in the supply line so that
the net head can be negative. The cavitation
region consists of a rather finely divided
mixture of water and water vapor at a constant
cavitation pressure of about -32.0 feet of
water throughout the region and for all dis-
charges. The concentration of vapor, while
relatively constant throughout the cavita-
tion region, decreases with increasing dis-
charge. The location of the shock front is
also a function of the discharge. If a small
amount of air is introduced into the system,
the cavitation region is eliminated, the
pressure gradient is more uniform, and the
flow consists of a white mixture of air and
water. The study also showed that the cavita-
tion region is only one phase of the total
head-discharge regime and that its existence
depends upon the design of the structure.
III-006
CHARACTERISTICS OF SEPARATED AND COMBINED
SEWER FLOWS.
J. A. DeFilippi and C. S. Smith
JWPFA, 43(10)=2033-2058 (Oct. 1971). 20 fig,
4 tab, 3 ref.
Descriptors: Measurement, *Water analysis,
*Water quality, Rainfall intensity, Storm
runoff, District of Columbia, Flow rates,
Sewers.
Identifiers: Combined sewers, Sanitary sewers.
Water quality in separated and combined sewers
in the District of Columbia was measured
during rainfalls. Total flows were measured
with a lithium chloride tracer solution, and
samples were taken at 5-minute intervals and
analyzed. Results show that pollutant con-
centrations in combined sewers are not in-
fluenced by rainfall intensity in short storms
and increase with discharge rate during the
initial flushing period. Pollutant concen-
trations were high and remained so throughout
short storms but dropped after the initial
flushing period in long, intense storms.
Organic and nutrient concentrations in separ-
ated storm sewer runoff were one-third those
in combined sewers. The total waste loads
were proportional to the length of dry weather
between storms. Bacteriological counts var-
ied with flow rates and peaked in the initial
flushing period.
III-007
EXAMINING A PVC-DRAIN WITH AND WITHOUT COIR
SOLID FILTER MEDIUM IN A DRAIN TEST BOX.
(Prufung eines PVC-Drans mit und ohne
Kokosvollfilter in Drankasten.) Text in
German.
H. Bruns
WUBOA, 12:350-353 (Dec. 1971).
graph, 6 ref.
3 tab, 1
Descriptors: *Drains, *Hydraulic Transporta-
tion, *Filtration, Runoff, Testing.
Identifiers: *Polyvinyl Chloride Pipe, *Coir
Filter, Germany.
Drain filters fulfill two requirements:
protection against silt-up of major soil par-
ticles; and improvement in the hydraulic
radius of drain pipes, which keeps drain
plants operational for longer periods and
improves hydraulic capacity. Drain capacity
is influenced more by hydraulic conditions in
the immediate vicinity of the drain pipe, than
by the transport of water. The object tested
was a corrugated PVC pipe, developed by Oltmanns,
Jeddeloh/Ammerland, surrounded by a .03 feet
strong coir filter. A foot-long section of the
filter weighs .31 pounds. 105 holes, 2.5 x
10~3 by 1.3 x 10"1 feet, occur in rows of two
at approximately 1-foot intervals on the pipe
in the trough. Total entrance area is .52
square inches/foot. Tests with and without a
coir filter in a drain test box showed the
following results. 1) The use of a filter
enables soil water to get into the drain more
easily. In the case of equal water supply,
compared with an unfiltered pipe, the filtered
pipe's runoff is 2.5-4.2 times higher and
runoff time is shorter, at a 45-100% lower
stagnation pressure directly at the drain; 2)
Runoff increases with increasing stagnation
height. This applies to filtered and unfil-
tered pipes , however , runoff of filtered pipes
is 6 times higher; and 3) When the tests began,
the same slight amount of sand was washed out
with the drain water, by filtered and unfil-
tered pipes. When the tests ended, the unfil-
22
-------
tered pipes showed .43 pounds of sand per foot,
while no sand was found in the filtered pipes.
III-008
ROUTING STORM WATER THROUGH A DRAINAGE SYSTEM.
Subin Pinkayan
JYCEA, 98(HY1): 123-135 (Jan. 1972). 7 fig, 6
ref, 2 append.
Descriptors: *Storm Drains, *Storm Water,
*Flood Routing, Hydraulics, Numerical
Analysis, Unsteady Flow.
The unsteady free-surface flow in a storm
drain with lateral flows is described by two
partial differential equations. One is the
continuity equation and the other is the
momentum equation. These equations with one
lateral inflow were solved by the method of
characteristics. For this problem, the
storm drain consisted of a single continuous
line of circular channel with constant slope;
the main inflow to the drain was at the
upstream end; the lateral inflow came through
a circular conduit at the junction box being
normal to the direction of the main drain;
and, the outflow was a free fall at the
downstream. The following conclusions are
drawn: 1) the method of characteristics is
applicable in solving the equations of
unsteady free-surface flow in a storm drain
with lateral inflow and power-losses function
at the junction box; 2) the storm drain
with more lateral inflows can be solved using
a modified computer program from the one
herein used; and, 3) the approximation of
solving the unsteady flow equations at the
junction box should be reconsidered in order
to give better results.
III-009
METHOD OF RATING FLOW IN A STORM SEWER.
Geological Survey, Mineola, New York.
G. E. Seaburn
Geological Survey Research 1971, Chapter D,
Professional Paper 750-D, p D219-D223 (1971).
5 fig, 3 ref.
Descriptors: ^Discharge (Water), *Storm
Drains, *Flow Measurement, Discharge Measure-
ment, Current Meters, Critical Flow, Flow-
meters, Urban Hydrology.
Identifiers: Long Island, New York.
Accurate flow measurements in storm sewer
systems are required for many hydrologic
studies and are generally difficult to
obtain. One approach is to use a theoretical
rating curve between stage and discharge
developed by using the critical-flow rela-
tionship and the Bernoulli equation. To
verify this curve, a rating curve for the
local storm sewer system was developed from
flow measurements of water supplied by
nearby fire hydrants. Three methods were
used to measure flow: volumetric, current-
meter, and critical-flow measurements. The
field-determined rating curve and the theo-
retical rating curve are nearly identical
for the range of the field tests. Instan-
taneous discharges exceeding the field rating
curve were evaluated by using the extension
of the theoretical curve.
III-010
INFILTRATION MEASURE IN SANITARY SEWERS BY DYE-
DILUTION METHOD.
Stanley A. Smith and Larry G. Kepple
WSWOA, 119(1):58-61 (Jan. 1972). 1 fig, 1 tab,
4 ref.
Descriptors: *Dyes, *Sewers, *Infiltration,
Measurement, Groundwater, Sewage.
Identifiers: *Sewer Hydraulics.
Dye-dilution technique can be used to measure
sewage flows and evaluate groundwater infil-
tration problems in municipal collection
systems. The advantages to this technique
are: limited equipment requirements; measure-
ment of flows at a number of points along a
SLwer in a short time, making possible the
comparison of portions of a collection system
under similar conditions; collection of sam-
ples at street level; and, measurement of
flows in sewers running full or surcharged.
There are also disadvantages and limitations.
Sampling must be done in early morning hours
when flow fluctuations are at a minimum;
surges within the system make interpretation
of flow data difficult; and, possible inter-
ference from chlorine should be further
evaluated in a community with a chlorinated
water supply before using this flow measuring
technique.
Ill-Oil
SIPHONS: SOME SCALE-EFFECTS IN MODELS.
Richard B. Whittington and Kamil H. M. Ali
JYCEA, 98(HY1):45-70 (Jan. 1972). 21 fig, 6
tab, 18 ref, 2 append.
Descriptors: *Siphons, *Hydraulics, Labora-
tory Tests, Hydraulic Models, Discharge
Coefficient.
Identifiers: *Storm Overflows, Great Britain.
A simple design of storm overflow siphon for
23
-------
the city of Liverpool, England, has been
tested in the laboratory at scales from 1/3
to 1/80. A systematic study was made of the
effect of the siphon's absolute size upon the
discharge-coefficient, and the priming and
depriming phenomena, and on the pressures at
the vertex. In addition, the overall discharge-
coefficient was analyzed in terms of the com-
ponents arising from the various bends in
that particular siphon. It is shown that the
discharge-coefficient, C, and deprime-head/
diameter are to be continuously variable with
diameters. Siphons with square cross sections
yield similar results. The effects upon C of
the inlet and outlet bends, are roughly addi-
tive and from the use of a convergent inlet
leg, a very large rise in C results. The
writers suggest that C will at first increase
with increasing Reynolds Number, then fall,
and start to rise again with further increase
ir the Reynolds Number. Measurement made
upon short, straight pipes confirms that the
value of C at low Reynolds Numbers is higher
for the circular than for square pipes.
III-012
FLOW CHARACTERISTICS OF SEWAGE SLUDGE IN PIPES.
(Gesui odei no kanro yuso tokusei.) Text in
Japanese.
Nobuyuki Yoshida, Etsuo Ogino, and Akira
Yokogawa
GSKSA, 9(92):2-14 (Jan. 1972). 2 diag, 3 tab,
15 graph, 6 ref.
Descriptors: *Flow Characteristics, *Pipe
Flow, Laboratory Tests, Sewage Sludge,
Slurries, Hydraulic Transportation.
Identifiers: Japan.
Sewage sludge and simulated sludge, of kaolin
slurry, were used in a pipe-flow experiment.
The slurry was sent to the head tank , which
had a capacity of approximately 35.7 cubic
feet, by a slurry pump; overflow slurry was
returned to a circulation tank. The lower
end of the head tank was connected to a mag-
netic flowmeter and flowpipe, which was
approximately 328 feet long. Carbide steel
pipes, with diameters of .173 and .345 feet,
were used. Slurry flow into the pipe was
adjusted by a pinch valve, and the condition
of flow was observed through a transparent
window. Results indicate that homogeneous
sludge, of a non-sandy content, can be treated
by employing formulas for plastic fluidity,
assuming Newton's Law. If the shearing stress
submission index and plastic viscosity are
known, flow speed limitations can be calculated;
pressure loss can also be obtained. When
sludge concentration is low, sand will pre-
cipitate even in turbulence. When sand con-
tent is low, pressure loss can be calculated
in the same way as plastic fluidity.
24
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SECTION IV.
Sewer Systems
a. Combined
THERE ARE NO ABSTRACTS FOR THE SUB-SECTION OF
THIS ISSUE DUE TO A LACK OF INFORMATION PERTI-
NENT TO THIS CATEGORY.
The Borough of Metuchen, New Jersey has
received a $354,400 HUD grant for the con-
struction of a storm sewer. The balance for
costs to the municipality is $505,100. The
project which will handle the discharge from
ten separate, smaller systems is designed to
eliminate almost 4,000 feet of open ditches.
Total length of the project is 4,285 feet and
will include reinforced concrete pipe varying
in size from 15 inches in diameter to 91 by
58-inch elliptical pipe. The system is
designed to accommodate a flow of 110 cfs at
its higher end and a maximum flow at its out-
fall of 460 cfs.
b. Sanitary
IVb-001
CONTROL OF INFILTRATION IN SEWER SYSTEMS -
DESIGN AND MAINTENANCE.
R. Harrington
Proceedings, 8th Annual Environmental and Water
Resources Engineering Conference, June 5-6,
1969. Technical Report (20), 7 p.
Descriptors: *Infiltration, *Sewers, Sewage
disposal, Waste water treatment, Groundwater
movement, Tennessee.
Identifiers: *Nashville, Tennessee.
The City of Nashville and the County of
Davidson merged- in 1963 and brought about an
evolution in the design, construction, and
maintenance of sanitary sewers. New specifi-
cations were required to upgrade the outdated
standards of yesteryear. Modern technology
has allowed a great reduction in the infiltra-
tion allowed under these new specifications
at a reduction in initial cost. A change in
pipe material, stone bedding, precast manholes,
precast service connections, and improved
stoppers have reduced the amount of infiltra-
tion into the sewerage of this community.
c. Storm
IVc-001
FEDERAL GRANT PERMITS COMPLETION OF STORM
SEWER SYSTEM.
Harold M. Klein
PUWOA, 102(10):78 (Oct. 1971).
Descriptors: *Drainage systems, Construc-
tion costs, Grants, Concrete pipes, Con-
struction, Storm runoff.
Identifiers: *Storm sewers, Metuchen, New
Jersey.
IVc-002
CONSTRUCTION OF SEPARATE SEWAGE PIPES AND THE
COMPLETE SEPARATION OF STORM WATER AND SANITARY
WASTE.
Text in Japanese.
Koji Hirota
GSKSA, 9(93):17-25 (Feb. 1972).
photos.
11 fig, 4
Descriptors: *Storm Water, *Drainage Systems,
*Separated Sewers, ^Combined Sewers, *Storm
Drains, Sewerage, Pipes, Ditches, Open
Channels, Closed Conduits, Engineering
Personnel.
Identifiers: Japan.
The article includes discussions on the
necessity of sewer separation for storm water
and sanitary waste, the present condition of
sewer pipe systems, sewage problems, and the
policy toward the complete separation of
sewage systems. Through experience it has
been found that incorrectly joined pipelines
are a direct result of the shortage of tech-
nically qualified engineers. Pipelines may
be tested for proper joining by floating a
pingpong ball down the conduit or by an echo
check. In the case of the later method, if
the sound is not heard at a manhole further
down the channel, the pipes are more than
likely incorrectly joined. Various types of
sewer systems are illustrated. The complete-
separation method entails the installation of
at least two pipe systems per road, one for
storm water and another for sewage. This
system is complex and costly. A partial
separation system involves installation of
sanitary waste pipes under public highways
and the use of existing drains or open gutters
on both sides of a road for storm water.
"Blind ditches," or drain pipes, can be con-
structed with minimal time and expense to
accomodate for overflows. U-shaped or L-
shaped drainage conduits are the two available
methods. A suitable ground surface and a
slant are required for flow properties in
either method.
25
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SECTION V.
Storm Water — Quality, Quantity, and Pollution
a. Caused from combined overflows
Va-001
URBAN STORM RUNOFF AMD COMBINED SEWER OVERFLOW
POLLUTION.
Envirogenics Company, Division of Aerojet-
General Corporation, El Monte, California
EPA/R&M Contract No. 14-12-197, Program No.
11024 FKM, Dec. 1971. 193 p, 64 fig, 33 tab,
13 ref, 2 append.
Descriptors: *Methodology, *Water pollution,
*Water pollution control, *Storm runoff,
Waste water treatment, Treatment facilities,
Systems analysis, Cost analysis, Waste
assimilative capacity.
Identifiers: *Sewer overflows, *Combined
sewers, *Sewer separation, Sanitary sewers,
Sacramento, California.
A general method was developed to assess,
primarily from readily available precipitation
and wastewater quality data, the extent of
water pollution occurring from storm water
runoff and combined sewer overflows in an
urban area, and is applied to Sacramento,
California. Systems for the control and
treatment of these wastewaters are developed
and evaluated. The least costly system to
adequately protect the receiving waters from
storm water runoff and combined sewer over-
flows would retain the combined sewers for
the conveyance of combined sewage during wet-
weather flow conditions. Facilities would
also be required for the treatment of existing
separated storm water flows. Total annual
cost for this system was estimated to be
$6.99 million. A slightly more costly system
($7.09 million) incorporating complete sewer
separation of sanitary sewage and storm water
runoff is recommended to the City of Sacra-
mento. The similarity in annual costs for
the separated sewer and the combined sewer
systems results from the requirement for
major enlargement of the existing combined
sewer system to adequately convey anticipated
combined sewage flows. In areas where exist-
ing combined sewer capacities would not be
grossly inadequate, the separation of com-
bined storm water runoff and sanitary sewage
flows to achieve receiving water quality ob-
jectives would appear unwarranted, due to the
high cost of constructing new conveyance
facilities and the probable requirement to
treat separated storm water runoff, since its
quality is not substantially different from
that of sanitary sewage.
Va-002
SUGGESTED CORRELATION BETWEEN STORM SEWAGE
CHARACTERISTICS AND STORM OVERFLOW PERFORMANCE.
R. D. Goffey and M. Lansdell (discussion)
G. Hedley and M. V. King (rebuttal)
PCIEA, 5Q:181-183 (Oct. 1971).
Original Paper: SUGGESTED CORRELATION BETWEEN
STORM SEWAGE CHARACTERISTICS
AND STORM OVERFLOW PERFOR-
MANCE.
G. Hedley and M. V. King
PCIEA, 48:399-411 (Mar. 1971).
Original abstract in the July
1970-June 1971 issue of 11024
FJC, as number 066.
Descriptors: *0verflow, *Storm runoff,
*Sewers, Detention reservoirs, Biochemical
oxygen demand, Water quality.
Goffey agrees with the term 'rate of load'
for measurement of BOD and suspended solids
as revealing far better indication of dis-
charge effects on a receiving watercourse.
Application of the solution on existing
sewerage systems seems somewhat limited, so
Goffey maintains , to situations where the
sewer gradients are favorable. A review of
current sewerage practice with reference to
the improvements of gullies and more cen-
tralized and efficient oil and grit separating
facilities is suggested by Lansdell. In
rebuttal, the authors recommend a full in-
vestigation into the nature of separate storm
water discharges , and into the traditional
gully system.
Va-003
THE POLLUTION OF EFFLUENTS IN MIXED WATER
SEWAGE SYSTEMS BY RAIN. (Die Verschmutzung
des Abflusses in Mischwasserkanalisationen
bei Regen.) Text in German.
Karlheinz Krauth
GWWAA, 113(3):130-131 (March 1972).
Descriptors: *Storm Drains, *Storm Water,
*Storm Runoff, *Rainfall Intensity, *Pollution
Abatement, Sewage Treatment, Rainfall, Water
Pollution Sources, Sewerage, Combined Sewers,
Overflow, Biochemical Oxygen Demand.
Identifiers: Sewer Loads.
Investigations on the pollution of effluents
in mixed water sewage systems by storm water
are described and appropriate measures to
minimize such pollution are suggested. Mixed
water samplings during rainfall periods con-
tained pollutants composed of sewage water,
rain water, and sludge deposits in the sewage
system. Some 10% of the solid pollutants and
27% of BOD, total phosphorus, and total
27
-------
nitrogen were due to the sewage water, while
the respective contributions by storm water
and sludge deposits to the remainder of the
solid load were 44% and 56%. Some 22% of the
organic pollutants originated in the storm
water. The washout of sludge deposits was
found to be dependent on rainfall intensity,
and flow rates above 20 inches/second caused
practically complete washout. Both the BOD
values and the solid contents decreased as the
rainfall subsided. On a yearly average, the
respective BOD and solid pollutant loads of
the effluents due to storm water were equal to
and ten times higher than those caused from a
biological sewage treatment plant. The pollu-
tion level of effluents can be made independent
of rainfall by an appropriate combination of
storm water runoff and storm water basins.
The excess water should be retained in a storm
water basin during rain periods, and the con-
tents of the basin transferred for biological
treatment following storms. Using this method,
the BOD discharge due to storm water would
decrease by 60%.
b. Caused from storm runoff
Vb-001
CLEANING THE STREETS.
TEREA, 73(6):68 (Apr. 1971). 1 fig.
Descriptors: *Storm runoff, *Water pollution,
Floods, Fishkill.
When a sudden spring thunderstorm flooded
Jordan Creek in Springfield, Missouri in 1968,
the creek's water quality went precipitously
down not from untreated waste in overburdened
sanitary sewers but from the poor quality of
runoff through the separate storm sewer system.
Street refuse, oil, animal droppings, disinte-
grated asphalt, stagnant water from catch
basins, and chemicals from many sources are all
swept into storm sewers whose water is not
treated before discharge.
Vb-002
STORM AND COMBINED SEWER POLLUTION SOURCES AND
ABATEMENT: ATLANTA, GEORGIA.
Black, Crow and Eidsness, Inc., Atlanta,
Georgia
EPA/WQO Contract No. 14-12-458, Program No.
11024 ELB, Jan. 1971. 181 p, 48 fig, 10 ref,
2 append.
Descriptors: *0verflow, *Storms, *Storm
runoff, *Water pollution sources, *Waste water
treatment, *Rainfall-runoff relationships,
Water quality, Cost-benefit analysis, Simula-
tion analysis.
Identifiers: *Combined sewers, ^Overflow
quantity, *0verflow quality, *Atlanta, Georgia.
Six urban drainage basins within the City of
Atlanta, Georgia, served by combined and
separate sewers, are studied to determine the
major pollution sources during storm events.
Rainfall frequency analysis and simulation
techniques are utilized to obtain design
criteria for alternative pollution abatement
schemes. High frequency storms are shown to
cause the worst impact and most of the pollu-
tion from combined sewer areas. Annual BOD
from these areas is 2,078,000 pounds, or 460
Ibs/acre, of which 57 percent is due to storms
of two-week or higher frequency. Bypassing of
wastewater treatment plant flows during storms
adds 690,000 pounds BOD/year. Runoff from
storm-sewered areas, at 253 Ibs/acre, adds
5,577,000 pounds/year. Overflows and bypassed
flows have severe impact upon the South River,
due to their high deoxygenation rates and
•coliform concentrations. Annual BOD reduction
from combined sewer areas of 57 percent may be
achieved for a total annual cost of $165,000,
by modifying the three regulators and treating
80 percent of the overflows, in conjunction
with storage sufficient to contain a two-week
storm. Alternate, less favorable solutions
include storage and treatment at existing
treatment plants, and storage with release to
receiving streams after chlorination. Separa-
tion of combined sewers would achieve 60 per-
cent BOD removal for $3,030,000/year.
Vb-003
URBAN STORMWATER QUALITY AND ITS IMPACT ON THE
RECEIVING SYSTEM.
Edward H. Bryan
PWRPA, 20:(Apr. 1, 1971). 19 p, 4 tab, 10 ref.
Descriptors: *Storm runoff, *Water quality,
Drainage systems, Pollution abatement, Environ-
mental sanitation, Analytical techniques.
Identifiers: *Durham, North Carolina, Tulsa,
Oklahoma.
A study undertaken to characterize storm water
from a typical urban drainage basin in Durham,
N. C. indicated that BOD discharged to the
receiving stream by urban storm water was about
equal to the effluent from the secondary sewage
treatment plant, which, in this case, was 50%
above the BOD normally attributable to domestic
sewage. The major long-term pollution impact
28
-------
was a large fixed solids residue and long-term
COD. Efforts to improve excessive erosion of
construction sites should improve the problem
of solids which projected to an annual loss of
volume displacement capability of 100 cu ft of
impoundment capacity per tributary acre. Con-
tribution of pollutants by urban storm water
is intermittent, made in slugs during and
immediately following storms. Large amounts of
lead in surface wash were attributed to leaded
gasoline in internal combustion engines.
Correlation coefficient between rainfall and
runoff was 0.89. The drainage basin, an area
of 1.67 square miles, represented a good cross-
section of land use in the state; typical of
North Carolina, the storm water drainage system
was largely made up of exposed open channels.
Findings are compared with similar studies made
in Tulsa, Oklahoma.
Vb-004
EFFECTS OF URBANIZATION ON STORM WATER RUNOFF
QUALITY: A LIMITED EXPERIMENT, NAISMITH
DITCH, LAWRENCE, KANSAS.
Ernest E. Angino, Larry M. Magnuson, and
Gary F. Stewart
WRERA, 8(1) -.135-140 (Feb. 1972). 4 fig, 1
tab, 9 ref.
Descriptors: *Water Pollution Sources,
*Water Analysis, *Storm Water, *Urban Runoff,
*Water Quality, Urbanization, Snowmelt.
Identifiers: Lawrence, Kansas.
The extensive use of storm water runoff as
an auxiliary source of water will probably be
justified economically in the near future,
providing the water is of proper quality.
Water samples were collected for dry weather
periods, rainstorms, and snowmelts and
evaluated for pH, residue (total, volatile,
filterable), chemical oxygen demand (COD),
biochemical oxygen demand (BOD), NO3, Cl and
total alkalinity. Most changes in water
quality are not so great as to be apparent
by inspecting the data. Statistical analysis
is necessary for testing the more subtle
chemical relationships. Suspended solids
concentration during snowmelt and rainstorms
do not differ; N03 is relatively high; COD
averages 34 ppm. Occasional pollutants
include: Cr^"6, 27 ppm; Br, 5 ppm; and Cl,
2150 ppm. ?b concentrations in suspended
solids as high as 0.55% were found. The
general extent to which urban storm runoff
contributes to pollution of the streams is
yet to be completely determined.
Vb-005
QUALITY OF STORM WATER DRAINAGE FROM URBAN
LAND.
Rex Chainbelt, Inc., Milwaukee , Wisconsin
E. H. Bryan
Preprint, 1971. 11 p, 1 fig, 7 tab, 12 ref,
(Presented at the American Water Resources
Conference, 7th, Washington, D. C. , October
28, 1971.)
Descriptors: *Water Pollution Sources,
^Urbanization, *Storm Water, *Urban Runoff,
^Pollutant Identification, Water Analysis,
Organic Matter, Pesticides.
Identifiers: Durham, North Carolina.
Urban storm water (from a 1,067-acre drainage
basin in Durham, N. C. with a population den-
sity of 9 persons per acre) produced an
annual BOD load approximately equal to the
contribution of its secondary wastewater
treatment plant effluent. Total organic
matter (COD) exceeded the amount in raw sani-
tary sewage from a residential area of the
same size. Mean basin yields (Ib/acre/day)
were: BOD 0.23, COD 2.85, Total Solids 43.6,
Volatile Total Solids 4.8, Total Phosphate
0.01, and Chloride 0.20 (as NaCl). The yield
of lead presumed to originate from internal
combustion engines operating on and near the
basin was 0.006 Ib/acre/day. The concentra-
tion of total pesticides (Dieldrin; p.p'DDE;
o,p-DDT; p,p'DDD; and p,p'DDT) weighted for
flow significance was estimated to be 1.2
parts per billion. The major longterm pollu-
tional impact on a projected downstream
reservoir was considered to be the fixed
solids residue and long-term oxygen demand.
Vb-006
STORM WATER SHOULD BE CLEANED. (Dagvattnet
maste renas.) Text in Swedish.
Eduard Kruse
TTIDA, 101(20):25-28 (Dec. 1971). 4 fig.
Descriptors: *Storm Water, *Separation
Techniques, Drainage Systems , Tunnels,
Storage, Sewage Treatment, Basins.
Identifiers: Sweden.
Urban storm water combined with oil, soot,
plant parts, animal excrement, and mineral
particles is causing overflows in combined
sewer systems and subsequent pollution prob-
lems . Tunnels providing separation can be
used in draining rainwater. Such tunnels
should be constructed to provide for precipi-
tation fluctuations. Storage basins with
outlets to final drainage areas or sewage
treatment plants can also be used. Systems
29
-------
including storage basins have a higher
efficiency. Direct separation at discharge,
flow compensation in separating basins - with
or without connection to sewage treatment
facilities, are all possible solutions.
Vb-007
FEATURES OF RAINFALL-GENERATED RUNOFF
POLLUTION. (Charakterystyka zanieczyszczen
sciekow pochodzacych z wod opadowych.) Text
in Polish.
Rafal Milaszewski and Elzbieta Osuch-Pajdzinska
GWTSA, 46(4):112-116 (1972). 3 fig, 5 tab,
17 ref.
Descriptors: *Rain Water, *Rainfall-Runoff
Relationships, *Sewerage, *Water Pollution
Sources, *Runoff, Urbanization, Industries.
Problems related to runoff pollution are
reviewed. Industrial development and urban-
ization during the past years have led to a
considerable degree of air pollution affecting
the purity of the rain water. Precipitation-
generated runoff may carry aerosols from
industrial smoke, dusts or other pollutants ,
radioactive fallout , synthetic fertilizers
and pesticides, domestic pollutants, or other
impurities. Nitrogen, phosphorus , and
organochloric compounds ranging from 0.5 to
2.8 mg/liter, 0 to 0.9 mg/liter, and 0.08 to
0.41 mg/liter concentrations, respectively, in
rain water were found while 0.7 to 2.9 mg/liter
of ammonia were analyzed from roof runoff.
Included in this article are graphs describ-
ing the diurnal variation of ammonia concen-
trations in domestic sewage systems and
discussions on the sewage systems as affected
by the runoff. The intensity of road traffic
and ground conditions constitute additional
factors in the contamination of the runoff.
Caused from highway-salt runoff
Vc-001
HIGHWAY CHLORIDES - MENACE OR MANNA?
Ronald H. Hughmanick
PUWOA, 102(8):64-66 (Aug. 1971). 1 tab.
Descriptors: ^Drainage, *Chlorides, *Deicers,
*Environmental effects, Water quality.
Identifiers: *Salt runoff.
The role of chlorides, used as highway deicers,
in environmental pollution is defined in a
report prepared by the Highway Research Board
(National Cooperative Highway Research Program
Report 91, Effects of Deicing Salts on Water
Quality and Biota). An important consideration
in determining the pollutant factor Is not
simply the amount of chloride present, but
rather the ratio of salt to water. Although
salt can be tasted in water at 250 ppm, water
containing as many as 2000 ppm has been used
for human consumption without adverse effects.
In using chlorides , if recommended application
rates are followed and salt spreaders are
properly calibrated, problem areas are seldom
encountered on the highways, but they do occur
in runoff areas adjacent to bridge decks, steep
grades, intersections, and in storage yards.
The use of a scupper ditch to lead the brine
solution to the nearest drainage channel, and
consolidation of stockpiles are recommended.
In storage areas, proper facilities and
drainage are especially important.
Vc-OQ2
RUNOFF OF DEICING SALT: EFFECT ON IRONDEQUOIT
BAY, ROCHESTER, NEW YORK.
R. C. Bubeck, W. H. Diment, B. L. Deck, A. L.
Baldwin, and S. D. Lipton
State University College of Forestry, Syracuse,
New York, Proceedings of the Street Salting
Urban Water Quality Workshop, May 6, 1971.
9 p, 4 fig, 13 ref.
Descriptors: Water quality, Environmental
effects, Salts, Chlorides.
Identifiers: *Salt runoff, Salt deicing,
Rochester, New York, Irondequoit Bay.
Salt used for deicing the streets near
Rochester, New York has increased the chloride
concentration in Irondequoit Bay at least five
fold during the past two decades. During the
winter of 1969-1970, the quantity and salinity
of the dense runoff that accumulated on the
bottom of the bay was sufficient to prevent
complete vertical mixing of the bay during the
spring. Comparison with 1939 conditions indi-
cates that the period of summer stratification
has been prolonged a month by the density
gradient imposed by the salt runoff.
Vc-003
THE EFFECT OF HIGHWAY SALT ON WATER QUALITY IN
SELECTED MAIN RIVERS.
F. E. Hutchanson
State University College of Forestry, Syracuse,
New York, Proceedings of the Street Salting
Urban Water Quality Workshop, May 6, 1971.
4 p, 3 tab .
\s
Descriptors: *Sampling, *Maine, Water quality,
Highways, Salts, Sodium, Chlorides, Snowmelt.
Identifiers: *Salt runoff.
