Urban Stormwater Runoff : Selected Background Information and Techniques for Problem Assessment, with a Baltimore, Maryland, Case Study


    Selected Urban
   Stormwater Runofff
      Abstracts
          U.S. DEPARTMENT OF THE INTERIOR
FEDERAL WATER POLLUTION CONTROL ADMINISTRATION

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          Selected Urban Storm Water
              Runoff Abstracts
A  Compilation  of  Selected Abstracts on Storm
Water Discharges and Combined Sewer Overflows
  FEDERAL WATER POLLUTION CONTROL
            ADMINISTRATION
   U. S. DEPARTMENT OF THE INTERIOR

                   by

  The Franklin Institute Research Laboratories
         Science Information Services

           Contract No. 14-12-467
               January 1969

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FOREWORD
SELECTED URBAN STORMWATER RUNOFF ABSTRACTS is a compilation of ab-
stracts summarizing articles from a variety of technical publications,
covering the subjects of urban runoff, storniwater discharge, storm sew-
ers, and combined sewers — together constituting “the problem of urban
drainage”. Articles on more general subjects, such as “sewerage” or
“sanitary engineering”, and topics not closely related to stormwater,
such as “agricultural runoff”, have been excluded.
The present work represents an effort to index, expand and update
the annotated bibliograph, STORM WATER RUNOFF FROM URBAN AREAS , issued
in April 1966 by the Cincinnati Water Research Laboratory of the Federal
Water Pollution Control Administration. Among the 573 abstracts pre-
sented are 386 not previously included, which summarize articles dated
both earlier and later than 1966, so that the present compilation repre-
sents as complete as possible a bibliographic record of stormwater arti-
cles, up to — and to some extent including — 1968. The 187 abstracts
from the 1966 edition were indexed, but not otherwise edited or re—evalu-
ated. For convenience, the abstracts are classed in eleven sub—topic
categories, and arranged alphabetically by author within each category.
Since most of the papers fit into more than one category, the cumulative
subject index at the end of the volume provides the necessary access to
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individual concepts by referring to each pertinent abstract number. Each
item includes a bibliographic citation, an abstract, and a set of index-
ing descriptors (subject ternis listed in the Water Resources Thesaurus ,
November 1966 edition) and identifiers (newly suggested subject terms).
The most important index terms are marked by an asterisk. The format of
abstract presentation follows the one used by the Department of Interi-
or’s Water Resources Scientific Information Center for its periodical,
Selected Water Resources Abstracts .
Copies of the articles abstracted in most cases can be obtained from
research libraries covering water pollution or public health engineering
literature. Some are not generally available and may be inspected at the
offices of the Storm and Combined Sewer Pollution Control Branch, Divi-
sion of Applied Science and Technology, Federal Water Pollution Control
Administration, Department of the Interior, Washington, D. C., 20242.
None of the articles are available for distribution by FWPCA.
Suggestions concerning the improvement of content and format, or
expansion of subject coverage in future supplements to this compilation,
will be gratefully received.
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CONTENTS
Page
Foreword
Subject Fields and Groups
I. Instruments and Construction Equipment 1
II. Overflows and Regulation Devices 20
III. Sewer Hydraulics 46
IV. Sewer Systems — Combined 54
V. Sewer Systems — Sanitary 86
VI. Sewer Systems — Stormwater 102
VII. Stormwater — Quantity, Quality and Pollution 138
VIII. Surveys, Policies, and Legislation 196
IX. TreatmentMethocjs 207
X. UrbanHydrology 236
XI. Rainfall — Runoff Relationships 260
Subject Index 297
Author Index 311

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Section I
INSTRUMENTATION AND CONSTRUCTION EQUIPMENT

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001
A HORN FORETELLS SEWER OVERFLOWS.
Amer City, p 58, May 1967.
Descriptors: *I tru flentation, *Overf low, *Sewers.
An electronic device in use at five lift stations in Mc Pherson, Ken.
which warns if sewage levels rise too high is described. When sewage
rises too high it contacts an electrode, a light flashes and a horn
blows in police headquarters. Device saves about 100 man-hours of
work/month. A sketch and wiring diagram are given.
002
FLUID FLOW MEASUREMENT.
Calif Res Corp.
Brit Patent 862,891.
Descriptors: *Flow measurement, *Pipes, *Tracers, Velocity.
A method is claimed for determining rates of fluid flow and comparing
relative rates of flow under different conditions in pipes, canals, or
rivers, by introducing a known quantity of radioactive material and
monitoring the stream to obtain a time—integral value of the effect of
the radioactivity during its passage or transit past a given point (by
integrating the response of a radioactivity detector such as a Geiger
counter). The method is based on the discovery that the integral or
total number of ganm a or other suitable radioactive rays detected is
inversely proportional to the velocity of flow, but is independent of
the way In which the radioactivity is spread out along a segment of
the fluid stream as the result of flow conditions.
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003
PROGRESS REPORT OF THE STORM DRAINAGE RESEARCH PROJECT.
Johns Hopkins U, Dep Sanit Eng and Water Resources, Baltimore, Nd.
Report No. 10: July 1, 1961 to June 30, 1962, Baltimore, June 1962.
187 pp, graphs, figures.
DescriPtOrS *Instrumentation, *Storm runoff, Rain gages, *F1cM measure-
ment, *Weirs.
Identifiers *StOrm sewers, Surface permeability.
The results of the project’s effort to develop reliable rainfall and
storinwater runoff measuring instruments are presented. A depth type
pressure sensing device for measuring the flow at a single point in a
storm sewer, and a sharp—crested sensing weir for measuring the runoff
entering a storliwater inlet, have been developed. It is felt that
these instruments can be employed by other agencies with very few
changes. The observation of widely differing amounts of runoff from
storms of the same frequency, with changes in soil permeability as a
factor, is one of the other problem areas mentioned.
004
AUTOMATIC CONTROL VALVES.
FoxborO Co., Foxboro, Mass.
H. H. Babcock.
Water Wastes Eng, Vol 5, No 1, pp 43—5, Jan 1968.
Descriptors: *AUtomatiC control, *FloW control, *Instrumentation,
Sewage treatment, Hydraulics.
IdentifierS *Calculatjons.
Many specialized valves are now incorporated in the automatic control
of sanitary systems and successful application of a control valve to
a process requires complete understanding of the hydraulics of the
system under design. Design techniques for control problems involve
flow of reagents (pH control) pipline losses, inlet losses, outlet
losses, and fitting losses. In every case a valve can be considered
a control of simple flow between two reservoirs. A valve may also be
considered a variable orifice. Derivations of sizing equations f or
(1) liquids, (3) gases and (3) steam and other vapors are given. A
table presents typical valve coefficients for valve types such as
butterfly, needle, and wide range V port. Some typical valve sizing
problems are presented and solved by application of the equations
derived.
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005
TV SEWER INSPECTION.
Robert H. Brindley.
Amer City, Vol 79, pp 87—89, Jan 1964.
(through Public Health Eng Abstr, Vol 43, p 310, 1963).
Descriptors: *Equjpment, Sewers.
Identifiers: *Sewer inspection.
The television sewer inspection equipment of the Hartford, Conn., Metro-
politan District is described in the article. Inspections have proven
effective in locating house laterals, finding sewer obstructions, and
determining condition of sewers. A crew consists of television opera-
tor, forward winch man, and cable guide man. The camera can best be
pulled through the sewer by a hand winch that has reduction gears with
a pulley and brace mounted in the manhole. A direct—wire intercom with
a talk—back speaker provides communication and permits the winch man to
keep both hands free. Sewers needing cleaning or flowing over one—
third full are not conducive to TV inspection. Difficulties in the use
of the equipment have been resolved: camera skids have been modified to
prevent fouling of lines; a more powerful camera light has been in-
stalled for use in small sewers; work ha been rescheduled when radio
frequency interference occurred; and fog has been moved through the
sewers by a portable blower forcing air into the manhole.
006
LARGEST SEWER PHOTO INSPECTION.
C. E. Cannon.
Amer City, Vol 80, No 1, pp 98—9, Jan 1965,
(through Eng Index, p 2238, 1965).
Descriptors: *Sewers, *Equlprnent.
Identifiers: *Sewer in8pection, *Storm sewers.
Extensive underground photographic survey, carried out at Anchorage,
Alaska, to assess damages, caused by earthquake, covered 600,000 ft of
8— to 2 1—in. sanitary and storm severs. Inspectoljne camera equipment
and Wayne 3—D Pipeline Survey cameras were employed by two inspection
groups. Methods followed to determine condition of pipe lines are de-
scribed.
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007
MAGNITUDE LAND FREQUENCY OF FLOODS IN SUBURB AREAS.
R. W. Carter.
U S Geol Surv Prof Pap 424—B, B.9—B. 11 ’ 1961.
Descriptors: *Draiflage systems, * ydrOgraphs, Land use, *Infiltration,
Peak discharge, *Floods.
Identifiers *Suburban drainage, washingtOn, D.C., *Surf ace permeabili-
ty.
Suburban develoPment changes two of the basic elements that determine
the magnitude and timing of the volume and peak of the flood hydro—
graph, namely the average infiltration rate (which is decreased because
roofs and streets are impervious), and the lag time between rainfall
excess and the floor hydrograph (which is decreased because of storm
sewers and Improvements to the principal Stream channels). The net
effect of these changes has been evaluated in the vicinity of Washing-
ton, D.C. After analyzing the data statistically, it is concluded
that for drainage basins larger than 4 square miles in the Washington
area the maximUm effect of complete suburban development on flood
peaks of any recurrent interval is expressed by the ratio flood dis-
charge (suburban) flood discharge (undeveloped)l.8.
008
)NIT0RING STORWWATER OVERFLOWS.
A. D. Caster.
Water Pollut Contr Fed J, Vol 37, pp 1275—1280, 1965.
(through Water Pollut Abstr, Vol 39, No 3, p 94, March 1966).
Descriptors: *OVerf lOW, *Water pollution control, Instrumentation..
Identifier s *Interceptor sewers, Cincinnati, Ohio.
A description is given of the system installed at Cincinnati, Ohio, to
detect when overflows occur from the sewers as a result of clogging of
the interceptors with solid materials during normal dry—weather flow.
A signalling device is fitted at each interceptor and the signal is
transmitted to the telephone exchange. It is hoped by this means to,
reduce pollution of the various creeks within the metropolitan area..
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009
NEW INS TRUNENT CAN MEASURE SEWAGE P1.0W.
A. E. Cruchley.
Munic Eng, Vol 136, pp 814—815, 1959.
Descriptors: *Flow measurement, Surface drainage, *Sewers,
An illustrated description is given of a new instrument, developed by
the Road Research Laboratory during investigations on surface water
drainage, for recording flow in sewers. The device records variations
with time in the rate of sewage flow and the periods of time during
which the flow is in excess of certain values selected for particular
study. The instrument is composed of a movement recorder and a time
totalizer, the latter consisting of a time base and multiple—contact
switch—unit within the movement—recorder and a separate box containing
a rectifier and a battery of counters.
010
RESULTS OF RADAR MEASUREMENTS OF LIQUID PRECIPITATION.
A. M. Dimaksyan, and N. V. Zotimov.
Amer Geophys Union, Soviet Hydrol — Selec Pap, No 6, pp 530—7, 1965.
(through Eng Index, p 2279, 1967).
Descriptors: *Rajnf all Intensity.
Identifiers: *Radar measurement.
Correlations exist between strength of radio echo signals and rate of
precipitation. Confirmation is given that differential calibration of
radar installation makes it possible to measure Intensity of rainfall
irrespective of its nature during season or in different years, and
that method may be applied to any type of radar station. Curve of sen-
sitivity of radar installation in relation to characteristics of rain-
fall is given.
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011
TEMPORARY FLOW MEASUREMENT IN SEWERS AND DRAINS.
M. H. Diskin.
ASCE Proc, J ilydraul Dlv, Vol 89, No HY4, Part 1, July 1963.
Descriptors: *F1oW measurement, *Sewers, *Discharge measurement,
Instrumentation.
Temporary flow measurement in circular channels, such as sewers and
drains, as well as In sewers of other cross sections, can be carried
out by introducing into the flow a pier—shaped element with a bottom
rounded to fit the circular Invert of the channel. The reduction in
the area of flow causes a critical section to develop in the throat
so formed, which gives a functional relationship between the dis-
charge and the critical depth at the throat and also between the dis-
charge and the depth at an upstream section adopted as a measuring
section. The device is, in effect, a critical depth flume, or a
Venturi flume, with an Irregularly shaped throat composed of 2 open-
ings on either side of the element introduced. Applying the theory
of critical depth flumes, equations are derived relating the dis-
charge to depth at the measuring section; the equations are solved
numerically, making use of standard tables of properties of parts of
a circle. The results of experiments performed on the proposed mea-
suring device indicate fairly close agreement between the measured
and the calculated rates of flow, most values of the coefficient of
discharge falling in the range of 0.90 to 1.00. The experiments in-
cluded tests on 4 measuring devices, 2 in each of 2 circular channels
10 in. and 16 in. diameter.
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012
A FIELD METHOD OF MEASURING AND RECORDING FLOW IN SEWERS.
Warren Ellis, and C. Thorne Johnston.
Public Works, Vol 94, June 1963.
Descriptors: *Sewers, *Flow measurement, Manholes, *Velocity, Roughness
(hydraulic), *Iflstrumentatjofl
A method of measuring and recording flow in sewers is given as follows.
Determine the size, length, and slope of a sewer between 2 manholes.
For known depths of flow in this sewer determine velocities between the
upper and lower manholes by using dye test and stop watch. From the
velocity data determine roughness coefficient “n ” through the Manning
formula. Prepare a depth—discharge curve for the particular stretch of
sewer. Using a stage recorder, continuously record the depth of flow
in the sewer for desired period, and convert the depth data to flow
rate. A portable, spring—wound stage recorder is used. A special ring
to hold a bubbler tube with the tube opening at the sewer invert is
mounted inside the sewer. Nitrogen gas from a bottle is bubbled through
the tube, and the gas pressure required to discharge the gas beneath the
liquid is recorded as depth of flow on the recorder chart. The special
equipment used is described and illustrated. Costs of equipment are
listed.
013
SEWAGE SAMPLING.
L. B. Escrltt.
Water Wastes Treat J, Vol 8, No 10, Nov—Dec 1961.
Descriptors: *Sanipling, Instrumentation, *Sewage treatment.
Discussion on the value of sewage sampling points out the care that
should be taken whether samples are collected by hand or machine and
describes methods used in hand sampling, automatic sampling, and im-
portance of weighted samples. A simple weighted automatic sampler
of the type used by the London County Council at outfall works is
described in detail. This sampler has no moving parts except a pump
and collects 43 samples per day totaling 4 gallons at high flows and
12 samples per day, about 1 gallon of sample, during low flows in
proportion to the flow.
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014
METHODS AND EQUIPMENT FOR THE MEASUREI” ENT OF SEWAGE FLOW.
H. Pathmann.
Wasser Luft Betrieb, Vol 10, pp 668—673, 1966.
(through Water Pollut Abstr, Vol 40, No 7, p 314, July 1967).
Descriptors: *Flow measurement, *Weirs, Instrumentation, *Sewers.
Identifiers: *CalculatiOfls.
Quantitative measurements within a definite given time are often re-
quired for experimental purposes and operational research. For this
purpose tank measurements are employed, using floats and measuring
weirs. Stationary calculations on volume of sewage are carried out
by measurements in pressure pipe lines according to the Venturi
principle or as inductive measurements for the rate of
015
REPORT OF U S WEATHER BUREAU STUDIES IN RADAR HYDROLOGY.
A. F. Flanders.
mt Geod Geophys Union — Sect Sci Hydrol Publ No 65, pp 360—71, 1964.
(through Eng Index, p 2044, 1965).
Descriptors: *Rain gages, Instrumentation.
Identifiers: *Radar measurement.
Progress made by U S Weather Bureau on measurement of precipitation
by WSR—57 radar is presented. Various operational attempts, techni-
ques and applications made in field of radar—hydrology show successes
and limitations encountered as well as progress made with Radar Pre-
cipitation Integrator. Plans for utilization of radar as continuous
recording rain gage as step toward automation in radar—hydrOlOgrCO
puter area are discussed.
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016
FLOW MEASUREMENT TECHNIQUES.
C. D. Healy, Jr.
Instrum Contr Syst, Vol 38, No. 3, pp 111—15, March 1965.
(through Eng Index, p 800, 1965).
Descriptors: *Flow measurement, *Flowmeters, Instrumentation, *Sewerg.
Review of flow measurement techniques commonly used for water and sew-
age, volumetric meters, timed volume flow, variable headmeters, pilot
tube, orifices, venturi, nozzles and open channel techniques is pre-
sented.
017
ADJUSTMENT OF RADAR ESTIMATES OF STORM MEAN RAINFALL WITH RAIN GAGE
DATA.
F. A. Huff.
J Appi Meteorol, Vol 6, No 1, pp 52—6, 1967.
(through Eng Index, p 2276, 1967).
Descriptors: *p,ain gages, *Rainf all intensity, Storms.
Identifiers: *Radar measurement.
An evaluation of feasibility of using surface rain gage data to modify
radar—rainfall equation for specific storm conditions Is presented.
Data used were for 19 storms. Study was restricted to warm—season, un-
stable precipitation and to use of 10—cm radar. Normal climatic net-
work was found inadequate for modification, for area and conditions
studied, if relatively accurate estimate Is needed. However, corre-
spondence of radar and rain gage patterns was much better with 10—cm
radar than it had been with 3—cm radar.
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018
A FIELD METHOD OF MEASURING AND RECORDING FLOW IN SEWERS.
C. Thorne Johnston, and Warren Ellis.
Public Works, Vol 94, No 6, p 124, 1963.
Descriptors: *F].OW measurement, *Sewers, Instrumentation, *Flowmeters.
Article describes the use of a snap—ring tube jacked into a sewer pipe
in which a bubbler—tube using nitrogen gas transfers flow depth to a
recorder. This method requires that a depth—discharge curve be com-
puted for a reach of sewer. Advantage is in cost and elimination of
problems of location and operation of devices such as flumes.
019
BUILT TO BE SEEN.
Wilsey & Ham, Architectural, Engng, and Planning Consultants,
San MateO, Calif.
Daniel W. ICier.
Amer City, pp 96—97, May 1967.
Descriptors: *pumpiflg, *storm runoff.
A pump station in Foster City, Calif. is described. The station
serves a commtlnitY with an expected population of 35,000 in 1977,
and with an er9ge elevation of 4.5 ft. above sea level. The sta-
tion has a system of levees, collecting lagoons and waterways for
storm drainage. The pumps circulate 400,000,000 gals. of water
each week to keep lagoons and waterways clean and clear. Pumping
equipment and station layout are described.
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020
FLUSHING OF SEWER NETWORKS: AUTOMATIC DISCHARGE DEVICE.
A. Lencastre.
Mem Minist Obr Publ, Lisbon, No 109, 1957.
Descriptors: *Automatjc control, In8trunlentatjon.
Identifiers: *Sewer flushing.
Investigations were carried out on 3 automatic discharge systems for
use in flushing sewers, to determine the effectiveness of automatic
operation even at very small rates of flow.
021
TV GOES UNDERGROUND AT FORT LAUDERDALE.
C. S. McKinney, R. W. Campbell, F. C. Funnell, et al.
Water Pollut Contr Fed J, Vol 38, No 2, pp 179—85, Feb 1966.
(through Eng Index, p 2739, 1966).
Descriptors: *Equipment, Sewers.
Identifiers: *Leak detection.
Small TV camera was used for viewing inside of pipe lines and locating
failures of PVC jointed terra—cotta pipe to obtain data necessary to
repair constantly developing leaks. Equipment included aluminum pan-
eled van—type truck outfitted with portable generator for power, inter-
com system and radio for communications, cupboards and cabinets for
storage, and air conditioning unit to keep truck and equipment cool for
efficient operation. Camera, 6 3/4 in. in diam. had as its light source
six miniature floodlights mounted around lens.
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022
SOUTH SASKATCHEWAN RIVER PROJECT.
I. B. Mackintosh.
Water Power, Vol 15, No 9, pp 361—8, Sept 1963, pp 403—8, Oct 1963.
(through Eng Index, p 1733, 1964).
Descriptors: *Tunnel construction.
Identifiers: *“Mole” tunneling, Canada.
Project between Government of Canada and Province of Saskatchewan is
featured that is aimed to irrigate 500,000 acres in area affected by
droughts, develop hydroelectric power, provide urban water supply,
give flood control and provide recreational facilities. Earthmoving
operations on 8000 ft long 64 million cu yd dam are described in con-
junction with embankment construction and construction of power in-
take shafts. Use of “Mole” tunnel boring machine for tunneling
through shale.
023
STORM SEWER TUNNEL “THREADS NEEDLE” BETWEEN HIGHWAY BENTS.
W. D. Murphy.
Public Works, Vol 95, No 8, pp 95—6, Aug 1964.
(through Eng Index, p 2238, 1965).
Descriptors: *Tunnel construction, *Drainage, *Storm runoff, Highways.
Identifiers: *Storm sewers, Houston, Texas.
Techniques described were used in project for Texas Highway Dept.
11 1/2-ft boring machine was pushed 6500 ft passing between 75 sets
of proposed freeway columns with tolerance of 18 in. on either side.
Tunnel was bored under downtown Houston on sewer project which re-
quired 6947—ft long, 8 1/2—ft ID monolithic concrete storm sewer to
carry drainage water from depressed section of Highway 59 near cen-
ter of city.
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024
COUNTY RAIN-GAGE NETWORK USEFUL IN DESIGN.
A. R. Pagan, and R. Rothenberg.
Civ Eng, Vol 35, No 4, pp 68—9, April 1965.
(through Eng Index, p 2044, 1965).
Descriptors: *Raln gages, Design, *Drajnage systems.
Bergen County, NJ, supplements two recording rain gages with 13 non—
recording gages read and reported by unpaid volunteers. Small plas-
tic gages are used. Information gained serves to supplement data
from U S Weather Bureau for design of drainage structures. Readings
in one case proved unusual rainfall in small area and indicated no
need for additional facilities.
025
DOUBLE-BARRELED CLAY—PIPE SEWER.
Lyall A. Pardee.
Amer City, pp 82—83, Dec. 1966.
Descriptors: *Sewers, *Constructjon, *Velocity, *Corrosjon, Design.
Identifiers: Los Angeles, Calif.
A sewer line consisting of two 42 in. clay pipelines running parallel
in a conunon trench reinforced with concrete bedding cradles was de-
signed to solve a corrosion problem in the Los Angeles area. It re-
placed 7,838 ft. of a reinforced concrete pipe sewer lined with clay
plates that was subject to acid attack. The section replaced was
part of a gravity line following a steep grade. A combination of
the high—velocity flow and H 2 S0 4 concentration caused corrosion of
the concrete at a rapid rate. Design and construction of the new
clay pipeline are briefly discussed.
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026
FLOW MEASUREMENT.
V. C. Parker.
La State Univ — Eng Res Sta — Bull 89, pp 116—27, 1967.
(through Eng Index, p 88, Feb 1968).
Descriptors: *Flow measurement, *Flo tieters, Weirs.
Measurement of water and waste—water flow with rate—of—flow meters and
quantity meters is described. Design and application of rate—of—flow
meters discussed includes variable—head, variable area—constant head,
electromagnetic, and sonic velocity meters. Rough field measurements;
features of rectangular, V—notch, trapezoidal, parabolic notch, and
broad—crested weirs are reviewed.
027
THE SYSTEMATIC ERROR IN RAINFALL MEASUREMENT.
J. C. Rodda.
Inst Water Eng J, Vol 21, No 2, pp 173—177, March 1967.
Descriptors: *Rain gages, *Standards, Rain.
Various methods for overcoming the effect of wind on the amount of raj
collected by a rain gage are discussed. It has been found that a rain
gage at ground level gives the measurement approaching closest to the
real rainfall, but this is still not the real solution to the problem.
No absolute standard for rainfall measurement is yet available, as
there is for stream flow, and it appears to the author that only a
small amount of progress is possible without one. In the past a siinp]
rule has been adopted —— that the gage giving the largest catch is the
best. The author feels that thi8 cannot be sufficient justification
for a gage in the future; neither can the use of a particular gage fo
100 years be used as an adequate reason for continuing to use it.
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028
RADAR ESTIMATION OF RAINFALL.
A. P. Ryan.
J Hydrol, New Zeal, Vol 5, No 2, pp 100—110, 1966.
(through Eng Index, p 2279, 1967).
Descriptors: *Instrumentatjon, *Rainf all intensity.
Identifiers: *Radar measurement, Calculations.
By calibration of equipment, power back—scattered to radar by precipi-
tation can be measured. Power back—scattered depends on reflectivity
of precipitation, which in turn depends on form of drop—size distribu-
tion. Rainfall rate is also function of drop size distribution, and
empirical relationship exists between reflectivity and rainfall rate.
Using this relation, measurements of received power permit estimate of
rainfall rate. Trials conducted overseas suggested that accuracy of
factor of two can be achieved with suitable equipment on all occasions.
029
GAGE FOR CONTINUOUSLY MEASURING RATE OF RAINFALL.
R. A. Semplak.
Rev Sd Instrum, Vol 37, No 11, pp 1554—8, Nov 1966.
(through Eng Index, pp 2278—9, 1967).
Descriptors: *Raln gages, Instrumentation.
Identifiers: *Calculatjons
In gage, water flows through channel type capacitor which is coupled to
oscillator, thus frequency of output voltage changes with rain rate.
Calibration curve can be expressed mathematically as sum of two exponen—
tials. 100 gages were fabricated and calibrated, and statistics of
these calibrations are presented. Based upon measured data, capacitance
rain gages are found suitable for situations where continuous rainfall
rate data are desired. Output of gage is in form readily adapted for
computer reduction.
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030
AUSTRALIA DEVELOPS NEW SCIENTIFIC EQUIPMENT TO ASSESS WATER RESOURCES.
I. Stuart.
Water Water Eng, Vol 70, No 850, pp 515-17, Dec 1966.
(through Eng Index, p 2278, 1967).
Descriptors: *Rajn gages, Instrumentation.
Identifiers: Australia.
Tilting bucket rain gage was developed and manufactured by Rimco, Mel—
bourne. Bucket, housed in standard 8 in. gage, tilts every time 0.01
in. of rain falls on it and tilting sends out electrical impulse which
may operate counter located at gage or may be recorded on charts or
tape either at gage or at distance. In this gage bucket is gold—
plated to reduce surface tensions and to help water run more easily.
031
TV INSPECTION OF SEWERS IMPROVES REPAIR PROGRAM.
H. T. Thornquist.
Public Works, p 73, Feb 1966.
Descriptors: *Sewers, *Equipment.
Identifiers: *Sewer inspection.
A miniature TV camera (used to inspect sewers 15 ins, and smaller in
diameter in Seattle, Wash.) is described in detail. Procedure for
inspection is also described. An average day’s inspection covers
1,200 ft. of sewer at an average cost of 19 cents/ft. The TV inspec-
tion has made it possible to extend the program of schedules repairs.
A savings of approximately 1/3 is estimated when repairs can be sched-
uled on a routine basis.
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032
RAINFALL RECORDERS-COMPARISON OF DIFFERENT TYPES.
H. W. Underhill.
mt Ass Sci Hydrol — Bull, Vol 11, No 3, pp 50—5, Sept. 1966.
(through Eng Index, p 2279, 1967).
Descriptors: *Rajn gages, Instrumentation, Siphons.
A comparison was made of available recording rain gages. Practical ex-
perience with certain of these instruments showed that points of design
which are of particular interest are clock mechanisms, siphoning time
and frequency, tipping time and frequency, internal constrictions,
dribbling siphon and verticality of pen travel.
033
ELBOW METER MEASURES FLOW.
P. A. Vesilind, and F. E. MeJunkin.
Public Works, Vol 98, No. 12, pp 80—81, Dec 1967.
(through Eng Index, p 76, July 1968).
Descriptors: *Flow measurement, *Flowmeters, *Sewer hydraulics.
Elbow meter used for measuring flow rate of water in piping systems is
described. Any elbow in system may be used and it is not necessary to
disassemble piping to install meter. Elbow may be in any position—
horizontal or vertical. Pipe must be flowing full, however, during
calibration and operation.
17

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034
AUTOMATIC 14)BILE SAMPLING AND GAGING UNIT.
R. B. Weidner, S. R. Weibel, and C. G. Robeck.
Public Works, Vol 99, No 1, pp 78—80, Jan 1968.
(through Eng Index, p 235, Lug. 1968).
Descriptors: *Stornj runoff, *Sampling, *Ii strumentatiofl, Automatic
control.
Identifiers: *Urban drainage, *Urban hydrology.
Unit for sampling storm-water runoff from various environments on time—
proportioned or flow—proportioned basis was developed by Cincinnati,
Ohio, Water Research Laboratory to facilitate urban storm-water runoff
studies. Operation of sampler is dependent on sufficient amount of
rainfall to start electrical and cooling systems, and predetermined
amount of runoff to activate sampling section.
035
SEWER DEPTH OF FLOW DETERMINATION.
Robert C. Wilging.
Water Sewage Works, Vol 109, 103, March 1962.
Descriptors: *Sewers, Pumping, Manholes, *Flow measurement, S torin
runoff.
Identifiers: Storm sewers, *Capacjty.
A procedure to determine the present sewer capacity available to receive
pumped sewage from adjacent areas is described. Sticks, one by one in.,
grooved on one side and provided with glass vials were placed in Se—
lected sewer manholes. tq)propriate numbers of vials, regularly checked,
provided information of the maxiaiin flow occurring in the period between
readings. Information on the influence of rainfall on the flow of sew-
ers in certain areas not served by storm sewers was collected. The in-
formation obtained helped to place pumped sewage in areas where sewers
were not overloaded even after heavy rainy conditions.
18

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036
PRELIMINARY GUIDANCE FOR THE CALCULATION AND DESIGN OF STORM—SEWAGE
OVERFLOWS IN COMBINED SEWAGE SYSTEMS.
Abwassertechnische VereInigung, 1962. 26p.
(through Water Pollut Abstr, Vol 40, No 2, p 66, Feb 1967).
Descriptors: *Overf low, Rainfall—runoff relationships, *Design.
Identifiers: Storm sewers, *Combined sewers.
Based on existing information on rainfall and run—off in sewerage sys—
tems, preliminary measures are suggested for the calculation and design
of storm—sewage overflows by determining the critical intensity of
rainfall at which an overflow first occurs which is illustrated by no—
inogranis. This method of calculation is not as straightforward as the
existing dilution process but it has the advantage that predictions can
be made on both the frequency of operation and the duration of the
overflow. It is these criteria which determine the state of pollution
in the receiving water and permit a uniform and even treatment of the
storm—sewage overflow in a cross section of the channel. This confirms
the usefulness of this method, since heavy rainfall in sewerage systems
can be retained, thus reducing the polluting load on the receiving
water.
037
KENT SEWERAGE WORKS FOR 9000 PEOPLE.
Munic Eng, Vol 142, p 1803, 1965.
(through Water Pollut Abstr, Vol 39, No 12, p 410, Dec 1966).
Descriptors: Overflow, Storm runoff.
Identifiers: *Storage tanks.
A description is given of improvements planned by Eastry R.D.C., Kent,
to the sewage system for St. Nicholas—at—Wade, Monkton and Ninster.
The existing treatment plant at Minster, which provides complete treat-
ment by biological filtration, is to be enlarged to deal with a dry—
weather flow of about 300,000 gal per day. Storm—water tanks will re-
ceive flows of from three to six times the dry—weather flow.
19

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Section II
OVERFLOWS AND REGULATION DEVICES

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038
SKIPTON—SILSDEN SEWERAGE FINISHED AHEAD OF SCHEDULE.
Munic Eng, Vol 140, p 1344, 1963.
(through Water Pollut Abstr, Vol 38, No 8, pp 271—2, Aug. 1965).
Descriptors: *Storm runoff, *Overf low, Sedimentation, Weirs.
Identifiers: Storage tanks.
In a recently completed joint sewerage scheme for Skipton rural district
and Silsden urban district, Yorks., all the sewage from the area will be
conveyed to the Keighley disposal works by an extension of the Keighley
sewers up the Aire valley. Six small sewage works will be abandoned,
but at Silsden and Stelton storm water will overflow to sedimentation
tanks at the old works before discharge to the river Aire. There are
also five overflow weirs on existing sewers with direct discharges to
the nearest watercourse. A pumping station on the site of the Kildwick
works will pump sewage from Farnhill and Kildwick across the river Aire
by a rising main to join the main sewer.
039
NEWTHORPE, NOTTS., SEWAGE DISPOSAL WORKS.
Surv Munic City Eng, Vol 130, No3923, pp 18—19, 55, 1967.
(through Water Pollut Abstr, Vol 41, No 7, p 318, July 1968).
Descriptors: Storm runoff, Overflow.
Identifiers: *Storage tanks.
A description, with a flow diagram of treatment facilities and a map o
the sewerage area involved, is given of new works to be constructed
jointly by Basford R.D.C. and Eastwood U.D.C., Notts. A new sewage
works at Newthorpe, designed to treat a flow of 18 m.g.d. by biologicaj
filtration with recirculation of effluent, will replace 7 existing
works; flows in excess of 18 m.g.d. will pass to 3 storm—water tanks.
Primary sludge will be treated by Paxman sludge concentrator units, ancj
humus sludge will be returned to the main inlet.
20

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040
RELIEVING OVERLOAD ON TAMWORTH SEWAGE WORKS.
Surv Munic City Eng, Vol 129, No 3905, p 59, 1967.
(through Water Pollut Abstr, Vol 41, No 4, p 172, April 1968).
Descriptors: *Overf low, Storm runoff, Irrigation, Sewage lagoons.
At Tamworth, Staffs., as an interim measure until new works are con-
structed, effluents from the filters and sedimentation tanks, as well
as storm—sewage overflows, are collected in a 150,000—gal lagoon and
distributed on to 44 acres of grassland by spray irrigation. The
irrigated area is divided into 3 plots, and an 8—week resting period
is allowed for each plot.
041
PVC SEA OUTFALL IN HUNSTANTON SEWAGE SCHEME.
Surv Munie City Eng, Vol 128, No 3876, pp 22—24, 1966.
(through Water Pollut Abstr, Vol 40, No 9, p 404, Sept 1967).
Descriptors: Outlets, Storm runoff, * erf low, *pumping, Automatic con-
trol, Plastic pipes.
An illustrated description, with a plan of the outfall pumping station,
is given of the installation at Hunstanton, Norfolk, of a 10—in, diame-
ter polyvinyichioride submarine outfall 0.5 mile long, consisting of 20
ft. lengths of pipe with acetone cement joints. Subsidiary pumps con--
vey crude sewage to the outfall pumping station; at low tide and normal
rates of flow the outfall conveys the sewage under gravity, but at high
tide or for high rates of flow the pipeline becomes surcharged and the
outfall pumps operate automatically when an overflow sump fills. Pro-
vision is made at the pumping station for comminution, the disintegra-
tor being controlled automatically by a lunar clock to operate when the
tide is ebbing. Flows in excess of 4.5 times the dry—weather flow are
discharged through a separate storm—sewage outfall, a cast—iron pipe
extending to the mid—tide mark.
21

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042
NEW SEWAGE WORKS COMMISSIONED AT LEICESTER.
Surv Munic City Eng, Vol 124, No 3773, pp 25—27, Sept. 26, 1964. 5 fig,
(through Public Health Eng Abstr, Vol 45, No 2—3, pp 70—1, Feb—Mar 1965)
Descriptors: *Oije f ot.q, *Storm runoff, Weirs, Pumping.
Identifiers: Storage tanks.
These works are designed for a dwf of over 20 million gal and are capa-.
ble of extension to treat 22 1/2 million gal. On reception, sewage
passes through screens and detritors, screenings being returned to flow
through disintegrators; washers clean the grit, which is then pumped tc
a tip at the edge of the works. A weir overflows storm water in excess
of 85 million gal/d direct to the River Soar; the residual flow is
lifted 12 ft by 6 centrifugal pumps to permit gravitation through the
works. Two of these pumps, each of which has a capacity of 7,500 gall
mm, are driven by variable—speed motors controlled by electrodes in
the pump well, which allows for changes in flow. Two 24—in, diesel-
driven pumps are used for pumping to the storm water tanks.
043
CHICAGO STUDIES PLAN FOR CONTROLLING COMBINED SEWER OVERFLOWS.
Water Sewage Works, Vol 113, pp 235—36, July 1966. 2 fig.
(through Public Health Eng .Abstr, Vol 47, No 1, p 30, Jan 1967).
Descriptors: *Overf low, Storm runoff, Treatment.
Identifiers: Storage tanks, Chicago, Ill., *Coniblned sewers.
A plan is outlined to temporarily a tore storm water from overloaded and
overflowing combined sewers in subterranean chambers and to later treat
the polluted water before its discharge into waterways.
22

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044
METHOD OF AND MEANS FOR DEALING WITh STORM-WATER OVERFLOWS IN SEWERS
AND LIKE DRAINAGE SYSTEMS.
Longwood Engineering Co, Ltd.
Brit Patent 1,023,311.
(through Water Pollut Abstr, Vol 41, No 3, p 114, March 1968).
Descriptors: *Storin runoff, *Overf low, *Sewers, *Drainage systems,
Outlets.
Identifiers: *Suspended solids.
The equipment claimed for dealing with storm—sewage overflows in sewer-
age and other drainage systems comprises a bay fitted with a trough or
channel which has walls of unequal height and a mouth covered with a
filter screen which can be cleaned by a rake or rakes rotating in the
direction of flow of water through the bay. Under normal conditions of
flow, water passes through the bay direct to the foul sewer, but under
storm conditions the increased flow causes a build—up of pressure in
the bay so that water and floating trash flows over the lower wall of
the trough and through the screen to the storm—sewage outlet; trash is
swept from the screen by the rake(s) over the higher wall into a trash
pit and then to the foul—sewer.
045
TECHNICAL CO ITTEE ON STORM OVERFLOWS AND THE DISPOSAL OF STORM SEWAGE.
Ministry of Housing and Local Government.
H M Stationery Office, London, 1963. 16 pp.
(through Water Pollut Abstr, Vol 39, No 1, p 15, Jan 1966).
Descriptors: *Storm runoff, *Overf low, *Discharge(water), Sewage
treatment, Design.
Identifiers: *Suspended solids, *Storage tanks.
In the interim report of the Technical Committee which was set up In May
1955 to study and report on storm overflows and the disposal of storm
sewage, present practice in the discharge of storm sewage is reviewed;
investigations are reported on storm water in 3 drainage areas, North-
ampton, Brighouse, and Bradford, on the use and operation of storm tanks
at sewage works in Tunbridge Wells and Stoke—on-Trent, and on the char-
acteristics of different types of storm overflow; and preliminary con-
clusions are drawn, particularly with regard to the volumetric setting
of storm overflows, the design of overflows to reduce pollution (by pro-
viding storage for the first flush of storm sewage and minimizing the
23

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amount of floating and heavy—solid polluting material in the overflowing
sewage), and the treatment of storm sewage at the sewage works. It is
recommended that each sewerage authority should review existing arrange.
ments for the disposal of storm sewage, and the information required i
making this assessment is listed.
046
THEORETICAL CONSIDERATION OF SIDE WEIRS AS STORM WATER OVERFLOWS.
P. Ackers.
Inst Civ Eng Proc, Vol 6, pp 250—69, Disc, pp 328—43, Feb 1957. 24 ref
Descriptors: *Overf low, *Weirs, *StOrm runoff, Spillways, Discharge
(water), *Velocjty.
Combining Bernoulli’s theorem and weir discharge formula, equation for
water profile at side spiliway can be derived, making allowance for
variation in channel velocity. Weir coefficient, velocity variation
and extent of draw down are considered in relation to C. S. Coleman
and D. Smith’s results and simplified design formula are given. In-
sertion of dip plates may reduce discharge if clearances are small.
047
HYDRAULIC DESIGN OF STORM SEWAGE OVERFLOWS INCORPORATING STORAGE.
P. Ackers, A. J. N. Harrison, and A. J. Brewer.
Inst Nunic Eng J, Vol. 95, No. 1, pp 31—7, Jan 1968. 11 ref.
(through Eng Index, p 242, Aug 1968).
Descriptors: *Overf low, *Hydraulic design, Weirs.
Identifiers: *Storage tanks, Capacity.
Consequences of designing Storm overflows to spill all discharges over
set value, regardless of dynamic behavior of storm flow, are considered
It is concluded that it is desirable to avoid spilling first part of
storm wave and method of calculating its volume is presented. Necessa,,.,
volume of storage tank to contain flush downstream of overflow weirs
considered. Equations describing rate of rise of level in tatiks of re...
tangular and circular cross—sections are solved for case of uniformly
increasing rate of inflow within range of overflow settings. Design
example is given on calculation of volume of tank for overflow.
24

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049
AUTOMATIC CONTROL OF PUMPING INSTALLATIONS.
I. N. E. Aitken, and R. A. F. Craven.
Paper presented at Effluent and Water Treatment Convention,
London, 1965. 10 pp.
(through Water Pollut Abstr, Vol 38, No 10, p 344, Oct 1965).
Descriptors: *Pumpiflg, Automatic control, *Overf low.
In discussing the application of automatic control devices in sewage
pumping stations, the authors describe and give a schematic diagram
of a single—range control system in which two electrode probes in the
inflow—receptiOn sump are used in conjunction with a simple program
controller to control the operation of a number of single—speed pumps
of different ratings which can be brought into service in different
combinations. The same system can also be used to adjust the rate of
pumping in relation to the amount of storm—water overflow and to con-
trol the rate of pumping in the recirculation of effluent at sewage
works. The basic principles of the system are also applicable when
other level—sensing devices are used instead of the electrode probes
in the reception sump.
050
PERMISSIBLE WATER POLLUTION AT COMBINED SEWER OVERFLOWS.
C. Akerlindh.
Sewage Works J, Vol 21, No 6, p 1059, 1949. 19 ref.
Descriptors: *Overf low, *Water pollution, Dissolved oxygen, Coliforms.
Identifiers: *Cothjned sewers.
By plotting the hours duration of storm—water overflow against allow-
able D.O. content and coliform density in the stream, on double log
diagrams, the author presents a method for estimating the permissible
storm—water overflow in a receiving body of water.
26

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051
STORM WATER OVERFLOWS. THE USE OF SIPHONS AT IPSWICFI.
R. N. Barrett.
Inst Nunic Eng J, Vol 85, pp 33—42, 1958.
Descriptors: *Overflow, *Siphons, Weirs, *Storm runoff.
Identifiers: *Co bjned sewers.
The author describes experiences at Ipswich in the design and operation
of siphon overflows for removal of excess storm water from combined sew-
erage systems. Siphon overflows are considered to have certain advan—
tages over the more commonly used side—weir overflows.
052
DESIGN OF UNDERWATER STORM WATER OVERFLOW STORAGE SYSTEM.
J. S. Blossom.
Piping Air Cond, Vol 40, No 4, pp 126—30, April 1968. 10 ref.
(through Eng Index, p 239, July 1968).
Descriptors: *Design, *Storm runoff, Overf low, Runoff, Outlets,
F1ow measurement, *Instrumentatjon.
Identifiers: *Storage tanks, *Combined sewers, *Interceptor sewers,
*Suspended solids, *Capacity.
Sequence of operation of underwater storm water overflow storage system
using flexible tanks is described. Combined sewer carries runoff from
drainage area. Dry weather flow connection carries storm water to
river outfall. Diversion structure of sewer diverts flow to storage
system. Incorporated in structure is flume to measure flow. Suspended
solids analysis of overflow. Capacity analysis of underwater storm
water overflow storage system, based on 11 yr of rainfall data.
27

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053
DESIGN AND OPERATION OF LOW—HEAD SELF—PRIMING SIPHONS.
C. D. C. Braine.
Surv, Vol 116, pp 1141—43, Nov 2, 1957.
Descriptors: Design, *SiphonS, *Weirs, *Storni runoff, *Overf low, Sewers,
Discharge (water).
Small self—priming siphons have advantages over weirs for storm water
overflows and other water level regulating uses in sewers and canals.
They are as a rule cheaper than weirs provided that at least one foot
of head is available. The siphon is more flexible in operation than a
weir. Siphons can be made very sensitive, and by admitting air in
limited quantities, their discharge can be varied considerably. Also
installations of a battery of several siphons permits flexibility of
discharge. Nine illustrations of siphon designs are given. Self—prim
ing of a siphon is achieved by allowing a sheet of water to flow over
the whole width of the crest so that as the sheet falls it strikes the
opposite wall of the siphon. The falling sheet of water entrains air
with it and carries it down to the outlet so that the siphon very
quickly primes. A formula for estimating the discharge of circular
siphons flowing full is given.
054
DRAW-DOWN AND OTHER FACTORS RELATING TO DESIGN OF STORM-WATER OVERFLOWS
ON SEWERS.
C. D. C. Braine.
Inst Civ Eng J, Vol 28, No 6, pp 136—63, April 1947.
Descriptors: *Storm runoff, *Overf low, Sewers, *Siphons, *Stilling
basins, *Drawdown, Design.
Calculations for critical depth and drawn—down are discussed. Storm
water overflows of restricted flow are described, as well as stilling
pond and siphon types.
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Ofi5
OPERATING E FRIENCE T SWINDON, 1962 — 1967.
t . F. Ca mic1iaei. .
Paper pre ented aL 1t of Inst Water Pollut Contr, Central Southern
Branch, Mar 27, 1968.
Descriptors: Storms, *Automatic control, Sewage treatment, *Equipment,
*Overf low, *Storm runoff.
Identifiers: *Storage tanks, Capacity.
The sewage plant, it equipment, and operation are described. In dry
weather, only one screen is used. It is operated by a time—clock for
five minutes in every fifteen. In time of storms both screens are
operated continuously by hand. There are 2 No. detritors with vortex
grit washers. Both detritor scrapers, air lift pumps and vortex
washers are operated continuously. Three stormwater overflows are
controlled by an automatic penstock and standing wave flume. All over-
flows discharge into a single circular stormwater tank 200 ft. in di-
ameter and of 2 mu. gal. capacity. Effluent from this tank overflows
onto 11 acres of underdrained stormwater land.
056
STORM SEWAGE SEPARi\TION BY HELICAL MOTION.
C. H. Dobbie, and J. W. Wielogorski.
Surv Munic City Eng, \Tol 127, No 3839, pp 141—159, 1963.
(through Water Pollut Abstr, Vol 40, No. 4, p 165, April 1967).
Descriptors: *Storm runoff, *Overf low, Weirs, *Model studies.
An improved storm—sewage overflow is proposed, incorporating bends in
the channel which produce helical flow, separating heavier materials
and allowing the less—polluting liquid to flow over a weir along the
outer wall of the channel. Tests are being conducted on a hydraulic
model, which is illustrated, and it is hoped to incorporate this type
of overflow in an existing sewerage system soon.
29

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057
)DEL INVESTIGATIONS OF DIFFERENT TYPES OF STORM-WATER OVERFLOWS AND
THEIR EFFECF ON THE SEWAGE WORKS AND THE RECEIVING STREAM.
B. Erfmann.
TechnisCh — Wissenschaftliche Mitt, No 3, 1960.
Descriptors Oi jr ow, *Storm runoff, *Water pollution, *Weirs,
Design, *Model studies.
Investigations with a model plant are described into the effect of the
design and position of storm-Mater overflows on the distribution of
polluting matter between the sewage works and the stream. Weir designs
which ensure that the greatest possible amount of polluting matter
passes to the sewage works are discussed.
058
THE PERFORMANCE OF STILLING PONDS IN HANDLING SOLIDS.
N. R. Frederick.
Paper presented at the Symp on Storm Sewage Overflows, May 4, 1967.
Sponsored by the Inst Civ Eng.
Descriptors: *Stilling basins, Storm runoff, Discharge (water), *Weirs,
Design, Siphons, Equipment.
Identifiers: *Suspended solids, Capacity.
The total capacity of a stilling pond may be sufficient to prevent dis—
chage in storms of short duration and moreover, the solids dislodged
from the sewer in the early part of the storm flow may be retained and
passed into the sewer when flow subsides. The behavior of gross solids
was investigated to determine how the pond may be proportioned to mini-
mize the quantity of solids in the discharge. The essential features of
the type of stilling pond under consideration are illustrated, as well
as the form and action of the air—regulated siphon and the water circuit.
The experiments were arranged first to establish a valid technique on a
pond of specified geometry, and then to use this technique to examine
and develop geometrical shapes which appeared to offer the possibility
of high efficiency. Tests were made to compare the performance of a
rectangular stilling pond with that of a side welt and that of a f an—
shaped chanber with an end weir. The rectangular design is shown to be
superior in its handling of gross solids. From the tests and with
VC 1 / 2 D/U as a parameter, reconinendations are given for design dimensions
of: a) pond size, b) siphon type and position, c) scum board size, and
d) invert shape. The efficiency of a pond thus designed may be obtained
from given curves.
30

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059
STORM FLOWS FROM COMBINED SEWERAGE SYSTEMS IN THREE AREAS.
A. L. H. Gameson, R. N. Davidson, and J. N. Threlfall.
Inst Public Health Eng J, Vol 64, pp 182—208, 1965.
(through Water Pollut Abstr, Vol 39, No 10, p 340, Oct 1966).
Descriptors: *Stom runoff, *Overf low, Discharge (water).
Identifiers: *Combined sewers, *Calculations.
Results are given of investigations at Northampton, Brighouse, and Brad-
ford on the frequency and duration of operation of storm—sewage over-
flows on combined sewerage systems and on the volume of storm sewage
discharged, since this knowledge is required when determining the opti-
mal setting for an overflow. From the results, equations have been de-
veloped which were found to fit not only the data from these three sys-
tems but also those from a partially—separate system at Luton; some ex-
amples are given of the use of the equations to determine the setting so
that the overflow would operate only on a certain number of occasions
per year or that the average yearly discharge should be a certain percen-
tage of the rainfall.
060
USE OF STORM WATER OVERFLOWS ON SEWERS: THEIR DESIRABILITY, AND RISKS
OF POLLUTION.
J. H. Garner.
Surv, Vol 108, p 131, 1949.
Descriptors: *Overf low, Sewers, *Water pollution, *Storm runoff.
Considerable pollution of surface waters is caused by sewage discharged
from storm water overflows. The author considers that in many cases
improvement could be effected by reducing the number or altering the
position of overflows and in some instances larger volumes could be
treated at the sewage works.
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STORM-WATER CONTROL BY SIPHON SPILLWAYS AT EARLSWOOD SEWAGE WORKS,
REIGATE.
J. N. Harwood.
Inst Sewage Purif 3, Pt 2, 1960.
Descriptors: *Siphons, *Spillways, *Storm runoff, *Weirs.
At the Earlswood sewage works of Reigate, Surrey, storm water was f or—
nierly separated by means of a normal side weir following the line of
the main inlet channel, but this was not satisfactory. It was there-
fore decided to install a series of siphon spiliways. The reasons for
this decision are listed, and details of the installation are described.
062
TESTING AND CALIBRATION OF STORM OVERFLOW CONTROL PIPES.
K. Hutton.
Contract Rec, Vol 70, No 23, p 13, 1959.
Descriptors: *Stil].ing basins, *Overf low, *Flow control, *Storm runoff,
Discharge (water), Velocity, *Instrljmentatjon.
Identifiers: *Sugpended solids.
The stilling pond overflow pipe, which provides the most efficient means
for the separation of 6 times the dry weather flow froni storm water
flows, and for removing suspended solids from storm water, is described,
and the one in use at Mixenden is presented diagranunatically. Tests
carried out at Halifax on this type of overflow and its calibration are
given in detail, and show the variation between discharges allowed for
in design and those met with in practice. Equations are derived for the
determination of several factors including the hydraulic gradient,
velocity head, and friction loss. From the studies so far carried out,
it was concluded that the stilling pond is the best type of storm over-
flow at present in general use.
32

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ñ 63
TESTS ON A MODEL STILLING POND WITh SIPHON OVERFLOW.
P. M. Jarrett, H. F. Griffiths, and E. 1tarkland.
Civ Eng Public Works Rev, Vol 59, 346, 1964.
Descriptors: *stilling basins, *Hodel studies, *Siphons, *Overf low,
Vater pollution control, *Storm runoff, Weirs, Instrumentation.
Identifiers: *Suspended solids.
The use of stilling ponds is considered to be the most effective way of
reducing pollution from storm—water overflows, since an efficient still-
ing pond should retain much of the solid matter discharged during the
first flush of storm—water and subsequently pass it down the sewer as
the level falls. The authors have carried out preliminary tests on a
model stilling pond equipped with a siphon in place of the usual over-
flow weir; the results, which are discussed briefly, warrant more de-
tailed investigations, using suspended particles of various sizes over
a continuously graded spectrum of specific gravity, to establish opti-
mal proportions for stilling ponds with siphon overflows.
064
[ CRITICAL OBSERVATIONS ON ThE HYDRAULIC DIMENSIONING OF STATIONARY RAIN
OVERFLOWS]. Kritische Betrachtungen zur hydraulischen Bemessung
fiststehender Regen iberlaiife (in German).
J. Jehne.
Uasserwirtsch — Wassertech, Vol 17, No 4, pp 121—127, April 168.
Descriptors: *Overf low, *1lydraulics, *Storm runoff, Dilution, Sewage
sludge.
After presenting the weak points of the notion “dilution” in hydraulic
measurement of stationary rain overflows, the author recommends the
specific content (related to the unit of water amount) of one or more
components (specific load) as the criteria for the admissible load of
the receiving stream. The developed formulas permit: the calculation
of the expected upper limit value of the specific load and the calcula-
tion of the overflows; the numerical expression of the conditions in
case of more overflows from the same collector; and exact information
about the effects of sludge whirl—up in the collector or about the im-
perfect mixing of the individual incoming and outgoing amounts. The
influence on the load can be expressed by the (temporary or continu-
ous) magnitude change in one of the load determining factors.
33