30
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Water samples extracted from seven rivers in
Maine over a two-year period were analyzed for
content of sodium and chloride ions. Four of
the .rivers selected were from the southwestern
section of the state because of the relatively
high road density and consequent salt usage in
that area. Three rivers were from the eastern
part of the state where there are few roads.
Sodium and chloride concentrations were highest
in the rivers, in the southwestern part of the
state. Furthermore, the results indicate that
the influence of highway salts on sodium and
chloride levels in the rivers was compensated
for in the spring, when snowmelt is at a
maximum, by the increased volume of flow in the
rivers.
Vc-004
EFFECTS OF ROAD SALT ON A VERMONT STREAM.
Samuel H. Kunkle
State University College of Forestry, Syracuse,
New York, Proceedings of the Street Salting
Urban Water Quality Workshop, May 6, 1971.
14 p, 6 fig, 5 tab, 15 ref.
Descriptors: *Water quality, *Vermont,
Chlorides, Highways, Investigations.
Identifiers: *Salt runoff.
Water quality, sediment, and runoff studies were
carried out in the Sleepers River basin of
Vermont during 1968 to 1970. Streams not
influenced by the highway averaged 2 to 5
mg/liter chloride, while concentrations in the
stream affected by the highway were about an
order of magnitude higher. During spring melt,
salt concentrations were low in all streams
because of the high dilution, while concentra-
tions peaked during summer baseflow. However,
at the highway-influenced sites salt delivery
rates (tons per day) were high. Conversely,
control catchments demonstrated very little
seasonal fluctuation in either concentrations
or delivery rates. Electrical conductivity
was observed to be a good predictor of road
salt in the natural stream studied.
Vc-005
ROAD SALT AS A POLLUTING ELEMENT.
Robert W. Sharp
State University College of Forestry, Syracuse,
New York, Proceedings of the Street Salting
Urban Water Quality Workshop, May 6, 1971.
4 p, 5 ref.
Descriptors: *Water pollution sources, *Water
pollution effects, Environmental effects,
Chlorides.
Identifiers: *Salt runoff, Road salt.
The question of possible damage to the aquatic
and terrestrial environments due to road salt
and its additives is discussed. The following
approaches for prevention of critical chloride
build-up in the environments in heavily
urbanized areas or along major highway systems
were presented: 1) greater use of sand in
place of salt in less critical icing areas;.
2) careful metering of salt where used; 3)
greater use of mechanical snow removal tech-
nique, instead of melting snow through the use
of salt; and, 4) improved storm water disposal
systems.
Vc-006
DEICING SALTS AND THE ENVIRONMENT.
PUWOA, 102(12):54 (Dec. 1971).
Descriptors: ^Chlorides, Highway effects,
Deicers, Legislation, Water pollution sources.
Identifiers: *Salt runoff.
An interview with William E. Dickinson,
President of the Salt Institute, produced
some information on the use of chlorides -in
highway snow and ice control programs in the
face of growing criticism from environmental-
ists. Legislation limiting the use 'of
chlorides in snow removal has been passed in
Minnesota and proposed in Massachusetts,
Oklahoma, and Vermont. The Ontario Water
Resources Board has found in extensive studies
in Lake Ontario, a moderate rise in chloride
over the last 40 years, mostly from sewage
treatment plants and industry in general.
There have been some problems with wells and
ponds adjacent to roadways. Excessive use
and no provisions for storage may be respons-
ible. The effect on trees has been studied
and heartier species are recommended for
highway planting. The salt industry is
trying to educate the public with the facts
about salt as a deicing agent.
Vc-007
RELEASE OF MERCURY FROM CONTAMINATED FRESH-
WATER SEDIMENTS BY THE RUNOFF OF ROAD DEICING
SALT.
G. Feick, R. A. Horn, and D. Yeaple
SCIEA, 175(4026):1142-1143 (March 10, 1972).
1 tab, 4 ref.
Descriptors: *Mercury, *Deicers, *Salts,
*Runoff, Sediment Discharge, Fluvial Sediments,
Calcium Chloride, Sodium Chloride, Heavy Metals,
Water Pollution Sources.
Identifiers: *Mercury Contamination.
A recent report of the contamination of fresh-
water by the runoff of CaCl2 and Na'Cl used
31
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for deicing roads, raised the possibility
that road salt could release mercury from
bottom sediments. This was proven to be true
with the addition of NaCl or CaCl2 increasing
the relative amount of mercury in the water
in equilibrium with the sediments by 2-5 or
more orders of magnitude. The effect tends
to increase as the mercury burden of the sedi-
ments increases. The pH changes, consequent
upon salt addition, probably also contribute
to the release of mercury. In addition to
being a serious contaminant itself, road
salt in natural waters can acerbate mercury
contamination and undoubtedly contamination
by other heavy toxic metals.
Vc-008
WE ARE USING SALT—SMARTER.
F. A. Mammel
AMCIA, 87(l):54-56 (Jan. 1972). 2 fig.
Descriptors: *Deicers, "'Salts, *Snow Removal,
"Surveys, "'Vegetation Effects, ^Highway Effects,
*Water Pollution Effects, Environmental Effects,
Water Pollution Sources.
Identifiers: *Ann Arbor, Michigan.
Ann Arbor, Michigan has done an extensive
study to search for more economic, efficient,
and environmentally acceptable methods of
controlling snow and ice. There is special
interest in new spreaders and plows, more
accurate cab-monitoring devices that will con-
trol the application of salt, and new training
programs for equipment operators. An inten-
sive effort to win public support for more
safe driving techniques on snow and ice has
been made. The Park Department is altering
their policies covering planting of trees
and vegetation, in areas adjacent to streets
and intersections subject to deicing salts;
they will only plant species known to be
resistant to chloride exposure. The effects
of salt were explored in the following areas:
safety on public streets, automobile corro-
sion, vegetation effects, surface water
effects, pavement effects, cost comparisons
with other deicing agents, studded tires,
educational requirements for developing a
policy using something other than salt, legal
obligations, and policies of other local
governments. In contacting officials in
other cities, 100% decided to continue using
salt. All recognized that excess salt can
be detrimental, but felt the amoun- used for
deicing streets was not a contributing con-
taminating factor. It was emphasized that
when compared with cost in human lives from
accidents, fire, and slow movement of safety
vehicles, salt disadvantages were minimal.
Consequently, Ann Arbor is still using salt,
but on a reduced level of application.
Vc-009
GROUNDWATER CONTAMINATION BY ROAD SALT:
STEADY-STATE CONCENTRATIONS IN EAST CENTRAL
MASSACHUSETTS.
Edwin E. Huling and Thomas C. Hollocher
SCIEA, 176(4032):288-290 (April 1972). 2
tab, 13 ref.
Descriptors: *Groundwater , *Sodium Chloride,
^Massachusetts, *Water Pollution Sources,
-''Investigations, Highway Effects.
Identifiers: Road Salt, Salt Runoff, Chloride
Concentrations.
The steady-state concentrations of salt expected
in groundwater in the suburban area around
Boston, Massachusetts, providing present
rates of salt application (about 20 metric
tons of total salt [NaCl + CaCla] per lane
mile per year) are continued, are estimated.
The dissolution of 3.7 mg of NaCl per cm2 of
ground area in 23 cm of water yielded an aver-
age steady-state NaCl concentration of about
160 mg/liter, or 100 mg of chloride per liter.
Local deviations from this regional average
could be easily two to four times this figure,
especially in the vicinity of major highways
or areas of high population.
Vc-010
EFFECTS OF ROAD SALT OH A VERMONT STREAM.
Samuel H. Kunkle
JAWWA, 64(5):290-295 (May 1972). 6 fig, 6 tab,
16 ref.
Descriptors: ^'Highway Effects, *Sodium
Chloride, /Investigations, '''Streams, '''Vermont,
Water Pollution Sources, Runoff, Summer.
Identifiers: Road Salt.
The fate of highway salt applied in the Sleepers
.River basin of northern Vermont has been
evaluated with the salt content of the streams
considered in terms of concentrations, seasonal
trends, and the total annual budget of salt
delivery. Results indicate that the relatively
high runoff per unit area inherent to most
eastern United States watersheds may result
in dilution of the stream's salt content within
only a short stretch of stream travel. Thus,
road salt pollution in the East possibly may
tend to be restricted to stretches of streams
actually near highways. Much of the study
area's road salt was flushed away during the
spring melt being discharged into roadside
soils and reappearing later in the summer base-
flow. As shown in the study, the stream's
highest salt concentrations occur during the
summer.
32
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SECTION VI.
Surveys, Reports, and Evaluations
VI-001
STOEM OVERFLOWS AND THE DISPOSAL 0? STORM
SEWAGE.
WPOCA, 70(3):275-284 (1971).
Descriptors: *Storm drains, *0verflow, Storm
runoff, Costs, Waste treatment, Estimating
equations, Drainage systems, Water pollution,
Sewerage, Weirs, Sewers.
Identifiers: Great Britain.
The conclusions and recommendations reached
by the Technical Committee on Storm Overflows
and the Disposal of Storm Sewage in their 15
year study are reported and discussed. Since
approximately 76% of the population of England
and Wales lives in areas serviced by combined
or partially-separated sewerage systems, it
would be financially unrealistic to consider
elimination of storm overflows by enlarging or
separating these systems. A new formula for
the setting of storm overflows was suggested
substituting the sum of the dry weather flow
(DWF) and the amount of surface water to be
retained in the sewer before overflow commences
for the traditional 6 DWF. High side weir and
stilling pond construction is preferable to
the inefficient low side weir design; the best
type of overflow provides an element of storage
before coming into operation, preventing dis-
charge of the first flush of highly polluting
storm sewage. More efficient performance can
be expected from storm overflows when the
upstream sewer is laid at a sub-critical gra-
dient. Wherever practicable, some form of
hydraulic control should be incorporated as
part of all storm overflow installations. The
use of purpose-made, mechanical raked screens
should be considered for the removal of gross
solids. For new works, a capacity of 15 gal/ha
was recommended for combined or partially
separated areas draining into treatment works.
Multiple discharges of storm sewage should be
eliminated where there were several overflows
located close together on a sewerage system.
The main recommendations of,the Working Party
on Sewage Disposal appointed by Britain's
Minister of Housing and Local Government are
set forth. Among the courses of action sugges-
ted are larger public investment in sewerage
and sewage treatment plants, improvement of
rural sanitation, increased control of dis-
charges including industrial effluents and
proper treatment of sewage before discharge.
In areas around shellfisheries, it was recom-
mended that bacterial loadings and positions
of outfalls be considered before granting con-
sents for discharges. The increasing need to
deal with sewage disposal as a water resource
problem was emphasized. Implementation of the
Working Party's recommendations will result in
increased costs, but no estimate of the amount
involved was given. In the discussion following
presentation of the report, the necessity for
attempting to predict the nature of pollution
problems of the future and counteract them,
and the need for stricter control on the
storage and use by industry of dangerous chemi-
cals which were potential water pollutants were
emphasized.
VI-003
PROGRESS REPORT ON MUNICIPAL POLLUTION ADVANCES.
WWAEA, 8(7) :6 (June 1971). 1 fig.
Descriptors: *Waste water treatment, *Treatment
facilities ,,*Municipal wastes, Grants, Costs.
Cities across the United States are expanding
their waste treatment facilities in an attempt
to keep up with population growth. Several such
expansions are described, along with their
projected costs. In conjunction with expansion
projects, in some cases grants have been awarded
for the gathering of information. For example,
in Montgomery County, Pa. the EPA is funding a
pilot operation to gather information for a
standard of wastewater treatment not previously
required in the state, while in Milwaukee the
same agency is helping to finance a proj ect
for measuring with ultrasonic pulses the volume
of wastewater entering treatment plants.
Municipalities discussed range from such giants
as Chicago and Philadelphia to small towns in
New England and South Dakota.
VI-002
TAKEN FOR GRANTED.
WPOCA, 70(3):285-305 (1971).
Descriptors: Water quality, Water pollution
control, Sewerage, Sanitary engineering, Water
reuse, Sewage treatment, Environmental sanita-
tion, Costs, Legal aspects, Effluents, Indus-
trial wastes.
Identifiers: Great Britain.
VI-004
WATER-SEWER AND DRAINAGE PLAN FOR FORT SMITH
URBANIZING AREA-PHASE II.
Arkhoma Regional Planning Commission, Fort
Smith, Arkansas
HUD Project No. Ark P-105, June 1970. Volume
II, 232 p, 7 fig, 6 tab.
33
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Descriptors: *Sewers, *Sewage treatment,
*Drainage, *Planning, Water quality control,
Waste water treatment, Arkansas, Oklahoma.
A unified sanitary sewer system is recommended
to serve the urbanizing area of Forth Smith
which includes communities in both Arkansas
and Oklahoma. Of the ten communities in this
area, only Fort Smith, Van Buren and Alma have
public sewer systems and public sewage treat-
ment facilities. Large distances between
growth centers and a diversity of drainage
areas impede the development of a unified area-
wide sewerage system and central disposal faci-
lities. Sewage lift stations will be required
to conduct flows to the Arkansas River to
avoid constructing lengthy sewer lines. The
river separates the urbanizing area into two
parts. This dictates that two systems of
interceptor sewers should be built paralleling
the stream. It is recommended that two acti-
vated sludge sewage treatment plants be built
downstream from the urbanizing area, one on
each side of the river. Areawide requirements
to facilitate connecting even the smallest
residential developments to interceptor sewers
when feasible are recommended. Interim sewage
treatment facilities involving stabilization
ponds or package plants are suggested until
connections can be made to future interceptor
sewers. Design criteria, capacity requirements,
construction and operating costs, user charges,
legislative needs, financing, cost sharing,
existing system deficiencies, recommended
improvements, and storm drainage needs are
discussed.
VI-005
ENVIRONMENTAL IMPACT OF HIGHWAY DEICING.
Edison Water Quality Laboratory, Edison, New
Jersey
EPA/WQO Program No. 11040 GKK, June 1971.
120 p, 43 fig, 9 tab, 147 ref.
Descriptors: ^Highways , *Highway effects,
^Reviews, Ice, Snow removal, Environmental
effects, Water pollution sources.
Identifiers: *Drban runoff, *Highway deiclng,
Salt runoff.
This State-of-the-Art report critically
reviews the available information on methods,
equipment, and materials used for snow and ice
removal; chlorides found in rainfall and muni-
cipal sewage during the winter; salt runoff
from streets and highways; deicing compounds
found in surface streams, public water supplies,
groundwater, farm ponds, and lakes; special
additives incorporated into deicing agents;
vehicular corrosion and deterioration of high-
way structures and pavements; and effects on
roadside soils, vegetation, and trees. It is
concluded that highway deicing can cause
injury and damage across a wide environmental
spectrum. Recommendations describe future
research, development, and demonstration
efforts necessary to assess and reduce the
adverse impact of highway deicing.
VI-006
STORM WATER MANAGEMENT MODEL: VOLUME I
FINAL REPORT.
Metcalf & Eddy, Inc., Palo Alto, California
University of Florida, Gainesville, Florida
Water Resources Engineers, Inc., Walnut Creek,
California
EPA/WQO Contract Nos. 14-12-501,-502,-503,
Program Nos. 11024 EBI,-DOC,-EBJ, July 1971.
352 p, 55 fig, 20 tab, 90 ref, 2 append.
Descriptors: *Water quality control, *Mathe-
matical models, *Storm runoff, Simulation
analysis, Rainfall-runoff relationships,
Sewerage, Waste water treatment, Cost-benefit
analysis.
Identifiers: *Combined sewer overflows, Urban
hydrology.
A comprehensive mathematical model, capable
of representing urban storm water runoff, has
been developed to assist administrators and
engineers in the planning, evaluation, and
management of overflow abatement alternatives.
Hydrographs and pollutographs (time varying
quality concentrations or mass values) were
generated for real storm events and systems
from points of origin in real time sequence
to points of disposal (including travel in
receiving waters) with user options for inter-
mediate storage and/or treatment facilities.
Both combined and separate sewerage systems
may be evaluated. Internal cost routines and
receiving water quality output assisted in
direct cost-benefit analysis of alternate
programs of water quality enhancement. Demon-
stration and verification runs on selected
catchments, varying in size from 180 to 5,400
acres, in four U.S. cities (approximately 20
storm events, total) were used to test and
debug the model. The amount of pollutants
released varied significantly with the real
time occurrence, runoff intensity duration,
pre-storm history, land use, and maintenance.
Storage-treatment combinations offered best
cost effectiveness ratios. A user's manual,
complete program listing, and verification and
testing document were also prepared.
34
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VI-007
STORM WATER MANAGEMENT MODEL: VOLUME II -
VERIFICATION AND TESTING.
Metcalf & Eddy, Inc., Palo Alto, California
University of Florida, Gainesville, Florida
Water Resources Engineers, Inc., Walnut Creek,
California
EPA/WQO Contract Nos. 14-12-501,-502,-503,
Program Nos. 11024 EBI,-DOC,-EBJ, Aug. 1971.
139 p, 48 fig, 27 tab, 10 ref, 1 append.
Descriptors: *Water quality control, *Mathe-
matical models, *Application methods, *Storm
runoff, *Testing, Simulation analysis, Rainfall-
runoff relationships, Sewerage.
Identifiers: ^Combined sewer overflows.
A comprehensive mathematical model, capable
of representing urban storm water runoff, has
been developed to assist administrators and
engineers in the planning, evaluation, and
management of overflow abatement alternatives.
Hydrographs and pollutographs (time varying
quality concentrations or mass values) were
generated for real storm events and systems
from points of origin in real time sequence
to points of disposal (including travel in
receiving waters) with user options for inter-
mediate storage and/or treatment facilities.
Both combined and separate sewerage systems
may be evaluated. Internal cost routines and
receiving water quality output assisted in
direct cost-benefit analysis of alternate
programs of water quality enhancement. This
volume describes the methods and results of
model application in four urban catchment
areas. (See abstract number VI-006.)
VI-008
STORM WATER MANAGEMENT MODEL: VOLUME III -
USER'S MANUAL.
Metcalf & Eddy, Inc., Palo Alto, California
University of Florida, Gainesville, Florida
Water Resources Engineers, Inc., Walnut Creek,
California
EPA/WQO Contract Nos. 14-12-501,-502,-503,
Program Nos. 11024 EBI,-DOC,-EBJ, Sept. 1971.
347 p, 85 fig, 59 tab, 16 ref, 1 append.
Descriptors: *Water quality control, Mathe-
matical models, *Storm runoff, Simulation
analysis, Rainfall-runoff relationships,
Sewerage, Waste water treatment.
Identifiers: *Combined sewer overflows,
*Manual.
A comprehensive mathematical model, capable
of representing urban storm water runoff, has
been developed to assist administrators and
engineers in the planning, evaluation, and
management of overflow abatement alternatives.
Hydrographs and pollutographs (time varying
quality concentrations or mass values) were
generated for real storm events and systems
from points of origin in real time sequence
to points of disposal (including travel in
receiving waters) with user options for inter-
mediate storage and/or treatment facilities.
Both combined and separate sewerage systems may
be evaluated. Internal cost routines and
receiving water quality output assisted in
direct cost-benefit analysis of alternate pro-
grams of water quality enhancement. This
volume contains program descriptions, flow
charts , instructions on data preparation and
program usage, and test examples. (See
abstract number VI-006.)
VI-009
STORM WATER MANAGEMENT MODEL: VOLUME IV -
PROGRAM LISTING.
Metcalf & Eddy^ Inc., Palo Alto, California
University of Florida, Gainesville, Florida
Water Resources Engineers, Inc., Walnut Creek,
California
EPA/WQO Contract Nos. 14-12-501,-502,-503,
Program Nos. 11024 EBI,-DOC,-EBJ, Oct. 1971.
249 p.
Descriptors: *Water,quality control, *Mathe-
matical models, *Storm runoff, Simulation
analysis, Rainfall-runoff relationship,
Sewerage, Waste water treatment.
Identifiers: *Combined sewer overflows,
*Program listing.
A comprehensive mathematical model, capable of
representing.urban storm water runoff, has been
developed to assist administrators and engineers
in the planning, evaluation, and management of
overflow abatement alternatives. Hydrographs
and pollutographs (time varying quality concen-
trations or mass values) were generated for
real storm events and systems from points of
origin in real time sequence to points of
disposal (including travel in receiving waters)
with user options for intermediate storage
and/or treatment facilities. Both combined and
separate sewerage systems may be evaluated.
Internal cost routines and receiving water
quality output assisted in direct cost-benefit
analysis of alternate programs of water quality
enhancement. This volume lists the main pro-
gram, all subroutines, and JCL as used in the
demonstration runs. (See abstract number
VI-006.)
VI-010
WATER AND SEWER PLAN AND PROGRAM.
Metropolitan Washington Council of Governments,
D. C.
35
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BUD Project :\o. DC-12, Sept. 1970, 126 p,
li fig, 9 tab, S3 ref.
Descriptors: *Water supply, *Uater quality
control, '"Waste water treatment, '-Planning,
Urbanization, Cities, Sewers, Overflow.
Identifiers: "'Metropolitan Washington,
*Potomac River.
This report identifies the existing problems
and concerns; documents the progress made
recently; and discusses the existing national,
state and regional goals, objectives, and poli-
cies regarding water and sewer facilities. A
regional water and sewer plan and a short range
program for the 1970-76 period are outlined.
Future water and sewer policies for the region
are also recommended. Critical overflows in
certain sewer systems and the need for pro-
viding, expanding, and implementing wastewater
treatment plants are some of the other con-
cerns identified in this report.
VI-011
URBAN RUNOFF CHARACTERISTICS.
University of Cincinnati, Cincinnati, Ohio
EPA/WQO Research Grant 11024 DQU, Interim
Report, Oct. 1970. 340 p, 161 fig, 67 tab,
37 ref.
Descriptors: *Storm runoff, ^Overflow,
""Watersheds (basins), *Hydrographs, Model
studies, Sequential generation.
Identifiers: *Pollutographs, Model testing,
Cincinnati, Ohio.
This is an interim report on investigations
for the development of a comprehensive storm
wacer management model. Detailed information
on the watershed characteristics and data on
runoff quantity and quality have been compiled
from a one year study of a combined sewer
watershed of approximately 2380 acres in
Cincinnati, Ohio. Collection of these data is
planned to continue over a several year period.
The information collected will be used to test
and develop practical storm water management
models.
VI-012
PRELIMINARY DESIGN REPORT, URBAN STORM
DRAINAGE MODEL CITIES—DENVER.
Wright-McLaughlin Engineers
Consultants' Report for Waste Water Control
Division, Department of Public Works, City
and County of Denver, Jan. 1971. 3 fig, 2
tab, 26 dwg, append.
Descriptors: *Storm drains, Design criteria,
Storm runoff.
Identifiers: *Model cities, *Denver, Colorado,
The investigation of the urban storm drainage
problems, the development of the goals arid
objectives for the area, and the planning of
surtable solutions as presented in this
report have been related to the overall urban
system of Model Cities and the adjacent City
aiid County of Denver. The summary and conclu-
sions relative to the urban storm drainage
system of Model Cities study areas A, C, D,
and G are as follows: (1) poor urban storm
drainage systems have significantly contri-
buted to the depressed nature of the neighbor-
hoods; (2) health, security and welfare of
residents can be materially improved by
bettering the drainage system; (3) potential
for improving the study areas appears to be
great; (4) the 1985 land use map, prepared by
the City in 1966, is a reasonable projection
of future land uses and urban drainage planning;
(5) the future degree of imperviousness and
runoff coefficients were chosen on the basis
of the 1985 map; and (6) the selection of the
design storm frequency for design of the major
drainage system ranged from 25 to 100 years.
VI-013
SOUTH HAMPSHIRE: SOME PROBLEMS OF MAIN
DRAINAGE IN A RAPIDLY EXPANDING AREA.
H. G. Barrett and S. L. Wright
WPOCA, 70(4):371-382 (1971).
Descriptors: *Water pollution control,
*Drainage systems, ^Urbanization, Outlets,
Sewerage, Sewage treatment, Effluents, Com-
puter programs , Density.
Identifiers: Great Britain.
Rapidly growing population has forced an
evaluation of foul drainage facilities serving
South Hampshire, and recognition of the need
for expansion. Among the conclusions reached
are the fact that discharge of sewage into
streams in the area would result in unacceptable
levels of pollution; possibilities for the
construction of new sewers serving part of the
area and continued use of existing systems in
the remainder are recommended. A computer
program was written to assist in the develop-
ment of local sewerage systems. Costs of
recommended schemes are compared. Tidal water
tests to determine the effectiveness of pro-
posed new outfalls are described. The study
points up the need for a wide range approach to
pollution control on a national level and for
new, large scale, high cost drainage systems.
In the discussion following presentation of the
report the point was made that little considera-
tion had been given to storm drainage and the
question raised as to what effect storm dis-
charges would have on small streams in the
area as a consequence of further urbanization.
36
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VI-014
HYDRODYNAMICS AND DISCHARGE MEASUREMENTS OF
STORM SEWERS.
New Jersey Water Resources Research Institute,
New Brunswick, New Jersey
E. L. Bourodimos and A. Oguntase
OWRR Project A-028-NJ, Mar. 1971.
fig.
13 p, 4
Descriptors: *Storm drains, *Hydrodynamics,
Storm runoff, Flow, Reviews.
Identifiers: *Urban hydrology, Storm sewers.
This completion report was a first step in a
study of flow in storm sewers. A critical
review of a major portion of numerous theoreti-
cal and experimental research papers on
gradually varied unsteady flows has been com-
pleted. The engineering relevance of these
studies to storm sewer flow dynamics is
evaluated and practical applications for
storm runoff in urban areas are given.
VI-015
CAMPUS PLANNING - WATER, STORM & SANITARY.
Al Calenda
BUSDB, 68(7):40-42 (July 1971).
Descriptors: *Long range planning, *Colleges,
*Sewerage, Sanitary engineering, Drainage
systems, Design criteria.
Identifiers: Municipal services, Pipe
materials.
In this day of new college construction in
rural and suburban areas away from major urban
centers, a key to long-range planning is the
inter-relationship of buildings, site, and
surrounding municipality. Factors such as the
availability of adequate municipal services
to accommodate the new college population, or,
lacking these, the selection of a site which
at least offers water and is receptive to
sewage disposal, assume vital importance.
Recommendations are made as to the most effi-
cient methods of planning and designing
effective utility systems including storm
drainage, taking into consideration the full
exploitation of natural features afforded by
the site. Although construction specifica-
tions are not normally a part of long-range
master planning, the selection of pipe
materials is discussed as this can be critical
to effective design. Actual scheduling of
utility construction in a pattern compatible
with the building program is recommended only
after plans for the overall network have been
completed.
VI-016
STORM SEWER GRANT AIDS SEWER IMPROVEMENTS.
C. Edwin Dalgleish'
PUWOA, 102(9):86-87 (Sept. 1971).
Descriptors: .*Drainage systems, *Financing,
*Grants, *City planning, Flood protection,
Storm drains, Storm runoff, Urban renewal.
Identifiers: *Richmond, California, Phased
construction.
In September 1970, Richmond, California
received a $932,400 grant for storm drain
construction from HUD. This made possible the
correction of a problem which had long plagued
Richmond - localized flooding due to the lack
of a storm drainage system. In 1967-68 a
portion of the storm sewer project servicing
the central business district was partially
financed through HUD's Water and Sewerage
Facilities Grant Program. Lack of available
funding forced postponement of the remaining
construction. Selection of Richmond for a
Model Cities Neighborhood Grant made completion
of the storm drainage project essential. The
total estimated cost of the completed project,
to be handled in phases with final completion
planned for 1974, is $3,300,000 with an anti-
cipated maximum HUD commitment of $1,500,000.
VI-017
MANAGEMENT AND CONTROL OF COMBINED SEWER
OVERFLOWS.
Edison Water Quality Laboratory Edison, New
Jersey
Richard Field and Edmund J. Struzeski
Preprint, 1971. 30 p, 10 fig, 35 ref. (Pre-
sented at the 36th Annual Sewage Works
Operator's Conference, Springfield, Illinois,
Apr. 21, 1971.)
ALSO APPEARED AS:
Preprint, Environmental Protection Apencv,
1971. 29 p. (Presented at the Design Seminar:
Sanitary Engineering Operations and Processes,
Conventional and Expanded Views, Technology
Transfer Program, Kansas City, Missouri, Sent.
8-9, 1971.)
Preprint, 1972. 29 p. (Presented at the
Annual Conference of the New York Water
Pollution Control Association, 44th, New
York, N. Y., Jan. 26-28, 1972.)
Preprint, 1972. 29 p. (Presented at the
Annual Conference of the New Jersey Water
Pollution Control Association, 57th,
Atlantic City, N. J., May 10-12, 1972.)
Descriptors: ^Pollution abatement,
*Technology, ^Methodology, * Research and
development, *Storm runoff, *Reviews.
Identifiers: ^Combined sewer overflows.
37
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Combined sewers are a source of water pol-
lution problems, but even flows of storm
water alone can seriously affect water quality.
Sewer separation is very costly and solves
only about 50 percent of the problem. Current
approaches involve control of combined over-
flows, treatment and combinations of the two.
Control can involve maximizing of treatment
with existing facilities, improvement of
regulator maintenance, control of infiltra-
tion and extraneous inflows, surface sanita-
tion, and addition of flow-increasing poly-
mers, as well as flow regulation and storage,
use of porous pavement, and vacuum and
pressure-type sewer systems. A number of
treatment methods are being evaluated among
the most promising of which are micro-
straining at high rates, ultra-high-rate
filtration on various media, screening and
dissolved-air flotation, and the rotating
biological contractor. Disinfection processes
also can be adapted to storm flows.
VI-018
DESIGN OF SEWER SYSTEMS.
J. M. Fisher, G. M. Karadi, and W. W.
McVinnie
WARBA, 7(2)-.294-302 (Apr. 1971). 4 fig, 7 s
ref.
Descriptors: Water quality, Water pollution
control, Sewerage, Sewage treatment, Costs,
Effluents, Industrial wastes, Water conservation.
Identifiers: Great Britain.
This article is a rebuttal of the report dis-
cussed in "Taken for Granted". It is suggested
that the rate of increase in water consumption
assumed by the Working Party (3% per annum) is
overgenerous. Also, the report's failure to
make effective reference to water conservation
is noted instances of industrial and domestic
water conservation are cited. Issue is taken
with the figures presented in the report, and
with the recommendation that properly digested,
chemically conditioned sludge can be used as
fertilizer with no danger. Sludge which is
excessively contaminated with toxic materials
from industrial wastes should never be used on
agricultural land. The primary criticism
offered, however, is that the far-reaching
recommendations for reorganization made by the
Working Party are premature since the full
effect of existing pollution control work has
not been taken into account. In an editorial
comment following the article, it is suggested
that regional authorities assume overall respon-
sibility for all aspects of trade effluent con-
trol, rather than having this administered by
individual local authorities. (See abstract
number VI--002.)
Descriptors: ^Optimization, *Linear program-
ming, *Sewers , *Costs, Pipes.