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065
A CONTRIBUTION TO HYDRAULIC CALCULATIONS ON LATERALLY—BAFFLED STORM-
SEWAGE OVERFLOWS.
G. J. Kaliwass.
Thesis, Technische flochschule, Hannover, 1964.
(through Water Pollut Abstr, Vol 41, No 1, p 17, Jan 1968).
Descriptors: Design, *Hydraulic design, * yerf low, *Storm runoff, Weirs,
Discharge (water).
Identifiers: *Ca lcu latjofl s.
In connection with the design of storm—sewage overflows, pilot—plant ex
periments were carried out at the Institut für Hydromechanik, Hannover,
to calculate the conditions of flow before and after passage over a weir
at varying angles, taking into consideration geometrical characteristica
when calculating the discharge after a peak load. The equation used for
the calculation is based on those for overflowing weirs.
066
[ THROTTLE MEASURING DEVICE OF RAINWATER OVERFLOWS]. Drosselbienden am
Regenilberlauf. (in German).
C. J. KaliwasS.
Gas Wasserfach, Vol 109, No 6, pp 150—155, 1968.
Descriptors: *Storln runoff, *Overf low, Outlets, *Weirs, Flow measurement
*InstrujnentatiOn, *Model studies.
Rainwater overflows with high weirs and throttled outlet systems have
recently been used to limit the load of receiving streams. The infeed
system lying above the weir limits the duration and frequency of the
overflow. The efficiency of the throttle line is determined by the di-
ameter, the length, and the slope of the bottom of the line. Because
of high costs it is not advisable to undertake any reconstruction of the
throttling line or tO construct it behind already existing non—throttled
rainwater overflows. The same holds true for repairs of errors caused
by incorrect calculations. In such cases, use is made of the throttle
stop. Located above the canal network outlet, the stop closes the flow
in the upper Infeed section of the network. A method is described to
calculate one—sided rainwater overflows with throttle stops. This meth-
od can be applied in almost all cases in which, in the infeed portion, a
normal streaming run—off (tN>tgr) is observed or in which, in the case
of a shooting norma’ run—of f(tN
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067
THE STORAGE AND DISCHARGE CAPACITIES OF SEWERAGE AND THE OPERATING
FREQUENCY OF STORM OVERFLOWS: DUTCH METHOD OF CALCULATION.
A. C. J. Koot.
Paper presented at the Symp on Storm Sewage Overflows, May 4, 1967.
sponsored by the Inst Civ Eng.
Descriptors: *Discharge (water), *Storjn runoff, *Overf low, Pumping.
Identifiers *Capacity, Surface permeability, *CalculatioflS.
This system is based on the principle that a system must be filled be-
fore diluted sewage is discharged into the surface water. It assumes
that part of the precipitation received in the impervious area: a)f lows
into the sewerage system; b)is discharged or pumped off near the end of
the main sewer; and c)may be discharged into the surface water via storm
overflows. Calculations are restricted to those for the static storage
capacity. The figure calculated is the capacity of the sewer pipes be-
tween the top of the lowest overflow(s) and the highest water level In
the sump of the pumping station, or level at discharge. The available
discharge capacity is considered, with schematic representations for
both flat and sloping areas shown. A scatter diagram of the amount of
rain in mm’s plotted against the duration of the rain in minutes for 195
showers of more than 7mm. which fell in DeBilt, Utrecht, between 1938
and 1948 is also included. On the basis of the given assumptions, it is
possible to determine the approximate number of showers giving rise to
overflow of sewage for the 11 year period.
068
THE DESIGN AND EFFICIENCY OF STORM WATER OVERFLOWS IN COMBINED SEWERAGE
SYSTEMS.
H. Lohff.
GesUfldh Ing, Vol 75, pp 397—9, 1954.
Descriptors: *Overf low, *Storm runoff, *Water pollution, Discharge
(water), Design, *Sewage sludge.
identifiers *Combjned sewers.
The author discusses the problem of pollution of streams by storm water
overflows and methods of reducing both the amount of storm water thus
discharged and the polluting matter carried. Alterations in the design
of the overflow are suggested with special attention to increasing the
height of the overflow sill to form a storage chamber where sludge
washed from the sewer could collect.
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069
LOSS OF SANITARY SEWAGE THROUGH STORM WATER OVERFLOWS.
J. E. McKee.
Sewage Works J, Vol 20, pp 589—90, 1948.
Descriptors: *Storm runoff, *Overf low, *Rainf all intensity.
Identifiers: *Boston, Mass., *Interceptor sewers, *Coiiibined sewers,
Capacity.
Data are given on the rainfall at Boston, Mass.; the effect of rainfall
on the flow of intercepting sewers of the combined sewerage system, the
proportion of sewage in storm water overflows, and the frequency of
overflow. It was found that storm water runoff equal in volume to the
dry weather flow of domestic sewage was produced when rainfall was 0.01.
in/hr. When twice the average dry weather flow was intercepted about
2.7% of the total amount of domestic sewage overflowed. Overflow oc-
curred about 5—6 times/month in the summer. The effects of increasing
the capacity of the interceptors on the amount of sewage in the over-
flow and on the frequency of overflow is discussed.
070
LOSS OS SANITARY SEWAGE THROUGH STORM WATER OVERFLOWS.
J. E. McKee.
Boston Soc Civ Eng J, Vol 34, No 2, pp 55—80, April 1947.
Descriptors: *Storm runoff, *Overf low, *Rainf all intensity.
Identifiers: *Boston, Mass., *InterceptOr sewers, *Combined sewers,
Capacity.
In contemplating design of intercepting sewers, relation between storm
run—of f and sewage, and similar problems were studied at Boston, Mass.;
data on rainfall and rainfall probability; run—off from low intensity
rainfall; relation between run—off and dry weather sanitary flow; dura—
tion and extent of sewage overflows; effect of interceptor capacity on
frequency of overflow of sard.tary sewage.
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071
ONE WAY TO BYPASS A LARGE SEWER.
Charles A. Manganaro.
Water Works Wastes Eng, Vol 1, pp 46—47, July 1964. 3 Photo.
(through Public Health Eng Abstr, Vol 43, p 433, 1963).
Descriptors: *Autoinatic control, Instrumentation, *Overf low, Design.
IdentifierS *Sewer infiltration.
A unique plug valve designed to permit automatic bypass of an 84 in.
trunk sewer has been installed by the Bergen County Sewer Authority in
New Jersey. An overflow chamber was constructed over the 84 in. line
just before the sewer crosses the Hackensack River. The valve consists
of a large circular plate with a continuous circular neoprene gasket
riveted to the underside to prevent Infiltration of water due to tidal
conditions and also to seal against odors when not operating. The cyl-
inder, mounted on the underside of the plate, acts as a buoyant force
and the lift is counteracted by the addition of lead ballast into the
cylinder. The valve is designed to lift when the gradient of the sewer
is 2 in. above the top of the overflow chamber. Side guides set around
the cylinder keep the valve centered. Valve stops are mounted above
the overflow chamber to prevent the valve from being lifted out of the
opening. The complete valve, weighing about 4,000 lb, can be lifted
for inspection by means of jacks.
072
RECONSTRUCTION OF OVERFLOWS.
W. H. G. Mercer.
Paper presented at the Symp on Storm Sewage Overflows, May 4, 1967.
sponsored by the Inst Civ Eng.
Descriptors: *StOrfll runoff, *Overf low, Storms, Design.
Identifiers: *CalculatIOnS, *Suspended solids.
The policy adopted by the city of Rochdale to accept all liquid trade
wastes made it necessary to recalculate the loads on the entire sewage
system. This recalculation led to the decision to reconstruct some of
the original storm sewage overflows to accept the additional loads.
Since a large number were involved, it was decided to reconstruct one
overflow on an experimental basis first. Part of the experiment was to
determine the conditions when a storm occurred which only just put the
overflow into operation. The effect of surcharging the sewer before
allowing the overflow to begin was that nearly all floating matter was
37
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held back some distance upstream. Matters of public relations underták....
en when an overflow in a shopping area was reconstructed are given in
detail. Although the work on overflows has formed part of a comprehen-
sive program, the reconstruction of each had its particular problems.
Ultimate design was dependent on a nuthber of existing factors, some
fixed and some varying with limits. As work progressed, it was ob-
served that: a) a far greater volume of sewage was being passed to the
sewage works; and b) the discharge of floating matter to the water
courses during storms was decreasing.
073
PRACTICAL DESIGN OF STORM SEWAGE OVERFLOWS.
P. R. Oakley.
Paper presented at the Symp on Storm Sewage Overflows, May 4, 1967.
Sponsored by the Inst Civ Eng.
Descriptors: *Design, *Overf low, *Storm runoff, Hydraulics, Stilling
basins, Equipment, *Weirs.
IdentifierS *Suspended solids.
The extent that the ideals of theory can be realized in the practical
design of storm sewage overflows is discussed with special emphasis on
efficiency and reliability. Two tests of efficiency for storm water
overflows are: a) hydraulic performance, and b) separation of suspended
solids. Hydraulic efficiency implies that overflow does not conm ence
prematurely and that the base flow does not vary, with the rate of over ...
f low. The two possible approaches to efficiency in separation of sol-
ids are to use physical methods of restraint or to rely on gravity sep
aration. The relative merits of screening, stilling ponds or vortex
action in separation are discussed. Reliability is taken to include
safety and convenience in operation as well as the more direct meaning,.
The structure should be designed for a life in excess of 30 years.
Power driven devices are best avoided unless adequate and regular main...
tenance is assured. Emergency by—pass arrangements should be made. A
design of 1937 is illustrated and discussed as well as a high weir type
overf low. More opportunity is afforded in designing large overflows o
new sections of sewer; one such design is shown. No overflow should b
located on sewers less than 18 in. dia. or of maximum flow less than 6
cusecs. For small overflows the storage type are suitable; with larger
f lows only limited storage is likely to be practicable.
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074
MAINTENANCE OF STORM FLOW REGULATORS.
Max B. Phillips.
Sewage md Wastes, Vol 31, No 7, p 861, July 1959.
Descriptors: *Storm runoff, *Instruinentation, *Flow control,
Maintenance.
A survey was made of cities in the State of Ohio as to the use and per—
forniance of regulators. Thirty per cent of the cities reported that
regulators were a major problem and a break—down of the kinds of mal-
functioning is given. An outline of a workable program of regulator
inspection and maintenance is developed.
075
SECONDARY MOTIONS APPLIED TO STORM SEWAGE OVERFLOWS.
T. M. Prus—Chacinski, and J. W. Wielogorski.
Paper presented at the Syxnp on Storm Sewage Overflows, May 4, 1967.
Sponsored by the Inst Civ Eng.
Descriptors: *Storm runoff, *Overflow, *Design, *Model studies.
Identifiers: *Calcuiations, *Suspended solids.
A model was used to study the possibility of using the helical flow In
short bends as a basis for the design of storm sewage overflows. For a
short bend a convenient measure of the intensity of the helix is the
angle between the circumferential direction and the direction of flow
very near to the bed of the channel. Several expressions were developed
to predict the value of this angle. There is evidence that in a bend
longer than 0=90° the intensity of the helix decreases, and that eventu-
ally at 0x180° the direction of water near the bed reverses toward the
outer wall. If a relatively short bend is followed by a second of op-
posite direction, the helix generated in the former suppresses develop-
ment of the helix in the latter. However, an S channel may be more con-
venient to use and was therefore investigated. The symmetrical S shape
of the channel was chosen so that a number of possible configurations
of the relative positions of slots and overflow could be investigated by
reversing the channel. Figures are included to show the bed load dis-
tribution both with slots closed and opened; the relationship between
suspended load and flow through the slot; and the relatibnship between
bed angle in the first bend and Reynolds’ number in a semicircular
channel. It is concluded that the results of the investigation may be
used to design an effective and cheap storm sewage overflow.
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076
WASTE TREATMENT PLANT MODIFIED FOR INCREASED SOLIDS LOADING.
A. J. Reisdorph.
Public Works, Vol 96, No 4, pp 113—114, 1965.
(through Water Pollut Abstr, Vol 39, No 8, p 268, Aug 1966).
Descriptors: *Storin runoff, *Ov rf1 yçq, Discharge (water), Sewage
treatment.
Identifiers: *Combined sewers, Spokane, Wash.
The primary sewage—treatment plant at Spokane, Wash., has been en1arge
to provide adequate treatment for the recently—added load of industrial
waste waters (mainly from packing houses). The additional equipment i
cludes a preliminary aeration unit for grease removal, and increased
clarifying and digesting capacity. A storm—water overflow device se-
lects the upper and lower strata in the combined sewers, containing
comparatively clean water and grit respectively, for discharge direct
to the Spokane river.
077
ON MEASUREMENTS OF STORM-SEWAGE OVERFLOWS - A GRAPHICAL METHOD.
L. Schmitz.
Gesundh Ing, Vol 85, p 363, 1964.
Descriptors: *Storm runoff, *Overf low, *Flow measurement.
Identifiers: *Calculations, Bernoulli’s theorem.
Owing to the inaccuracy and difficulty of existing methods of calcula-
tions for storm—sewage overflows, a graphical method has been developed
based on Bernoulli’s equation. By this method not only can liquid flow
through non—uniform pipes be measured, but with the application of
Bernoulli’s theorem the difference in pressure between the top and bot-
tom ends of the pipe and/or the required section of such vertical ta-
pered pipe can be calculated. Values for the pressure drop, throat di-
ameter and throat length for a minimum pipe—fall of 0.5 per cent and fo
the friction coefficient of 0.15 and 0.30 in relation to the volume of
flow and the head of water are given. Diagrams and tables together with
a worked example support the author’s method.
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NEASUREtLENT OF STOEN WATER OULETS IN CO INED SEWERS BY THE THROTTLE—
PIPE PROCESS.
L. Schmitz.
Gesundh Ing, Vol 79, p 323, 1958.
Descriptors: *Storm runoff, *Outlets, *Overf low, Weirs, Instrumentation.
Identifiers: *Cothined sewers, *CalculationS.
After discussing the diff ’rences between storm-water overflows in com-
bined sewers and straight vertical—flow weirs, the author gives dia-
grams for the calculation of storm—water overflows when the following
pipe is designed as a throttle pipe.
079
STORM-WATER OVERFLOWS: THE OPERATION AND DESIGN OF A STILLING POND.
D. E. Sharpe, and T. W. Kirkbride.
Inst C iv Eng. Proc, Vol 13, p 445, 1959.
Descriptors: *Storm runoff, *Overf low, *Design, *Stilling basins, *Flow
control, Water Pollution, *Model studies.
In designing storm—water overflows, the use of stilling ponds has many
advantages as it not only permits comparatively accurate regulation of
the flow but also results in less polluting matter being discharged.
Model experiments were carried out on the operation of stilling—pond
overflows with a view to determining the conditions limiting chamber
design and to deriving suitable design standards. The flow patterns
within a stilling pond were first investigated and the limiting condi-
tions deduced therefrom are presented in a simple form for design appli-
cation. The applicability of the results to the performance of full—
scale overflows is being studied.
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080
DESIGN, CONSTRUCTION AND PERFORMANCE OF VORTEX OVERFLOWS.
B. Smisson.
Paper presented at the Symp on Storm Sewage Overflows, May 4, 1967.
Sponsored by the Inst Civ Eng.
Descriptors: *Design, *Construction, *Overf low, *Model studies,
Outlets, Storm runoff, Rainfall intensity.
Identifiers: *Suspended solids, Calculations.
Using hydraulic models, research was carried out on comparatively small
tanks using rotary motion induced by the kinetic energy of the sewage.
A considerable increase in the amount of solids concentrated in the
foul—water outlet over that due only to gravity was found. The progr
covered devices with prototype retention times from 20 secs. to 20 mir
with energy levels at inlet from 0.05 to 20 ft. lbs./lb. Two full—sized
overflow chambers have been built and observed in operation for severaj
years. The model separators tested were of three types. The largest
separator is illustrated and described. The results obtained at a 5
mm. retention time, with crude macerated sewage having a mean strength
of 230 p.p.m. suspended solids, are shown. It was found that a very
significant degree of separation took place. To achieve satisfactory
conditions of flow many alterations in shape had to be made, in particu....
lar a deflecting wall alongside the in—coining sewer. Floating solids
were easy to retain by dip—plate. The number of occasions on which the
overf low operates per year and the duration of such occasions would
a better criterion for design than any estimate of what should be left
in the sewer. A method of design based on statistical analysis of raj ...
fall is given, which enables the designer to choose the size of overf1
best suited for any particular site.
081
THE PROBLEMS OF STORM-WATER OVERFLOWS.
V. Stalmann, and C. Warg.
Gesundh Ing, Vol 81, p 257, 1960.
Descriptors: *Storp runoff, *Overf low, Design, Flow measurement.
Identifiers: *Storm sewers, *Calculations, *Capacity.
The authors discuss calculations of flow in pipes and the dimensions an
design of storm—water overflows.
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082
THE TREATMENT OF S TORN SEWAGE.
B. D. Steele.
Paper presented at the Symp on Storm Sewage Overflows, May 4, 1967.
Sponsored by the Inst Civ Eng.
Descriptors: *Water pollution, *Storm runoff, *Overf low, *Automatic
control, Sewage treatment.
IdentifierS *Storage tanks.
A prime objective of the virtual resewerage of an area of about 27,900
acres at Coventry is the elimination of pollution in the river system,
which forms the headwaters of the River Avon. The solution lies in the
building of Storm Balancing Stations. In time of rain all flows in ex-
cess of 3 d.w.f. are spilled off into mechanically scraped circular
tanks. Sludge is evacuated to the sewer. The provision of additional
tanks or other processes is feasible. The tanks are probably unique in
that overflow to the tanks, operation of the scraping mechanism, contin-
uOuS pumping of sludge, sampling, tank emptying to the sewer and rising
main emptying are all automatic. Results are beginning to become avail-
able from one station. Conclusions are that if in future a proportion
of the flow in a foul sewer may be discharged directly to the river the
device for separating the elements must be designed on a more scientific
basis, and the solution may lie in the provision of storm balancing
tanks.
083
[ PROBLEM OF DESIGN OF INTERCEPTING DEVICES WITH OVERFLOW WEIRS IN COM-
BINED SEWER SYSTEMS]. Au sujet de la disposition donner aux
d verSOir8 d’orage dans les reseaux d’égouts. (in French).
mt Ass Hydraul Res, 11th Cong, Leningrad, Vol 2, paper 2.11. 9 p.
(through Eng Index, p 2736, 1966).
Descriptors: *Qverf low, *Weirs, *Design, *Storm runoff, Sedimentation.
Identifiers: * ojn1 jned sewers.
The problem is considered in relation to transportation of sediment
which is kept away from water—course receiving sewer flow. Theory and
experiments in laboratory show that laterally designed weir to divert
storm water peak flow directly into watercourse is poor design, as it
also removes sediment and brings it into river.
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084
(HOW TO PLACE STORM SPILLWAY IN COMBINED STORM AND SANITARY SEWER
SYSTEM]. Comment disposer un d versoir d’orage sur une canalisation
d gout en systeme unitaire. (in French).
C. Tison, and V. Vukmirovic.
Rev C, Vol 4, No 1, pp 7—11, 1966.
(through Eng Index, p 2473, 1967).
Descriptors: *Overf low, *Storm runoff, *Desjgfl, Sedimentation.
Identifiers: *Co jned sewers.
Problem is considered in relation to transportation of sediment which is
to be kept away from water—course receiving sewer discharge. Theoreti-
cal considerations and laboratory tests show that laterally designed
spiliways for diverting stormwater peak flow into watercourse did not
perform satisfactorily. Improved Spillway designs are discussed and ex-
perimental results obtained are shown in diagrams.
085
HYDRAULIC ASSUMPTIONS IN CALCULATING STORM-WATER OVERFLOWS.
H. Wagner, and C. 1. Kallwass.
Gas Wasserfach, Vol 101, p 660, 1960.
Descriptors: *Storm runoff, *Overf low, *Design, Hydraulics.
Identifiers: *Calculatjons.
The commonly used methods of calculation for storm-water overflows are
not suitable for modern designs. The authors discuss conditions of
flow, run—off curves, and the friction coefficient and give a diagram
f or calculation of flow conditions in different shapes of sewer.
Sources of error are considered.
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086
TUE EFFECT OF DELAYED DISCILARGE ON THE CALCULATION OF STORM-SEWAGE
OVERFLOWS.
G. Warg.
Gas Wasserfach, Vol 107, pp 85—89, 1966.
(through Water Pollut Abstr, Vol 39, No 9, p 303, Sept 1966).
Descriptors *Overf low, *Storm runoff, Discharge (water), Design,
*aydrographs.
Identifiers *Calculatiofls, Munich, Germany, Capacity, Surface permea-
bility, *Urban hydrology, Storage tanks.
The author discusses theoretically the effect of delayed discharge of
rain water on the design calculations and measurements of storm—sewage
overflows and gives a detailed account of the measurements which were
carried out in the sewerage system at Munich to evaluate the effects
on discharge capacity, intensity and duration of discharge, load on the
receiving water, and dimensions of the sewerage system. He suggests
the use of a specially—developed hydrograph system to calculate and
allow for changes in permeability at peak flows and to assess the maxi-
mal area likely to be covered during rain storms. Tables and nomographs
which are included can also be used to calculate the effects of delay on
design calculations for storm—sewage plants and flood retention basins.
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Section III
SEWER HYDRAULICS
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087
POLYMER COAGULATORS.
Environ Sci Technol, Vol 1, No 2, p 111, Feb 1967.
Descriptors: *Flow control, Storm runoff.
Identifiers: *Polymers, *Combined sewers, *Capacity.
The research division of the Western Co. is studying the feasibility of
adding polymer coagulators to combined sewer—storm lines to enable them
to carry greater quantities of sewage during rains. The additives in-
crease fluid flow in pipes by reducing turbulent friction loss. If the
method proves feasible, demonstration tests will be conducted in the
Dallas—Fort Worth area in mid—1968.
088
AN INVESTIGATION OF HEAD LOSSES AT SEWER MANHOLES.
P. Ackers.
Civ Eng, Vol 54, 1959.
Descriptors: *Manholes, *Head loss, Overflow, Sewers.
The author describes the results •f experiments on factors affecting
head losses at sewer manholes. It was found that head losses at open
invert manholes are small except when surcharge occurs and hatch—box
manholes are no better except under surcharge conditions.
089
ThE HYDRAULIC RESISTANCE OF DRAINAGE CONDUITS.
P. Ackers.
Inst Civ Eng Proc, Vol 19, 1961.
Descriptors: Sewers, *Flow resistance, *Roughness (hydraulic), *Veloci
ty, *Storm drains, Pipes.
Identifiers: *Storm sewers.
Further details are given of theoretical and experimental studies on
hydraulic resistance of sewers and storm drains, which have been carr1
out by the Hydraulics Research Station including experiments on salt
glazed, spun concrete and pitch—fiber pipes, both full and partly —fu1 1
46
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The results, given in tables and graphs, show that flow conditions in
new sewers are turbulent—transitional and that the eccentricity and
spacing of the joints affect the overall roughness. Neither the Crimp
and Bruges nor the Manning formulae fit the experimental data and the
equation proposed by C. F. Colebrook, and C. L White.is preferred. On
the basis of data obtained, roughness values f or new sewers are suggest-
ed. Under partly—full conditions, proportional velocities follow the
theoretical trend, but are lower, indicating an increase in roughness
for free—surface flow, the possible cause of which is discussed.
090
TABLES FOR THE HYDRAULIC DESIGN OF STORM-DRAINS, SEWERS, AND PIPE-LINES.
P. Ackers.
Hydraul Res Pap No 4, H N Stationary Office, London, 1963.
Descriptors: Hydraulic design, *Storm drains, *Sewers, Velocity,
*Roughness (li’ idrau1ic). *Discharge (Water), Design, Pipes.
Identifiers: *Storm sewers.
To assist in the design of sewers and storm—water drains, this publica-
tion contains tabulated data on the discharges and velocities in pipes
over a range of diameters (6—96 in.) hydraulic gradients (1 in 10,000 —
1 in 10), and roughnesses (ks values from 0.0002—0.05 ft.).
091
RAIN DISCHARGE AND SEWAGE SLUDGE.
C. Amberger.
Gesundh Ing, Vol 56, p 298, 1933.
Descriptors: *Storm runoff, *Sewers, *Desjgn, Overflow.
When the sewage flow is so divided that half continues in the same di —
‘rection, half through a pipe at an angle, then about 97% of the sludge
goes through the latter pipe when the angle with the original direction
is 300, about 87% when it is 1200. These data are significant in the
Construction of plant by—passes to provide for heavy flow resulting from
rains so that the richer sewage goes through the plant, the dii. being
by-passed to the river.
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092
HYDRAULIC DESIGN OF DEPRESSED CURB—OPENING INLETS.
W. J. Bauer, and D. C. Woo.
Nat Res Counc — Highway Res Board — Res Rec, No 58, pp 61—80, 1964.
(through Eng Index, p 2092, 1965).
Descriptors: *HydrauliC design, *Intakes, *HighwayS, Drainage systems,
*Storm runoff.
New hydraulic design curves for depressed curb—opening inlets used in
highway drainage systems were developed from experimental data. Curves
cover considerable range of practical conditions and also allow direct
comparison of effect of size of depression to efficiency of inlet. SuW
condition is included that refers to condition that inlet is located at
low point of sag vertical curve. Application of curves is presented.
093
DESIGN, CONSTRUCTION AND OPERATION OF SEWER OUTFALLS IN ESTUARINE
TIDAL WATERS.
Frank L. Heaney.
Water Pollut Contr Fed J, Vol 32, No 6, pp 610—21, June 1960.
Descriptors: *EstuarieS, Design, Construction, *Outlets, Sewers,
Standards, Chlorination, *Rainf all intensity, *Overf low, *Water
pollution, *HydraulicS, Maintenance.
IdentifierS *Combined sewers, *New York, N.Y., *Urban drainage.
The object of design of outfall sewers was to destroy the physical char-
acter of the sewage without objectionable odors, floating solids at
shore line, scum accumulations or bottom deposits. Present day stan—
dards require, in addition, a reduction of bacterial concentration. In
discussing design the author states that shore overflows from plant
should be avoided and provisions should be made for emergency chlorina
tion. In New York City experience has shown that 0.02 in/hr rainfall
has resulted in discharge of approximatelY 30% raw sewage from combined
sewer overflows. Also that from 70 years of records, one to two raj
storms of over 0.02 inch/hour occur each week during the suim ier. The
receiving waters remain polluted for a period of one to three days aftei
each rainfall. Author discus8es location of outf ails, hydraulic con-
siderations, and design of outlet structures. In design the author
uses the charts and formulas of Rown and Palmer and shows the theoreti-
cal computations of mixing of sewage with sea water. Each area must
have tests taken to assess the effectiveness of mixing. The author dis-
cusses construction and maintenance of outfall sewers and also costs of
a aine.
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094
HYDRAULIC BEHAVIOR OF S TORN WATER INLETS.
W. H. Li, 3. C. Geyer, and G. S. Benton.
Sewage md Wastes, Vol 23, pp 34—6, 1951.
Descriptors: *Model studies, *Intakes, *Storm runoff, Hydraulics.
IdentifierS Capacity.
Formulae based on studies of model inlets are developed for calculating
the capacities of various types of gutter inlet without depression.
There was close agreement between the calculated and observed values.
095
FLOW CHARACTERISTICS OF PVC SEWER PIPE.
L. C. Neale, and R. E. Price.
ASCE Proc, 3 Sanit Eng Dlv, Vol 90, No SA3, Pt 1, paper 3955,
pp 109—29, June 1964.
(through Eng Index, p 1869, 1964).
Descriptors: *Plastic pipes, *SewerS, *Sewer hydraulics, Velocity,
Head loss, *F10W measurement.
Flow tests were run on 8 and 12—in, thin—wall, flexible PVC pipes de—
signed for use as sewers. Pressure and open channel flow characteris-
tics were investigated and analyzed. Velocity profiles were made. It
is shown that temperature has significant effect that should be con-
sidered In critical or marginal designs. Head losses for solvent
cemented bell and spigot joint were measured, and coefficients of
0.0011 with bell pointed downstream and 0.0068 with bell pointed up-
stream were determined.
lii

Fcdc’ r ’L
C
P1 ; :
I
49
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096
FLOW VELOCITIES IN SMALL SEWERS.
R. D. Poineroy.
Water Pollut Abstr, Vol 39, pp 1525—1548, 1967.
(through Water Pollut Abstr, Vol 40, No 12, p 547, Dec 1967).
Descriptors: *Velocity, *Sewers, *Sewer hydraulics.
Identifiers: *Calculatjofls.
Methods were developed for obtaining data on velocity and discharge in
sewers for use in calculating the coefficients in hydraulic equation,
and these techniques were used on 95 small sewers. The data obtained,
together with published studies on experimental pipes, confirm the con-
clusions of previous investigators that velocities in partly—filled
pipes do not conform to the traditional equations. From the data ob-
tamed, equations were developed for velocities in partly—filled pipes
of circular section. The experimental results also confirmed the ac-
cepted view that a velocity of 0.5—0.6 m per sec, or 1.6—2 ft per sec,
is required to avoid excessive accumulations of debris. There was evi-
dence of a retarding effect of critical—depth turbulence, but it is im-
practicable to avoid these effects in the smallest sewers. It was
found that poor construction, including irregularities of slope, Is
often the cause of poor coefficients; the asbestos—cement sewers tested
showed better coefficients than the vitrified—clay sewers, and the con-
crete sewers were poorest.
097
FLOW VELOCITY IN PARTLY FILLED PIPES.
Richard Pomeroy.
Water Sewage Works, Vol 108, p 180, May 1961.
Descriptors: *Velocity, Flow measurement, *Pipes.
Identifiers: *Calculatjons.
It is important, for a variety of purposes in the sanitary engineering
field, to be able to calculate velocity and flow conditions in sewers
running less than full. The equation which has come to be known as
Manning’s is most commonly used for this purpose. This equation rests
upon the classical assumption that velocity can be calculated as a fun —
tion of R, S, and a friction coefficient. This basic assumption is an
approximation when streams of different shape of cross section are con-
sidered. This following equation has been deduced for calculating ve-
locity of flow in a partly filled pipe of circular cross section:
50
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V = k Q 0 • 29 S° 8 D° 13
This equation conforms to available data better than the Manning equa-
tion. The value of k is related to the Hazen—Williams coefficient by
the equation k = 0.702 m CO.71 in which m is approximately 1.10.
098
STORM WATER TANKS WITHOUT GRADIENTS, A METHOD OF INPROVING THE
SEWERAGE SYSTEMS OF TOWN.
F. SchimriCk.
Gas Wasserfach, Vol 92, pp 156—8, 1951.
Descriptors: *Storm runoff, Design, Pumping.
Identifiers *Storage tanks, *Urban drainage.
The author discusses the possibility of inserting storm water tanks in
sewerage systems. Where the depth of the tank is somewhat less than
the internal diameter of the inlet channel, no gradient is necessary.
The use of such inserted tanks to reduce the load on pumping plant and
sewage works is discussed with examples of their effect in various
towns.
099
MEASUREMENT OF MANNING’S ROUGHNESS COEFFICIENT.
0. J. Schmidt.
Sewage Ind Wastes, Vol 31, p 995, 1959.
DescriPtors: *Sewers, *Velocity, *Design, Construction, *Roughness
(hydraulic).
Identifiers: *Con bined sewers, *Kansas City, No., Urban drainage.
In connection with a master plan for trunk sewers and sewage—treatment
facilities in Kansas City, Mo., a series of velocity measurements was
made in a large trunk sewer carrying both sewage and storm water. The
method used to measure mean velocity is described; it i considered to
be as simple, accurate, and inexj ensive as more conventional procedures.
VariationS in n in Manning’s formula occur with changes in depth of flow
in sewers and for certain sewer designs such variations can be important.
The value of n can be changed from that used in the design of the sewer
by a number of conditions brought about during construction or which can
occur afterwards. Bottom deposits or other conditions which greatly
3 lter the invert surfaces of the sewer probably caused a greater
51
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variation in n than that caused by changes in depth of flow. Some as-
pects on which further investigations are required, are indicated.
100
OPTIMUM DESIGN OF SEWERS.
A. A. Smith.
Civ Eng Public Works Rev, Vol 60, p 206, 1965.
Descriptors: *SewerS, *Design.
Identifiers: Capacity, Calculations.
After a brief review of the general properties of partly full circular
conduits as applied to sewer design, the author shows that the effect
of shape is both significant and important in the design of sewers of
adequate carrying capacity. The concept of optimal sewer diameter is
developed, and the relevance of criteria of self—scouring and carrying
capacity is considered. A design chart is given for the solution of
problems of a general nature, with some practical examples of its use.
101
SOME HYDRAULIC ASPECTS OF SEWERAGE AND SEWAGE DISPOSAL.
C. B. Townend, and G. W. Wilkinson.
Inst Civ Eng Proc, Vol 4, Pt 3, No 3, pp 662—84, Dec 1955.
Descriptors: *Sewage treatment, *HydraulicS, *Storm runoff, Discharge
(water).
Identifiers: *Suspended solids.
Sequence of operations in sewers and at treatment plants; application of
hydraulic principles to assure efficient transport and removal of so).-.
ids; storm—water runoff, discharge formulas relating to sewers, chaime 9
and pipes; effects of sewage handling on hydraulic practice, control of
velocities and levels, distribution of flow, and sedimentation proce-
dures.
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102
DEEP TUNNEL SYSTEM GETS OFF THE GROUND.
ASCE, Newsletter Sanit Eng Div, pp 7—8, May 1967.
DescriPtOrs: *Tunnels, *Grants, *Sewage lagoons, *Flood control,
Instrumentation, *Overflow, Pumping, *Sewage sludge.
identifierS *Combined sewers, Chicago, Ill., *Storage tank3,
*New York, N.Y.
Chicago has received a $1 million grant from FWPCA to help build and
demonstrate a $14,389,600 deep—tunnel system to store the rain—swollen
flows in combined sewers in part of the city’s northside. When trie flow
in the combined sewers returns to normal, the water stored in the tunnel
will be pumped back into the sewer lines for treatment. Other grants
awarded were to: Shelbyville, Ill, to help build a system tc hold and
treat combinedsewer flows in several holding and treatmeut 1agoon and
a holding tank; to New York City to help pay for the installation and
evaluation of a siphon—type Ponsar regulator designed to provide better
control of the flows from combined sewers into interceptor sewers; and
to Columbus, Ohio to help renovate and improve the efficiency of the
combined—sewer overflow holding tanks by installing new pumps which
will remove sludge which now accumulates and causes odors.
103
ASCE SEWER PROJECT CONTINUES.
ASCE, Newsletter Sanit Eng Div, p 5, Jan 1967.
Descriptors: *Pumping, *Equipment, Drainage system.
Identifiers: *Sewer—within—sewer, *Combjned sewers, 1Jrban drainage.
ASCE is continuing to study the sewer—within—a—sewer concept under a new
contract. Combination grinder—pump units will be developed for both
household and commercial uses. A limited number of these will go into
buildings in a demonstration area and be connected to piping installed
in existing combined sewers. Tests will be conducted for a six month
period. At the same time, plans will be developed for a demonstration
in an entire urban drainage area.
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Section IV
SEWER SYSTEMS - COMBINETD
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1)4
CUMBINATION ‘LWL R SLi-’RA’IED INTO SANITARY AND STORM LINES AT LOW COST.
Civ Eng, \Tol NL • p 55, Nay 1966.
(through En , index, p 2738, 1966).
Descriptors: Sewers, Pipes, Tunnels.
identifiers: *Combined sewers, Storm sewers, Minneapolis, Minn.
Sewer department of MinneapoliS, Minn., has recently placed 5700 ft of
:orrugated steel pipe in bottom of existing combination sewer—for sewage
only, to reduce load n treatment plant. Arinco Suiooth—Flo pipe, 42 in.
in diam has asphalti liner. Flattened tO 53x22.S in., it fits well
Lnto bottom of old 102—ia --diam tunnel. Prefabricated bands with neo-
prene gaskets hold ectioflS together, and corrugated hold—down bands
anchor them to tunncl wall. Concrete is then placed to prevent line
from “floating” and provide smooth base for storm flow above.
105
DATA AVAILABLE ON SE [ ARATING COMBINED SEWERS.
Environ Sci Technol. Vol 2, No 8, p 577, Aug 1968.
Descriptors: *Constructiofl costs, *Overflow, *Storm runoff, Pumping.
Identifiers: *Combjned sewers, *Sewer separation, *Storm sewers,
*Storage tanks, *Washington, D.C.
The cost of separating the combined storm and sanitary sewers in the
United States, which now serve 36 million people, is approximately $48
billion, according to a recent report prepared by the American Public
Works Association for the Federal Water Pollution Control Administra-
tion. The report is a national inventory of the effects and means of
correcting combined sewer overflows and separate storm and sanitary
sewer discharges in the United States. A pilot project to construct
two giant rubberized tanks in the E nacostia River in Washington, D.C.
to store overflow during heavy rainfall is also mentioned. Each tank
has a capacity of 100,000 gallons and will be anchored in the river bed,
During the period of overflow, sewage will be diverted into an on—shore
pump house where it will be crushed before being pumped into the tanks,
The contents of the tanks will be pumped back into the sewer lines after
the storm water recedes.
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106
COMPUTERS TO CONTROL CONBINED SEWERS.
Environ Sd Technol, Vol 1, No 10, p 777, Oct 1967.
Descriptors: *Computer programs, *Overf low, Storm runoff, *Automatjc
control, Sampling.
Identifiers *Combjned sewers, Urban drainage.
The Minneapolis—Saint Paul Sanitary District is working on a $1.7 mil-
lion demonstration project to use a process control computer to control
combined sewer overflows. When heavy rainfall causes the sewers to
overflow, the excess is diverted into the river through gates in the
sewers. The computer will be used to see that the most polluted flow
goes to the treatment plant and the cleaner water to the river. The
system will rely on data telenietered from 28 sampling stations to the
computer at the plant. The data will include the amount of rainfall,
sewer levels, and gate positions. Using simulation techniques, sewage
plant operators can determine the best settings on control gates to get
maximum pollution to the plant and minimum pollution to the river.
107
WATER POLLUTION R&D GRANTS.
Environ Sd Technol, Vol 1, No 3, p 189, March 1967.
DescriPtOrS *Grants, *Water pollution control, Overflow, *Automatic
control, *Flow control, Storm runoff.
Identifiers *Combined sewers, *storage tanks, *Sewer_within-SeWer.
ApproximatelY $20 million in contracts and grants were awarded in 1966
by the Federal Water Pollution Control Administration. About half the
total was for studies of improved methods for dealing with overflows
from combined sewers. Nine cities were awarded a total of slightly
more than $8 million to help finance such projects as construction of
large detention basins to hold combined sewer overflow prior to treat-
ment, and for installation of automated sewer regulator stations de-
signed to provide better control of combined flows. Contracts of $1.6
million were awarded to private companies to study such possibilities
as building a sewer within a sewer or constructing submerged containers
capable of holding combined sewer waste until It can be pumped back to
the treatment plant.
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108
DRAINAGE (SEWERAGE).
Inst Sanit Eng J, Vol 50, pp 177—94, 1951.
Descriptors: *Sto runoff, *Overf low, Velocity, Sewers, Flow, *Runoff 1
Design.
Identifiers: *Lloyd—Davies formula.
In a discussion on the C.E. Code of Practice No. 5 (1950) “Drainage
(Sewerage)”, subjects raised included velocity of flow in sewers, ad-
mission of trade waste waters to sewers, storm water overflows, and
the Lloyd—Davies method of calculating run—off.
109
SEWER SEPARATION.
Water Wastes Eng, Vol 3, p 2, 1966.
Descriptors: Sewers, *Overf low, Design, *Water pollution.
Identifiers: *Combined sewers, *Se qer infiltration.
Engineers and Superintendents of Sewer systems representing a cross—sec
tion of the country were asked several questions regarding their sys—
tems. These questions included miles of different—types of sewers, if
infiltration was a problem, number and types of regulators and diver-
sions used, design of combined system and if any bottlenecks, and an
estimate of percentage and amount of pollution bypassed each year. An-
swers indicated that infiltration as a problem in several cities, but
the sewage lost from bypassing or overf lows was not a significant polj ..
tion problem.
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110
SEWER WITHIN A SEWER.
Water Works Wastes Eng, Vol 1, pp 36—37, 101, Feb 1964.
Descriptors: *Sewers, *plastic pipes, *ConstructiOn, Construction costs.
Identifiers: *Combined sewers, *Ottawa, Canada.
ottawa, Canada constructed small gravity sewers inside 2 existing
large_diameter combined outfall sewers to convey intercepted sanitary
flow tO a new main interceptor tunnel. The inner sewer slopes in the
opposite direction from the outer sewer, which is accomplished by start-
ing the high end of the inner sewer at the top of the large sewer and
spiraling it down the outer sewer wall. In one location because of cor-
rosive wastes the inner sewer consists of 1440 ft. of 15 in. dia. PVC
plastic pipe. In the other location the inner sewer is 1303 ft. of 12
in. ci pipe. The 15 in. sewer cost $20.41 to $24.41 per ft. in place.
The sewer within a sewer technique permitted main interceptor modifica-
tions that saved an estimated $1,200,000. When completed, the main in-
terceptor system will consist of 38,300 ft. of 72 in. to 96 in. dia.
tunnel.
ill
[ FACTS ABOUT CONfiNED SEWER SYSTENS].
Water Wastes Eng, Vol 4, No. 11, p 78, Nov 1967.
Identifier *Combjned sewers.
Facts about combined sewer systems are being collected by the American
PubliC Works Association. A $250,000 grant from the Federal Water Pol-
lution Control Administration has been awarded to the Association, whose
representatives will conduct on—site interviews with water officials of
about 900 conmii tnitieS with combined sewer systems. All cities with pop-
ulations over 25,000 will be included in the survey and checks will also
be made on 30 percent of smaller communities having this type of system.
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112
DRAINAGE (SEWERAGE).
C E Code of Practice No 5, Inst Munic Eng, London, 1950.
Descriptors: *Deslgn, *SewerS, Manholes, *Storm runoff, *Overf low,
Siphons, Pumping, *RuflOff.
In a Code of Practice intended to indicate what Is considered to be good
practice In the design and construction of sewerage systems under aver-
age conditions, recommendations are made concerning choice of sewerage
system, layout, size, shape, depth and gradient of sewers, manholes,
storm—water overflows, siphons, pumping stations, pumping mains, tidal
outfalls, and other works. Information is given on legislation concern
ing discharge of trade waste waters to sewers and on the effect of some
types of trade waste waters on sewerage systems and on natural waters.
In an appendix, a suggested method for calculating run—off is described,
113
SEPARATING STORM AND SANITARY SEWERS IN URBAN RENEWAL.
32nd Report by the Committee on Govt Operations, US House of Representa ...
tives, House Rapt 1648, US Govt Printing Of f, Washington, DC, June 23,
1966. 20 p, 2 tab.
Descriptors: *Water pollution, Grants.
Identifiers *Storm sewers, *SeWer separation, *Coiflbitled sewers, Urban
drainage.
The need for separating storm and sanitary sewers is discussed, with
emphasis on separating such sewers in areas being developed or redeve1
oped under federal aid. The 1962 Public Health Service Table on number.
and size of communities served by combined sewer systems is given. A
1964 Public Health Service appraisal of combined sewers is outlined.
Demonstration grants to develop measures to control pollution from cou .
bined sewers are described. Problems and controversy concerning separ .,
tion of sewers in the University—Euclid urban renewal project in Cleve.. :
land are discussed and other sewer programs are outlined.
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114
DISPOSAL OF MUNICIPAL SEWAGE (WATER POLLUTION CONTROL AND ABATEMENT).
Union Calendar No 90, 89th Cong, 1st Sess, Rep No 204, 1965. U S House
of RepresentativeS. 40 pp.
(through Water Pollut Abstr, Vol 39, No. 10, p 340, Oct 1966).
Descriptors: *Water pollution, *Storm runoff, *Overf low.
IdentifierS *Combjned sewers.
This is the 12th report of the U.S. Committee on Government Operations
and is based on a study made by its Natural Resources and Power Sub-
committee to examine whether Government agencies are coping effectively
with water pollution problems and to determine possible improvements in
techniques for preventing and controlling pollution of rivers and other
water resources. The present position and problems of sewage disposal
are reviewed in relation to water pollution, including the problems
caused by combined sewerage systems and storm—sewage overflows, and
recommendations are made for future action by Government departments;
comprehenSive planning and co—ordination of sewage—treatment facilities
for municipal areas; and development of new methods of sewage treatment.
115
INTERCEPTO HAVE U IUSUAL DESIGN FEATURES.
W. M. Bailey.
Water Wastes Eng, Vol 4, No pp 557, Jan 1967.
(through Eng Index, p 2473, 1967).
Descriptors: *Degign, Sewers, Storm runoff, Sewage treatment.
Identifiers *Interceptor sewers, *Omaha, Nebr.
Waste collection and treatment installation in Missouri River basin in
Omaha, Nebr. is described. Project includes 64,700 ft of collecting
sewers and plant that gives primary treatment to wastes before discharg-
ing them into river. Bidirectional sewer operates during low flow
periods as gravity sewer flowing in one direction. During time of storm
flow, it becomes force main that flows in two directions. Another fea-
ture is segregated treatment plant that permits low strength and high
g rength wastes to be treated separately or mixed in any desirable pro—
portiofl.
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116
S TORN-WATER OVERFLOWS FROM COMBINED SEWERS.
H. H. Benjes, P. D. Haney, 0. 3. Schmidt, et al.
Water Pollut Contr Fed J, Vol 33, p 12, 1961.
Descriptors: *Storm runoff, *Overf low, *RauflfallrUfloff relationships.
Identifiers: *Coip] jned sewers, Kansas City, Mo., *Interceptor sewers.
Advocate using peak dry—weather flow rather than average dwf in deter-.
mining a ratio for interceptor sewers. This helps decrease the percent
difference in peak to average dwf found because size Of community. A—
gree with other investigators that from 0.03 to 0.04 in./hr is needed
to wet down area before run—off. Each 0.01 in. Ihr will produce run—off
equal to dwf. In Kansas City it was found that measurable rainfall oc-
curred about 5 percent of the time. Of this 3.7 percent of the time
run—off could occur. With a peak dwf of 1.5 x ave. dwf and a intercep-...
tor capacity of 1.5 x ave. dwf it was found overflow would occur 3.72
percent time to peak dwf. If interceptor was increased to 3.5 x ave.
dwf, overflow would still occur 3.22 percent of time and 6.5 x ave. dwf
2.3 percent of time. Authors conclude that the practical maximum effec...
tive capacity of interceptor cannot be much larger than the peak dwf.
Also recommend more work be done in characteristics of storm—water run-
off.
117
PRINCIPLES FOR CALCULATING FLOWS IN SEPARATE AND COMBINED SEWERS.
Waclaw Blaszczyk.
Gaz Woda Tech Sanit, Vol 26, No 1, p 24, 1952.
Descriptors: *Rajnf all intensity, *Design, *Sewers, *Flow measurement.
Identifiers *Cojnbined sewers, Warsaw, Poland.
Following a review of the theory of calculating combined sewer flows by
means of several expressions, the author presents time—intensity plots
proposed by various authorities for Warsaw, in which intensities for a
rainfall of 1/2 miii. vary from 25 to 202 1. per second per hectar; for
t = 1 miii., i varies from 16 to 124; for t = 1 miii., I varies from 16 t
124; for t = 2 miii., i varies from 12 to 70; and for t 3 miii., I var-
ies from 9 to 58. In many projects, the results are based upon the ax—
perience of the designer as indicated by the data cited above. Accord..
ingly, the author proposes that it is necessary to come to some agree-..
ment as to the coefficient of probability to be used for economical
sewer design, and that it should not be necessary to depend wholly upon
the judgment of the designer. Of course, the establishment of suitabl 5
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norms must be based upon thorough and complete calculations and review
of existing data. No one, according to the author, has dependable re-
sults, as practically none of the designers have had the opportunity of
confirming their calculations in practice, because in many cases the
system has not been completed as designed, the drainage area has not
been fully settled, or the rains designed for have not occurred.
118
INTERCEPTOR SEWERS.
E. E. Bloss.
Paper presented at Amer Soc of Civ Eng Meeting, Oct 18—22, 1965,
Kansas City, Missouri.
Descriptors: Design, Pumping, Treatment, *Flow measurement, Hydrographs,
Overflow, Storm runoff, *Water pollution control, Hydraulics, Construc-
tion costs.
Identifiers *IntercePtor sewers, *Capacity, St. Louis, Mo., Combined
sewers, Sewer infiltration.
Subject matter discussed in this paper on interceptor sewers applies
specificaUY to the design of the interceptor sewers of the Metropoli-
tan st. Louis Sewer District Pollution Abatement Project. The paper
includes as background Information, a brief description of the District,
as well as a brief description of the overall plan of the proposed in-
terception, pumping and treatment facilities. The methods used in gag-
ing present flows are also discussed and a number of measured sewer hy—
drograPhs are reproduced. Detailed investigation of the spill of mixed
sewage and rainfall with interceptors of several different capacities is
discussed in considerable detail leading to the finding that adequate
abatement of pollution can be achieved with interceptors having a capac-
ity equal to the peak rate of sewage flow. In this investigation sewage
f 1CM was considered to consist of domestic and industrial waste flow
only; it did not include ground water infiltration. However, to com-
pletelY avoid spill during dry weather, it was further concluded that
intercePtors, in final design should have a capacity equal to the peak
flow of sanitary sewage plus the peak rate of ground water infiltration.
Detailed computations of sewage spill were made under conditions of pre-
sent and assumed ultimate watershed development for interceptors on wo
of the largest sewers of the District as finally designed. Two typical
interceptor structures are discussed and illustrated. Storm water flows
for several assumed runoff rates and the effects of such flows on the
hydraulics of the trunk interceptor sewer are discussed. Finally, in
order to illustrate the disporpOrtioflate effect on cost when compared to
the small improvement in pollution abatement accomplished by increasing
interceptor capacities, the trunk sewer was resized to accommodate 1.25
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times peak dry weather flow. A cost estimate of the trunk to carry the
larger flow was prepared and compared with the estimated cost of the
trunk as designed. The reduction in degree of pollution abatement whjc1
would have been achieved by the slightly larger interceptor was also
computed and shown to be inconsequential. The economic inadvisability
of increasing interceptor capacity beyond one times peak dry weather
flow for the St. Louis sewer system was demonstrated.
119
SURVEY OF NAJAFGARH DRAIN DOWNSTREAM OF INDUSTRIAL AREA.
K. R. Bulusu, and V. P. Sharma.
Environ Health, India, Vol 8, pp 103—111, 1966. 3 tab.
(through Water Pollut Abstr, Vol 40, No 3, p 139, March 1967).
Descriptors: *Storm runoff, Discharge (water), *Dissolved oxygen,
*Biochemical oxygen demand, Water Quality, Standards, *Rainfall inten j...
ty, *Water pollution.
IdentifierS *Suspended solids, *Conibined sewers, Juinna River, India.
During the period March-July 1962, the Najafgarh drain, which carries a
mixture of industrial waste water and sullage besides storm water, and
the stretch of the Jumna river into which it discharges, were surveyed
11 times from 12 stations. Graphs and tables are given showing quanti...
tative data on total and suspended solids, dissolved and absorbed oxy
gen, BOD, chlorides and sulphates. The quality of the river water at a
station near the point of discharge was judged to be satisfactory in
relation to the requirements of the Indian Standards Institution and it
is concluded that, during the summer, the quality of the water is suit-
able f or use at a downstream water works and by ripariati owners, but
that heavy rains will cause excess pollution as a result of bottom
scouring.
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120
THE BACTERIOLOGICAL EFFECT OF CO1 1BINED SEWER OVERFLOWS ON THE DETROIT
RIVER.
R. J. Burm.
Water Pollut Contr Fed J, Vol 39, No 3, p 410, March 1967.
Descriptors: *Overflow, Discharge (water), *Colifortns, *Water quality,
*Rajflf all intensity.
Identifiers *Combined sewers, Detroit, Nich.
A study of water quality at various points in the Detroit River before
and after rainf ails causing overflows of combined sewers showed that, in
at least this case, effects of these overflows persist for several days
after discharge has ceased, with duration of effects increasing with in—
crease in the intensity of the storm. Bacterial densities may increase
a thoUSafldf0] after moderate rains at sampling points, within several
miles downstream from combined sewer outfalls. Farther downstream, in-
creases in bacterial densities are less, but occur over greater portions
of the stream width. Fecal coliforms and fecal streptococci follow
patterns similar to those of total coliforms.
121
TilE PROBLEM OF SEPARATION IN PLANNING SEWER SYSTEMS.
T. R. Camp.
Water Pollut Contr Fed J, Vol 38, No 12, pp 19591962, Dec 1966.
riptors: *Overf low, *Sewers, *Water pollution, Construction costs.
Identifiers: *Sewer separation, *Combined sewers, *Storm sewers,
suspended solids.
Sewers originally were constructed to drain cellars and land, and later
were permitted to carry sanitary wastes. Many older cities in the
United States have combined type of sever system and now face the need
for separate systems for sanitary wastewater and stormwater. The costs
are estimated to be $1O,000—$20,000/acre ($25,000—$50,000/ha), not in—
iudiflg the cost of the possible repairs to storm sewers. Al_though only
three percent of the annual was tewater production is discharged by com-
bined sewer overflows, greater amounts of bacteria and suspended solids
are jglodged by high flows after sto s. Other methods proposed to a].—
leviate overflow effects are not so effective as separation.
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122
OVERFLOWS OF SANITARY SEWAGE FROM COMBINED SEWERAGE SYSTEMS.
Thomas R. Camp.
Sewage md Wastes, Vol 31, No 4, April 1959.
Descriptors: *Overf low, *Storm runoff, Rainfall intensity.
Identifiers: *Capacity, *Interceptor sewers, *Combined sewers.
The author notes that it has been shown that the average dry weather
flow of sanitary sewage is approximately equal to the runoff from a
rainstorm having an intensity of about 0.01 in/hr. For interceptors
having a capacity of 2 x dry weather flow, more than 90 percent of sanj..
tary sewage is discharged in the overflows with a rainfall intensity of
0.2 in/hr or more. With interceptors having capacity of 5 x dry weather:
flow, about 76 percent of sanitary sewage is lost during rainstorms
ing an intensity of 0.2 in/hr and about 90 percent is lost during ra1
storms having an intensity of 0.5 in/hr. Frequency of overflows indi-
cate that one may occur every 5 to 6 days during summer with intercep-
tors designed for 1.5 to 3 x average dry weather flow. Chart of fre-
quency of overflows In days/mo vs. capacity of interceptors in terms of
average dry weather flow and variable time of concentration.
123
INPROVEMENTS IN SYSTEMS OF ‘COMBINED’ SEWERAGE.
R. C. Carter.
Inst Sanit Eng J, Vol 49, pp 105—27, 1950.
Descriptors: Water pollution control, *Stortn runoff, *Overf low,
*Sedimentation, Sewage effluent, Sewage sludge.
Identifiers: *Combined sewers, *Storage tanks, Interceptor sewers,
*Capacity.
The author discusses the possibility of reducing pollution caused by
discharge of storm water from combined aewer8. It would not be econor . . .
ical to build sewers large enough to carry the max. flow to be expected
for example once each year, but storm overflows which discharge to a
stream when the flow exceeds 6 x dry—weather flow cause considerable
pollution. Storm tanks are a more satisfactory method of dealing with
storm water, as sedimentation can take place and the effluent when the
tank overflows is of a less polluting nature. It is suggested that
existing combined sewerage system could be expanded by constructing
large storm water balancing tanks at various points on the main inter-
cepting sewer. Storm water could be stored in these tanks and dis-
charged to the sewers as capacity is available. A method for calcula-
ting the required capacity of the storm water balancing tanks is shown
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in a table. In discussion, E. V. Bevan, G. L. Ackers, and G. B.
Towsend, all stated that the system proposed would be the removal of
the sludge which would accumulate in the balancing tanks and might
give rise to septic conditions (Surv, Vol 108, pp 743—5 (1949)).
124
IMPROVEMENTS IN SYSTEMS OF COMBINED SEWERAGE.
R. c. Carter.
Surv, Vol 108, No 3019, p 743, Dec 16, 1949.
Descriptors: *Storm runoff, *OverfloW, *Weirs, Design, Pumping,
Treatment.
Identifiers *Storage tanks, Suspended solids.
The author states that storm overflow weirs are an illogical weakness
in design and should be eliminated wherever possible. Overflow from
storm tanks is much to be preferred to storm sewer overflows as the
overflow from the tajiks has been rid of virtually all settleable sus-
pended matter. Author derives a procedure utilizing storm balancing
tanks which take excess storm water from upper laterals and later re-
turn the flow by pumping. Thus the peaks are removed and all storm
water ultimately gets treatment, either total or at least storm tank.
125
ESTIMATION OF THE FLOOD FLOW ND DISCHARGE COEFFICIENT IN SEWERAGE
SYSTEMS.
T. Dimchev.
Trud Nauch Inst Vodosnab Kanaliz Sanit Tech, Sofia, Vol 1, pp 53—78,
1964.
(through Water Pollut Abstr, Vol 39, No 7, p 232, July 1966).
Descriptors: *Sewage treatment, *Diacharge (water), Rainfall itensity.
Identifiers: *Calculations, *ij bafl drainage.
Hydrological observations made in 1958—61 in an area drained by part of
the Sofia sewerage system are reported and analysed mathematically with
reference to the dry—weather flow and to peak discharges and discharge
coeffi cjant5 in the main sewer, Including the effects of surface deten-
tion of rain water (which varies with the Intensity of rainfall), dura-
tion of rainfall (which is inversely related to the peak flow), and the
free tolume in the sewer.
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126
FOCUS ON RESEARCH. WATER POLLUTION RESEARCH AND THE MUNICIPAL ENGINEER.
A. L. Downing.
Inst Munic Eng J, Vol 92, pp 185—188, 1965.
(through Water Pollut Abstr, Vol 40, No 2, p 89, Feb 1967).
Descriptors: *Water pollution, Automatic control, Instrumentation,
*Storm runoff.
Identifiers: *Con jned sewers.
The work and publications of the Water Pollution Research Laboratory re—
lating to problems encountered by municipal engineers are outlined.
Brief details are given of recent investigations on the effects of pol—
lution on fish; the oxygen balance in rivers and estuaries; the disper-
sion of sewage from coastal outfalls; the fundamentals of established
sewage—treatment processes, and the development of instruments for
their automatic control; the operation of extended—aeration plants;
tertiary treatment for polishing sewage-works effluents; the inhibition
of sludge digestion by detergents and certain industrial effluents dis-
charged to sewers; and the composition and flow of storm sewage in corn—.
bined systems.
127
POLLUTION CONTROL FOR STORM WATERS AND COMBINED SEWER OVERFLOWS.
D. D. Dunbar, and J. G. F. Henry.
Water Pollut Contr, Vol 105, No 11, p 41, 45, 47, 52—3, Nov 1967.
(through Eng Index, p 164, April 1968).
Descriptors: *Water pollution control, *Storm runoff, *Overf low, Design
Identifiers: *Combined sewers, Capacity, *Interceptor sewers, *Storage
tanks, Canada, United States.
Methods and practices in United States and Canada to improve combined
sewer efficiency are discussed. Problem of how large intercepting
sewer capacities should be in relation to average dry weather flow in
combined sewer system is dealt with, as well as the design of storm
holding tanks.
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128
TROUBLE—FREE COMBINED SEWERAGE SYSTEMS.
L. B. Escritt.
Surv, Vol 113, p 603, July 17, 1954.
Descriptors: Sewers, Pipes, *Storm runoff, *Velocity, Design.
Identifiers: *Combjned sewers, *Capacjty.
The author presents both the valid and “fallacious” arguments for the
preference of separate over combined sewerage systems. He repudiates
the most commonly given reasons for not using combined system; that is,
that the large size pipes necessary f or the storm flow will be silted
during dry weather flow and if the gradient is increased to bring the
dry weather flow to self—cleansing standards, excessive depth will re-
sult. He points out “that, while increase of diameter above that re-
quired for the flow does usually reduce velocity, this reduction Is
very small indeed, so that in the majority of instances a combined
sewer has a satisfactory self—cleansing gradient if it is laid to the
same gradient as would be adopted for the soil sewer If the system were
to be made separate.” An example is given.
129
THE ENGINEERING PROBLEM OF BALANCING RATE OF FLOW AND STRENGTH OF
SEWAGE.
L. B. Escritt.
SurV, Vol 104, p 221, 1945.
Descriptors: Design, *Weirs, *Sewage treatment, *Storm runoff.
Identifiers *Storage tanks.
The design of weirs for separating storm water to be given partial
treatment is discussed. Discussed design of storm water tanks having
a 6—hour dry weather flow capacity.
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]. 30
AKRON MONITORS COMBINED SEWER OVERFLOWS.
E. Gates.
Public Works, Vol 98, No 1, pp 90—1, Jan 1967.
(through Eng Index, p 2472, 1967).
Descriptors: *Overf low, Instrumentation, Pumping, *Equipment.
Identifiers: sewers, *Interceptor sewers, Akron, Ohio.
Monitor and control units for combined sewer system are described.
Basic equipment consists of Tel—Eye liquid contact sensors at pump
stations and connections between storms and interceptors, Telstep
telemetry units signaling over leased telegraph channel lines, and
master panel at sewer maintenance headquarters.
131
S TORN WATER AND COMBINED SEWAGE OVERFLOWS.
S. A. Greeley, and P. E. Langdon.
ASCE Proc, J Sanit Eng Div, Vol 87, No SM, 1961.
Descriptors: *Storm runoff, *Overf low, *Water pollution, Storms, Sewers
*Biochemical oxygen demand, Sewage Treatment, *Chlorinatjon, *Pathoge j
bacteria.
Identifiers: *Combjned sewers.
Most of the larger and older cities in the U.S.A. are served by combines
sewerage systems resulting in pollution of waterways through overflows
during storms. Such pollution could be removed by complete separat1o
of storm water and sanitary sewage by the construction of a new system
of sanitary sewers, but this would be expensive and inconvenient and j
theref ore of limited application. The interception and treatment of tik
dry weather flow and the first flushings of storm water will reduce th
volume of sewage discharged through overflows to about 3 percent of the
total sewage flow, and with complete treatment of the intercepted flow:
about 90 percent of the BOD can be removed. Treatment of intermittent
discharges from overflows by retention and chlorination to remove float.
ing solids and bacterial contamination can also improve conditions in
receiving streams at reasonable cost.
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132
INTERCEPTING SEWERS AND STORM STANDBY TANKS AT COLUMBUS, OHIO.
J. H. Gregory, R. H. Simpson, 0. Bonney, et al.
ASCE Proc, Vol 59, p 8, Oct 1933.
DescriPtOrs Design, Construction, *Overf low, *Rainfall intensity,
*Water pollution.
Identifiers *Storage tanks, *InterceptOr sewers, Columbus, Ohio.
Design, construction, and operation of sewerage system extension which
is to provide for estimated population of 643,000 in 1960; overflow of
sewage to rivers and streams; relieving unsanitary conditions in Scioto
River and it Alum Creek; intensity, duration and frequency rainfall
curves; function of storm standby tanks; cost data.
133
COMBINED SYSTEM OF SEWERAGE WITH LIMITED RAW WATER INLET.
Walo Von GreyerZ.
Trans mt Conf Sanit Eng, London, pp 170—80, 1924.
Descriptors: Pipes, Sewers, *Storm runoff, *Rainf all intensity, *RunOff
f 0 recasting, Drainage systems, *Intakes, Construction costs.
Identifiets *Combined sewers, Capacity, *Cellar flooding.
The combined system of sewerage while having many advantages is at times
criticized because of excessive cost on account of the large pipe sizes
required to accomodate the maximum run—off from severe storms which are
of short duration. Lack of attention to this condition results in
flooded cellars. These objections may be overcome to a large extent by
signing the inlets for a limited capacity which the sewer can accomo—
date and utilizing the storage capacity of the streets to hold the sur-
plus run—off. The streets are thus temporarily flooded to a depth of an
inch or two. When the rate of precipitation slackens the stored water
quicklY drains off through the inlets. This limitation of rain water
inlets unites both the simplicity and efficiency of the combined system
and two of the advantages of the separate system, namely freedom from
risk of cellar flooding and reduced construction cost. Data are pre-
sented for the town of Falkenburg for which such a system was designed,
taking into account the various street grades and resultant gutter ca-
pacities. The methods of computing rates of run—off, inlet sizes, etc.
are given in some detail. The discussion disclosed that this method was
also in use in India and Panama.
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134
RATIONAL DETERMINATION OF STORM OVERFLOWS FROM INTERCEPTING SEWERS.
S. c. Hess, and F. C. Manning.
Sewage md Wastes, Vol 22, pp 145—53, 1950.
Descriptors: Design, *Overflow, Storms, Runoff.
Identifiers: *Interceptor sewers, *Comblned sewers.
A method is described for designing intercepterS for use with combined
sewer systems based on dry weather flow and run—off of a selected storm,
135
STORM WATER OVERFLOW IN EXISTING CO1 fflINED SEWERS.
H. Hoffman.
Bauamt Gemeindebau, Vol 31, p 269, 1958.
Descriptors: Design, Sewers, *Storm runoff, *Overf low, Sewage treatnent,
*Oxidatiofl lagoons, *Hydraulic design.
Identifiers: *Combjned sewers.
The author describes the design of a sewer section by which storm water
up to a given dilution is retained and can be discharged to an oxidation
pit before reaching the stream. Hydraulic requirements are discussed
and a sketch plan is given.
136
WATER SUPPLIES AND SEWAGE DISPOSAL IN BERLIN.
K. Hiihnerberg.
Gas Wasserfach, Vol 104, pp 1203—1213, 1963.
(through Water Pollut Abstr, Vol 38, No 1, p 2, Jan 1965).
Descriptors: *Sewage treatment, *Storm runoff, *Overf low, Sedimentatic ,
Identifiers: *Combined sewers, Capacity, Berlin, Germany.
A detailed illustrated description is given of the sources and treatment
of water supply and of sewage disposal in the area of West Berlin from :
the Elbe—Saale to the Oder and N isse. Increased demands due to indu 8 =
trial development have necessitated extensions and reconstructions of
existing water works and construction of new water works and sewage—
treatment plants. The performance of the various water works is tabu -.
lated. Finally, the author discusses the advantages of combined over
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separate sewerage systems and the design and dimensions of sedimentation
tanks and storm—water overflows.
137
EQUIPMENT, METHODS AND RESULTS FROM WASHINGTON, D C, COMBINED SEWER
OVERFLOW STUDIES.
C. Frank Johnson.
Water Pollut Contr Fed J, Vol 33, July 1961.
Descriptors: *Overf low, Design, Sewage treatment.
IdentifierS *Urban drainage, *Combined sewers, Washington, D.C.
The study provided city officials with engineering estimates of the
actual overflows of sanitary sewage, both present and future, which
were of great help in developing and promoting the program of sewerage
improvements.
138
DVANTAGES AND PROBLEMS OF COMBINED SEWERAGE SYSTEMS.
P. Kisser.
Gesundh Ing, Vol 81, p 245, 1960.
Descriptors: Sewers, Design, *Storm runoff, *Overf low, Sedimentation.
Identif1 er8 *Combined sewers, *Capacity, *Storage tanks.
The author discusses the advantages of combined over separate sewerage
systems and the design and dimensions of storm—water overflows and
sedimentation tanks.
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1.39
SEPARATE SYSTEMS—COMBINED SYSTEMS?
E. Kuntze.
Abwass Tech, Vol 17, No 1, pp 8—10, 1966.
(through Water Pollut Abstr, Vol 41, No 2, p 66, Feb 1968).
Descriptors: *Sewers, Sewage treatment, Water pollution, *Storm runoff,
*Qverf low, Pumping, Groundwater, Velocity.
Identifiers: *CoTp jned sewers.
The author discusses, on the basis of experience, the advantages, disad
vantages and economics of existing sewerage systems and compares the
efficiency of the separate system with the combined system. Taking into
account the requirements for sewage treatment and prevention of pollu -.
tion of streams, detailed information is given on how risks of pollutjo
by storm—sewage overflows and rain—water pumps can be avoided. Taking
into consideration the availability of existing sewerage systems, re-
ceiving waters, and local conditions, the author suggests that it must
be decided Individually whether the separate or the combined system is
preferable. Where a new sewerage system is to be installed and good
ground—water conditions prevail, the combined system was found to be
more economical and adaptable; however, where the velocity of flow is
low and a higher water level is required, the separate system is pre-
ferable especially when mineral substances can be washed away by the
storm—sewage sys tern.
140
THE TRUNK SEWER SYSTEM AND THE SEWAGE-TREATMENT PLANT OF THE TOWN OF
UTRECHT. HISTORY AND TECHNICAL LAY—OUT.
N. Lugt.
Ing Gray, Vol 77, G.l—G.7 and G.9—G.20, 1965.
(through Water Pollut Abstr, Vol 38, No 7, p 229, July 1965).
Descriptors: *Sewage treatment.
Identifiers: *Combined sewers, Utrecht, Netherlands.
After outlining the events that led to the construction of sewage—trea ...
nient facilities at Utrecht, the Netherlands, the author gives an illus...
trated description of the combined sewerage system and new treatment
plant. The plant, which is designed to serve a population of 400,000,
provides treatment by high—rate biological filtration with recircu1atj 0
of effluent. Sludge is digested in two stages, dried on beds and used
as fertilizer; sludge gas is used in dual—fuel engines to generate elec...
tricity.
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141
PROGRESS REPORT—ASCE COMBINED SEWER SEPARATION PROJECT.
N. B. McPherson.
Civ Eng, Vol 37, No 12, pp 61—2, Dec 1967.
(through Eng Index, p 164, April 1968).
Descriptors: Pumping, *Design, *Equipnient, Velocity, *Head loss,
*pressure conduits, Pipes, Sewage treatment.
Identifiers: *Combined sewers, *Sewer separation, Residential sewers.
General concept for separation of combined sewerage systems involves
pumping comminuted or ground sewage from individual buildings through
pressure tubing to new and separate sanitary sewage pressure conduits
to treatment works. Investigation of existing conuminutor installation
is discussed. Research to establish design criteria for minimum trans-
port velocities of sewage in pressure pipes; research on head losses
for pipe within combined sewer; field investigations into feasibility
of inserting pressure tubing In existing building sewers; letting of
contracts to develop household grinder—storage-pump units and hanger
system for suspending pressure conduit in combined sewers are presented.
142
ASCE COMBINED SEWER SEPARATION PROJECT PROGRESS.
N. B. Mcpherson.
Conf Preprint 548, presented at Amer Soc Civ Eng Nat Meeting on Water
Resources Eng, New York, NY, Oct 16—20, 1967. 21 pp refs.
DesCriPt0 5: Overflow, Velocity, Computer programs.
Identifiers: *Sewer—WithinSeWer, *Combined sewers, *Sewer separation.
Over 100 persons, including staff members of various subcontracting
organizations, are actively studying the “sewer—within—sewer” concept
of combined sewer separation, of pumping ground sewage from individual
uildiflgS through relatively small pressure tubing. Experimental and
field data are being collected on grinding and pumping devices, instal—
lation of tubing in shallow trenches in place of non—walk—through sewers,
types of tubing and connections, effect of installation on sewer sur-
charge capacity, transport velocity, and computer simulation, among
others. About two dozen reports are expected, including some on con-
comitant solid waste disposal, and home—owner acceptability.
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143
WEST HARTLEPOOL SEWERAGE SCHEME WILL CLEAN BEACHES.
J. S. Miles.
Munic Eng, Vol 141, p 47, 1964.
(through Water Poilut Abstr, Vol. 38, No. 8, p 272, Aug 1965).
Descriptors: *Storm runoff, *Overf low, *OutletS, Pumping, Water pollu-
tion control, *Recreation facilities.
Identifiers *Combined sewers, Great Britain.
Work is in progress on a major sewerage scheme for West Hartlepool
C.B.C., aimed at cleaning up 3 miles of beach and inshore waters be-
tween Newburn Bridge and the mouth of the river Tees. West Hartlepool
is sewered on the combined system, most of the borough being drained
through 3 outf ails. The scheme will be carried out in 2 main stages,
providing first for the reconstruction of the existing outf ails as
storm—water overfiocis and the construction of 3 pumping stations to-
gether with means of mascerating the sewage, and second, if conditions
in Hartiepool bay are found to be suitable, for the laying of a long
outfall buried in the sea bed.
144
[ DESIGN OF RAIN OVERFALLS IN DRAINAGE NETWORKS AND S EWAGE TREATMENT
PLANTS. ] Zur Frage der Bemessung von Regenueberfaelien bel
EntwaesserUflgrfletzefl und Klaeranlagefl.
G. Muelier-NeuhaUs.
Gesundh Ing, Vol 71, pp 9—10, 149—52, May 1950.
Descriptors: Drainage systems, *Storm runoff, *Water pollution, Design,
*Overf low, Sewage treatment.
IdentifierS *Urban drainage.
Design of rain overf ails in drainage networks and sewage treatment
plants; considerable difference between run—off and sewag flow of f
with varying density of population; average pollution of city waste
water; degree of dilution required for sewage, diagrams, charts.
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145
EFFECT OF VARIOUS STORM—WATER PROTECTIVE MEASURES ON THE SEWAGE SYSTEM.
W. !4unz.
Schweiz Z Hydrol, Vol 28, pp 184—237, 1966.
(through Water Pollut Abstr, Vol 41, No 5, p 214, May 1968).
Descriptors: *Storm runoff, *Sewage treatment, *Overflow, Biochemical
oxygen demand. *Planning. Sewage effluent, Water pollution control,
*Rainfall—rUnOff relationships.
IdentifierS *Combined sewers, *Storage tanks, *Calculations, Suspended
solids.
The author describes the mathematical analysis of the effect and effi-
ciency of various decisions which might be necessary in plaiiriirig treat-
ment for the flow from a combined sewerage system, and calculates the
annual amountS of settleable solids and BOD which may be removed by va-
rious settings of storm—sewage overflows and volumes of storage tanks.
Storage tanks are useful when high degrees of treatment are required.
The relation between rainfall and run—off from various types of terrain,
the duration of run—off, and the quality of sewage in a combined system
are considered, and the relation between the required quality of final
effluent and the volume of the aeration tanks in an activated—sludge
plant are estimated.
146
FEASIBILITY OF COMBINED SEWER SYSTEMS.
C. L. Palmer.
Water Pollut Contr Fed J, Vol 35, 162, Feb 1963.
Descriptors: *Design, Storm runoff, Rainfall intensity, Water quality,
Discharge (water).
Identifiers *Combjned sewers, *storage tanks, *Capacity.
Any properly designed and constructed combined sewer, without making use
of the storm water storage, will produce results in the range of 98 per-
cent efficiency and any expenditure of public funds to improve its opera-
tion should not be made until necessity can be clearly shown. The adop-
tion of the plan of designing storm water storage into com 1ned systems
to the extent possible or desirable, will increase the efficiency of any
combined system correspondingly. Generally speaking, the designing of
storm water storage into a combined system increases the cost very little.
Adding this feature to an existing system would cost more but would still
not be a major expenditure. Separate systems will discharge to the re-
ceiving waters with every storm exceeding 0.03 in/hr or about 89 times
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each year for the area studied, and the quality of the storm—water dis-
charge will be objectionable and closely comparable to that trom a corn—
bLned system. Combined systems, designed to make use of “volwrtetric
storage” for the containment of storm water, and based on the volume of
a 1—year storm, would discharge to the receiving scaLer only from 3 to 5
times each year, with a duration of about 0.4 percent of total time,
which corresponds to an efficiency of about 99.6 percent.
‘47
COMBINED SEWER OVERFLOWS.
Great Lakes — Ill. River Basin Project, PHS, HEW, Chicago, Ill.
Carlysle Pemberton.
Paper presented at the Water Resources Eng Conf, ASCE, Milwaukee, Wis,
May 13—17, 1963. 20 p. 2 fig. 14 ref.
Descriptors: *Overf low, Flow measurement, *Water pollution, *Biochernfcal
oxygen demand, Storm runoff.
Identifiers *Combined sewers, *Suspended solids, Chicago, Ill.
A study was made of flow rates and composition of overflows from a large
combined sewer serving a residential area of 8.6 square miles with a
population of 144,300. Overflows occurred during 1.7 percent of the
time, in a 14—month period when rainfall was about 75 percent of normal.
Gross bacterial pollution was discharged during overflows, limiting the
use of the receiving waters from a public health standpoint. Suspended
solids concentration in the overflow was greater on the average than
that of dry weather flow, with considerable variation associated with
rainfall intensity and time since the last storm. The 5—day BOB conce ... ..
tration in the overflow averaged about one—half that of dry weather flow
and was found to decrease with time after overflow started. The total
BOD load discharged during overflows was 2.5 times the dry weather BOD
load for the same number of hours. By extension of the observed data,
it is estimated that the BOD load resulting from combined sewer over-
flows accounts for about 19 percent of the total BOD load in the canal
system serving the Chicago area.
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148
FREQUENCY OF FLOW OVER STORM—WATER OVERFLOWS AND STORAGE POSSIBILITIES
IN THE SEWERAGE SYSTEM.
S. Pfeiff.
Gas Wasserfach, Vol 103, p 84, 1962.
Descriptors: *Storm runoff, *Overflow.
Identifiers: Capacity.
From investigations of the frequency of action of storm—water overflows,
the factors which must be taken into account in calculations are dis-
cussed and the possibility and importance of increasing the storage
capacity of the sewerage System are considered.
149
NEW PRINCIPLES FOR THE ARRANGEMENT OF STORM WATER OVERFLOWS.
S. Pfeiff.
Gesundh Ing, Vol 79, pp 208—13, 1958.
Descriptors; Storm runoff, *Overf low, Design, Construction.
Identifiers: *Combined sewers, *Calculations.
Variations in the requirements for storm water overflows in combined
sewerage systems are discussed and the generally accepted process of
calculation is described. The basic requirements of overflows and
the extent to which these are met by modern methods of construction
are considered.
150
NEW PROCESS FOR SIMPLE CALCULATION OF DILUTION VALUES FOR STORM WATER
OVERFLOWS IN COMBINED SEWERAGE SYSTEMS.
S. Pfeiff.
Gesundh lug, Vol 77, pp 74—7, 1956.
Descriptors: *Storm runoff, *Overf].ow.
Identifiers: *Calculations, *Dilution, *Combined sewers.
The author discusses the uncertainties involved in the usual processes
for the calculation of storm water overflows with the help of fixed dilu-
tion figures. He recommends the use of local frequency curves based on
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rainfall statistics, from which in each case n vnlur can he determined
for the rainfall limit at which the overflow conies into action. He
shows how the overflow and the dilution can be reliably calculated frorn
this limit figure.
151
UNDERFLOW SEWERS FOR CHICAGO.
Milton Pikarsky, and C. .J. Keifer.
Civ Eng, Vol 37, No 5, pp 62—65, May 1967.
Descriptors: *Tunnels, *Tunnel construction, *Discharge (water),
costs, *Computer programs, *Overflow, Water pollution.
Identifiers: *Combined sewers, *Chicago, Ill., *Storage tanks,
“Mole” tunneling.
Chicago plans to use a tunneling mole to construct a large tunnel undex.
the rivers and canals into which all of its combined sewers would dis-
charge. The cost of building the tunnel, referred to as the ‘underflov
mainstream”, using this method is $2 million less than that for the co
ventional open—cut method of construction. The underf low system was
simulated h a computer study, the results of which are tabulated. It
is felt that the underflow sewer will demonstrate the feasibility of
cnnstructiug economically a detention reservoir to greatly reduce the
river pollution caused by overflows from combined sewers, far below the
surface in public right of way, while providing the conveyance capacity
to reduce basement and underpass flooding. It should also demonstrate
the practicability of constructing an enlarged underflow mainstream sy .. .
tern to serve the entire City of Chicago and the surrounding metropoljt
area.
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152
COMBINED SEWER STUDY.
Herbert G. Poertner.
APWA Reporter, p 6, June 1967.
Descriptors: *Surveys.
Identifiers *Combjned sewers.
A brief announcement of an FWPC contract to the APWA Research Foundation
concerned with combined sewers is presented. On—site personal inter-
views will provide detailed information on the combined sewer systems of
approximatel Y 900 communities. Officials of all cities of over 25,000
population plus a maximum of 30% of those in smaller communities will be
interviewed.
153
EFFECT OF STORM WATER ON THE SEWERAGE SYSTEM AND THE RECEIVING STREAMS.
F. Pdpel.
Kotnmuna1wirth t, Vol 9, p 340, 1957.
Descriptors: *Storm runoff, *plaflniflg, *Overflow, *Water pollution.
Identifiers: Urban drainage, *Combined sewers.
The author discusses, with special reference to planning of new towns,
the effect on streams of storm water overflows in combined sewerage sys-
tems. Calculation of the permissible amount must be based on the annual
amount of discharge and of polluting matter in it, the self—purifying ca-
pacitY of the stream, and the use made of the stream water. Investiga-
tions are required into the condition of the storm water in modern condi-
tions of traffic and efforts should be made to develop a reliable method
of assessing the self—purifying power of a stream receiving sudden dis-
charges of polluting matter.
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154
EXTENSIVE SEWERAGE WILL CURB POLLUTION OF A BAY.
Frederick E. Potter.
Public Works, Vol 95, pp 104—05, Oct 1946.
(through Public Health Eng Abstr, Vol 45, No 5, p 154, May 1965).
Descriptors: *Water pollution control, *Sewage treatment, Outlets,
Estuaries, Construction costs.
Identifiers: *Combined sewers, *Interceptor sewers.
Article discusses the pollution problems encountered by the City of Port..,.
land, Maine. The municipality is subdivided into nine watersheds, all of
which drain to tidal water outlets. The effect of tides plus combined
sewerage discharge from the heavily populated areas around “Back Cove”
has created an undesirable situation. Initially, a master plan was de-
veloped in 1943 to eliminate pollution within this area by construction
of interceptor sewers, pumping stations, treatment plant, and outfall
sewer. Recently, construction was completed on the south shore of “Back
Cove” at an expenditure of approximately $1 1/2 million. Construction
is expected to begin shortly on the remaining portions of the sewage
treatment facilities around Back Cove Bay.
155
THE STORM—WATER COMPROMISE.
F. J. Ribbius, and G. Kragt.
Gas Wasserfach, Vol 103, p 498, 1962.
Descriptors: *Storm runoff, *Water pollution control, *Overf low, *Desjg
Sewage sludge, Pumping.
Identifiers: *Combined sewers, *Dilution, *CalculationS, Capacity,
*Netherlands.
On the basis of experience in the Netherlands the authors discuss the de. .
sign of combined sewerage systems and suitable compromise between the re ...
quirements of sewage purification and prevention of pollution of s tre am.s
with special reference to the calculation of dilution and the design of
storm overflows. To avoid the risk of pollution by stirred—up sludge at
storm overflows, methods are developed for calculating the frequency of
overf low and the relation of storage to discharge capacity with reference
to the installation of rain—water pumps. Graphs for the calculations re..
quired for the application of these principles are given and their app1
cation to projects for combined sewerage systems is discussed.
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156
IMPROVING THE EFFICIENCY OF EXISTING INTERCEPTORS.
Erik Riis—Carstensen.
Sewage md Wastes, Oct 1955.
Descriptors: *Stor!n runoff, Rainfall intensity, *Biochemical oxygen
demand.
Identifiers: *Interceptor sewers, *Buffalo, N.Y., *Suspended solids,
*Storage tanks.
For the Buffalo New York area, author has derived a characteristic factor
for a district “Ch” which is a ratio of average dry weather flow (gpd) to
the runoff (cfs) during a uniform rainfall of 1 inch/hr (Ch = . ). Study
of sewage quality or strength during a 0.55 inch rain indicates flow
doubled, suspended solids 4—5 times, BOD in ppm decreased about 1/3, but
total load was higher. During the rain the flow was 5 times and the sus-
pended solids rose to 1220 ppm over an average dry weather concentration
of 186 ppm. Author stresses point that the biggest contributor to the
suspended solids is the material deposited in the sewers themselves dur-
ing dwf. Recommends that sewers be constructed to be self—cleansing and
also favors small storm water tanks be located on laterals and branches,
storm water collected would augment dwf and help keep sewers clean.
157
A BRIEF HISTORY OF POLLUTION PROBLEMS AND POLLUTION CONTROL IN THE
CITY OF LONDON, ONT.
c. c. Rutherford.
Water Pollut Contr, Vol 105,. No 5, pp 66—69, 71, 1967.
(through Water Pollut Abstr, Vol 41, No 5, p 218, May 1968).
Descriptors: *Water pollution, *Stonn runoff, *Overflow, Water pollution
control.
Identifiers *Combined sewers, Urban drainage.
historical description is given of pollution problems and control mea-
sures in London, Ont., which by the late 1950’s was served by 3 over-
loaded sewage works. Problems included gross pollution of the Thames
river by overflows from combined sewers, run—off from septic—tank areas,
and flows from industrial sources. Subsequent annexation led to the ac—
quiSitiOfl of 3 more works; one of the original plants has been closed
down and the others have been expanded and modernized. In addition, an
industrial waste control program has been begun, and pollution of the
river has been considerably reduced.
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158
A FLOODED—TUNNEL INTERCEPTOR SYSTEM FOR THE METROPOLITAN ST LOUIS SEWER
DISTRICT.
W. G. Shifrin, G. K. HasegaWa, and V. C. Lischer.
Water Pollut Contr Fed J, Vol 39, pp 313—333, 1967.
(through Water Pollut Abstr, Vol 40, No 6, p 257, June 1967).
Descriptors: *Drainage systems, *Storyji runoff, Discharge (water), Pump-
ing, *Tunnels, Design, Construction.
Identifiers: *Interceptor sewers, *Combined sewers, *Urban drainage,
St. Louis, Mo.
St. Louis, Mo., is divided into three main drainage areas, draining re—
spectively to the Mississippi river, Coldwater creek, and Sugar creek.
A new sewage works is to be constructed at Bissell Point to serve the
northern part of the Mississippi river drainage area, where at present
there is a combined sewerage system discharging untreated sewage and
storm run—off direct to the river. The advantages and disadvantages of
different types of Intercepting sewer to carry the sewage to the treat-
ment plant were studied, and it was decided to install the flooded—tunnei
type, in which the sewage Is allowed to rise in the wet well of the pu p..
ing station at the treatment plant to such a level that the upstream hy-
draulic gradient allows all diversion structures to operate with a free
fall as in a gravity system. The design and construction of the inter-
ceptor system are outlined and the proposed method of operation, which
will depend on river stage and weather conditions, is described in detail.
159
HOW TO ANALYZE COMBINED SEWAGE-STORM WATER COLLECTION SYSTEMS.
R. H. Stanley.
Water Wastes Eng, Vol 3, No 3, pp 58—61, March 1966 and pp 48—50,
April 1966.
(through Eng Index, p 2740, 1966).
Descriptors: *Hydraulics, *Biochemical oxygen demand, Rain, *5 Ø ij
runoff, *Overflow, *Water pollution, Drainage, Computer programs.
Identifiers: *Calculations, *Combined sewers.
Method of analysis proposed involves field measurement of system hydrau —
lic characteristics and condition. Using these hydraulic characteristics
and past records of BOD levels and rainfall, overflow quantity and pollu....
tion contribution may be calculated. Proposed method is adaptable to
analysis of system or drainage area changes. It can be performed econom...
ically and in relatively short period of time. Calculations involved Ca
be handled by means of digital computer.
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160
DIVERSION FACTORS FOR COMBINED SEWERS BASED ON SEWAGE AND STREAM
ANALYSES.
R. J. Theroux, and R. L. Meek.
Eng News Rec, Vol 139, p 734, 1947.
Descriptors: *Stoni runoff, *Overfiow, Biochemical oxygen demand,
Dissolved oxygen.
Identifiers: *Combined sewers, *Interceptor sewers, *Capacity.
A rational method of determining the diversion factor for storm overflow
is described in which the organic load of the sewage, in terms of BOD, is
balanced against the purifying power of the stream as indicated by the
flow, deoxygeflatiOn, and reaeration constants, BOD, and dissolved oxygen
content of the water above the point of diversion. The method enables
the maintenance of safe dissolved oxygen contents in the receiving stream
without providing unneeded interceptor capacity. The diversion factor
should not be less than 1.5.
161
ONE CITY’S APPROACH TO THE PROBLEM OF COMBINED SEWAGE OVERFLOWS.
D. H. Wailer.
Water Sewage Works, Vol 114, pp 113—117, 1967.
(through Water Pollut Abstr, Vol 41, No 4, p 171, April 1968).
Descriptors: *Overf low, *Sewage treatment, *Chlorination, Discharge
(water).
Identifiers *Interceptor sewers, *Storage tanks, Urban drainage,
*C bjned sewers.
A description is given of the design and operation of one of two reten-
tion tanks constructed to prevent overflows Into Halifax harbor from the
“Arm sewer”, an interceptor sewer which drains the west and north—west
sections of Halifax, Nova Scotia, which are served almost entirely by
combined sewers. The tank, which has a capacity of 1 mil. gal, is pro-
vided with an aerated detritus tank through which dry—weather flow
passes direct to the interceptor sewer after screening; but when flow in
the sewer reaches a maximal level, passage through the detritus tanks is
stopped, and the retention tank fills, providing 15—mm detention at a
design peak flow of 150 ft 3 per sec before over—flowing to the Arm sew-
er. Arrangements are made for chlorination to continue as long as the
rate of inflow exceeds the rate of outflow to the interceptor. If the
intensitY and duration of the storm are sufficient to fill the tank, the
chlorinated sewage is discharged to the harbor.