Identifiers: Iteration process, Algorithms.
The objective of this paper was to review and
evaluate the merits of certain methods aimed
at finding optimal solutions in sewer design.
First, basic principles of sewer design were
outlined. Then a linear integer programming
algorithm, based on principles similar to the
ones proposed by Deininger and Holland, was
developed in which cost was expressed as a
function of the pipe diameter and slopes. In
order to show the application of the program-
ming algorithm and to find out what difficul-
ties are encountered in an actual problem, it
was applied to an existing design of an inter-
ceptor sewer to be built in the Chicago metro-
politan area and composed to a traditional
approach. A computer program based on the
SIMPLX method was developed to find the opti-
mum pipe diameter, invert depths and slopes
based on the objective cost function and sub-
ject to certain given constraints. An itera-
tion process was used for the solution. The
results of the optimization were summarized
and a 10% difference was found between the
results of the new algorithm and results of
the traditional approach shown.
VI-019
TOO MUCH "TAKEN FOR GRANTED".
G. Hedley and J. C. Lewin
WPOCA, 70(3) : 338-347 (1971). 3 tab.
VI-020
SANITATION FOR SMALL NORTHERN COMMUNITIES:
SOME PROBLEMS AND GOALS.
G. W. Heinke
CJPEA, 60(3):220-226 (1971).
15 ref.
Descriptors: *Municipal water, *Water supply,
Municipal wastes, Water pollution, Environmental
effects, Chlorination.
Identifiers: *Northern Canada, *Utilador.
The provision of safe water supplies in suffi-
cient quantity and adequate sewage and refuse
disposal systems in small communities in the
far north presents many problems. Among the
difficulties encountered are permafrost,
climate, lack of planning, inaccessibility, and
housing, resulting in greatly increased costs
over provision of water and sanitary services
in southern communities. Pipelines may be
buried in permafrost only in well drained, non-
frost susceptible soils extending to a depth of
15 feet. Continuous heating and circulation of
the water has been employed to prevent water
mains from freezing. New regulations in the
Northwest Territory (NWT) permit water mains
and sewers to be placed in the same trench;
heat from the sewers helps prevent freezing of
the mains, resulting in lower construction
costs. When placed on or above ground, mains
must be protected from extreme temperature
38
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variations, weather, and vandalism by an
insulated box structure called utilador.
Overall cost for the most expensive, best
utilador in Canada was $230/ft; lower cost
models are in use ranging from $25-$75/ft.
In 23 communities of the NWT, there is no
organized community-wide water delivery
or sewage pickup; and few communities have
sewage treatment facilities. In addition to
a discussion of the various methods for pro-
vision of water and sanitary services presently
in use in northern Canada, the article dis-
cusses considerations to bear in mind for
those planning future settlements in the north.
VI-021
DESIGN ENGINEERS MUST ANALYZE MORE CRITICALLY
TO BEAT MOUNTING COSTS.
John W. Saucier
WWAEA, 8(9):48-49 (Sept. 1971).
Descriptors: *Design criteria, ^Tennessee,
*Waste water treatment, Pollution abatement,
Costs, Sewage treatment, Construction,
Sewerage.
Because of increasingly heavy costs in design-
ing, constructing, and operating modern waste-
water facilities, the design engineer should
make a critical analysis of his project,
including actual flow measurements and pre-
dictions of future flows. Characteristics of
industrial wastes must be carefully studied
and the possibility of pretreatment considered.
Tennessee is one of the states currently pro-
viding minimum guidelines for the design of
municipal wastewater treatment systems.
Sewers must be designed for the estimated ulti-
mate tributary population and maximum hourly
quantity of wastewater; industrial wastewater
and groundwater infiltration must be considered.
The design should accommodate an average daily
per capita flow of 100 gpd. Specifications
for sewer lines including acceptable materials,
slopes and pipe sizes, manholes, and inverted
siphons are detailed, as are provisions for
protection of the potable water supply from
sewage contamination.
VI-022
WASTEWATER AND STORM FLOW HANDLING (LITERATURE
REVIEW).
D. J. Weiner
JWPFA, 43(6):1154-1160 (June 1971)
Descriptors: ^Drainage systems, *Sewerage,
Construction materials, Waste water disposal,
Water pollution treatment, Overflow, Storm
runoff, Herbicides, Design, Water resources,
Pipelines, Operation and maintenance.
Identifiers: Combined sewers, Ocean outlets.
The growth concept of the metropolitan area
has expanded to such an extent that the disposal
of all liquid wastes including storm water has
become a sensitive matter in the control of the
environment. In addition, the comparative low
cost of transportation by pipeline has led to
the use of sewers for the transporting of solid
wastes from residences and industries. Atten-
tion is being directed to new materials for
pipeline construction, operation and main-
tenance, and to different methods of installa-
tion. Sewer lining materials such as poly-
urethane foam and glass reinforced plastic pipe
are discussed, as are the use of various pipe
materials such as plastic, concrete, fiber
glass, asbestos cement, and galvanized steel,
in specific situations. Sewer maintenance
programs in several locations are described
along with a method for sewer design and cost
estimation written in time-sharing Fortran.
Studies are presented on the toxic effects of
a number of herbicides on tree roots and their
effectiveness in alleviating root growth
problems in sewer lines. Among the other topics
covered by papers presented are wastewater
treatment, control of combined sewer overflows,
and the resulting pollution problems and
design of ocean outfalls.
VI-023
ON SEWAGE TREATMENT.
Text in Japanese.
(Gesui shori ni tsuite.)
44 ref.
Takeshi Yoshida
NEONA, 38(5):46-50 (May 1971).
Descriptors: *Sewerage, *Sewage treatment,
Pollution abatement, Water quality, Surveys,
Sewage disposal.
Identifiers: Japan, Sewer construction.
In Japan, only 14% of the population is served
by a sewer system. Because of geographical
and topographical conditions, large investments
in flood control projects were necessary.
Water pollution control efforts in Osaka are
described. In 1965, 6 billion tons of tap
water and 20 billion tons of industrial water
were used. This is expected to rise sharply
in the future. Joint treatment of factory
effluent and home wastewater has been promoted.
Japan is beginning a 5-year program of sewer
construction this year which is expected to
increase the population serviced by sewers to
38%.
39
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VI-024
COMPUTER ASSISTED SEWER DESIGN.
WPCOA, 109(11) -.36-39 (Nov. 1971).
Descriptors: *Computers, Computer models,
Design criteria, Data collections, Automatic
control, Input-output analysis.
Identifiers: *Sewer design.
The use of a computer in the design of storm
and sanitary sewers has many advantages.
Computation time can be reduced from several
weeks to several minutes. There is greater
accuracy and virtually no limit to the number
of alternate designs. A program designed for
Proctor and Redfern illustrates the useful-
ness of the computer. Basic data are prepared
by engineering technicians or design drafts-
men and modified without major revisions.
General Input Data consists of information
which remains fixed for a given job. Special
Input Data describe the physical layout of
the district, population, and other variable
factors. Effects of any changes in the final
design are computed automatically by the
computer.
VI-025
WATER, SEWER AND DRAINAGE PLAN, COMPREHENSIVE
PLANNING STUDY, BLYTHEVILLE-GOSNELL, ARKANSAS.
Ellers, Reaves, Fanning and Oakley, Engineers;
and Manes and Associates, Inc.
HUD Project No. ARK P-116, Apr. 1971. 18 p,
3 fig, 1 tab.
Descriptors: ^Planning, ^Arkansas, '''Sewer-
age, ^Drainage systems, Storm drains, Treat-
ment facilities, Urbanization.
A plan is presented for future water, sewer,
and drainage needs for the Blytheville-Gosnell
Urban Area. The plan is based on projected
growths for 10 year and 25 year programs. The
Sanitary Sewerage System Study provides an
estimate of future sewage volume and char-
acteristics and is based on projected growth.
The study includes a description of future
lift stations and treatment facilities,
required force main sizes, their general
location, and cost estimates. Drainage con-
stitutes an unusually significant problem in
the area due to the flat terrain and conse-
quently high cost of structures. The report
makes no attempt to divide the plan into short
or long range projects, rather each drainage
item needed is assigned a cost figure and a
total combined figure is then given. The
report includes evaluations of existing sewer
and water drainage facilities and identifies
deficiencies in these systems. The problems
of providing sewerage in the area are com-
pounded by the terrain which is essentially
without slope. In addition to the normal flow
of domestic, commercial, and industrial wastes,
the sewers carry large amounts of infiltration
flows. Storm sewers are being constructed in
Blytheville during urban renewal project work.
VI-026
EARTHQUAKE DAMAGE TO THE LOS ANGELES SEWERAGE
SYSTEM.
Jack M. Betz and Philip V. King
Abstract, Water Pollution Control Federation,
Washington, D.C., 1971. (Presented at the
44th Annual Conference of the Water Pollution
Control Federation, San Francisco, California,
October 3-8, 1971.)
Descriptors: *Damages, *Repairing, *Sewerage,
Future planning (projected), Evaluation,
Earthquakes.
Identifiers: Sanitary sewers, Los Angeles,
California.
On February 9, 1971 a major earthquake hit the
northerly portions of the City of Los Angeles
and adjacent regions. The total damage is
estimated at $500 million. Rodding the sewers
indicated severe damage and that a program of
televising all suspected sewers was needed.
Within the severely damaged area, 45,000 linear
feet of sanitary sewer must be replaced
entirely, repairs must be made at 4,000 indi-
vidual locations, and 400 manholes must be
repaired. An analysis of the damage indi-
cates the following points for future design
considerations: 1) polyvinyl chloride or
polyurethane compression joints are superior
to mortar joints in resisting earthquake
damage; 2) concrete encased sewers suffered
far more damage than unencased pipes; 3)
damage appeared to be directly proportional
to the diameter (at least within the 6-inch
to 21-inch sizes); and 4) depth of cover was
not significant.
VI-027
FUNCTIONAL SEWER REQUIREMENTS.
Anders Cronstrom
Preprint, 1970. 11 p. (Presented at the
International Water Conservancy Exhibition,
Jonkoping, Sweden, September 2-9, 1970.)
Descriptors: *Sewers, Design criteria, Con-
struction, Construction materials.
Identifiers: *Sewer requirements.
In this general knowledge article, technical
and hygienic requirements for sewers are
discussed. The author maintains that a sewer
40
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possess the following features so as to ful-
fill these requirements: 1) adequate
strength to withstand external static and
dynamic pressures; 2) watertightness at pre-
vailing pressures; 3) resistance to mechani-
cal and chemical attacks; 4) smoothness of
inside walls; 5) ease for laying and jointing;
6) uniform quality and small dimensional
tolerances; and, 7) durability and little
maintenance requirements. Of these features
impermeability by keeping out infiltrating
groundwater and preventing the seepage of
liquid wastes is the most important property.
It is concluded that a sewer line should be
made as tight as permitted by circumstances
and that surface water lines also should be
sealed unless particularly favorable geo-
technical conditions allow relaxed sealing
requirements.
VI-028
ADVANCES IN STORM AND COMBINED SEWER POLLUTION
ABATEMENT TECHNOLOGY.
Allen Cywin and William A. Rosenkranz
Abstract, Water Pollution Control Federation,
Washington, D.C., 1971. (Presented at the
44th Annual Conference of the Water Pollution
Control Federation, San Francisco, California,
October 3-8, 1971.)
Descriptors: Water pollution control, Water
pollution sources, Pollution abatement,
Evalution, Treatment facilities.
Identifiers: *Storm water discharge.
Research, development, and demonstration
efforts sponsored by the Environmental Pro-
tection Agency since 1966 have resulted in
advances in technology which can be applied
as alternatives to sewer separation for abat-
ing pollution from combined sewers. The
overall problem is caused by basic deficien-
cies in collection, transport, and treatment
systems, which must be corrected to provide
truly efficient sewerage facilities. All the
sewerage facilities must be evaluated in
order to plan modifications which will pro-
vide the capability to adequately control and
treat wastewaters during and immediately
following storm events. Control facilities
such as in and off-system storage, flow
regulation and routing, remote flow-sensing
and control, coupled with treatment, are
applicable solutions. Physical, chemical,
biological, and physical-chemical treatment
methods are under investigation, with a
screening, dissolved-air flotation process,
and a high-rate multi-media filtration process
offering the best current potential for
producing good quality effluents. Require-
ments for control of pollution from combined
sewer overflows are rapidly becoming more
stringent. Control of pollution caused by
urban storm water discharges is on the
horizon.
VI-029
ECONOMICS OF WASTEWATER COLLECTION NETWORKS.
Jarir S. Dajani and Robert S. Gemmell
WRC Research Report No. 43, July 1971. 65 p,
6 fig, 3 tab, 36 ref.
Descriptors: *Sewers, *Waste water treatment,
*Costs , Design, Economics , Urbanization.
The provision of wastewater collection ser-
vices is used to demonstrate how technological
relationships and principles of microeconomics
can be used to generate normative cost func-
tions for urban service networks. The study
explores both the demand for the service , as
measured by parameters of urban development,
and the supply of the service, as determined
by the basic technology of providing it. A
wastewater collection network is first broken
down into its basic component: the sewerline
or link satisfying a linear demand. A sewer-
line cost equation is empirically obtained
from actual bid information. The concept of
optimization is then explored with respect to
overall collection networks. Present design
methodology and recent developments in both
network layout and design are explored. The
problem of the optimal choice of a mix of
diameters and slopes for a given network, and
a specific set of economic and technological
inputs, is fitted to a separable convex
programming framework, for which a global
optimal solution can be obtained using existing
commercial computer programs. The nature of
an areally distributed demand is dependent on
the type of urban development generating it.
Population, area and density are basic para-
meters for the measurement of urban settle-
ments . Following a review of relevant
research methodologies and concepts, a 160-
acre experimental module is presented as a
basis for the development of normative net-
work cost models. Different population den-
sities and subdivision patterns can be
superimposed on this module in a controlled
environment.
VI-030
WASTEWATER SYSTEMS FOR ASIAN CITIES.
R. Dennis C. Lloyd and Robert H. Thomas
Preprint, 1971. 18 p. (Presented at the
Technical Conference on New Technology in
the Solution of Practical Problems in Air and
Water Pollution Control, Tokyo, Japan,
December 9, 1971.)
41
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Descriptors: *Sewage treatment, ^Treatment
facilities, Sewerage, Project planning,
Estimated costs, Sewers.
Identifiers: Taiwan, Thailand.
Experience in sewerage planning in Bangkok and
Taipei indicates that successful implementa-
tion of large scale wastewater programs in
Asia requires the adoption of reasonable goals
and engineering solutions which are compatible
with the economic, social, and technological
conditions. Concerning their wastewater
problems, Taipei and Bangkok have important
similarities. The population is about 2%
million, and the cities are generally flat,
are located on estuarial portions of major
river systems, and have the extremes of exten-
sive flooding and very low flows. In Taipei,
separate sanitary sewer and storm water
drainage systems were recommended, with dis-
posal of collected wastewater into the Straits
of Taiwan from shore through a suitable dif-
fuser after removal of floatables. It was
recommended that industrial wastewater, only
after required pretreatment, be collected
with domestic wastewater. Cost comparisons
show the advantage of a single, regional system
over separate local systems. The length of
the sewer system proposed for construction
during the first '17 years is 143 miles of
trunk and 806 miles of local street sewers.
Because of the flat grades, the system includes
6 major and 2 temporary pumping stations and
4 local lift stations. Two unusual features
in the proposed system are: a structure for
interception of dry-weather flow from the
grossly polluted Hsinsheng Canal, and a night-
soil collection station. The recommended pro-
gram for construction of the proposed system,
which will cost about $400 million at 1970
prices, is spread over a period of 37 years.
In Bangkok, separate systems were proposed
since klongs could continue to be used as main
drainage channels but not as combined sewers.
Due to lack of suitable conditions for dis-
posal of large volumes of waste by dilution,
treatment to a high degree by a biological
process will be necessary. The proposed system
in Bangkok includes flood control, is estimated
to cost $544 million at 1969 prices, and
scheduled for completion by the year 2000.
VI-031
AN IMPROVED METHOD FOR THE APPLICATION OF
HARMON'S EQUATION IN THE DESIGN OF SEWER SYSTEMS.
(Nuevo metodo mas racional para aplicar la
formula de Harmon en el diseno de las redes de
alcantarillado.) Text in Spanish.
Avram Radev
i::CVA, 22(4):339-344 (July/Aug. 1971). 2 tab,
1 graph.
Descriptors: *Design criteria, *Sewers, *Math-
ematical studies.
Identifiers: *Harmon's equation, *Sewer systems
The traditional application of Harmon's for-
mula in the design of a sewer system involves
many calculations and graphs. The graph of
an improved method shows the number of in-
habitants on the abscissa and the amount of
flowing water (in liters/second/inhabitant)
on the ordinate. In this method, the number
of inhabitants using the sewer constitutes the
only required paramenter, obtained from the
multiplication of the size of the drained area
by its population density (inhabitants/ha),
for its design. Knowing the number of in-
habitants of the area for a period of thirty
to fifty years and the standards of water con-
sumption (liters/inhabitant/day) corresponding
to this number of inhabitants, Harmon's curve
can be drawn. This curve can then be utilized
in the design of a sewer system for the
specified area.
VI-032
SEWER MAINTENANCE COSTS.
I. W. Santry, Jr.
Abstract, Water Pollution Control Federation,
Washington, B.C., 1971. (Presented at the
44th Annual Conference of the Water Pollution
Control Federation, San Francisco, California,
October 3-8, 1971.)
Descriptors: *Costs, '''Repairing, ^Maintenance,
*Sewers, Data collections, Infiltration.
Experiences and costs in repairing sewer mains
and building service lines along with cleaning
and television inspection of the sewers are
herein reported. In addition, data is pre-
sented relative to the costs and impact of
infiltration on the maintenance of sewers.
Factors of the sizes of sewers, lengths of
various sizes, and stoppages occurring in the
sewers are cited. Cleaning costs using bucket
machines, rodding machines, and hydraulic tur-
bine machines are presented in terms of total
cost per foot. In general, the average cost
of repair varied from $115 to $778 per repair
with the labor being approximately 65.7% of
the cost, the equipment charges 8.4%, the
material costs 18.5%, and the administrative
charges at 7.4%.
VI-033
ANALYSIS OF DESIGN FACTORS FOR SEWAGE PIPELINES.
(Gesuido kankyo keikaku ni okeru sekkei inshi
no renkan bunseki.) Text in Japanese.
Tomitaro Sueishi , Atsushi Yamada , and Toru
Hashimoto
42
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Preprint, Japan Society of Civil Engineers,
Tokyo, 1971. 2 p. (Presented at the 26th
Annual Science Lecture Meeting, October 1971.)
Descriptors: *0ptimum development plans,
*Sewers, Design criteria, Model studies, Com-
parative costs.
Identifiers: *Sewer systems, Japan.
An optimization model has been developed for
sewer system design so as to evaluate design
methods and design factors. Evaluation of an
existing system is accomplished by comparing
its costs with costs calculated from the model.
It was found that the cost of an existing
system exceeded the model value for upstream
systems, yet close results were realized in
sewer system plans calculated for geographically
similar regions.
VI-035
THE FLOODING AND COMBINED SEWER OVERFLOW
PROBLEM IN URBAN METRO AREAS.
Vinton W. Bacon
College of Applied Science and Engineering,
University of Wisconsin-Milwaukee and Univer-
sity Extension, University of Wisconsin, Pro-
ceedings from Deep Tunnels in Hard Rocks: A
Solution to Combined Sewer Overflow and Flood-
ing Problems, Civic Center Campus, Milwaukee,
Wisconsin, November 9-10, 1970. 4 p.
Descriptors: *Flooding, ^Combined Sewers,
*Separated Sewers, *Municipal Water, *Waste
Water Treatment, *0verflow, Underground
Storage, *Interceptor Sewers, Water Pollution
Sources, Tunnels, Pollution Abatement, United
States.
VI-034
SELECTED INFORMATION ABOUT REPORTED RESEARCH
ON THE SUBJECT OF POLLUTION DUE TO STORM WATER
AND OVERFLOWS FROM COMBINED SEWAGE.
Nova Scotia Technical College, Halifax.
Atlantic Industrial Research Institute.
D. H. Waller
Central Mortgage and Housing Corporation
Project on Pollution due to Storm Water and
Overflows from Combined Sewers, Technical
Report No. 1, Oct. 25, 1968. 21 p, 5 tab,
90 ref.
Descriptors: *Storm runoff, *Water pollution
effects, *Water pollution sources, Water
analysis, Investigations, New York, Domestic
wastes.
Identifiers: *Sewer overflows, *Storm sewers,
*Combined sewers.
In the United States there are 1329 jurisdic-
tions, served in whole or in part by combined
sewers, having a total population of 54
million. Of this projected population, it is
estimated that 36 million are actually served
by combined sewers. Although the gallonage
of sewer overflow is only about 5% of the
total, it is estimated that about 30% of the
total pollution material is overflowed to the
waterway. The combined sewer overflow problem
can be solved in one of the following three
ways, or a combination of the three. 1) Sewers
can be separated. 2) Treatment can be pro-
vided at the point of overflow simply by inter-
ception before discharge. 3) Conveyance
tunnels (sewers) and storage caverns can be
built in the underground rock, thus storing the
polluted combined sewer overflow during the
storm, pumping back to the surface after the
storm, and finally treating in existing or new
plants.
A two-year study has been undertaken to study
the pollutional effects of both storm runoff
and the overflow from combined domestic waste
and storm sewers. Both storm sewer and com-
bined sewer waters were analyzed for solids,
BOD, nitrogen and phosphorus, and bacteria
in an effort to determine the effects of these
waters on a receiving water. Coliform den-
sities were obtained from sampling stations
in New York City beach areas which varied 14
to 1 to 0.5 to 1 wet population versus dry
population based on the geometric mean. In
17 out of 24 cases, the bacterial count during
wet weather was 2 or more times the dry weather
count. These and other studies indicated that
storm runoff which had not been contaminated
by domestic sewage was still causing much
pollutional damage. References are given for
the treatment that has been considered to date,
namely screening, disinfection and/or sedimen-
tation. The role of solids in the collection
system is also discussed along with the per-
centages occurring in various flows.
VI-036
THE ROLE OF STORAGE IN ECONOMICS OF SEWAGE
TREATMENT PLANT DESIGN.
William J. Bauer
College of Applied Science and Engineering,
University of Wisconsin-Milwaukee and Univer-
sity Extension, University of Wisconsin, Pro-
ceedings from Deep Tunnels in Hard Rock: A
Solution to Combined Sewer Overflow and Flood-
ing Problems, Civic Center Campus, Milwaukee,
Wisconsin, November 9-10, 1970. 16 p, 6 fig.
Descriptors: ^Storage, Underground Storage,
^Treatment Facilities, *Economics, Design
Criteria, Sewage Treatment, Overflow, Flow
Rates, Combined Sewers.
Identifiers: Deep Tunnel Plan.
43
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The significance of demand for treatment plant
capacity is becoming greater with time because
the cost of treatment is going up. The way
of making an expensive plant work harder is
with storage, and the economic choice involves
the relative costs of water storage and treat-
ment capacity. As the storage of a system is
increased, the frequency of spill is reduced
thus reducing the total quantity of the
spill and subsequent water pollution. The
cost of storage varies widely depending upon
the facilities that are provided. In the
Deep Tunnel Plan studies of Greater Chicago,
the bulk storage amounted to approximately
$1.50 per cubic foot of storage. On the other
hand, the cost of concrete boxes with lids at
ground level, scraper mechanisms for handling
solids, plus some aeration facilities would
cost about $5.00 a cubic foot. Some non-
economic advantages to providing storage are:
performance improvement, provided the rate of
flow through the plant is capable of being
controlled; higher sustained flow and fewer
high peaks; in the event of mechanical break-
down in the plant, an option to dumping of
the water; and, a solution to the problem of
combined sewer overflows.
VI-037
RAPID EXCAVATION IN HARD ROCK : A STATE-OF-THE-
ART REPORT.
William E. Bruce and Roger J. Morrell
College of Applied Science and Engineering,
University of Wisconsin-Milwaukee and Univer-
sity Extension, University of Wisconsin, Pro-
ceedings from Deep Tunnels in Hard Rock: A
Solution to Combined Sewer Overflow and Flood-
ing Problems, Civic Center Campus, Milwaukee,
Wisconsin, November 9-10, 1970. 33 p, 11 fig,
2 tab, 10 ref.
Descriptors: ^Drilling, *Rock Properties,
Tunnel Design, On-Site Investigations, Bore-
hole Geophysics, Rock Excavation, United
States, Reviews.
The evolution of present day tunnel boring
techniques are herein described. Emphasis is
directed toward selected cases from the past
decade whose data have been generated, for
the most part, by Bureau of Mines personnel
during on-site studies of the particular job.
The significant problems and accomplishments
for various actual operations are presented.
Wherever possible, physical characteristics
of the rock encountered to aid the audience
in evaluating rock hardness are given. Trends
for the future are forecast relying on objec-
tives as developed by the Organization for
Economic Cooperation and Development as well as
on experience of Bureau of Mines personnel.
VI-038
GEOLOGIC EXPLORATION FOR CHICAGOLAND AND OTHER
DEEP ROCK TUNNELS TO BE CONSTRUCTED BY
MECHANICAL MOLES.
George Helm, R. W. Mossman, and Homer W.
Lawrence
College of Applied Science and Engineering,
University of Wisconsin-Milwaukee and Univer-
sity Extension, University of Wisconsin,
Proceedings from Deep Tunnels in Hard Rock:
A Solution to Combined Sewer Overflow and
Flooding Problems, Civic Center Campus,
Milwaukee, Wisconsin, November 9-10, 1970.
29 p, 17 fig, 2 tab, 4 ref.
Descriptors: *Tunnel Construction, *Rock
Excavation, *Tunnel Design, *Water Conveyance,
'"Subsurface Investigations, Groundwater.
Identifiers: *Mechanical Moles, *Deep Tunnel
Plan, Outward Seepage, Chicago, Illinois.
The Deep Tunnel concept consists of inter-
ception of the sanitary and storm water over-
flow at the overflow points, and conveyance
of the overflow water in tunnels to a mined
room and pillar type storage area from which
the overflow water can be pumped at a reduced
rate to permit treatment of all wastewater.
Herein described is the subsurface geological
exploration program performed in 1967 and 1968
for the Chicagoland Deep Tunnel Project.
Results indicate that to obtain the most
favorable geologic condition for deep tunnels
to be constructed by mechanical moles, the
tunnels should be located in structurally
sound and uniform rock strata with a minimum
of potential groundwater problems. If the
tunnels are designed to be unlined and to
carry sanitary water, it is necessary to care-
fully evaluate the groundwater conditions to
assure this valuable resource from becoming
contaminated by outward seepage from the
tunnels.
VI-039
THE IMPACT OF THE DEEP TUNNEL PLAN ON WATER
RESOURCES IN THE CHICAGO AREA.
Victor Koelzer
College of Applied Science and Engineering,
University of Wisconsin-Milwaukee and Univer-
sity Extension, University of Wisconsin, Pro-
ceedings from Deep Tunnels in Hard Rock: A
Solution to Combined Sewer Overflow and Flood-
ing Problems, Civic Center Campus, Milwaukee,
Wisconsin, November 9-10, 1970. 27 p, 5 fig,
1 tab.
Descriptors: *Water Conservation, *Water
Resources, *Storm Water, *Tunnels, -'Surface
Waters, *Groundwater, Overflow.
Identifiers: *Deep Tunnel Plan, Chicago,
Illinois.
44
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The Harza-Bauer proposal of a Deep Tunnel
Project for the Metropolitan Sanitary District
of Greater Chicago is designed to provide
temporary storage for storm water and its
accompanying pollution load. The impact of
this Deep Tunnel Project on two aspects of
water resources for Northeast Illinois -
surface water and groundwater - are herein
described. It shows that the benefits to
conservation of water can be as significant
as those originally expected for flood and
pollution control. For surface water, it is
estimated that the Deep Tunnel Project would
ultimately make available an additional 515
cfs for use in Northeast Illinois because of
better regulation and complete treatment of
storm water overflows. For groundwater,
detailed are elaborate measures planned to
protect the aquifers, presently sources of
about 202 cfs of the metropolitan area supply,
from pollution by the Project, thus reversing
the trend of groundwater mining in the metro-
politan area.
VI-040
MAXIMIZING STORAGE IN COMBINED SEWER SYSTEMS.
Municipality of Metropolitan Seattle, Seattle,
Washington
Curtis P. Leiser
EPA/WQO Contract No. 13-Wash-l, Project No.
11022 ELK, Dec. 1971. 227 p, 64 fig, 25 tab,
54 ref, 12 append.
Descriptors: *Combined Sewers, *Waste Water
Treatment, *Separation Techniques, Convey-
ance Structures, ^Storage, Separation, Storm
Water, Overflow, Sampling, Monitoring, Data
Collections, Analytical Techniques, Inter-
ception, Computers , Control Systems.
Identifiers: *Seattle , Washington.
A major portion of the Seattle Metro area's
comprehensive sewage collection and treatment
plan launched in 1958, included improvements
to an existing combined sewer system within
Seattle's city limits. Initial plans
included: (1) interception and treatment of
raw sewage flowing to saltwater points, (2)
regulation of combined flows to utilize all
available trunk storage and (3) construction
of temporary storage tanks at freshwater over-
flow points. In 1968, a $70 million sewer
separation project was approved and will
enlarge system storage by reducing storm in-
flow. All construction has been completed in
an effort to demonstrate the feasibility of
applying computer-control concepts to theoret-
ically make maximum use of all available
storage within a collection system. Automatic
and manual sampling programs are monitoring
overflows and adjacent waters. Accumulated
and analyzed data shows dramatic improvements
in receiving water quality resulting from
interception and treatment phases of construc-
tion. Analysis of separation monitoring data,
projects a 50-70% reduction in pollutant load-
ing to fresh water from combined sewer over-
flows. Overflow volume, frequency and quality
factors are established to serve as a basis
for measuring the performance of the control
system as it leaves the instrumented local
control phase and begins the totally computer-
managed phase.
VI-041
METROPOLITAN SANITARY DISTRICT OF GREATER
CHICAGO EXPERIENCES AND FUTURE PLANS FOR HARD
ROCK TUNNELS.
Forest Neil
College of Applied Science and Engineering,
University of Wisconsin-Milwaukee and Univer-
sity Extension, University of Wisconsin, Pro-
ceedings from Deep Tunnels in Hard Rock: A
Solution to Combined Sewer Overflow and Flood-
ing Problems, Civic Center Campus, Milwaukee,
Wisconsin, November 9-10, 1970. 22 p, 10 fig.
Descriptors: *Water Quality Control, Over-
flow, ^Underground Storage, *Storage, Storm
Water, Waste Water Treatment, Tunnels,
Separated Sewers, Combined Sewers, Economics,
Geology,, Flood Control, Water Quality Standards,
Channels.
Identifiers: *Chicago, Illinois.
In the City of Chicago and older suburbs,
there are over 300 square miles served by com-
bined sewers which, for the most part, dis-
charge their storm overflow to the local
streams. The estimated cost of separation of
sewers is over $4 billion and it is doubtful
if separation would sufficiently improve the
quality of the waterways to meet standards.
Rapid urbanization of the area is increasing
runoff and peak flows in the waterways. No
major improvements to increase the outlet
capacity have been made to the Sanitary and
Ship Canal or the Des Plaines River since their
original construction. Additional capacity in
the canal and river system must be provided
by deepening and widening, or storm water must
be detained and gradually released after the
peak of the storm. Retention of storm flows
in surface reservoirs has been a standard
flood control practice for many years primarily
in the separated sewer areas. In the combined
sewer area, the flat topography, development
of the area, and cost of land, limit the
number of reservoir sites. Investigation of
the potential of subsurface storage thus
became desirable. The merging of two proposed
plants, by the Metropolitan Sanitary District
and the City of Chicago, will result in the
most feasible method of underground rock
tunnels combined with storage underground and
on the surface.
45
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VI-042
OXYGEN ADSORPTION IN STREAMS .
John D. Parkhurst and Richard D. Pomeroy
JSEDA, 98(SA1):101-124 (Feb. 1972). 3 fig,
5 tab, 28 ref, 2 append.
Descriptors: ^Mathematical Studies, Adsorp-
tion, Reaeration, Sewers, Data Collections.
Identifiers: Sewage Streams.
Information on the rate of absorption of
oxygen in sewers in needed for calculations
of biological oxidation in sewers and for an
understanding of sulfide buildup in sewers.
Published equations for stream aeration are
at variance with one another , and in any case
do not provide a basis for needed predictions
of reaeration rates in sewers. Measurements
of oxygen uptake were made in twelve function-
ing sewers. By viewing all of the data and
prior mathematical treatments synoptically, a
general predictive equation was devised.
Reaeration rates for sewage streams can now
be predicted with an expected standard error
of ±10%. The general equation coefficient
for predicting reaeration in streams of pure
water is not yet known with similar accuracy,
but could be determined by precision experi-
ments. The rates in sewage streams are
apparently about a third as great as in pure
wa t er.
VI-043
UNDERWATER STORAGE OF COMBINED SEWER OVERFLOWS .
Karl R. Rohrer Associates, Inc. Akron, Ohio
Karl R. Rohrer and William J. Bandy, Jr.
EPA/WQO Contract No. 14-12-143, Program No.
11022 ECV, Sept. 1971. 170 p, 42 fig, 16 tab,
33 ref, 3 append.
Descriptors: *Combined Sewers, *Pilot Plants,
Water Pollution Control, Lake Erie , Operating
Costs, Model Studies, Comparative Costs,
Sewage Treatment, Construction.
Identifiers: *Storm Overflows , '-Temporary
Storage, ^Underwater Storage, *Flexible Tanks,
Sandusky, Ohio.
The purpose of this study was to demonstrate
off-shore underwater temporary storage of
storm overflow from a combined sewer in flexible
tanks. Site selection, model testing, system
design, construction, and one year's operation
were conducted under the study. A pilot
demonstration facility was constructed in
Sandusky, Ohio where combined sewer overflow
from a 14.86-acre residential drainage area
was directed to two-100 ,000 gallon collapsible
tanks anchored underwater in Lake Erie. The
stored overflows were pumped back to the
sewer system after a storm event for subsequent
treatment. During the year's operation, a
total of 988,000 gallons of storm overflow was
contained and returned for treatment. As
constructed, the facility cost was about $1.88
per gallon of storage capacity while future
projections indicate costs of less than $0.40
per gallon possible. Evaluation of the under-
water storage system in controlling combined
sewer pollution, comparison of cost with other
storage methods and other combined sewer
pollution control methods, operational diffi-
culties and recommendations of an improved
system are included in the study report.
VI-044
MASTER SEWERAGE SYSTEM PLAN FOR MANILA.
John 0. Schmidt
JSEDA, 98(SA1):125-152 (Feb. 1972). 8 fig,
13 tab.
Descriptors: *Sewerage, *Project Planning,
Sanitary Engineering, Economics, Engineers
Estimates, Design Criteria, Sewers, Waste
Water Treatment, Feasibility Studies.
Identifiers: Philippines.
In 1969 Black & Veatch International completed
a 2-year comprehensive sewerage study of
Metropolitan Manila. The existing sewerage
facilities were found to be inadequate, and
generally poorly maintained and operated.
Rehabilitation of the Manila Portion of the
systems was badly needed. An extensive
oceanographlc study led to the conclusion
that satisfactory disposal of untreated wastes
was possible through a suitable outfall and
diffuser system. Design criteria for sewers
and wastewater treatment which were developed
included earthquake considerations. The
recommended first phase construction program
was estimated to cost $22 million at a 1969
cost level. Financing was believed feasible
by a combination of connection charges, sewer
service charges, and government contributions.
VI-045
INVESTIGATION OF POROUS PAVEMENTS FOR URBAN
RUNOFF CONTROL.
The Franklin Institute Research Laboratories,
Philadelphia, Pennsylvania
Wilford C. Grover, Arnold J. Hoiberg, Thomas
I. Haigh, Francis J. Sweeney, and Edmund
Thelan
EPA/ORM Contract No. 14-12-924, Program No.
11034 DUY, March 1972. 142 p, 19 fig, 21 tab,
37 ref.
Descriptors: *Urban Runoff, '''Laboratory Tests,
^Economic Justification, ^Feasibility Studies
46
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*Road Design, *Asphaltic Concrete, Overflow,
.Combined Sewers, Water Conservation, Traffic
Safety, Water Pollution Control.
Identifiers: *Porous Pavement.
Laboratory and economic studies were undertaken
to determine the feasibility of utilizing
porous pavements to alleviate combined sewer
overflow pollution and reduce the design para-
meters of storm sewer systems by allowing
storm runoff to percolate back into the ground.
Laboratory studies of candidate materials
revealed a porous asphaltic concrete contain-
ing 5.5% asphalt by weight and aggregate
graded to allow a water flow of 76" per hour
to be the optimal porous road material.
Materials testing for stability, durability,
and freeze-thaw susceptibility proved this
material suitable for use in road construction.
Asphalt Institute specifications were used to
design roads with porous asphaltic concrete
surfaces and gravel bases for varying traffic
densities. Major design parameters considered
were the load-bearing capacity and permeabil-
ity of the subgrade, expected maximum precipi-
tation and depth of frost penetration. Roads
designed with porous asphaltic concrete were
found to be generally more economical than
conventional roads with storm sewers. The
economics of porous pavement were further
enhanced by the added value of benefits from
combined sewer overflow? pollution relief,
augmentation of municipal water supplies,
improved traffic safety, preservation of vege-
tation, relief of flash flooding, and the
aesthetic and directional benefits of a colored
porous surface.
VI-046
SEWER BEDDING AND INFILTRATION - GULF COAST
AREA.
Tulane University, New Orleans, Lousiana
John K. Mayer, Frank W. Macdonald, and Stephen
E. Steimle
EPA/WQO Contract No. 80-04-68, Program No.
11022 DEI, May 1972. 183 p, 48 fig, 33 tab,
21 ref, 15 append.
Descriptors: *Infiltration, *Sewers,
*Manholes, *Groundwater, Construction, On-Site
Investigations, Water Pollution Sources,
Gulf Coastal Plain.
Identifiers: *Sewer Bedding, Sewer Failure.
Groundwater infiltration studies were per-
formed on several Gulf Coast area sewer
systems in 1962 - 1963 and again in 1970 with
the results being compared. Infiltration
measurements in the systems ranged from zero
to 111,560 gallons per inch of diameter per
mile per day. The infiltration was slightly
increased in some lines and was greatly
decreased in others. The decrease is attri-
buted to soil and grease clogging the breaks,
as was observed in subsequent television
inspection. Infiltration has been found to
vary with time. The high infiltration rates
were attributed to poor construction methods
used by contractors on the main sewer system-
and by plumbers on house connections. A
survey of 1600 manholes showed 3.5% to have
infiltration at the time of the inspection
and others likely to develop infiltration
during periods of heavy rainfalls. Most of
these could be easily repaired to prevent
infiltration. Poor construction procedures
are considered to be the most significant
contributor to infiltration and sewer failure.
This situation can be remedied through ade-
quate inspection and testing. Bedding and
select cover should provide even distribution
of load and support for the pipe. A second
function of this material should be to impede
the flow of water surrounding the sewer when
the pipe is laid below the water table. The
material should completely surround the pipe.
A coarse granular material such'as clam or
oyster shells, gravel, or crushed stone,
provides excellent support and load spreading
but does not impede flow. Mixtures of these
with sand and other materials can provide
flow impedance.
VI-047
STORM WATER PURIFYING - ADVANCED GUESSWORK
AT A COST OF FOUR THOUSAND MILLION DOLLARS.
(Dagvattenrening - kvalificerad gissningslek
om tjugo miljarder.) Text in Swedish.
Gunnar Soderlund
KETIA, (4):50-59 (1972).
Descriptors: *Storm Water, *Sewage Treatment,
*Project Planning, *Water Pollution Control,
technology, *,Economics, *0ptimum Development
Plans, Sewers, Separated Sewers, Combined
Sewers, Data Collections, Water Pollution
Sources, Pollutant Identification, Urbaniza-
tion, Reviews, Suspended Load.
Identifiers: Sweden.
Technical and economic aspects of water dis-
charge planning in Sweden, with special con-
sideration to storm water treatment, are
detailed. Investments in Sweden for sewage
and storm water treatment are usually not
preceded by appropriate investigation. The
respective advantages and disadvantages of
combined and separate systems for sewage and
storm water treatment are reviewed. Latest
studies indicate that the efficiency of
sewage treatment plants is not deteriorated
by medium amounts of storm water. Investiga-
tions in the Stockholm and Goteborg area
revealed that the storm water had lower BOD
47
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and COD values and contained more suspended
matter and bacteria than sewage waters from
the same areas, and that the amount of pollu-
tants in the storm water was increased by
both high population and traffic density.
The storm water investigated contained oil,
heavy metals, organochlorine substances, and
even 3,4-benzopyrene. While key data required
for economic optimum in planning are still
missing, the intermediate storage of sewage
water prior to treatment can be regarded as
the least expensive method. As settling
alone is not sufficient, flocculation is
required for suspended matters. Other methods
such as sifting, flotation, and chlorination
are briefly reviewed.
VI-048
SOLVING THE COMBINED SEWER OVERFLOW PROBLEM
OF A MAJOR CITY.
Roy F. Weston, James E. Germain, and Michael
E. Flore
PUWOA, 103(5):106-108 (May 1972). 2 fig, 1
tab, 2 ref.
Descriptors: ^Overflow, ^Conveyance Struc-
tures, '^Underground Storage, '"Tunnels,
^'Evaluation, *Cost Analysis, '-District of
Columbia, Combined Sewers, Sewerage, Water
Pollution Control.
A study was undertaken by Roy F. Weston, Inc.
to: 1) define the magnitude of combined
sewer overflows within the District of
Columbia; 2) investigate the feasibility of
high-rate filtration for treatment of com-
bined sewer overflows with the District; and,
3) develop alternative solutions to the
District's problem. The four combined sewer
overfloxj control methods investigated included
sewer separation, storage in reservoirs,
storage and treatment at each overflow point,
and storage in tunnels and mined-storage
facilities. The alternative systems, based on
a 15-year occurrence and 24-hour duration
design storm, were evaluated and detailed cost
analyses performed. The graphs reveal that
the cost for tunnels and mined storage is
approximately $320 million, representing a $40
million savings over the next best approach.
As a result, a network of conveyance tunnels
and mined storage was suggested as the
appropriate system.
48
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SECTION VII.
Legislation and Standards
VII-001
YEOMAN V KANSAS CITY (MUNICIPALITY'S LIABILITY
FOR INSTALLATION OF CULVERT AND ALTERING FLOW
OF STREAM).
18 SW 2d 107-111 (Kansas City Ct App 1929).
Descriptors: ^Missouri, *Cities, Floods,
Overflow, Culverts, Storm runoff, Surface
drainage, Judicial decisions, Legal aspects.
Plaintiff riparian landowner sued defendant
municipality for damages resulting from over-
flow of the creek in front of plaintiff's
property. Plaintiff asserted that defendant
had negligently installed a culvert and altered
the flow of the creek. Before the culvert was
installed the creek had never overflowed onto
plaintiff's land. Defendant answered that the
damage was the result of extraordinary rain-
fall. At trial, verdict was given for
defendant. Plaintiff moved for a new trial,
alleging that the verdict was against the
weight of the evidence. Although the Kansas
City Court of Appeals determined that the
evidence failed to show that the culvert ipso
facto caused the overflow, it found that the
evidence demonstrated that defendant's raising
of a street downstream had caused the overflow.
In granting plaintiff's motion for a new trial,
the court stated that it was no defense for
defendant to answer that its actions were a
governmental function, performed in good faith.
VII-002
NAGY V CITY OF AKRON (MUNICIPAL SURFACE WATER
DRAINAGE).
27 Ohio App 250, 161 NE 226-228 (1927).
Descriptors: *0hio, *Surface drainage, *Storm
runoff, Storm drains, Damages, Judicial deci-
sions, Legal aspects, Drainage systems.
Plaintiff landowner sued defendant city for
damages to his crops caused by overflow from a
county drainage lateral which passed through
plaintiff's land. Plaintiff's complaint
alleged that the overflow resulted from defend-
ant's storm water sewer emptying into the
lateral at a point 1000 feet outside defendant's
corporate limits. The lateral was a water-
course under Ohio law. Defendant denied lia-
bility because only the flow and not the
drainage area of the lateral had been increased
by defendant's storm sewer drainage. The
trial court sustained defendant's demurrer and
the Court of Appeals of Ohio reversed. The
court treated defendant municipality as an
individual landowner in applying the civil law
rule for surface water drainage. While
acknowledging the rule that a landowner may,
without liability, drain surface water into a
natural watercourse upon his land and thus
increase the volume and flow of the watercourse,
the court pointed out that the watercourse in
the instant case did not at any point come
within defendant's corporate limits. The court
therefore held plaintiff's complaint to state
a cause of action.
VII-003
KELLY V CITY OF CAPE GIRARDEAU (LIABILITY OF
CITY FOR FAILURE TO PROVIDE ADEQUATE STORM
SEWERS).
72 SW 2d 880-884 (Ct App Mo 1934)-.
Descriptors: ^Missouri, *Storm drains,
*Damages, Sewers, Overflow, Surface runoff,
Legal aspects, Judicial decisions, Flood damage.
Plaintiff landowner sought compensatory and
punitive damages for flooding of his land
resulting from defendant city's inadequate
storm sewers. Defendant, over a period of
several years, had failed to comply with an
injunction requiring it to replace the inade-
quate sewers. Plaintiff contended he was
entitled to compensation for each incident of
flooding not previously the subject of
judgment. Defendant contended plaintiff's
recovery of damages in a prior suit barred all
claims arising prior to that action. The
court held that when flooding results from
an abatable nuisance , the wrong is re-created
on each occasion of flooding. The injured
property owner has the right to bring an
action on each incident of flooding, notwith-
standing prior judgment on other such inci-
dents. Noting that the defendant's failure
to comply with the prior injunction entitled
the plaintiff to punitive as well as compen-
satory damages , the court affirmed the lower
court's award of damages.
VII-004
ROSSI V CITY OF SCHENECTADY (CONDITIONS PRECE-
DENT TO SUIT AGAINST MUNICIPALITY FOR FAULTY
SEWERS).
133 Misc 792, 233 NYS 512-515 (Sup Ct 1929).
Descriptors: *Storm drains, *Flood damage,
*Adjudication procedure, Sewers, Storm runoff,
Legal aspects, Floods.
Identifiers: *Schenectady, New York.
49
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Plaintiff resident sought damages from defendant
municipality after sewer back up and overflow
flooded plaintiff's premises. Plaintiff timely
filed a statutorily required notice of claim
stating his residence and that the faulty sewer
was 'in said vicinity'. Plaintiff contended
the defendant had negligently constructed the
sewer. Defendant moved for dismissal, alleging
plaintiff's notice had failed to explicitly
describe the faulty sewer's location and,
therefore, did not meet the statutory condition
precedent to suit. The Supreme Court,
Schenectady County, held that a description
enabling municipal authorities to determine,
with reasonable diligence, the location of a
defective sewer, suffices to meet statutory
requirements of notice prior to suit.
Plaintiff's description of residence coupled
with a statement alleging negligence in the
backing up of sewers 'in said vicinity' pro-
vided defendant with adequate notice of the
plaintiff's claim. Defendant's motion to
dismiss was denied absent any claim of mis-
representation.
VII-005
STACK V CITY OF NEW YORK (MUNICIPAL AND PRIVATE
LIABILITY FOR SEWAGE OVERFLOW).
134 Misc 105, 234 NYS 486-489 (NY City Ct 1929).
Descriptors: *Flood damage, *Storm drains,
*Sewers, Storm runoff, Overflow, Judicial
decisions, Legal aspects, Sewerage.
Identifiers: *New York City, New York.
Plaintiff tenant sought damages from defendant
landlord and from defendant city for losses
incurred when a sewer overflow flooded her
premises. The street abutting plaintiff's
residence contained both a sanitary sewer and
a rainwater drainpipe. During an extraordi-
nary rainfall, water flowed over the gutter and
into plaintiff's residence. Plaintiff con-
tended defendant landlord knowingly maintained
the premises below street level and that
defendant city had negligently failed to prq-
vide an adequate drainage system. The City
Court of New York held that: (1) absent fraud
or express warranties, no cause of action
against a landlord arises from flood damage to
premises below the street grade; and (2) a city
in constructing sewers is not bound to provide
for extraordinary rainfalls and is not liable
when, after such rainfalls, sewers back up and
flood private premises. The court noted that
plaintiff had failed to establish that sewage
came onto the premises or that the drainpipe
had been improperly constructed or maintained.
Ruling that plaintiff had failed to state a
cause of action against the landlord or
establish the city's negligence, the court
granted verdict for defendants.
VII-006
HILL V CITY OF WINTERSET (DAMAGES FOR CITY'S
MAINTENANCE OF NUISANCE).
214 NW 592-593 (Iowa 1927).
Descriptors: *Iowa, *Water pollution, Sewers,
Drainage, Discharge (water), Judicial decisions.
Legal aspects.
Plaintiff landowner brought suit against
defendant city to recover damages for mainte-
nance of a nuisance. Defendant had constructed
a storm sewer along a public street adjacent
to plaintiff's property, and this sewer dis-
charged into an open ditch near plaintiff's
premises. Defendant also connected drains
from septic tanks and cesspools to the storm
sewer, thereby causing the discharge to
become offensive and obnoxious. Plaintiff's
complaint was based on the offensive nature of
this nuisance. Plaintiff received a verdict
and defendant appealed. The Supreme Court of
Iowa affirmed. The statute under which the
action was brought was sufficiently broad to
allow introduction of evidence concerning the
health hazards of the nuisance, even though
plaintiff's claim was based on the obnoxious
odors caused by the nuisance. Portions of the
evidence regarding sanitary aspects in the
utilization of septic tanks were immaterial
but were not prejudicial to defendant's case.
VII-007
MOARTTY V TOWN OF HAMPTON (MUNICIPAL LIABILITY
FOR STORM DRAIN OVERFLOW).
272 A2d 606-608 (NH 1970).
Descriptors: *Storm drains, ^Overflow, Storm
runoff, New Hampshire, Legal aspects, Judicial
decisions, Flooding, Drainage systems.
Plaintiff landowner brought action for property
damage resulting from flooding when defendant
town's drainage system overflowed. Heavy
precipitation preceded the flooding. Plaintiff
claimed defendant was negligent in maintaining
the system. Defendant asserted that the
precipitation was an act of God which overtaxed
the system. Defendant contested a jury verdict
in favor of plaintiff and the trial court's
denial of his motions for non-suit and directed
verdict. The Supreme Court of New Hampshire
held that a property owner is not entitled to
recover for flood damage resulting from drain-
age system overflow unless the town's negli-
gence in performing maintenance, or the exist-
ence of obstructions within the system, is
first established. The court ruled that
defendant's negligence could not be inferred
from the mere fact of injury to plaintiff's
property. Finding no evidence of either an
50
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obstruction within the system or negligence,
the court held defendant's motions should have
been granted.
VII-008
O'HEARN V TOWN OF ADAMS (DAMAGES FOR OVERFLOW
OF SEWAGE).
288 Mass 185, 192 NE 524-527 (1934).
Descriptors: *Massachusetts, Overflow, Damages,
Legal aspects, Judicial decisions.
Plaintiff landowners brought a tort action
against defendant town for damages to land
and property resulting from the overflow of a
river and discharge of sewage from an alleged
common sewer. Plaintiffs alleged that the
damage complained of resulted from acts of the
superintendent of sewers commencing sixteen
years before filing of action. The superin-
tendent had diverted stream water into a
channel near plaintiffs' land and extended the
sewer line to this channel. The Supreme
Judicial Court of Massachusetts gave judgment
for defendant. Private actions will lie
against a municipality where it is negligent in
maintaining a common sewer, control of which
is authorized by statute. However plaintiff
must show that the town was obligated to do the
work resulting in injury or that it was an
exercise of corporate power. Here the proxi-
mate cause of injury was not the building and
maintenance of the sewer but diversion of the
stream. Further, plaintiff must show acceptance
by the town of the statute relating to laying
out of sewers. In the instant case defendant
had not accepted the statute. Liability could
not be predicated on eminent domain as there
was no taking of plaintiffs' land.
VTI-009
PROPOSED FEDERAL FUNDING FOR CONSTRUCTION OF
COMMUNITY WATER AND" SEWAGE FACILITIES.
HR Report 91-1263, 91st Congress 2nd Session,
11 U.S. Code Congress and Administration
News, (1970) . 5 p, 1 tab.
Descriptors: *Sewage treatment, *Sewage
disposal, Water pollution, Cities, Sewers,
Legislation, Administration, Water quality,.
Pollution abatement.
Recommending passage of a House bill (H.R.
17795 which ultimately became Public Law
91-431) to provide funds for water and sewer
facilities, this report by the Committee on
Banking and Currency sets" out the important
aspects of the legislation. Included in the
report are: (1)' the objectives' of the 'bill,
(2) its background, (3) why the bill is
needed, (4) the availability of funds for
projects in small towns, (5) additional views
of the committee, and (6) dissenting views.
The bill amends Title VII of the Housing and
Urban Development Act of 1965 and would: (1)
help finance construction of urgently needed
public facilities to provide for the public
health and check water pollution, (2) reenact
the balance of the authorization for basic
water and sewer facilities under the 1965 Act,
(3) make an additional one billion dollars
available for grants, and (4) extend the time
in which a community could qualify for a basic
water and sewer facilities grant. The bill is
necessary because local communities do not have
the resources to provide needed water and sewer
facilities. Funds would be available for pro-
jects in small communities. Dissenting views
on the bill emphasized the lack of available
funds to finance the proposed projects.
VII-010
ENVIRONMENTAL LAW: AN ANALYSIS OF SOME RECENT
COURT DECISIONS IN THE FIELD OF SEWAGE
TREATMENT.
Gordon M. Betz
WSIWA, 118(6):169-172 (June 1971).
Descriptors: *Sewage treatment, *Water pol-
lution, *Legal aspects , Environmental pollution,
Waste disposal, Judicial decisions. '
Five recent court decisions in the field of
sewage treatment and water pollution are
examined. 'The first case involved'a suit for
nuisance conditions. The Plaintiff brought
action against a metropolitan sewer company
which had constructed, in accordance with state
Department of Health requirements and'proper
building permits, sewage lagoons on property
adjacent to his. He contended the lagoons ren-
dered part 'of his property unfit for housing
construction at some future time. The court
decided for the defendant. Since there were
no1 noticeable odors impairing the use" of the
adjoining property, and inasmuch as there were
no dwellings at present within the distance
specified by law from the sewage treatment
facilities, the court held that the loss of
aesthetic value suffered by the plaintiff con-
stituted a loss without injury. -Case No. 2 was
an action brought by a county board of commis-
sioners (P) for an easement over the defendant's
land for a sewer line. Defendant (D') filed a
cross petition, charging that P was maintaining
a public nuisance by operating a sewage treat-
ment plant in which sewage was inadequately
treated and the effluent was contaminating- a
lake adjacent to his property. Inasmuch as he
was the operator of a marina, this pollution
threatened his livelihood. The court's decision
51
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was governed by the constitutional prohibition
against taking of private property for the
public good without due compensation. The
taking of property need not mean actual seizure,
any actual or material interference with pri-
vate property rights constitute a 'taking .
Additionally, the court found that D, although
a private citizen, not a public official, was
capable in this instance of bringing action on
a public nuisance charge since there was evi-
dence of injury to himself over and above that
suffered by the public in general. The third
case cited was a complaint brought by P, a
non-profit improvement association whose mem-
ber's were owners of property on a lake, against
D, a municipality and industrial firm charged
with dumping sewage and wastes into the lake.
This state had a water resources commission
act detailing the procedure for elimination of
water pollution, and there was undisputed
evidence that improperly treated wastes were
being discharged into the lake by the defend-
ants. While the case was in the courts, the
water resources commission entered into agree-
ments with D for the installation of proper
treatment facilities. The agreements made
between the commission and the D's required a
public hearing. Inasmuch as this had not been
held, P could challenge the sufficiency of the
agreements before the commission. The court
refused a decision on the suit, stating that
P had not exhausted the avenues of relief open
through the water resources commission.
Generally , where a matter is before an admin-
istrative body, the injured party must pursue
all relief provided by statute through that
body before bringing a matter into court. In
the fourth case, an injuction was sought by
land owners enjoining a college from disposing
of its sewage into a small stream on which both
they and the college owned property. The
college had obtained easements permitting dis-
charge of the sewage on or from the lands of
two nearby riparian owners. Despite this,
the injunction was granted. The court's
decision stated that although there is no
evidence of the extent to which the stream
would be polluted, the constant addition of
liquid wastes would necessarily change the
nature of the water quality and alter the
stream's natural flow. Additionally, the use,
which may constitute injury without damages,
may become prescription, i.e., the right to
another's land acquired by carrying on a par-
ticular activity over a prescribed period of
time, unless some action is taken to prevent
this. In the final decision described, an
injunction was denied a municipality which
brought suit to prevent an adjacent sanitary
district from construction of a sewage dis-
posal plant, contending that the wastes would
be deposited in the channel of a creek carried
by a stream through the municipality. The
court found that since the sewage would be
properly treated, the effluent would represent
no hazard to the municipality.
VII-011
LIABILITIES OF MUNICIPALITIES FOR DAMAGES
CAUSED BY WASTE WATER FROM A COMMUNAL SEWER
SYSTEM. (Haftung der gemeinden fur schaden
durch die abwasser einer kommunalen kanalisa-
tion.) Text in German.
E. Hussla
WSWTA, 61(5):163-164 (May 1971).
Descriptors: Waste water treatment, Water puri-
fication, Fishkill, Sewers, Legal aspects,
Judicial decisions.
Identifiers: Germany.
In a village in the Allgau, West Germany with
a population of 7000 wastewater is purified in
a mechanical purification plant. Some of the
wastewater, however, entered into a nearby
river without treatment. It was primarily
wastewater from a dairy plant and a brewery.
Subsequently a massive fish kill of primarily
trouts occurred in October 1960. There fish
were kept in several ponds fed by the local
river. After unsuccessful investigations new
trouts were placed in the ponds for breeding.
They, too, were killed in June of 1971. The
owner of the fish ponds suffered a loss of
about $71,430 (3.5 DM/$1). He sued the muni-
cipality for disposing untreated wastewater
into the river. In a verdict filed by the
federal court in January 1971, the municipality
was defeated and partial payment for damages
granted to the owner of the fish ponds on
grounds that the municipality was liable for
said damages even if the municipality pro-
hibited users of the sewer system to dispose
of untreated wastewater.
VII-012
CITY OF BIRMINGHAM V NORWOOD (CITY'S LIABILITY
FOR OBSTRUCTED SEWER).
126 So 616-619 (Ct App Ala 1930).
Descriptors: ^Overflow, *Flood damage, *Legal
aspects, Storm runoff, Legislation.
Identifiers: *Storm sewers, Birmingham,
Alabama.
Plaintiff homeowner sought to recover damages
from defendant city for flood damage. The
storm sewer outside plaintiff's house became
obstructed and caused surface water to over-
flow into the cellar of plaintiff's home.
Plaintiff lived in a section of defendant city
which had previously been another municipality,
but was absorbed by defendant. The sewer had
been constructed by the other city. After
holding that defendant was obligated to
reasonably maintain the sewer not-withstanding
its construction by another city, the Alabama
Court of Appeals held that an allegation of
notice to defendant of the sewer defect was
52
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necessary where the damage resulted from an
obstructed sewer. One of the counts in the
complaint was held to allege the requisite
notice, hut the other failed for insufficient
allegation of notice.
VII-013
SEWER CONSTRUCTION.
Michigan Comp Laws Ann sees 323.401 thru
323.412 (Supp 1971).
Descriptors: *Grants, *Sewers, ^Construction
costs, Legislation, Water law, Financing,
Water pollution control, Michigan.
This Act was designed to provide financial
assistance to local agencies for the construc-
tion of collecting sewers to prevent the dis-
charge of untreated and inadequately treated
sewage or other liquid wastes into the waters
of the state and to abate and prevent pollu-
tion of the waters in and adjoining the state.
The state sewer construction fund was estab-
lished to be used for state grants to local
agencies for their construction of collecting
sewers. The grants are limited to a certain
percentage of the construction costs and are
subject to other limitations. Priority of
eligible projects is established by a point
system, with points being awarded for such
water pollution control needs as: 1) public
health, 2) public water supply, 3) irrigation,
4) recreational use, 5) aesthetic value, 6)
water supply for animals, and 7) usefulness of
fish or game for human consumption. The
projects for which the grants are disbursed
must be certified by the water resources
commission from the eligibility list estab-
lished by the commission and as approved by
the legislature.
VII-014
RULES AND REGULATIONS ESTABLISHING MINIMUM
STANDARDS RELATING TO LOCATION, DESIGN, CON-
STRUCTION, AND MAINTENANCE OF INDIVIDUAL
SEWAGE DISPOSAL SYSTEMS.
Rhode Island State Department of Health,
Providence, Rhode Island
1968. 21 p.
Descriptors: *Sewage disposal, *Regulation,
*Water pollution control, Rhode Island,
Legislation, Construction, Specifications,
Design, Maintenance.
Before constructing or improving an individual
sewage disposal system, an individual must
obtain written consent from the director of
health of the plans and specifications for
such work. Each application for approval of
a sewage disposal system must contain basic
data and other specifications , and the use of
such a system must conform with the terms of
its approval. A new system shall not be
covered with earth until the director has
inspected it and certified that it is in con-
formance with the approved terms. At any
stage of construction, the director may
inspect the installation and require modifi-
cations if unanticipated conditions so require.