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162
THE TRUNK SEWER SYSTEM AND THE SEWAGE—TREATMENT PLANT OF THE TOWN OF
IJTRECHT. II. STORAGE CAPACITY OF SEWERS AND PUMP REGIME.
J. W. C. Wainmis.
Ing Gray, Vol 77, G.23—G.31, 1965.
(through Water Pollut Abstr, Vol 38, No 8, p 272, Aug 1965).
Descriptors: *Flow control, *pumping, *Sewers, Instrumentation.
Identifiers: *Combined sewers, Utrecht, Netherlands, Capacity.
The sewerage of Utrecht, Netherlands, is designed as a combined system.
To obtain maximal efficiency of operation at the sewage works it is im-
portant to equalize the flow to the plant throughout the day, and this is
achieved by utilizing the storage capacity of the sewers and by selecting
a suitable relation between the capacities of the pumpS in the various
pumping stations and the numbers of hours during which they operate. The
pumps are operated by remote control from the main pumping station at the
sewage works.
163
COMBINED VS SEPARATE SYSTEMS OF SEWERAGE.
A. R. Ward.
Surv, Vol 81, No 2093, pp 299—300, March 4, 1932.
Descriptors: *Storm runoff, *Water pollution, Pumping, Sewers,
*Depositiofl (sediments).
IdentifierS *Combjned sewers.
Discussion of sewerage systems; river pollution by storm water; deposi-
tion of solids in main sewers, combined system, pumping.
84
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164
SEWAGE WORKS DESIGN AND WET WEATHER FLOWS.
R. K. Williams, and C. C. Wells.
Inst Sewage Purif J, Pt 3, 361, 1959.
Descriptors: *Design, *Stoflfl runoff, *Sewage treatment, *Sewage effluent,
*Waste dilution, Water pollution.
The design of sewage works is usually based on the estimated dry weather
flow, and the authors consider that more attention should be paid to wet
weather flows. They suggest that full treatment should be provided for
all flows up to 3 times dry weather flow; that flows from 3 to 5 times
dry weather flow should be screened and settled; and that flows in excess
of 5 times dry weather flow should be screened. In all cases the by-
passed sewage should be mixed with the fully—treated effluent to dilute
it before discharge. The frequency of peak flows in Salisbury, Southern
Rhodesia, is discussed. The probable polluting effect of the different
degrees of treatment and the effect of the suggested requirements on the
design of the various treatment units are considered.
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Section V
SEWER SYSTEMS - SANITARY
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165
MUNICIPAL SEWERAGE.
Can Munic Util, pp 28—45, 88—92, 1964.
(through Eng Index, p 2237, 1965).
Descriptors: Water pollution control, *Rivers, *Design, *Coflstructjo
*Tunnels.
Identifiers: *Urban drainage.
Nine short articles by eight authors discussing various aspects of .mU
ipal sewerage, cover pollution control for small and large munic1pa1j j
and sanitary sewer systems, design of sewer appurtenances, design and
construction of sewers in open cut, and of tunnel sewers, and construe...
tion safety practices.
166
INFILTRATION INTO SEWERS.
New Zeal Eng, Vol 14, pp 233—238, 1959.
Descriptors: *Storxn runoff, Sewers.
Identifiers: *Sewer infiltration.
In 1957 the Council of the New Zealand Institution of Engineers set up a
committee to investigate into the excessive infiltration and entry of
storm water into sanitary sewers. In the first report of the committee
the results of a questionnaire sent to various authorities are sumina—
rized, and conclusions drawn therefrom are studied. It appears that
storm—water entry and/or infiltration is serious in 75 percent of the
systems studied. It is recommended that further investigation should bi
made into causes of infiltration and possible remedies, including the
preparation of a code of good practice in the laying of sewers and
drains.
86
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167
EXFILTRATION TESTING OF LARGE SEWERS.
Public Works, p 108, Jan 1968.
Descriptors: *Sewers, Construction.
Identifiers: *Sewer infiltration, *Sewer exfiltration.
Infiltration and exfiltration methods for ground water leakage into
sewers are compared. Tests were performed on sewer pipes ranging from
27 to 72 in. Test results showed that exfiltration testing is a valu-
able tool in sewer construction.
168
HANDLING SANITARY SEWAGE AND STORM WATER, ROUND TABLE DISCUSSION.
Wastes Eng, Vol 31, No 4, p 215, April 1960.
Descriptors: *Storm runoff, Sewers, Settling basins, *Equipment,
*MajnteflanCe.
IdentifierS *Combined sewers.
Primarily interested in effect of storm water on flushing out of sanitary
lines with resulting loss of effectiveness of grit chambers and overload-
ing of settling tanks. Essentially an operational forum on equipment
usage and effects on maintenance.
169
SEWER INFILTRATION.
Water Wastes Eng, Vol 4, No 10, p 22, Oct 1967.
DeSCriPt0r *SewerS, Pipes, Sealants, Pumping, *BiochemiCal oxygen
demand.
Identifiers *SeWer infiltration, *Residential sewers, *Suspended solids.
Engineers of sewage treatment facilities in six areas of the U.S. were
surveyed concerning sewer infiltration: frequency of determination of the
extent of infiltration, percentage of sewer flow resulting from infiltra-
tion, steps to reduce infiltration, and effect of infiltration on the
treatment plant operation. Infiltration was reported to be a problem in
87
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each area. Steps used to curb infiltration were: prompt repair of broken
or damaged sewers, replacement of sewer pipe with pipes of materials bet-
ter suited for the area, and enforcement of ordinances prohibiting foot-
ing drains and downspouts. High cost prevented the use of sewer linings
and chemically—sealed joints. Root infestation was also a problem in
each area surveyed. It is the most difficult source of infiltration to
locate and correct and may account for as much as 50% of total infiltra-
tion. Infiltration affected treatment plant operation by increasing the
cost of pumping and reducing BOD and suspended solids. Percentage of the
total flow in the sewers resulting from infiltration was estimated to
vary betwen 10 and 50 percent.
170
EFFECTS OF INFILTRATION.
Sewage Treatment Plant, Miami, Fla.
David P. Backmeyer.
Water Pollut Contr Fed J, Vol 32, No 5, pp 539—540, May 1960.
Descriptors: *Pumping, *Corrosion, *Sewers.
Identifiers: *Sewer infiltration, Florida.
The problems of infiltration of both fresh and salt water in the sewage
collection and treatment plants in Florida are briefly discussed. Be-
cause of the flatness of the land many more pumping stations are neces-
sary in Florida cities than is usual. This magnifies the overflow pro-
blem. Problems include corrosion of treatment facilities by salt and
other chemicals in sea water.
171
RESIDENTIAL USE AND MISUSE OF SANITARY SEWERS.
Grant S. Bell.
Water Pollut Contr Fed J, Vol 35, Jan 1963.
Descriptors: Sewers, Cities, *Construction, *Quality control.
IdentifierS *Resjdentjal sewers.
Experience in Kentucky has already proven that it would have been much
easier for the cities to have acted firmly on the matter of overloading
of sanitary sewers by residence drainage than to suffer the consequenc 8
of leaving private sewers to builders’ and owners’ methods. Quality Co ..
trol of private sewer construction and regulation of the use of sewers
are imperative to a totally successful sanitary sewer system.
88
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172
DETECTION AND SEALING OF LEAKS IN SEWERS.
B. W. Brunton.
Can Munic Util, Vol 101, No 12, pp 22—3, Dec 1963.
(through Eng Index, p 1869, 1964).
Descriptors: *Sewers, *Sealantg, Equipment.
Identifiers *Sewer infiltration.
New chemical grouting method tried in Sudbury, Ont., to repair gap be-
tween joints in sewer system and prevent infiltration consists of TV
camera and rejointer apparatus attached to cable drawn through sewer
lines. When leak Joint is noticed, rejointer is drawn to edge of pipe
joint, then drawn required, distance to have it centered at joint which is
then confined and calked by remote control using chemical grouting mate-
rial. Rejointer consists of hollow aluminum cylinder slightly smaller in
diameter than pipe, encased in rubber jacket which is strapped to cylin-
der at ends and at. center.
173
PIPE JOINTS LIMIT INFILTRATION.
G. W. Clark, Jr., and N. L. Leyrer.
Civ Eng, Vol 37, No 1, pp 62—3, Jan 1967.
(through Eng Index, p 2473, 1967).
DescriPt0 S Sewers, Construction, *ManholeS.
Identifiers *Sewer infiltration.
City engineers in Muskegon, Mich., designed sanitary sewer trunk that
would be placed in area having high water table. Limiting infiltration
was most important. This was accomplished through use of rubber 0—ring
joint gaskets, and good construction and inspection procedures. Tests
on completed line show infiltration to be between 14.5 and 55.7% of tnaxi-
mum allowable rate of 200 gal/in, of internal diameter per mile of pipe
per day. Much of this infiltration took place at precast manhole joints,
which did not have rubber 0—ring joint specified.
89
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174
THE INFILTRATION PROBLEM IN SEWAGE COLLECTIION SYSTEMS.
Arthur A. DeFraites.
S W Water Works J, Vol 44, No 10, Jan 1963.
Descriptors: *Sewers.
Identifiers: *Sewer infiltration.
The author discusses the sewage infiltration problem and gives his views
on how near he believes it is to being solved.
175
EXFILTRATION TESTING OF LARGE SEWERS IN KANSAS CITY, MO.
J. F. Fladung, and L. W. Weller.
Water Wastes Eng, Vol 4, No 9, pp 87—9, Sept 1967 and No 10, pp 60—63,
Oct 1967.
(through Eng Index, p 256, Feb 1968).
Descriptors: Sewers, Manholes, Water pollution control.
Identifiers: *Sewer infiltration, *Leak detection, *Kansas City, Mo.
Test results discussed are for sewers constructed of reinforced concrete
pipe, with manholes included in test sections. Exfiltration specifjca...
tion used permits leakage of 200 gal/in, of ID/mi/24 hr; data are pre-
sented on several contracts under Kansas City’s pollution abatement pro-
gram. Exfiltration test conditions and results are summarized.
176
AN EVALUATION OF THE PROBLEMS OF SA1’ TITARY SEWER SYSTEM DESIGN.
j. C. Geyer, and J. J. Lentz.
Water Pollut Contr Fed J, Vol 38, No 7, p 1138, July 1966.
DescriPtors: *Sewers, *Design, *Sto runoff, Construction, *Groundwater
Identifiers: *Sewer infiltration, *Residentjal sewers.
A study of sewer systems in four communities revealed that flow of domes....
tic wastewater follows indoor water use and undergoes little seasonal
change. Per—capita use increases with the economic status of the area.
Flows of stormwater and groundwater infiltration often exceed domestic
flows considerably where poor sewer construction and illicit connection
to the system are prevalent. Stoppages are caused chiefly by roots and
accumulated deposits, the latter especially at the upper ends of syste 5
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BitwnaStiC joints are most resistant to root penetration; newer materials
have not been evaluated. Other causes of stoppages are slug discharges
of grease and mud from construction.
177
ELI IINATING INFILTRATION OF GROUND WATER INTO SEWERS.
J. Godbehere.
Surv, Vol 121, 1962.
Descriptors: *Flow measurement, Sewers, *Sealants, *Groundwater.
Identifiers *Sewer infiltration.
The author summarizes events which led to the application of Terraseal
for controlling infiltration of ground water into sewers in the rural
district of Atnersham, Bucks. As a result of infiltration the cost of
disposing of sewage, which is discharged to the West Herts Main Drainage
Authority, became disproportionate to the population served. A method
of assessing flow, used in river gauging, was used to determine volume
of infiltration between sampling points. Initial measures to control in-
filtration were unsatisfactorY, but a new chemical grouting process using
Terraseal has resulted in a high degree of success. Terraseal is a form
of sodium alginate capable of forming viscous solutions and of being con-
verted to a stable jelly; addition of a suitable inhibitor to the solu-
tion during preparation prevents micro—organisms from attacking the
jelly. The method of application is described.
178
SEWER DESIGN_ LTRATI DETECTION AI D CORRECTION.
B. J. Haney.
La State Univ — Eng Res Sta — Bull 83, pp 55—71, 1965.
(through Eng Index, p 2473, 1967).
criptors: *Sewers, *Design, Pipes, Construction.
Identifier *Sewer infiltration, Leak detection.
Calculation of capacity of sewer system, sizing of pipe, determination
of pipe slope, selection of pipe material, and proper installation of
pipe as basic steps in design of gravity sewer system.
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179
“SMOKING OUT” ILLEGAL HOUSE DRAINS.
A. Larmon.
Wastes Eng, Vol 34, No 11, p 603, Nov 1963.
Descriptors: Sewers, Manholes, Equipment.
Identifiers: *Residential sewers, *Downspouts.
Smoke testing equipment consisting of portable 1500 cfm Homelite blower
connected by canvas air—duct to sheet of 3/4—in, plywood lined with
sponge rubber to fit over manhole was used to locate downspouts Connected
to sanitary sewer system in South Charleston, W. Va. Smoke was applied
in manhole by lighting smoke bomb on suction side of blower and discharg...
ing it through manhole into sewer.
180
INFILTRATION AND SEWER FOUNDATIONS.
F. W. MacDonald, J. K. Mayer, and S. E. Steimle.
Public Works, Vol 98, No 12, pp 105—7, Dec 1967.
(through Eng Index, p 239, July 1968).
Descriptors: *Sewers, *Design.
Identifiers: *Sewer infiltration, Gulf Coast.
Study was initiated to determine most suitable foundation materials and
best types of sewer arrangements, under various conditions, which will
effectively decrease and control infiltration in Gulf Coast area, and to
test various foundation materials and arrangements in combination with
various laying conditions in order to determine most suitable bedding ii
number of soil types common to area.
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181
INFILTRATION AND SEWER FOUNDATIONS.
Tulane Univ, New Orleans, La.
John K. Hayer, F. W. MacDonald, and S. E. Steimle.
Public Works, pp 105—107, Dec. 1967.
Descriptors: *Sewers *Constructjon.
Identifiers *Sewer infiltration, *Gulf Coast.
A study on the most suitable foundation materials and best types of sewer
arrangements to decrease and control infiltration in the Gulf Coast area
was carried out. Various foundation materials and arrangements under va-
rious laying conditions were tested in laboratory and field studies to
determine the most suitable bedding in a number of soil types common to
the area. This report covers methods of investigation and work completed
in the laboratory in silty sand and fat clay with clam shell bedding.
182
R ’IOTE CONTROL GROUTING OF SEWER LINE LEAKS.
A. Metz, Gary, Indiana.
James Metz.
Water Wastes Eng, Vol 5, No 6, p 68, June 1968.
Descriptors: *Sewers, *Sealants, *Equipment.
Identifiers *Sewer infiltration.
A procedure for repairing leaks in sewer lines, known as telegrout, in-
volving the use of remote control grouting, is described. Equipment re-
quired in the process includes a van—type truck, chemical grout mixing
and pumping equipment, sewer grouting packers and plugs, air compressor,
television inspection components, winches, dowrthole sheaves, and commufll
cation system. A winch cable, to which is attached a television camera
and sewer grouting packer, is pulled through the sewer line. The trail-
ing winch line is attached to the grouting packer, and a communication
line is placed between the two winches and the grouting engineer. The
inline equipment is then moved through the sewer line. When a leak is
observed on the television monitor, the grouting packer is set over the
leak and sufficient chemical grout is pumped through the set packer to
seal the leak. The grout requires 5 to 15 minutes to set. The tele—
jgiOfl inspection system may also be used for survey work to determine
the condition of lines before starting a repair program. Pictures can
be made from the monitor screen for permanent records of lines being
surveyed or repaired.
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183
LABORATORY INVESTIGATION OF SOIL INFILTRATION THROUGH PIPE JOINTS.
E. H. Nettles, and N. B. Schomaker.
Nat Res Counc — Highway Res Board — Res Rec, No 203, pp 37—56, 1967.
(through Eng Index, p 51, July 1968).
Descriptors: *Pipes, *Model studies.
Identifiers: *Sewer infiltration.
Investigation of infiltration characteristics of four soils — poorly
graded medium to fine sand, uniformly graded fine sand, silt, and lean
clay, to develop system of classifying soils according to degree that in-.
filtration through pipe—joint openings may be expected to occur. Inves.- .
tigation included design and construction of model simulating prototype
pipe joint, study of feasibility of using model for such studies, inves-.
tigation of variables affecting soil infiltration, and investigation of
infiltration of soils described.
184
SEAL SEWER LEAKS FROM INSIDE.
R. Nooe.
Amer City, Vol 79, No 6, pp 91—2, June 1964.
(through Eng Index, p 1870, 1964).
Descriptors: *Sealants.
Identifiers: *Sewer infiltration.
Method recommended to repair sewers from inside using special internal
injection techniques controlled and observed by TV camera. Injected
chemical gel stops infiltration and is reported to lower cost of sewer
rehabilitation.
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185
CORRECTING STORM-WATER INFILTRATION, TONAWANDA, NEW YORK.
Newell L. Nussbauflier.
Sewage md Wastes, Vol 28, pp 977—82, Aug 1956.
Descriptors: *Surface runoff, *Stortti drains, Sewers, *Design, Construc-
tion, Construction costs.
Identifiers *Storm sewers, *Sewer infiltration, Tonawanda, N.Y.
The article describes the layout and construction of the early sewers in
Tonawanda, N.Y. Improper planning, poor construction, lack of storm sew-
ers, and the diversion of surface water into the sanitary sewers caused
flooding of the sanitary sewers during periods of precipitation. In-
creased tributary population intensified sewer problems. Several at—
tempts were made to remedy situation. In 1945 a comprehensive storm
drain plan was developed to eliminate the excess water from the sanitary
sewers. The types of storm sewers used, design criteria, construction
details, and costs are outlined.
186
REDUCTION OF HYDRAULIC SEWER LOADING BY DOWNSPOUT REMOVAL.
Gerald L. Peters, and A. Paul Troemper.
No further identification available.
Descriptors: *Sewers, *OverflOW, Storm runoff.
Identifiers *DownspoutS.
Methods used and results obtained to correct overloading of sewers by
j conneCtiflg roof downspouts from sewer systems in Springfield, Illi-
nois are described. A description of the system existing before the
program was initiated is given; data from engineering studies is pre-
sented. After the downspout removal program was decided on for suburban
springfield, inspections were made and voluntary compliance by property
owners reduced the problem. Administrative and technical problems of the
program for the city of Springfield are described. Results of the pro-
gram are given in tables and copies of letters used are included. Costs,
complaints and reduction of the overflow problem due to the program are
discussed.
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187
LOW PRESSURE AIR TEST FOR SANITARY SEWERS.
ASCEPr0c,JSaflit Eng Div, Vol 90, No SA2, Pt 1, paper 3883, pp 1—29,
April 1964.
(through Eng Index, p 1869, 1964).
Descriptors: *Sewers.
Identifiers *Leak detection, Sewer infiltration.
Effect of moisture on permeability of vitrified clay sewer pipe and its
effect on testing procedure. Specifications for testing new pipe instal—
lations are suggested, and methods of computing time necessary to meet
specifications for single size pipe and for combinations of various size
pipes are given. Field tests show that pipe without detectable failure
will lose less than 0.003 cu ft of air/mm/sq ft of internal pipe sur-
face, and that any air loss exceeding 2 Cu ft/mm can be located.
188
EXPERIENCE IN USING LOW-PRESSURE AIR TEST FOR SANITARY SEWERS.
Roy E. Ratnseier, and George C. Riek.
Water Pollut Contr Fed J, Vol 38, No 10, pp 1623—33, Oct 1966.
(through Eng Index, p 2473, 1967).
Descriptors: *Sewers.
Identifiers: *Leak detection, Sewer infiltration.
Low—pressure air test for sewer leakage has proved reliable, easy to use,
and inexpensive. Test, for which specifications have been developed,
consists of introducing air into plugged section of pipe and measuring
time needed for pressure to be reduced from 3.5 to 2.5 psi (0.24 to 0.18
kg/sq cm). Nomograph is used to compute time acceptable according to
specifications. Increased wetness of pipe wall reduces air leakage
through pipe—wall permeability, whereas increased pressure gradient be-
tween inside and outside of sewer increases leakage.
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189
LOW PRESSURE AIR TEST FOR SANITARY SEWERS.
Roy E. Ramseier, and George C. Riek.
ASCE Proc, J Sanit Eng Div, Vol 90, No SA2, pt 1, p 1, April 1964.
Descriptors: *SewerS, Maintenance.
IdentifierS *Leak detection.
Testing a sewer pipe for leakage by the use of air at pressures of ap-
proximatelY 3 psi can measure effectively the quality of the installa-
tion. New work can be tested by noting the time required for pressure
in a closed section of the pipe to drop from 3.5 psi to 2.5 psi. Where
significant leakage is present, it can be quantitatively determined by
metering the amount of air required to maintain a pressure in the test
section. The effect of moisture on the permeability of vitrified clay
pipe and its effect on the testing procedure is determined. Specifica-
tions for testing new pipe installations are suggested, and methods of
computing time necessary to meet specifications for a single size pipe
and for combinations of various size pipes are given. Field tests show
that pipe without a detectable failure will lose less than 0.003 ft 3 of
air per mm per ft 2 of internal pipe surface and that any air loss ex-
ceeding 2.0 ft 3 per mm can be located.
190
DEPOSITION IN A SANITARY SEWER.
C. H. Raths, and R. F. McCauley.
Water Sewage Works, Vol 109, p 192, 1962.
Descriptors: *Deposition (sediments), *Sewers, Design, Construction.
Identifiers *Suspended solids.
An investigation into deposition in sanitary sewers is described. In
each experiment, an 8—in pipe line was set at the required slope, a uni-
form flow of sewage was produced and sand of known particle size was in-
troduced at 8—ft intervals, in descending order of size. From the re-
sults which are shown in tables and graphs, an equation was developed to
express the relation between the depth of flow, the largest size particle
to pass successfully through the pipe, and the slope of the pipe. It was
also found that solids suspended in the sewage apparently had little ef-
fect on deposition and that pipe joints were the principal influence in
initiating deposition. It is concluded that in designing a sewer more
emphasis should be placed on joints and construction techniques than on
minimum pipe grades.
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191
REHABILITATION OF SANITARY SEWER LINES.
D. E. Rhodes.
Water Pollut Contr Fed J, Vol 38, No 2, pp 215—19, Feb 1966.
(through Eng Index, p 2739, 1966).
Descriptors: *Sewers, Construction, Sealants.
Identifiers: *Sewer infiltration, *Leak detection, *polymers.
Excessive infiltration into sanitary sewer lines caused by faulty con-
struction was problem in Montgomery County, Ohio. Injection—type sealing
with polymer—type grouting fluid applied within line seems to have re-
duced infiltration substantially. TV inspection located leaks and waste...
water was diverted around plugged—off section. TV also was used for set-
ting of packer over leaks.
192
DESIGN CONSIDERATIONS FOR SANITARY SEWER EXTENSIONS.
Mississippi State Univ, State College, Miss.
Lloyd R. Robinson.
Water Sewage Works, Vol 114, No 7, pp 250—254, July 1967.
Descriptors: *Design, *Sewers, *Storpi runoff, *Overf low.
Identifiers: *Urban drainage.
The results of a study made for Kansas City to determine dry weather
flows from housing developments, apartments, industries and commercial
establishments are discussed. No wet weather flows were measured but ir
a study of the flow record at one sewage treatment plant serving a resi-
dential area, as little as 0.6 in. of rain caused the recorder capacity
of 0.008 cfs/acre to be exceeded.
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193
SEWERS CAN BE REBUILT BY REMOTE CONTROL.
George Rutz.
Water Works Wastes Eng, Vol 2, pp 42—43, Oct 1965. 4 photo.
(through Public lIealth Eng Abstr, Vol 46, No 5, p 147, May 1966).
Descriptors: *Sewers, *Sealants.
IdentifierS *Leak detection.
Sewer system leaks in approximately 3,000 ft of sewer were located by a
closed—circuit television camera and then sealed with chemical “gel” by
a grouting machine. The units operated from within the sewer and were
controlled remotely from the surface. The TV camera provided a view of
the sealing process while it was being undertaken.
194
INFILTRATION IN SANITARY SEWERS.
I. W. Santry, Jr.
Water Pollut Contr Fed J, Vol 36, p 1256, Oct 1964.
Descriptors: Sewers, Construction.
Identifiers *Sewer infiltration.
This paper points out the importance of infiltration in sanitary sewers.
The degree of infiltration is influenced by such variables as climate,
soil characteristics, ground water table position, materials of construc-
tion, vegetation, and the existence of illegal connections. In this in-
vestigation submergence tests were made on clay and conrete pipe using
jute, cement, cold mastic, hot pour asphalt, rubber gasket, and PVC
jointing materials. It was indicated that the newer joints have much
less infiltration than the older ones. The author stresses the impor—
tance of building sewers with materials that will slow down infiltration,
with joints that will stay tight and with bedding and backfill conditions
that will prevent future movement of the pipe. Illegal connections
should be eliminated.
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195
STORM WATER IN SANITARY SEWERS.
V. W. Sauer.
Sewage md Wastes, Vol 24, pp 166—70, 1952.
Descriptors: *Storm runoff, *Sewers.
Measures taken at Central Contra Costa Sanitary District, California, to
prevent storm water entering the sewers designed to carry sewage and
trade waste waters are discussed.
196
DIVERSION AND TREATMENT OF EXTRANEOUS FLOWS IN SANITARY SEWERS.
L. W. Weller, and M. K. Nelson.
Water Pollut Contr Fed J, Vol 37, p 343, 1965.
Descriptors: Sewers, *Sewage treatment, Chlorination.
Identifiers: *Sewer infiltration.
In many sewerage systems, the maximal flows may be many times the average
as a result of extraneous flows, defined as liquids entering the sanitary
sewers through sources other than plumbing fixtures or process facili-
ties. This may cause difficulties at the treatment plant, and the
authors describe the facilities installed to divert and treat peak flaw 5
in the Mission Township district of Johnson County, Kans. in the Indian
Creek district of Johnson County and in Kansas City, Mo. Peak flows are
settled, skimmed, and in two cases chlorinated, before discharge, thu
reducing possible pollution of the receiving streams.
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197
A STUDY OF STORMWATER INFILTRATION INTO SANITARY SEWERS.
Lloyd W. Weller, and Myron K. Nelson.
Water Pollut Contr Fed J, Vol 35, p 762, June 1963.
Descriptors: *Storm runoff, Surface drainage.
Identifiers: *Sewer infiltration, *Urban drainage, Kansas City, Mo.
This is a discussion of the conduct and findings of a study of a sewer
district with a present population of 50,000 (70,000 ultimate) located
in the metropolitan area of Kansas City, Missouri. The scope and objec-
tives of this study as regards storm—water infiltration were: “(1) to
make a surface drainage survey of selected areas and a surface inspec-
tion of the main sewers to find if any conditions promote the entry of
surface water into sanitary sewers, and (2) to collect and evaluate data
on sewer use and sewage flows.” A total sewer flow of 104.33 mgd
(0.0215 cfs/acre) is developed during large rain storms and it is con-
cluded that “even during a period of moderate precipitation the major
portions of the flow are from sources other than the water—using plumb-
ing fixtures in the residences and public buildings within the dis-
trict.” During these periods the major source of sewer flow is ground
water, presumably from foundation drains used throughout the district.
Additional local factors influencing sewer flow are reviewed.
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Section VI
SEWER SYSTEMS - STORMWATER
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198
PROVIDE DRAINAGE BEFORE FLOODS OCCUR.
Amer City, Vol 75, p 2, 1960.
Descriptors: *Stot 1U runoff, *Water pollution, *Storm drainage, Pumping,.
Sewage treatment, Sewers.
Identifiers: *Storm sewers, *Urban drainage.
Present sewerage facilities serving the Counties of Macoinb and Wayne,
Michigan are grossly inadequate. The area is drained by Milk river wtij àj
is very slow flowing and sometimes stagnant, and a rapid increase in :::
ulation resulting in an increase in the volume of storn water has auge i
ted the problem A project to improve the sewerage facilities, started
in September 1958, includes the construction of two p .unping stations, a
main pumping station with skinuning and sedimentation tanks located about
3/4 mile upstream from the mouth of the Milk river and a low—lift
station about 1/2 mile downstream from the main Pumping station. Radiaj i’
gates have been installed in the river so that the water between the tWO
stations can be changed when necessary. The new Milk river sewer, al—
though designed primarily for storm Water use, Will carry a small quanti-
ty of sewage during storm periods. Under normal dry weather conditions
all sewage is discharged to the Wayne County interceptor system and then:
to the Detroit sewage—treatmeflt plant.
199
FLOOD RELIEF PROJECT IN LONDON SUBURB.
Civ Eng Public Works Rev, Vol 63, No 744, p 761, July 1968.
Descriptors: *Surface drainage, *Tunnels, *Constructjon, Manholes,
*Velocity, Outlets, *Flood control.
Identifiers: *Sewer flushing, *LOfldOfl, England, *Storm sewers.
In an effort to relieve flooding in the London Borough of Redb ridge a new
system of surface sewers was constructed in a tunnel about 30 ft. below
ground level. Access shafts were constructed of 11 ft. internal dia.
reinforced concrete bolted segments. On completion of tunnelling opera-
tions they were converted into drop—manholes to transfer the excess flow
from the existing system down into the new tunnel system. In addition to
the connections to the existing system It was necessary to include a nu -.
ber of drop—manholes in the scheme since it was felt that the gradients
of the new sewers should be designed so that the velocity of flow would
be kept below 12 ft. per second to prevent excessive abrasion of the
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tunnel by grit, etc. It was found that the amount of noise produced by
the flow in the drop—manholes has been low and no complaints have been
received even though the manholes are sited in the road outside residen-
tial property. The flow passes down a vertical cast iron pipe into a
water cushion at the bottom of the shaft. The water cushions have
proved successful since although there is a build up of grit and debris
at low flows, at peak flows the debris is disturbed and flushed down the
pipe to the outfall. The water cushions are designed in such a way that
they will not choke up with debris during prolonged low flow conditions.
200
NEW SEWERAGE FOR CROYDON.
Civ Eng Public Works Rev, Vol 63, No 743, p 666, June 1968.
Descriptors:. Sewers, *Tunnels, *Constructjon.
Identifiers: *Storm sewers, *Capacity.
The Borough of Croydon on the border of Surrey has been carrying out a
program of new building, including commercial development, which has
raised a demand for additional sewage capacity. Accordingly, foul water
and stOrtfl water sewerage has been laid down. The tunnel for the new
sewers was sunk at a depth of 40 ft. below street level and was construc-
ted of precast concrete segments. Tunnel diameters varied between 6 ft.
and 7 ft. In the former, the foul water channel was 24 in. dia. and of
27 in. dia. in the remainder.
201
B0R DUG IN WET SOIL FLOWS TRICKY PATH.
Constr Method Equip, Vol 46, No 7, pp 140—2, 145—6, July 1964.
(through Eng Index, pp 2238—2239, 1965).
Descriptors: *Tunnel construction, Drilling equipment.
Identifiers: Storm sewers.
thods used in building tunnel of storm sewer at Houston, Tex are out—
lined. Shallow 447—ft—long section by open—cut method at one end of job
first installed and then 6500 ft was excavated with wheel—type mm—
ing machine. Tunnel passes 35 to 40 ft under many streets, railroad
tracks, and about 100 utility lines. Mining wheel had to go through 15—
ft Wide gaps to be bordered by freeway columns later To control wet
grounds workers relied on deep wells, air pressure, and chemical grout
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202
STORM SEWER DESIGN AND ANALYSIS BY COMPUTER.
Consult Eng, Vol 30, No 7, pp 78, 81, July 1966.
(through Eng Index, p 2474, 1967).
Descriptors: *Design, Overflow, Outlets, Computer programs.
Identifiers: *Storm sewers.
Three ways in which computer program can solve problems related to sto
sewer design and analysis: in analyzing existing system for each pipe,
output contains indication of overloading, together with measure of sur —
charge; by redesigning existing system, program analyzes existing system
and, if any pipe is surcharged, it indicates surcharge and calculates
correct size for that pipe by adding small increments to cross sectional
area; new system design in which each pipe is considered separately, out-
fall of pipe under consideration being taken as outfall of network up-
stream of this point.
203
HIGHWAY BRIDGE MEN BUILD TUNNEL-FOR WATER.
Eng News Rec, Vol 174, No. 15, pp 34—6, Apr 15, 1965.
(through Eng Index, p 2239, 1965).
Descriptors: Drilling equipment, *Tunnel construction, Storm drains,
Outlets.
Identifiers: Storm sewers, Urban drainage.
Construction of 4.29 mi bored trunk storm drain for Interstate Route 280
in New Jersey that is depressed through Newark, East Orange and Orange
is described. Drain will carry water from these areas to outfall in
Passaic River. Sewer has circular cross section 8—ft in diem, its wall
is 1—ft—thick cast—in—place concrete. For 3.86 mi, its depth below
existing ground level ranges from 35 to 73 ft and averages about 60 ft.
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204
PLANNED CITY PLANS TO RE-USE STORM RUNOFF.
Environ Sd Technol, Vol 1, No 11, p 875, Nov 1967.
Descriptor : *Water reuse, *Storm runoff, *Water pollution control,
Equipment, Sewage treatment.
Identifiers: *Storage tanks, *Urban drainage, *Columbia, Nd.
A plan to store storm water locally, thus controlling pollution, and then
to amortize construction costs by reusing the water for high—volume needs
is being studied in the planned city of Columbia, Maryland. The plan
calls for collecting rain runoff in neighborhood reservQirs, or even in
mass produced storage basins for individual residences. Methods and
equipment for treating the water to make it süita 1e for non—drinking
purposes are also being studie4.
205
UTILIZATION OF STREAM FOR STREAM DAMAGE.
public Works, April 1967.
Descriptors: *Drainage systems, *Storm drains, $ewers, Storm runoff.
Identifiers: *Urban drainage.
A municipality is legally liable for defects and obstructions in sewers
and drains whether a natural watercourse is adopted for drainage pur-
poses or an artificial channel is built. A legal case illustrating this
point is discussed wherein the city was proved liable for water damage
when a rainstorm backed up waters in a stream u8ed as part of the city’s
storm drainage system.
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206
STANDARDS FOR STORM—WATER FACILITIES..
Public Works, Vol 91, No 2, p 91, 1960.
Descriptors: *Standards *Storm runoff, Design, Maintenance.
Identifiers: *Stol sewers, *St. Louis, Mo., *Urban drainage.
The new standards for storm—water channelá, established by the St. Louis
Metropolitan Sewer District in order to reduce erosion and.reduce main—
tenance costs and to provide definite data for Storm.sewer and djtchde...
sign, are outlined with the aid of diagrams. ..
207
PING-PONG BALLS WILL TRACE POLLUTION.
Sewage Works Eng., Vol 19, p 450, Sept 1948.
Descriptors: Water pollution, *Tracers, *Sewers.
Identifiers: *Storm sewers.
Champaign—Urbana, Ill., is faced with a Storm sewer problem which has
apparently resulted in pollulion of an area referred to, as the Bone—.
yard. The lack of funds in the budgets of the two cities has. delayed
a survey of the storm sewer system, but a study of sections of the sew-
ers will be started immediately. The work will be carried out under the
direction of Walter M. Kunsch, engineer—manager of the Champaign—Urba .
Sanitary District. The check will be made by dropping ping—pong balls
or other floating matter down toilets in the area drained by certain sec
tions of the doubtful storm sewer system. If the balls turn up at the
Boneyard, outlet for the storm sewer system, rather than at the sewage.
treatment plant of the Sanitary District, it will be evident that sani-
tary sewage is cross-connected to the storm sewers. The homes from which
the ping—pong balls were discharged will be traced and the pollution
corrected.
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208
2 1/2 m FLOOD RELIEF SCHEME FOR WEST LONDON.
Surv, Vol 122, No 3728, p 1429, Nov 16, 1963.
(through Eng Index, p 1870, 1964).
Descriptors: Pumping, Storm runoff.
IdentifierS *Storm sewers, London, England.
Extensions to existing flood relief system in West London include Hammer—
smith storm relief sewer and pumping station. New station will contain 8
electrically driven 42—in.—diam pumps with total capacity of 1500 tons/
mm. Just before pumping station, 6—ft and 2 8—ft sewers will combine
into approach channel 24 ft wide and 120 ft long which will house pen—
stocks and screens to protect pumps.
209
PROCEEDINGS OF THE THIRTEENTH CONFERENCE OF LOCAL AUTHORITY ENGINEERS,
QUEENSLAND, 1962.
Queensland Dep of Local Governx ient.
Government Printer, Brisbane. 190 pp.
(through Water Pollut Abstr, Vol 38, No 4, p 109, April 1965).
Descriptors: *Design, *Construction, *Drainage systems, *Storm runoff,
Sewers.
Identifiers: *Storm sewers.
This publication contains the full text of papers and discussions pre-
sented at a conference in Brisbane, October 1962, dealing with various
subjects of concern to local authority engineers, including the design,
construction, and maintenance of mild—steel reservoirs; service pipes
for water—distribution systems; design, construction, and maintenance of
open drains (both lined and unlined), including Irrigation channels; ma-
terials for sewers and methods of jointing; dewatering of wet ground,
j c1uding methods for lowering the water table; and the design and con
struction of storm—water drainage systems.
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210
SURFACE WATER AND SUBSOIL DRAINAGE.
British Standards [ nstn, London.
Council for Codes of Practice for Buildings, British Standard Code of
Practice CP 303, 1952.
Descriptors: *Storm drains, *Design, *Surface drainage, *Rainfall
intensity.
Identifiers: *Storm sewers, Urban drainage, *Surface permeability,
Storage tanks.
In this Code of Practice on drainage, recommendations are made for the
collection and disposal of rain water and subsoil water, particularly by
sewers and drains from small housing estates and individual dwellings.
Factors to be considered in the design of surface—water drainage systems
so that pipes are self—cleaning are the intensity and duration of rain
fall and permeability of surfaces. Procedure is given for disposal of
water in sewerage system or to soakaways, streams, or storage vessels.
Subsoil water is defined as the portion of rainfall that is absorbed in
the ground and its drainage is required to increase the stability of the
surface and workability of soil and to reduce flooding. The laying of
field drains and mole drains is dealt with in relation to local condi-
tions.
211
A GUIDE FOR ENGINEERS TO THE DESIGN OF STORM SEWER SYSTEMS, PREFACED BY
THE REPORT OF THE JOINT COMMITTEE ON RAINFALL AND RUN-OFF OF THE ROAD
RESEARCH BOARD AND THE MINISTRY OF HOUSING AND LOCAL GOVERNMENT.
Dep Sci md Res, Road Res Lab, Road Note No 35, 1963. H. M. Stationery
Office, London.
Descriptors: *Design, *Hydrographs, *Hydraulic properties, Sewers, Pipes,
Computer programs, *Runoff, *Rainfall intensity.
Identifiers: *Storm sewers, *Lloyd—DavieS formula.
This publication is intended to guide engineers in the use of the ‘ra-
tional’ (Lloyd-Davies) formula and the Road Research Laboratory hydro—
graph method for designing storm sewage systems. The ‘rational’ formula
is recommended for use in areas where the diameter of the largest sewer
is unlikely to exceed 24 inches, while the R.R.L. hydrograph method is
applicable to all, areas. The calculations Involved in the hydrograph
method are carried out by means of an electronic digital computer. Data
on rates of rainfall and the hydraulic characteristics of sewer pipes
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are included. The publication is prefaced with a report of the Joint
Committee on Rainfall and Run—off of the Road Research Board and the
Ministry of Housing and Local Government, dealing with origins of the
research, constitution and terms of reference of the committee, and the
work being carried out.
212
SMALL UNDERGROUND DRAINS AND SEWERS: I AND II.
Dept Sd md Res, Build Res Sta, Dig Nos 124 and 125. 1959.
Descriptors: *Design, *Constructjon, *sewers.
These Digests, which supersede Digest No. 55 (1953), contain advice on
the design and construction of drains and sewers, revised on the basis
of recent studies. Part I deals with structural design, and Part II
with watertightness, flexible joints, site work, and testing.
213
THIRTEENTH ANNUAL REPORT, 1963—64.
Mersey River Board.
78 pp, 8 plates, 2 maps.
(through Water Pollut Abstr, Vol 39, No 5, p 149, May 1966).
Descriptors: *Water pollution control.
Identifiers: *Storm sewers, Great Britain.
This report of the Mersey River Board, which is to be superseded by the
MerseY and Weaver River Authority, includes a section on the prevention
of pollution; a map showing the general condition of rivers and streap s
in the area, according to a color-coding scheme; and tabulated data ob-
tained in river surveys. Quarterly chemical surveys of all the major
rivers showed a slight improvement in Water quality as compared with the
previOus year and with 6 of the previous 8 years. Sources of pollution
and remedial action are outlined and detailed observations are reported
on the river Alt, Ditton brook, Sankey brook and Glaze brook. The Board
encourages the centralized treatment of sewage in larger plants, the dis-
charge of trade waste waters to sewers, and the construction of separate
9 torm—sewage Systems. Observations are being continued on the self—puri-
fication and re—oxygenation which occur when a polluted stream passes
through a large lake.
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214
STORM DRAINAGE SYSTEMS.
U S Dep of the Navy, Bureau of Yards and Docks. U S Dep Comm, Office of
Tech Services, Washington, D C, 1956.
Descriptors: *Storm drains, *Storm runoff, Subsurface drainage, *Desjgn,
*Cons truction, *Maintenance.
This revised publication presents in detail basic information on the de-
sign, construction and maintenance of storm drainage systems used at
naval establishments in the U.S.A. and abroad. Although sub—surface
drainage factors are presented, a sub—surface system should be required.
only when excess water cannot be otherwise removed.
215
ESTIMATING THE CAPACITY OF SEWERS AND STORM DRAINS.
P. Ackers.
Munic Eng, Vol 142, p 170, 175, 1965.
(through Water Pollut Abstr, Vol 39, No 8, p 267, Aug 1966).
Descriptors: *SewerS, *Storm drains, Pipes, Flow measurement, Slime.
Identifiers: *Capacity.
Recent investigations on sewer capacities, conducted at the Ministry of
Technology, Hydraulics Research Station, are summarized. Experiments
using clean, salt—glazed, precast concrete, and pitch—fiber pipes con-
firmed the validity of the Colebrook—White friction formula (but not the
Crimp and Bruges or Manning equations), and also showed that pitch—fiber
pipes, when clean, have an hydraulic capacity 5—10 percent greater than
the others. The effect of imperfect joints in salt—glazed pipe8 on the
roughness coefficient was found to be directly related to the degree of
eccentricity and the spacing of the joints. To investigate the effect of
slime layers, flow—velocity measurements were made in 20 sewers of van—
oua ages, materials, sizes and gradients, and the roughness coefficients
were calculated. The results, which are tabulated, indicate that slime
layers form quite rapidly in sewers, and that the roughness factor in-
creases with increasing thickness of the layer, giving a corresponding
reduction in capacity.
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216
EFFECTS OF USE ON THE HYDRAULIC RESISTANCE OF DRAINAGE CONDUITS.
P. Ackers, M. J. Crickmore, and D. W. Holmes.
Inst Civ Eng Proc, Vol 38, Pap No 6743, pp 339—359, 1964.
(through Water Pollut Abstr, Vol 38, No 1, p 17, Jan 1965).
Descriptors: *Pipes, Drainage systems, Conduits, Roughness (hydraulic),
*Aging (physical), Deterioration.
Identifiers: *Capacjty.
As a sequel to studies on the hydraulic roughness of new sewer pipes
field experiments were carried out to obtain information on the probable
deterioration of capacity with age and use. The studies, in which both
salt—velocity and radioactive—tracer techniques were used (the iodine—132
method being found most convenient for use in sewers), were carried out
at 20 sites giving a wide range of pipe materials, sizes, gradients, and
degrees of sliming; and roughness values were calculated using the Cole—
brook—White equation for turbulent flow. Slime became established in
sewers after a relatively short period of use and tended to predominate
near the normal water level, but the degree of sliming varied consider-
ably at the different sites, probably depending on the composition of the
sewage as well as the boundary shear. Layers of slime less than 1/8—inch
thick had little effect on the resistance to flow or the capacity of the
pipe, but above this level the resistance to flow increased rapidly with
thickness of slime. Compared with slime, the presence of sediment in the
invert had more marked effects on the roughness values, particularly under
conditions such that standing waves were produced. The effects of sedi-
ment varied widely depending on the “bed form” (a function of particle
size) and the flow conditions. Based on the experimental results, rough-
ness values are recommended for mature foul sewers.
217
ANUAL FOR URBAN PLANNING - CHAPTER V: INDUSTRIAL LAND PLANNING.
J. Byron Barber.
ASCE Proc, J Urban Planning Devel Div. Vol 93, No UP3, pp 1—13,
Sept, 1967.
Descriptors: *Planning, *Drainage systems, Surface runoff, *Storm runoff.
IdentifierS *Urban drainage.
Two aspects of industrial land planning are presented: (1) The urban
planner responsible for ascertaining amounts, kinds, and locations of
industrial land in the general plan; and (2) the industrial land planner
responsible for selection and formulation of a plan for a specific site
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for a manufacturing plant. It is emphasized that the principles, objec-
tives, methods, and standards described herein apply to both aspects.
Sewage problems are briefly discussed. Costs depend on the characteris-
tics of the land and on the type of industry. Storm drainage and surface
runoff should be separated from industrial and domestic wastes.
218
ECONOMICS OF URBAN DRAINAGE DESIGN.
W. J. Bauer.
ASCE Proc, J Hydraul Div, Vol 88, No 1ff 6, pp 93—114, 1962.
Descriptors: Land use, Design storm, *Storm runoff.
Identifiers: *T T han drainage, *Storm sewers, *Chicago, Ill., Capacity.
Problem of urban drainage viewed as one of space allocation. Storm sew-
ers need a system of controlling location of volumes of water that Occupy
space in.a watershed during and after periods of excessive rainfall.
Principles are illustrated by application to Chicago Metropolitan Area
during storm of July 1957. Idea of measuring performance of conveyance
system in terms of dollars/cfs in transporting water is introduced and
some sewer costs given. Planning criteria for urban drainage given: de-
sign storm,, future urbanization, multiple—purpose projects, storm sewer
capacity, assessing benefits, regulation of use of flood plain.
219
MANUAL ON URBAN PLANNING — CHAPTER III: RES IDENTIAL LAND PLANNING.
George C Bestor & Assocs, mc, Carmel, Calif.
George C. Bestor.
ASCE Proc, J Urban Planning Devel Div, Vol 93, No UP2, pp 27—92,
June 1967.
Descriptors: *planning, Land use, Storm drains, *Drainage systems,
*Storm runoff.
Identifiers: *Urban drainage.
Residential land planning is going through an era of drastic change. The
creation of a better living environment is a major challenge to planners.
Engineers are needed as specialists supporting planning activities, and
as qualified planners. Many concepts in planning are being increasingly
employed 1 such as: clustering, density zoning, open space, recreational
features. Careful consideration of econoid.cs is essential to a succesful
planning activity. No matter how well planned, a project can fail to ob—
tam approval from sponsors or from governing authorities if it is poorly
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explained and presented. Storm drainage should be planned in the early
stages of a project development. Several methods of dealing with storm—
water are outlined.
220
STORM SEWER TUNNEL IN ST. PAUL.
J. W. Bird.
Civ Eng, Vol 33, pp 51—53, Sept 1963.
Descriptors: *Tunnels, Construction, Construction costs.
Identifiers: *Storm sewers, *St. Paul, Minn., “Mole” tunneling.
st. Paul’s stor’ sewer tunnel involved building 4,800 ft of 10—ft tunnel
with 12—in, walls and 1,200 ft of 7—ft tunnel and 900 ft of 6—ft tunnel
with 9—in, walls. The cost was $2,120,852. There are three 36—in., one
4—f t, and one 8—ft dropshafts. Four 10—in, alignment holes were drilled
to a depth of 70 ft below the tunnel. These holes acted as inverted
walls and were used to lower the water table and to provide construction
needs. A 20—ft long mechanical mole excavated a 12—ft 3—in, opening for
the 10—ft tunnel. Excavated material was transported to a slurry box,
mixed with water to constitute 20 percent solids, and pumped out. Dust
problems were solved by a water—spray and air—exhaust system. Placing
forms and pouring concrete closely followed the excavation. Only 110 to
200 ft of unlined tunnel was permitted. A pneumatic concrete placing
machine was replaced by a Pumperete machine that cut concrete placement
time in half. Vibrators in the concrete plus some vibration in the forms
gave excellent results.
221
TORONTO CONFRONTS OUTDATED SEWERS.
F. T. Booth, N. Vardin, and G. L. Ball.
Water Pollut Contr Fed J, Vol 39, No 9, p 1557, Sept 1967.
Descriptors: *Storm runoff, *Water pollution control, Construction,
*Over flow, Highways.
Identifiers *Combined sewers, Toronto, Canada, *Capacity, *Storm sewers.
Toronto’s combined sewer system is inadequate to handle the flows gener-
ated by storms. A program to correct this problem is now under way.
Separation of sanitary waste flows and drainage is required in all new
0 ilding5. It was determined that a stormwater capacity of about 1.5
times dry—weather flow provides substantial reduction in pollution from
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storm overflows without excessive cost. Construction of shallow storm
sewers will be undertaken to first intercept road and other land runoff
and later to receive separate drainage flows from buildings as redevel-
opment takes place. The proposed system ultimately will protect against
the storm with a return period of one year.
222
THE MAUNGARAKI DEVELOPMENT.
R. G. Brickell.
New Zeal Eng, Vol 23, No 3, pp 95—100, Mar 15, 1968.
Descriptors: *Storm runoff, Flood control, Discharge (water).
Identifiers: *Urban drainage, *Capacity.
A development of hilly land for housing in the Wellington area in New
Zealand, known as the Maungaraki Development, is described. Problems a—
rising from the development include finance, erosion control, compaction
control, and removal of unsuitable materials. The disposal of storinwater
runoff was complicated by the limitation of peak runoffs reaching the
main stormwater system (the Western Hills culvert) to the capacity of the
culvert. The problem was solved by the use in the two main valleys of
flood control dams, which store the flood waters and let them discharge
at a controlled rate. The ponds are carefully fenced off and are pro-
vided with “leaks” at a low level, which ensure that they dry out a few
days after rain. The second flood control dam, in Percy Creek, was con-
structed by the Petone Borough Council to a design prepared by Climie,
Spencer, and Associates, consulting engineers to the Petone Borough
Council.
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223
EPOXY SOLVES HAZARDOUS SEWER LINING PROBLEM.
F. V. Cornelius.
Public Works, Vol 98, No 1, p 126, Jan 1967.
(through Eng Index, p 2473, 1967).
Descriptors: Sewers, *Sealants.
Identifiers: *Stoflfl sewers, Polymers.
Utilization of epoxy materials for lining large storm sewer following ex-
plosion while heating asphalt mixture for lining is described. Commer-
cial Chem Co, Cincinnati, Ohio, supplied Epo—Patch and Epo—Surfacer com-
pounds to trowel in Invert and spray top part of corrugated pipe. Thick-
ness of epoxy application ranged from 10 mils to 6 in. Approximately 82
gal were required for complete lining of sewer.
224
RETENTION BASIN ELIMINATES NEED FOR COSTLY STORM SEWERS.
F. W. Crane.
Eng News Rec, Vol 143, No 25, pp 38—42, 1949.
Descriptors: *Flood control, *Stoi i runoff, Pumping.
Identifiers: *Storm sewers, Buffalo, N.Y., *Storage tanks, Capacity.
To prevent flooding from overloaded storm sewers in Buffalo, New York, it
is planned to store excess storm water in a disused quarry which has a
capacity of 2,350,000 cu ft. The water will then be pumped gradually in-
to the sewers and so discharged into the creek.
225
STORM WATER DETENTION IN URBAN AREAS.
Eugene J. Daily.
public Works, Vol 92, pp 146147, Jan 1961.
DesCriPt0rS Storm runoff, Drainage system.
Identifiers: *Urban drainage, *Storage tanks.
some cost estimates of Savings in drainage systems by using detention
basi are given.
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226
DESIGN STORM HYETOGRAPRS FROM STUDIES OF RAINFALL IN THE WESTERN AREA OF
SIERRA LEONE.
E. J. Davies, N. J. Garber, and A. E. Harleston.
Inst Water Eng J, Vol 20, No 1, pp 67—74, Feb 1966. 5 fig, 9 ref.
(through Public Health Eng Abstr, Vol 46, No 6, p 199, June 1966).
Descriptors: *Design storm, *Drainage systems, *Rainf all intensity,
Design, Storm, *Hydraulic design.
In Sierra Leone, the design of stormwater drains, spillways, and similar
structures whose geometric and hydraulic properties must be related to
precipitation frequency, intensity, and duration has largely been based
on conjectural storm characteristics. The object of the study was to
produce predesign information applicable to the design of stormwater
drains and similar structures.
227
DETERMINATION OF VARIABLE MAXIMAL INTENSITY COEFFICIENTS FOR STORM-
SEWER CALCULATIONS.
L. T. Epshtien.
Vodosn Sanit Tekh, No 5, p 15, 1960.
Descriptors: *Rainfall intensity, *Rainfall—runoff relationships,
Design, Storm runoff.
Identifiers: *Storm sewers.
The author discusses a method for determining the coefficient of variable
maximal intensities, or relative reduction in run—off intensities for in
dividual collectors, for use in designing storm—water sewers.
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228
DESIGN OF SURFACE—WATER SEWERS.
L. B. Escritt.
CR Books Ltd, London, 1964. 64 pp.
(through Water Pollut Abstr, Vol 38, No 3, p 83, March 1965.
Descriptors: *Design.
Identifiers: *Storm sewers, Calculations.
In this Monograph, which is largely based on a previous paper by L. B.
Escritt, and A. J. M. Young with modifications in the light of further
research, recommendations are made for the economical design of surface—
water sewers. After a critical review of previous practice, experience,
and research, with particular reference to errors resulting in the con-
siderable over—sizing of sewers, the theory is re—examined in the light
of recent field studies, leading to the development of a simple, rapid,
and accurate method for designing sewers of more economical sizes. Ex-
amples are given comparing the new method with the original Lloyd—Davies
method. A list of references is provided.
229
SURFACE WATER DRAINAGE CALCULATION BY DIGITAL COMPUTER.
J. G. Evans.
Surv, Vol 121, pp 1436—1437, 1962.
(through Water Pollut Abstr, Vol 37, No 5, p 162, May 1964).
Descriptors: *Surface drainage, *Computer programs, Runoff, Rainfall
intensity.
Identifiers *Calculat ions.
The author has devised a computer program for calculating the drainage
requirements of any area (involving pipe sizes not exceeding 33 inches
in diameter), based on the conventional Lloyd Davies formula. The corn—
puter has been used successfully to record rainfall and run—off measure-
ments for the drainage areas of Cwmbran new town.
117
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230
CALCULATION OF STORM—SEWAGE TANKS.
H. Fischer.
Gas Wasserfach, Vol 105, pp 543—544, 1964.
(through Water Pollut Abstr, Vol 39, No 3, p 94, March 1966).
Descriptors: *Storln runoff, Design, Overflow, Discharge (water).
Identifiers: *Storage tanks, *Calculations, *Capacity.
In connection with the design of storm—sewage tanks for the Rheing nheim
area of Ludwigshafen, investigations Were carried out on the frequency o
action of storm—sewage overflows and the characteristics which should be
considered when calculating the discharge after the peak load. Results
showed that the characteristics of the flow record can be very variable
for different periods of rain even if the maximum coefficient remains the
same. The author presents graphs and a chart for a simplified calcula-
tion of discharge from storm—sewage overflows and gives a numerical ex-
ample which can be adapted to any particular characteristic of discharge.
231
MAIN DRAINAGE FOR SKELMERSDALE NEW TOWN.
D. H. Garside.
Inst Munic Eng J, Vol 93, pp 26—27, 1966.
(through Water Pollut Abstr, Vol 40, No 4, p 166, Apr 1967).
Descriptors: Sewers, *HydrographS, Sewage treatment, Sewage effluent,
Design.
Identifiers: *Combined sewers, *Sewer separation, *Storm sewers.
The sewerage system for Skelmersdale New Town, Lancs., has been designed
on a separate system and, wherever possible, existing combined sewers
will be replaced by separate foul and surface—water systems. After mak—
ing a comparison between the Road Research Laboratory Hydrograph, and the
Lloyd—Davies method of design for surface—water sewers, it was decided to
adopt mainly the Lloyd—Davies method, but the R.R.L. method was used to
produce the hydrographs required for the design of the balancing lakes.
There are three types of temporary treatment plant in use: one a package—
type extended—aeration plant; the second, an extended—aeration plant us-
ing diffused air; and the third a conventional filter plant using
“Flocor” medium. The final effluent is discharged to the river Tawd. A
fourth plant is planned, in the event of further housing development or
an increase in industrial flow; this will involve primary sedimentation,
land treatment, and clarification of the final effluent through a gravel
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bed, and the effluent will be discharged to the river Tawd. The main
sewage works which is being constructed will provide complete treatment
by the activated—sludge process with Simcar aeration cones, and the ef-
fluent will be discharged to the river Douglas.
232
HOW TO ESTIMATE STORM WATER QUANTITIES.
H. M. Gifft, and C. E. Symons.
Water Wastes Eng, Vol 5, No 3, pp 46—50, Mar 1968.
(through Eng Index, p 244, June 1968).
Descriptors: *Storm runoff, *Rainf all intensity, Design, Drainage.
Identifiers: *Storm Sewers, *Capacity, Calculations.
Several factors involved in determining quantities of storm water are
discussed for storm sewer design as related to rainfall and runoff. Der-
ivation of formulas for calculation of drainage area shape, rainfall in-
tensity—frequency data, time of concentration, and coefficient of runoff.
Noniograph for determining inlet time of flow.
233
MAIN DRAINAGE OF LEYTON.
j. B. Glover.
chartered Munic Eng, Vol 91, No 2, pp 59—63, Feb 1964.
(through Eng Index, p 1869, 1964).
DescriPtOrs: *Sewers, *Design, Surface runoff, Outlets.
Identifiers: *Storm sewers.
proposed improvement scheme for sewer system in Leyton, England, includes
construction of trunk foul water and surface water sewers and 3 short
spurs, and reconstruction of main outfall system; basis of design.
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234
MANUAL ON URBAN PLANNING - CHAPTER Vt: COMMUNITY FACILITIES PLANNING.
Herbert A. Goetsch.
ASCE Proc, J Urban Planning Devel Div, Vol 93, No UP3, pp 15—42,
Sept 1967.
Descriptors: Sewage treatment, *Flood control, *Planning, Storm runoff,
*Drainage systems.
Identifiers: *Urban drainage.
Community facilities are those buildings, works and land areas which are
devoted to public or semi—public uses. Included in this category are
public works and utilities to provide water, power, heat, light, communi-
cations, sewage treatment, flood control, and transportation. In plan-
ning for community facilities, the urban planner must consider population
characteristics and projections, present and future land use, local gov—
erninental structures, climate, topography, soil, and vegetation. He must
consider a community’s objectives and financial ability, as well as the
standar4s of the using agencies. Community facilities may be provided by
a local community alone, jointly by several units of government, by
higher levels of government, by utility comanles, and by private and
semi—private agencies. These facilities should be planned jointly since
their uses are often complementary and space can be conserved. Prob1e
of flood control and stormwater drainage systems are discussed. Provid-
ing adequate stormwater drainage must be considered an important part of
urban planning. Economic and engineering aspects of the problem are out-
lined.
235
CONSIDERATION OF STORAGE CAPACITY IN STORM—WATER SEWERS.
J. F. Gruhier.
Gesundh Ing, Vol 84, 1963.
Descriptors: Design, *InstruflientatiOfl, *Flood control, *Storm runoff.
Identifiers: *Storm sewers, Capacity.
The author describes the design of a storm—water sewer equipped with spe.
cial throttles which can be arranged so as to use the total storage ca-
pacity of the sewer and at the same time control the volume of storm
water leaving the system to avoid flooding. The exact position and size
of these throttles must be determined experimentally, since there is at
present no known method for calculating them. The principle of the de-
sign is based on the establishment of equilibrium conditions, the flow
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of storm water entering the system being equal to the storage capacity of
the system minus the storm water leaving it, and this depends on the sew-
er being filled to a certain depth.
236
ON—THE—SPOT TESTS CHECK GUTTER CAPACITY.
G. H. Hamlin, and J. Bautista.
Amer City, Vol 80, No 4, pp 94—6, April 1965.
(through Eng Index, p 2578, 1966).
Descriptors: Flow measurement, *Surface runoff, *Overflow, Design storm,
*In letS.
dentjfierS: *Street gutters, *Capacity.
ater .carrying capacity of street gutters in San Leandro, Calif. was
tested and it was found that practical flows are 1/2 to 1/4 of maximum
calculated flows. Measurements show that overflows occur substantially
below maximums found in tables or calculated by formula. Overflows are
caused by vehicles parked at curb and driveway openings. Tests also
aeasured curb inlet and grating performance. Catchbasins are now in-
stalled wherever design—storm flow reaches half—way up vertical curb
face Ofl all Street grades up to 5 percent.
237
THE DESIGN OF STORM SEWERS.
j. G. Hendrickson, and T. K. Breitfuss.
public Works, Vol 87, No 2, pp 91—5, 1956.
Descriptors: Design, *Runoff forecasting, Rainfall intensity, *Storm
runoff, Construction, *Intakes, *Outlets, *Manholes.
td tifiers *Storm sewers, *Capacity.
The calculation of run—off, which is dependent upon intensity, duration,
and direction of rainstorms and slope and condition of surface of area
to be served, is a very important factor in design of storm sewers.
storm run—off formulae and calculation of run—off are discussed. The
uthorB consider also the design and construction of different types of
j lets and outlets for storm sewers, design and location of manholes, and
the load—carrYing capacity of sewer pipes.
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238
STORM SEWER DESIGN BY THE INLET METHOD.
Albert B. Kaltenbach.
Public Works, Vol 94, Jan 1963.
Descriptors: *Design, *lntakes, *Storm drains, *Rainfall intensity,
Hydrographs, Flow measurement.
Identifiers: *Storm sewers.
The Inlet Method of Design for storm sewers was developed from a continu-
ing research project on storm drains that has been carried on by the
Johns Hopkins University for the past 13 years. The article reports this
method has shown results closer to and more consistent with actual condi-
tions than any other known design method. The 3 steps involved are (1)
determination c peak flows to each inlet based on maximum 5 minute rain-
fall intensity; (2) attenuating the flow peak from sub—area as it moves
down the pipe; and (3) summing each sub—area hydrograph to determine the
total hydrograph at the design point. A simplified procedure is given
for the designs where many inlets are involved.
239
[ USE OF 3m DIAM REINFORCED CONCRETE STORM SEWERS FOR WESTERN SIBERIAN
METALLURGICAL PLANT, SOVIET UNION]. Primenenie zhelezobetonnykh trub
diametrom 3 m dlya promyshlenno—livnevogo kollektora ZSMS. (in Russian).
G. E. Korotkovskii, Yu. M. Sedel’nitskii, and M. M. Tanakov.
Beton i Zhelezobeton, No 9, pp 8—12, Sept 1967.
(through Eng Index, p 163, April 1968).
Descriptors: *Design.
Identifiers: *Storm sewers, Russia.
Transverse reinforcement in 3 m sewers must be designed under high loads
considering resistance of transverse and shearing force by concrete and
reinforcement. Each annular rod in tension zone should be fastened by
ties. Side earth pressure up to 20 percent of vertical load leads to
increase of bearing capacity of sewer and should be considered during de—
sign. Good agreement between theoretical and experimental values.
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240
OIL RETENTION IN STORM-SEWAGE PUMPING STATIONS AND STORM-SEWAGE TANKS.
A. Krauel.
Gas Wasserfach, Vol 108, pp 48—51, 1967.
(through Water Pollut Abstr, Vol 40, No 7, p 291, July 1967).
Descriptors: *Design, *Puiflpiflg, *Stottii runoff, Water pollution control.
Identifiers: Ruhr River, Germany.
A description, with diagrams, is given of the design and operation of va-
rious storm—sewage pumping works, which were installed at 60 points on
the lower Ruhr against oil pollution. These works, and the oil separa-
tors incorporated, are designed in accordance with the total rainfall of
the area. Special reference is made to a reinforced—concrete oil separa-
tor, installed at the inlet of a large earth reservoir to prevent pollu-
tion of the ground water.
241
LEAVES WON’T CLOG THIS CATCH BASIN.
. E. Lapar.
publiC Works, Vol 95, No 3, pp 90—1, March 1964.
(through Eng Index, p 1870, 1964).
Descriptors: *Storm runoff, *Intakes, Design.
Identif1er *Storm sewers, Urban drainage.
storm sewer project in Poughkeepsie, N.Y., required new design for street
catch basins which incorporates depressed stream flow grate with extra
wide curb opening. Grating used has distinct advantage of offering tear-
drop construction of cross—bars which minimizes tendency to retain leaves
at surface and induce clogging.
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242
INDUSTRIAL AND DOMESTIC WASTEWATER CONTROL IN ThE MILWAUKEE METROPOLITAN
DISTRICT.
R. D. Leary, and L. A. Ernest.
Water Pollut Contr Fed J, Vol 39, No 7, p 1223, July 1967.
Descriptors: *Sewers, *Sewage treatment, Water pollution.
Identifiers *Storm sewers, Urban drainage, Milwaukee, Wis.
The Milwaukee Sewerage Commission provides wastewater collection and
treatment facilities for the 18 municipalitieS located within the Dis—
trict as well as for 7 contract areas located within the drainage area.
Industries are required to separate wastewaterS for discharge to storm
or sanitary sewers and where necessary to provide pretreatment. Separa-
tion of unpollu d and slightly polluted industrial wastewaters for dis-
charge to storm sewers is stressed to reduce the volume requiring treat-
ment. This philosophy is carried into the domestic wastewater area and
separation is required on private property. Concentrated wastewaters
which will not affect adversely the collection system or the treatment
processes are accepted in the sanitary sewer system. Required industrial
waste pretreatment facilities are therefore designed to remove prohibited
materials from the wastewater and generally can be classed as primary
treatment units.
243
110W TO SIZE CONDUITS FOR STORM SEWERS.
Chesman A. Lee.
Chem Eng, Vol 67, No 20, pp 97—8, Oct 3, 1960.
Descriptors: Sewers, *Design, *Overflow.
Identifiers: *Storm sewers, *Manning formula.
A chemical plant must be supplied with storm as well as sanitary sewers.
In general, sewers are designed to operate only partially full——quite
different from the techniques of operating pipe lines full and under
pressure. The Manning formula is discussed in considerable detail. A
storm sewer may be designed to operate full and overflowing under the
worst conditions. The fact that the sewer is under pressure need cause
no concern since at times of heavy rains the soil is saturated and pro-
vides an opposing pressure. A problem and Its step—by—step solution is
given to illustrate methods used to provide design data.
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244
A NEW WASTE DISPOSAL SYSTEM.
E. Lindstrom.
Tidskr v rme — vent—sanit—o kyl Tek, Vol 29, pp 211—213, 230, 1958.
(through Water Pollut Abstr, Vol 40, No 6, p 256, June 1967).
Descriptors: *Sewage treatment, *PlaStiC pipes, Storm runoff.
Identifiers: *Storm sewers.
In the proposed system, sewage from toilets is discharged separately from
other household waste water by means of a vacuum maintained in the sewer,
using a very small quantity of water to rinse the toilet bowl and form a
water trap. The small amount of highly—concentrated sewage obtained
would receive conventional treatment. Small—diameter plastic pipes form
adequate sewers and because of the vacuum present they may be laid at any
gradient, even upwards. The remaining household waste waters can nor-
mally be discharged to receiving waters without treatment, using a simi—
lar sewerage system employing an hydraulic vacuum. The vacuum principle
may also be used for discharge of storm waters and for conveying indus-
trial waste waters to treatment plants.
2145
SOLUTION FOR STORM SEWER SYSTEM PROBLEM.
L. E. McMahon.
Amer Ass State Highway Officials—Committee on Electronics—Regional Conf
on Improved Highway Eng Productivity, Chicago, Ill., pp VII—l4—25,
April 19—20, 1963.
(through Eng Index, p 1870, 1964).
Descriptors: *Computer programs, *Design, *Rajnfa ll intensity,
* infail—runoff relationships.
Identifiers *Storm sewers.
program was developed at Michigan State Highway Dept for solution of
storm sewer system problem created by accelerated highway program. Pro—
gram is written for processing on 20 K IBM 1620 computer equipped with
floating point and indirect addressing features. Solution is based on
use of “Rational Method for Design of Storm Sewer Systems”, Manning for—
mula and use of rainfall intensity and runoff curves developed to meet
ichigafl’S needs.
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246
STORM SEWER TUNNELING IN SANDSTONE.
K. K. McRae.
Public Works, Vol 98, No 2, pp 110—11, Feb. 1967.
(through Eng Index, p 2474, 1967).
Dt scriptors: *Tunnel construction.
Identifiers: *Sto sewers.
Features of tunneling in St. Paul and Minneapolis, Minn. are discussed.
Normal stratigraphic sequence from surface down is—glacial drift (mixed
silts, sands, clays, shales and boulders), Platteville Limestone, Glen—
wood Shale and St. Peter Sandstone. Procedure in advancing tunnel was
to direct h—p water at face to erode sandstone into sand slurry. Mining
water was obtained from dewatering wells and carried to machine in 8 in.
pipe, passed through jet pumps, and directed at face through 1/4—in. diam
nozzles mounted on hand lances. Cutting pressure developed at pump was
400 psi. For tunnel lining modified type 3 grade Y concrete is used by’
concrete pumping machine. Overall footage normally averages from 30 to
50 ft in 8—hr shift.
247
STORM SEWER ENDS MAN-MADE FLOODS.
Alfred R. Pagan.
Amer City, Vol 78, p 87, Jan 1963.
Descriptors: *Storm runoff, Surface drainage.
Identifiers *Storm sewers, *Urban drainage.
The Borough of Palisades Park, N.J., part of the metropolitan New York
complex, had a storm drainage problem. How this problem was solved is
described.
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248
ARE PROTECTED STORM WATER OUTLETS DANGEROUS TO STREAMS?
W. Passavant.
Gesundh Ing, Vol 75, pp 362—3, 1954.
Descriptors: *Water pollution, Storm runoff, *Outlets, Equipment.
Identifiers: *Storm sewers.
The author gives a brief survey of possible methods for reducing pollu-
tion by storm water with special reference to the use of centrifugal
screens.
249
STORM SEWER SYSTEMS.
Amer Public Works Assoc Res Foundation.
Herbert G. Poertner.
State and Local Public Facility Needs and Financing, Subcommittee on
Economic Prog of the Joint Economic Committee — Congress of the US —
Vol I, Public Facility Needs, pp 152—174, Dec 1966. 5 fig, 7 tab.
Descriptors: *Design.
Identifiers *Storm sewers.
A broad study of storm sewer systems is presented. Characteristics,
functions, and basic principles are discussed as well as standards of
performance and design. The existing capital plant of storm sewers is
described. History, distribution, age and ownership are all discussed
and statistics are given. Costs, charges and benefits are described.
Trends of capital outlay are discussed. Graphs show annual U.S. sewer
pipe requirements for various size pipes. Expenditures by private land
developers and public agencies are discussed. Sources of financing are
outlined. Needs, prospective capital outlays and sources of funds for
196667 are discussed.
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250
CALCULATION OF RETENTION TANKS IN STORM-WATER SEWERS.
R. Randoif.
Wasserwirtsch — Wassertech, Vol 9, p 148, 1959.
Descriptors: *Storm runoff, Drainage systems.
Identifiers: *Capacity, *Storage tanks, *Calculations.
The author discusses, with practical examples, the calculation of size of
retention tanks on storm—water drainage systems.
251
SPLIT LEVEL DES:CN FOR SEWER SEPARATION.
W. C. Ridge.
Public Works, Vol 97, No 11, p 97, Nov 1966.
(through Eng Index, p 2473, 1967).
Descriptors: *Sewers, *ConstructiOfl, *Tunnels, *Storp.1 runoff.
Identifiers *Storm sewers, *Sewer separation.
Installation of sanitary sewers at invert of previously used combined
sewer system is described. Four cuts were made into 102—in, sewer and
10 to 12—ft long corrugated steel pipe sections were lowered with set-
ting into position by fork—lift truck working inside sewer. Sanitary
sewer was of eliptical section. After placement, corrugated pipe was
grouted with concrete to provide smooth flow for storm water. Corru-
gated sanitary sewage pipe has been handling average flow of 25 mil-
lion gpd, and storm water capacity in modified tunnel is 500 cfs.
252
HIGHWAY DRAINAGE AND EROSION CONTROL.
J. L. Sanborn.
Purdue Univ - Eng Ext Ser — Eng Bull 113, pp 68—73, 1963.
(through Eng Index, p 1743, 1964).
Descriptors: *Highways, *Drainage systems, Surface runoff, *Outlets.
Identifiers: *Storm sewers.
Principles involved in controlling erosion and providing proper surface
drainage are reviewed. How to build adequate transverse slopes and
longitudinal grades on roadways, collecting ditches along roadside, and
stable outlets to established water courses is discussed.
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253
THE APPLICATION OF STORAGE CAPACITY TO THE DESIGN OF SEWERS.
E. J. Sarginson.
Surv, Vol 119, p 215, 1960.
Descriptors: *Design, *Hydrographs.
Identifiers: *Stol.m sewers, *Capacity, Calculations.
The author shows how calculations involving the storage capacity of cir-
cular sewers can be applied to reduce the size of the conventional
storm—water sewer, dealing particularly with the effect of the shape of
the hydrograph of flow into the pipe on the rate of flow out of the
pipe. It is suggested that reduction of pipe diameter to less than con-
ventional size should be confined to the lower large parts of a sewerage
system.
254
STORN SEWER DESIGN FACTORS.
C. S. Seabrook.
Amer City, Vol 79, p 76, July 1964.
Descriptors: *Design, Discharge (water), Drainage, *Flow measur nent,
*j jnfall intensity, *Runoff, *Intakes.
Identifiers: *Storm sewers, *Urban drainage.
An approach to the determination of design discharges for storm sewers
in Puyallup, Wash. is discussed, wherein the runoff coefficient to be
used, and the actual contributing area within the given drainage area
is determined by actual flow measurements to a curb inlet, with the re-
sultant flow being related to recorded rainfall intensities. Results
of the experiments revealed justification for considering only the
street rights of way as the contributing drainage area, and the assign-
ment of a 0.9 runoff coefficient to this area, for purposes of design
discharge calculations. Such examination of actual runoff conditions,
as opposed to the arbitrary selection of a runoff coefficient times a
total contributing drainage area, is reported to have saved the city
some 20 percent on a million dollar storm sewer project.
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255
FUNDANENTALS OF SEWER DESIGN.
W. 0. Seppa.
Hydrocarbon Process Petrol Refiner, Vol 43, No 10, pp 171—6, Oct 1964.
(through Eng Index, p 2237, 1965).
Descriptors: *Design, Sewers.
Identifiers: *Sto sewers.
Four basic sewer systems used in typical hydrocarbon processing plants
are oily water sewer, acid (chemical) sewer, storm water sewer and sani—.
tary sewer. Design and operation of each type are discussed.
256
GROUND WATER CONTROL FOR HIGHWAYS.
T. W. Smith.
Nat Res Counc — Highway Res Board — Res Rec, No 57, pp 35—52, 1964.
(through Eng Index, p 2092, 1965).
Descriptors: *HighWays, *Groundwater, *Subsurface drainage, Design,
Construction.
Subsurface drainage procedures used in design and construction of high-
ways in California are described. Application, construction, and effec—
tiveness of stripping and blanketing with permeable material, stabiliza-
tion trenches, horiiontal drains, and other specialized measures used
for subsurface water controls are discussed. Particular consideration
is given to characteristics of permeable material.
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257
SIMPLIFIED SEWER DESIGN.
R. B. Steytler.
Public Works, Vol 91, p 102, June 1960.
Descriptors: *Sewers, *Design, Drainage systems, Rainfall intensity.
Identifiers: *Storni sewers, *Capacity, *Calculations, Erie, Pa.,
*Urban drainage.
This article points out the necessity for revamping and extending the
sewer system of the City of Erie, Pennsylvania, due to the growth in pop-
ulation and expansion of the area served by the system in recent years.
The earlier designing did not take into consideration the future poten-
tial of the drainage areas, a situation which is typical in a number of
communities. A simplified sewer design method was developed for use in
extending and modifying the storm and sanitary sewer systems in the city
which, according to the author, has proved effective and time saving both
in original design and for checking of the existing system. The method
consists of equating area to quantity of both sanitary and storm flow and
superimposing the information on any one of a number of sewer design
charts available. In this case a diagram based on Kutter’s formula
(n = 0.013) was selected. Basic sewer design principles are discussed
together with development and adaptation of this design method. Drainage
areas for both sanitary and storm drainage are plotted on the sewer de-
sign chart opposite the corresponding quantities of sewer flow. The san-
itary portion of the chart was designed strictly on a population basis,
with a sufficient safety factor to lead to an over—design. The chart is
designed for the minimum size storm sewers considered economically safe
in the City of Erie and a different runoff coefficient may be necessary
in the application of the method in other areas. A design chart (based
on Kutter’s formula a = 0.013) is presented and the use of this method is
illustrated and the procedures followed in applying the method are de-
scribed. The chart is based on an average condition in Erie but its use
in another area would possibly require an entirely different set of
figures due to local design considerations. It is pointed out that,
while the calculations and intentions of the sewer design chart is to
0 ver—design, it is still necessary for the final design to be checked to
determine if the area under consideration is similar to that for which
the chart was developed and includes all the potential drainage basin.
A chart showing a rainfall intensity curve used for storm sewer design
in Erie is also presented.
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258
PROGRESS TO DATE AND CURRENT WORKS AT GLENROTHES NEW TOWN.
G. A. Sutherland.
Inst Munic Eng J, Vol 94, pp 325—9, Oct 1967.
Descriptors: *Surface drainage, *Storni drainage, Storms, Flood control,
*Design, *Sewers, Runoff, *Discharge (water), *Hydrographs, *Construc_
tion costs, *Rainf all intensity.
Identifiers: *Storm sewers, *Urban drainage.
Glenrothes, the second new town in Scotland, designated under the New
Towns Act of 1946, was designed to contain an area of 5,730 acres and a
target population of 32,000. shopping, educational, and housing provi-
sions are briefly discussed. The complete system of foul and surface
water catchinents is gravity operated and it has not been necessary to
resort to either pumping or tunneling to maintain the gravity system.
Two catchments, one draining the northern portion of the town (3,550
acres) and one draining the southern portion (2,180 acres) are described.
A once in ten—year storm which should produce bank—full conditions and
flooding has been provided for by twenty acres of balancing pond capaci-
ty based on an average water depth of three ft. This provision is esti-
mated to cost !D60,0 00 . Design considerations are discussed for foulwater
sewers and for surface water sewers. Foulwater runoff was based on a
future water consumption of 50 gal/head/day. Trunk and development sew-
ers within housing areas were designed for a peak flow of 6 D.W.F. A
discharge rate of 7 cumins/acre was calculated for 1/3 of the area; the
remaining 213 discharging at the rate of 1 cumin/acre. The trunk surface
water sewer was designed by the Road Research Laboratory’s Unit Hydro—
graph method for a once per year storm. This method showed an 8% saving
in cost over the previously used design method (M.O.H. rainfall intensj...
ty curve). Subsidiary sewers were designed using the rational method
and Bilham’s once per year storm. Continuing rainfall observation is
expected to establish a rainfall intensity curve for the area.
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259
SHORTCOMINGS AND POTENTIAL OF ZONING.
Nati Assoc of Home Builders, Washington, D.C.
Lee Anthony Syracuse.
ASCE Proc, J Urban Planning Devel Dlv, Vol 93, No UP4, pp 53—62,
Dec 1967.
Descriptors: *Highways, *Storm drains, Surface runoff.
Identifiers: *Storm sewers.
Broad aspects of zoning are discussed. A brief discussion of storm sew-
ers in cul—de—sac easement lanes is included. Inverted crown roads or
one—sided sewer installation with the street slightly slanted toward the
sewer can be used.
260
EMPIRICAL MODEL FOR PREDICTING DRAINAGE SYSTEM PERFORMANCE.
P. A. Taylor, and D. C. Watts.
Amer Soc Agr Eng, Trans, Vol 10, No 6, pp 723—6, 729, Nov—Dec 1967.
(through Eng Index, p 51, July 1968).
Descriptors: *Drainage systems, *Design, Sewers, *Computer programs.
Effect of springtime weather patterns, soil physical factors, and drain-
age system geometry on optimum design drainage coefficient for sizing
mains and submains was studied at Oregon Agricultural Experiment Station.
Study of Amity series is reported. Development of computer programs for
water table simulation is discussed.
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261
STORM DRAINAGE PROBLEMS AND SOLUTIONS.
A. L. Tholin.
Public Works, Vol 92, No 8, p 172, 1961.
Descriptors: *planning, Cities, *Storin drainage.
In a paper presented at a conference on environmental engineering and
metropolitan planning the author outlined the problems encountered con-
cerning the estimation and disposal of storm drainage and discussed how
these problems could be solved.
262
FUNCTION AND ORGANIZATION OF HIGHWAY DRAINAGE SECTIONS.
F. W. Thorstenson.
ASCE Proc, 3 Highway Div, Vol 91, No HW 1, paper 4207, pp 49—54,
Jan 1965.
(through Eng Index, p 2093, 1965).
Descriptors: *Highways, *Drainage, *Surface runoff.
Identifiers: *Storm sewers.
Basic function of highway drainage section, as related to design of cul—
verts, bridge waterway openings, storm sewers, and erosion control facil-
ities, is described. Services pertaining to drainage matters that nor-
mally confront highway department organizational structure is suggested.
Procedures for conducting drainage activities are described.
263
DESIGN OF STORI4 SEWER SYSTEMS.
L. H. Watkins.
Chartered Munic Eng, Vol 90, No 11, pp 337—41, Nov 1963.
(through Eng Index, p 1870, 1964).
Descriptors: *Design, *Rainfall—rUflOff relationships, *Computer programs.
Identifiers: *Storm sewers, *Urban drainage.
Research into relation between rate of rainfall and rate of runoff from
urban areas is discussed. New method of calculating sewer sizes deve] .—
oped as result of research is described. Programs for electronic digital
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computer have been evolved to enable method to be used simply and econom-
ically for desigrLing new sewer systems and examining and redesigning ex-
isting systems.
264
EFFECT OF USING CONTINUALLY SUBMERGED DRAINS ON DRAIN SPACINGS.
J. Wesserling.
J Hydrol, Vol 2, No 1, pp 33—43, 1964.
(through Eng Index, p 460, 1964).
Descriptors: *Storin drains, *Plastic pipes, Construction, Drainage
systems.
Solution of flow problem given by Kirkham (1958) has been worked out for
submerged drains. Some calculation examples show that under certain
favorable conditions considerable increase of drain spacing can be ob-
tained by using deep, submerged drains. Installing of such drainage sys-
tems is possible when using plastic pipes. Carrying out drainage works
under wet conditions, as will be often necessary, may in some soils im-
pair structural stability of soil surrounding pipes. It should be inves-
tigated in what measure this will be the case when using modern laying
methods.
265
DRAIN THAT GREW AND GREW.
G. B. Wilkes, and J. R. Beilby.
Can Munic Util, Vol 103, No 4, pp 15—17, April 1965.
(through Eng Index, p 2238, 1965).
Descriptors: *Storm drains, Outlets, *Velocity, *Spij.lways.
Identifiers: *Storin sewers.
Features of Wilson Heights—Spadina Expressway storm trunk drain, Toronto,
out., are described. Length of line selected is approximately 13,000 ft,
and difference in elevation between invert of sewer at interchange and
Don River outfall is approximately 136 ft. Crade of sewer was chosen at
0.45 percent to keep maximum velocities below erosion velocity. With
this grade, sewer was constructed from 34 to 80 ft below ground level
Ufltil it interrupted gully which ran back in from river. Feasibility of
carrying water in open channel via gully with small spillways to dissi-
pate energy was ascertained.
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266
SOIL AND WATER PROBLEMS ON BUILDING SITES.
D. A. Williams.
Public Works, Jan 1961.
Descriptors: *Land use, *Construction, *Water pollution, Outlets,
Recreation facilities, *Stilling basins.
Identifiers: *Storm sewers.
Areas under construction such as new suburbs where all vegetation is
stripped off and natural water courses are disturbed with streets,
buildings, etc. are creating erosion problems with siltation of rivers
and lakes. Even areas designed with storm sewers experience this prob-
lem because of the time lapse to get cover, lawn, etc. to grow. A study
was made at a 8,200 acre undeveloped area outside Memphis, Tennessee,
that is scheduled for development and the engineers recommended that 44
detention basins be built at a cost of $1,400,000 instead of storm sew-
ers. Basins to be designed to retain 60 percent of a 6—hour rainfall
of 100-yr occurrence. The outlets would empty the basins in 24 hours.
The larger detention sites could become green acres for parks and recre-
ational use. Smaller basins or dry basins could be landscaped in with
development.
267
GRAPHIC STORM SEWER DESIGN.
G. E. Zoeliner.
Water Sewage Works, Vol 109, p 447, Dec 1962.
Descriptors: *Design, Storm runoff, Overflow, *Rainf all intensity, Weirs.
Identifiers: Calculations, *Storm sewers, Storage tanks.
The exorbitant costs of storm sewer systems require the decision as to
the degree of protection to be provided against property damage, nui-
sance, and inconvenience from surcharged sewers. The exact determina.-
tion of the permissible frequency is not possible with the presently
used methods, e.g., empirical formula and Rational Method. The graphic
Method, as used in Germany for 50 years, makes it possible to determine
exactly the runoff for any frequency of surcharging, and this runoff j
based on the most critical rainfall for each sewer stretch with regard
to the relationship of rainfall intensity to rainfall duration. The
Graphic Method permits analysis of storm water reservoirs and calcula-
tion of excess flows that are diverted over a weir as the rate of flow
with respect to the time is given. The illustrated example shows that
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the storm sewer system designed with the Rational Method based on a 5-
year storm frequency and 15 mm. time of concentration will actually
surcharge once a year.
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Section VII
STORMWATER - QUANTITY, QUALITY AND POLLUTION
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268
SOURCES OF NITROGEN AND PHOSPHORUS IN WATER SUPPLIES. TASK GROUP REPORT.
Amer Water Works Ass J, Vol 59, pp 344—366, 1967.
(through Water Pollut Abstr, Vol 41, No 3, p 106, Mar 1968).
Descriptors: Runoff, *Nutrients, Nitrogen, Phosphorus, *Water supply.
Identifiers: *Urban drainage.
In this second part of Task Group 2610P of the American Water Works
Association the sources from which nitrogen and phosphorus may enter
water supplies are reviewed; a bibliography of 63 references is ap-
pended. Sources of these nutrients include sewage, synthetic deter-
gents, industrial wastes, compounds used in water treatment, run—off
from agricultural and urban areas, wastes from farm animals and wild-
fowl, rainfall and dustfall, and nitrogen fixation. Some figures show-
ing increases La nutrient content of various rivers and lakes in U.S.A.
are quoted. From the available data, an attempt has been made to esti-
mate the relative significance of the various sources of nitrogen and
phosphorus, and the results are tabulated, showing that agricultural
run—off is the greatest single contributor of nitrogen and phosphorus
to water supplies. The possibility of controlling the amounts of nu-
trients contributed by various sources is considered briefly.
269
CALIFORNIA HIGH WATER, 1965—1966.
Calif, Dep Water Resources, Bull 66—69, Aug 1967. 61 p.
(through Eng. Index, p 90, Mar 1968).
Descriptors: Rainfall—runoff relationships, Precipitation intensity,
*Storm runoff, Storms.
Identifiers: California.
Report provides information on meteorology, rainfall—runoff, and dam-
ages resulting from major storms of 1965—66 water year. It describes
general weather patterns preceding and during storm periods, including
precipitation characteristics and discusses resulting runoff in seven
hydrograph areas of state. It presents information on flooded areas
and damages; two storms during Nov 1965 recorded total of 30 in. of
precipitation and one—day maximum of 12.4 in. at station in Santa Ana
River Basin.
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270
SEWERAGE MANUAL AN) DIRECTORY, 1963.
Can Munic Util. 144 pp.
(through Water Pollut Abstr, Vol 37, No 4, p 124, April 1964).
Descriptors: *Surveys, *Stoj runoff, *Water pollution, Sewage treatment.
Identifiers: *Canada
This publication contains a Manual Section (pp. 17—60, 135—138, and 140—
141), giving information on various aspects of sewage treatment and dis-
posal; a pictorial review of equipment (pp. 62—89); and a statistical
section, giving details of the sewerage systems and sewage works in each
province of Canada (pp. 91—113). The Manual Section includes articles
on air utilization in sewage works (Dutton, C. S.), including aerated
detritus tanks, aerated channels, and types of equipment for aeration
in the activated—sludge process; “package” and “compact” sewage—treat-
ment plants (Grunwell, H.), with illustrated descriptions of represen-
tative plants, namely the “Accelo—Biox”, “Rated—Aeration”, “Sparjair”,
“Oxigest”, and “Septi—Robic” units, all of which are based on an extend-
ed—aeration process, and the “Simplex” Corner Pocket Plant (based on the
standard activated-sludge process). “Clarigester” (providing primary
treatment and digestion), and “Oxigritter” (primary treatment); elutri—
ation of digested sludge (Scott, C. T. G.); problems caused by synthet-
ic detergents (Berry, A. E.), including data on the concentrations of
these materials in sewage, sewage—works effluents, river water, storm
water, well water and laundries waste waters in Ontario, and the reme-
dial measures taken; pumping in sewage systems (MacKenzie, J. A., and
TatterSall, J. K.); and instrumentation, control and automation for
sewage works (Simmons, R. A. G.).
139
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271
CLEAN UP OF LAKE MICHIGAN.
Effluent Water Treat J, Vol 8, No 5, p 255, May 1968.
Descriptors: *Water pollution control.
Identifiers: *Combined sewers, *Lake Michigan, Storm sewers, *Sewer
separation, *Urban drainage.
Pollution control authorities in the four states bordering Lake Mich-
igan and the Federal Government have signed an agreement with broad
powers to correct pollution in that lake. According to this agreement,
storm and sanitary sewers are to be separated in new developments and
in connection with urban reconstruction projects, unless pollution can
by controlled by other techniques. Pollution from existing combination
storm and sanitary sewers is to be controlled by July 1977 by separation
of sewage before it reaches the waterways.
272
POLLUTION OF TUE RIVER MERSEY.
Effluent Water Treat J , Vol 3, pp 217—22, April 1963.
Descriptors: *Storm runoff, *Overflow, Cities, *Water pollution, Bio—
indicators.
Identifiers: *Combined sewers, *River Mersey, Great Britain.
The chief source of pollution in the River Mersey is from large dis-
charges of trade effluents. The discharge of such wastes into public
sewage treatment works would improve the condition of the river sub-
stantially. The desirability of treating trade wastes in sewage treat-
ment plants indicates the advantage of centralization of sewage dispos—
al works. Another major source of pollution in urban areas in the pre-
mature operation of storm sewage overflows. This frequently happens in
dry weather when streams are at low flow. The Mersey River Board has
recommended that, where practicable, the overflows would not operate
until at least 8 times dry weather flow has been reached. The signif-
icance of pollution is evidenced by typhoid, and Salmonella infections
directly from polluted water or indirectly from food contaminated by it.
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273
RECLAIMED WATER WILL HELP FILL LAKES.
Public Works, Vol 96, No 3, pp 82—83, 1965.
(through Water Pollut Abstr, Vol 39, No 9, p 291, Sept 1966).
Descriptors: *Storm runoff, Drainage, Tunnels, Design flow, *Water reuse.
Identifiers: Combined sewers, Minneapolis, Minn.
Details are given of a proposal to use storm water and water discharged
from air—conditioning plants to maintain the levels in a chain of recre-
ational lakes at Minneapolis, Minn., during the summer months. By con-
structing a control dam in the lower portion of the existing system of
drainage tunnels, 2.6 mu. gal. of water can be impounded. The darn will
be fitted with a sluice gate which will permit periodic flushing of the
system, and will open automatically during heavy rainfall. The air—con-
ditioning water is of good quality, and precautions will be taken to
avoid interconnections between the tunnels and the city’s combined sew-
erage system. It is 3 estimated that, in spite of variations in flow, the
design flow of 22 ft per sec can be maintained during most of the 100—
day period when it is intended to divert water to the lakes.
274
PROGRESS AT COLCHESTER SEWAGE—TREATMENT WORKS.
Surv Munic City Eng, Vol 127, No 3840, pp 28—29, 1966.
(through Water Pollut Abstr, Vol 40, No 3, p 123, March 1967).
Descriptors: Storm runoff.
Identifiers *Storage tanks.
Progress on the construction of a new high—level inlet works and on the
reconstruction of 2 high—level storm—water tanks, at the Haven sewage
works, Colchester, is reviewed and illustrated.
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275
WHAT TO DO ABOUT POLLUTION FROM STORM SEWAGE OVERFLOWS.
Wastes Eng. Vol 33, 1962.
Descriptors: *Storm runoff, *Overflow, Outlets, *Chlorination, *Ozone,
Design.
Identifiers: *StOr,Ji sewers, *Urban drainage, *New York, N.Y.
In a symposium on the treatment of storm sewage overflows presented by
the Sanitary Engineering Division, Metropolitan Section, American So-
ciety of Civil Engineers, the subjects discussed were frequency and
composition of storm—sewage overflows; the effect of storm—water out—
falls on waters around New York City; techniques of analyzing and
classifying harbor water; sewage and storm—water chlorination; treat-
ment of storm—sewage overflows with ozone; design of facilities for
chlorinating storm water; and design and operation of sewerage systems
to minimize pollution.
276
REPORTS ON THE PROGRESS OF APPLIED CHEMISTRY, VOL XLVIII.
Society of Chemical Industry, London, 1963. 800 pp.
(through Water Pollut Abstr, Vol 38, No 4, p 126, April 1965).
Descriptors: *Water pollution control, *Legislation, *Storm runoff,
Bio indicators.
Identifiers: *BacteriologiCal sampling.
Progress in the various branches of applied chemistry is reviewed, with
a comprehensive list of references appended to each chapter. The fol-
lowing are among the subjects considered (1). Sewage, trade wastes and
river pollution. McNicholas, J. (pp. 322—333). This review covers leg-
islation to control pollution of surface waters and beaches, and studies
on river pollution; effect of polluting materials on fish; storm sewage;
percolating filters; activated—sludge process; sludge treatment; effects
of synthetic detergents; treatment of trade waste waters; and instru-
ments for the control and monitoring of sewage—treatment processes.
(2). Biodegradability of detergents. Dicker, D. W. G. (pp. 334—342).
Current progress in the development of “biologically—soft” anionic
detergent materials and the control of “hard” materials is outlined,
followed by a review of work on the measurement of biological degrad—
ability and its relation to molecular structure; studies on non—ionic
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detergents since their relative contribution to pollution will increase
as biologically—soft anionic detergents come into general use; and stud-
ies on the toxicity of surface—active agents and the removal of alkyl—
benzenesulphonates from waste water. (3). Microbiology of water, sewage
and industrial effluents. Allen, L. A. (pp. 532—541). This chapter
covers the microbiology of water, especially sewage—polluted water, and
of waste—treatment processes, particularly the various modifications of
the activated—sludge process and the treatment of carbonization, cya-
nide, cellulose—manufacture and other trade waste waters. (4). Sampling
for bacteriological examination. Gibbs, B. M. (pp. 541—549). Included
in this review are sampling devices and techniques for the microbio-
logical examination of water and mud. Other chapters of the report
contain information on the disinfection of water by chlorination (p.566)
or ozonation (p. 602), deinineralization of sea water using soluble
phthalocyanine dyes to increase the rate of solar evaporation (p. 54),
and the use of plastic pipes for drinking water (p. 622).
277
WATER POLLUTION RESEARCH, 1965.
Ministry of Technology.
H M Stationery Office, London, 1966. 224 pp, 4 plates.
(through Water Pollut Abstr, Vol 39, No 10, p 340, Oct. 1966).
Descriptors: *Storm runoff, Sewage treatment.
Identifiers: Great Britain.
This report contains information on work carried out at the Water Pol-
lution Research Laboratory during 1965, including investigations on the
activated—sludge process and biological filtration; biological decompo-
sition of synthetic detergents; role of protozoa in biological treat-
ment processes; ecology of invertebrates In filters; sedimentation of
sewage and humus; factors affecting digestion and dewatering of sludge;
volume and composition of storm sewage; treatment of humus—tank effluent
in pebble—bed clarifiers; recovery of water from sewage effluents; treat-
ment and disposal of various types of trade waste water; effects of pol-
lution on fish; oxygen balance in streams; control of water weeds and
midges; growth of sewage fungus in streams; dispersion of sewage from
sea outfalls; and development of analytical methods and instruments.
A list of papers published during the year is appended.
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278
WATER POLLUTION RESEARCH, 1964.
Ministry of Technology.
H. H. Stationery Office, London, 1965. 182 pp.
Descriptors: Sedimentation; *Storm runoff; *Biochetnical oxygen demand;
*Chemical analysis; Flow measurement.
Identifiers: *Suspended solids; *Creat Britain.
This report contains the results of investigations on the following sub—
jects: 1) aerobic biological treatment of sewage and industrial wastes;
2) sedimentation processes; 3) sludge treatment; and 4) sewage. The
data obtained on the flow and composition of storm sewage at Brighouse,
Yorkshire have been analyzed. Although the B.O.D. and concentration of
ammoniacal nitrogen in storm sewage were lower than the dry—weather
values, the concentration of suspended solids was always much higher.
In general, the B.O.D., permanganate value, and ammonia content of the
storm sewage discharged in the first 15 minutes were about twice as
great as that discharged after the first 30—40 minutes; the reduction
in suspended solids content was much less marked.
279
ANNUAL REPORTS OF THE CUMBERLANI) RIVER BOARD, THE NORTHUMBERLAND AND
TYNESIDE RIVER BOARD, AND THE WEAR AND TEES RIVER BOARD FOR THE YEAR
ENDED 31ST MARCH, 1964.
Cumberland River Board, the Northumberland and Tyneside River Board,
and the Wear and Tees River Board.
58 pp, 2 graphs; 58 pp, 4 plates, 1 map; and 90 pp, 15 graphs, 8 tables,
and 3 plates.
(through Water Pollut Abstr, Vol 39, No 5, p 147, May 1966).
Descriptors: *Storm runoff, *Water pollution, *Waste dilution, Stan-
dards, *OverfloW.
These reports contain information on water resources, fisheries, and
prevention of pollution, including the quality of water and sources
of pollution in individual rivers; standards for effluents from sew-
age works, storm—sewage tanks and overflows, individual properties,
farms, and trade premises. In the Wear and Tees area, serious pal—
lution, with obvious pollution by crude sewage, was observed in a
small stream following a heavy storm, showing that overflows of storm—
sewage are not adequately diluted by the increasing flow of the re-
ceiving stream when the stream is small and the storm—sewage overflow
setting is low.
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280
TWELFTH AND THiRTEENTH ANNuAL REPORTS BEING F()R THE YEARS ENDED 31ST
MARCH, 1963 AND 31ST MARC 1 I, 1964.
Lancashire River Road.
lO2pp, lO 6 pp.
(through Water Poliut Abstr, Va!! 38, No 9, pp 318—19, sept, 19 5).
Descriptors: *Storm runoff, *Overfiow, *Water pollution.
Identifiers *Storage tanks *Urban drainage.
These reports contain information on water resources and the prevention
of river pollution, 1)0th of which were affected by the severe cold
weather early in 1963. One of the principal problems in the iiidus-
trialized party; of the area is the pollution caused by sLorm sewage
overflows, and to alleviate pollution caused by the “first flush” of
storm sewage overflows the Board has suggested the provision of hold-
ing tanks. An investigation was begun into the factoru causing growth
of p aerotilus natans in a river below the outfall from a paper mill
where suspended solids content and BOD of the effluent are very low.
Other special investigations included studies on the Wyre estuary to
determine the composition and rate of discharge of effluents which
could be considered unlikely to harm migratory fish. The criteria
used in assessing the degree of pollution of a river or stream are
summarized.
281
TWELFTH AND THIRTEENTh STATUTORY ANNUAL REPORTS, YEARS ENDED 31ST, MARCH,
1963 AND 31ST MARCh, 1964.
Trent River Board.
116 pp, 2 maps, 6 plates.
(through Water Pollut Abstr, Vol 38, No 12, p 428, Dec 1965).
Descriptors: *Water pollution, *Storm runoff, *Overflow, Surface runoff.
Identifiers *Storm sewers, *Suspended solids.
These reports of the Trent River Board contain sections on water re-
sources, fisheries, and prevention of river pollution, including infor—
ination on water quality (which is interpreted in relation to the dis-
charge of polluting waste waters and the effects of severe cold weather);
remedial action; and standards for effluents. Chemical data obtained in
river surveys are appended and are correlated with biological character-
istics as represented by the Biotic Index. The principal cause of fish
mortalities was de—oxygenation of river water due to prolonged ice and
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snow cover or to the operation of storm—sewage overflows following peri-
ods of dry weather; the first flush of water discharged from surf ace—
water sewers after a dry period is also highly polluting and contributes
to de—oxygenation. During the first few days of April each year the
rivers Tame and Trent carry in suspension large quantities of detached
sewage fungus which, under conditions of low flow, settle out with other
suspended matter and tend to become black in color; following rainfall
and increased flow in the rivers, this material is scoured out into sus-
pended matter and tend to become black in color; following rainfall and
increased flow in the rivers, this material is scoured out into suspen-
sion and exerts a considerable oxygen demand thus contributing further
to the de—oxygenation. The cold winter of 1963 inhibited nitrification
at most of the sewage works; this caused increased concentrations of
ammonia in the receiving waters at a period when flow was minimal and
the frozen surface of the rivers prevented aeration, and is considered
to be the cause of elimination of fish in a stretch of the river Soar.
Prevention of Pollution By—laws became operative in November 1962.
282
SECOND QIJINQUENNIAL ABSTRACT OF STATISTICS RElATING TO RIVER SURVEYS
IN THE TRENT WATERSHED COVERING ThE FIVE-YEAR PERIOD 1957 to 1961
(with some suppi data for 1962).
Trent River Board, Pollution and Fisheries Dep. 120 p, 1 map.
(through Water Pollut Abstr, Vol 38, No 12, pp 428—9, Dec 1965).
Descriptors: *Storm runoff, *Water pollution, Sewers, Overflow.
Identifiers: *Urban drainage.
Data are tabulated from chemical and biological surveys of rivers in
the Trent watershed In the period 1957—1962, and the percentage change
in composition between 1951 and 1962 is estimated for various sampling
points. The condition of the various stretches of watercourses is in-
dicated on a map using a color—coding scheme. At present, about 80 per
cent of the streams In the watershed are reasonably clean and of some
use to the community, but there are still about 150 miles of watercourse
which are badly polluted. Only 60 per cent of the sewage effluents
reach the requirements set by the River Board but the treatment facili-
ties are being improved gradually. Factors contributing to the deteri-
oration of surface waters are discussed, including the delay in con-
structing waste—treatment facilities for new housing and industrial
developments, increasing volumes of effluent and increasing abstractjo 5
of water (which increase the ratio of used:natural water in the streams),
and increasing volumes of storm run—off for which there is insufficient
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sewer capacity, especially in older urban sewerage systems which do not
provide capacity for six or even three times dry—weather flow. Where
it is not practicable to improve conditions in streams by imposing
higher standards for effluents and discharges from storm—sewage over-
flows, it may be necessary to consider “farming the river” to ensure
the greatest possible degree of self—purification.
283
REPORT ON POLLUTION FROM OVERFLOWS — THE METROPOLITAN SANITARY DISTRICT
OF GREATER CHICAGO.
Black & Veatch, Consit Engrs, Kansas City, Mo.
Prepared for Great Lakes — Illinois River Basins Project, US Public
Health Service — Region V, US Department of Health, Education and
Welfare, 1962.
Descriptors: *Overf low, Water pollution, Biochemical oxygen demand,
Sewage Treatment, *Storm runoff, Surface Runoff.
Identifiers: *Interceptor Sewers, Sewer separation.
Engineering studies of the Chicago Interceptor Sewer System — includ-
ing identification of system sections which limit capacity, fre-
quency of overflows, and pollution loads (P.E.) — showed an enormous
B.O.D. contribution (75%) from the sewage treatment plants in re—
lation to the overall pollution of the waterway. Construction of
additional treatment plants nearer to the source of sewage load,
tertiary treatment facilities, and ultimately, complete separation of
sanitary sewage from storm water, are suggested. Areas requiring
further study include the feasibility of stormwater treatment
facilities, the pollutional character of surface runoff and the entire
industrial waste problem.
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I ’RELI) INARY POLLuTION STUDY UPPER EAST RIVER.
LockWoOd, Kessler & Bartlett, Inc.
Report to New York City and New York State Depts of Health.
Descriptors: *Water pollution, Sewage effluent, Sewage treatment,
*OverfloW, Tracers, *Chlorinatiofl, *Storm Runoff.
IdentifierS *Combined sewers, *Storage tanks, New York, N.Y.
Basic analysis of origin of pollution in upper East River indicates
that these stem from discharge of unchlorinated effluents of 4
major sewage treatment plants and overflows from 80 combined sewers.
Hydrographic studies detailing float studies, dye trails and tidal
observations indicate travel of pollution in area. Recommendations
for further studies to determine the frequency—quantity relationship
of rainy weather overflow of raw sewage and to investigate the effect
of Ch and/or storage on rainy weather overflows from combined studies
are made.
285
ELIMINATION OF MARGINAL POLLUTION——JAMAICA BAY.
Greeley and Hansen, Engineers.
Report to Dep of Public Works, New York City.
Descriptors: *Deterioratlon, *Water quality ,*Overf low, Recreation
facilities, *Storm runoff, *Water pollution, Sewage treatment,
*Chlorination, Sedimentation, *Estuaries.
Identifiers: *Combined sewers, *Storage tanks, *Jamaica Bay, N.Y.
This report demonstrates the general relationship between deteriora-
tion of beach water quality after heavy rains from overflows of
mingled sewage and storm water. Recommendations for specific area
corrections are detailed — mainly attempting to develop a system of
separate sewers to replace existing and overloaded combined sewers.
Recommendations would localize potential pollution from storm water
overflows to seven areas where storm water overflow treatment works
are suggested. Overflow treatment to consist of large holding basins
to capture the overflow, permit sedimentation and chlorination prior
to ultimate discharge to Jamaica Bay or pumping to sewage treatment
plants.
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286
INVESTIGATION OF POLLUTION OF EASTCHESTER BAY.
Bureau of Sanit Eng, N.Y. City Dep of Health.
Descriptors: *Overflow, *Uater pollution.
Identifiers: *Combined sewers, *Bacteriological sampling.
Data presented emphasized that overflow from combined sewers is a
major contributor to pollution in area. Bacteriological sampling
data is tabulated.
287
ACTIVITIES REPORT, JULY 1, 1964 — JUNE 30, 1965, BASIC AND APPLIED
SCIENCES BRANCh, DIVISION OF WATER SUPPLY AND POLLUTION CONTROL.
U S Public Health Serv, HEW, 1965, 58 pp.
(through Water Pollut Abstr, Vol 39, No. 7, p217, July 1966).
Descriptors: *Water pollution control, *Surface runoff, Sewage
effluent, *Chemical analysis, Bacteriological sampling, Waste
dilution.
Identifiers: *Urban drainage.
This report reviews research carried out from 1964 to 1965 by the
Basic and Applied Sciences Branch of the Division of Water Supply and
Pollution Control, aimed at determining causes and methods of control
of water pollution. Work has included studies on the chemical and
microbiological analysis of wastes; the polluting effects of urban and
rural run—off; the persistence of organic chemicals in surface waters
and their amenability to biological degradation; the effects of
pollution on aquatic life and on municipal water use; methods of waste.
treatment, including advanced treatment of sewage; and control of
surface—water quality by dilution and by removal of nutrients from
effluents. A list of papers published during the year is appended.
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288
pOLLUTIONAL EFFECTS OF STOBMWATER AND OVERFLOWS FROM COMBINED SEWER
SYSTEMS.
Public Health Service Pub No 1246, U S Govt Printing Office, Wash,
D C, 1964.
Descriptors: *Storm runoff, *Overf low, *Water pollution control,
*Sewage treatment, Sewers, Water pollution, Cities.
IdentifierS *Combjned sewers.
The purpose of this report is to examine and assess in a preliminary
way existing data on stormwater and combined sewer overflows in
regards to characteristics and pollutional effects, and to investigate
existing and possible corrective measures for dealing with the
problem. The Sources of data include more than 50 engineering reports
and completed questionnaires regarding sewer systems and/or sewage
treatment, reports of detailed studies of water quality data and
stormwater separations, and interviews with municipal sanitation
representatives These sources provide information on (a) quantity
and quality of combined sewer overflows; (b) effects on streams,
water uses, and users; (c) adverse effects, and if any, existing or
suggested control measures and their effectiveness; and (d) costs nec-
essary for control.
289
STORM OVERFLOW PERFORNANCE STUDIES USING CRUDE SEWAGE.
P. Ackers, A. J. Brewer, A. E. Birbeck, et al.
Paper presented at the Symp on Storm Sewage Overflows, May 4, 1967.
Sponsored by the Inst of Civ Eng.
Descriptors: *Overf low, *Storm runoff, Sewage treatment, *Weirs,
*Stilling basins, Flow control, *Design, Discharge (water).
Experiments were carried out to: a) determine the difference in
composition of storm sewage discharge from an overflow and that
passed to treatment; b) compare the performance of the different
types of overflow; c) examine the effectiveness of scum boards; and
d) measure the changes in flow to treatment with increasing total
flow in each structure. The types of overflow tested were: a) a low
double slde—weir b) a stilling pond; c) a vortex; and d) a high—
level side—weir with a positive flow control. The structures tested
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were designed to operate under hydraulic conditions as nearly
identical as possible. The overflows were designed to spill at a
discharge to treatment of 1/10 the maximum discharge and, with the
exception of the low side—weir, would limit the flow to treatment to
20% above the first spill discharge. The most practical form seemed
to be the round—crested type. Measurements were made of: a) the dis-
charge to treatment at first spill; b) the discharge to treatment and
spill at various larger incoming flows; and c) the water levels in the
overflow chamber for these discharges. The high side—weir had the best
general performance, second was the stilling pond with the scum board
6 in. from the crest, and the vortex overflow was the worst.
290
THE QUALITY OF STORM WEATHER FLOW.
Gunnar Akerlindh.
Satryck ur Nordisk Hyg Tidskreff, Vol 31, No 1, 1950.
Descriptors: *Storm runoff, *Overf low, *Coliforms, Sewage, *Water
Quality, *Biochemical oxygen demand, *Rain water.
Identifiers: *Combined sewers.
The quality of storm—water flow, particularly the surplus discharge
from combined sewers, is discussed in order to compute the required
regulated flow; that is, the amount of flow to be diverted for dis-
posal. The three elements constituting storm—weather flow——namely
sewage, ground water, and rain water, have been considered. Coliform
bacteria in samples taken from streets (high runoff coefficients) and
parks (low runoff coefficients) were compared. The concentration of
organic matter in rain water is comparatively great (B.0.D. 100 to
200 ppm) being nearly as polluted as sewage. In regard to coliforlil
organisms, however, the rain water portion of the storm—weather flow
has a density of 100 to 1,000 per ml and, accordingly, is much lower
than sewage and has a diluting effect on the sewage. The composition
of rain water flow varies greatly and indefinitely. Despite this, it
is reasonable to assume a constant composition.
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291
ENVIRONMENTAL FACTORS IN RELATION TO WATER USE AND PROTECTION
AGAINST POLLUTION.
B. R. Allanson, M. R. Henzen, and 0. J. Coetzee.
Proceedings, Resolutions, and Papers of the Conference on the
Problems Associated with the Purification, Discharge and Re—Use of
Municipal and Industrial Effluents, Nati. Inst. Water Res., Pretoria,
1964, pp 77—92.
Descriptors: *Drajnage, *Chemical analysis, *Water pollution, *Runoff,
*Water quality.
Identifiers: Urban drainage, *Bacteriological sampling.
Consideration is given to the conditions on the drainage surface of a
catchment area which cause changes in the chemical and bacteriological
quality of river water, to factors responsible for the self—purifying
capacity of streams and rivers, and to criteria upon which the effi-
cient use of South African rivers should be based. Data are included
showing how the physical and chemical quality of surface waters is
affected by natural factors (dissolved and suspended substances in
rain water, access of ground water, and contact with geological
formations), agricultural activities, and run—off from residential and
industrial areas.
292
DISCHARGES FROM SEPARATE STORM SEWERS AND COMBINED SEWERS.
W. J. Benzie and R. J. Courchaine.
Water Pollut Contr Fed J, Vol 38, No 3, p 410, Mar 1966.
Descriptors: Discharge (water), *Coliforms, *Chemical Analysis,
Runoff.
Identifiers: *COtflbined sewers, *Storm sewers, *Bacteriologica].
sampling.
Discharges from a separate storm sewer system showed mean median bac-
terial counts per 100 ml of 12 X 1O , 0.82 X and 1.4 X 10 for
total coliforms, fecal coliforms, and fecal streptococci, respectively.
Corresponding figures for discharge from a combined system were
94 x i 5, 2.7 X and 5.8 X i05. The ratios of fecal coljforxna to
fecal streptococci in the combined and separate systems were 47 and
0.6, respectively, indicating that the bacteria in the combined
system are primarily of human origin, whereas those in the separate
system are derived from other warm—blooded animals. Phosphates and
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nitrates in combined system discharges were about 3 to 4 times
greater than contents in discharges from separate systems.
293
THE DAY-TO-DAY POLLUTION PROBLEMS OF THE THAMES ESTUARY.
L. C. Betts.
Inst Sewage Purif J Proc, Pt 1, pp 48—63, 1964.
(through Water Pollut Abstr, Vol 38, No 4, p 141, Apr 1965).
Descriptors: *EstuarieS, *Storm runoff, Discharge (water),*Water
pollution control, Legislation.
Identifiers: *Thames estuary.
The author outlines some of the sources of pollution of the Thames
estuary and their effects, including shipping, stormwater discharges,
used cooling water, sewage—works, effluents, trade effluents, and
miscellaneous sources, and indicates some of the measures being taken
to reduce pollution, including legislation and the work of the Port of
London Authority.
294
DESIGN CRITERIA FOR INTERCEPTOR SEWERS FOR ST LOUIS.
Erwin E. Bloss.
ASCE Proc, J Sanit Eng Div, Vol 92, No SA4, Proc Paper 4877, pp 7—31,
August 1966.
Descriptors: *Design, Pumping, Sewers, *Water pollution control,
*Storm runoff, Overflow, *Construction costs.
IdentifierS *Interceptor sewers, *Combined sewers, *Capacity, *St.
Louis, Mo.
Preliminary to the sizing of the sewers, pumping stations, and treat-
ment plants of the Metropolitan St. Louis Sewer District’s Mississippi
River Pollution Abatement Project, it was necessary to adopt a design
criterion for the interceptors on the combined sewers. The amount of
pollutioflal load spilled to the river during storm water runoff was
computed for interceptors of three different capacities when function-
ing under rainfall conditions corresponding to those experienced
during 1955. Pollution was measured in terms of “equivalent hours of
sewage flow.” It was found that with interceptors having a capacity
of 1.0 times peak sewage flow, 3.1% of the total yearly sewage flow
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would be spilled during storm water runoff. Furthermore, the efficien-
cy of the overall project after primary treatment would be approxi-
mately 0.25% less with interceptor capacity of 1.0 times peak sewage
flow than with interceptor capacity of 1.25 times peak sewage flow,
whereas the increase in cost of the project, using the larger inter-
ceptors would have been on the order of $2,800,000. The smaller size
interceptor was adopted.
295
OBSERVATIONS ON THE RECOVERY OF A BRITISU RIVER FR0 1 GROSS ORGANIC
POLLUTION.
R. 0. Brinkhurst.
Hydrobiol, Vol 25, pp 9—51, 1965.
(through Water Pollut Abstr, Vol 39, No 8, p 283, Aug 1966).
Descriptors: Sampling, Water pollution control, Overflow, Storm
runoff, BioindicatorS.
Identifiers: Derbyshire, Great Britain.
Until 1957 the lower reaches of the river Derwent, Derbyshire, were
heavily polluted with effluents from Derby sewage works and from an
industrial plant; in 1957, a new sewage works was put in operation to
treat both sewage and the industrial waste water and cooling towers
and recirculation systems were installed to control the heated dis-
charges. Since then, several biological surveys of the river above
and below the sewage works have been carried out; results are tab-
ulated and discussed. Immediately after the removal of the gross
pollution there was a dramatic recovery in the condition of the river,
but this was followed by a period of fluctuating conditions and there
is now a uniformly poor fauna of tolerant species at all stations in
spite of the chemical evidence that the river is cleaner above the
sewage works than below it; it is concluded that no further improve-
ment can be expected until upstream sources of pollution (mostly small
sewage works and storm—sewage overflows) are improved and the flushing
of polluted tributaries is prevented. Particular attention has been
paid to the Oligochaeta in the river, and the results confirm that
these organisms, when identified to species and estimated quantitative—
ly, can be useful in assessing pollution.
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296
[ THE DETERGENT CONTENT OF RIVER WATER AS A FUNCTION OF WATER FLOW].
Detergentiengekalt von Fliessgew ssern in Abhangigkeit von der
Wasserfiihrung (in German).
W. Bucksteeg and N. Wolter.
Water Res, Vol 1, pp 325—333, 1967.
Descriptors: *Storm runoff, Outlets, *Detergents, Water pollution,
*Waste dilution.
The content of detergent in river water is lowered as the water flow
increases because of the dilution, but the total amount of detergents,
or the load, rises. This increase is caused by the discharge of
sewage without biological treatment through stormwater outlets and by
the reduction of the retention—time in the river during the high flow.
Both factors diminish the possibility of biological decay, so that the
relationship between water flow and detergent load is a result of more
or less complete biodegradation. It is influenced by the temperature
and degradability of the detergents. The introduction of soft deter-
gents since October 1964 has caused an important decrease in deter-
gents at low and medium water flows. The advantage of soft detergents
is therefore masked by the growth of detergent use in recent years.
297
CHEMICAL AND PHYSICAL COMPARISON OF COMBINED AND SEPARATE SEWER
DISCHARGES.
R. J. Burm, D. F. Krawczyk, and G. L. Harlow.
Water Pollut Contr Fed J, Vol 40, No 1, p 112, Jan 1968.
Descriptors: Discharge (water), *Bjochemjcal oxygen demand, Sewers.
Identifiers *Combined sewers, *Storm sewers, *Suspended solids, Ann
Arbor, Mich., Detroit, Mich.
A comparative study of separate storm—sewer discharges in Ann Arbor,
Mich., with combined discharges in Detroit showed that the BOD in the
separate discharges was about 20 percent of that in the combined
discharges. Concentrations lessened as discharges progressed. Values
for total and volatile suspended solids and for total and volatile
sett] eab1e solids were higher in the separate system because of greater
erosion in hillier terrain. Phosphates were higher in combined flows,
but nitrates were lower. Higher concentrations also were found in the
combined system for phenols, NH 3 —N, and organic N. In the separate
system, BOD was fairly constant throughout the year, but in the
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combined system summer BOD’s were higher. Both systems showed lower
phosphate concentrations in autumn.
298
BACTERIOLOGICAL COMPARISON BETWEEN COMBINED AND SEPARATE SEWER
DISCHARGES.
R.J. Burin and R. D. Vaughan.
Water Pollut Contr Fed J, Vol 38, No 3, p 400, Mar 1966.
Descriptors: Discharge (water), Sewers, *Coliforms, *Runo f.
Identifiers: *Combined sewers, *Storm sewers.
Comparison of discharges from combined and separate sewer systems in
two Michigan cities showed that total coliforni concentrations in run-
off carried by separate storm systems are about one tenth of those
in combined sewers. Fecal coliform densities in combined systems
are about 20 percent of total coliform densities, but are usually a
lesser precentage in separate systems. Fecal streptococcus densities
in combined systems are only about twice those in separate systems.
Ratios of fecal coliforms to fecal streptococci for the systems indi-
cate that fecal coliforms in separate sewer discharges are primarily of
non—human origin, and those in combined sewer discharges are of human
origin.
299
SELF-PURIFICATION IN MUSSELS FROM THE MEDITERRANEAN—ITS USEFULNESS—ITS
ACCOMPLISHMENT—RESULTS OBTAINED.
R. Buttlaux and R. Ferrand.
Symp Comm mt Explor Scient Mer Medit, Monaco, 1964, pp 299—306, 1965.
(through Water Pollut Abstr, Vol 40, No 6, p 279, June 1967).
Descriptors: *Water pollution, *Storm runoff, Outlets, *Overf low,
*pathogenic bacteria, Standards, *Shellfish.
Identifiers: *Bacteriological sampling, Toulon, France, Interceptor
Sewers.
Mussels cultivated In Lazaret bay, Toulon, France, are subjected to
much pollution and have in the past caused serious typhoid epidemics.
The bay, which is almost completely enclosed, being connected with the
open sea by only two narrow passages, receives waste waters from the
dockyard and from warships anchored in the harbour; polluting
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material is also carried into the bay by run—off, during the heavy
storms which are frequent in this region; and although an intercepting
sewer, with an outfall outside the bay, has been built to divert a
large part of the municipal sewage, the storm—sewage overflows still
discharge into the bay itself, and the water and mussels still suffer
faecal contamination, as shown by tabulated data. Although bacter-
iological examination of water in the bay before and after a period
of 5 hours’ sunshine showed an important reduction in the number of
Escherichieae, the bactericida action of sea water is slow, especially
in the case of Salmonella, and it is too slow to prevent the penetra-
tion of salmonellae into molluses. A plant was therefore set up at
Toulon for the self—purification of shellfish in clean sea water and