Without an order from the director, any dis-
charge of sewage into any waterbody is pro-
hibited. If a public sanitary sewer is rea-
sonably accessible , an individual system shall
not be approved. Other provisions of the
regulations control: 1) sewer system main-
tenance; 2) sewage flow levels; 3) the build-
ing of sewers; 4) septic and dosing tanks; 5)
distribution boxes; 6) sewage seepage systems;
7) specifications for disposal trenches and
beds; 8) seepage pits; 9) cesspools, privies,
and chemical toilets ; 10) subsoil exploration;
11) percolation test procedures; and 12)
ground water table elevation determinations.
VII-015
RATZLAFF VERSUS FRANZ FOODS OF ARKANSAS
(VIOLATION OF CONTRACT NOT TO OVERSATURATE
CITY SEWER SYSTEM).
468 S. W. 2d 239-242 (Ark. 1971).
Descriptors: *Arkansas, *Cities, Contracts,
*Sewage Treatment, *Sewers, *Farm Wastes,
*Water Pollution Sources, Legal Aspects,
Treatment Facilitiess Judicial Decisions.
Plaintiff dairy farmers sought damages from
defendant, who operated a chicken processing
and fertilizer plant, for its discharge of
noxious wastes into a municipal sewer system,
which in turn discharged the sewage into a
creek upstream from plaintiffs' lands. Plain-
tiffs alleged that defendant had failed to
perform its contract with the city to remove
and eliminate certain wastes from its sewage
so as to prevent over-saturation of the city's
sewer system and harm to downstream landowners.
The trial court sustained defendant's demurrer
and dismissed the complaint. Upon appeal the
Supreme Court of Arkansas reversed, holding:
(1) as a general rule, one who creates a
nuisance such as stream pollution is liable to
lower riparian owners for direct, probable
consequences thereof; (2) a user of a city
sewer is clothed with immunity from liability
once he lawfully deposits sewage with the
city; (3) a party who normally owes no obliga-
tion to the public may nevertheless contract
to assume an obligation of due care; and (4)
from plaintiffs' allegations it does not
logically follow that defendant in violation
of his contract can wrest control of the city
sewage facilities from the city while at the
same time claiming immunity from liability.
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SECTION VIII.
Treatment Methods and Water Reuse
VIII-001
NEW SEWERAGE SCHEMES OPENED FOR HEXHAM RDC AND
WINSLOW RDC.
SLGTA, 138(4125):34-35 (July 2, 1971).
Descriptors: Sewerage, Sewage treatment,
Construction costs, Operations.
Identifiers: Great Britain.
Two new sewerage and sewage disposal schemes
have recently had their formal opening cere-
monies, the $2,400,000 ($2.40/t) first phase
of the Mid-Tyne sewerage scheme for Hexham
RDC, and the Newton Longville, Whaddon and
Nash main drainage scheme for Winslow RDC.
In the case of Hexham, the construction was
divided into three contracts: construction
of sewers, pumping mains and pumping stations;
supply and erection of pumping machinery; and,
construction of the treatment works. The most
expensive aspect of this new scheme was the
construction of sewers and pumping mains.
The layout and operation of both systems are
described.
VIII-002
ULTRASONIC FILTRATION OF COMBINED SEWER
OVERFLOWS.
American Process Equipment Corporation,
Hawthorne, California
EPA/WQO Contract No. 14-12-195, Program No.
11023 DZF, June 1970. 49 p, 13 fig, 1 append.
Identifiers: *Combined sewer overflows,
*Ultrasonic filtration, *Vortex separator,
Atlanta, Georgia.
A 250,000 gpd ultrasonically cleaned micro-
filtration system was unsuccessful in treating
combined sewer overflows at an Atlanta, Georgia
test site. High concentrations of rust clogged
the porous polyethylene filter elements. It
is anticipated that with stainless steel fil-
ter elements, influent BOD and suspended
solids concentrations of 100 mg/1 or less
could be reduced by 50%. A novel flotation
vortex separator is described, which could
serve as a pretreatment device for the filter.
VTII-003
COMBINED SEWER OVERFLOW ABATEMENT ALTERNATIVES,
WASHINGTON, D.C.
Roy F. Weston, Inc., West Chester, Pennsylvania
EPA/WQO Contract No. 14-12-403, Program No.
11024 EXF, Aug. 1970. 123 p, 33 fig, 23 tab,
50 ref, 7 append.
Descriptors: *Storm runoff, *0verflow, *Flow
measurement, ^Underground storage, *Filtration,
Design storm, Rainfall-runoff relationships,
Treatment facilities, Tunnel design, Sewers,
Capital costs, Comparative costs, Hydrology,
Tracers, District of Columbia.
Identifiers: *Combined sewers, Potomac River.
Objectives of the project were: 1) define the
characteristics of combined sewer overflow; 2)
investigate the feasibility of high-rate fil-
tration for treatment of combined sewer over-
flow; and 3) develop and evaluate alternative
methods of solution. Investigative activities
included: the review of pertinent reports and
technical literature; field monitoring of com-
bined sewer overflows and separated storm water
discharges at three sites; laboratory studies
of ultra-high-rate filtration of combined sewer
overflow; hydrological analysis; and evaluation
of feasible alternatives. Reservoir storage,
treatment at overflow points, conveyance
tunnels and mined storage , and sewer separation
were the approaches considered sufficiently
promising for detailed evaluation. Tunnels
and mined storage with treatment at the Blue
Plains plant and at Kingman Lake after subsi-
dence of the storm is recommended. Estimated
capital costs (based on the 15—year storm) are
$318,000,000 with annual operation and mainte-
nance costs of $3,500,000. This approach also
was preferable to the others on the basis of
systematic evaluation of reliability, flexibil-
ity, public convenience, and other non-
quantifiable factors.
VIII-004
A CRAZY IDEA ON URBAN WATER MANAGEMENT.
Sie Ling Chiang
WARBA, 7(1):171-174 (Feb. 1971). 2 fig.
Descriptors: *Water resources, *Water manage-
ment (applied), *Cities, *Storm runoff, Flood
control.
Identifiers: Urban hydrology, *Rooftop storage.
Two different schemes using roofs as urban
flood control devices are discussed. One
scheme utilizes the roof as a detention reser-
voir for flood control; the other employs a
recharge pit to convert runoff into a ground-
water resource. The proposed schemes are
hydrologically, hydraulically, and structurally
sound and also economically feasible.
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VIII-005
ATOMIC ABSORPTION SPECTROPHOTOMETRY FOR
STUDIES OF WASTE WATER AND SEWERS.
(Die atomabsorptions-spektrophotometrie in der
abwasser-und vorfluteruntersuchung.) Text in
German.
Hans Guenter Goebgen
CITEA, 43(15):862-866 (Aug. 1971).
7 ref.
Descriptors: *Spectrophotometry, ^Analytical
techniques, Waste water, Water purification,
Sewers, Measurement.
Metal ions in wastewater are hazardous for
sewer canals and the biological stages of
purification plants because they impair the
biochemical processes of natural self cleaning
and artificial wastewater purification.
Atomic absorption spectrophotometry has proved
to be a suitable method for determination of
trace mecals in wastewater. In this method
glowing metal vapor absorbs the light which
it, itself, emits. The absorption spectrum
developed through resonance is absolutely
specific for each element. For the determina-
tion of each element a hollow cathode lamp is
needed which emits the respective resonance
wave length. The most suitable spectral line
for analysis can be selected by a monochromator
and, after passage of the flame, it can be
converted into a measurable electric signal.
If the water or wastewater contains no
undissolved substance, the sample is measured
after acidification. Analysis of wastewater
in the main sewer canal should be performed on
the untreated or filtered sample, without
preliminary concentration. The advantages of
the method are a low detection limit, and no
intereference by other components.
VIII-006
MIDWEST FLOOD FORCES SEWER CLEANUP.
Philip J. Hollinger
WWAEA, 8(9):62 (Sept. 1971).
Descriptors: *Flood control, Sewers, Overflow.
Identifiers: *Sewer maintenance, *Brookfield,
Illinois.
Extremely heavy rainfall accompanied by severe
flooding pointed up the need for sewer cleanup
and maintenance activity in the village of
Brookfield, Illinois. The steps taken to
alleviate this problem and to prevent recur-
rence, such as the adoption of the village's
first comprehensive sewer cleaning and catch
basin repair program, as well as the method of
financing through a special sewer charge
supplemented with special state income tax
funds, are described. Results of the sewer
rehabilitation activity undertaken in this
community appear highly salutary.
VIII-007
SURVEYING, SEALING, SAVE SEWERS.
Harold Kosova,
WWAEA, 8(8):35-37 (Aug. 1971).
Descriptors: *Sewerage , *Sewers, ^Chemical
grouting, *Leakage, Inspection, Waste water
disposal, Costs, Groundwater, Environmental
sanitation.
Identifiers: *Closed-circuit television,
*Sewer sealing, *New York City, New York.
For the first time in its complex sewer
maintenance history, New York City tested
closed-circuit television to search out defec-
tive pipe joints that were allowing large
volumes of sewage to leak out of lines, and
used internal chemical grouting to seal these
exfiltration points. Three projects have been
completed using this method, one each in the
boroughs of Manhattan, Queens, and the Bronx.
The conventional "dig and hope" excavation
method for locating problem points had in one
case been tried unsuccessfully, and in the
remaining two was rendered impractical by
extreme traffic in the effected areas. In spite
of this, leakage into subway tunnels and a city
park, coupled with the normal hazards of exfil-
tration, made location and correction of the
problem imperative. The methods used are
described in detail. Total cost for the entire
project was under $20,000; total time for com-
pletion of the three jobs - 14 days.
VIII-008
WASTEWATER CONCENTRATOR AIDS TREATMENT DURING
PEAK FLOWS.
WPCOA, 109(11):40 and 42 (Nov. 1971).
Descriptors: Economics, Separation techniques.
Identifiers: *Wastewater concentrator,
Combined sewers.
A wastewater concentrator, presently being
tested by the SWECO Corporation, appears to
be an economical aid in the problem of peak
flows, especially storm flows in a combined
sewer system. Operating basically on a cen-
trifuge principle, the device concentrates
solids in effluents into a volume one-tenth
the hydraulic flow passing through it. The
influent enters through the central pipe and
passes out over the fan-like "flighted dome".
Travel over these vanes sends the water across
rotating 105 micron screens at an impingment
velocity of about 15 feet/second. In company
tests, 99% of floatables and settleable solids,
34% suspended solids, and 27% COD were removed
by this process. Installation can be at vir-
tually any convenient point, and maintenance
is simplified.
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VIII-009
SEWAGE CHLORINATOR.
Fred W. Beutnagel
United States Patent: 3,620,416. Applied
Apr. 2, 1970. Issued Nov. 16, 1971.
Descriptors: ^Equipment, Sewage treatment,
Patents.
Identifiers: *Sewage chlorinator.
A device is provided in order to gradually add
small quantities of an antiseptic solution,
sodium hypochlorite, to the overflow conduit
from a septic tank - said conduit leading to
an adsorption field. The device operates to
add the chlorinating fluid only when there is
a quantity of flowing sewage in the conduit.
VIII-010
SCREENING/FLOTATION TREATMENT OF COMBINED
SEWER OVERFLOW.
Donald G. Mason
Abstract, Water Pollution Control Federation,
Washington, D.C., 1971. (Presented at the 44th
Annual Conference of the Water Pollution Control
Federation, San Francisco, California, October
3-8, 1971.)
Descriptors: *0verflow, *Treatment facili-
ties, Estimated costs.
Identifiers: Combined sewers, Screening,
Dissolved-air flotation.
The objective of the study, initiated as a
result of the increasing emphasis being
placed on water quality, was to develop an
effective treatment system at the lowest
possible capital cost. A combination of
screening and dissolved-air flotation pro-
vided good removals in the laboratory. A
5 mgd demonstration system was designed,
installed, and evaluated (during the period
from June 1, 1969 through November 10, 1970).
Suspended solids and volatile suspended
solids removal in the range of 65-80% were
consistently obtained at influent concentra-
tions of 150 to 600 mg/liter. BOD and COD
removals were slightly lower at 55 to 65%
for influent concentrations of 50 to 500
mg/liter. Addition of chemical flocculants
(ferric chloride and a cationic polyelectro-
lyte) was necessary to obtain these removals.
Without the use of chemical flocculants,
removal of BOD, COD, suspended solids, and
volatile suspended solids were all in the
range of 40-50%. Disinfection was accom-
plished with hypochlorite salts, and the
screening/flotation system provided sufficient
detention time (^15 minutes) for adequate
disinfection. Cost estimates indicate a
capital cost of $21,056 per mgd capacity for
a 90 mgd screening/flotation system. Opera-
ting costs were estimated at 3.090/1000
gallons of treated overflow, including chemi-
cal flocculant addition.
VIII-011
IWATSDKA SEWAGE TREATMENT PLANT IN NAGOYA.
DGRHA, 10:65-67 (1971). 2 fig.
Descriptors: *Sewage Treatment, *Waste Water
Treatment, *Aeration, ^Separation Techniques,
Sludge Digestion, Filtration, Incineration.
Identifiers: Japan.
Wastewater of an area of 5681 acres west of
Nagoya can be fully treated. It is expected
to collect and dispose sanitary and storm
sewage in the service area, as well as, to
control water pollution of the Shonai River.
The plant was designed to be compact and so
is effective only for an area of 8.4 acres.
The function of the preaeration tank is to
keep sewage clean and remove oil. Aeration
tanks are designed for the step-aeration
process, while the final sedimentation tank is
the two-story type. Primary sewage effluent
is accumulated at 4 points along the aeration
tank, so that satisfactory purification can
be obtained within 3^ hours. Runoff sewage
is sedlmented to separate sludge and water.
The waste sludge is then pumped to the
Yamazaki Sludge Treatment Plant, about 9.3
miles away. Later on, this sludge is processed
by sludge digestion, vacuum filtration, and
incineration.
VIII-012
NEW AMERICAN METHODS TO REDUCE WATER POLLUTION
BY INTRODUCING MIXED WATERS.
(Neue amerikanische Verfahren zur Verminderung
der Gewasserverschmutzung infolge Mischwasser-
einleitungen.) Text in German.
Paul G. Brunner
GWWAA, 112(12):592-596 (1971). 3 fig, 5 tab,
5 ref.
Descriptors: *0verflow, *Water Pollution
Sources, *Waste Water Treatment, *Treatment
Facilities, United States, Pollution Abatement,
Methodology.
Although purification plants are used, rivers
are highly polluted from resultant runoff
following long rainfalls. One solution to
decrease untreated overflowing mixed waters is
to choose a high critical mixed water drainage
system coupled with subsequent purification
plant treatment. Special basins for temporary
storage and different purification methods
57
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are also available. Deep-tunnel projects have
been developed for cities such as Boston,
Massachusetts and Chicago, Illinois. In such
projects excess mixed water reaches the tunnel
through pits, is temporarily stored, and
finally pumped to the purification plant.
Storage basins of rubber-covered material
strengthened by nylon have been built under-
water in Washington D.C. For purification,
a sifting plant followed by flotation tested
in Portland, Oregon, showed 99% and 34%
decomposition of sediments and suspended and
suspended solids, respectively. Wastewater
was pumped to the screening plant and distri-
buted on a rotating screen, circulating revo-
lutions per minute and with a mesh width of
105 microns. 90 to 95% of the water was dis-
charged through the screen into the main sewer
or river; the remainder was returned, with
the separated solid material, to the purifi-
cation plant. In Fort Smith, Arkansas, a
flotation method with a rotation screen and
four cyclones was tested. In Milwaukee,
Wisconsin, a similar plant with a screen,
compressed-air container, and flotation ele-
ments was examined. The addition of floccu-
lants proved to be of little advantage since
the highly variable dirt load and the widely
fluctuating water quantities did not permit
dosage.
VIII-013
HYPOCHLORITE GENERATOR FOR TREATMENT OF
COMBINED SEWER OVERFLOWS.
Ionics, Inc., Watertown, Massachusetts
Frank B. Leitz, Steven A. Michalek, and John
L. Greatorex
EPA/WQO Contract No. 14-12-490, Program No.
11023 DAA, Grant No. 11023 DME, March 1972.
89 p, 31 fig, 11 tab, 6 ref.
Descriptors: *Water Quality Control,
*Electrochemistry, '"Waste Water Treatment,
*Combined Sewers, ^Overflow, Brine, Sodium
Chloride, Computer Programs.
Identifiers: "Electrolytic Hypochlorite
Generator, *Sodium Hypochlorite, Electrolytic
Cell, Somerville, Massachusetts.
An advanced electrolytic generator has been
developed for on-site production of sodium
hypochlorite for disinfection of overflows
from combined sewer systems. In this system
an electrochemical cell electrolyzes sodium
chloride brine to chlorine gas and sodium
hydroxide solution, x^hich are reacted immed-
iately outside the cell to produce a 5 to 10%
sodium hypochlorite solution. Significant
advances in safety and economy have been
realized by use of a hydraulically impermeable
cation exchange membrane. The most critical
components have operated for over 3000 hours
with no deterioration of performance. The
generator requires 1.6 KWH of electricity and
2.1 pounds of salt per pound of sodium hypo-
chlorite. The operating cost for systems
larger than 500 pounds of hypochlorite per
day is projected to be 3 to 4 cents per pound
of hypochlorite. This cost is significantly
below that of truck-delivered hypochlorite
solution. Such economy of operation should
make the generator useful for a wide variety
of water treatment applications. The first
field unit is scheduled for installation at
at Metropolitan District Commission facility,
in Somerville, Massachusetts.
VIII-014
SCREENING/FLOTATION TREATMENT OF COMBINED
SEWER OVERFLOWS.
Rex Chainbelt Inc., Ecology Division, Milwaukee
Wisconsin
Donald G. Mason and Mahendra K. Gupta
EPA/WQO Contract No. 14-12-40, Program No.
11020 FDC, January 1972. 172 p, 25 fig, 42
tab, 109 ref, 4 append.
Descriptors: *Combined Sewers, *0verflow,
Sewage Treatment, Sewerage, Suspended Solids,
Estimated Costs.
Identifiers: ^Screening/Flotation System,
Milwaukee, Wisconsin.
From a laboratory study evaluating the
processes of chemical oxidation, screening,
dissolved-air flotation, and disinfection,
a treatment system for combined sewer over-
flows was developed. A 5 MGD demonstration
system was designed, installed, and evaluated.
The system was utilized to treat 55 combined
sewer overflows. The drainage area served
by the system was a 500 acre completely
developed residential area of Milwaukee,
Wisconsin. Suspended solids and volatile
suspended solids removal in the range of
65-80% were consistently obtained at influent
concentrations of 150 to 600 mg/1. BOD and
COD removals were slightly lower at 55 to 65%
for influent concentrations of 50 to 500
mg/1. Addition of chemical flocculents
(ferric chloride and a cationic polyelectro-
lyte) was necessary to obtain these removals.
Without the use of chemical flocculents,
removal of BOD, COD, suspended solids, and
volatile suspended solids were all in the
range of 40-50%. The screening flotation
system provided sufficient detention time
for adequate disinfection with hypochlorite
salts. Cost estimates indicate a capital
cost of $21,056 per MGD capacity of $3,828
per acre for a 90 MGD screening/flotation
system. Operating costs were estimated at
3.09C/1000 gallons of treated overflow,
including chemical flocculent addition.
58
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VIII-015
A FLUSHING SYSTEM FOR COMBINED SEWER CLEANSING.
FMC Corporation, Central Engineering Labora-
tories, Santa Clara, California
Darrell W. Monroe and John P. Pelmulder
EPA/WQO Contract No. 14-12-466, Program No.
11020 DNO, March 1972. 233 p, 30 fig, 25
tab, 7 ref, 6 append.
Descriptors: ^Combined Sewers, *Storm Water,
*0verflow, *Lateral Conveyance Structures,
*Suspended Solids, Water Pollution Sources,
Evaluation, Testing, Installation Costs.
Identifiers: *Periodic Flushing, *Solids
Removal, Average Cleansing Efficiency.
Because solids deposits in lateral sewers are
considered to contribute a significant quantity
of pollutional material to storm water over-
flows from combined sewers, the use of a
periodic flushing operation was evaluated as
a means of maintaining lower levels of these
deposited materials during low-flow, dry
weather periods. Full scale tests were
conducted on two variable-slope test sewers
(12- and 18-inch diameters). During the
tests, solids were first allowed to build up
in both test sewers by passing domestic
sewage through the sewers for durations of
12 to 40 hours and then were removed by
hydraulic flushing. The results from the
tests showed that flush waves generated using
flush volumes ranging from 300 to 900 gallons
at average release rates ranging from 200 to
3000 gpm were found to remove from 20 to 90%
of the solids deposited in the 800-foot long
test sewers. The cost of installing a periodic
flushing system in a typical system of lateral
sewers was estimated to be $620 to $1,275 per
strate the capabilities of the deep bed, dual
media, high rate filtration process for storm
caused combined sewer overflows. The treat-
ment system is comprised of a drum screen
with a 40 mesh screening element (420 microns
opening) followed by a deep bed, dual media,
high rate filter of five feet of No. 3 anthra-
cite (effective size 4 mm) over three feet of
No. 612 Sand (effective size 2 mm). The
results show suspended solids removals of 93%,
with polyelectrolyte addition, at a filtration
rate of 24 gpm/sq ft at an average influent
suspended solids of 411 mg/1. Reductions in
biochemical oxygen demand averaged 65%.
Capital costs (ENR=1470) for a high rate fil-
tration plant are about $23,000 per mgd.
Total annual treatment costs, including capital
and operating charges, range from approximately
$90,000 per year for a 25 MGD plant to approxi-
mately $390,000 for a 200 MGD treatment
facility. Principal advantages of the proposed
system are: high treatment efficiencies,
automated operation, and limited space require-
ments as compared with alternate flotation or
sedimentation systems.
VIII-016
HIGH RATE FILTRATION OF COMBINED SEWER
OVERFLOWS.
Hydrotechnic Corporation, New York, New York
Ross Nebolsine, Patrick J. Harvey, and
Chi-Yuan Fan
EPA/ORM Contract No. 14-12-858, Program No.
11023 EYI, April 1972. 339 p, 199 fig, 41
tab, 27 ref, 5 append.
Descriptors: *Pilot Plants, *Storm Water,
*Combined Sewers, ^Treatment Facilities,
Filtration, Capital Costs, Overflow, Suspended
Solids, Biochemical Oxygen Demand, Estimated
Cos ts.
Identifiers: *Cleveland, Ohio, Drum Screen.
Pilot plant studies were conducted at
Cleveland's Southerly Waterwater Treatment
Plant in 1970 and 1971, to develop and demon-
59
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SECTION IX.
Hydrology
IX-001
EFFECTS OF URBAN DEVELOPMENT ON FLOODS
NORTHERN VIRGINIA.
IN
Daniel G. Anderson
Geological Survey Water-Supply 2001-C, 1970.
22 p, 5 fig, 5 tab, 10 ref.
Descriptors: *Rainfall-runoff relationships,
Urbanization, *Flood damage, Virginia,
District of Columbia, Geomorphology, Drainage
systems, Planning, Flood forecasting.
Identifiers: *Urban hydrology.
Graphical and mathematical relations are
presented to estimate the flood-peak magni-
tudes having recurrence intervals ranging up
to 100 years for drainage basins with various
degrees of urban or suburban development.
Five independent variables are required for
use of the relations. They are the size,
length, and slope of the basin, and the per-
centage of impervious surface and type of
drainage system. Based upon analysis of flood
information for 81 sites, the relations pre-
sented are applicable only to the Washington,
D.C., area, but the method of analysis is
general and may be used for any area where the
major floods result from rainfall. Improve-
ments of the drainage system may reduce the
lag time to one-eighth that of the natural
channels. This lag-time reduction, combined
with an increased storm runoff resulting from
impervious surfaces, increases the flood peaks
by a factor that ranges from two to nearly
eight. The flood-peak increase depends upon
the drainage-basin characteristics and the
flood recurrence interval.
IX-002
METHOD FOR DIMENSIONING RAIN OVERFLOW CATCHING
BASINS. (Verfahren zur bemessung von
regeniiberlaufbecken.) Text in German.
Paul G. Brunner
GWWAA, 112(7):354-359 (July 1971).
ref.
8 fig, 5
Descriptors: Overflow, Spillways, Watersheds
(basins), Rainfall-runoff relationships,
Analytical techniques.
Identifiers: *Dimensioning method, Germany,
Overflow frequency.
A dimensioning method for rain overflow catch
basins, which is mainly concerned with the
protection of the main sewage canal, has been
developed. It is assumed that a rain overflow
catch basin should provide protection similar
to that given by rain spillways whose dimen-
sions are based on the critical rainfall.
However, unlike rain spillways, the overflow
quantity at rain overflow catchment basins is
no direct measure for the dirt load which it
carries. Rainfall diagrams were obtained for
10 summer seasons for Ingolstadt, Munich, and
Mittenwald. Based on these diagrams the fre-
quency for various critical rainfalls has been
determined. The rainfall frequency has been
set equal to the overflow frequency of relief
facilities, although the two are not always
identical. From the rainfall diagrams, lines
with the same overflow frequency were plotted.
The dimensioning diagrams permit optional com-
bination of basin content and rain runoff from
a rain overflow catch basin without increasing
the overflow frequency above that of a conven-
tional rain spillway. One diagram takes into
account both the flow of the dirt load and over-
flow frequency.
IX-003
STUDIES OF THE STATISTICS OF RUNOFF/PRECIPITATION
RATIOS. (Untersuchungen zur statistik von A/N-
verhaltnissen.) Text in German.
H. Buechner
WSWSA, 21(5) :171-173 (1971).
7 ref.
Descriptors: *Mathematical studies, *Runoff
coefficient, Storm runoff, Surface runoff,
Measurement, Analytical techniques.
The runoff precipitation ratio, or runoff
coefficient, is used for characterization of
the runoff process. If a statistical runoff/-
precipitation ratio is known for an area,
flooding can be predicted. Since no statistical
runoff/precipitation ratios have yet been set
up, the data of four water level measuring
stations in the river system of the Zschopau
were used for a statistical analysis of the
runoff/precipitation ratio. The analyses were
based on the frequency sums for precipitation
(average precipitation in the area) and surface
flow of the storm water without base runoff.
All available data were used. Data were not
available for the entire period examined,
however. As the studies revealed, this lack
can be compensated by estimation of the annual
storm water flow. The extreme value distribu-
tion type III was selected as the distribution
function. By this method the flood recurrence
interval belonging to a certain runoff/precipi-
tation ratio can be determined.
61
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IX-004
THE PLANNING AND DESIGN WORK OF DETENTION
RESERVOIRS IN COMBINED SEWERAGE SYSTEMS OF
TOWNS. (Die bemessung und gestaltung von
riickhaltebecken in mischwasserkanalen der
ortsentwasserung.) Text in German.
G. Guenzel
WUBOA, 23(8):230-234 (Aug. 1971). 9 fig, 1
tab, 4 ref.
Descriptors: *Runoff forecasting, ^Overflow,
*Reservoir design, Reservoir storage, Water
levels, Hydrologic data, Sewerage, riydrologic
aspects.
In the year 1962 the Preliminary Guidelines for
the dimensioning and designing of rain overflow
reservoirs were established. This calculation
method utilizes the runoff conditions at dry
weather, the runoff conditions during precipi-
tation, the water level in the main sewage
canal, and the storage capacity of the canal
system. Due to the enormous dilution of waste-
water necessary as a requirement for these
guidelines, the water level in the mixed water
canals increases. Thus, retention basins in
the mixed water canals provide the possibility
of reducing the quantities to a more economical
size. The dimensions of these retention basins
are calculated on the basis of mean summer
water level, mean peak discharge coefficient
for the mixed water influx area, critical rain-
fall, and critical mixed water runoff. The
storage quantity is determined by the residence
time in the retention basin. A numerical
example for the dimensioning of the rain over-
flow basins is given.
IX-005
MATHEMATICAL MODELS FOR FLOOD PREDICTION.
(Mathematische modelle fUr die hochwasser-
vorhersage.) Text in German.
H. Liebscher
UWTCA, 71(11):387 (1971) .
Descriptors: *Flood forecasting, Mathematical
models, Storm runoff.
Identifiers: Germany, Precipitation levels.
In order to forecast floods accurately mathe-
matical models must be developed for each
river system. For flood prediction the water
levels expected at certain times must be
determined. Primarily the peak of the flood
wave and its arrival time must be predicted.
In larger rivers the course of the flood wave
can be predicted one or two days in advance by
means of the water levels determined in the
upper course of the river. In smaller river
systems, however, flood prediction is based
on close surveillance of the precipitation
since time lapse between the precipitation
onset and the flood wave formation is too
short. A forecast well ahead of the flood
event will only be feasible when meteorologists
are able to forecast precipitation quantities.
Since this is not possible yet, a mathematical
model must be used. Such a model attempts to
express the formation of a flood wave with the
aid of physical laws or mathematical/statistical
relationships. Various institutions in the
Federal Republic of Germany are presently
engaged in the development of such mathematical
models.
IX-006
EXAMINATION OF DILUTION FACTORS OF RUNOFF
WATER. (Utenji horyu osui no kishaku bairitsu
no ichikosatsu.) Text in Japanese.
Tokyo Designing Co., Ltd.
Heiichiro Makino
NGKHB, 7th:29-31 (Apr. 1970).
13 ref.
Descriptors: *Water pollution, Drainage
systems, Runoff, Rainfall-runoff relationships,
Sewers, Rainfall intensity.
Identifiers: *Dilution factors, *Japan.
The determination of dilution factors of pollu-
ted water is an important key to the problems
of runoff drainage and water pollution. At
the present time, a dilution factor is obtained
by calculating the ratio of the quantity of
polluted water to the total maximum polluted
water during the fine weather plus the quantity
of first flushing. However, in determining
dilution factors, the following must be taken
into consideration: 1) fluctuation of rainfall
intensity, rainfall duration, and the relation-
ship between rainfall frequency and the hourly
maximum polluted water dilution factor; 2) the
correlation between the quantity of discharge
pollutant load at the time of rain and the
discharge basin's water demand plan, and the
location of discharge outlets ; 3) the cost of
installation of discharge and collection pipes,
pumps, and treatment plant's rainwater catch-
ment; and, 4) examination and evaluation of cost
based on the proposed alteration of the sewer-
age system. The rapid urbanization and
increase of water pollution in public water,
basic in recent years, have enhanced the need
for some measure for maintaining water quality
and securing water supply. In planning sewer-
age systems in Japanese cities, one method is
the use of separate sewers for upstream areas
where hills provide natural drainage, and
limitation of the use of combined sewers to
the downstream area where no other method can
be utilized. Rain runoff should be discharged
at points where the pollutant will have no
effect on the public water supply. By
increasing the dilution factor ratio, discharge
frequency and load should be lightened. Graphs
and tables show the relationships between the
62
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intensity and duration of rainfalls, and the
rain intensity and dilution factors of the
total 1963 rainfall in Tokyo.