the bacteriological quality of mussels was assessed before and after
treatment, on the basis of standards proposed for the content of
Escherichia coli and Streptococcus D. Good results were achieved as
regards the protection of public health, with no loss in the organo—
leptic quality of the shellfish.
300
STORM WATER FLOW SELECTION METHOD ELIMINATES SILT PROBLEM.
G. Chanin.
Water Sewage Works, Vol 102, No 8, pp 300—3, July 1955.
Descriptors: *Storm runoff, *Storm drains, Sewage treatment.
Identifiers *Suspended solids.
New sewage treatment plant in Oakland, California, had disadvantage
that large volumes of storm water with fine sand and silt reached it
so that sludge collectors were completely covered; to eliminate this,
channel was constructed to by—pass storm waters; requirements for test
to determine whether sand and silt are present and whether by—pass
gates should be opened.
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301
SOURCE AND PERSISTENCE OF NEMATODES IN SUR.FACE WATERS.
N. Chaudhuri, R. Siddiqi, and R. S. Engeibreclit.
Amer Water Works Ass J, Vol 56, pp 73 - 88, Jan 1964. 4 fig, 12 ref.
(through Public Health Eng Abstr, Vol 43, p 313, 1963).
Descriptors: *Subsurface drainage, *Surface runoff, *Sewage effluent,
*Bioindicators, Sampling, Water pollution.
Identifiers: *Bacteriological sampling, *Urban drainage.
The importance of collecting large volumes of water of composite nature.
to obtain representative samples is stressed. The 5 3i membrane filters
yield a complete recovery of nematodes. Subsurface drainage, surface
runoff, and waste treatment effluent are the 3 main sources of nama—
todes in surface waters, but only the waste effluent carries high con-
centrations of nematodes. Urban drainage has a higher nematode content
than that of rural area. The nematode load of a stream receiving
rural drainage appears to be related to the flushing capacity of the
runoff and of the stream and to the carrying capacity of the stream.
The persistence of nematodes in streams appears to be related to the
mean stream temperature, the stream temperature changes, the rate of
flow of the stream, and the nature of the nematode population. The
pattern of seasonal variation in nematode populations in streams
appears to be the same regardless of the source of nematodes. 8 tables.
302
FOCUS ON POLLUTION REDUCTION IN SCOTLAND.
R. W. Covill.
Surv, Vol 130, No 3938, pp 25—6, Nov 25, 1967.
(through Eng Index, p 192, April 1968).
Descriptors: *Water pollution control, *Surf ace runoff, Drainage,
Estuaries.
Identifiers: *Scot land.
Industrial and population growth increased number and density of
water discharge points along rivers, locks and estuaries, and
similarly volume and strength of such discharges have increased.
Industrial effluents include organic, inorganic, radioactive, and
pollution resulting from heated effluents. Land drainage comprises
silt pollution, surplus irrigation water, surface water runoff and
agricultural particles and fertilizers. Responsibility for water
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resources management should be vested in one organization covering
functions of potable and industrial water supply, drainage, and
municipal and industrial water treatment and pollution prevention.
303
FIELD STUDIES ON THE FLOW AND COK ’OSITION OF STORM SEWAGE.
R.N. Davidson and A.L.H. Garneson.
Paper presented at the Symp on Storm Sewage Overflows, May 4, 1967.
Sponsored by the Inst Civ Eng.
Descriptors: *Overf low, *Storm runoff, *s pling, *Biochemlcal oxygen
demand, *Water pollution.
Identifiers: *Suspended solids.
Investigations on sewers draining three areas, one in Northamptron, one
in Bradford, and one in Bridhouse resulted in data from which several
graphs and equations were derived and used to estimate the effect of
changes in overflow setting on the frequency duration and volume of
discharge from a hypothetical overflow. The overflows at Brighouse and
Bradford did not conform to such ideal conditions. Calculations in-
dicated that the flow at which first spill should occur might vary
by over 3%. These particular overflows are discussed and the various
ways of expressing overflow settings are summarized. An automatic
sampler was used at each site for storm sewage. There was a tendency
for the strength of sewage to decrease with time during a storm.
Variations in average composition of storm sewage with ratio of excess
flow to total flow are given. Tables are included of the average
maximum values of suspended solids and BOD, the multiples of daily dry
weather load discharges from hypothetical overflow at Northampton, and
existing overflows at Bradford and Brighouse in a year of average
rainfall.
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304
BACTERIAL SURVEY OF STREAMS AND BATHING BEACHES AT CLEVELAND.
J.S. Delos.
Sewage md Wastes, Vol 22, No 12, pp 1618—24, Dec. 1950.
Descriptors: *Water pollution, *Recreation facilities, *Storm
runoff, *Overf low, *Coliforms, Bioindicators.
Identifiers: Bacteriological sampling, Cleveland, Ohio.
This article is a condensation of the original report submitted to the
Commissioner of Sewage Disposal and covers the 1949 survey and a com-
parison with earlier pre—war studies. The objects of the 1949 survey
were: 1) To determine the present level of pollution of the bathing
beaches as compared to pre—war level. 2) To determine the effect of
storm water overflows on the pollution level. 3) To determine the
quality of water flowing in the streams discharging into the lakes.
Brief description of testing, areas tested and short tables of data are
included. Conclusions reached were that coliforzn count definitely in-
creased during wet period. For a given period, the number of days of
rain has a greater effect than the amount of rain which fell at a part-
icular period.
305
DESCRIPTION OF A COMMuNITY OF MICRO—ORGANISMS IN PURIFIED SEWAGE
MIXED WITH RAIN WATER FROM STORM SEWERS.
T.G.N. Dresscher.
Hydrobiol, Vol 14, 1959.
Descriptors: *Storm runoff, *Sewage effluent, Water pollution,
*Chemical analysis.
Identifiers: *BacteriologiCal sampling, Amsterdam, Holland.
The author gives details of the community of micro—organisms isolated
during the period 1953—1958 from a canal to which are discharged storm
water and the effluent from the activated sludge plant serving the
western part of Amsterdam. Sampling procedures and biological in—
vestigations are described and a comprehensive list of organisms
isolated during this period is given. The determination of micro—
biocoenosis, based on the number of micro—organisms present, is
discussed. Results of bacteriological and chemical investigations are
also given. The Eijkman test carried out at 45°C and the determination
of faecal streptococci showed a decrease in faecal pollution from
1953 to 1957, but pollution increased again in 1958. The average
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chemical results also showed that pollution was least in 1956 and
1957, and this coincided with a reduction in the number of Eugleno—
phvceae and some other organisms.
306
POLLUTION CONTROL tIEASURES FOR STO WATERS AND COMBINED SEWER
OVERFLOWS.
D.D. Dunbar and J.G.F. Henry.
Water Poliut Contr Fed J, Vol 38, No 1, p 9, Jan 1966.
Descriptors: Water pollution control, *Storm runoff, *Overflow,
*Clilorjnatjon.
identifiers: *Conibined sewers, *Sto Sewers, *Interceptor sewers,
Capacity.
Two primary sources of water pollution other than domestic and indust-
rial wastewaters are the discharges from combined sewer overflows and
from separate storm sewer systems. Such overflows can contribute
objectionable amounts of pollution to receiving waters. Interceptor
and wastewater treatment plant capacity in relation to average dry—
weather flow shows that the overall efficiency of raw sewage collection
is not improved greatly once such capacity reaches 3 x dry—weather flow.
Partial separation of stormwater by collecting Street runoff in a
collection system independent of an existing combined system markedly
increases pollution control efficiency of the existing system; this
method is about 40 percent as costly as total separation. Volumetric
storage sufficient for a storm of 1.2 in/6 hr (30.5 mm/6 hr) can reduce
stormwater escaping treatment from 85 to 40 percent. Chlorination of
stormwater runoff or ot mixtures of stormwater and raw sewage can reduce
effectively bacterial concentrations.
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307
POLLUTION CONTROL MEASURES FOR STORM WATERS AND COMBINED SEWER
OVERFLOWS.
D. D. Dunbar and J.G.F. henry.
Can Mun Utilities (Sewerage Manual & Directory) pp 12—20, 1964.
31 ref.
(through Eng Index, pp 2625—6, 1965).
Descriptors: *Water pollution control, *Storm runoff, *Overflow.
Identifiers: *Combined sewers, *Storm sewers.
Relative importance of other sources of pollution, such as mixtures
of storm water runoff and raw sewage being discharged from combined
sewer systems, as well as pollutional capabilities of storm water
being discharged from separate sewer systems are assessed, and merits
of various control measures examined. Investigations made to study
extent of pollution originating in combined and in separate storm
sewer overflows are reviewed.
308
OPERATING CHARACTERISTICS OF BACTERIAL WATER QUALITY STANDARDS.
Walter Reed Army Inst of Research, Washington, D. C.
D. W. Duttweiler.
Amer Water Works Ass J, Vol 58, No 6, pp 742—50, June 1966.
Descriptors: Design, *Water quality, *Bjojndjcators, *Coliforms.
Identifiers: *BacteriolOgiCal Sampling, *CalculatiOflS.
Operating characteristics provide a basis for rational design of
water quality surveillance programs. In this paper operating charac-
teristic curves of the USPHS bacteriologic quality standards are
derived for both the membrane filter method and the most probable
number method. These curves indicate the probability that water of a
certain coliform bacteria density will be acceptable. The importance
of volume and number of monthly samples in determining the risks of
unknowingly accepting waters having high coliform densities is
discussed. Under present USPHS standards, the probability of re-
jecting water having a coliform density of 1 per 100 ml. is relatively
constant and less than 0.01 for all membrane filter method and most
probable number method day—to—day samples. It is suggested that great-
ly improved drinking water quality control be obtained by examining a
minimum of 8 monthly 200—mi. samples by the membrane filter method for
continuous surveillance. Operating characteristic curves are shown for
monthly control periods for both the membrane filter method and the
most probable number method.
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309
COLIFORN AFTERGROWTH IN CHLORINATED STORI4 OVERFLOWS.
R. Eliassen.
ASCE Proc, J Sanit Eng Dlv, Vol 94, No SA2, paper 5913, pp 371—80,
Apr 1968.
(through Eng Index, p 244, June 1968).
Descriptors: *Coliforrng, *Storm runoff, *Overflow, *Chlorination,
Estuaries.
Identifiers: *Combjned sewers, Bacteriological sampling, Dilution.
Laboratory tests were conducted on possible bacteriological effects of
combined sewer storm overflows into a tidal estuary. Overflow mixture
was diluted with 3 to 25 volumes of estuarine waters to represent
dilutions expected under average storm conditions. Bacterial growths
were observed in raw overflow and at various dilutions, using 3—liter
flasks at 68 F, with incubation periods up to 120 hr. Most probable
number values of coliforms were determined after fixed time intervals.
310
THE USE OF LAKES IN CONNECTION WITH SEWAGE DISPOSAL.
L. B. Escritt.
Water Waste Treat 3, Vol 7, 1959.
Descriptors: *Surface runoff, *Storm runoff, Outlets, *Flow control,
*Lakes, Sewage treatment.
Identifiers: *Capacity, Great Britain.
The author discusses the discharge of partially—treated sewage and of
storm water to lakes. Experiences in various countries are quoted, and
it is concluded that, with reasonable precautions, lakes could be used
in England for the storage of surface run—off without causing nuisance.
The design and installation of a module to regulate the outflow from the
storage lake to a stream is discussed, and a method and formulae are
given for calculating the required storage capacity of a lake in terms
of the frequency of storm and rate of outflow from storage.
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311
RIVER POLLUTION BY STORM OVERFLOWS. AN ATTEMPT AT RATIONALIZATION.
H. C. Gatehouse.
Surv Nunic City Eng, Vol 123, No. 3754, pp 33—34, 37—39, 1964.
(through Water Pollut Abstr, Vol 39, No 1, p 15, Jan 1966).
Descriptors: *Water pollution, *Storm runoff, *Overflow, Water pollution
control, Discharge (water).
Identifiers: Combined sewers.
The author criticizes the interim report of the Technical Committee on
Storm Overflows and points out various unsatisfactory aspects of the
measures recommended for the control of pollution by storm—sewage over-
flows from combined sewers. He stresses the dangers to health of such
pollution, and indicates steps that should be taken to eliminate dis-
charges of untreated storm sewage.
312
STORM-WATER INVESTI(ATIONS AT NORTHAMPTON.
A.L.H. Gameson and R. N. Davidson.
Inst Sewage Purif J, Pt 2, 1963.
Descriptors: *Flow measurement, *Bjochemjcal oxygen demand, *Storm
runoff, Water pollution, *Overf low, Sewage effluent, Sewage treatment.
Identifiers: *Suspended solids, *Storage tanks, *Capacity.
Tabulated and graphical results are given of studies carried out at
Northampton over a period of 2 years on the flow and composition of
sewage in a main sewer, with no overflows, particularly during wet
weather. It was found that the strength of the storm sewage entering the
system, as judged by the B.O.D., was less at high flows, decreased with
time since the start of the storm, and increased with length of time
since the previous storm. The storm sewage contained a higher concentra...
tion of suspended solids than did crude sewage, the greatest concentra-
tion of solids being associated with the first flush of storm sewage
and this maximum value was greatest when the storm had been preceded by
several days of dry weather. The polluting effect of the first flush of
storm sewage is attributed to the scouring out of grit and organic
solids deposited in the system during dry weather. It was estimated
that, had the system been provided with a storm—water overflow, raising
the setting of the overflow by one times dry—weather flow would have
roughly the same proportional effect throughout the range from 3 to 30
times dry—weather flow, and no substantial reduction in the amount of
polluting matter discharged would be achieved by a small change in the
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setting. However, the provision of storage capacity equivalent to
2—hour dry—weather flow at the overflow would reduce the B.O.D. load
discharged from an overflow set at 6 times dry—weather flow by about
40 per cent, and trebling the storage capacity would reduce the load
by a further 20 per cent of the initial value, equivalent to raising
the overflow setting to 11 times dry—weather flow. The average B.O.D.
load discharged per year from an overflow set at 6 times dry—weather
flow would be nearly as great as the B.O.D. load discharged as
sewage—works effluent during the same period if the whole flow to
treatment were discharged as effluent with a B.0.D. of 20 ppm and the
suspended solids discharged would be equivalent to 3 times the load
in a sewage effluent containing 30 ppm solids. It is stressed that
the results of this investigation cannot be applied to other sewerage
systems until comparable data are available for other sites.
313
THE FLOW IN A STREAM AS A MEASURE OF THE DEGREE OF DILUTION OF STORM—
WATER DISCHARGES.
R. Gaul.
Gesundh Ing, Vol 73, 404, 1952.
Descriptors: *Sto runoff, Flow measurement, *Waste dilution.
Identifiers: *Combined sewers.
A method is described for calculating the discharge of storm water from
combined sewerage systems In relation to the flow of the receiving
stream.
314
POLLUTION PREVENTION IN NORTHERN IRELAND.
T. R. Graham.
Effluent Water Treat J, Vol 7, No 1, pp 35—37, Jan 1967.
Descriptors: *Water pollution, *Stom runoff, *Overf].ow, Rainfall
intensity.
Identifiers: *Comblned sewers, *Storage tanks, Northern Ireland.
A general report on current water quality conditions in Northern
Ireland at a time of intense expansion involving the growth of cities,
creation of a city, construction of a motorway network, and the doubling
of ferry capacity between Britain and Northern Ireland is presented.
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The need for future legislation that will prevent and control poll-
ution from industrial and agricultural effluents is stressed. Where
there are combined sewers, high rainfall in some areas causes much
direct pollution from storm sewage and prevents adequate retention
time of storm water at the works. New development areas have sep-
arate sewage systems. In a few areas storm—water is settled by tanks
at the overflow, with occasional desludging.
315
THE RETENTION OF POLLUTING MATTER FROM STORM OVERFLOWS.
H. Guntzel.
Gesundh Ing, Vol 56, 1933.
Descriptors: *Storm runoff, *Water pollution, *Overf low, Weirs, Design.
Identifiers: *Suspended solids.
Discusses the effect on streams of polluting matter carried by storm
water from sewer overflows, conditions of flow at overflow weirs,
different methods of retaining solid matter (screens, settling tanks,
baffles, etc.) and their advantages, disadvantages and possible improve-
ment. A design of overflow is suggested in which the overflow water
passes through screens inclined at such an angle that the screening can
be returned by an automatic scraper. The installation of a screening
plant permits the discharge of greater quantities of storm water into
a stream as the dilution necessary is less for screened than for un—
screened storm water. The economics of storm water treatment are
discussed.
316
SEDIMENT IN SMALL RESERVOIRS DUE TO URBANIZATION.
H. P. Guy and G. E. Ferguson.
ASCE Proc, J Hydraul Div, Vol 88, No MY 2, 1962.
Descriptors: *Land use, *Sedimentatiofl.
Identifiers: *Urban drainage.
Increasing urban development may cause severe silting in small reser-
voirs downstream from such developments. A typical example is that of
lake Barcroft, near Washington, D. C., where 19 acre—ft or 25,000 tong
of sediment have been deposited for each square mile of completed
residential construction. Factors affecting sedimentation in urbanized
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areas are listed; these are similar to those occurring under rural con-
ditions, but are more difficult to evaluate. Material deposited in a
reservoir after urban construction will probably be coarser than that
associated with rural conditions.
317
DETOURING CALAMITY IN WATER RESOURCE DEVELOPMENT. A CASE IN POINT:
SOUTHEASTERN WISCONSIN.
s. W. Havljck.
Trans Wis Acad Sd Arts Lett, Vol 55, pp 59—76, 1966.
(through Water Pollut Abstr, Vol 41, No 5, p 194, May 1968).
Descriptors: *Water pollution control, Recreation facilities, ground-
water, *Sewers.
Identifiers: *Sewer separation, *Sto j sewers, *Sewer infiltration,
Milwaukee River, Wis.
After outlining difficulties encountered in the development and manage-
ment of water resources, including the control of water quality the
author analyses the situation in southeastern Wisconsin with particular
reference to the potential utilization of water in the Milwaukee river
basin and possible methods for solving the pollution problem. The
Milwaukee river is used for Industrial water supplies and recreational
purposes, but not for potable supplies. Adequate supplies are
available from lake Michigan although the costs of treatment are in-
creasing, partly owing to deterioration in water quality. Further
deterioration in quality of lake and river water could be prevented by
increased waste treatment, separation of sanitary and storm sewers, and
elimination of ground—water infiltration into the sewerage system. it is
also proposed that the increasing demand for recreational facilities
could be met by further development of lakes and reservoirs within easy
access, and that flood water from a loop of the Milwaukee river could be
diverted into lake Michigan and used subsequently to augment the river
i i dry weather.
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318
SOURCES AND CONTROL OF RIVER POLLUTION.
R. D. Hoak.
Instrum, Vol 25, No 12, pp 1714—6, Dec 1952.
Descriptors: *Stonn runoff, *Water pollution, Water pollution control,
*InS trumentat ion.
Identifiers *Urban drainage.
Five principal sources are erosion, storm water runoff from urban areas,
domestic sewage, industrial waste and acid mine waters; varieties of
pollution which result from these causes; extent of stream self—
purification; pollution control and types of instruments applicable.
319
KANSAS CITY’S POLLUTION ABATEMENT PROGRAM.
G. J. Hopkins.
Water Pollut Contr Fed J, Vol 9, pp 1487—1503, Sept 1967.
Descriptors: *Water pollution control, Sewage sludge, Sewage treatment,
*Storm runoff, Pumping, *Overflow.
Identifiers: *Combjned sewers, Sewer separation, *Kansas City, MO.,
Missouri River.
Kansas City, Mo., is carrying out a $75 million program to abate
pollution of the Missouri River and its tributaries in the area. The
program is financed by revenue bonds supported by a sewer service
charge. The plan is geared to joint use of facilities by Kansas City and
the numerous adjacent municipalities. Primary treatment of all waste—
water is now in effect. The facilities now completed include four
treatment plants and a number of pump stations, force mains, and inter-
ceptor sewers. Sewers will be extended to presently underdeveloped
areas. Unusual features include a sewer river crossing, use of an
abandoned water main as a sewer force main, and pumping of sludge 7
miles (11.3km) for treatment at a central facility. Waste treatment is
unlikely to provide a total solution to the Missouri River’s water
quality problems. There is no demonstrable need or economic justificat-
ion for stormwater separation for the Missouri River. Quality of storm—
water overflows may compare favorably with that of the receiving water.
These overflows occur less than four percent of the time and their
pollutional significance has not been demonstrated.
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320
PROBLEMS IN THE PLANNING OF SEWAGE WORKS.
A. Hörler.
Schweiz Z Hydrol, Vol 19, 243, 1957.
Descriptors: *Sewage effluent, Sewage treatment, *Overf low, *Stortn
runoff, *Water pollution.
Identifiers: *Storage tanks, *Combined sewers.
The planning of sewage disposal should be based on topographical and not
political divisions. Methods of determining the amount of sewage are
described. Combined and separate sewerage systems are compared, and the
effect on the receiving stream of storm overflows and the Improvement
obtained by stormwater storage tanks are discussed. The amount of
storm water which should receive complete treatment is then considered.
321
RIVER—WATER QUALITY CRITERIA IN RELATION TO WATERWORKS REQUIRENENTS.
G. V. Houghton.
Paper presented at the Symp on River Management, Univ of Newcastle upon
Tyne, Sept. 1966.
Descriptors: *Water quality, *Rajn, Chemical analysis.
Identifiers: *Storage tanks.
The type of criteria or tests required to provide satisfactory clean—
liriess for waterworks requirements are reviewed. The equalizing and
purifying effects of rain water storage have always been recognized as
beneficial, depending on many factors. If there is no storage, the
setting of criteria is simplified in that it is known that every peak
of river impurity must be handled effectively or else abstraction
stopped. Some caution is warranted with toxic substances — nitrates,
phosphates and polyphosphates, excremental bacteria, organic content
and miscellaneous industrial pollution — since storage can have a
profound effect on the concentration of some impurities. The need for
sufficiently sensitive and reproduceable analytical procedures is
discussed.
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322
AQUIFER RECHARGING.
L.T. Hunziker.
Water Sewage Works, Vol 111, pp 203—205, 1964.
(through Water Pollut Abstr, Vol 38, No 10, p 325, Oct 1965).
Descriptors: *Groundwater recharge, *Storni runoff, Water pollution.
En a review of recharging of aquifers, various methods are described
including diffusion wells and seepage lagoons using settled storm
water. The quality of the water for recharge, geological conditions
and the dangers of pollution are discussed briefly.
323
OIL-SEPARATOR TANKS FOR NOTORWAYS IN THE RUHR VALLEY.
K.R. Imhoff.
Gas Wasserfach, Vol 108, pp 43—45, 1967.
(through Water Pollut Abstr, Vol 40, No 7, p 291, July 1967).
Descriptors: *Highways, *Runoff, *Water pollution, *Storm runoff.
Identifiers: *Storm sewers, Capacity, *Oil pollution.
In connection with the prevention of pollution by oil, deposited on
motorways by the increasing number of oil tankers, and washed—off into
the receiving waters by rainfall, detailed studies were carried out by
the Ruhrverband on the Westhofer motorway between Remscheid and Katnen.
Oil—separator tanks have been installed along sections of the new
motorway before the storm sewage enters the receiving water to protect
numerous water works in the lower and middle Ruhr, which serve a large
community. Based on the specification DIN 4040 and 4043 of the
Ruhrverband, these tanks are constructed for a surface loading of 12 m
per hour and a retention period of 10 mm; the calculation of the run—
off is based on 100 litre per second per hectare. The run—off values
and time factor are adjusted to local conditions. Successful operation.....
al results showed that 6 months after installation a 4—cm deposit of
sludge and l—2m 3 of sand had collected from each influent and these
were easily withdrawn by suction pumps. Tabulated data are included
and a map shows the areas selected for present and future positions of
separator tanks.
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324
PATHS OF POLLUTION IN NEW YORK HARBOR—MODEL STUDY.
W. T. Ingram and H. Mitwally.
Water Pollut Contr Fed J, Vol 38, No 10, pp 1563—81, Oct 1966.
(through Eng Index, p 2900, 1967).
Descriptors: *path of pollutants, *Model studies, *Water pollution,
*Storm runoff, Overflow, Estuaries.
Identifiers: New York, N Y.
Extensive study utilized dye releases in model of New York Harbor to
trace paths followed by pollutants discharged at particular points.
Influences of installed jetties and dikes on pollution paths and
relationship between release concentrations at source of pollution
developed by individual tests and those shown by simultaneous release
from multiple sources were investigated. Pollution sources were
wastewater treatment plants and storinwater overflows. This type of
study Is useful in predicting effects on pollution paths of changes in
harbor configuration and waste discharge before such changes actually
are made in prototype.
325
NATION’S CAPITAL ENLARGES ITS SEWERAGE SYSTEM.
C. Frank Johnson.
C lv Eng, Vol 28, No 6, 1958.
Descriptors: *Water pollution, *Overf low, Recreation facilities,
*pumplng, *S j runoff.
Identifiers: *Interceptor sewers, *Cotnbined sewers, *Washington, D.C.,
*Sewer separation.
pollution from combined sewer overflows is prohibiting the use of
Potomac and Anacostia Rivers and Rock Creek in Washington, D.C. for
many recreational uses. A $151,000,000 improvement program is
recommended, mostly for relief sewers and pumping stations. Some of
the interceptors are so inadequate that they overflow even in dry
weather. The separation of all sewers was considered but concluded
to be too costly. Alternate plan is to construct large enough relief
sewers that overflows .into Rock Creek will have a dilution factor of
200 and Upper Potomac 30 before overflowing. This represents a storm
of 2 year frequency.
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326
SLUDGE DEPOSITS IN STREAMS FROM STORM WATER OUTLETS.
W. Kiefer.
Neue Deliwa Z, Vol 3, p 71, 1959.
Descriptors: *Stoflfl runoff, *Overf low, *Sewage sludge, Waste dilution.
Identifiers: *Combined sewers, Storage tanks.
The author describes by means of an example a method for estimating the
effect of storm—water overflows on sludge deposits in streams. From
comparison of overflows of different types it appears that overflows
from combined sewerage systems with five—fold dilution add, on a yearly
average, less load to the stream than separate systems. Use of storm—
water sedimentation tanks, the ideal solution, is not always possible.
In general it is unnecessary for such tanks to have a retention period
of more than 10 mm. The self—purifying power of the stream must be
taken into consideration.
327
THE POLLUTION OF RUN-OFF FROM URBAN HOUSING ESTATES.
H. E. Kurzweil.
Gesundh Ing, Vol 85, 178, 1964.
Descriptors: Runoff, Rainfall—runoff relationships, *Rainfall in-
tensity, *Water quality, *Biochemical oxygen demand, *Dissolved
oxygen, *Water pollution, Sewage treatment, *Storm runoff.
Identifiers: *Urban drainage, *Stornl sewers.
Based on studies of rainfall and run—off in urban areas, during storms
of varying intensity, results are given on the changes in the quality
of water from roofs and paved areas, Including data on 5—day B.O.D.,
dissolved oxygen, and organic substances. The discharge of this
polluted water to the stormwater sewer or sewerage system is dis-
cussed and the author recommends preliminary treatment of this run—off
to reduce pollution.
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328
CHEMICAL CONTROL OF WATER QUALITY IN A TIDAL BASIN.
M. Lang.
Water Pollut Contr Fed J, Vol 38, pp 1410—1418, 1966.
(through Water Pollut Abstr, Vol 39, No 12, pp 426—7, Dec l966)
Descriptors: *Storm runoff, *Overflow, *Water pollution, Sewage
treatment.
Identifiers: *Interceptor sewers, Bergen Basin, N Y.
Bergen basin, a small arm of Jamaica bay, N.Y., is a tidal basin with
no surface—water tributaries, but it receives discharges of storm
sewage when the capacity of the nearby Jamaica sewage works is
exceeded during storms, and at times In hot weather there has been
slight odour nuisance. In 1963, when alterations were being made to
the sewage works, all the plant effluent was discharged to the basin
for 2 weeks; at this time the influent sewage was septic, having been
stored in the intercepting sewers for some months while the alterations
were in progress, and this caused severe pollution of the basin with
very strong evolution of hydrogen suiphide. In an attempt to improve
conditions, bulk sodium nitrate was added to the basin to create
aerobic conditions In the bottom deposits, and sodium hypochlorite
solution was also added to oxidize the hydrogen suiphide In the water;
these measures proved effective, and subsequently addition of
hypochlorite was discontinued, but sodium nitrate Is still being added
to the basin.
329
EFFECT OF STORM OVERFLOWS ON RIVER QUALITY.
W.F. Lester.
Paper presented at the Symp on Storm Sewage Overflows, May 4, 1967.
Sponsored by the Inst Civ Eng.
Descriptors: *Water quality, *Overflow, *Storm runoff, Discharge (water),
*Water pollution.
Identifiers: *Storage tanks.
It Is assumed that the “standard” storm sewage overflow in excess of
6 d.w.f. flows to a river which has a rate of flow of 1, 10, and 100
times d.w.f. of the sewage. It is shown that the quality change with
increase In rate of flow will depend on the initial quality of the
stream. A table Indicates the quality of river water below storm over-
flows. Because the discharges contain more carbohydrates and higher
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organic compounds than fully treated effluent there is a greater
tendency to form fungal growths below overflows. The discharge of
B. coil, content increases. The concentrations of toxic materials may
be critical from sewers containing industrial wastes. Where rivers
are used for direct abstraction of water for potable supplies, over—
f lows cause rapid changes in quality. Fractured sewers can also
cause pollution of rivers. The discharges from ‘ t standard” storm
tanks will have as much as 80% reduction in pollutional effects on
rivers. Brief reports are made on surveys of the River Trent and Tame
to determine the effect of storm discharges on these two rivers.
330
PROBLEMS IN THE CALCULATION OF STORM WATER OVERFLOWS.
W. Losse.
Gas Wasserfach, Vol 29, pp 84—5, 1958.
Descriptors: *Storm runoff, *O’yerf low, Water pollution, * jnf all
intensity, Design.
The author discusses, from personal experience and from the literature,
the amounts of rainfall for which storm water overflows should be de-
signed in order to avoid pollution of the receiving stream. Amounts
between 6—10 liters/sec./ha are suggested, varying according to the
stream, the slope of the land, and the condition of the sewerage
system. The figures must be tested by careful investigation. Cal-
culation of storm water overflows according to amounts of rainfall Is
preferable to calculation by a mixing ratio which may give a false
impression of the load of the stream.
331
THE STORM-SEWAGE POLLUTION PROBLEM.
C. Lumb.
Inst Sewage Purif J Proc, 1964, Pt 2, p 168, 1964.
Descriptors: *Storm runoff, *Overf low, *Water pollution, Design,
Sewers, Sewage treatment.
Identifiers: *Combined sewers, *Sewer separation, *Storage tanks.
The author discusses the polluting effects of storm—sewage overflows
from combined sewerage systems and methods f or reducing such
pollution, Including the installation of separate sewerage systems,
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the use of overflow settings higher than the conventional 6 times dry—
weather flow, improved design of overflows, screening of storm sewage,
and provision of storage facilities at overflows to receive the first
flush of the discharge and return it later to the foul sewer. Pollu-
tion may also be caused by discharges of partially treated storm
sewage from storm—sewage tanks at sewage works; this can be reduced
by increasing the flows to be given full treatment and by improved
design and operation of storm—sewage tanks.
332
STORM WATER POLLUTION CONTROL.
Div of Water Supply & Pollut Contr PHS, HEW, Washington, D. C.
Gordon E. NcCallum and Leo Weaver.
Paper presented at the Interstate Conf on Water Problems, Dayton, Ohio,
Dec 10, 1965. 9 p 12 ref.
Descriptors: *Storm runoff, *Water pollution, Sewage treatment.
Identifiers: *Combined sewers, *Storm sewers, *Sewer separation, storage
tanks.
Inadequacies of combined sewage systems are discussed. Pollution by
storm water runoff is described. Government grant projects aimed at
solving this problem are outlined. The costliness and relative
insufficiency of complete separation of storm sewers from sanitary
sewers is mentioned and the need for new alternative solutions
(e.g. holding tanks, treatment) emphasized.
333
ADMINISTRATIVE AND FINANCIAL ASPECTS OF OPERATING A METROPOLITAN SEWER
DISTRICT.
Metropolitan St Louis Sewer Dist, St Louis, Mo.
P.F. Mattei and C. B. Kaiser.
Water Pollut Contr Fed J, Vol 39, No 4, pp 501—517, Apr 1967.
Descriptors: Watersheds, *Storm runoff, *Water pollution control,
*Construction costs, Outlets, Drainage systems, Sewage treatment.
Identifiers: *Urban drainage, *Interceptor sewers, *St. Louis, Mo.
The organization and financing of the 12 yr. old Metropolitan St Louis
Sewer District are described. A watershed by watershed study was made
to determine the stormwater problem and results have shown what the
district needs but the more than a hundred million dollars overall cost
necessitates a piecemeal approval, dealing with the worst problems
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through subdistrict programs and self—help programs. To relieve
pollution of the Mississippi by sewage, construction of an inter-
ceptor sewer picking up all of the wastewater outlets along the
river was begun as well as construction of two large primary treat-
ment plants. Problems and possible solutions for financing the needed
storm—water facilities are discussed.
334
THE MINNEAPOLIS—SAINT PAUL SANITARY DISTRICT — OPERATION AND
EXPANSION.
K.L. Hick.
Water Pollut Contr Fed J, Vol 39, No 10, pp 1684—1700, Oct 1967.
1 fig, 3 tab, 6 ref.
Descriptors: *Sewage treatment, Grants, *Overf low, Construction costs,
Water pollution.
Identifiers: *Interceptor sewers,*Storul sewers, *Combined sewers,
Minneapolis—St. Paul, Minn.
Results of a 1956—60 study of the Minneapolis—St. Paul Sanitary
District called for central treatment of wastewater at the existing
plant, plant expansion, and interceptor sewer construction. Estimated
costs are given. Expansion of the existing primary plant is discussed.
A study on the combined sanitary and storm sewer problem was also
included. The study recommended that a system of power-operated gates
be installed on 15 key regulators, with gate positions and levels in
major sewers telemetered to a central control point. These 15 diver-
sion points accounted for about 80 percent of the overflow to the river
in 1960. In 1966 the District received a Federal demonstration grant
offer of 50 percent for a sewer regulator project estimated to cost
$1,741,500. This work will include an evaluation of the effect on
river conditions. A supervisory control system will promote maximum
utilization of the interceptor sewer system and treatment facilities,
taking Into account rainfall distribution in the area and other factors.
It will provide a new technique of instantaneous observation and con—
trol of interceptor system performance to minimize overflows to the
river.
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335
OVERFLOWS FROM COMBINED SEWERS IN WASHINGTON, D.C.
C.J. Moorehead.
Water Pollut Contr Fed J, Vol 33, 711, 1961.
Descriptors: *Overf low, *Storm runoff, Estuaries.
Identifiers: *Combjned sewers, *Sewer separation, *Washington, D.C.,
Potomac River,
The older part of Washington, D.C. is served by a combined sewage
system which discharges a mixture of sanitary sewage and storm water
into local streams and the Potomac river during each nominal rain-
fall, while overflows of sanitary sewage sometimes occur during hot dry
weather. After a review of the development of the sewerage system, the
author outlines a study which was carried out recently to determine the
precentage of sanitary sewage flow which is discharged through storm—
water overflows. As a result of the study it is planned to provide some
separation of sanitary and storm—water sewers, with the majority of the
existing storm—water overflows on the combined system remaining in
limited acceptable service. This is expected to reduce the amount of
sanitary sewage discharging to the watercourses in the area from 3.3
percent to 0.4 percent of the total flow.
336
[ SEWAGE LOAD OF RECEIVING STREAMS FROM MIXED SEWERS]. Die
AbwasserbelaStUflg des Vorfluters durch Mischkanalisationen. (in
German).
H. H. Mueller.
Gas Wasserfach, Vol 109, No 6, pp 143—147, 1968.
Descriptors: *Water pollution, Sewage treatment, *Storm runoff,
* erflow ,
Identifiers: *Calculations, *Storage tanks, *Capac±ty, *Combined
sewers.
Investigations into the determination of the amount of impurities which
are annually introduced, under specific combinations of control
measures, into receiving streams are described. Fundamental theories
and assumptions are presented, followed by the corresponding calcula—
tions. The balance of impurities shows that the introduction of
rainwater settling tanks into the treatment considerably increases
the efficiency which also depends on the chosen critical rainfall and
the size of the tanks. The (l+4)Q 5 infeed to the plant is observed.
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In size determinations, consideration should preferably be given to a
critical rainfall of 10 to 15 l/s.ha. Rainwater hold—up time in the
settling tanks should be at least 10 minutes. However, if it is
possible to install a large collecting main with a high threshold for
the rainwater overflow, an equivalent effect would be obtained with a
hold—up time of about 3 minutes for the maximum infeed.
337
D IS CHARGE OF RAIN WATER FROM URBAN SEWERS INTO STREAMS.
M. Negulescu and I. Rabinovici.
Hidroteh, Vol 9, pp 205—209, 1964.
(through Water Pollut Abstr, Vol 40, No 6, pp 256—7, June 1967).
Descriptors: *Storm runoff, *Water pollution, Discharge (water), *Water
pollution control.
Identifiers: *Urban drainage, *Combined sewers, *Storage tanks.
It is indicated that rain water discharged from combined or separate
sewers in urban areas can have as great or even double the polluting
effect of domestic sewage and can damage the receiving stream parti-
cularly if the areas are industrial. Storage reservoirs along the
sewerage system or as part of the treatment plant are suggested as a
means of protecting streams.
338
ANALYSIS OF DISSOLVED OXYGEN DISTRIBUTION IN EAST RIVER.
D. J. O’Connor.
Water Pollut Contr Fed J, Vol 38, No 11, pp 1813—30, Nov 1966.
(through Eng Index, p 2884—5, 1967).
Descriptors: *Water quality, *Storm runoff, *Overf].ow, *Dissolved
oxygen, Biochemical oxygen demand.
Identifiers: *Calculations, East River, N Y.
Analysis of water quality in East River, New York, by mathematical
model consisting of linear differential equations produced results
agreeing generally with observation of actual conditions. Storm over-.
flows and sludge deposits appear to have significant effects. Spatial
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profile of DO is directly related to wastewater discharges and
temperature distribution during summer. Future work will require
more accurate measurements of sludge deposits, storm overflows,
nitrogenous and carbonaceous BOD components, exchange and dispersion
coefficients, and other parameters.
339
THE POLLUTIONAL EFFECTS OF STORM WATER OVERFLOWS FROM COMBINED SEWERS.
C. L. Palmer.
Sewage md Wastes, Vol 22, pp 154—65, 1950.
Descriptors: *Water pollution, *Storm runoff, *Overf low, Rainfall
intensity, Water pollution control.
Identifiers: *Comblned sewers, Capacity, *Interceptor sewers.
The author discusses the effects of pollution caused by overflowing of
storm water from a combined sewer system. The characteristics of low
intensity storms in the Detroit area were first studied and the results
shown in graphs. It was found that runoff did not occur unless
precipitation was greater than 0.03 in/hr and storm water would not
overflow unless precipitation was more than 0.03 in/hr. plus the
capacity of the sewers for storm water. It was found that intercept-
ing sewers are most effective in preventing overflow when they have a
capacity of 150% of the sewage flow, and no satisfactory reduction In
number of duration of overflows is achieved by increasing the capacity
to any reasonable extent. The quality of the overflowing liquid
varies considerably and would be highly polluting even from a separate
system, the cost of which is not commensurate with the reduction in
pollution which it would effect. A properly designed combined sewerage
system should be about 99% effective in preventing pollution by storm
water overflows.
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340
SEWERAGE SYSTENS AND RIVER POLLUTION.
J. A. Pickford.
Roy Soc Health J, Vol 87, No 1, pp 3642, Jan—Feb, 1967.
Descriptors: *Water pollution, *Discharge (water), *Rainf all intensity,
*Stortn runoff, *Overf low, Sewers, Water pollution control.
Identifiers: *Combined sewers, *Storm sewers, *Sewer separation,
*Capacity.
The effect of discharge of combined, separate, or partially separate
sewer systems on river pollution is discussed. Factors affecting the
quantity of storm sewage are rainfall and run—off, overflow devices,
and the storage capacity of sewers. Several overflow devices are
discussed. It is suggested that the increase of treatment plant
capacity, the provision of larger sewers, and the provision of
selective types of overflow are likely to cost much less than the
provision of completely separate systems, and that pollution can be
more effectively controlled by these methods.
341
THE BATTLE TO SAVE LAKE MICHIGAN.
H. W. Poston.
Civ Eng, Vol 37, No 12, pp 40—43, Dec 1967.
Descriptors: Sewage treatment, *Overf low, *Water pollution control,
*p low measurement, Storm runoff.
Identifiers: *Combjned sewers, *Interceptor sewers, *Storage tanks,
*Chicago, Ill., *Lake Michigan.
As a result of an enforcement conference called by the Federal Water
Pollution Control Administration, Indiana communities whose waste dump
into Lake Michigan have already added secondary treatment facilities;
detention facilities and combined sanitary—storm sewers are to be
built to prevent overflow. Chicago is attempting to solve this
problem by retaining storm water overflows in underground interceptor
sewers of large diameter 250 ft. deep, where the water can be stored
for future treatment. Milwaukee is establishing automatic monitors
along the Milwaukee River to measure the average yearly flows and
peak flows of the sewer system as affected by rainfall in an attempt
to locate critical points where control facilities should be installed.
In addition, a 3.8 million gallon underground detention tank will be
constructed to trap storm overflows, which will be retained for
subsequent treatment.
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342
MERRIMACK RIVER POLLUTION ABATEMENT STUDY.
P. W. Prendiville.
Boston Soc Civ Eng J, Vol 51, pp 316—328, 1964.
(through Water Pollut Abstr, Vol 39, No 7, p 249, July 1966).
Descriptors: *Storm runoff, *Overf low, *Water pollution control,
Sewer treatment, Sewer lagoons, Estuaries.
Identifiers: Merrimack R, Mass.
In view of the increasing pollution of the Merrimack river, which is
formed in New Hampshire by the confluence of the Pemigewasset and
Winnipesaukee rivers and flows through Massachusetts to the Atlantic
ocean, surveys have been carried out to determine the present condition
of the river and the degree of treatment required for sewage and trade
waste waters discharged to it. The results of the investigations on
the extent of organic and bacterial pollution and the polluting effects
of overflows of mixed sewage and storm water are discussed briefly.
Various alternative plans for sewage treatment have been considered,
and it was recommended that the individual communities and metropolitan
regions should be responsible for constructing the necessary sewage—
treatment facilities; these would Include extended—aeration plants,
primary treatment plants, and sewage lagoons. An industrial survey
showed that all the trade waste waters in the area can be treated In the
municipal plant, after preliminary treatment at the source in some
cases.
343
POLLUTION STUDY OF A FUTURE TIDAL ESTUARY.
C. A. Rambow.
Water Pollut Contr Fed J, Vol 36, pp 520—528, 1964.
(through Water Pollut Abstr, Vol 37, No 10, pp 358—9, Oct 1964).
Descriptors: *Estuaries, Surface runoff, *Flood control, *Dissolved
oxygen, *path of pollutants, Outlets, *Biochemical oxygen demand.
Identlfiers:*Los Angeles, Calif.
Dominguez channel Is a natural watercourse carrying surface run—off
and waste discharges from an area south—west of Los Angeles into the
east basin of Los Angeles Harbour. During heavy rainstorms, flooding
occurs, and the lower portion of the channel Is now being improved to
control this. The design is such that the invert will be below mean
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sea level for a distance upstream of more than 8 miles, and the
finished channel will therefore constitute a tidal estuary. At
present the waste waters discharged to the channel are too strong
for biochemical action to occur, but when diluted with a large
volume of sea water it is possible that biochemical degradation will
occur in the channel, with depletion of dissolved oxygen and forma-
tion of odours. Theoretical analysis was, therefore, used to estimate
the waste—assimilating capacity of the Improved channel; this involved
calculation of the spread of pollutants from the various outfalls,
estimation of the oxygen resources of the channel, and comparison of
oxygen demand with oxygen resources to determine the most critical
point of the channel. By equating B.O.D. to oxygen supply at this
point, an oxygen sag curve for the channel was obtained for the
calculated B.O.D. loadings; this curve can be used as the basis for
siting future outfalls and for determining the allowable discharge of
B.O.D. by various industries.
344
EVALUATION OF DISPERSED POLLUTIONAL LOADS.
C. W. Reid and J. Cleveland.
ASCE Environ Eng Conf—Preprint 422, Feb 6—9, 1967. 10 p.
(through Eng Index, p 2897, 1967).
Descriptors: *Storm runoff, *Land use, *Water quality, *Runoff.
Identifiers: *Calculations, *Urban drainage, Tulsa, Okla.
Experimental technique proposed is to determine quality of storm water
from individual drainage basins that make up urban Tulsa City—County,
Okla, and by using component analysis technique, evaluate effects of
land use practices on quality of runoff. Stream is sampled twice
monthly during dry weather flow, and several times during storm run-.
off period. It is estimated that at least 1 or possibly 2 yr of data
will be needed to make representative estimation of true quality and
quantity of runoff. Principal components of many variables will be
estimated by component analysis technique. Knowing principal com-
ponent regression analysis can be used to determine best model and
predictive equation.
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345
EUTROPHICATION OF ESTUARINE AREAS BY RAIN WATER.
R. J. Reimold and F. C. Daiber.
Chesapeake Sci, Vol 8, pp 132—133, 1967.
(through Water Pollut Abstr, Vol 41, No 5, p 203, May 1968).
Descriptors: *Chemjcal analysis, Rain, Storm runoff, *Estuaries,
*Eutrophication, Water quality.
Identifiers: *Atlantic Coast, United States.
Tabulated and graphical results are given of analyses of total
phosphorus in rain water at Lewes, Del., from February 1966 to
January 1967; the mean concentrations, per litre, were 4.9 pg—atom
in winter and spring, 150 pg—atom in summer, and 8.1 pg—atom in autumn
and winter. Possible causes of the sudden increase after April are
discussed, and it is suggested that this is the reason for the unusual
phosphorus cycles found in bay waters and marshes along the east coast
of U.S.A., providing an extra source of nutrient during spring and
summer when productivity tends to be higher.
346
HOW COMBINED SEWERS AFFECT WATER POLLUTION. PT 1.
Harold Romer and Lester M. Kiashinan.
Public Works, Vol 94, p 100, Mar 1963.
Descriptors: *Water pollution, Sewage treatment, *Design, Discharge
(water).
Identifiers: *Combined sewers, *Urban drainage, Capacity.
This article on studies of pollution of combined sewers discusses
results of a questionnaire survey of 148 cities, 80 of which replied
(50,000—2,100,000 population). The 11 questions deal with character—
istics of combined sewage, combined sawer and treatment plant capacities
and design, combined sewage treatment practices, and effects of combined
sewage discharges on quality of receiving waters.
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347
HOW COMBINED SEWERS AFFECT WATER POLLUTION. PT 2.
Harold Romer and Lester N. Kiashman.
Public Works, Vol 94, p 88, April 1963.
Descriptors: *Water pollution.
Identifiers: *Combined sewers, *United States, *Great Britain.
This concluding report on the pollution problems created by combined
sewer discharges to waterways during overload periods, cites results
of specific studies in the United States and England.
348
THE INFLUENCE OF COMBINED SEWERS ON POLLUTION CONTROL.
Harold Romer and Lester M. Kiashman.
Public Works, Vol 92, No 10, p 129, 1961.
Descriptors: *Water pollution, *Overf low, Design, Surface runoff,
*Storm runoff.
Identifiers: *Combined sewers, *Suspended solids, *lJnited States,
*Creat Britain, *Storage tanks.
In discussing the polluting effects of overflows from combined sewers,
the authors review American and British practices concerning the use of
storm—water tanks and summarize British recommendations for the design
and operation of combined sewerage systems. Data are given to illus-
trate the effect of storms on the concentration of suspended solids j
storm—water sewage, and the results of studies on quality of surface
run—off are reviewed. The use of storm—water tanks in America in
being considered.
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349
THE PERMISSIBLE DILUTION AT STORM WATER OUTLETS.
W. Scharfe.
Wasserwirtsch — Wassertech, Vol 5, p 243, 1955.
Descriptors: *Storn2 runoff, *Overflow, Outlets, Construction, Water
pollution.
Identifiers: *Dilution, Storage tanks.
The author points out that a dilution ratio for storm water overflows
of 1:7 may not in all circumstances afford protection to the stream.
Local rainfall, by stirring up deposits, may result in the discharge
of a liquid more concentrated than normal sewage. Special attention
must be paid to the construction of the outlets and to the provision of
retention tanks. Increasing the ratio would give sewers of uneconomic
size.
350
ENVIRONMENTAL EFFECTS OF HIGHWAYS.
M. E. Scheidt.
ASCE Proc, J Sanit Eng Div, Vol 93, No SA 5, Pap No 5509, pp 17—25,
1967.
(through Water Pollut Abstr, Vol 41, No 6, p 282, June 1968).
Descriptors: *Highways, *Water pollution, Construction, *Surface
runoff.
The author discusses the various polluting effects of highways on the
natural environment. The greatest source of pollution is erosion
during construction of the highway, which can cause considerable
damage downstream, and measures to control such erosion are required
during the construction of federal and federal—aided highways. Other
sources of pollution are chemicals used to melt ice and snow and to
control roadside vegetation, spills from vehicles involved in accidents,
and run—off from paved areas.
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351
POLLUTION OF CITY SURFACE RUN—OFF WATER.
G. G. Schigorin.
Vodosn Sanit Tekh, No 2, pp 19—20, 1956.
Descriptors: *Water pollution, *Storm runoff, *Cities, Rainfall
intensity, *Storm drainage.
Identifiers: *Storm sewers, Suspended solids, *Russia, Urban drainage.
To study the polluting effect of run—off from paved areas, samples of
storm water collected from the separate storm—water sewers in
Vasileostrovsk, U.S.S.R., and of water from street rain receivers after
paved streets had been washed with automatic sprinklers, were analysed;
the results are tabulated. Marked fluctuations in the concentrations
of suspended solids are attributed to the differing degrees of dirti-
ness of different streets. Heavy rain did not appear to reduce the
polluting effect of later run—off, probably because pollution inten-
sities at the points of origin (road sweepings, products of breakdown
of pavements, and air—borne contaminants) were relatively constant.
Surface run—off from cobbled streets with comparatively light traffic
was much less polluting than run—off from asphalt—paved streets with
heavy traffic. The need for preliminary treatment of such run—off to
reduce pollution of the receiving streams is stressed.
352
EFFECTIVENESS OF THE INTERCEPTION OF SEWAGE—-STORM WATER MIXTURES.
Walter G. Shifrin.
Univ Missouri Bull, Eng Ser Bull #47, Vol 61, No 8, pp 8—12, Feb 12,
1960.
Descriptors: *Storm runoff, *Overflow, Water pollution control.
Identifiers: *Combined sewers, Calculations, *Interceptor sewers,
*CapaCity, *St. Louis, Mo.
Since it is not economically feasible to intercept and treat all
sewage—storm water runoff mixture, the study reports on determination
of proper interception factor. Average daily sewage flow was converted
to an equivalent rainfall of 0.007 in/hr/acre for the area drained by
combined sewers. Peak sewage rate was taken as 136% of average or
0.0095 in/hr/acre. Graphs and charts show the author’s derivation of
number of hours per year sewage would be bypassed. Author’s conclusions
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based on specific case of St. Louis with overflows going to Mississippi
River are that selection of interceptor capacities in excess of peak
dry weather flow rate will produce an insignificantly small increase
in the effectiveness of pollution abatement at a significant increase
in the initial cost of the facilities.
353
EFFECTIVENESS OF THE INTERCEPTION OF SEWAGE—STORM WATER MIXTURES.
Walter G. Shifrin and W. W. Homer.
Water Pollut Contr Fed J, Vol 33, p 650, 1961.
Descriptors: *Water pollution control, *Sewage treatment, Storm runoff.
Identifiers: *St. Louis, Mo., *Combjned sewers, *Interceptor sewers,
Dilution, *Capacity, Urban drainage.
To reduce pollution of the Missouri and Mississippi rivers in the St.
Louis metropolitan area, Mo., it is planned to provide primary
treatment of sewage. Most of the sewerage systems in the area are of
the combined type, and the authors describe the method used to deter-
mine the amount of the mixture of sewage and storm water which should be
intercepted for treatment. As the Mississippi river provides consider-
able dilution and is not used for recreation nor as a source of water
supply for some considerable distance below St. Louis, it Is concluded
that it Is unnecessary to provide interceptor capacities in excess of
the peak dry weather flow.
354
SEWAGE DISPOSAL IN THE REGION OF THE LOWER LAKE THUN.
W. Spring.
Gas Wasserfach, Vol 104, pp 1397—1398, 1963.
(through Water Pollut Abstr, Vol 38, No 9, p 303, Sept 1965).
Descriptors: Pumping, *Storm runoff, *Overflow, *Water pollution.
Attempts to maintain the purity of lake Thun, Switzerland, have resulted
in communal sewage disposal. Owing to the geological position of the
lake the sewage flows without pumping to the lower region, where it
reaches the pumping station at Diirrenast and is then pumped into the
treatment plant at Uetendort, near the Aare. Additional pumping
stations are planned for Gwatt, Elnigen, Spiez and Faulensee, and
special reference is made to the problems of planning sewage works for
the future, in which the population index should be considered. The
author also discusses the effect of storm—sewage overflows on receiving
waters.
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355
STORM-WATER OVERFLOWS.
R. B. Stegmaler.
Sewage Works J, Vol 14, p 1264, 1942.
Descriptors: *Storm runoff, *Overflow, Flow measurement.
Identifiers: *Combined sewers, Baltimore, Md., *Suspended solids.
Studies were made of the storm water discharged from a combined sewer
in Baltimore, Md., during six storms. The maximum amount of volatile
solids and of total solids occurxed at the maximum rate of flow.
356
THE EFFECT OF FRESH—WATER RUN—OFF ON A POPULATION OF ESTUARINE
POLYCHAETOUS ANNELIDS.
A. N. Stone and D. J. Reish.
S. Calif Acad Sd Bull, Vol 64, pp 111—119, 1965.
(through Water Pollut Abstr, Vol 39, No 10, p 332, Oct 1966).
Descriptors: *Estuaries, *Storm runoff, Water pollution, *Biofndicators.
Identifiers: California.
Studies were carried out over a period of 15 months on the effect of
run—off from rainfall on 3 species of estuarine polychaetes in Southern
California. It was found that the worms were killed or reduced in
numbers by rainfall in excess of 0.5 inch, but repopulatlon by larvae of
the same species occurred rapidly.
357
EFFECTS OF WINTER STORM RUNOFF ON VEGETATION AND AS A FACTOR IN STREAM
POLLUTION.
Richard H. Sullivan.
Paper presented at the 7th Annual Snow Couf, Milwaukee, Wis, Apr 12,
1967.
6 p. Sponsored by the Amer Public Works Assoc Res Foundation,
Descriptors: *Cheniical analysis, *Storm runoff, *Highways.
A determination of chloride content of storm water discharge from a
section of the Kennedy Expressway in Chicago during the winter of ‘66—7
was carried out. Methods & results are given. Salt from snow clearing
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operations can cause occassional high salt concentrations. Results of
tests on storm water from an area in which Cargill’s Carguard was used
as a corrosion inhibitor are given. Other studies on the effect of
chlorides on vegetation are discussed.
358
A LAKE’S RESPONSE TO ITS ENVIRONMENT.
Robert 0. Sylvester and George C. Anderson.
ASCE Proc, J Sanit Eng Dlv, Vol 90, No SAl, Pt 1, Feb 1964.
Descriptors: *Water pollution, *Recreation facilities, *Runoff,
Nutrients, Deterioration, *Storm runoff.
Identifiers: Dilution, *Tjrban drainage, Bacteriological sampling.
Green Lake in Seattle, Wash., was studied to find the causes underlying
its heavy algae blooms and alleged condition of pollution so that its
recreational potential might be realized. Data were obtained on urban
runoff, lake shore runoff, subsurface inflow, algae populations, water-
fowl, composition of sediments, effect of wind—induced currents on
water quality, and requirements of competing recreational water uses.
Water and nutrient budgets are presented. Nutrient additions sustain
heavy algae blooms throughout most of the year, and little can be done
to reduce these additions. Bacterial contamination is directly related
to waterfowl populations. Changes in physical and chemical water
quality are caused largely by algal growth and decay. Recommendations
are given for the addition of low—nutrient city water for dilution
purposes, for dredging, and for shoreline improvements. It is recommend-
ed that increased quantities of storm water not be added.
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359
SEASONAL VARIATIONS IN SURVIVAL OF INDICATOR BACTERIA IN SOIL AND THEIR
CONTRIBUTION TO STORI4-WATER POLLUTION.
Nati Center Urban & Industrial Health, PHS, Cincinnati, Ohio.
Dale J. Van Donsel, Edwin E. Geidreich, and Norman A. Clark.
Appi Microbiol, pp 1362—1370, Nov 1967, 4 fig, 27 ref.
Descriptors: *Bioindicators, *Storm runoff, *Water pollution,
*Coliforms.
Indentifiers: *Bacteriological sampling.
Survival of a fecal colifortn (Escherichia coli) and a fecal strepto-
coccus (Streptococcus faecalis var. liquifaciens) was studied through
several years at shaded and exposed outdoor soil plots. Death rates for
both organisms were calculated for the different seasons at both sites.
The 90% reduction times for the fecal coliforin ranged from 3.3 days in
summer to 13.4 days in autumn. For the fecal streptococcus, 90% re-
duction times were from 2.7 days in summer to 20.1 days in winter.
During summer, the fecal coliforin survived slightly longer than the
fecal streptococcus; during autumn, survival was the same; and in
spring and winter the fecal streptococcus survived much longer than the
fecal coliform. Both organisms were isolated from storm—water runoff
collected below a sampling site when counts were sufficiently high in
soil. Isolation was more frequent during prolonged rains, lasting up
to 10 days, than during short rain storms. There was evidence of after—
growth of nonfecal colifortns in the soil as a result of temperature
and rainfall variations. Such aftergrowth may contribute to variations
In bacterial count of storm—water runoff which have no relation to the
sanitary history of the drainage area.
360
A STUDY OF LAKE MICHIGAN: CHEMICAL, BIOLOGICAL, AND PHYSICAL.
J. L. Verber.
Verh Int Verein Theor Angew Litunol, 1965, Vol 16, pp 29—46, 1966.
(through Water Pollut Abstr, Vol 40, No 8, p 338, Aug 1967).
Descriptors: *Water pollution control, *Overflow, *Storm runoff,
Chemical analysis.
Identifiers: Oil pollution, *Lake Michigan.
Comprehensive Investigations were made to determine the present water
quality in lake Michigan and make recommendations for its preservation;
some of the physico—chemical bacteriological and biological results are
presented in tables and diagrams and discussed. Sufficient vertical
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mixing occurs during spring and autumn to distribute the chemical
constituents uniformly throughout the water column. It is concluded
that the lake is still oligotrophic but precautions must be taken to
reduce the build-up of phosphates and nitrates in certain areas where
municipal and trade waste waters are discharged, particularly in the
southern basin where there appears to be a large semi—permanent clock-
wise gyral which tends to prevent dispersal of nutrients from the
basin into the rest of the lake; chemical and biological differences
between the northern and southern basins also indicate that horizontal
mixing is very slow. The zone of poor—quality water along the coast
near waste outf ails varies in width depending on the meterological
conditions. Preliminary action has been taken to reduce pollution,
especially that caused by storm—sewage overflows and by oily, phenolic,
and other trade waste waters.
361
RELATIONS BETWEEN THE DEGREES OF DILUTION IN THE SEWERS AT THE STORM
WATER OUTLET, AND IN THE RECEIVING STREM I.
F. Votnberg.
Gesundh Ing, Vol 74, pp 227—9, 1953.
Descriptors: *Design, *Storm runoff, *Overflow, Sewers.
Identifiers: *Calculations, Dilution.
The author discusses the calculations required in the design of storm
water overflows and in the determination of their effect on the
receiving stream.
362
STORM SEWAGE OVERFLOWS - A MAJOR POLLUTION SOURCE.
K. H. Walker.
Wastes Eng, Vol 33, No 8, Aug 1962.
Descriptors: *Storm runoff, *Overf low, *Water pollution.
Identifiers: *Combined sewers, Boston, Mass, New York, N Y.
This editorial stresses the need for further study and data to aid in
solving the problem of storm sewage overflow. 1946 studies using Bos-
ton rainfall records show that sewage systems designed to handle 2 to 3
times average dwf would overflow 5—6 days/mo. The study also showed that
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with rainf ails of 0.20 inches/hr., nearly 90% of sanitary sewage would be
discharged untreated. A New York City study showed that 60 to 804 of
the raw sewage flowing through combined systems is discharged into the
receiving waters once or twice a week.
363
URBAN DRAINAGE AS A FACTOR IN EUTROPHICATION.
FWPCA, Cincinnati Water Research Lab, Cincinnati, Ohio.
S. R. Weibel.
Preprint, July 1967.
Descriptors: *Eutrophication, *Storm runoff, *Overflow, Water
pollution, Nutrients, Sewers, Sewage treatment, Grants.
Identifiers: *Combined sewers, *Urban drainage.
Stormwater runoff and combined sewer overflows as sources of water
pollution, including nutrient contributions are discussed. Maps show
future urbanization patterns and present distribution of states and
their communities served by combined sewer systems. Tables showing
average concentrations and computed annual amounts of constituents,
including nutrients, produced per square mile by the several sources
such as rainfall, community sewage, urban stormwater runoff and combined
sewer overflows, are presented. These indicate that all are significant.
ly Concentrated in some respect as to warrant consideration in appraising
sources of pollution, particularly nutrients. In terms of relative
production of nutrients per unit of area, community sewage heads the
group, followed in order of decreasing unit production by combined
sewer overflow, storm water runoff from a residential—commercial area and
rainfall. Urban stormwater runoff as a water resourse is discussed.
Comments on studies and practices representing the variety of efforts
to control pollution from storm water runoff or combined sewer over-
flows are presented. Treatment of extraneous flows in sanitary sewers
is also included. Government research contract and demonstration
grant programs to provide assistance to qualified workers interested in
contributing to methods for control of storm and combined sewer sources of
pollution are outlined.
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364
URBAN LAND RUN-OFF AS A FACTOR IN STREAM POLLUTION.
S. R. Weibel, R. J. Anderson, and R. L. Woodward.
Water Pollut Contr Fed J, Vol 36, pp 914—924, 1964.
(through Water Pollut Abstr, Vol 38, No 4, p 127, Apr 1965).
Descriptors: *Water pollution, *Storra runoff, *Biochemical oxygen
demand, *Turbidity, Chemical analysis, *pathogenic bacteria, *Coliforms.
Identifiers: *Urban drainage, *Suspended solids, Surface permeability.
After reviewing briefly the work of other investigators on the com-
position and strength of run—off from urban areas, the authors describe
a study carried out in part of Cincinnati, where about 37 per cent of
the total drainage area is impermeable, the remainder being lawns,
parks and gardens. The run—off had an average B.O.D. of 19 mg per litre,
a turbidity of 170 units and a color of 81 units. The run—off was
also found to contain organic chlorides, which could be derived from
pesticides, and large numbers of bacteria, although faecal streptococci
exceeded faecal coliform organisms, indicating predominantly non—human
pollution. The highest concentrations of all contaminants occurred
within the first 15 mm of the start of run—off. These results confirm
that run—off should be taken into consideration when estimating waste
loadings from urban sources, and the authors stress the need for further
studies to estimate the strength of run—off under various conditions.
365
CHARACTERIZATION, TREATMENT AND DISPOSAL OF URBAN STORM WATER.
S. R. Weibel, R. B. Weidner, A. C. Christianson, et al.
Proc 3rd mt Conf Water Poll Res, Munich, 1966, Vol 1, pp 329—352, 1967.
(through Water Pollut Abstr, Vol 40, No 8, p 352, Aug 1967).
Descriptors: *Water pollution, *Storm runoff, *chemical analysis, Rain,
*Coliforms, Recreation facilities, *Sewage treatment, Chlorination,
*Biochemical oxygen demand, Sedimentation, *Groundwater recharge.
Identifiers: *Urban drainage, *Sugpended solids, Long Island, N Y.
The authors give further results of studies at Cincinnati, Ohio, on the
polluting effect of run—off from urban areas, including investigations
of the chemical composition of the rain falling on the study area. The
rain water was found to contain, on average, 0.69 mg of inorganic
nitrogen and 0.24 mg of hydrolysable phosphate, per litre; these con-
centrations exceed the threshold values found by other workers for the
development of algal blooms. The rain water also contained about 0.28
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ig of organic chlorine compounds per litre; DDT, DDE, and benzene
hexachioride were identified. Analyses of the run—off, as reported
previously, showed its pollution potential, and the concentrations of
coliform organisms exceeded the criterion of 1000 per 100 ml recommended
for bathing waters. Preliminary laboratory experiments on treatment of
the run—off showed that sedimentation alone was not effective in re-
ducing the BOD and suspended—solids content. Sedimentation for 20 mm
combined with chlorination at a dose of 4.62 mg of chlorine per litre
killed more than 99 per cent of the bacteria; when the supernatant
liquor was dechlorinated, however, and kept at room temperature for
24—72 hours, there was aftergrowth of coliform organisms, though not of
faecal coliform bacteria or faecal streptococci. This work is still
being continued. On Long Island, N.Y., storm run—off is being disposed
of successfully by infiltration through the sandy sub—soil to recharge
the groundwater resources in the area.
366
PESTICIDES AND OTHER CONTAMINANTS IN RAINFALL AND RUNOFF.
S. R. Weibel, R. B. Weidner, J. N. Cohen, et al.
Amer Water Works Ass J, Vol 58, No 8, pp 1075-84, Aug 1966.
(through Eng Index, p 3185, 1966).
Descriptors: *Storm runoff, Sampling, *Water pollution, Data
collections.
Identifiers: *Urban drainage.
Data on rainwater and rural runoff and updated statistics on urban
runoff are presented. Rainfall sampling was done in connection with
urban stormwater—runoff studies, by Cincinnati Water Research Laborato ,
Results of rainfall analyses on pesticides are discussed. Subsequent
to collection and analysis of rainfall samples reported, it was found
that some materials adhered to stainless steel trays. These materials
can be removed by scrubbing with nonphosphate soap and solvent.
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367
THE QUALITY OF RAINFALL RUN-OFF WATER FROM A HOUSING ESTATE.
R. Wilkinson.
Inst Public Health Eng J.
No further identification available.
Descriptors: *Design, *Rainf all intensity, Water pollution, Overflow,
Storm runoff.
Identifiers: *Storni sewers, *Urban drainage.
Housing estate of 611 acres, housing density of 5 to 6 houses per acre,
est. population of 12,500, separate sewage system with storm system
designed on 3/4 in/hr and impervious area of .4. Rain included 131
storms over year period with greatest rain 0.84 in/24 hr. period and
most rains of small intensity. Statement made that first flush more
polluting than rest of storm, but that certain storms continued stronger
than some of the first flushes of other storms. Catchinent basin washed
clean by first flow of water.
368
EFFECTS OF CONSTRUCTION ON FLUVIAL SEDIMENT, URBAN AND SUBURBAN AREAS OF
MARYLAND.
M. G. Wolman and A. P. Schick.
Water Resources Res, Vol 3, pp 451—464, 1967.
(through Water Pollut Abstr, Vol 41, No 6, p 282, June 1968).
Descriptors: *Water pollution, *Storm runoff, *Sedimentatjon, Estuaries,
*RecreatiOfl facilities.
Identifiers: *Urban drainage.
The problem of sediment pollution by run—off from building sites in
Maryland is discussed. Sediment yields ranging from 140,000 tons per
square mile per year on an open construction site to 1060 tons in an
urban area with some development were found. The quantity of sediment
from areas under construction is 2—200 times as great as that derived
from comparable rural or wooded areas. Details of changes in the
stream bed of Oregon Branch caused by sediment from a construction site
are given and compared with an unpolluted reach of the stream. Costs
arising from sediment pollution of reservoirs, estuaries and channels are
discussed and the loss of recreational facilities is mentioned. Measures
to control sediment pollution are suggested.
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Section VIII
SURVEYS, POLICIES, AND LEGISLATION
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369
CHICAGO ACTS TO ATTACK COMBINED SEWER PROBLEM.
Civ Eng, Vol 38, No 8, p 99, Aug 1968.
Descriptors: *Storm runoff, Standards, *Manholes, *Stonu drainage.
Identifiers: *Chicago, Ill., *Combined sewers, *Residential sewers,
*Tjrban drainage, Capacity.
The Chicago Metropolitan Sanitary District is planning separate
facilities for storm runoff. In the meantime, it has issued an ordinance
setting an interim policy for the issuance of permits within a 300—mile
area now being served by combined sewers. Provisions of this new ordi-
nance include: only one building drain is required to carry both build-
ing wastes and storm water runoff to the combined sewer but municipal-
ities may require separate drains; industries must provide separate
services to the control manhole for storm water and industrial wastes;
on—site storm facilities for the attenuation of peak flows will be given
consideration, but the final determination will be made by the local
municipality; and in new construction, downspouting and surface drains
to sewers are prohibited unless storm—water capacity has been provided
or unless such drainage flows through detention and/or regulating
devices.
370
200 POLLUTERS GET THE WORD EARLY.
Eng News Rec, p 12, Feb 1, 1968.
Descriptors: *Water pollution control.
Identifiers: *Combiued sewers, *Urban drainage, *Sewer separation,
Lake Michigan.
Included in a recent list of FWPCA recommendations on pollution in Lake
Michigan is a statement that combined sewers be prohibited in all new
urban areas and separated in all urban reconstruction projects. The
recommendations call for the elimination of pollution from combined
sewers in 55 cities by 1977.
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371
A REVIEW OF THE LITERATURE OF 1966 ON WASTE WATER AND WATER POLLUTION
CONTROL.
U.S. Water Pollution Control Federation.
Water Pollut Contr Fed J, Vol 39, pp 689—749, 867—945, and
1049—1154, 1967.
(through Water Pollut Abstr, Vol 40, No 10, p 449, Oct 1967).
Descriptors: *Water pollution control, *Chemical analysis, *Sewage
treatment, *Storm runoff, Estuaries, Standards, Legislation.
In a review of literature published during 1966 on waste treatment and
pollution control, subjects dealt with include methods of analysis (in-
cluding automated chemical techniques); physical and chemical methods of
sewage treatment; biological filtration; the activated—sludge process;
disinfection of sewage; effects of synthetic detergents on sewage treat-
ment and aquatic organisms; biodegradation of detergents; digestion,
treatment, and utilization of sludge; recovery and re—use of sewage and
trade waste waters as water supplies; design of sewerage systems and
treatment of storm sewage; composting of garbage; treatment of specific
types of trade waste waters; treatment, disposal, and polluting effects
of radioactive waste waters; biological surveys of polluted waters; pol—
luting effects of sewage and trade waste waters; toxic effects of metals,
pesticides, and weedkillers; effects of thermal pollution; effects of
pollution on the physiology of fish; blo—assay techniques; estuarine and
marine pollution; microbiology of polluted waters; oxygen sag and self—
purification; quality standards for streams; effects of pollution on
water supplies; pollution of ground water; eutrophication of natural
waters; use of systems analysis in managing water resources; and legisla-
tion controlling pollution.
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372
NINTH ANNUAL REPORT, FOR THE YEAR ENDED DECEMBER 31st 1963. 44 pp.
The Water Research Association.
(Through Water Pollut Abstr, Vol 38, No 11, p 361, Nov 1965).
Descriptors: *Coliforms, Chemical analysis, Turbidity, *Computer
programs, *Rainfall_runoff relationships, Groundwater recharge,
*Instrumentation, Rain gages, *Sewer hydraulics, Pipes.
Identifiers: *Leak detection.
This report on the work of the Water Research Association contains
individual sections on biology (development of synthetic media for use
in the coliform test and methods for controlling algae); chemistry
(coagulation of water, dewatering of water—works sludge, and methods
for the determination of free arid combined chlorine, turbidity,
chemical oxygen demand (to avoid interference by chlorine) and traces of
organic chemicals, pesticides, and herbicides); hydrology (particularly
the use of an analogue computer to solve problems connected with the
relations between rainfall, run—off, and evaporation, estimation of
evaporation from catchment areas, and abstraction and artificial re-
charge of ground water, and development of instruments for measuring
rainfall and stream flow); physics (detection of leaks and properties of
pipes); and plant processes (coagulation, demineralization, and
fluoridation).
373
HYDRAULICS RESEARCH 1963 AND 1964. THE REPORTS OF THE HYDRAULICS
RESEARCH BOARD WITH THE REPORTS OF THE DIRECTOR OF HYDRAULICS RESEARCH.
Dep of Sci & md Res and Ministry of Tech.
H. M. Stationery Office, London, 1964 and 1965, 84 pp and 96 pp.
Descriptors: *HydraulicS, *Runoff, *Drainage, *Pipes, *Storm runoff,
Estuaries, Model studies, Sewage effluents.
Identifiers: Surface permeability, *Combined sewers.
Hydrological studies reported include: the factors affecting run—off j
a permeable (chalk) catchment area and stream flow in an impermeable
catchment; the effect of afforestation on the water balance of a catch—
ment area; and lysitneter experiments on factors affecting evapotrans—
piration and drainage. Studies have continued on the attenuation of
flood waves in partly filled pipes, including tests on the mixing of an
incoming surge of relatively clean storm sewage with the grossly
polluted sewage In a combined sewage system. Studies on estuaries and
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tidal flow, carried out both in models and in the field, have included
the problems of silting, dispersal and recirculation of heated effluents
discharged from power stations, and dispersal of sewage effluents from
out falls, including flume tests on dispersion in steady turbulent flow.
374
TECHNICAL PROBLEMS OF RIVER AUTHORITIES AND SEWAGE DISPOSAL AUTHORITIES
IN LAYING DOWN AND COMPLYING WITH LIMITS OF QUALITY FOR EFFLUENTS MORE
RESTRICTIVE THAN THOSE CF THE ROYAL CONMISSION.
Ministry of Housing and Local Government.
H. M. Stationery Office, London, 1966. 20 pp.
Descriptors: *Sewage effluents, *Standards, Dissolved oxygen, *Storm
runoff, Sampling.
Identifiers: *Suspended solids, *Great Britain.
This memorandum explains the circumstances under which sewage effluents
should be required to reach a standard better than that recommended by
the Royal Commission. In deciding the standards to be imposed under
particular circumstances, consideration should be given to the probable
concentration of dissolved oxygen in the effluent and the possible need
for aeration; seasonal variations in requirements; and flows to be treat-
ed, including the proportion of storm sewage to be expected. The only
standard considered justifiable for discharges of storm sewage is a
condition limiting the content of suspended solids, and since this con-
centration is highly variable it is recommended that these effluents
should not be required to conform to a given standard (e.g. 100 mg per
liter) all the time, but provision should be made for one or two samples
out of every ten, taken on different days, to exceed the limit.
375
FIFTEENTH AND FINAL ANNUAL REPORTS OF THE BRISTOL AVON RIVER BOARD AND
THE SEVERN RIVER BOARD FOR THE YEAR ENDED 31st MARCH, 1965.
Bristol Avon River Board; Severn River Board.
46 pp, 2 p1; and 56 pp, 2 p1.
(through Water Poflut Abstr, Vol 39, No 11, p 361, Nov 1966).
Descriptors: *Water pollution control, Sewage treatment, Data Collec-
tions, *Standards, *Storm runoff, Sewage effluents
Identifiers *Suspended solids, Bristol, Great Britain.
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These reports each contain information on water resources and the pre-
vention of pollution, including the characteristics of the water and the
treatment of sewage and trade waste waters. Tabulated data are included
from surveys of the rivers Severn and Avon and their tributaries; and
for the Bristol Avon area, the classification of the watercourses is
compared with that reported in 1958. In the Severn area, a high standard
has been adopted for settled storm sewage, limiting the concentration of
suspended solids to 100 p. p. tn. based on the average of three consec-
utive samples. Owing to the excessive amounts of suspended matter often
found in effluents from package sewage—treatment plants, the Severn River
Board request that land treatment should be provided for these effluents.
Recommendations have also been made regarding the design of oil—storage
tanks to prevent pollution caused by accidents or misuse.
376
NORTHU ERLAND AND TYNES IDE RIVER BOARD. ANNUAL REPORTS FOR THE YEARS
ENDED THE 31st MARCH, 1962 AND ThE 31st MARCH, 1963. 56 pp.
Descriptors: *Water pollution control, Water quality, *Standards, Sewage
effluents, *O erf low, *Storm runoff.
Identifiers: *Storage tanks, *Suspended solids, *Great Britain.
These reports each contain a section on the prevention of pollution with
information on the quality of river water, instances of pollution and
fish mortality, and remedial action, including a summary of new and pro—
jected schemes of sewage disposal. Average data obtained in analyses of
the more important rivers and streams are appended. Standards for sewage
effluents and trade waste waters are outlined. A new standard has been
imposed requiring that effluents from stormwater tanks at sewage works
shall not contain more than 100 p.p.m. suspended solids. It is not,
however, considered practical to impose a standard on the storm—water
overflows on sewage systems.
377
ANNUAL REPORTS OF THE SEVERN RIVER BOARD AND THE WYE RIVER BOARD FOR THE
YEAR ENDED 31st MARCH, 1964.
Severn River Board; Wye River Board.
77 pp, 1 plate; and 60 pp.
(through Water Pollut Abstr, Vol 39, No 5, P 150, May 1966).
Descriptors: *Water pollution, *Storm runoff, *Standards, Biochemical
oxygen demand, Discharge (water), Estuaries.
Identifiers: *Suspended solids, Great Britain.
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Both these reports contain sections on water resources for parts of the
catchments of the rivers Bewdley and Avon. Abstraction of water for
irrigation is increasing and the importance of providing bank storage
has been emphasized. Results of surveys of the rivers Severn and Avon,
certain of their tributaries, and tidal waters are given and discussed
in detail in relation to the various sources of pollution and prospects
for future improvements. It is planned to make a complete survey of the
rivers Wye and Lugg each month, with less frequent sampling of other
tributaries, and the first two complete surveys are reported and discuss-
ed. It is considered that effluents discharged to the Wye estuary should
conform to the normal standards for a grade—one effluent, in view of the
character of the river and the mortality of salmon in the tidal reaches
nearly every summer. A measure of control has also been extended to es-
tuaries in the Severn River Board area, and an appreciable departure from
the normal working standards was possible when determining the required
standards for partially—treated sewage and sewage—works effluents. Basic
standards for the discharge of effluents to watercourses are also out-
lined, including those for pre—1951 discharges. In the case of farm
waste waters, allowance is made for the self—purification which may take
place in the ditch or Stream to which the effluent is discharged. With
regard to partially-treated storm sewage, the Severn River Board have
abandoned the standard limiting the BOD and, apart from specific stan-
dards for toxic materials, the strength and quality of these discharges
are now controlled by a limit of 100 p.p.in. on the concentration of sus-
pended solids. This standard also applies in the Wye River Board area
where the concentration of sulphide is also limited to 1 p.p.m., as
hydrogen suiphide. The standard imposed on the discharge of chlorinated
water from a swimming pool limited the concentration of chlorine to 0—5
p.p.m., as free chlorine, and also limited the rate of discharge to en-
sure that there was sufficient dilution available in the receiving
gtream to avoid the risk of toxicity to fish. Alterations in the treat-
ment and discharge of sewage and trade waste waters are outlined, to-
gether with proposals for new treatment plants.
378
AN WAL REPORTS OF THE SEVERN RIVER BOARD AND THE WYE RIVER BOARD FOR THE
EAR ENDED 31st MARCH, 1963. 7Opp.
DeSCriPt0r 5 *Watcr pollution control, *Standards, Sewage effluents,
*Bioc hemica1 oxygen demand, *Storm runoff, *Surface runoff, *Overf low.
Tdentifiers *CopiJ jned sewers, *Capacity, *Great Britain.
These reports each contain sections on water resources, fisheries, and
prevention of pollution. The basic standards for effluents are sum-
marized; they have remained unaltered except that, following a decision
b the Ministry of Housing and Local Government, no limitation is now
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imposed on the B. 0. D. of discharges of partially—treated sewage or storm
water. Progress in the construction of works to alleviate pollution of
the Severn river system has been satisfactory but in many cases full ad-
vantage of the new sewage works cannot be taken in storm time until Im-
provements to the main sewerage system have also been carried out. A
number of sewage authorities have accepted the policy of the Severn
River Board for reducing the storm product in combined sewers by the
selective elimination of surface water, and the enlargement of main sewer
capacities will permit closure of certain overflows. New storm over-
flows are not permitted except in exceptional circumstances.
379
DELAWARE ESTUARY COMPREHENSIVE STUDY PRELIMINARY REPORT AND FINDINGS.
Fed Water Pollut Control Admin, Phila Pa.
July 1966, 113 pp, figs.
r scriptors: *Estuaries, Water quality, *Storm runoff, Overflow, *Water
pollution, “Sampling, *Bjochemical oxygen demand.
IdentifierS *Combjned sewers.
The Delaware river estuary — particularly the segment between Trenton
and the Pennsylvania-Delaware state line below Wilmington - was studied
from the points of view of municipal and industrial waste discharges,
water quality and its improvement by five specific alternative objective
sets, water use, costs and benefits of projected imporvetnents, and guide-
lines for implementation. Stornwater overflow discharges are considered
esthetically objectionable, although in comparison with other waste in-
put it does not constitute a large source of oxygen—demanding pollution
of the estuary. A continuation of the reported storim ater sampling
program is urged, and a demonstration project to counteract undesirable
effects of combined sewer overflow is recommended.
380
DRAINAGE PROBLEMS IN AN AREA CHANGING FROM RURAL TO URBAN.
Robert W. Brannan.
Public Works, Vol 93, p 10, 1962.
Descriptors: *Land use, Drainage systems.
Identifiers: *Urban drainage.
Gives some discussion on economic losses due to urbanization and poor
drainage for Lucas County, Ohio. Also regulatory control methods that
should be considered.
202
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381
NATURE AND SCOPE OF SURFACE DRAINAGE EN EASTERN UNITED STATES AND CANADA.
E. W. Gain
Amer Soc Agr Eng, Trans, Vol 7, No 2, pp 167—9, 1964.
(through Eng Index, p 460, 1964).
DescriPtOrs *Surf ace drainage, *Desjgn.
Identifiers: Interceptor sewers, United States, Canada.
Review of basic surface—drainage Systems now in use includes “random”,
“bedding” ,“regular” or “parallel ditch”, “interception”, and”diver—
gion” systems.
382
EW YORK STATE MUNICIPAL WATER AND SEWAGE.
R. D. Henriigan
Water Sewage Works, Vol 110, No 12, pp 448—52, Dec 1963.
Descriptors: *Plajming, Construction, *Legislatjon, Grants.
Identifiers: *Storin sewers, Urban drainage, New York.
The need for a unified approach to the planning, construction, and op-
eration of all water utility services is stressed. In particular, water
service, sewer service, and storm drainage projects should be planned on
an integrated basis. New York State laws and Constitutional changes
have been designed to encourage an integrated approach to the planning
of water and sewage works. Recent legislation relating to such planning
j described. One provision would enable municipalities to obtain 100%
øupport for approved comprehensive sewer and water studies. The author
observes that “counties are increasingly becoming the focus for providing
area—wide water and sewer facilities.” A brief listing of sources of
fiscal aid is included.
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383
TRENDS IN FINANCIAL SUPPORT FOR WATER POLLUTION CONTROL.
Water Resources Res Inst, Consol U of North Carolina, Raleigh, N.C.
David H. Howells
ASCE Proc, J. Sanit Eng Div, Vol 93, No SA3, pp 1—13, June 1967.
Descriptors: *Water pollution control, Construction, *Grants, *Legisla_
tion.
Identifiers: *Combjned sewers.
The trend in Federal support of municipal waste—treatment construction
is toward larger annual appropriations with higher levels of support for
states providing matching funds. States should enact parallel grant—in—
aid legislation to take full advantage of Federal aid in the future and
maintain an influential position in water—pollution control. Rapid
movement toward financial assistance for industrial waste treatment is
not anticipated unless the current study by the Secretary of the In-
terior should add to the momentum. Effluent charges are considered un-
likely if industry responds favorably to its responsibilities for water—
pollution control. The Clean Waters Restoration Act of 1966 authorized
75% grants to public bodies for projects concerned with improved pollu-
tion control from combined sewers.
384
INTERPRETING THE 1951 RIVERS POLLUTION PREVENTION ACT.
W. F. Lester.
Munic Eng Sanit Rec, Vol 131, pp 186—7, 1954.
Descriptors: Standards, Sewage effluents, *Water pollution,
*Storm runoff, *Legislatiofl.
Identifiers: *Bjvers (Prevention of Pollution) Act 1951.
The author discusses the implementation of the Rivers (Prevention of
Pollution) Act 1951. Details are given of the standards recommended by
the Royal Comm. on Sewage Disposal for effluents discharged to surface
waters and demands are made for more stringent standards. The problem
of dealing with storm water overflows from sewage works or from separate
sewerage systems is discussed with reference to the work of the River
Boards in making by—laws.
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385
CONTROL OF SEWER USAGE AT DETROIT, MICHIGAN.
C. L. Palmer.
Sewage Works J, Vol 18, No 6, pp 1127—9, Nov 1946.
Descriptors: *Standards, Sewage treatment, *Discharge (water), *Sto
runoff, Sewers.
Identifiers: *Detroit, Mich.
Discussion of “Standards and Regulations” in Detroit, that are to apply
to point where industrial or commercial type wastes are discharged into
public sewer; data on sewage treatment facilities and discharge of storm
water to Detroit and Rouge Rivers.
386
WATER POLLUTION CONTROL FEDERAL AID PROGRAMS.
Div. Water Supply & Pollut Contr, HEW, Washington, D.C.
Paul W. Reed.
Paper presented at the 12th Annual Wastes Engng Conf, Univ. of Mum,
Minneapolis, Minn, Dec 10, 1965. 15 p.
Descriptors: *Water pollution control, *ConstrUctiOfl, *GrantS,
*Legislation.
The FWPCA is described with special emphasis on the construction grant
programs. Surveys of municipal waste treatment needs are described. The
Water Quality Act of 1965 is outlined. Public Health Service studies on
water pollution control are summarized as well as related Federal pro-
grams.
387
STANDARDS AND TECHNICAL SPECIFICATIONS FOR PLANNING SEWERS IN INHABITED
LOCALITIES.
A. N. Shevkun.
VodOSfl Sanit Tekh, No 3, pp 1—5, 1957.
Descriptors: *Standards, *Sewers, Planning, Design.
Identifiers *Conibined sewers, *Russia.
The author reviews recent Russian regulations concerning the design of
separate and combined sewerage systems and sewage works.
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388
SEWAGE DISPOSAL.
L. J. A. Stow.
Surv, Vol 106, p 567, 1947.
DescriPtOrs *Water Pollution, *Standards, *Storm runoff, Sewage effluents,
IdentifierS *Great Britain.
The author discusses the existing state of river pollution in Great Britain
with special reference to the need for standards for sewage works effluenth,
and for more complete treatment of all storm water.
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Section IX
TREATMENT METHODS
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389
FINE SCREENS FOR COMEINED SEWAGE.
Amer City, p 42, Dec, 1967.
Descriptors: *Biochemical oxygen demand, *Overf low, sewage treatment.
Identifiers: *Comblned sewers, *Suspended solids.
A study to determine the feasibility, effectiveness and economics of
providing primary treatments to reduce BOD and suspended solids from
overflow of combined sewers is outlined. Combined sewage and overflow
will pass through two fine—mesh vibrating screens each 7 ft. in diameter
and one 60 inch horizontal screen.
390
TESTS CHEMICAL TREATMENT OF STORM OVERFLOW.
Amer City, p 36, Nov, 1967.
Descriptors: *Sewage treatment, *Storm runoff, *Overflow, Water pollution,
*Equipment.
Identifiers: *Storm sewers, *Polymers, *Suspended solids.
Work by Dow Chem. Co. under FWPCA contract to determine the effective—
ness of chemical treatment of storm—sewer overflow is described.
Objectives of the study are: to detail the sequence of events that
occurs during and jmmediately after storms, particularly the volume and
pollutiona]. content of the storm water; to determine the value of organic
flocculants for the removal of suspended material from storm—sewer over—
flow; to study the effectiveness of several types of disinfectants in
the waste flow; and to design equipment that will make effective use of
chemicals. The polymers used are Purifloc flocculants.
391
$5,729,103 AWARD FOR WATER POLLUTION RESEARCH.
APWA Reporter, Mar, 1968.
Descriptors: *Water pollution control, *Overf low, *Storin runoff, Sewage
treatment.
Identifiers: *Coithined sewers, *Storage tanks, Jamaica Bay, NY.
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The FWI’CA recently awarded several contracts concerned with methods to
control pollution from overflows of combined sewers during storms,
including an evaluation of a treatment plant for combined sewer out-
flows into Jamaica Bay, and construction and evaluation of a 2 million
gallon combined sewage treatment and storage facility in New Hampshire.
Demonstration contracts to find solutions to the combined sewer
problem were awarded and include: a facility to treat wastes by micro—
screening, and facilities to demonstrate off—shore, underwater storage
of storm water overflow, from combined sewers.
392
TO RESTORE LAKE ERIE BEACHES.
ASCE, Newsletter Sanit Eng Div, p 6, May, 1968.
Descriptors: *Recreation facilities, *Water pollution control, *Overflow
Flow control, *Chlorination, Discharge (water).
Identifiers: *Combjned sewers, *Cleveland, Ohio, *Lake Erie, *Interceptor
sewers, Capacity, *polyiners, *Sewer flushing.
Cleveland, Ohio is attempting to restore some of its Lake Erie beaches
polluted by overflows of combined storm and sanitary sewers. Methods
under investigation are: 1) the use of polymers to reduce overflows
from the Edgewater sewer by increasing the flow—carrying capacity of
the Westerly interceptor sewer; 2) hypochiorination of the major over—
flows and creek waters entering Lake Erie; 3) flushing sewers during
dry weather to reduce the discharge of solids when it rains; 4) screening
of overflows and streams.
393
A PLAN TO HELP LAKE ERIE.
ASCE, Newsletter Sanit Eng Div, p 5, Jan, 1967.
Descriptors: *Overf low, *ConstructiOn, *Sewage lagoons, sewage treatment.
Identifiers: *C].eveland, Ohio, *Storage tanks, *Combjned sewers, *Lake
Erie.
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The feasibility of building a large waste—water holding and treatment
reservoir in Lake Erie for combined—sewer overflows in Cleveland is
being studied. The possibility of building a deep detention facility
of f the shore of Lake Erie is being investigated because of the high
cost of acquiring valuable lakefront land there. Construction techniques
will be analyzed and the best methods of operation to assure flexibility
of use and efficiency of treatment will be recommended. If this proves
to be feasible, the lagoon may provide further treatment of the wastes
from Cleveland’s Easterly secondary—treatment plant and flows from
storm sewers in this section of the city.
394
FEDERAL GRANT TO HELP RESTORE CLEVELAND BEACHES.
Civ Eng, Vol 38, No 6, p 85, June, 1968.
Descriptors: *Recreation facilities, *Overflow, Flow control,
*Chlorination, Storm runoff, *Water pollution control, Discharge (water)
Identifiers: *Colnbined sewers, *Cleveland, Ohio, *Polymers, *Lake Erie,
*Sewer flushing, *Interceptor sewers, Capacity.
Cleveland, Ohio has received a grant to restore beaches polluted
largely by overflows of combined sewers and to expand recreational
opportunities for the area. Control and treatment methods to be used
in this project include: experimental use of polymers to reduce over-
flows from the combined sewers by increasing the flow—carrying capacity
of interceptor sewers; hypochiorination of the major overflows and creek
water entering Lake Erie; implementation of a sewer—flushing program
during dry weather to reduce the discharge of solids when it rains; and
screening of overflows and streams.
395
MILWAUKEE SEEKS TO SOLVE POLLUTION PROBLEM.
C lv Eng, Vol 37, No 9, p 79, Sept, 1967.
Descriptors: *Storm runoff, *Overf low, *Chlorinatlon, *Chewjcal analysis.
Identifiers: *Mllwaukee, Wis., *Storage tanks, *Combined sewers,
*Bacteriological sampling.
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Milwaukee will construct a huge underground tank to catch
rainstorm overflow from the combined sanitary—storm sewer system.
The demonstration tank will be 170 ft. long, 130 ft. wide, and 30 ft.
deep, and will hold 3.9 million gallons. The tank is being designed
to catch the runoff, purify it with chlorine, or hold it until the
storm ends. Then the runoff will gradually be drained back into the
combined sewer system, which flows to the treatment plant. In addition
to this demonstration project, the quality and quantity of the combined
flow, including a physical, chemical and bacteriological analysis of
the combined waste, will be made in an effort to determine when the
sewers overflow or for how long.
396
NEW ORLEANS HAS GRANT TO TREAT STORM WATER.
Civ Eng, Vol 37, No. 3, p 103, Mar, 1967.
Descriptors: *Storm runoff, Recreation facilities, *Water pollution,
*Overf low, *Chlorjnatjon.
Identifiers: Grants, *Stortn sewers, *New Orleans, La., *Urban drainage.
Lake Pontchartrain beaches now have to be closed after heavy summer
rains when storm water, with a high bacteria count, is pumped from the
canals in New Orleans into the lake. Although New Orleans has separate
storm—water and sewer systems, some overflow from the sewers into the
canals carrying rain water does occur. In addition, the canal waters
are contaminated by dirt washed off the streets during rains. A
demonstration prnject is being Initiated to study the injection of
chlorine into storm waters in four open canals discharging into the lake.
At one of the chlorine—injection stations a special concrete chamber,
1,300 ft. long, 85 ft. wide, and 14 ft. deep, will be built in a canal
to assure that the chlorine will be adequately mixed with the storm
waters. The project also involves the construction of a chlorine—
blending plant to avoid the potential hazard of using the disinfectant
in its gaseous form.
397
IMPROVEMENTS TO SEWAGE TREMMENT AT BATH.
Civ Eng Public Works Rev, Vol 63, No 738, p 70, Jan, 1968.
Descriptors: *Sewage treatment, *Pumping, *Storm runoff.
Identifiers: Capacity.
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Modifications to the City of Bath’s sewage treatment system include the
provision of new storm sewage treatment plant adjacent to their pumping
station at Twerton, the plant now being designed to deal with some 17
m.g.d. under storm conditions, while a further 10.5 m.g.d. will be
pumped 5 miles through a 30 in. rising main to the main treatment plant
at Saitford. In order to connect the new pumping capacity, a temporary
pumping was required to handle the full flow of sewage, so that the
wet well could be isolated and work on connecting the pipe work be
carried out. For this purpose, the inlet chamber, measuring 6 ft. x
5 ft. was converted to a sump to receive the full flow of sewage and
5 Sykes 6 in. Univac pumps, working on a total suction lift of 25 ft.
were installed. Normal peak mid—day and evening flows handled by the
pumps are of the order of 250,000 gal/hr. With the wet well isolated,
the 3 ft. thick dividing wall of the well was cut through using the
ladder drilling method with holes at 4 in. centers being cut down by
paving breakers to give an opening of some 4 ft. 6 in. square section.
Old pipe sections which had to be removed were maneuvered through this
opening by chain block and tackle before the new 24 in. dia. suction
branches could be replaced.
398
ELMBRIDGE WATER POLLUTION CONTROL WORKS.
Civ Eng Public Works Rev, Vol 62, No 734, p 997, Sept, 1967.
Descriptors: *Storm runoff, *O’verf low, *Sevage treatment, *Sedimentatlon,
*Sewage sludge, Equipment.
The new sewage disposal works at Cranleigh will deal with sewage flows
up to 3 x D.W.F. and all storm flows will be treated in the old works
which have been modified. At the storm overflow chamber, flows in
excess of 3 x D.W.F. are overflowed to the old works for treatment in
the sedimentation tanks, biological purification on four filters and
secondary settlement in the humus tanks before discharge to the Cobblers
Brook. In order to deal with these storm water flows, the first of the
three sedimentation tanks has been equipped with a sludge scraping
mechanism and the other two tanks have a ridged floor formed by precast
concrete units to facilitate the removal of the sludge settling in
these tanks. The old filters have had new revolving distributors fitted
and arrangements have been made to trickle feed these filters with
settled sewage during dry weather. In this way, the micro—organisms
which must be present to effect biological purification will be kept
alive and the filters ready to treat the excess flows in wet weather.
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399
TUNNEL WILL STORE STORM RUNOFF.
Eng News Rec, Vol 179, No 22, p 32, Nov, 30, 1967.
(through Eng Index, p 163, April, 1968).
Descriptors: *Overflow, Storm runoff, Treatment, Pumping, Tunnels.
Identifiers: *Combined sewers, Chicago, Ill.
Chicago’s Dept of Public Works tunnel is designed to hold excess flow
from combined storm and sanitary sewer system in area during heavy
rains. When rain runoff stops, pumps In tunnel will put sewage back
into existing system leading to treatment plants. Schematic drawings
of tunnel and water diversion from combined line to tunnel.
400
PLANT WILL HALT STORM POLLUTION.
Eng News Rec, Vol 178, No 7, p 16, 1967.
(through Water Pollut Abstr, Vol 41, No 4, p 173, April 1968).
Descriptors: *Overf low, Sewage treatment, Solid wastes.
Identifiers: Storm sewers.
A description is given of the proposed system of centrifuging and
air injection to be installed at the sewage works of Fort Smith, Ark.,
to remove solids from storm—sewage overflows which by—pass the works.
A study will also be made of the system as part of the normal treatment
process, functioning between the bar screens and the primary sedimenta-
tion tanks.
401
SEATTLE SEES VICTORY IN ITS BATTLE AGAINST POLLUTION.
Eng News Rec, Vol 174, No 23, pp 44—46 and 51, 1965.
(through Water Poflut Abstr, Vol 39, No 11, pp 377—8, Nov, 1966).
Descriptors: *Overf low, Sewage treatment.
Identifiers: *Storage tanks, Storm sewers.
The comprehensive sewage—disposal facilities planned for Seattle, Wash. 1
to reduce pollution of lake Washington and coastal waters of Puget
Sound are outlined; the Renton and West Point treatment plants are no
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in operation. Some pollution is still likely to occur as a result of
overflows of storm sewage; one proposal to reduce this is construction
of holding tanks near lake Washington.
402
CITY PLANS TO TREAT STORM WATER.
Eng News Rec, Vol 172, p 22, May 28, 1964.
Descriptors: *Storm runoff, *Chlorjnatjon, *Overf low, Recreation
facilities, Design, Estuaries.
Identifiers: *Storage tanks, *Storm sewers, Capacity, *New York, N.Y.
Describes the ‘Marginal Pollution Control Program’ for New York City in
and around Jamaica Bay, Eastchester Bay and the Upper East River.
Large detentfr n tanks are being constructed with chlorination facilities
at the storm sewer overflows. Tanks are designed to capture an estimated
25 of 40 summer storms with 15 overflowing. The initial phase of
construction for Jamaica Bay will include 4 storm water detention tanks
serving 12,663 acres. The above program is designed for protection
of the cities bathing beaches.
403
UNDERWATER STORAGE OF STORM OVERFLOW.
Environ Sci Technol, Vol 2, No 9, p 668, Sept, 1968.
Descriptors: *Overf low, *Storm runoff, Design, Sewage
sludge, Pumping.
Identifiers: *Combined sewers, *Storage tanks, *Washington, D.C.,
*Interceptor sewers, Suspended solids.
The feasibility of storing overflow of combined sewers in inflatable
tanks anchored to the bottom of a river bed Is being studied by a pilot
project in the Anacostia River in Washington, D.C. The project Is
intended to demonstrate that this approach can capture, handle, store,
and return overflow to the interceptor sewer without the overflow ever
touching the river. The tanks are made of synthetic rubber Impregnated
with nylon fabric. They measure 120 x 20 feet, and stand between 6 and
7 feet high when inflated. In operation,the system will work this way:
storm overflow passes through a Parshall flume where the volume Is
measured and recorded. At a predetermined level, a butterfly opens
to allow influent to enter a grit chamber, where oils and grease float
to the top and are skimmed off. The flow passes through a coimninutor
which shreds all solids down to 3/8 inch. The flow then moves by gravity
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to the storage tanks. When it is ready to be pumped back to the
interceptor, compressed air is used to prevent sludge buildup.
404
UNDERWATER TANKS WILL STORE RUN—OFF WATER.
Environ Sci Technol, Vol 2, No 3, p 169, Mar, 1968.
Descriptors: *Storm runoff, *Overflow, Design.
Identifiers: *Storage tanks.
Underwater tanks to store excess sewage and run—off waters during over-
flow conditions will be designed, constructed, and operated by Melpar,
Inc. The stored water will be returned to the municipal treatment plant
when conditic s are more favorable. The tank will be located on the
river bottom several hundred feet front shore and will not be a hindrance
to navigation.
405
NEW ORLEANS TRYING DISINFECTION OF STO1 N—SEWER DISCHARGES.
Public Works, Vol 98, No. 3, p 139, 1967.
(through Water Pollut Abstr, Vol 41, No 4, p 171, April, 1968).
Descriptors: *Storm runoff, *Chlorination, Recreation facilities.
Identifiers: New Orleans, La., Storm sewers.
Pollution of Lake Pontchartrain through the discharge of storm sewage
from New Orleans Into canals, has occurred, leading to closure of
the beaches after heavy rains when the canal contents are pumped into
the lake. To remedy this, it is planned to chlorinate the storm
sewage in the canals.
406
MILL GREEN SEWAGE DISPOSAL WORKS EXTENDED.
Surv Munic City Eng, Vol 129, No 3912, pp 27—28, 31, 1967.
(through Water Pollut Abstr, Vol 41, No 5, p 216, May, 1968).
Descriptors: *Storm runoff, Treatment.
Identifiers: Storage tanks.
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n illustrated description is given of recent extensions to the Mill
Green sewage works of Hatfield R.D.C., Herts., which serve the northern
part of Hatfield and neighbouring villages. The new works, designed
for a flow of 1 m.g.d., include increased pumping capacity, additional
percolating filters and 3 microstrainers for tertiary treatment of
humus—tank effluent before discharge to the river Lee. Storm sewage
is returned for full treatment after storage. After two—stage
digestion, sludge is dried on beds.
407
WORTHINC’S 500,000 SCHEME OF DRAINAGE IMPROVEMENTS.
Surv, Vol 121, pp 1069—1070, 1962.
(through Water Pollut Abstr, Vol 37, No 1, p 15, Jan, 1964).
Descriptors: *Storm runoff.
Identifiers: *Storage tanks.
Improvements are being made at the overloaded sewage works of Worthing,
Sussex, where previously sewage was discharged to sea after screening
and chlorination. At the West Worthing works, which will treat a dry—
weather flow of 1.31 m.g.d., the screens are being replaced by
comminutors, and sedimentation tanks and new storm—water tanks are
being constructed. At the East Worthing works (which will have a dry—
weather flow of 3.14 m.g.d.) improvements include the enlargement of
the existing pumping station, installation of a comminutor, conversion
of the existing tidal storage tanks to storm—water tanks, and construc-
tion of new storage tanks. The effluents will be discharged over a
tidal period of 8—1/2 hours. Sludge from both works will be combined
with refuse and sold as compost.
408
STRATFORD-UPON-AVON SEWAGE WORKS.
Water Pollut Contr, London, Vol 66, pp 268—269, 1967.
(through Water Pollut Abstr, Vol 41, No 6, p 263, June 1968).
Descriptors: *Storm runoff, Treatment, Land use.
A description is given of the new Milcote sewage works of Stratford,
Warwickshire, which provide complete treatment for a dry—weather flow
of 1.55 m.g.d. by biological filtration with recirculatjon of effluent.
Sludge is digested and disposed of on land; drying beds are available
for dewatering excess sludge. About 1 acre of underdrajned land is also
available for treatment of storm sewage or for further treatment of
final effluent if necessary.
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4Q 9
WINDSOR STARTS POLLUTION CLEAN—UP.
Water Pollut Contr, Ontario, Vol 104, No 5, pp 23—27, 1966.
(through Water Pollut Abstr, Vol 40, No 3, p 124, Mar, 1967).
Descriptors: *Storm runoff, Sewage effluents, Chlorination.
Treatment facilities provided at the Little River sewage works at
Riverside, Windsor, Ontario, are outlined and illustrated. The plant,
which serves Riverside and Sandwich East, has a capacity of 4 m.g.d.,
with space available for future expansion; it provides complete treat-
ment by the activated—sludge process. Excess storm sewage and final
effluent are chlorinated before discharge to the Little River, while
crude primary and excess activated sludge are conditioned with ferric
chloride and lime, dewatered on an automatically—controlled vacuum
filter, and used as land—fill.
410
CITY OF MILWAUKEE.
Water Wastes Eng, p 118.
No further identification available.
Descriptors: *Overf low, *Storm runoff, *Chlorination.
Identifiers: *Combined sewers, *Storage tanks, Milwaukee, Wis.
Milwaukee is constructing an underground concrete tank to catch rain-
storm overflow from the combined sewer system. The demonstration tank
will be 170 ft. long, 130 ft. wide and 30 ft. deep and will hold
3,900,000 gal. The tank will be designed to catch the run—off, purify
it with chlorine or hold it until the storm ends. Then It will gradually
drain the run—off back into the combined sewer system, which flows to
the sewage treatment plant.
411
TREATMENT OF OVERFLOWS FROM COMBINED SEWERAGE SYSTEMS BY USE OF STORN
WATER STORAGE A1 D CHLORINATION.
New Hampshire Water Pollution Commission Staff Report No. 40, March 1959.
Descriptors: *Overf low, *Storjn runoff, *Chlorination, Water quality,
Recreation facilities.
Identifiers: *Combined sewers, *Storage tanks.
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A study of a procedure to treat enough of the storm water overflow
from an adequate combined system to achieve B—i quality in a receiving
water nearly 100% of the suimner bathing season. Assumptions and
procedure are detailed.
412
BACTERIAL REDUCTIONS IN THE CHLORINATION OF SEWAGE——EFFECT OF AGITATION.
New Hampshire Water Pollution Commission Report No 3, Staff Report
No 42, March, 1960.
Descriptors: *Chlorination, *Sewage effluents, *Coljforms, Sewage
treatment.
Report covers three studies on the bacteriological acceptability
of effluents which have been chlorinated with doses of 30 to 40 ppm
with gentle stirring after comininution. Study 1: Determined if there
exists a practical level of chlorination of raw sewage that 99 percent
of time with 15 minute chlorine contact and without settling can be
relied upon to produce ultimate coliform bacterial counts in the effluent
not to exceed 240/100 ml even when such effluent is subsequently sub-
jected to rigorous breakup of particulate matter. Finding —— at
practical chlorine dose levels of 40 ppm or less simple chlorination
of unsettled raw sewage cannot be relied upon.
413
SYSTEM STUDY, DESIGN, AND EVALUATION OF THE LOCAL STORAGE, TREATMENT
AND REUSE OF STORM WATER.
Hittman Associates, Inc.
Final Report — Vol 1, Contract No 14—12—20 with the Federal Water
Pollution Control Administration August 1967. 5 pp.
Descriptors: *Storm runoff, *Treatment, *Water reuse, Sampling, Computer
programs.
Identifiers: Columbia, Md., *Storage tanks.
An $850,000 two—year program is suggested for the collection of storm—
water runoff in three small storage basins and pretreatment units in
the new city development of Columbia, Md., the treatment of this runoff
to remove pollutants, and its further treatment for potable reuse. A
packaged water treatment plant would be used to determine the technical
and economic feasibility of such treatment. Gaging and sampling
stations, and a connection to the public water system, are included
in the plan. A computer—generated cost—benefit analysis was used to
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determine such facets as optional size of storage reservoirs and
optional system configuration. A “Study of Reuse of Storm Water”,
by Whitman, Requardt & Associates, indicating various consumptive
(e.g., toilet flushing) and non—consumptive (e.g. ,fire protection)
re—uses, forms part of the Appendix.
414
TIlE CONSTRUCTION OF RETARDING BASINS FOR THE DRAINAGE OF MOTORWAYS.
G.W. Annen.
Gas Wasserfach, Vol 108, pp 46—48, 1967.
(through Water Pollut Abstr, Vol 40, No 7, p 291, July 1967).
Descriptors: Runoff, *Drainage, *Highways, Pollution abatement.
Identifiers: Retarding basins.
A detailed description is given of the design and operation of
retarding basins, which have been installed along the newly built
motorway south of Dortmund, Germany. These basins are designed to slow
down the run—off, separating mechanically the insoluble polluting sub-
stances, particularly oils, and thus protecting the receiving waters.
415
PROTECTING ThE POTOMAC AT WASHINGTON.
D.V. Auld.
Water Pollut Contr Fed J, Vol 37, pp 275—291, 1965.
(through Water Pollut Abstr, Vol 38, No 9, p 305, Sept, 1965).
Descriptors: *Water pollution control, Water quality, *Chlorinatlon,
*Storm runoff, Sewers, Estuaries.
Identifiers: *CoipJ ined sewers, *Sewer separation, *potomac River,
*Storage tanks.
To reduce pollution of the Potomac river in the Washington metropo1jt
area, several counties, cities and towns have formed an informal
organization that has adopted water quality objectives for 63 miles
of the river, agreed that there should be neither treated nor untreated
waste discharges for some 38 miles above the head of tide-water, and
established a Regional Sanitary Advisory Board which has developed a
comprehensive plan for sewage disposal. As part of this regional effort,
the District of Columbia is providing sewerage facilities for much of
the surrounding territory, including the new Dulles International Air-
port in Virginia. The sewage works have been expanded to provide
secondary treatment by the high—rate activated—sludge process, and it
is planned to provide preliminary tanks and chlorination facilities
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for storm flows in excess of those receiving complete treatment. The
new sewerage facilities are on the separate system, and work has
already begun on converting the older parts of the system from the
combined to the separate type.
416
CHICAGO MSD PROGRESS REPORT ON CHLORINATION.
The Metropolitan Sanitary District of Greater Chicago, Chicago, Ill.
Vinton Bacon.
Water Sewage Works, pp 350—351, Sept, 1967.
Descriptors: *Chiorination, Sewage treatment, *Constructjon costs.
Identifiers: Capacity, *Chicago, Ill.
It has been possible to complete chlorination facilities for the
North Side Sewage Treatment Works 1—1/2 years ahead of schedule, by
utilizing the effluent conduit and the North Shore Channel for the
contact basins, thus obviating long and costly construction. The
cost of this project was a dramatically 1o q $162 per mgd capacity, in
contrast to $8,380 per mgd capacity for other plants. At the rated
capacity of 300 mgd, a 9—minute detention is achieved in the effluent
conduit. Chlorine dosages of 1.8 mg/i are being used for initial
operations.
417
CHICAGO METRO SANITARY DISTRICT MAKES NO LITTLE PLANS.
V.W. Bacon and F.E. Dalton.
Public Works, Vol 97, No 11, pp 66—70, 140, 142, 1966.
(through Water Pollut Abstr, Vol 41, No 1, p 22, Jan 1968).
Descriptors: *Water pollution control, Sewage sludge, *Storjn runoff,
*Overflow, *Chlorination, Sewage treatment.
Identifiers: *Combined sewers, *Storage tanks, *Chfcago, Ill., Sewer
separation, *Rapid filter.
Because of increased demands on treatment plants and higher environ-
mental standards, various solutions are considered for easing the
pollution problem in the Chicago area, including the use of long
transmission lines to discharge digested sludge to large areas of
marginal agricultural soil and to coal strip mines. Also considered
is the underground storage of contaminated storm—sewage overflows from
combined sewers; storage would be in a system of tunnels and large
chambers excavated in solid rock deep under the city, and the sewage
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would be pumped to the surface for treatment after storms, a more econom-
ical solution than the provision of separate sewers. As a temporary so-
lution the District is experimenting with the chlorination of storm—sew-
age overflows. A brief report is given on the need for tertiary treat-
ment; a 2 m.g.d. plant will be installed as an experiment at the Dis—
tricts Hanover Park plant to provide tertiary treatment by coagulation,
chlorination, rapid sand filtration, and final aeration.
418
USE OF STORM RUNOFF FOR ARTIFICIAL RECHARGE.
J. E. Berend, M. Rebhun, and Y. Kahana.
Amer Soc Agr Eng, Trans, Vol 10, No 5, pp 678—84, 1967. 15 ref.
(through Eng Index, p 280, Aug 1968).
Descriptors: *Storm runoff, *Water quality, *Instrumentation.
Identifiers: Surface permeability, Israel.
Utilization of flood water both as source of additional supply and as
means of introducing low—salinity water into water supply system In
Israel was investigated. Studies were carried out on development of
adequate research methods and of suitable instrumentation, and in such
manner as to make them also useful in planning reclamation of sewage
effluents. Studies of quality of waters and their response to treat-
ment, infiltration capacity of spreading grounds and analysis of infil-
tration phenomena and process of clogging, its prevention and correc-
tive measures are discussed.
419
EXPERIMENTS IN WATER SPREADING AT NEWARK, DELAWARE.
D. H. Boggess, and D. R. Rima.
U.S. Ceol Surv Water Supply Pap 1594—B, U.S. Govt Printing Office,
Washington, D. C., 1962.
Descriptors: *Storm runoff, *Groundwater recharge.
Identifiers: Surface permeability, Newark, Del.
Results are given of further experiments at Newark, Del., on the
possibility of using excess storm run—off to recharge ground water.
Although nearly 500,000 gal of water were spread in an infiltration
ditch near the municipal well field and allowed to seep into the sub-
surface, there was no indication that any appreciable amount of water
reached the producing aquifer. Instead, a perched zone of saturation
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was created by the presence of an impermeable or slightly permeable
bed above the water table. This layer barred the downward movement
of water so effectively that in less than one day the apex of the
perched zone rose about 10 ft to the level of the bottom of the
infiltration ditch, and as more water was added the mound of
saturation spread laterally. From these experiments it was concluded
that the principal aquifer at Newark would not be benefited by
spreading water in shallow infiltration ditches or basins, although
the absorptive capacity of the unsaturated materials which occur at
shallow depth is sufficient to permit of the disposal of large volumes
of storm water. However, the well field might be recharged by other
methods; one possible solution would be a shallow basin to store
excess storm water both of the land surface and in the permeable beds
at shallow depth, and within this basin recharge shafts could be
constructed to expose the top of the producing aquifer and allow
water from the surface and from the sand and gravel bed to infiltrate
through the “ aft and into the aquifer below.
420
THE ST. JOSEPH, MISSOURI WATER POLLUTION CONTROL PROGRAMME.
R.L. Brown, and W.R. Condon.
Water Pollut Contr Fed J, Vol 39, pp 1374—1380, 1967.
(through Water Pollut Abstr, Vol 40, No 12, p 553, Dec 1967).
Descriptors: *Water pollution control, *Storm runoff, *Sewage
treatment, Sedimentation, Sewage sludge, Maintenance.
Identifiers: *Combined sewers, St. Joseph, Mo.
To reduce pollution of the Missouri river, a sewage works is being
constructed at St. Joseph, Mo., to provide treatment for combined
sewage and storm water by aerated grit removal, sedimentation, and
sludge digestion. Digested sludge will be dewatered by vacuum
filtration, but provision has also been made for dewatering on sand
beds or for disposal of liquid sludge on farmland. The operation
and maintenance of the sewerage system are described.
42].
CHLORINATION OF MIXED SEWAGE AND STORM WATER.
T.R. Camp
ASCE Proc, J Sanit Eng Dlv, Vol 87, No SA 1, 1961.
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Descriptors: *ChiorinatiOfl, *Storm runoff, Outlets, Sewage treatment,
*Bfochemical oxygen demand, *pathogenic bacteria.
Identifiers: *Suspended solids, *Combined sewers.
The author deplores the present tendency to concentrate on primary
treatment of sewage to reduce the B.O.D. and the concentration of
suspended solids, while overlooking the need for destruction of
pathogenic bacteria and viruses. In older communities with combined
sewerage systems about 3 per cent of the sanitary sewage is dis-
charged with storm water through storm—water outf ails, and this
should also receive treatment to remove bacteria. The author
describes experiments carried out on the chlorination of sewage
alone and in admixture with storm water. The results indicate that
such treatment is effective. The amount of chlorine required for
disinfection of storm water would be about 50 per cent more than the
amount required for treatment of the dry weather flow alone.
422
BALANCING TANKS AND POUNDS IN THE SURFACE WATER DRAINAGE SYSTEM OF
HEMEL HEMPSTEAD.
T.H. Carden.
Inst Munic Eng J, Vol 93, pp 24—25, 1966.
(through Water Pollut Abstr, Vol 40, No 4, pp 165—166, April 1967).
Descriptors: *Surface drainage, *Drainage systems, *Discharge (water),
*Automatjc control.
Identifiers: *Storage tanks, *Urban drainage, Capacity.
The author describes further improvements to the new surface—water
drainage system already in operation in Heniel Henipstead, Herts. A
further pound is under construction to deal with run—off from one of
the new development areas and discharge to the river Gade will be
regulated by automatic switches; a further balancing tank is also
under construction in the Ver catchment area, with a capacity of 1 1/2
mu. ft 3 . The balancing tanks and their functions are described and
it is suggested that considerable saving can be achieved by the use
of a storage unit in suitable drainage schemes where existing facilities
for disposal are inadequate.
423
STORM-WATER TANKS IN THE COMBINED SEWERAGE SYSTEM OF BERLIN.
A. Cohrs.
Gas Wasserfach, Vol 103, pp 947—952, 1962.
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Descriptors: *Storm runoff, *Design, *Construction, Sewage treatment,
Cities.
Identifiers: *Storage tanks, Berlin, Germany.
An illustrated description of the design and construction of storm—
water tanks in the sewerage system of Berlin is presented.
424
WEST BRIDGFORD’S 1897 SEWAGE WORKS WILL BE MODERNIZED BY 1964.
Munic Eng, Vol 139, p 1277, 1962.
(through Water Pollut Abstr, Vol 37, No 5, p 163, May 1964).
Descriptors: Sewage treatment, *Storm runoff, Pumping.
Identifiers: *Storage tanks.
Mining subsidence prevented the building of a new sewage plant for
West Bridgford,and it was decided to convey all sewage to the Nottingham
treatment plant. The district, which has a population of 3,500 has
been divided into five drainage areas. All sewage will be collected
at a new main pumping station, and storm—water tanks and an outfall
to a watercourse will be provided for high flows.
425
BIOLOGICAL FILTRATION USING A PLASTIC FILTER MEDIUM.
Water Pollution Research Laboratory, Stevenage.
G.E. Eden, GA. Truesdale, and H.T. Mann.
Inst Sewage Purif J Proc, Pt 6, pp 562—574, 1966. 3 tab, 7 fig, 7 ref.
Descriptors: *Sewage treatment, Biochemical oxygen demand, Sewage
effluents.
Identifiers: *Suspended solids.
Experiments in the use of the Dow “Surfpac” fabricated plastic medium
for use in percolating filters are described. The material was tested
in comparison with 2 1/2 in. rounded gravel, and with granite and at
various rates of sewage application and BOD loads. It seems clear that
effluents of high quality cannot be expected from media of this type;
their advantage seems to lie, rather in their ability to accommodate
large volumes of film and to permit the rapid passage of suspended
matter, as in the treatment of unsettled liquids.
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426
SEWAGE TREATMENT. VII. SEPARATION AND TREATMENT OF STORM WATER.
L.B. Escritt.
Contract Rec, Vol 59, No 32, p 11, 1948.
Descriptors: Sewage treatment, *Storm runoff, *Flow control.
Identifiers: *Storage tanks.
Methods of dealing with storm water flow at sewage works with and
without storm tanks are described. The design of orifices for control
of the flow to the sewage works is discussed.
427
SEWAGE TREATMENT PROCESSES. IV. STORM TANKS.
L.B. Escritt.
Water Wastes Treat J, Vol 6, pp 407—8, Sept—Oct, 1957.
Descriptors: *Storm runoff, Pumping, *Flow control, Sewage treatment.
Identifiers: *Storage tanks, *Capacity.
This article deals with the reasons for using storm tanks to serve
as storage or holding tanks to prevent the discharge of excessive
storm infiltration to the treatment works. Points discussed are
purpose of storm tanks, theoretical capacity of tanks, storm water
separation, storm tank details, and balancing flows from pumping
stations.
428
SEWAGE TREATMENT AT SLOUGH.
John Finch.
Effluent Water Treat J, Vol 4, pp 275—77, June 1964.
Descriptors: *Storm runoff, Sewage treatment.
Identifiers: * Storage tanks.
Sewage treatment works serving the Borough of Slough, next to the lower
terraces of the Thames River, are discussed with special emphasis on
the design features necessitated by flat topography, high ground water
table, and location of the plant site only a few feet above river level.
The entire flow is pumped before entry into the plant. The flow is
subject to coimninution and grit removal. Excessive storm flows are
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bypassed to storage tanks to be returned to sewage flows when
conditions are favorable. Flow is then divided. The high—level
plant consists of primary settlement in a circular flow tank, high
intensity aeration, effluent treatment by trickling filters, final
settling, and disposal to the Thames River. The low—level plant
consists of horizontal—flow, rectangular tanks without mechanical