IX-007
THE HYDRAULIC DIMENSIONING OF RAIN SPILLWAYS
WITH RETARDATION PATH. (Die hydraulische
bemessung von regenuberlaufen mit drossel-
strecke.) Text in German.
W. Munz
SCBAB, 89(22):540-544 (June 1971). 9 ref.
Descriptors: *Spillways, Mathematical studies,
Design flow, Hydraulic design.
Rain spillways are nowadays built with a more
elevated spillway crest through which more
water is stored in the outflow canal leading
to the purification plant. The subsequent
canal path assumes the role of a throttle.
For proper dimensioning of the retarding path
only the water flow from the moment the stored
water begins to spill over the weir must be
taken into account. The minimum allowable
speed is used as base. The flow speed in the
throttle path and in the spillway must not be
smaller than that of the inflow provided it is
below 194 cu. ft./sec. In order that the
spillway does not spill over when the canal
is flushed the incoming water quantity should
not be below 0.9 to 1.3 cu. ft. per second.
IX-008
THE RUNOFF TIME FACTOR PROCEDURE FOR THE
DIMENSIONING OF SEWER SYSTEMS. (Das
zeitabflussfaktorverfahren zur bemessung von
kanalnetzen.) Text in German.
Rolf Pecher
GWWAA, 112(6):312-319 (June 1971). 10 fig,
2 tab, 18 ref.
Descriptors: Estimating equations, Rainfall-
runoff relationships, Analytical techniques,
Runoff coefficient, Sewerage, Sewers.
Identifiers: *Dimensioning method, *Runoff-
duration factor.
A procedure for the calculation of sewer
systems which, for the first time, takes into
account the time factor in the variability of
the peak rainfall—runoff coefficient is pre-
sented. Seepage, evaporation, and ground
slope as the main factors contributing to
the general pattern of rainfall are analyzed.
Thus seepage is a time-dependent factor and
can be expressed as an exponential function
with a negative exponent. The effect of
evaporation on runoff is minor because of its
small proportion as compared to the amount of
storm water precipitation; it should, however,
not be neglected. Slopes of 30-45% are con-
sidered to elicit the fastest runoff rates
because of their optimal length-inclination
relationship. Apparently the runoff time fac-
tor, E, varies much less than the time coeffi-
cient for the same rainfall duration.
IX-009
EXAMINATION OF RAIN WATER LOSS MECHANISM IN
AN URBAN AREA. (Toshi do no usui sonshitsu
kiko no kento.) Text in Japanese.
Toshihiko Ueda (discussion)
24ZAA, 7th:165 (Jan. 30-31, 1971).
2 ref.
Original Paper: EXAMINATION OF RAIN WATER LOSS
MECHANISM IN AN URBAN AREA.
Shigeaki Matsubara and Masai
Yokoo
24ZAA, 7th:157 (Jan. 30-31,
1971).Original abstract in
the July 1970-July 1971 issue
of 11024FJC, as number 200.
Descriptors: *Infiltration, *Discharge (water),
*Rainfall-runoff relationships , Data collec-
tions, Investigations, Water loss, Mathematical
studies, Forecasting.
Identifiers: *Urban hydrology, Quantitative
analysis, Japan, Discussion.
Ueda contends that: 1) infiltration loss
capacity should decrease with the time and that
the quoted figure of 1.14 inches seems extremely
high; and, 2) an extensive discussion is given
in the article concerning the outflow coeffi-
cient rational formula Q=(l/360)CiA (hereafter
cited as (a)). In an actual situation, the
outflow coefficient is obtained by an equation
f=(total outflow/total rainfall) (hereafter
cited as (b)) . The author believes that to
discuss C in the rational formula (a) in rela-
tion to f in (b) is meaningless since the
values are arrived at by different methods,
and in sewage engineering, it is f in (b) that
is required. Ueda requests the authors' clari-
fication on this matter. He also states that
with a consistent loss during rainfall, it is
probable that C in (a) and f in (b) might
approximately coincide; yet a question might
arise on the possibility of accumulation in
puddles.
IX-010
GRAPHIC ANALYSIS OF ROADWAY RUNOFF.
J. B. Wolfson
CIVEB, 41 (6)-.64-65 (June 1971). 2 fig.
Descriptors: *Analytical techniques, *Runoff
forecasting, Surface runoff, Drainage, Mathe-
matical studies, Measurement.
Identifiers: *Graphing procedures.
63
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A method of charting roadway runoff is des-
cribed. In the design of storm drain systems
the engineer normally uses the rational formula
to determine roadway storm water runoff. A
separate calculation is needed for each con-
tributing area. Curves can be developed which
will give a graphic analysis for determing the
rate of storm water runoff that will occur for
a particular frequency storm. Surface area
of the roadway and times of concentration are
related to longitudinal gutter velocity (deter-
mined by considering slope and roughness of
pavement). Runoff is then plotted against
pavement length for a constant width of pave-
ment for a particular longitudinal gutter
velocity. This produces a curve of equal
velocity relating storm water runoff to length
of pavement. It is also possible to incorporate
lag times and roof-to-gutter times into the
graph by constructing lines of equal time on
the chart.
IX-011
RUNOFF EVALUATION AND STKEAMFLOW SIMULATION BY
COMPUTER.
James A. Anderson
Army Corps of Engineers, North Pacific
Division Report, May 1971. 138 p, 13 fig, 19
tab, 13 charts, 17 ref.
Descriptors: *Computer programs, *Rainfall-
runoff relationships, *Simulation analysis,
*Mathematical models, Model studies, Snowmelt,
Runoff forecasting.
A computer program was developed to model basin
runoff resulting from rainfall and snowmelt.
In the watershed model portion of the program,
soil moisture-runoff relationships, in the
form of continuously varying soil moisture
indexes together with variable evapotranspira-
tion indexes, account for the overall water
balance of drainage basins. These indexes
provide continuity of functions by which the
varying losses due to soil moisture increases
and evapotranspiration can be computed for a
wide variety of soil and runoff conditions,
and may be applied to either rainfall or snow-
melt runoff. Index values of soil moisture
and evapotranspiration are established for a
watershed by reconstitution studies or esti-
mates based on climate, topography, geology,
vegetation, and location of the watershed.
Two illustrative examples of reconstitution
studies are presented. One shows runoff and
the soil moisture relation on a watershed in
the Mekong River Basin, and the other shows
runoff resulting from rainfall and snowmelt on
a small basin in the Cascade Range of western
Oregon.
IX-012
DEVELOPMENT OF A SIMULATION MODEL FOR STORM-
WATER MANAGEMENT.
J. A. Lager, R. P. Shubinski, and L. W. Russell,
JWPFA, 43(12):2424-2435 (Dec. 1971). 9 fig,
1 tab, 4 ref.
Descriptors: *Simulation analysis, *Model
studies, *Storm runoff, Water quality, Flow
characteristics, Computers, Sewerage, Hydro-
graphs, Cost-benefit analysis.
Identifiers: Urban hydrology, Combined sewers,
Sanitary sewers, Pollutographs.
A comprehensive simulation model (Fortran IV,
10,000 + statements) capable of representing
urban storm water runoff phenomena in quality
and quantity has been developed. Hydrographs
and pollutographs (time varying quality con-
centration or mass values) were generated
for real storm events and systems from
points of origin in real time sequence to
points of disposal with user options for
intermediate storage and/or treatment
facilities. Incorporated dry-weather flow
routines permitted the evaluation of both
combined and separate sewerage systems.
Internal cost routines and receiving water
quality assisted in the direc cost benefit
analysis of alternate programs of water
quality enhancement.
IX-013
STUDY ON RAINWATER RUNOFF CHARACTERISTICS IN
URBAN DISTRICTS. (Shigaichi usui ryushutsu
tokusei ni kansuru kenkyu.) Text in Japanese.
Tohoku Institute of Technology and Kisarazu
Technical College
Junichiro Matsumoto, Masao Onuma, and
Yoshinori Honda
Preprint, Japan Society of Civil Engineers,
Tokyo, 1971. 2 p, 2 ref. (Presented at
the 26th Annual Science Lecture Meeting,
October 1971.)
Descriptors: *Storm runoff, *Drainage
systems, ^Drainage water, Rainfall-runoff
relationships, Water analysis, Rainfall
intensity, Sewage treatment, Discharge
measurements, Sewage effluents, Water pollu-
tion sources.
Identifiers: Japan.
During heavy rainfalls , sewage in drain
pipes is diluted by inflowing storm water
and subsequently discharged into a river.
Water pollution caused from such final
effluents is rapidly becoming a problem. The
quality and quantity of the drainage water at
a pumping plant in the City of Sendai has
been determined by the examination of the
64
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storm runoff as well as the change in water
quality. Storm runoff was plotted against
rainfall, intensity less than 0.05 inches/
hour. Results indicate that storm runoff
related in a. linear fashion to rainfall and
was unaffected by rainfall intensity. The
quality of diluted drainage sewage was
analyzed and compared with the water quality
calculated from discharged sewage sampled on
a clear day. The quantity of effluent
doubled and the BOD was approximately half.
IX-014
THE INFLUENCE OF INCLINATION, EVAPORATION AND
STORAGE ON THE RAIN RUNOFF IN SEWER SYSTEMS :
A CONTRIBUTION FOR THE EVALUATION OF RAIN
EVENTS. (Einfluss von gelSndeneigung, ver-
dunstung und speicherung auf den regenwasser-
abfluss in kanalnetzen: ein beitrag zur
auswertung von regenereignissen.) Text in
German.
Rolf Pecher
GWWAA, 112(11):562-568 (1971). 9 fig, 3 tab,
12 ref.
Descriptors: Rainfall-runoff relationships,
Rainfall disposition, Overflow, Depth-area-
duration analysis.
Identifiers: Germany.
Correlation between rainwater accumulation
and wastewater drainage through application
of the median rainfall has been investigated.
Data from three rain measurement stations in
Bavaria were used covering the months from
May to October for a ten-year period of time.
The influence of a drainage area on the
quantity of rain runoff showed that an
increased amount of runoff occurs in direct
relation with the slope of the inclined sur-
face. Furthermore, the construction of rain
can be maintained at a constant level. If a
constant overflow quantity is maintained, the
overflow frequency is reduced considerably.
IX-015
AN EMPIRICAL RELATIONSHIP BETWEEN RAINFALL
AND RUNOFF.
R. J. Pittams
JLH1A, 9(2):357-372 (1970). 1 fig, 7 tab.
Descriptors: *Rainfall-runoff relationships,
*Data collections, Parametric hydrology,
Mathematical models.
A relationship was derived for the prediction
of runoff from rainfall, using the basic
hypothesis that a rainfall increment, when
suitably modified by factors representing
catchment response and antecedent rainfall
effect, can be used as an index for discharge
so that the sum of all the index increments
gives the total storm runoff. The various
parameters are explained and examples given to
demonstrate the feasibility of the technique
and the flexibility of its application. The
ultimate success of the relationship depends
on the ability to identify accurately the
parameters for individual catchments from
historical runoff and rainfall records. Sub-
sequent calculation by a large computer can
provide the generality and complexity often
lacking in 'lumped' catchment models.
IX-016
OVERLAND FLOW ON AN INFILTRATING SURFACE.
R. E. Smith and D. A. Woolhiser
WRERA, 7(4)899-913 (Aug. 1971). 13 fig. 18
ref.
Descriptors: *Infiltration, *Mathematical
models, *Rainfall—runoff relationships,
Numerical analysis, Parametric hydrology,
Runoff forecasting, Demon.stration watersheds.
Identifiers: Hastings, Nebraska.
The partial differential equation for verti-
cal, one-phase, unsaturated moisture flow
in soils is employed as a mathematical model
for infiltration rate. Solution of this
equation for the rainfall-ponding upper boun-
dary condition is proposed as a sensitive
means to describe infiltration rate as a
dependent upper boundary condition. A non-
linear Crank-Nicholson implicit finite
difference scheme is used to develop a solu-
tion to this equation that predicts infiltra-
tion under realistic upper boundary and soil
matrix conditions. The kinematic wave
approximation to the equations of unsteady
overland flow on cascaded planes is solved
by a second order explicit difference scheme.
The difference equations of infiltration and
overland flow are then combined into a model
for a simple watershed that employs compu-
tational logic so that boundary conditions
match at the soil surface. The mathematical
model is tested by comparison with data from
a 40-foot laboratory soil flume fitted with
a rainfall simulator and with data from the
USDA Agricultural Research Service experi-
mental watershed at Hastings, Nebraska. Good
agreement is obtained between measured and
predicted hydrographs , although there are
some differences in recession lengths. The
results indicate that a theoretically based
model can be used to describe simple water-
shed response when appropriate physical para-
meters can be obtained.
65
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IX-017
RAINFALL-RUNOFF INVESTIGATIONS IN THE DENVER
METROPOLITAN AREA, COLORADO.
Geological Survey, Denver, Colorado
D. D. Gonzalez and G. L. Ducret, Jr.
Geological Survey Open-File Report No. 71003,
Sept. 1971. 27 p, 3 fig, 2 tab, 16 ref.
Descriptors: *Rainfall-Runoff Relationships,
Urbanization, *Stonn Runoff, Model Studies,
Routing, Unit Hydrographs, Floods, Frequency
Analysis, Data Collections, Depth-Area-Duration
Analysis, Urban Hydrology.
Identifiers: Denver, Colorado.
Definition of the magnitude and frequency of
floods on small urbanized watersheds in the
Denver metropolitan area requires the collec-
tion and analysis of rainfall-runoff data
needed to synthesize long-term runoff records
from precipitation records. Hydrologic models
and synthetic unit hydrographs are the primary
analytical methods used in the study. Analytical
applications of the rational method are also
investigated. Dual-digital recorders provide
the detailed records of rainfall and runoff
required in a form convenient for computer
translation and tabulation.
IX-018
INFILTRATION AND FLOW OF RAINFALL ON MOUNTAIN-
SIDE. (Sanpuku ni okeru no shinko to ryuka ni
tsuite.) Text in Japanese.
Yoshimi Okamoto
Preprint, Japan Society of Civil Engineers,
Tokyo, Japan, 1972. 6 p, 2 tab.
(Presented at the Meeting on Hydrology, 16th,
Tokyo, Japan, Feb. 18-19, 1972.)
Descriptors: ^Measurement, *Rainfall-Runoff
Relationships, Data Collections, Hydrologic
Aspects, Flood Data.
Identifiers: Japan.
Total rainfall, flood runoff, runoff quantity
on the hillside, results of a sprinkling
experiment on the hillside, flow speed in the
midstream, soil porosity , and temperature and
humidity in the mountain forests upstream of
the Tone River, were measured from June 1970
to February 1972, during which time 70 floods
occurred. The measuring locations were 2460-
2952 feet high, with a 40-60 degree inclina-
tion. Maximum rainfall was 4.94 inches; maxi-
mum runoff was 49.1 gallons per second. The
following observations were made: increase
in runoff started with the start of rainfall;
decrease in runoff began simultaneously with
the end of rainfall; rain intensity changed
constantly with flow quantity also changing
constantly J maximum runoff always appeared at
the end of the rainfall, when intensity was
constant ; maximum runoff continued for sometime
after the termination of the rain, when
intensity was extremely weak; runoff increased
as rainfall continued at a given intensity;
and, flood wave recession differed for runoff
from light showers and cloudbursts.
IX-019
VARIATION OF URBAN RUNOFF WITH DURATION AND
INTENSITY OF STORMS.
D. M. Wells, T. A. Austin, and B. C. Cook
Texas Tech University Water Resources Center
Project Completion Report, WRC-71-5 , Aug.
1971. 30 fig, 24 tab, 37 ref, 2 append.
Descriptors: *Rainfall-Runoff Relationships,
*Storm Runoff, *Cities, *Routing, *Mathematical
Models> Systems Analysis, Urbanization, Urban
Runoff, Texas, Simulation Analysis, Model
Studies.
Identifiers: Road Research Laboratory Method.
A simulation model describes the quantitative
and qualitative regimes of storm water runoff
from urban watersheds. The urban runoff
system consists of three basic subsystems:
precipitation, runoff, and quality. Each of
the three subsystems is mathematically
modeled using probability and statistical
techniques. Major flooding in the High Plains
of Texas is associated with short-duration
high-ifttensity convective storms. The model
assumes these short-duration precipitation
events are random and governed by a stationary
probability distribution function. A bivariate
log-normal distribution function fits the
observed rainfall depths and durations for
Lubbock, Texas. The runoff process is modeled
by using the British Road Research Laboratory
method, which assumes that all runoff is
derived from interconnected impervious areas.
Rainfall inputs are simulated by the Monte
Carlo method. The outflow hydrograph is
generated by single-step reservoir routing.
The total pollutant load is predicted by a
multiple regression involving the storm
characteristics and the antecedent conditions.
A one-step lag regression model is used to
predict the pollutant concentrations.
66
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IX-020
A STOCHASTIC MODEL OF RUNOFF-PRODUCING RAINFALL
FOR SUMMER TYPE STORMS.
Lucien Duckstein, Martin M. Fogel, and Chester
C. Kisiel
WRERA, 8(2):410-421 (April 1972). 5 fig, 1
tab, 20 ref.
Descriptors: *Runoff Forecasting, *Rainfall-
Runoff Relationships, *Synthetic Hydrology,
*Summer, *Storms, ^Distribution Patterns,
*Depth-Area-Duration Analysis, Watersheds
(Basins), Model Studies, Parametric Hydrology,
Precipitation Intensity.
Modification of watersheds occurs either
through natural processes, such as erosion ,
or human influences, such as urbanization. In
either case the rainfall input must be properly
modeled before the runoff output can be pre-
dicted as the modifications take place. The
paper considers runoff-producing summer pre-
cipitation of short duration and high spatial
variability as an intermittent stochastic
phenomenon. The probability distribution of
seasonal total point or areal rainfall is
obtained by convoluting a Poisson number of
events with a geometric or negative binomial
probability of rainfall amount. Close agree-
ment with the experimental data is found.
Next the probability of various combinations
of rainfall amounts , given the seasonal total
and the number of events, is computed. With
these results , the theoretical seasonal water
yield distribution can be obtained by using.
a simple rainfall-runoff relationship. The
possibility of using regional input parameters
to study the distribution of the output of
poorly gaged small watersheds is discussed.
In particular, extreme total flows can be
computed.
IX-021
THE LOADING OF SEWERAGE DITCHES THROUGH FLOOD
WAVES COMING FROM DRAINAGE NETWORKS: DETER-
MINATION OF THE CREST FLATTENING BY MEANS OF
THE KALININ-MILJUKOV METHOD. (Belastung von
Vorflutern durch Hochwasserwellen aus
Entwasserungsnetzen: Bestimmung der
Scheitelabflachung nach dem Kalinin-Miljukov-
Verfahren.) Text in German.
G. Euler and K. Lerch
WDBOA, (5):128-131 (1972). 4 fig, 2 tab, 8
ref.
Descriptors: *0pen Channels, *Computer
Programs, *Drainage Systems , *Flood Waves,
Drainage Effects, Retention, Sewerage, Water
Level Fluctuations, Stage-Discharge Relations,
Crest-Stage Gages.
Identifiers: Kalinin-Miljukov Method.
The retention effect of open ditches on the
tide waves from drainage networks was
studied for different gutter shapes by means
of a computer program. Computation of the
crest flattening for five wave shapes was
performed according to the Kalinin-Miljukov
procedure. Results "indicate that short,
steep waves underwent reduction faster than
long, flat waves. The basic load of a ditch
above the local drainage discharge point
decreases the rate of the flattening process
along with the partial filling of the ditch.
The flow rate, which is determined by the
gutter shape, slope, and roughness, consti-
tutes the main factor determining the course
of the crest flattening process.
IX-022
RUNOFF ANALYSIS OF THE UPSTREAM BASIN OF
CHIKUGO RIVER: [CHARACTERISTIC CURVE METHOD.]
(Chikugogawa joryuiki ni okeru ryushutsu
kaiseki: [tokusei kyokusenho].) Text in
Japanese.
Kozo Fujishita, Kinji Shinohara, and Takeo
Kitajima
Preprint, 1971. 2 p, 1 ref. (Presented at
the Meeting of the Japan Society of Civil
Engineers, Western Japan Branch, Fukuoka,
Japan, February 20, 1972.)
Descriptors: *Runoff Forecasting, ^Duration
Curves, *Mathematical Studies , *Mannings
Equation, *Flow Profiles , Storm Runoff,
Computer Programs, Hydrographs, Hydrologic
Data, Rainfall.
Identifiers: Japan,
Using the characteristic curve method, the
roles of the slope porosity and quantities
from tributaries in the storm runoff pattern
were examined. The characteristic curve was
obtained mathematically, using a continuous
formula based on Mannings Equation. The
basin was divided into oblong segments and
the characteristic value of each segment was
obtained. The hydrologic properties and
variables were programmed into a computer and
a hydrograph obtained. The result and the
actual measurements did not agree. It was'
concluded that the method of extracting"
effective rainfall quantity was at fault.
67
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IX-023
RATIONAL RUNOFF CALCULATION METHOD USING A
HYETOGRAPH. (Haietogurafu o mochiiru gorishiki
ryushutsuryo santeiho.) Text in Japanese.
Masayoshi Ishiguro and Gyokuden Cho
Preprint, 1971. 2 p, 5 ref. (Presented at
the Meeting of the Japan Society of Civil
Engineers, Western Japan Branch, Fukuoka,
Japan, February 20, 1972.)
Descriptors: *Hyetographs, "Runoff Forecast-
ing, --Mathematical Studies, Rainfall Intensity,
Rainfall-Runoff Relationships, Depth-Area-
Duration Analysis.
Identifiers: Japan.
In this study, hyetographic analysis was used
for calculating runoff. A new method for
obtaining peak runoff by varying the runoff
index utilizes the rainfall intensity, dura-
tion, and the ratio of the non-percolation
surface area to the total basin. A conjectured
rainfall distribution rate, the rainfall
intensity ratio , and a continuous curve for
the distribution rate were used for the cal-
culation of the hyetograph.
IX-024
RUNOFF VOLUMES FROM SMALL URBAN WATERSHEDS.
Clayton R. Miller
WRERA, 8(2):429-434 (April 1972). 5 fig, 4
tab, 6 ref.
Descriptors: "Rainfall-Runoff Relationships,
""Runoff Forecasting, "Mathematical Studies,
"Small Watersheds , *Kydrologic Data, Storms,
Urban Hydrology.
An empirical equation estimates the runoff vol-
ume from rainfall on small urban watersheds.
If the rainfall is less than 1.5 inches, the
runoff is predicted by the relationship
between the percent impervious area in the
watershed and the percent excess rainfall.
An adjustment is made for the initial abstrac-
tion combined with the initial surface depres-
sion storage. For rainfall amounts greater
than 1.5 inches, an additional increment of
runoff is added for the pervious areas by
using the hydrologic soil class, the vegeta-
tive cover, and the controlling parameters.
Detailed 1- or 5-minute rainfall and runoff
records from four small urban watersheds
for 77 storms were used to develop the pro-
cedure. The method was tested on 17 addi-
tional storms on these watersheds. The maxi-
mum prediction error was 37% for over 80% of
the test events. The median error was 17% of
the actual runoff.
IX-025
STUDIES ON THEORIES OF STORM RUNOFF.
(Kozuiryu no riron ni kansuru kenkyu.) Text
in Japanese.
Tsugio Murase
Preprint, 1971. 4 p, 6 ref. (Presented at
the Meeting of the Japan Society of Civil
Engineers, Western Japan Branch , Fukuoka,
Japan, February 20, 1972.)
Descriptors: *Storm Runoff, 'vFlood Routing,
*Flow Control, Automatic Control, Control
Systems, Model Studies, Rainfall-Runoff
Relationships, Natural Flow, Mathematical
Studies.
Identifiers: Japan.
This discussion includes the following topics:
structural analysis of storm runoff as an
automatic control system devised by nature;
a new flood tracing method and its relation-
ship with the Muskingum Method; a new
interpretation for the principles of the
Muskingum Method and reevaluation of its
significance so as to clarify the nature of
storm runoff; a new model for rainfall-
runoff relationships and how it differs from
the Prasad model; and, a special approach
and clarification of the mechanism of forma-
tion of meandering rivers.
IX-026
WATER QUALITY FLUCTUATION OF SEWAGE WATER IN
RAIN. (Utenji gesui no suishitsu hendo ni
tsuite.) Text in Japanese.
Nobutoshi Nishi, Masayoshi Ishiguro, and
Toshifumi Torigoe
Preprint, 1971. 2 p, 6 ref, (Presented at
the Meeting of the Japan Society of Civil
Engineers, Western Japan Branch, Fukuoka,
Japan, February 20, 1972.)
Descriptors: *Water Quality, *Rainfall-
Runoff Relationships, ^Fluctuations , Rainfall
Intensity, Flow Measurement , Storm Water,
Sewage , Flow Augmentation, Water Analysis.
Identifiers: Japan.
As a basic study for examining the fluctua-
tion of water quality, sewage water during
rainfall was examined. A self-recording
rain quantity simultaneous recorder was used
which measured pH, DO, BOD, COD, nitrogen,
turbidity, suspended material, and the resi-
due after: total evaporation. Results indi-
cate that as the dry period preceding a
storm increased, the quality of the sewer
water decreased. The water quality grew
worst near the peak flow, and its index was
large in comparison with rainfall intensity.
The quality of water also continuously
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deteriorated as less intense rainfall was
experienced over an extended period of time.
Other findings showed the following: with an
increase of flow, DO decreased; pH fluctuated
minimally and was slightly acidic; and, resi-
due after total evaporation showed the same
fluctuation pattern as that of turbidity.
BOD fluctuated and a peak was reached near the
peak flow.
IX-027
RUNOFF ANALYSIS OF CHIKUGO RIVER BASIN.
(Chikugogawa no ryuichi ryushutsu kaiseki ni
tsuite.) Text in Japanese.
Kazuo Takeishi and Toichiro Tsubaki
Preprint, 1971. 2 p. (Presented at the
Meeting of the Japan Society of Civil Engineers,
Western Japan Branch, Fukuoka, Japan, February
20, 1972.)
Descriptors: *Depth-Area Curves, *Mathematical
Models, *Model Studies, *Flow Profiles, *Runoff
Forecasting, Analytical Techniques, Rainfall-
Funoff Relationships, Flow Rates, Flow
Characteristics.
Identifiers: Japan.
In this study , the characteristic curve method
has been adopted for runoff calculations for
the Chikugo River basin and smaller tributar-
ies near the source. In the past, the role
of the geographical slope had been emphasized
in characteristic curve analyses while the
role of the delayed effect in the river channel,
neglected. In the case of the Chikugo River ,
the length of the slope is approximately 1.24
x 10"1 miles with segmented tributaries near
the source. The river has a porous surface,
and the flow over the slope is medially
directed. Thus, the effect of delayed'flow
in the tributaries becomes an important factor.
The basin's runoff is herein mathematically
derived allowing for such considerations.
Measurement, Depth-Area Curves.
Identifiers: *Runoff Index, Japan.
In a study on runoff patterns based on data
compiled at the Miyazaki University School
of Engineering, the increase in the runoff
index was examined4 Analysis was obtained
by dividing the total basin area into three
categories: impervious surface, semi-pervious
surface, and pervious surface. It was dis-
covered that within the total basin area of
3.5 hectares, the impervious and semi-pervious
areas increased approximately 19% over those
of the previous year, with the runoff index
changing by approximately 13 to 3%. In
urban areas , the impervious surface ratio is
great and further examination necessary.
Runoff analyses were obtained by dividing the
basin, forming a time-space map, designing
a hyetograph, and calculating a hydrograph.
IX-028
STUDIES ON ACTUAL MEASUREMENT OF STORM RUNOFF
IN SEWAGE [REPORT 5]. (Gesuido usui
ryushutsuryo no jissokuteki kenkyu [Daigoho].)
Text in Japanese.
Yutaka Tanaka, Masayoshi Ishiguro, and Kazutaka
Kudoku
Preprint, 1971. 2 p, 6 ref. (Presented at
the Meeting of the Japan Society of Civil
Engineers, Western Japan Branch, Fukuoka,
Japan, February 20, 1972.)
Descriptors: *Storm Runoff, *Runoff Fore-
casting, Rainfall-Runoff Relationships,
Analytical Techniques, Surface Runoff,
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SECTION X.
Tunnels: Technology and Equipment
X-001
STORM WATER TO COOL?
WWAEA, 8(9): 12 (Sept. 1971).
Descriptors: ^Coolants, *Water reuse, Under-
ground structures, Lake Michigan, Water con-
servation, Storm runoff, Cooling water,'
Nuclear powerplants.
Identifiers: *Storm water tunnels, Thermal
pollution control.
The possibility of using storm water tunnels
for cooling water in nuclear power plants
was explored during a recent conference at the
Metropolitan Sanitary District of Greater
Chicago. Since water at 300 ft depths are
extremely cold, returning the effluent to
these tunnels would enahle plants to use an
enclosed recycling system and would eliminate
the need for costly, unsightly cooling towers.
Additionally, Lake Michigan would be protected
from water diversion and thermal pollution.
X-002
BUREAU OF RECLAMATION EXPERIENCE IN USE OF
BORING MACHINES IN TUNNEL EXCAVATION.
B. P. Bellport
Preprint, 1970. 61 p, 15 fig, 1 tab, 8 ref.
(Presented at the Fall Meeting of the Society
of Mining Engineers, St. Louis, Missouri,
Oct. 1970.)
Descriptors: *Tunneling machines, *Tunnels,
*Drilling, *Tunnel construction, Rock excava-
tion, Geology.
The experiences of the Bureau of Reclamation
in the use of tunnel boring machines to exca-
vate 6 major tunnels on water resources
development projects are summarized. Case
studies for each of the 6 tunnels, with data
on tunnel dimensions, geological characteristics
of the excavated rock, the tunneling machines
used, machine operation, muck handling,
method of tunnel support, ventilation system,
and related information are presented. Des-
pite the diversity of dimensions and the
variety of rock encountered during excavation,
the 6 tunnels have one major characteristic in
common: excavation was significantly expedited
by the use of boring machines. Boring machines
make possible smoother walls and uniform dia-
meter, and more importantly in the tunnel
lining, considerably less concrete is required
to maintain the specified uniform thickness
than is required for the rough, irregular
walls of a conventionally driven tunnel. One
example cited was estimated to require 3-1/2
times more concrete for lining a conventionally
excavated tunnel than was used for lining the
bored tunnel.
X-003
LASER ALIGNMENT TECHNIQUES IN TUNNELING.
A. Cooney
JSUEA, 96(SU2):229-243 (Sept. 1970).
2 tab, 1 ref, 2 append.
10 fig,
Descriptors: ^Tunneling machines, ^Alignment,
*Surveying instruments, ^Control systems,
Tunneling.
Identifiers: *Lasers, Target systems.
With the introduction of the mechanical mining
machine or 'mole', the role of the engineer
has become one of providing a constant course
of direction for the machine rather than
establishing and projecting the tunneled path
traversed by it. The primary tool in accom-
plishing this task is an alinement control
system capable of providing guidance and
detecting and distinguishing the components of
motion generated by the mining machine. Con-
sisting of a laser beam instrument, auxiliary
control points along the tunnel, and a target
system affixed to the machine, such a system
provides a graphical guide to the machine
operator. The mechanics of setting up such a
system are outlined and various types of target
systems are categorized. Techniques for
adapting such a system to various alinement
problems are proposed.
X-004
MELBOURNE & METROPOLITAN BOARD OF WORKS SOUTH-
EASTERN SEWERAGE SYSTEM.
SMENB, 138 (4134):47-48 (Sept. 3, 1971).
Descriptors: *Tunnel construction, *Tunneling
machines, -'Drilling, Sewerage, Sewers, Project
planning.
Identifiers: Australia.
By intercepting the wastewater flow in various
main sewers and providing a main sewerage
system for new, rapidly developing areas, the
existing sewerage system will be sufficiently
relieved to accommodate the projected popula-
tion increase for the metropolitan area of
Melbourne, Australia. This new system com-
prises intercepting sewers and pumping sta-
tions; a 20-mile long main trunk sewer; a puri-
fication plant; and, a 35-mile outfall tunnel
fpr the discharge of reconditioned water. The
first of three tunnel sections constituting
the 20-mile trunk sewer passes through hard
71
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Silurian bedrock and the pipeline then con-
tinues through saturated tertiary sediments,
ending as a cut-and-cover conduit. A flat-
faced cutter head and flexible shielding system
proved successful on the boring machine used
for the first tunnel section. A hydraulically
powered Mitsubishi soft-ground boring machine
was used in compressed air for the saturated
silts and sands, and an oscillating-type
Caldweld machine was used to excavate the more
weathered part of the final section.
Brighton and Hove, awarded to a tunneling
contractor a contract for the extension of a
sewer outfall. The ground through which the
shaft is to be sunk is being treated by the
injection of sand and cement grout from the
surface. The shaft is to be 130 feet deep
with a primary lining of bolted concrete
segments, 12 feet internal diameter, and a
secondary lining of in situ concrete. The
tunnel will be 7 feet in diameter lined with
"Kinnear Moodie Rapid" boltless segments
with no secondary lining.
X-005
DORCHESTER TUNNEL OF THE METROPOLITAN BOSTON
WATER SYSTEM.
Francis T. Bergin and Tadeus J. Medowski
JNEWA, 85(4)=309-324 (Dec. 1971). 3 fig.
Descriptors: *Tunnels, *Tunnel construction,
^Tunneling machines, *Tunnel linings.
Identifiers: Boston, Massachusetts.
The Dorchester Tunnel, 6-1/3 miles long with
a carrying capacity of 300 mgd, is being built
for the sum of $19,100,385. Initial work, at
at cost of $636,430, included construction and
lining of Shaft 7C to a depth of 248 feet and
finished diameter of 14 feet. An average of
13 inches of concrete was required in this
lining with 4-inch by 12-inch horizontal key
ways placed on 5-foot centers. 680 feet of
tunnel with a diameter of 13 feet also was
excavated. Shaft excavation and lining pro-
gressed at an average rate of 1.8 feet per
working day. The contract work now being com-
pleted calls for excavation and lining of
about 4.2 miles of tunnel from Shaft 7B to
Shaft 7C and about 2.2 miles of tunnel from
Shaft 7C to Shaft 7D, both tunnels having a
finished diameter of 10 feet. Shaft 7C
will be lined to a finished diameter of 6
feet with connections to two 36-inch water
mains. Shaft 7D, 225 feet deep with a
6-foot diameter , will be connected to a
48-inch steel main.
X-006
NEW SEWER OUTFALL TUNNEL BRIGHTON AND HOVE
IN SUSSEX.
J. D. C. Osorio
TUTUB, 3(6):412-413 (Nov. 1971).
Descriptors: *Tunnels, Tunnel construction,
Sewers, Tunnel linings.
Identifiers: Great Britain.
The Brighton Intercepting and Outfall Sewer
Boards, responsible for the collection and
disposal of sewage from the Boroughs of
X-007
THE MERSEY OUTFALLS INTERCEPTOR SEWER AT
WARRINGTON, LANGS.
G. Pakes
TUTUB, 3(6):415-417 (Nov. 1971). 9 fig.
Descriptors: *0utlets, *Tunnel construction,
Tunneling, Construction costs.
Identifiers: intercepting sewer, Great
Britain.
The Mersey Outfalls Interceptor Sewer in
Warrington, Lancashire passes under the
urban areas of Warrington and is intended to
collect all public outfalls into the tidal
section of the River Mersey and convey
domestic and trade effluents to a new treat-
ment plant. A tunnel construction was chosen
because of poor ground conditions near the
surface. A caisson shaft sinking method
known as monolithing, proved very successful
in the mixed ground conditions encountered.
It consisted of building a section of seg-
mental shaft in a shallow guide pit, loading
the shaft with weights, and grabbing inside,
thus forcing the shaft downwards. In water-
bearing ground, the grabbing was done under
water, equalizing the hydrostatic pressure
and preventing ground loss. The shaft was
grouted, from the bottom upwards, the grouting
displacing the slurry. A 40-foot shaft could
be completed in about 2 weeks. At a point
about 8 feet from the river's edge where an
existing sewer had to be connected to the
tunnel, a 24-inch diameter borehole was
drilled to a short branch tunnel. One of the
encountered problems, groundwater having a pH
of 11-13 and a sulfate content as high as
22,000 ppm near one of the chemical industries,
was solved by lining the section with untreated
steel. The internal concrete in situ lining
was placed inside the waterproof membrane
formed by the steel lining. The cost of the
main contract, including shafts and manholes,
main tunnel, subsidiary tunnels and box cul-
vert, and river wall is about $1.9 million
($2.60/t) for 27 months' effort.
72
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X-008
SEWER BUILT WITH RAY-GUN.
WWAEA, 9(3):58 (March 1972). 1 fig.
Descriptors: Tunneling, ^Tunneling Machines,
*Storm Drains, Construction Equipment, Con-
struction, Construction Materials.
Identifiers: *Lasers, White Plains, New York,
Swiss Darda Rock Splitter.
Laser beams and a special, experimental, Swiss
rock-splitting machine were recently at work
beneath the streets of White Plains, N. Y.
These methods were used for a tunneling opera-
tion which is necessary to accomodate an 84-
inch-diameter storm sewer that will divert the
upper part of Davis Brook westerly and make
the lower part go through the storm sewer on
a shorter route to the Bronx River by flowing
west instead of north. A laser-aiming type
procedure was used to control digging of the
tunnel for the 320-foot long section located
ten to thirty feet below the surface. As
earth and rock were removed, ring-like sections
of liner plate were assembled and attached to
the last section placed. No more than eight
rings were placed without grouting to minimize
cave-in danger. The laser technique involves
checking alignment and grade of tunneling as
the beam is shot directly down the center of
the tunnel. Hand mining techniques in areas
of solid rock were necessary, since the prox-
imity of a. high pressure gas main made blasting
impossible. The Swiss Darda rock splitter was
used to relieve this situation. Presently,
the tunnel is being cleaned and rails laid at
the bottom. The concrete pipe must still be
pulled into the tunnel, the joints grouted,
and a headwall built at the river.
X-009
EUORPEAN DEVELOPMENT AND EXPERIENCE WITH
MECHANICAL MOLES IN HARD ROCK TUNNELING.
Pieter Barendsen
College of Applied Science and Engineering,
University of Wisconsin-Milwaukee and Univer-
sity Extension, University of Wisconsin, Pro-
ceedings from Deep Tunnels in Hard Rock: A
Solution to Combined Sewer Overflow and Flood-
ing Problems, Civic Center Campus, Milwaukee,
Wisconsin, November 9-10, 1970. 18 p, 12 fig.
Descriptors: *Tunneling Machines, Drilling,
Equipment, Economics, Rock Excavation, Tunnel
Design.
Identifiers: ^Undercutting Principle, Moles,
Europe.
The rock boring machines available for tunnel-
ing in Europe today are divided into two
groups according to the method of operation.
The first group consists of machines that work
the full face of the tunnel at any moment ,
while being advanced continuously along the
tunnel axis. All of these mole machines bore
tunnels with a circular cross section because
the cutter- or boring-head is rotated around
an axis that coincides with that of the tunnel
itself. Diameters for which standard machine
designs are available range from approximately
9 to 14 feet. The latter group consists of
machines with one or more cutter heads of
dimensions substantially smaller than the
tunnel cross section which work the face by a
combined rotating and sweeping movement and
are advanced stepwise in the longitudinal
direction of the tunnel. Such machines can
cut a. tunnel of non-circular cross section
and are, therefore, of special interest in
mining operations where a flat footwall is
required for haulage purposes. The majority of
these machines are equipped with "pick-type"
tools and have not been designed to work rock
any harder than the relatively soft formations
encountered in coal mining.
X-010
GROUND FREEZING FOR TUNNELLING IN WATER BEARING
SOIL AT DORTMUND, GERMANY.
Bernd Braun
TUTUB, 4(1): 29-32 (Jan. 1972). 13 fig, 1 tab.
Descriptors: *Tunneling, Tunnel Construction,
Construction Materials, Construction Equipment,
Concrete Pipes, Sealants.
Identifiers: *Ground Freezing, Germany.
In developing a sewer system in Dortmund,
Germany, a tunnel had to be driven under the
Dortmund-Mengede railway station. The object
was a circular sewer of concrete pipes of
6.58-foot internal diameter and pressed rubber
sealings. Soil conditions were known from
two exploration drillings. For the construc-
tion of this tunnel, ground freezing was
applied for the first time under a railway
line. Freezing is economically competitive
and, under difficult conditions, technically
superior to other construction methods.
Mechanical tunnel driving with a cutter loader
proved to be an efficient method and has been
applied on subsequent projects. Ground
freezing has a wide range of application. It
is equally successful and applicable in the
construction of shafts and in the stabilization
of large excavations. Heterogeneous soil and
increasing depth have no adverse effects , and
the entire process is labor saving.
73
-------
X-011
EXPERIENCE IN EDMONTON, CANADA WITH EMPHASIS ON
PNEUMATIC CONVEYANCE OF MUCK.
C. G. Chrysanthou
College of Applied Science and Engineering,
University of Wisconsin-Milwaukee and Univer-
sity Extension, University of Wisconsin, Pro-
ceedings from Deep Tunnels in Hard Rock: A
Solution to Combined Sewer Overflow and Flood-
ing Problems, Civic Center Campus, Milwaukee,
Wisconsin, November 9-10, 1970. 8 p.
Descriptors: *Tunneling, ^Tunneling Machines.
Identifiers: *Pneumatic System, Canada.
As part of the sewer construction program,
the City of Edmonton, Canada will build a major
central sewage treatment plant with an exten-
sive collection system of interceptor tunnels.
All tunneling excavation is done with tunnel-
ing machines or moles commonly known in the
industry. Due to operational problems early
in the project, 57% of the time was spent in
waiting for the empty trains and installing
the primary liner. To ameliorate this situa-
tion a pneumatic system, designed to handle the
maximum discharge from the mole at the maximum
conveyance distance, was chosen so that the
mole could work at full capacity at all times.
The system consists of a large volume, low
pressure, air blower installed in a closed-in
trailer positioned at the surface of the shaft
head. The air is piped to the stower , con-
nected to the mole by means of a draw bar,
and the hopper is located directly under the
discharge conveyor from the mole. Two teles-
copes have been provided behind the stower,
one for the air pipe and the other for the
materials handling pipe to permit the blower
to travel forward with the mole. When the
excavation has advanced 10 feet, the teles-
copes are fully extended and the stower is
shut down. The telescopes are then retracted,
a 10-foot length of pipe is coupled into each
line, and the excavation proceeds.
Costs.
Identifiers:
Europe.
Geologic Disturbance, Lasers,
During the past ten years, mechanical tunnel-
ing techniques have become so sophisticated
and improved that the economic employment of
modern machinery is beginning to challenge
that of conventional methods. In the future,
developments are anticipated to further shift
the economic aspects still more in favor of
fully-mechanized driving. Problems which
impede the performance of machinery and the
miners is the placing of linings and supports
at the correct time and driving through zones
of geologic disturbance. Due to climatic
problems the following measures are required:
the design of a ventilation system, the
treatment of heat generated by a tunneling
machine, and the provision of a dust shield
at the front of the machine. Control of line
and level of the tunneling machine by means
of a guide beam generated by a laser has
proven successful. Control engineers are at
present working on fully-automating the opera-
tion of a tunneling machine. A so-called
template control system has proven very good
for permitting a cross section of any form to
be driven accurately. This equipment permits
driving operations to be carried out manually
or automatically from the control stand. The
author maintains that proper organization by
the site manager can cut down on down-time
caused from faults within a transport system
involved in transporting material inside and
behind a tunneling machine.
X-012
EUROPEAN DEVELOPMENT AND EXPERIENCE WITH
MECHANICAL MOLES IN HARD ROCK TUNNELING.
Ernst Weber
College of Applied Science and Engineering,
University of Wisconsin-Milwaukee and Univer-
sity Extension, University of Wisconsin, Pro-
ceedings from Deep Tunnels in Hard Rock: A
Solution to Combined Sewer Overflow and Flood-
ing Problems, Civic Center Campus, Milwaukee,
Wisconsin, November 9-10, 1970. 17 p, 9 fig.
Descriptors: '-Tunnel Construction, *Tunneling,
"Tunneling Machines, Rock Excavation, Economics,
Manpower, Tunnel Linings, Control Systems,
74
-------
CUMULATIVE SUBJECT INDEX
Acid Resistance
1-006
Adjudication Procedure
VII-004
Administration
VII-009
Adsorption
VI-042
Aeration
VIIJ-011
Albany , New York
1-043, 1-044
Algorithms
VI-018
Berkeley, California
11-004
Biochemical Oxygen Demand
Va-002, Va-003, VIII-016
Biochemical Oxygen Demand Removal
11-003
Birmingham, Alabama
VII-012
Borehole Geophysics
VI-037
Boston, Massachusetts
X-005
Brine
VIII-013
Alinement
X-003
Alta Ski Resort, Utah
1-042
Analytical Techniques
1-015, 1-017, 1-034, Vb-003, VI-040,
VIII-005, IX-002, IX-003, IX-008,
IX-010, IX-027, IX-028
Ann Arbor, Michigan
Vc-008
Application Methods
1-021, VI-007
Arkansas
VI-004, VI-025, VII-015
Asphaltic Concrete
VI-045
Atlanta, Georgia
Vb-002, VII-002
Australia
X-004
Automatic Control
11-002, 11-013, VI-024, IX-025
Average Cleansing Efficiency
VIII-015
Bacterial Action
1-006
Basins
Vb-006
Bergenfield, New Jersey
1-018
Brookfield, Illinois
VIII-006
Butt-Fusion Joints
1-009
Calcium Chloride
Vc-007
California
11-012, III-001
Cambridge, Massachusetts
11-013
Canada
1-016, 1-040, X-011
Capital Costs
VIII-003, VIII-016
Cavitation
III-005
Channel Improvement
1-018
Channels
VI-041
Chemical Grouting
1-008, VIII-007
COD Removal
11-009
Chemical Wastes
1-013
Chesapeake, Virginia
1-031
75
-------
Chicago, Illinois
VI-038, VI-039, VI-041
Chloride Concentrations
Vc-009
Chlorides
Vc-001, Vc-002, Vc-003, Vc-004, Vc-005,
Vc-006
Chlorination
11-013, 11-014, VI-020
Cincinnati, Ohio
VI-011
Cities
VI-010, VII-001, VII-009, VII-015,
VIII-004, IX-019
City Planning
VI-016
Cleveland, Ohio
VIII-016
Closed-Circuit Television
1-032, V1II-007
Closed Conduits
IVc-002
Coir Filter
III-007
Colleges
VI-015
Columbus, Ohio
11-003
Combined Sewer Overflows
VI-006, VI-007, VI-008, VI-009, VI-017,
VIII-002
Combined Sewers
11-005, 11-008, 11-009, 11-010, 11-013,
III-006, IVc-002, Va-001, Va-003,
Vb-002, VI-022, VI-034 , VI-035, VI-036 ,
VI-040, VI-041, VI-043, VI-045, VI-047,
VI-048, VIII-003, VIII-008, VIII-010,
VIII-013, VIII-014, VIII-015, VIII-016,
IX-012
Comparative Benefits
1-011, 1-015, 1-016
Comparative Costs
1-009, 1-039, VI-033, VI-043, VIII-003
Computer Models
11-004, VI-024
Computer Programs
1-039, 11-007, VI-013, VIII-013, IX-011,
IX-021, IX-022
Computers
1-034, 11-002, 11-010, VI-024, VI-040,
IX-012
Concrete Construction
1-033
Concrete Pipes
1-003, 1-006, 1-024, 1-028, IVc-001 ,
X-010
Conduits
1-015
Construction
1-003, 1-009, 1-015 , 1-020, 1-023,
1-026, 1-028, 1-034, 1-036 , 1-042,
IVc-001, VI-021, VI-027 , VI-043,
VI-045, VII-014, X-008
Construction Costs
1-007, 1-018, 1-024, 1-028, 1-036 ,
1-040 , 1-042, 11-013, IVc-001, VII-013,
VIII-001, X-007
Construction Equipment
1-025, 1-042, X-008, X-010
Construction Materials
1-007, 1-016 , 1-023, 1-027, 1-029,
1-035, 1-038, 1-042 , 1-045 , VI-022,
VI-027, X-008, X-010
Construction Techniques
1-016
Contracts
1-024, 1-026, VII-015
Control Systems
1-030, 11-008, 11-010 , VI-040, IX-025 ,
X-003, X-012
Conveyance Structures
VI-040, VI-048
Coolants
X-001
Cooling Water
X-001
Corrosion
1-006
Corrosion Control
1-006
Cost Analysis
1-007, Va-001, VI-048
Cost-Benefit Analysis
Vb-002, VI-006, IX-012
Cost Comparisons
11-006
76
-------
Costs
1-001, 1-002, 1-015, 1-021, 1-031, 1-032,
11-002, 11-010, 11-014, III-002, VI-001,
VI-002, VI-003, VI-018, VI-019 , VI-021,
VI-029, VI-032, VIII-007, X-012
Crest-Stage Gages
IX-021
Critical Flow
III-009
Culverts
1-015, VII-001
Current Meters
III-009
Damages
VI-026, VII-002, VII-003, VII-008
Dam Construction
1-011
Data Collections
1-017, 1-043, 11-006,11-007, VI-024,
VI-032, VI-040, VI-042, VI-047, IX-009,
IX-015, IX-017, IX-018
Deep Tunnel Plan
VI-036, VI-038, VI-039
Deicers
Vc-001, Vc-006 , Vc-007, Vc-008
Delaware
III-002
Demonstration Watersheds
IX-016
Density
VI-013
Denver, Colorado
VI-012, IX-017
Depth-Area Curves
IX-027, IX-028
Depth-Area-Duration Analysis
IX-014, IX-017, IX-020, IX-023
Design
1-014, 1-020, 1-034, VI-022, VI-029,
VII-014
Design Criteria
1-011, 1-012, 1-013, 1-015, 1-017, 1-028,
1-038, 1-039, 1-044, VI-012, VI-015,
VI-021, VI-024, VI-027, VI-031, VI-033,
VI-036, VI-044
Design Flow
IX-007
Design Storm
VIII-003
Detention Reservoirs
Va-002
Digital Computers
1-030
Dilution Factors
IX-006
Dimensioning Method
IX-002, IX-008
Direct Digital Control System
1-030
Discharge (Water)
III-009, VII-006 , IX-009
Discharge Coefficient
Ill-Oil
Discharge Measurement
III-009, IX-013
Discussion
IX-009
Dissolved-Air Flotation
VIII-010
Dissolved Oxygen Improvement
11-003
District of Columbia
III-006, VI-048, VIII-003, IX-001
Distribution Patterns
IX-020
Ditches
IVc-002
Domestic wastes
VI-034
Drainage
1-018, 11-006 , Vc-001, VI-004 , VII-006 ,
IX-010
Drainage Effects
IX-021
Drainage Systems
1-003, 1-013, 1-020 , 1-022 , 1-034,
11-002, IVc-001, IVc-002 ^ Vb-003,
Vb-006, VI-001, VI-013, VI-015 , VI-016,
VI-022, VI-025, VII-002, VII-007,
IX-001, IX-006, IX-013, IX-021
Drainage Water
11-007, IX-013
Drains
III-007
Drilling
VI-037, X-002, X-004, X-009
77
-------
Driscopipe
1-023
Dropshafts
III-005
Drum Screen
VIII-016
Duration Curves
IX-022
Durham, North Carolina
Vb-003, Vb-005
Dyes
III-010
Earthquakes
VI-026
Economic Justification
VI-045
Economics
VI-029, VI-036, VI-041, VI-044, VI-047,
VIII-008, X-009, X-012
Efficiencies
11-009
Effluents
VI-002, VI-013, VI-019
Electrochemistry
VIII-013
Electrolytic Cell
VIII-013
Estimated Costs
1-039, VI-030 , VIII-010, VIII-014,
VIII-016
Estimating Equations
1-017, VI-001, IX-008
Europe
X-009, X-012
Evaluation
VI-026 , VI-028, VI-048 , VIII-015
Excavation
1-025, 1-034
Farm Wastes
VII-015
Feasibility Studies
1-021, VI-044, VI-045
Fiberglass Pipes
1-041
Filters
1-014
Filtration
III-007, VIII-003, VIII-011, VIII-016
Financing
1-018, VI-016, VII-013
Fishkill
Vb-001, VII-011
Flexible Tanks
VI-043
Electrolytic Hypochlorite Generator
VIII-013
Engineering Personnel
IVc-002
Engineers Estimates
VI-044
Environmental Effects
Vc-001, Vc-002, Vc-005, Vc-008, VI-005,
VI-020
Environmental Pollution
VII-010
Environmental Sanitation
1-002, Vb-003, VI-002, VIII-007
Epoxy Resins
1-005
Equipment
1-004, 1-019, 1-037, 11-011, VIII-009,
X-009
Flood Control
1-018, 11-002, 11-011, VI-041, VII-012 ,
VTI1-004, VIII-006
Flood Damage
VII-003, VII-004, VII-005 , IX-001
Flood Data
IX-018
Flood Forecasting
IX-001, IX-005
Flooding
VI-035, VII-007
Flood Protection
VI-016
Flood Routing
III-008, IX-025
Floods
Vb-001, VII-001, VII-004 , IX-017
Flood Waves
IX-021
78
-------
Flow
VI-014
Flow Augmentation
IX-026
Flow Characteristics
1-034, III-005, III-012, IX-012, IX-027
Flow Control
IX-025
Flow Measurement
11-004, 11-006, III-009, VIII-003, IX-026
Flowmeters
III-009
Great Britain
1-020, 1-024, 1-025, 1-034, Ill-Oil,
VI-001, VI-002, VI-013, VI-019,
VIII-001, X-006 , X-007
Greenwood State Park , South Carolina
1-009
Ground Freezing
X-010
Groundwater
11-006, III-010, Vc-009, VI-038,
VI-039, VI-046, VIII-007
Groundwater Movement
IVb-001
Flow Profiles
IX-022, IX-027
Flow Rates
III-006, VI-036, IX-027
Flow Separation
VI-040
Gulf Coastal Plain
VI-046
Harmon's Equation
VI-031
Hastings, Nebraska
IX-016
Fluctuations
IX-026
Hazards
1-008
Fluvial Sediments
Vc-007
Forecasting
IX-009
Head Construction
1-011, 1-013
Heavy Metals
Vc-007
Frequency Analysis
IX-017
Future Planning (Projected)
VI-026
Herbicides
III-001, VI-022
High-Rate Screening
11-009
Gate Control
11-008
Geologic Disturbance
X-012
Geology
VI-041, X-002
Geomorphology
IX-001
Germany
III-007, VII-011, IX-002, IX-005,
IX-014, X-010
Grand Rapids, Michigan
1-030
Grants
1-036, IVc-001, VI-003, VI-016 , VII-013
Graphing Procedures
IX-010
79
Highway Deicing
VI-005
Highway Effects
Vc-006, Vc-008, Vc-009, Vc-010 , VI-005
Highways
Vc-003, Vc-004, VI-005
Houston , Texas
1-023
Human Resources
1-001
Hydraulic Conduits
1-005
Hydraulic Design
IX-007
Hydraulic Machinery
1-025
Hydraulic Models
Ill-Oil
-------
Hydraulics
III-008, Ill-Oil
Hydraulic Transportation
III-007, III-012
Hydrodynamics
VI-014
Hydrofluoric Acid
1-006
Hydrogen Sulfide
1-006
Hydrographs
VI-011, IX-012, IX-022
Hydrologic Aspects
IX-004, IX-018
Hydrologic Data
IX-004, IX-022, IX-024
Hydrology
VIII-003
Hyetographs
IX-023
Ice
VI-005
Illinois
11-001
Impregnation
1-006
Incineration
VIII-011
Instrumentation
11-006
Intercepting Sewer
11-003, X-007
Interception
VI-040
Interceptor Sewers
VI-035
Investigations
1-021, III-005 , Vc-004, Vc-009, Vc-010 ,
VI-034 , IX-009
Iowa
VII-006
Irondequoit Bay
Vc-002
Iteration Process
VI-018
Japan
1-014, 1-017, 1-021, 11-012, IVc-002 ,
VI-023, VI-033, VIII-011 , IX-006,
IX-009, IX-013, IX-018 , IX-022, IX-023,
IX-025, IX-026 , IX-027, IX-028
Jet_Vacuum Sewer Cleaners
1-001
Judicial Decisions
VII-001, VII-002 , VII-003, VII-005,
VII-006 , VII-007, VII-008 , VII-010 ,
VII-011, VII-015
Kalin-Miljukov Method
IX-021
Indiana
1-001
Industrial Wastes
VI-002, VI-019
Industries
Vb-007
Infiltration
1-003, 1-008, 11-004, 11-006, 11-015,
III-010, IVb-001, VI-032 , VI-046,
IX-009, IX-016
Input-Output Analysis
VI-024
Inspection
VIII-007
Installation
1-013, 1-022, 11-010
Installation Costs
VIII-015
80
Kansas City, Kansas
1-027, 1-041
Laboratory Tests
Ill-Oil, III-012 , VI-045
Lake Erie
VI-043
Lake Michigan
X-001
Lancaster, Pennsylvania
11-016
Lasers
X-003, X-008, X-012
Lateral Conveyance Structures
VIII-015
Lawrence, Kansas
Vb-004
Leakage
VIII-007
-------
Legal Aspects
VI-002, VII-001, VII-002, VII-003,
VII-004, VII-005, VII-006, VII-007,
VII-008, VII-010, VII-011, VII-012,
VII-015
Legislation
Vc-006, VII-009, VII-012, VII-013, VII-014
Lincoln City , Oregon
1-028
Linear Programming
VI-018
Linings
1-005, 1-010
Liquid Wastes
1-014
Mechanical Equipment
1-001
Mechanical Moles
VI-038
Mercury
Vc-007
Mercury Contamination
Vc-007
Metal Pipes
1-009
Methodology
1-037, Va-001, VI-017, VIII-012
Metropolitan Washington
VI-010
Los Angeles, California
VI-026
Metuchen, New Jersey
IVc-001
Long Island, New York
III-009
Michigan
VII-013
Long Range Planning
VI-015
Microstraining
11-014
Low Pressure Air Testing
1-035
Milwaukee, Wisconsin
VIII-014
Maine
Vc-003
Maintenance
1-001, 1-010, 1-026, 1-027, 1-033, VI-032,
VII-014
Manholes
VI-046
Mannings Equation
IX-022
Manpower
X-012
Manual
VI-008
Massachusetts
Vc-009, VII-008
Mathematical Models
11-005, 11-010, VI-006, VI-007, VI-008,
VI-009, IX-005, IX-011, IX-015, IX-016,
IX-019, IX-027
Mathematical Studies
1-012, 1-015, VI-031, VI-042 , IX-003,
IX-007, IX-009, IX-010, IX-022, IX-023,
IX-024, IX-025
Measurement
III-006, III-010, VIII-005, IX-003,
IX-010, IX-018, IX-028 ,
Mineral Wells, Texas
1-036
Minneapolis-St. Paul
11-002, 11-005
Minneapolis-St. Paul Sanitary District
11-008, 11-010
Mississippi River
11-005
Missouri
VII-001, VII-003
Model Cities
VI-012
Model Studies
11-005, VI-011, VI-033, VI-043, IX-011,
IX-012 , IX-017, IX-019, IX-020, IX-025,
IX-027
Model Testing
VI-011
Moles
X-009
Monitoring
1-043, VI-040
Montgomery, Alabama
1-026
81
-------
Municipal Services
VI-015
Municipal Wastes
1-002, 1-019, VI-003, VI-020
Municipal Water
VI-020, VI-035
Nashville, Tennessee
IVb-001
Natural Flow
IX-025
Natural Gas
1-002
New Hampshire
VII-007
New York
VI-034
New York City, New York
VII-005, VIII-007
Northern Canada
VI-020
Nuclear Powerplants
X-001
Numerical Analysis
III-008, IX-016
Oakland , California
11-004
Ocean Outlets
VI-022
Ohio
VII-002
Oil Separation
11-001
Oil Wastes
11-001
Oklahoma
VI-004
Omaha, Nebraska
1-002
On-Site Investigations
VI-037, VI-046
Open Channels
IVc-002, IX-021
Operating Costs
VI-043
Operation and Maintenance
1-031, VI-022
Operations
11-010, VIII-001
Optimization
VI-018
Optimum Development Plans
1-021, VI-033, VI-047
Organic Matter
Vb-005
Outlets
1-020 , 11-007, VI-013, X-007
Outward Seepage
VI-038
Overflow
11-004, 11-005, 11-009, 11-013, 11-016,
III-002 , Va-002, Va-003 , Vb_002 VI-001 ,
VI-010, VI-011, VI-022, VI-035 , Vl-036 ,
VI-039, VI-040, VI-041, VI-045, VI-048 ,
VII-001, VII-003, VII-005,, VII-007 ,
VII-008, VII-012 , VIII-003, VIII-006 ,
VIII-010, VIII-012 , VIII-013, VIII-014,
VIII-015, VIII-016 , IX-002, IX-004 ,
IX-014
Overflow Abatement
11-012 s 11-013
Overflow Frequency
IX-002
Overflow Quality
Vb-002
Overflow Quantity
Vb-002
Overflow Regulators
11-010
Overland Flow
11-015
Ozonization
11-014
Falcon Wastewater Flow Tubes
11-006
Parametric Hydrology
IX-015, IX-016, IX-020
Patents
1-005, 1-014, 11-011, III-003, VIII-009
Peoria , Illinois
1-033
Periodic Flushing
VIII-015
Pesticides
Vb-005
82
-------
Petrochemicals
1-008
Phased Construction
VI-016
Philadelphia, Pennsylvania
11-014
Philippines
VI-044
Pilot Plants
VI-043, VIII-016
Pipe Flow
1-023, 1-027, III-012
Pipe Installation
1-009
Pipelines
1-020, 1-021, 1-027, 1-034, 1-040,
1-041, 1-042, 1-045, VI-022
Pipe Materials
VI-015
Pipes
1-005, 1-007, 1-015, 1-035, 1-038,
III-003, IVc-002, VI-018
Piping Systems (Mechanical)
1-028, 1-036, 1-038, 1-039
Planning
1-044, VI-004, VI-010, VI-025, IX-001
Plastic Pipes
1-009, 1-010, 1-012, 1-013, 1-022,
1-029
Plastics
1-005, 1-007
Pneumatic System
X-011
Pollutant Identification
Vb-005, VI-047
Pollution Abatement
11-005, 11-008, 11-016, Va-003, Vb-003,
VI-017, VI-021, VI-023, VI-028, VI-035,
VII-009, VIII-012
Pollutographs
VI-011, IX-012
Polyethylene Pipe
1-040, 1-045
Polymers
III-002, III-004
Polyvinyl Chloride Pipe
111-007
Porous Pavement
VI-045
Potomac River
VI-010, VIII-003
Precipitation Intensity
IX-020
Precipitation Levels
IX-005
Pressure Conduits
1-043, 1-044
Pressure Sewer System
1-043, 1-044
Program Listing
VI-009
Programming Languages
1-039
Project Planning
1-026, 1-028, 1-036, VI-030, VI-044 ,
VI-047, X-004
Protective Coatings
1-006
Prototype Tests
1-043, 1-044
Pumpgrinder
1-043, 1-044
Pumping Plants
1-017, 1-020, 1-024, 1-031
Pumps
1-002, 1-019
Pump Testing
1-043, 1-044
Quantitative Analysis
IX-009
Rainfall
Va-003, IX-022
Rainfall Disposition
IX-014
Rainfall Intensity
III-006 , Va-003, IX-006 , IX-013,
IX-023, IX-026
Rainfall-Runoff Relationships
11-004, 11-007, 11-010, Vb-002 , Vb-007 .
VI-006, VI-007, VI-008, VI-009,
VIII-003, IX-001, IX-002 , IX-006,
IX-008, IX-009, IX-Q11, IX-013, IX-014,
IX-015, IX-016 , IX-017, IX-018, IX-019,
IX-020, IX-023, IX-024, IX-025, IX-026 ,
IX-027, IX-028
83
-------
Rain Water
11-006, Vb-007
Reaeration
VI-042
Real Benefits
11-006
Regression Analysis
1-012
Regulation
VII-014
Remote Control
11-010
Repairing
1-027, 1-032, 1-033, 1-037, 1-040, 1-041,
VI-026, VI-032
Research and Development
VI-017
Reservoir Design
IX-004
Reservoir Storage
IX-004
Resins
1-006
Retention
11-012, 11-015, IX-021
Reviews
1-029, VI-005, VI-014, VI-017, VI-037,
VI-047
Rhode Island
VII-014
Richmond, California
VI-016
Road Design
VI-045
Road Research Laboratory Method
IX-019
Road Salt
Vc-005, Vc-009, Vc-010
Rochester , New York
Vc-002
Rock Excavation
VI-037, VI-038, X-002, X-009, X-012
Rock Properties
VI-037
Rooftop Storage
VIII-004
84
Root Control
III-001
Routing
IX-017, IX-019
Runoff
III-007, Vb-007, Vc-007, Vc-010,
IX-006
Runoff Coefficient
IX-003, IX-008
Runoff-Duration Factor
IX-008
Runoff Forecasting
IX-004, IX-010 , IX-011, IX-016 ,
IX-020, IX-022 ) IX-023, IX-023,
IX-027, IX-028
Runoff Index
IX-028
Sacramento, California
Va-001
Safety Factors
1-008
Saipan
1-003
Salt Deicing
Vc-002
Salt Runoff
Vc-001, Vc-002, Vc-003, Vc-004 ,
Vc-005, Vc-006 , Vc-009, VI-005
Salts
Vc-002 , Vc-003, Vc-007 , Vc-008
Sampling
11-004, Vc-003, VI-040
Sandusky, Ohio
VI-043
Sanitary Engineering
1-043, 1-044, 11-005, III-002 ( III-004.
VI-002, VI-015, VI-044
Sanitary Sewers
1-028, 1-035, 1-039, 11-004, III-006 ,
Va-001, VI-026 , IX-012
Schenectady, New York
VII-004
Screening
VIII-010
Screening/Flotation System
VIII-014
Screens
1-024
-------
Sealants
1-037, X-010
Seattle, Washington
VI-040
Sedimentation
11-003
Sediment Discharge
Vc-007
Separated Sewers
IVc-002, VI-035, VI-041, VI-047
Separation Techniques
11-001, Vb-006, VI-040, VIII-008,
VIII-011
Sequential Generation
VI-011
Sewage
III-010, IX-026
Sewage Chlorinator
VIII-009
Sewage Disposal
1-024, 1-043, 1-044, IVb-001, VI-023,
VII-009, VII-014
Sewage Effluents
IX-013
Sewage Flow
III-003
Sewage Lifting Stations
1-002
Sewage Sludge
III-012
Sewage Streams
VI-042
Sewage Treatment
1-002, 1-004, 1-019, 1-024, 11-004,
11-012, 11-013, III-004, Va-003, Vb-006,
VI-002, VI-004, VI-013, VI-019, VI-021,
VI-023, VI-030, VI-036, VI-043, VI-047,
VII-009, VII-010, VII-015, VIII-001,
VIII-009, VIII-011, VIII-014, IX-013
Sewerage
1-003, 1-005, 1-009, 1-021, 1-031,
1-036, 1-043, 1-044, 11-004, 11-005,
11-011, 11-016, III-001, III-002,
III-003, IVc-002, Va-003, Vb-007,
VI-001, VI-002, VI-006, VI-007, VI-008,
VI-009, VI-013, VI-015, VI-019, VI-021,
VI-022, VI-023, VI-025, VI-030, VI-044,
VI-048, VII-005, VIII-001, VIII-007,
VIII-014, IX-004, IX-008, IX-012, IX-021,
X-004
Sewer Bedding
VI-046
Sewer Capacity
III-002, III-004
Sewer Construction
VI-023
Sewer Design
VI-024
Sewer Failure
VI-046
Sewer Hydraulics
III-010
Sewer Inspection
1-032 , 1-034
Sewer Joints
,1-007
Sewer Loads
Va-003
Sewer Maintenance
VIII-006
Sewer Overflows
11-008, 11-010, 11-012,11-014, Va-001 ,
VI-034
Sewer Repair
1-007
Sewer Requirements
VI-027
Sewers
1-001, 1-006, 1-007, 1-010, 1-012,
1-016, 1-023, 1-024, 1-025, 1-026,
1-027, 1-031, 1-032, 1-033, 1-034,
1-037, 1-040, 1-041, 1-042, 1-043,
1-044, 1-045 , 11-002 , 11-003, 11-005 ,
11-011, III-004, III-005, III-006,
III-010, IVb-001, Va-002 ( VI-001,
VI-004, VI-010, VI-018, VI-027, VI-029,
VI-030, VI-031, VI-032, VI-033, VI-042,
VI-044, VI-046, VI-047 , VII-003 , VII-004
VII-005, VII-006 sVII-009 , VII-011 ,
VII-013, VII-015 , VIII-003, VIII-005 ,
VIII-006, VIII-007, IX-006, IX-008 ,
X-004, X-006
Sewer Sealing
VIII-007
Sewer Separation
Va_001
Sewer Stoppages
III-001
Sewer Systems
1-026, 1-028, VI-031, VI-033
85
-------
Simulation Analysis
Vb-002, VI-006, VI-007, VI-008, VI-009,
IX-011, IX-012, IX-019
Siphons
Ill-Oil
Sludge Digestion
VIII-011
Slurries
III-012
Small Watersheds
IX-024
Snowmelt
11-015, Vb-004, Vc-003, IX-011
Snow Removal
Vc-008, VI-005
Sodium
Vc-003
Sodium Chloride
Vc-007, Vc-009, Vc-010, VIII-013
Sodium Hypochlorite
VIII-013
Soil Water
11-015
Solids Removal
11-003, 11-009, VIII-015
Somerville, Massachusetts
VIII-013
South Bend , Indiana
1-001
Specifications
VII-014
Spectrophotometry
VIII-005
Spillways
1-011, IX-002, IX-007
Storage-Discharge Relations
IX-021
Storage
Vb-006, VI-036, VI-040, VI-041
Storage Tanks
1-024, 11-013
Storm Drains
1-005, III-004, III-005, III-008,
III-009, IVc-002, Va-003, VI-001, VI-012,
VI-014, VI-016, VI-025, VII-002, VII-003,
VII-004, VII-005, VII-007
86
Storm Overflows
Ill-Oil, VI-043
Storm Runoff
11-001, 11-004, 11-005, 11-009, 11-012,
11-014, III-004, III-006, IVc-001 ,
Va-001, Va-002, Va-003, Vb-001 , Vb-002 ,
Vb-003, VI-001, VI-006, VI-007 , VI-008,
VI-009, VI-011 , VI-012, VI-014, VI-016 ,
VI-017, VI-022 , VI-034, VII-001,
VII-002, VII-004, VII-005, VII-007,
VII-012, VIII-003, VIII-004, IX-003 ,
IX-005, IX-012 , IX-013, IX-017 , IX-019,
IX-022, IX-025, IX-028, X-001
Storms
Vb-002, IX-020, IX-024
Storm Sewers
1-028, IVc-001, VI-014, VI-034 , VII-012
Storm Tanks
11-003
Storm Water
11-016 ( III-008, IVc-002, Va-003,
Vb-004 ,'Vb-005, Vb-006 , VI -039, VI-040,
VI-041, VI-047, VIII-015, VIII-016 ,
IX-026
Storm Water Discharge
VI-028
Storm Water Tunnels
X-001
Streams
Vc-010
Subsurface Investigations
VI-038
Sulfate Resistance
1-006
Sulfur
1-006
Summer
Vc-010 s IX-020
Surface Drainage
VII-001, VII-002
Surface Runoff
11-006 , VII-003, IX-003, IX-010 , IX-028
Surface Waters
VI-039
Surveying Instruments
X-003
Surveys
Vc-008, VI-023
Suspended Load
VI-047
-------
Suspended Solids
VIII-014, VIII-015, VllI-016
Sweden
1-037, Vb-006, VI-047
Swiss Darda Rock Splitter
X-008
Synthetic Hydrology
IX-020
Systems Analysis
Va-001, IX-019
Taiwan
VI-030
Target Systems
X-003
Technology
VI-017, VI-047
Temperature
11-015
Temporary Storage
VI-043
Tennessee
IVb-001, VI-021
Testing
1-007, 1-035, III-007, VI-007, VIII-015
Test Procedures
III-002
Texas
IX-019
Thailand
VI-030
Thermal Pollution Control
X-001
Toronto, Canada
1-010
Tracers
VIlI-003
Traffic Safety
VI-045
Treatment Facilities
1-019, 11-013, 11-016, Va-001, VI-003,
VI-025, VI-028, VI-030, VI-036, VII-015,
VIII-003, VIII-010, VIII-012, VIII-016
Tulsa , Oklahoma
Vb-003
Tunnel Construction
VI-038, X-002, X-004, X-005 , X-006
X-007, X-010 , X-012
Tunnel Design
VI-037, VI-038, VIII-003, X-009
Tunneling
1-034, 1-040,1-041, X-003, X-007,
X-008, X-010, X-011, X-012
Tunneling Machines
X-002, X-003, X-004, X-005 , X-008 ,
X-009, X-011, X-012
Tunnel Linings
X-005 , X-006, X-012
Tunnels
Vb-006 sVI-035, VI-039, VI-041, VI-048 ,
X-002 , X-005 , X-006
Ultrasonic Filtration
VIII-002
Undercutting Principle
X-009
Underground Storage
11-016, VI-035 , VI-036 , VI-041, VI-048,
VIII-003
Underground Structures
X-001
Underwater Storage
VI-043
United States
VI-035 , VI-037, VIII-012
Unit Hydrographs
IX-017
Unsteady Flow
III-008
Urban Hydrology
II-005, III-009, VI-005, VI-006 ,
VI-014, VIII-004, IX-001, IX-009,
IX-012, IX-017, IX-024
Urbanization
Vb-004, Vb-005 , Vb-007, VI-010 , VI-013,
VI-025 , VI-029, VI-047, IX-001, IX-017,
IX-019
Urban Renewal
VI-016
Urban Runoff
Vb-004, Vb-005, VI-005 , VI-045, IX-019
Utilador
VI-020
87
Vegetation Effects
Vc-008
-------
Vermont
Vc-004, Vc-010
Vertical Axis Pumps
1-017
Virginia
IX-001
Vortex Separator
VIII-002
Waste Assimilative Capacity
Va-001
Waste Disposal
VII-010
Waste Treatment
VI-001
Waste Water
VIII-005
Wastewater Concentrator
VIII-008
Waste Water Disposal
1-043, 1-044, III-002, VI-022, VIII-007
Waste Water Treatment
1-003, 1-004, 1-009, 1-014, 11-003,
11-014, 11-016, IVb-001, Va-001, Vb-002,
VI-003, VI-004, VI-006, VI-008, VI-009,
VI-010, VI-021, VI-029, VI-035 , VI-040,
VI-041, VI-044, VII-011, VIII-011,
VIII-012, VIII-013
Water Analysis
III-006, Vb-004, Vb-005, VI-034, IX-013,
IX-026
Water Conservation
VI-019, VI-039, VI-045, X-001
Water Conveyance
1-019, VI-038
Water Law
VII-013
Water Level Fluctuations
IX-021
Water Levels
IX-004
Water Pollution Control
11-001, 11-002, 11-005, 11-009, Va-001,
VI-002, VI-013, VI-019, VI-028, VI-043,
VI-045, VI-047, VI-048, VII-013, VII-014
Water Pollution Effects
Vc-005, Vc-008, VI-034
Water Pollution Sources
1-007, Va-003, Vb-002, Vb-004, Vb-005,
Vb-007, Vc-005, Vc-006, Vc-007, Vc-008,
Vc-009, Vc-010, VI-005 , VI-028, VI-034,
VI-035, VI-046 ; VI-047, VII-015 ,
VIII-012, VIII-015, IX-013
Water Pollution Treatment
VI-022
Water Purification
1-004, 1-014, VII-011, VIII-005
Water Quality
III-006, Va-002, Vb-002, Vb-003,
Vb-004, Vc-001, Vc-002, Vc-003, Vc-004,
VI-002, VI-019, VI-023, VII-009,
IX-012, IX-026
Water Quality Control
VI-004, VI-006, VI-007, VI-008 , VI-009,
VI-010, VI-041, VIII-013
Water Quality Standards
VI-041
Water Resources
VI-022, VI-039, VIII-004
Water Reuse
VI-002, X-001
Watershed Management
11-015
Watersheds (Basins)
VI-011, IX-002, IX-020
Water Supply
VI-010, VI-020
Weirs
VI-001
White Plains , New York
X-008
Water Loss
IX-009
Water Management (Applied)
1-036 , VIII-004
Water Pollution
III-004, Va-001, Vb-001, VI-001, VI-020,
VII-006, VII-009, VII-010, IX-006
-------
CUMULATIVE AUTHOR INDEX
All, Kamil H. M.
Ill-Oil
Anderson, Daniel G.
IX-011
Anderson, James J.
11-010, IX-011
Angino , Ernest E.
Vb-004
Antonio, Ronald A.
1-008
Apel, Edwin A.
1-036
Austin, T. A.
IX-Q19
Bacon, Vinton W.
VI-035
Baldwin, A. L.
Vc-002
Bandy , William J., Jr.
VI-043
Barendsen, Pieter
X-009
Braun, Bernd
X-010
Bremmer, R. M.
1-010
Bretschneider, Hans
1-011
Bruce, William E.
VI-037
Brunner, Paul G.
VIII-012, IX-002
Bruns, H.
III-007
Bryan, Edward H.
Vb-003, Vb-005
Bubeck, R. C.
Vc-002
Buechner, H.
IX-003
Buettner, Carl F.
11-006
Cahalan, John I.
11-002
Barnard, B. J. S.
11-004
Calenda, Al
VI-015
Barrett, H. G.
VI-Q13
Callery, Robert L.
11-010
Bauer, William J.
VI-036
Carcich, Italo
1-043, 1-044
Bell, Charles A.
1-009
Carter , R. C.
1-012
Bellport, B. P.
X-002
Bergin, Francis T.
X-005
Betz, Gordon M.
VII-010
Betz, Jack M.
VI-026
Beutnagel, Fred W.
VIII-009
Bourodimos, E. L.
VI-014
Cherne, Lloyd G.
11-011
Chiangj Sie Ling
VIII-004
Cho, Gyokuden
IX-023
Chrysanthou, C. G.
X-011
Conger, Fred M.
11-012
Cook, B. C.
IX-019
89
-------
Cooney , A.
X-003
Cronstriim, Anders
1-029, VI-027
Curt:^
1-030
Fujishita, Kozo
IX-022
Gemmell, Robert S.
VI-029
Germain, James E.
VI-048
Glover, G. E.
11-014
Dajani, Jarir S.
VI-029
Goebgen, Hans Guenter
VIII-005
Daleish, C. Edwin
VI-016
Goffey, R. D.
Va-002
Deck, B. L.
Vc-002
Gonzalez, D. D.
IX-017
De Filippi, J. A.
III-006
Graf, Kurt
1-045
Devenie, K. Peter
11-013
Greatorex, John L.
VIII-013
Diaper , E. W. J.
11-014
Grover, Wilford C.
VI-045
Diment, \\. K.
Vc-002
Guenzel, G.
IX-004
Gupta, Mahendra K.
VIII-014
Ducret, G. L., Jr.
IX-017
Haigh, Thomas I.
VI-045
Elnagger, H. A.
1-015
Halmos, E. E.
1-031
Euler , G.
IX-021
Harrington, R.
Vb-001
Fan, Chi-Yuan
VIII-016
Harvey, Patrick J.
VIII-016
Farrell, R. Paul
1-043, 1-044
Feick, G.
Vc-007
Field, Richard
VI-017
Fiore, Michael E.
VI-048
Fisher , J. M.
VI-018
Fogel, Martin II.
IX-020
Fonda , Anton F.
1-013
90
Hashimoto, Toru
VI-033
Hayakawa, Shinaburo
1-014
Hedley, G.
Va-002, VI-019
Heim, George
VI-038
Heinke, G. H.
VI-020
Herndon, Joe
1-032
Hetling, Leo J.
1-043, 1-044
-------
Hirota, Koji
IVc-002
Hoiberg, Arnold J.
VI-045
Hollinger, Phillip J.
VIII-006
Hollocher, Thomas C.
Vc-009
Honda , Yoshinori
IX-013
Krizek, R. J.
1-015
Kruse, Eduard
Vb-006
Kudoku, Kazutaka
IX-028
Kunkle, Samuel H.
Vc-004, Vc-010
Kuntze, Ernst
11-003
Home, R. A.
Vc-007
Lager, J. A.
IX-012
Hughmanick, Ronald H.
Vc-001
Lansdell, M.
Va-002
Huling, Edwin E.
Vc-009
Lautrich, R.
11-007
Hussla, E.
VII-011
Lawrence, Homer W.
VI-038
Hutchinson, F. E.
Vc-003
Leary, A.
1-039
Ishiguro, Masayoshi
IX-023, IX-026, IX-028-
Leiser, Curtis P.
VI-040
Karadi, G. M.
VI-018
Leitz, Frank B.
VIII-013
Kay , J. N.
1-015
Lenahan, Tom
1-032
Kepple, Larry G.
III-010
Lerch, K.
IX-021
King, M. V.
Va-002
Lewin, J. C.
VI-019
King, Philip V.
VI-026
Liebscher, H.
IX-005
Kisiel, Chester C.
IX-020
Lipton, S. D.
Vc-002
Kitajima, Takeo
IX-022
Lloyd, R. Dennis C.
VI-030
Klein, Harold M.
IVc-001
Macdonald, Frank W.
VI-046
Klock, Glen 0.
11-015
Magnuson, Larry M.
Vb-004
Koelzer, Victor
VI-039
Kosova , Harold
VIII-007
Krauth, Karlheinz
Va-003
91
Mair, Alex
1-016
Makino, Heiichiro
IX-006
Mammel, F. A.
Vc-008
-------
Mason, Donald G.
VIII-010, VIII-014
Matsumoto, Junichiro
IX-013
Mayer, John K.
VI-046
McVinnie, W. W.
VI-018
Onuma , Masao
IX-013
Osorio, J. D. C.
X-006
Osuch-Pajdzinska, Elzbieta
Vb-007
Pagan, Alfred R.
1-018
Medowskl, Tadeus J.
X-005
Fakes, G.
X-007
Mlchalek, Steven A.
VIII-013
Parkhurst, John D.
VI-042
Milaszewski, Rafal
Vb-007
Miller, Clayton R.
IX-024
Parmelee, R. A.
1-015
Pecher, Rolf
IX-008, IX-014
Miller, Logan V.
11-002
Pelmulder , John P.
VIII-015
Monroe, Darrell W.
VIII-015
Pinkayan, Subin
III-008
Morrell, Roger J.
VI-037
Pittams, R. J.
IX-015
Mossman, R. W.
VI-038
Pomeroy, Richard D.
VI-042
Muller, Wilhelm
1-045
Potschke, Herbert
1-019
Munz, W.
IX-007
Pritchard, B. H.
1-034
Murase, Tsugio
IX-025
Radev, Avram
VI-031
Narumi, Koji
1-017
Ramseierj Roy E.
1-035
Nebolsine, Ross
VIII-016
Rivers, B. F.
1-036
Neil, Forrest
VI-041
Rohrer, Karl R.
VI-043
Nishi, Nobutoshi
IX-026
Rosenkranz, William A.
VI-028
Ogino , Etsuo
III-012
Russell, L. W.
IX-012
guntase, A.
VI-014
Santry, I. W., Jr.
VI-032
Okamoto, Yoshimi
IX-018
Saucier , John W.
VI-021
Olson, William A.
1-033
92
Schmidt, John 0.
VI-044
-------
Seaburn, G. E.
III-009
Sellin, R. H. J.
11-004
Sharp , Robert W.
Vc-005
Shinohara, Kinji
IX-022
Ueda , Toshihiko
IX-009
Van Eyck, M. R.
1-030
Waller, D. H.
VI-034
Watkins, Reynold K.
1-038
Shubinski, R. P.
IX-012
Weber, Ernst
X-012
Smart, D. C.
1-020
Weiner , D. J.
VI-022
Smith , C. S .
III-006
Wells, D. M.
IX-019
Smith , R. E.
IX-016
Weston, Roy F.
VI-048
Smith, Stanley A.
III-010
Whittington, Richard B,
Ill-Oil
Soderlund, Gunnar
VI-047
Wolfson, J. B.
IX-010
Steimle, Stephen E.
VI-046
Woolhiser, D. A.
IX-016
Stewart, Gary F.
Vb-004
Wright, S. L.
VI-013
Struzeski, Edmund J.
VI-017
Yamada, Atsushi
VI-033
Sueishi, Tomitaro
VI-033
Yamada, Jun
1-021
Sweeney , Francis J.
VI-045
Yeaple, D.
Vc-007
Takeishi, Kazuo
IX-027
Yokogawa, Akira
III-012
Tanaka , Yutaka
IX-028
Yoshida , Nobuyuki
III-012
Tatman, D. Russel
11-002
Yoshida, Takeshi
VI-023
Thelan, Edmund
VI-045
Young, 0. C.
1-022
Thomas , Robert H.
VI-030
Tillander, Ragnar
1-037
Torigoe, Toshifumi
IX-026
Tsubaki, Toichiro
IX-027
Zander, Bernd
11-003
Zander, Wilhelm
11-003
Zepp, P. L.
1-039
93
-------
CUMULATIVE GLOSSARY FOR CODEN
(alphabetized by CODEN abbreviations)
CQDEN Abbreviation
Full Title
1. AMCIA
2. BRSDB
3. BUSDB
4. CCISA
5. CITEA
6. GIVES
7. CJPEA
10. EHJIA
11. ENCRA
12. ENREA
13. ENTEA
14. GSKSA
15. GWTSA
16 . GWWAA
17 . INCVA
18 . JAWWA
19. JISPA
20 . JLHYA
21. JMUEA
1. American City (New York)
2. Building Research Station Digest (London)
3. Building Systems Design (New York)
4. Canadian Controls and Instrumentation
(Toronto)
5. Chemie-ingenieur-technik , Zeitschrift
Fuer Technische Chemie, Verfahrenstechnik
Und Apparatewesen (Weinheim, Germany)
6. Civil Engineering. American Society of
Civil Engineers (New York)
7. Canadian Journal of Public Health
(Toronto)
8. Doboku Gakkai Rombun-hokokushu (Japan
Society of Civil Engineers, Proceedings)
(Tokyo)
9. Diesel and Gas Turbine Progress (New
York/Milwaukee)
10. Ehara Jiro (Ebara Times) (Tokyo)
11. Engineering and Contract Record (Toronto)
12. Engineering News-Record (New York)
13. Energie Und Technik, Fachzeitschrift
Fuer Angewandte Energie Und Allgemeine
Technik (Duesseldorf)
14. Gesuido Kyokai Shi (Journal of the Japan
Sewage Works Association) (Tokyo)
15. Gaz, Woda I Technika Sanitarna (Warsaw)
16. Gas-Und Wasserfach, Wasser-abwasser
(Munich)
17. Ingenieria Civil (Havana)
18. Journal of the American Water Works
Association (New York)
19. Journal of the Institution of Public
Health Engineers (London)
20. Journal of Hydrology (Hastings, New
Zealand)
21. Institution of Municipal Engineers,
Journal (London)
95
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22. JNEWA
23. JSEDA
24. JSUEA
25. JSWCA
26. JWPFA
27. JYCEA
28. KETIA
29. HEONA
30. NGKHB
31. PCIEA
32. PLENA
33. PUWOA
34. PWRPA
35. ROSTA
36. SCBAB
37. SCIEA
38. SLGTA
39. SMENB
40. TEREA
41. TTIDA
42. TUTUB
43. UWTCA
44. WARE A
22. New England Water Works Association ,
Journal (Boston)
23. Journal of the Sanitary Engineering
Division, Proceedings of the American
Society of Civil Engineers (New York)
24. American Society of Civil Engineers ,
Proceedings, Journal of the Surveying
and Mapping Division (New York)
25. Journal of Soil and Water Conservation
(Baltimore)
26. Journal of the Water Pollution Control
Federation (Washington)
27. Journal of the Hydraulics Division,
Proceedings of the American Society
of Civil Engineers (New York)
28. Kemisk Tidskrift (Stockholm)
29. Nenryo Oyobi Nensho (Fuel and Combustion)
(Osaka)
30. Nihon Gesuido Kyokai, Gesuido Kenkyu
Happyokai Koen-shu (Japan Sewage Works
Association, Proceedings of the Meeting
on Sewage Works) (Tokyo)
31. Institution of Civil Engineers ,
Proceedings (London)
32. Plant Engineering (Chicago)
33. Public Works (Ridgewood, N. J./New York)
34. Proceedings of the Southern Water
Resources and Pollution Control
Conference (Chapel Hill, N. C.)
35. Roads and Streets (Chicago)
36. Schweizerische Bauzeitung. Wochenschrift
Fuer Architektur , Ingenierwesen ,
Maschinentechnik (Zurich)
37. Science. American Association for the
Advancement of Science (Washington)
38. Surveyor - Local Government Technology
(London)
39. Surveyor and Municipal Engineer (London)
40. Technology Review (Cambridge , Mass.)
41. Teknisk Tidskrift (Stockholm)
42. Tunnels and Tunnelling (London)
43. Umschau In Wissenschaft Und Technik
(Frankfurt Am Main)
44. Water Resources Bulletin (Urbana, 111.)
96
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45. WOCOA
46. WPCOA
47. WPOCA
48. WREEA
49. WSIWA
50. WSLBA
51. WSWOA
52. WSWSA
53. WSWTA
54. WUBOA
55. WWAEA
56. 24ZAA
45. World Construction (Chidago/New York/
Easton , Pa.)
46. Water and Pollution Control (Toronto)
47. Water Pollution Control (London)
48. Water Resources Research (Washington)
49. Water & Sewage Works Including Industrial
Wastes (Chicago)
50. Wasser,, Luft Und Betrieb (Wiesbaden,
Germany)
51. Water and Sewage Works (Chicago/New York)
52. Wasserwirtschaft-wassertechnik (Berlin)
53. Wasserwirtschaft (Stuttgart)
54. Wasser Und Boden (Hamburg—blankenese ,
Germany)
55. Water and Wastes Engineering (New York)
56. Doboku Gakki, Eisei Kogaku linkai ,
Eisei Kogaku Kenkyu Toronkai Koen
Ronbun-shu (Proceedings of the Conference
on Sanitary Engineering Research, 7th,
Japan, January 30-31, 1971)
97
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1
V
5
Accession Number
V
2
Subject Field & Group
SELECTED WATER RESOURCES ABSTRACTS
INPUT TRANSACTION FORM
Organization
Franklin Institute Research Laboratories. 20th Street & The Parkwav
Philadelphia, Pennsylvania 19103
Title
SELECTED URBAN STORM WATER RUNOFF ABSTRACTS: July 1971 - June 1972
1 Q Author(s)
Dorothy A. Sandoski
16
21
Project Designation
EPA/ORM Program No.
11020 HMM
Note
22
Citation
Environmental Protection Agency report
number EPA-R2-72-127, December 1972.
23
Descriptors (Starred First)
*0verflow, *Rainfall-Runoff Relationships, *Sewers, *Storm Runoff, Combined
Sewers, Drainage Systems, Sewage Treatment, Sewerage, Storm Drains, Storm
Water, Urban Hydrology, Waste Water Treatment, Water Pollution Sources
25
Identifiers (Starred First)
27
A bs tract
The July 1971 - June 1972 supplement to SELECTED URBAN STORM WATER RUNOFF ABSTRACTS
is a compilation of abstracts summarizing articles from a variety of technical
literature and conferences, both domestic and foreign, 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. This work was submitted in fulfillment of Contract 68-01-0161 (EPA
Project No. 11020 HMM) between the Environmental Protection Agency, Office of
Research and Monitoring and The Franklin Institute Research Laboratories.
Abstractor .
Dorothy A. Sandoski
Institution
The Franklin Institute Research Laboratories
WR:102 (REV. JULY 1969)
WRSI C
SEND, WITH COPY OF DOCUMENT. TO: WATER RESOURCES SCIENTIFIC INFORMATION CENTER
U.S. DEPARTMENT OF THE INTERIOR
WASHINGTON, D. C. 20240
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