sludge removal equipment. Low—level plant flow is divided between
standard rate filters and aeration units. When plant modification is
complete, the entire flow will be aerated, filtered, and settled.
Humus sludge and surplus activated sludge are pumped to primary tanks
to be settled out with primary sludge. Sludge is thickened and digested.
429
COMPLETION Oi FURTHER STAGE IN GRANGEMOUTH DRAINAGE SCHEME.
J.M. Fraser.
Consult Eng, Vol 23, pp 550—553, 1963.
(through Water Pollut Abstr, Vol 37, No 2, p 57, Feb, 1964).
Descriptors: *Sewage treatment, Equipment, Discharge (water).
Identifiers: *Combjned sewers.
The new combined sewerage System to serve the Bowhouse area of
Grangemouth, Stirllngshire, is described. At the pumping station,
flows up to 6 ‘lmus dry—weather flow are conmilnuted before discharge
to the Forth estuary 270 yards offshore; this volume of sewage will
later be treated at a new sewage works which is to be constructed.
Flows in excess of 6 times dry—weather flow are screened and dis-
charged to the river Avon.
430
THE EFFICIENCY OF CONVENTIONAL SEWAGE PURIFICATION WORKS, STABILIZATION
PONDS, AND MATURATION PONDS WITH RESPECT TO THE SURVIVAL OF PATHOGENIC
BACTERIA AND INDICATOR ORGANISMS.
O.J. Coetzee, and N. Fourie.
Proceedings, Resolutions, and Papers of the Conference on the Problems
Associated with the Purification, Discharge and Re—Use of Municipal and
Industrial Effluents, Nati. Inst. Water Res., Pretoria, 1964, pp 93—108.
Descriptors: Sewage treatment, *Sewage effluents, *Storp runoff,
sewage lagoons, *Bioindicators, *Pathogenic bacteria.
Identifiers: *Bacteriological sampling.
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Tabulated and graphical results are presented from studies on the
removal of Esch. coli, Salmonella typhi, Pseudomonas aeruginosa , and
clostridium perfringens at various stages of the conventiona L sewage
treatment process (using double filtration) and in lagoons. Neither
system gave a safe effluent, but the lagoons are considered safer
since there were no Increases in any species of bacteria at any
time. Lagoons have the additional advantage that all crude sewage,
even during storms, receives treatment and none is by—passed. Results
indicate that Esch. coli is not an infallible indicator for the presence
of pathogenic organisms; a new indicator organism is needed and it
is considered that an indicator fungus would have certain advantages
which are listed.
431
DISPOSAL OF STORM WATER BY GROUND WATER RECHARGE.
C. Gongguy.
Calif Dep Water Resources—Biennial Conf on Ground Water Recharge &
Ground Water Basin Management—Proc, 1963. 10 p.
(through Eng Index, p 1743, 1964).
Descriptors: *Storm runoff, *Groundwater recharge, *Highways.
Identifiers: *Capacity.
Utilization of excavated pit type of recharge basin for collection
and disposal of storm water from roadways in various areas of San
Joaquin Valley, Calif. is discussed. Basins vary in size from 1—6
acres, depending on storage requirement, and are located close to
roadway. Usually, basins are used as material sites for roadway
embankment material.
432
AUTOMATED PUMPING STATIONS FOR OUR NATION’S CAPITAL.
E.E. Halmos.
Water Sewage Works, Vol 114, No 9, pp 319—321, Sept 1967.
Descriptors: *Automatic control, Sewage treatment, *Storm runoff,
Pumping, Sewers.
Identifiers: *Storm sewers, *InterceptOr sewers, *Urban drainage, Sewer
separation, *Washington, DC.
Two new installations are described. The Potomac Station is an auto-
mated plant which handles sewage and stormwater from the sewage
interceptor line serving Dulles Airport and other Virginia and Mary-
land communities. The “0” St. Station handles sewage and stormwater
226
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from a redevelopment area where 100 acres of slum are being replaced.
Both units will eventually bypass the main station which has 4
sanitary pumps operating at near their capacity of 280 mgd; the
six stormwater pumps can handle up to 480 mgd. The city has totally
separated storm and sanitary sewers. The pumps and the operation
procedures of the station are described.
433
WESTON-SUPER—MARE’ S NEW DRAINAGE SCHEME.
J.R.F. Hewish.
Inst Munic Eng J, Vol 93, pp 30—32, 1966.
(through Water Pollut Abstr, Vol 40, No 4, p 166, AprIl 1967).
Descriptors: *Sewage treatment, Pumping, *Storm runoff.
The new drainage scheme of Weston—super—Mare, Somerset, is described
in more detail, with particular reference to the dry—weather—flow and
storm—water pumps, the system of power supply which involves electric
power from the mains, two diesel alternators to reduce the maximal
demand from the mains, and an emergency generator,and the system of
alarm to warn of the danger of flooding. In continued dry weather
the flow to the station is 400,000 ft3 per day or 57 gal per head per
day. (Similar article published in Surveyor, Lond, Vol 121, pp 1268—
1269, 1962).
434
PROVIDING PRIMARY TREATMENT FOR STORM SEWAGE OVERFLOWS.
W.C. Him.
Wastes Eng, Vol 33, 1962.
Descriptors: *Storm runoff, *Overf low, *Sewage treatment, Sewage sludge,
Sedimentation.
Identifiers: *Interceptor sewers, *Urban drainage, *Conibined sewers.
The Milk River Drain project which serves Grosse Pointe Woods and
Harper Woods to the northeast of Detroit, Nich., is described.
Sewage is discharged to the Grosse Pointe interceptor which discharges
to Detroit municipal sewers; combined flows in excess of 8000 gal per
mm are diverted to a sedjinentation—SkitniTting tank to remove sludge
before discharge to Lake St. Clair. Settled sludge Is periodically
flushed from the sedimentation tank and discharged to the Grosse Pointe
interceptor for treatment at the Detroit sewage—treatment plant.
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435
DESIGN AND OPERATING EXPERIENCES AT ThE NEW WORSLEY U D C SEWAGE WORKS.
J.M.A. Hope.
Inst Sewage Purif J Proc, pp 455—458, 1965.
(through Water Pollut Abstr, Vol 39, No 12, p 411 Dec 1966).
Descriptors: *Sewage treatment, *Storm runoff, Overflow.
The new sewage works serving Worsley, Walkden, and Little Hulton,
Lancs., are designed to treat 1 m.g.d. of mainly domestic sewage
by the activated—sludge process with Simplex aeration cones; there are
no storm overflows on the sewers near the works and full treatment is
provided for flows up to 4 times dry—weather flow and the remainder
receives primary treatment. Experiences in the initial operation of
the plant are outlined.
436
EFFECT OF STORAGE AND SKIMMING ON COMBINED SEWAGE OVERFLOWS.
Hubbell, Roth & Clark, Inc., Consulting Engineers, Bloomfield Hills, Mich.
George E. Hubbell.
Presented at the 39th Ann Conf of the Water Pollut Contr Fed, Kansas City,
Mo, Sept 25—30, 1966, figs. tables.
Descriptors: Drainage systems, *Weirs, Outlets, Flowmeters, Rain gages,
Sampling, *Overf low.
Identifiers: *Cothjned sewers.
The first year’s operation of the Twelve Town Drainage District’s relief
drainage system is reported. A high weir skimming structure at the
outlet is described, and flow metering, a rain gage network, and
laboratory facilities at the Outlet Structure (including automatic
samplers) are noted. Sewage and overflow characteristics are compared,
and primary settling is viewed as not likely to produce significant
changes.
437
[ DESIGNING OF SEWERAGE SYSTEMS]. De dimensioneering van riool—
waterzuiveringsinrichtingen.
A.C. Koot.
Water, Vol 51, No 8, pp 165—69, Apr 20, 1967. 4 fig., 2 tab.
(through Public Health Eng Abstr, Vol 47, No 11, p 388, Nov 1967).
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Descriptors: *Design, *Sewers, *Storm runoff, *Overf low.
Identifiers: *Capacity.
The author summarizes the designing of grit chambers, primary and
secondary sedimentation tanks, low—and high—rate trickling filters,
low— and high—rate activated sludge plants, and digestion tanks.
Sufficient storage capacity in or in addition to the sewerage
system for storm overflows is also discussed.
438
SOME PROBLEMS IN THE HYDRAULIC DESIGN OF SMALLER TREATMENT WORKS.
J. Lang.
Inst Sewage Purif J Proc, Pt 5, pp 482—490, 1964.
(through Water Pollut Abstr, Vol 39, No 2, p 51, Feb 1968).
Descriptors: *Hydraulic design, Sewage treatment, *Storm runoff.
The author discusses some of the difficulties encountered in designing
small sewage works which have small dry—weather flows but may receive
large volumes of storm sewage.
439
NO STORM-WATER BYPASS.
Sewerage Cotmuission, Milwaukee, Wis.
R.D. Leary.
Amer City, pp 93—95, Aug 1966.
Descriptors: *Sewage treatment, Equipment, *Storm runoff.
A sewage purification plant for Milwaukee is described in detail.
primary treatment is provided for an average flow of 60 mgd and can
be expanded to a dwf of 120 mgd by the year 2000. Secondary treat-
ment is also planned for the future. The plant is designed so that
each part can handle the entire flow hydraulically. Any unit can be
taken out of service for maintenance and the balance of units will
handle the entire 320 mgd stormflow. Therefore no plant bypass is
needed and no untreated sewage flows to the lake.
440
PUBLIC HEALTh ENGINEERING IN A NEW TOWN-PROGRESS AND PROBLEMS.
jj.J. Lumley, LB. Parker, and T. Steel.
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Inst Public Health Eng J, Vol 66, pp 18—33, 1967.
(through Water Pollut Abstr, Vol 41, No 3, p 118, March 1968).
Descriptors: *Surf ace runoff, *Dis charge (water), *Intakes, Sewage
treatment.
Identifiers: *Combjned sewers, Urban drainage.
This discussion on public health services in Crawley New Town, Sussex,
includes a description of sewerage and sewage disposal facilities.
The new sewerage system was designed to carry surface water directly
to local streams and the river Mole; the only surface water to go
into the foul sewer was to be that from the existing combined sewers.
In practice this system has failed and the treatment works, which
was designed to take a storm flow of 12 m.g.d., has,under extreme con-
ditions, had to deal with 18 m.g.d. Penstocks had to be fitted to
the sewer inlets to prevent flooding at the works, with the resultant
“backing up” of sewers in many parts of the town when these are closed.
Various causes of the excessive storm flow have been suggested. The
new sewage works provide treatment by the activated-sludge process,
with diffused—air aeration. Sludge is digested and used as fertilizer
on farmland. With an effluent standard of 15 p.p.in. suspended solida
and 15 p.p.m. BOD to maintain and improve upon, it may soon become
necessary to duplicate the works to deal with the sewage from a
rapidly expanding population. The master plan for Crawley failed
to make any provision for refuse disposal; as a result two unsatisfac-
tory attempts have been made to establish controlled dumps. The
first site had to be closed when liquor draining from it polluted a
stream which developed heavy growths of sewage fungus. At the second
site an attempt was made to terrace a hillside, but as a result of
geological faulting local streams were again polluted. This situation
has been alleviated by digging drainage trenches at the base of the
hill to collect the effluent which is then pumped back up the hillside
for treatment on land. This has not entirely removed the pollution
or the accompanying smell of hydrogen suiphide, and as a further
measure potassium perinanganate, which precipitates the hydrogen
sulphide, is leached into the streams. The cost of mechanical methods
of disposal are at present prohibitive and a long-term plan for refuse
disposal is not yet possible.
441
DWF OF 282,000 GPD FOR BRENTWOOD SEWAGE WORKS.
T.V. Martin.
Munic Eng, London, Vol 142, pp 1375—1376, 1965.
(through Water Pollut Abstr, Vol 39, No 12, p 409, Dec 1966).
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Descriptors: *Autot tic control, Sewage treatment, Equipment, Sewage
sludge, Sewage effluents, *Storm runoff.
Identifiers: *Storage tanks.
The new sewage works of Brentwood, Essex, replacing the Lapwater Hall
works which served a population of 1500, is designed to serve a population
of 8000, with a design dry—weather flow of 0.282 m.g.d. Flows in excess
of 3 times this value are automatically diverted to storm tanks from
which flows in excess of 6 times dry—weather flow are discharged to
irrigation plots and smaller flows pass with the settled sewage to the
percolating filters. The rate of recirculation of effluent on to the
filters is also controlled automatically in relation to the rate of
the incoming flow. Final effluent is discharged to grass plots but
flows in excess of 3 times dry—weather flow are pumped direct to the river.
Sludge is digested and dried on beds; liquor from the digestion tanks
and drainage from the drying beds are re—treated with the influent sewage.
442
TURKEY CREEK SEWAGE PUMPING STATION.
W.E. Nusbaum.
sewage Works, Vol 112, No 2, pp 58—62, Feb 1965.
(through Eng Index, p 2229, 1965).
Descriptors: *Water pollution control, *Storm runoff, *Autoinatic control.
plant in conjunction with new diversion structure is part of plan for
pollution control of Missouri River and will be located near mouth of
Turkey Creek trunk sewer; sanitary sewage and industrial wastes will be
intercepted and pumped through 48—in, force main to new sewage treatment
plant located near confluence of Kansas and Missouri Rivers; storm flows
will be bypassed directly to Kansas River; plant is equipped with five
sewage pumping units of vertical, dry—pit type driven through direct
connected intermediate shafting by electric drives mounted separately
on main operating floor; pump operation, electrical supply and automatic
features are described.
443
SOME APPLICATIONS OF RESEARCH IN TEE DESIGN OF SEWERAGE AND SEWAGE-
TREATMENT WORKS.
fl.R. Oakley.
Inst Sewage Purif J, Pt 1, pp 83—101, 1963.
(through Water Pollut Abstr, Vol 37, No 5, pp 161—162, May 1964).
231
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Descriptors: *Storlu runoff, *Runoff forecasting, Hydraulic design, Sewage
treatment, Design, *Sewers, Equipment.
The author discusses some examples of the application of results of re-
search to improve the design of sewerage and sewage—treatment facilities,
including calculation of storm—water run—off, hydraulic design of sewers,
design of sedimentation tanks and percolating filters, improved aeration
in the activated—sludge processes, and methods for polishing effluents
and for treatment of sludge. He points out that direct application of
fundamental research to design is seldom possible, and an intermediate
stage of development is usually necessary.
444
EMERGENCY ALUM TREATMENT OF OPEN RESERVOIRS.
W. R. Ree.
Amer Water Works Ass J, Vol 55, pp 275—281, 1963.
(through Water Pollut Abstr, Vol 37, No 5, p 154, May 1964).
Descriptors: *Storm runoff, *Treatment, Water pollution control,
*Turbjdjty.
Identifiers: *Storage tanks.
The author describes experiences of the Department of Water and Power,
Los Angeles, Calif., in the direct application of powdered alum to open
reservoirs for reduction of high turbidities caused by storm run—off.
This treatment has been found useful in emergencies, satisfactory results
being obtained with alum doses of up to 85 p.p.m. It has also been used
successfully for treatment of storm water before it enters the reservoirs.
Experiments also showed that the storm water could be treated with liquid
alum, and large storage tanks are being constructed at two sites for this
purpose, to eliminate the need for mechanically driven feeders.
445
CONTROL OF POLLUTION FROM COMBINED SEWER SYSTEMS.
Div Water Supply and Pollut Contr, HEW, Washington, D. C.
Paul W. Reed.
Paper presented at the 1965 Public Works Congress and Equipment Show,
sponsored by Amer Public Works Ass, Los Angeles, Calif, Aug 31, 1965.
10 p, 8 ref.
Descriptors: *Storm runoff, *Water pollution, *OverflOW, Sewage treatment.
Identifiers: *Combjned sewers, *Sewer separation, Storage tanks.
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Data from several cities concerning amount of pollution due to storm
water overflow from combined sewers is given. Disadvantages of separating
sanitary and storm sewers as a solution for the problem are discussed.
Combined treatment and holding facilities are suggested as an alternative
and various types are described. (Synopsis of this paper published in
Public Works, pp 112—113, Aug, 1966).
446
SOtJTREND-ON-SEA SEWAGE WORKS AND PUMPING STATIONS.
j.M.D. Sayle.
Inst Sewage Purif J, Pt 3, pp 242—244, 1963.
(through Water Pollut Abstr, Vol 37, No 8, pp 268—9, Aug 1964).
Descriptors: *Sewage treatment, *Storm runoff, Pumping.
The pumping stations and sewage—treatment facilities for Southend—on—Sea,
Essex, are described. Sewage is treated at Prittlewell by screening,
removal of grit,and sedimentation before discharge to the Thames estuary;
storm water is screened before discharge, and all screenings are disinte-
grated. Sludge is now digested before being pumped to the sludge farm
at Barling. Provision has been made for returning water draining from
the sludge farm to the main treatment plant, but in dry weather this
effluent is used by farmers for crop irrigation.
447
TREATMENT OF MUNICIPAL WASTE WATER.
0 .j. Schmidt.
s.w. Water Works J, Vol 48, No 5, pp 18—28, 1966.
(through Water Pollut Abstr, Vol 41, No 1, p 28, Jan 1968.
DeSCriPt0 : *Runoff, *Water pollution, Sewage lagoons, Biochemical
oxygen demand, Sewage treatment, Design.
me author discusses sources of pollution, including examples of
0 llution by run—off, and describes the performance of lagoons used
for tertiary treatment at Peoria, Ill., at South St. Paul, Mimi., and
at Indian Creek, Kans. BOO removals during the periods studied ranged
from 20 to 70 per cent. It is pointed out that it is difficult to assess
the efficiency of influent BOD changes from a carbonaceous to a
jtrogenous nature. The high efficiency of tertiary treatment is
illustrated by results from the plant at South Tahoe, Calif. Reduction
of pollution by improvements in the design and operation of sewage works
d by chemical treatment is considered briefly.
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448
METHOD OF CLEANING SEWER SYSTEMS.
E. J. Storia, and R. L. Voda.
U.S. Patent 3,170,814, (to Terra Chemical Corp) Feb 23, 1965.
Descriptors: *Sewers, *Storm runoff.
Identifiers: Combined sewers, *PolymerS.
It is claimed that storm—water and combined sewerage systems can be
cleaned by adding a water—soluble, high_molecular—weight polyelectroly—
tic organic polymer, such as acrylic and methacrylic acid derivatives,
to the catch basins in amounts of 0.1 — 1.0 gal. Rain water entering
the system dissolves the polymer which acts as a coagulant for material
in the sewer, and carries it through the system to discharge.
449
SAINT NICOLAS: TECHNICAL DESCRIPTION OF THE SEWAGE-TREAThENT WORKS.
M. Theinpont.
Techq Eau Assain, Vol 19, No 219, pp 29—40, and No 220, p 29—40, 1965.
(through Water Pollut Abstr, Vol 40, No 4, pp 167—8, April 1967).
Descriptors: *Storm runoff, *sewage treatment, Automatic control, Sewage
sludge, Sewage effluents.
A detailed, illustrated description is given of the new biological—fil-
tration plant at Saint-Nicolas, Belgium, which has been designed to treat
a daily dry—weather flow of 10,800 m 3 of sewage and industrial wastes,
with provision for reception of 3200 m 3 per hour during storm flows, half
of which can receive complete treatment. The percolating filters may be
operated with alternating double filtration and recirculation, and the
final effluent is discharged from humus tanks to Paddeschootbeek. Sludge
receives primary and secondary digestion, during which it is heated by
heat—exchange units situated outside’the tanks; after drying on beds, the
digested sludge provides a useful fertilizer. The operation of the plant
is controlled automatically from a central control room, and its flexi-
bility is illustrated by appended flow diagrams.
450
SEWERAGE AND STORM-FLOW TREATMENT.
D. .3. Weiner.
Water Pollut Contr Fed .3, Vol 39, No 5, pp 741—746, 1967. 39 ref.
234
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Descriptors: *Surveys, *Storm runoff, Sewage treatment, Tunnel
construction, Instrumentation.
A brief review of the 1966 literature on sewerage and storm—flow
treatment is presented. Topics included are tunnel construction, economics
of pollution control measures, specific sources of run—off pollution,
sewer maintenance programs, and the use of television in sewer inspection.
451
GROUND WATER RECHARGE - CONSERVATION IN NASSAU COUNTY.
Fred W. Welsch.
Amer Water Works Ass J, Vol 52, p 12, 1960.
Descriptors: *Storm runoff, *Groundwater, Outlets, *Drainage, *Stilling
basins, Chemical analysis.
Identifiers: *Surf ace permeability.
Ground water replenishment with storm water serves several purposes:
1.. replenish ground water supply, 2. provide drainage outlets without
long conduits, and 3. reduce size of conduits for storm water drainage.
gecharging done in several ways: 1. for small areas large dia. diffusion
pipe installed in caisso. fashion, 2. single basin recharge reservoirs,
and 3. two unit basins, first one to act as settling basin and second
as seepage or percolation basin. Designed on a 5 in. rainfall in 2 days
which has a frequency of about 5 years. Runoff coefficients increasing
as area develops and previous area decreases. Seepage rates for area
are approximately 24 gpd/ft 2 or 1 mgd/acre. Analyses of storm water basins
indicate chlorides of 2.4 ppm, iron 0.1 — 0.8 ppm and D.S. of 132 —
218 ppm. Phenols have been found where runoff is from pavements of
bituminous tar material.
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Section X
URBAN HYDROLOGY
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452
ASCE’S URBAN WATER STUDIES.
ASCE, Newsletter Sanit Eng Div, p 1, July 1968.
Descriptors: *Design, *Storm drainage, Data collections, Instrumentation,
*Rainfa ll_runoff relationships, *Water quality, Model studies.
Identifiers: *Urban drainage, *Urban hydrology, Storage tanks.
ASCE has initiated a study program on urban hydrology consisting of two
projects. “An Analysis of National Basic Information Needs in Urban
Hydrology” is a study to determine the kinds of data needed to improve
the design of an urban area’s storm drainage facilities; needs for data—
collecting instrumentation; and appraisal of the types of networks nec-
essary to collect adequate data. “A Systematic Study and Development of
Long—Range Programs of Urban Water Resources Research” aims to furnish
guidelines for initiating and expanding a long-range study on urban water
problems; conduct a state—of—the—art study of simulation methods poten-
tially usable for analyzing urban rainfall—runoff—quality processes; and
study the requirements for assessment of drainage damage and the use of
storage schemes. The non—hydrologic aspects of urban water—resources re-
search needs will also be investigated.
453
ASCE RESEARCH PROGRAM IN URBAN WATER RESOURCES.
Civ Eng, Vol 38, No 5, pp 70—71, May 1968.
Descriptors: Data collections, *Design, *Storm drainage, Instrumentation,
*Rainfall—runOff relationships, *Water Quality, Model studies, Drainage
systems.
Identifiers: *Urban drainage, *Urban hydrology.
The ASCE Urban Hydrology Research Council has initiated a program to
study and report on research and data needs for urban—water problems. The
program currently consists of two major projects: Research and Analysis
of National Basic Information Needs in Urban Hydrology and Systematic
Study and Development of Long-Range Programs of Urban Water Resources Re-
search. Under the first project an intensive study is being made of the
types of data needed for improved design of storm—drainage facilities,
including both quantity and quality of drainage—flow needs for data—co] .—
lecting instrumentation; and for approval of types of networks necessary
to collect adequate data. The ultimate objective is to facilitate trans-
fer of data findings between metropolitan regions. The second project
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will attempt to provide guidelines for initiating and expanding a pro-
gram of long—range studies on urban water problems. This includes: pre—
feasibility studies to determine the possible effectiveness, cost and
time requirements for a comprehensive systems—engineering analysis of
all aspects of urban water and for a general economic analysis of costs
and pricing parameters of all aspects of urban water; a state-of—the—art
study of mathematical models and related techniques for analyzing urban
rainfall—runoff—quality processes; a study of requirements for the as-
sessment of drainage damage and exploration of alternatives to direct
storm—water runoff; and a study of political, economic, legal, and so-
cial problems related to urban water management.
454
SANITARY SERVICES. GREAT ACHIEVEMENTS FOR A PLAN OF WORKS.
Rev Obr Sanit Nac, B Aires, Vol 42, pp 164—185, 1960.
(through Water Pollut Abstr, Vol 37, No 1, p 3, Jan 1964).
DescriPtorS *Planning, *Sewers
Identifiers: Storm sewers, *Argentina.
After a review of legislation relating to the provision of water supplies
and storm and sanitary Sewerage systems in Argentina, brief descriptions
are given of the facilities in operation, under construction, and planned,
for more than a hundred different urban centers, each considered individ-
ually. A map is included showing the position of water supply and sewer-
age systems throughout the country.
455
ATTENUATION OF FLOOD WAVES IN PART-FULL PIPES.
p. Ackers, and A. J. M. Harrison.
j t Civ Eng Proc, Vol 28, Pap No 6777, pp 361—381, 1964.
(through Water Pollut Abstr, Vol 38, No 2, p 57, Feb 1965).
pescriptors Pipes, *Hydrographs, *Floods, *Conduits.
Identifiers *Storm sewers.
In the derivation of improved methods for designing Storm—water drainage
9 ystems it is important to know the way in which the flood hydrograph
(or flood wave) is modified as it passes along a conduit under conditions
,f free surface flow; and an extensive study was therefore carried out
an experimental pipeline installation in which the slope, height,
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and length of peak of the input hydrograph could be varied. For each set
of conditions, depth—time data were automatically recorded and analyzed
in ternis of dimensionless parameters, shoving that the rate of lowering
of the wave peak with time and with distance is a function of the pipe
diameter, the Froude number, the depth of base flow, and the volume of
fluid in the wave. The volume of the wave, not its shape, is the prin-
cipal factor affecting the attenuation. The velocity of the peak of the
wave was found to be in good agreement with the Kleitz—Seddon law. The
peak depth of the wave is a function of the peak discharge, which is re-
lated to the steepness of the wave, but in most practical cases differs
little from the normal discharge. As dimensionless parameters were used,
the results are applicable to storm sewers of all diameters and floods of
all durations and magnitudes, provided the hydrograph is not steeper than
those studied.
456
APPLICATION OF STORAGE ROUTING METHODS TO URBAN HYDROLOGY.
A. P. Aitken.
Inst Eng, Australia J, Vol 40, No 1—2, pp 5—11, Jan—Feb 1968.
(through Eng Index, p 235, Aug 1968).
Descriptors: *Storm runoff, Design, Design storm.
Identifiers: *Urban drainage.
Methods of runoff routing developed in Great Britain and in United States
are examined and extended in application, so that results may be applied
as correction to “rational method” of design. Rational method is speci-
fically derived for localities like Victoria and Great Britain, where
runoff from pervious area for design storm is of no significance, but it
could be applied in other areas with suitable modifications
457
THE USE OF UNIT-SOURCE WATERSHED DATA FOR RUN—OFF PREDICTION
C. R. Amerman.
Water Resources Res, Vol 1, pp 499—507, 1965.
(through Water Pollut Abstr, Vol 40, No 5, p 212, May 1967).
DescriptOrS *Runoff forecasting, *Demonstration watersheds, Subsurface
runoff, Storms.
Run—off from 10 units forming a 76—acre complex watershed and from 2
units forming a 7.4—acre complex watershed in the North Appalachian
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experimental watershed near Coshocton, Ohio, was measured during storms
during 1956. The partial run—off values were used to calculate a theo-
retical value for the run—off from each complex watershed, which was com-
pared with the observed run—off. For the 76—acre watershed, the observed
run—off was very much larger than the estimated run—off for small storms,
but the two values approached as the storm size increased; in the case of
the 7.4-acre watershed the estimated value was very much larger than the
observed run—off for small storms and almost equal to it for large
storms. In order to produce a better model for this type of calculation
it was concluded that the question of sub—surface run—off, partial area
flow, and the influence of run—off from the upper slopes on that from
lower areas, should be considered.
458
AN EVALUATION OF THE INFLOW-RUNOFF RELATIONSHIPS IN HYDROLOGIC STUDIES.
J. Amorocho, and G. T. Orlob.
Univ Calif, Water Resources Center Contri, No 41, 1961. 70 pp.
(through Water Pollut Abstr, Vol 37, No 3, p 83, March 1964).
Descriptors: *Rainfall.runoff relationships, *Nodel studies.
Studies have been carried out by the University of California to estab-
lish some of the criteria required for the interpretation of statistical
analyses of the relation between rainfall and run—off. For this purpose,
a model of an hydrological unit was developed, based on a qualitative
analysis of its fundamental functional elements, and its structure was
compared with that of a typical regression equation. The conditions for
minimum error in the estimates of flow from catchtuents were examined and
various watersheds in different parts of the world were investigated to
test the applicability of the equations of state developed. The advan-
tages of using an equation of state for hydrologic studies in preference
to wholly empirical relations derived from more or less arbitrary multi-
ple correlation analyses are indicated.
239
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459
DRAINAGE AND BEST USE OF URBAN LAND.
Louis H. Antoine, Jr.
Public Works, Vol 95, p 2, Feb 1964.
Descriptors: *Land use.
Identifiers: *Urban drainage, *Surface permeability, St. Louis, Mo.
This article discusses a study of drainage channels for the St. Louis
area and gives data on the percent of imperviousness for different urban
land uses.
460
DETERMINATION OF RUNOFF FOR URBAN STORM WATER DRAINAGE SYSTEM DESIGN.
K. W. Bauer.
Southeastern Wis Reg Plng Comm Tech Rec, Vol 2, No 4, April 1965. 19 pp.
(through Highway Res Board).
Descriptors: *Storm runoff, *Design, *planning, *Drainage systems,
*Rainf all intensity, Runoff.
Identifiers: *Urban drainage, *Storm sewers.
Storm water runoff determinations are made to determine design criteria
for the planning and design of urban drainage systems. The storm water
runoff determination criteria is the rational method whose variables are:
the coefficient of runoff, rainfall intensity for the area, time of con-
centration, and soil information. The application of these criteria
should promote common storm sewer design methods and the adoption of
mon design methods for storm water drainage system design.
461
TIME ANALYSIS OF RAINFALL ON URBAN CATCHMENT.
V. J. Bidwell.
J Hydrol, New Zeal, Vol 6, No 2, pp 74—9, 1967.
(through Eng Index, p 215, July 1968).
Descriptors: *Rainfall intensity, *Computer programs, Rain gages.
Identifiers *Urban drainage, *New Zealand.
Analysis of short—time—increment rainfall at University of Auckland in
New Zealand is presented. Autocorrelation techniques proposed by R. A.
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Grace and P. S. Eagleson were used. Practical methods of data recording
and processing, suitable for digital computer analysis, are outlined.
Autocorrelation results are given for 1 yr of 10—mm rainfall values for
Albert Park gage at Auckland.
462
CALCUTTA. 2. A SANITARY ENGINEERING APPROACH TO A MULTIPLICITY OF PRO-
BLEMS.
P. C. Bose, and R. G. Ludwig.
Water Sewage Works, Vol 112, pp 164—167, 1965.
(through Water Pollut Abstr, Vol 39, No 9, pp 303—4, Sept. 1966).
Descriptors: *FlOOd control, Drainage systems, *Design, Storms, Sewage
treatment, *Storin runoff.
Identifiers: *Capacity, *Combjned sewers, *Storm sewers, Calcutta, India.
To improve the sewerage system at Calcutta and alleviate flooding during
the monsoon period it is proposed to increase the capacity of the exist-
ing combined sewers and drainage channels, provide connections to the
trunk sewers, and construct separate sewers for storm water and sewage in
the unsewered districts, using 2—month storm frequency data as a design
basis for the urban sections. Treatment works are planned for the dis-
tricts of Tollygunge, Cossipore—Chitpore, Howrah, and Chandernagore.
463
STEPS TOWARD A BETTER UNDERSTANDING OF URBAN RUNOFF PROCESSES.
E. F. Brater.
Water Resources Res, Vol 4, No 2, p 335, Apr 1968.
Descriptors: *Rainfall_runoff relationships, Drainage systems, Surface
runoff, *Storm runoff, Groundwater.
Rainfall and runoff from drainage basins in various stages of urbaniza-
tion were analyzed to determine the initial retention, the hydrologically
significant impermeable area, and the infiltration capacities of the per-
meable portions of the basins. The drainage basins, varying in size from
9.5 to 185 square miles, are located in the Detroit metropolitan area.
Techniques were developed that largely eliminated personal judgment in
separating surface runoff from ground water discharge. Infiltration
capacities in this region are from 3 to 5 times higher in late summer
than in early spring. The average initial retention for the basins
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studied is approximately 0.2 inch. The hydrologically significant im-
permeable area appears to be closely related to the population density,
but the effect of other factors is being studied. An investigation of
the cause of seasonal and short period variations of infiltration ca-
pacity may provide a better understanding of the infiltration process.
464
EFFECTS OF LAND USE ON WATER RESOURCES.
W. E. Bullard.
Water Pollut Contr Fed J, Vol 38, pp 645—59, Apr 1966. 23 ref.
(through Public Health Eng Abstr, Vol 46, No 10, p 359, Oct 1966).
Descriptors: *Land use, *Water quality, Sedimentation, Nutrients,
*Water pollution, Runoff.
Identifiers: *Urban drainage.
Land use, among other factors, determines the quality of water produced.
Erosion causes turbidity and sedimentation, lowers water quality, and
damages aquatic life habitats. Fertilizers, pesticides, and other toxins
and nutrients contribute to pollution. Agriculture, timber, mining, ur-
ban runoff, and recreation also are pollution contributors.
465
PERIMETER DRAINAGE TO PROTECT URBAN LANDS.
R. T. Chuck.
ASCE Proc, J Urban Planning Develop Div, Vol 93, No UP1, Paper 5055,
pp 1—12, Jan 1967.
(through Eng Index, p 596, 1967).
Descriptors: *Drainage systems, *Planning.
Identifiers: *Urban drainage, Hawaii.
Perimeter drainage is challenging approach for providing drainage protec-
tion to urban lands. Essential in its concept is consideration of alter-
native uses of existing natural water courses. By using man—made water-
ways to supplement, alter, or entirely eliminate existing natural drain-
age pattern, perimeter drainage affords means of providing adequate pro-
tection to urban lands, while preserving and enhancing their economic
and aesthetic values. Successful experience in Hawaii suggests that
perimeter drainage has considerable merit in urban planning and develop-
ment and should be given more serious attention in well—planned urban
lands.
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466
UNIT HYDROGRAPH CHARACTERISTICS FOR SEWERED AREAS.
Peter S. Eagleson.
ASCE Proc, J Hydraul Div, Vol 88, No HY2, Part 1, March 1962.
Descriptors: *Hydrographs, *Overflow, Sewers, Storms, Drainage.
Identifiers: *Storm sewers.
Hydrographs of measured storm sewer outflow from urban areas up to 7.5
sq. miles in size are analyzed. The characteristics of the hydrographs
are correlated with the properties of sewers and drainage basins in
order to permit construction of synthetic unit hydrographs for other un-
measured sewered areas. Applicability of the derived relationships is
tested against a measured outflow hydrograph for a complex storm.
467
COMPUTATION OF OPTIMUM REALIZABLE UNIT }IYDROGRAPHS.
peter S. Eagleson, Ricardo Mejia—R, and Frederick March.
Water Resources Res, Vol 2, No 4, pp 755—764, 1966. 6 fig, 22 ref.
Descriptors: *Rainfall_runoff relationships, *Computer programs.
Identifiers Calculations, *Urban hydrology.
The Wiener—Hopf theory of optimum linear systems is applied to the de-
termination of the stable pulse response of a monotone hydrologic system
from coincident records of input and output in the form of discrete time
series. In application to the rainfall—runoff system, linear program-
ming methods are used in the solution of the Wiener—Hopf equations to
obtain physically realizable unit hydrographs. An actual urban rain-
fall—runoff event is graphed and used for illustration in developing the
equation.
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468
RAINFALL AT NEW ORLEANS AND ITS REMOVAL.
G. G. Earl.
Civ Eng, Vol 2, No 5, pp 289—94, May 1932.
Descriptors: *Drainage, *Pumping, *Discharge (water), Storms, *Rajnf all
intensity, Rain gages.
Identifiers: *Capacity, New Orleans, La.
Drainage and sanitation problems; pumping capacity required to discharge
accumulation of water in reasonable time; records of storm; drainage
pumping stations; effects of irregular rainfall; new type rainfall re-
corder; extending rainfall data; sanitary systems.
469
ECONOMIC SURFACE—WATER SEWERAGE: A SUGGESTED STANDARD OF PRACTICE.
L. B. Escritt, and A. 3. M. Young.
Inst Public Health Eng J, Vol 62, 1963.
Descriptors: *Design, *Sewers, *Stortn runoff, Storms, Surface runoff.
Identifiers: *Surface permeability, *Urban drainage.
In an examination of data, provided by the Road Research Laboratory, for
use in the design of sewers, the authors question the conclusion that the
amount by which calculated rates of runoff during storms exceed recorded
rates is due to storage. They suggest that it is due to a change in im-
permeability of the catchment and describe an experiment, using a sheet
of plate glass as a catchment, to support their views. The Lloyd—Davies
method of calculation should be used, with the assumption that roofed and
paved surfaces in developed areas have an impermeability of 80 percent
and not 100 percent as the Road Research Laboratory suggests.
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470
SCALE MODEL OF URBAN RUNOFF FROM ST0B1 1 RAINFALL.
R. A. Grace, and P. S. Eagleson.
ASCE Proc, J Hydraul Div, Vol 93, No HY3, pp 161—176, May 1967.
Descriptors: Storms, *Model studies, Storm runoff.
Identifiers: *Urban drainage.
The response of a small urban watershed to four storms is generated in
the laboratory by a scale model consisting of a programmed rainfall gen-
erator, vertically—distorted scaled topography, and a weighing device
for recording the cumulative runoff. Comparison of these results with
prototype measurements through use of derived scaling laws shows reason-
able agreement.
471
EFFECT OF URBAN GROWTH ON STREAHFLOW REGIMEN OF PERMANENTE CREEK,
SANTA CLARA COUNTY, CALIF.
E. E. Harris, and S. E. Rantz.
U S Geol Survey—Water Supply Pap 1591-B, 1964. 18 p.
(through Eng Index, p 1064, 1965).
DescriPtOrs: *Storm runoff, *Land use.
Identifiers: *Urban drainage, Surface permeability.
Evidence that volume of storm runoff produced by rainfall on valley floor
has increased substantially as result of urbanization is presented. In-
crease in outflow is attributed to fact that urban development during
period 1945 to 1958 increased extent of impervious surface in project
area from about 4 percent to 19 percent.
472
A METHOD OF COMPUTING URBAN RUNOFF.
w. I. Hicks.
ASCE Proc, Vol 109, 1217, 1944.
Descriptors: Hydraulics, *Rajnfall_runoff relationships, *Hydrographs,
*E.unoff forecasting.
Identifiers: *Urban drainage.
The author presents results of hydraulic investigations and rainfall —
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runoff gagings and develops hydrographs for different sized areas, with
varying degrees of development and tinie of concentration.
473
URBAN HYDROLOGY - REDIRECTION.
Fed Housing Adinin, Dep Housing and Urban Devel, Washington, D. C.
D. Earle Jones.
Civil Eng — ASCE, Vol 37, No 8, pp 58—62, Aug 1967.
Descriptors: *Drainage systems, Storm runoff, *Land use.
Identifiers: *Urban hydrology, *Urban drainage.
Inaccuracies of present hydrology methods are outlined. An improvement
is suggested wherein the fact that cities have two separate and distinct
storm water drainage systems, a “minor” and a “major” system would be
recognized. The minor system consists of carefully designed closed and
open conduits and their appurtenances. The major system is the route
followed by flood or runoff waters when the minor system is inoperable
or inadequate. Cities today are overdesigning the minor systems. A
reasonable design would provide that ordinary vehicular access to pro-
perties be impaired no more often than once in 2—10 yrs. Wiser use of
natural land conditions when developing the land can obviate extensive
storm sewer construction. Examples are given of some methods for this
wiser use e.g. “blue—green” land development employing ponds with open
space for storm—flow detention.
474
STORM RUN-OFF FROM URBAN AREAS.
i 1. V. King.
Inst Civ Eng Proc, Vol 37, pp 43—56, Pap No 6996, 1967.
(through Water Pollut Abstr, Vol 40, No 8, p 352, Aug 1967).
Descriptors: *Stotnt runoff, Rainfall—runoff relationships, *Sewers,
HydrographS, Drainage systems, Design.
Identifiers: Urban drainage, *Urban hydrology, Surface permeability.
The author describes the development of a mathematical relation between
rainfall and run—off in urban areas, taking into account various calcula-
ble characteristics of a drainage area and the retention action of a sew-
erage system as used in the Road Research Laboratory hydrographic method.
It is shown that the peak flow for any particular frequency of storm de-
pends on the time of concentration, the effective impervious area, and
the total volume of water in the sewerage system at the time of peak run—
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off; only the last of these is difficult to determine, and for very large
areas it is considered adequate to use an approximation. Having deter-
mined the retention constant for a drainage system under particular con-
ditions, it is also possible to draw the complete run—off hydrograph.
This method may be used in designing large sewers, but is not considered
suitable for small ones.
475
ECONOMIC STUDY OF URBAN AND HIGHWAY DRAINAGE SYSTEMS.
J. W. Knapp.
Johns Hopkins Univ—Dep Sanit Eng & Water Resources—Tech Report 2,
June 1965. 175 Pp. 66 ref.
(through Eng Index, p 2578, 1966).
Descriptors: *Drainage systems, Design, *1-lighways, *Runoff, *Flood
control, *Model studies, *Intakes.
Identifiers: *Urban drainage.
Characteristics of flood losses are investigated. Information collected
on cost of drainage facilities and damages in urban areas is analyzed.
For highway drainage, interruption of traffic flow is interpreted as
major flood damage. Mathematical models are developed for solution of
specific drainage problems. Simulation is used to describe random ef-
fects of runoff and traffic in model for selecting pumping facilities
to remove storm water at highway underpass. Two models for finding opti—
ntuIfl spacing of inlets are developed and solved.
476
SEWERAGE AND SEWAGE DISPOSAL IN RETROSPECT AND PROSPECT.
M. Lovett.
Surv, Vol 104, 587, 1945.
Descriptors: Sewage treatment, *Storm runoff, *Rainf all intensity,
*gtorms, Design.
Identifiers *Combined sewers, *Great Britain, *Surface permeability.
the development of sewerage systems in Great Britain, and disposal and
treatment of storm waters are described. In a particular district the
extent of impervious areas, intensity of rainfall, localization of
5 torms, and the nature, size, and use of nearby streams determine wheth-
er a combined or a separate sewerage system is more suitable.
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477
DETERMINATION OF RUN—OFF COEFFICIENTS.
F. W. MacDonald, and A. Mehn.
Public Works, Vol 94, No 11, p 74, 1963.
Descriptors: Drainage systems, *Land use, *Runoff.
Identifiers: Surface permeability, *Urban drainage, *New Orleans, La.
Results of a study to determine times of concentration and obtain an
accurate value for the coefficient of imperviousness of one of the large
drainage districts of the city of New Orleans, La., carried out in coop-
eration with the Sewerage and Water Board, are summarized in Tables and
discussed. Results indicate that the coefficient for built—up areas,
which comprise over 4000 acres in the district is 0.548 whereas the co-
efficient for a typical suburban area is 0.455; the coefficient for the
entire drainage district is 0.559. The Rational formula was employed
to determine run—off coefficients using a 79—minute time of concentra-
tion, and the average value obtained was 0.653, this value being within
the ranges recommended for combined residential and commercial areas.
478
DETERMINATION OF THE DISCHARGE OF RAIN WATER.
G. Mueller—Neuhaus.
Gesundh Ing, Vol 68, pp 143—8, 1947.
Descriptors: *Storm runoff, *Discharge (water), Sewers.
A graphical method for the determination of the discharge of rain water
through sewers taking into account the influence of the gradient and
cross—sectional area is described.
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479
ALLOCATION OF STORM DRAINAGE COSTS.
Carl W. Porter.
Public Works, Vol 94, No 3, pp 164—166.
Descriptors: *Rajnfall_runoff relationships, *Storm runoff, *planning,
*Legislation, *Flood control, *Land use, Drainage.
Identifiers: Urban drainage.
Article is portion of “Paper” presented at 1962 American Public Works
Congress. It describes program used in the County of Fairfax, Va. Also
states that they are working with U.S.G.S. on a pilot program studying
30 main streams in the County endeavoring to determine rainfall patterns
and relate runoff from currently developed areas to storm water runoff.
Also have an anti—siltation ordinance with SCS. Article discusses plans
and ordinances used to protect the suburban homeowner from inadequate
drainage and also protect the downstream property owner from flood damage
due to increased runoff from newly developed upstream areas.
480
STORN WATER DRAINAGE IN THE CHICAGO AREA.
H. P. Raxney.
ASCE Proc, J Hydraul Div, Vol 85, No HY 4, Paper 1995, pp 11—37, 1959.
Descriptors: *Storm runoff, Outlets, Storms, *Storm drainage.
Identifiers: *Urban drainage, *Chicago, Ill.
From a review of past and recent conditions of flooding in the Chicago
area, it is concluded that the present outlet channels are inadequate
to handle the run—off during heavy storms. Possible methods of improv—
jug the situation are indicated and discussed.
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481
FLOODING FREQUENCIES FOR URBAN DRAINAGE DESIGN.
E. S. Rowe, and E. D. Storr.
Australian Road Res, Vol 2, No 10, pp 24—30, Dec 1966.
(through Eng Index, p 2321, 1967).
Descriptors: *Rainfall intensity, *Storm runoff, *Design, Pipes,
*Drainage systems, *Highways.
Identifiers: *Urban drainage, Sydney, Australia.
Effects on expected rainfall intensity, run—off, pipe sizes and cost of
using different flooding frequencies for road drainage design are illus-
trated for situation in Sydney, Australia.
482
PROGRESS REPORT (STUDY OF RATIONAL METhOD).
John C. Schaake, Jr.
Progress Report of the Storm Drainage Research Project, Johns
Hopkins Univ - Report No XI.
Descriptors: *Ralnfall intensity, *Storm runoff, Storm drainage.
Identifiers: *Urban drainage, *Calculations.
The observations of 19 gaged urban drainage areas was used to verify or
study the Rational Method. The concentration time used was the center
of mass of the rainfall hyetograph and the runoff hydrograph. The C—
factor was determined by plotting frequency distributions of observed
rainfall intensities and peak runoff rates on logarithmic probability
paper. Equations for concentration time and “C” factor are given pro-
vided the drainage area has certain characteristics.
483
SUBURB MEETS URBANIZATION READ—ON.
Ayers, Lewis, Norris, and May, Ann Arbor, Mich.
R. J. Smit, R. R. Robinson, and T. W. Swift.
Water Wastes Eng, Vol 4, No 11, pp 47—9, Nov 1967.
Descriptors: *Design, *Sewers, *Construction costs, Grants.
Identifiers *Urban drainage, Intercepter sewers.
The doubling of student enrollment since World War II at the University of
Michigan has exerted considerable pressure on living facilities in the
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three surrounding areas, East Lansing, Lansing and Meridian Township. The
existing sewage treatment plant was overloaded. The three areas negoti-
ated to divide the costs of a new sewage treatment plant, new on—campus
interceptors and new sewer main construction. Design of the main sewer
system is discussed. Obstacles in planning and financing of the under—
raking are described. Lateral sewers in 12 districts were financed by
bonds totalling $1.84 million. In addition some financing was available
through federal grants. The total construction costs were about $3.8
million. It is hoped that the lessons learned by this township govern-
ment in facing the challenge of growth will be useful to other suburban
communities with similar problems.
484
STUDIES OF SEVERE RAINSTORMS IN ILLINOIS.
G. E. Stout, and F. A. Huff.
ASCE Proc, J Hydraul Div, Vol 88, No HY4, p 129, July 1962.
Descriptors: *Rain gages, Watersheds, *Storms.
Identifiers: Urban drainage.
Study included a network of 10 recording rain gages on a 10 sq mi urban
area and investigated distribution characteristics of heavy rainstorms
over urban watersheds for 10 year period. It was found (1) twice as many
excessive quantities occur within a 10 mi 2 area compared with a specific
,oint within area; (2) the percent of the 10 mi 2 area experiencing exces—
5 ive rainfall increases with increasing storm duration; (3) majority of
the excessive quantities of rainfall lasting from 30 to 24 hr occur in
the same storms; (4) although a single rain gage records only a portion
of the excessive rate occurrances in 10 m1 2 , a point rainfall record is
satisfactorY index of frequency distribution of areal mean rainfall; (5)
tirban influences, if present, are not of practical Significance in the
distribution of excessive quantities.
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485
THE HYDROLOGY OF URBAN RUNOFF.
A. L. Tholin, and Clint J. Keifer.
ASCE Proc, J Sanit Eng Div, Vol 85, No SA2, p 47, 1959.
Descriptors: *Rajnfall—rufloff relationships, *Design storm, *Land use,
Sewers, *Hydrographs, *Design, Runoff.
Identifiers: *Urban hydrology.
Presented in this paper is a detailed study of rainfall—runoff relation-
ships in urban areas based upon a t Design Storm” for three hours dura-
tion. Several types of uniform land use with various values of ground
slope and depression pondage have been studied. Based on the sewer hy—
drographs, a series of “easy—to—use” design charts are presented.
486
A TINE INTERVAL DISTRIBUTION FOR EXCESSIVE RAINFALL.
H. C. S. Thom.
ASCE Proc, J Hydraul Div, Vol 85, No HY7, p 83, 1959.
Descriptors: Rainfall intensity, *Sewers, *Design.
The methods usually used for frequency analysis of excessive precipita-
tion average the recurrence intervals and thus obscure much useful in-
formation for the design of sewerage systems. Additional information
can be obtained however by relating probability to recurrence interval
instead of rainfall depth, thus giving the distribution of recurrence
interval for a predetermined amount of rainfall.
487
[ PROBLEMS OF WATER DISCHARGE IN URBAN AREAS.] Problemen van waterafvoer
in stedelijke gebieden.
F. B. Veldkamp.
Commissie voor I-lydrologisch Onderzoek T N 0—Versiagen en Mededelingen,
No 9—Verslag van de Technische Bljeenkomst, No 18, pp 73—94, 1963.
(through Eng Index, p 1870, 1964).
Descriptors: *Discharge (water), *Rainfall—runoff relationships,
*Storm runoff.
Edentifiers *Surface permeability, *Urban hydrology, Urban drainage.
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Problems of water discharge in urban areas are discussed. Discharge is
calculated from rainfall and runoff from area of roofs, street and side-
walk surfaci ngs, and backyards connected to sewer system. Runoff is
assumed to be 100 percent. Storage basins are calculated from storms
with frequency lower than once every year.
488
RUNOFF ESTIMATION FOR VERY SMALL DRAINAGE AREAS.
Warren Viessman.
Water Resources Res, Vol 4, No 1, pp 87—94, Feb 1968.
Descriptors: *Storm runoff, *Hydrographs, *Runoff forecasting,
Rainfall—runoff relationships.
Identifiers: *Urban hydrology.
analyses of hydrologic data from high—intensity short—duration storms on
very small drainage areas having varying physical characteristics indi-
cated that a 1—minute unit hydrograph could be used as the basis for
generating runoff from an effective rainstorm input. The single parame-
ter of the unit hydrograph (time constant K) was shown to be related to
the physical characteristics of the drainage area. No evidence of the
correlation between K and the storm pattern was discovered. Procedures
are given for estimating net storm inputs.
489
THE HYDROLOGY OF SMALL IMPERVIOUS AREAS.
Warren Viessman.
Water Resources Res, Vol 2, pp 405—412, 1966.
(through Water Pollut Abstr, Vol 40, No 11, p 494, Nov 1967).
Descriptors: *Storm runoff, *HydrographS, Rainfall—runoff relationships.
identifiers: *lJrban drainage, *Urban hydrology, Surface permeability.
A method for computing storm—water run—off from small, impervious, urban
0 reas is described in which consecutive 1—minute unit hydrographs are
determined for a storm and summed to provide a total outflow of hydro—
graph. Calculations are based on the assumption that such areas behave
s linear reservoirs and take account of the drainage—area lag time and
losses due to depression storage. Good agreement was obtained between
actual and computed hydrographs, and peak discharges for 30 storms were
predicted with an average absolute error of 9 percent.
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490
PROGRESS REPORT ON THE STORM DRAINAGE RESEARCH PROJECT, JULY 1, 1958
TO JUNE 30, 1959.
Warren Viessman.
Johns Hopkins Univ, Dep Sanit Eng Water Resources, Baltimore, 1959.
Descriptors: *Storm drainage, *Runoff forecasting, Storm runoff, Hydrau—
lics, *Intakes, *Design, *Rain gages, *Weirs, *Flow measurement, *Instru_
mentation, *Rainfall-.runOff relationships, *Rainfall intensity.
Identifiers: *Urban hydrology, *Urban drainage.
In 1949, a research project was initiated in Baltimore, Md., to solve
problems connected with urban storm drainage, including the develop-
ment of a reliable method for predicting Storm water run—off. In the
first 7 years, the hydraulic characteristics of storm water inlets were
investigated, and on the basis of the results, the design of such inlets
was modified, a very efficient square grate was designed, and a method
was provided for matching the inlet capacity with the drain capacity.
New instruments have been developed for measuring and recording rainfall
and storm run—off, including a special weir for measuring flows into
storm water inlets, and a pressure—type depth—recording system. At pre-
sent, studies are being carried out on the hydrological relations between
rainfall and urban run—off. On the basis of measurements of rainfall and
run—off over a period of 4 years, it was concluded that the Rational
Method used in designing urban storm drainage Systems gives unreliable
estimates of the peak rate of run—off, and a new method of design, known
as the Inlet method, was developed. This method is based on the maximum
5—minute rainfall intensity at each inlet, and a study has therefore been
made of the relation between maximum and short—interval rainfall intensi-
ty and the duration of the intense part of a storm. Studies are also in
progress to determine the range of applicability and statistical validity
of the new method, the effect of antecedent rainfall on the peak dis-
charge for a drainage area, and the timing and attenuation of storm water
f lows in closed drainage systems.
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491
HYDROLOGIC EFFECTS OF URBAN GROWTH -SOME CHARACTERISTICS OF URBAN
RUN-OFF.
A. 0. Waananen.
u S Geol Surv Prof Pap 424—C, C.353—C356, 1961.
DescriPtors: Land use, Runoff, *Storm runoff.
Identifiers: *Urban drainage, *Urban hydrology.
The author discusses the effects of urban development on flow in
streams. The changes in run—off characteristics following urban growth
are illustrated graphically. Peak run—off from developed areas may be
3-4 times that from upstream or adjacent natural areas. In urban areas,
a substantial part of the run—off occurs during a short period following
a storm and the rapid discharge into receiving channels and streams re-
duces the opportunity for evaporation and transpiration as well as in-
filtration and percolation.
492
SURFACE WATER DRAINAGE--REVIEW OF PAST RESEARCH.
L. H. Watkins.
just Munic Eng J, Vol 78, No 4, pp 301—20, Oct 1951.
Descriptors: *Drainage, *Design, *Surface runoff, Sewers, *Rajnf all
intensitY.
Identifiers Great Britain, United States, Calculations, *Surface
permeabilitY *Sewer infiltration.
Critical review of principal investigations carried Out on drainage in
England and U.S.; methods for designing surface Water sewers; methods
of obtaining design intensities of rainfall by means of local records
kept over many years; runoff reaching Sewer, expressed by irnperineabili—
ty factor of drainage area; American development of curves showing
amount of infiltration. Bibliography.
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493
THE DESIGN OF URBAN SEWER SYSTEMS. RESEARCH INTO THE RELATION BETWEEN
RATE OF RAINFALL AND THE RATE OF FLOW IN SEWERS.
L. H. Watkins.
D S I R Road Res Tech Pap No 55, H M Stationery Office, London, 1962.
Descriptors: *Design, Sewers, *Rainfall—runoff relationships, Runoff,
*Instrumentation, Storms, *Hydrographs, *Coniputer programs.
Identifiers: *Urban drainage, *Surface permeability.
A report is given of research carried out by the Road Research Laboratory
on the relation between the rate of rainfall and the rate of run—off from
urban areas, principally intended to lead to a method for calculating the
rate of run—off in sewerage systems that would be accurate and reliable
under as wide a range of conditions as possible. Rainfall and run—off
were recorded at 12 experimental catchment areas, representing a wide
range of sizes, types of development, locality, and other variables; and
the rates of run—off calculated from the recorded rates of rainfall by 5
different methods were compared with the recorded rates of run—off. De-
scriptions are included of the experimental catchment areas and of new
recording instruments which were developed for use in these investiga-
tions. A total of 286 storms was analyzed and it was concluded that the
Rational (Lloyd—Davies), Tangent, and Modified Tangent methods for cal-
culating run—off were unreliable for use in the design of sewerage sys-
tems, although the Rational method could be used for relatively small
areas, such as housing estates and villages, where there are no sewers
larger than about 24 inches in diameter. The usual Unit Hydrograph
method was also unsuitable for the design of urban sewerage systems
owing to difficulties in determining the shape of the unit hydrographs.
The Road Research Laboratory therefore devised a new hydrograph method
which is reliable under all conditions and will be used in conjunction
with an electronic digital computer. It was also concluded that in
calculations for the design of sewers, subject to some qualifications
in exceptional circumstances, the whole area of paved surface in an
urban area should be considered impermeable, and the unpaved areas
should be considered completely pervious.
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494
TIME IN URBAN HYDROLOGY.
G. E. Willeke.
ASCE Proc, J Hydraul Div, Vol 92, No flY 1, paper 4615, pp 29—31,
Jan 1966.
(through Eng Index, p 1322, 1966).
Descriptors: *Rainfall_runoff relationships, Rainfall intensity,
Watersheds, *Hydrographs.
Identifiers: *Urban hydrology.
Analysis of lag time (defined as time between centroids of effective pre-
cipitation and runoff) from nine small urban watersheds shows that lag
time variability is small and that lag time is not correlated with storm
intensity. Effective precipitation can be routed through storage by
Muskingum method to accurately reproduce observed runoff hydrograph. Ef-
fective precipitation is separated from total precipitation by phi—index.
Precipitation loss on watershed is closely represented by linear rela-
tionship between total storm precipitation and total storm runoff.
495
PRELIMINARY STUDY OF EFFECT OF URBANIZATION ON FLOODS EN JACKSON,
MISSISSIPPI.
c. V. Wilson.
u S Geol Survey—Prof Pap 575—D, pp 0259—61, 1967.
(through Eng Index, pp 56—7, Apr 1968).
Descriptors: Land use, *Flood forecasting.
Identifiers: *Urban hydrology, *Urban drainage, Surface permeability.
Comparison of flood—frequency curves for three streams near Jackson,
Miss, based on annual maximum floods for period 1953 to 1966, and for
another stream for shorter period, indicates that mean annual flood for
totally urbanized basin is about 4 1/2 times that of similar rural
stream. It further indicates that 50-yr flood for such urbanized basin
js about three times that of rural stream.
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496
CITY OF OAKLAND DEVELOPS NEW RAINFALL INTENSITY—DURATION CURVES.
D. M. Winton.
Public Works, Vol 90, No 7, p 120, 1960.
Descriptors: *Rajnfall intensity, Design.
Identifiers: *Storm sewers, *Calculations, Oakland, Calif.
Based on a report compiled by L. A. Fites, the author gives a brief
account, with tables and graphs, of the 1958 rainfall intensity—duration
curves now being used in the city of Oakland, Calif., for the design of
storm sewers.
497
WATERFRONT RENEWAL IN METROPOLITAN AREAS.
Wisconsin Dep Resource Devel, Madison, Wis.
Donald F. Wood.
ASCE Proc, J Urban Planning Develop Div, Vol 93, No UP4, pp 199—213,
Dec 1967.
Descriptors: *Drainage systems, Flood control, Water pollution control,
Planning, Recreational facilities, Storm runoff, Land use.
Identifiers: *Urban drainage.
Many of our urban waterfronts are blighted because of age and conditions
unique to their location, such as vulnerability to flooding or surface
water pollution. A range of actions, from simple clean—up to full scale
clearance and relocation, can be used to fight waterfront deterioration.
Metropolitan and basinwide approaches are needed because frequently an
individual city cannot control what happens upstream or on the other side
of a river. Federal urban renewal programs help to reduce the local
cost. In a metropolitan waterfront renewal program the engineer must de-
termine the condition of all shore lines and the costs of repairing or
replacing it. New uses can be found for old waterfront structures. Al-
tering the amount of shore line; providing open space and access; reduc-
ing flood and storm damage; and renewing for navigational, waterfront in-
dustrial and recreational uses are also discussed. Providing adequate
storm drainage for the renewal area is an important part of an improve-
ment plan. This drainage system could be designed to improve drainage in
a larger area than just the renewal project and the area benefitting can
share costs. Aspects to be considered in planning include increased
runoff due to development upstream, old dams, dredging of channels and
winds. Some solutions are offered.
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498
A METHOD OF URBAN DRAINAGE DESIGN FOR REGIONS OF HIGH RAINFALL
INTENSITY.
I. R. Wood.
Civ Eng Trans, Inst Eng, Australia, CE1, No 1, p 38, 1959.
Descriptors: *Rajnfall intensity, *Design, *Drainage systems,
*Storm runoff, Design storm, *Hydrographs.
Identifiers: Urban drainage, *Surface permeability.
The author considers that the Rational Method is unsuitable for the de-
sign of suburban drainage systems in regions where the design intensity
is so high that run—off occurs not only from the impervious area but also
from the pervious area, such as lawns and gardens. He suggests that a
better method would be to determine a design storm pattern, subtract a
loss rate curve, and translate the excess rain into hydrograph form using
overland flow equations. The application of the method to conditions in
Canberra is described. Approximations are suggested to make it possible
to use the procedure for routine design.
499
HARVARD GULCH FLOOD CONTROL PROJECT.
K. R. Wright.
ASCE Proc, J Irrig Drain Div, Vol 93, No IR1, paper 5132, pp 15—32,
Mar 1967.
(through Eng Index, p 886, 1967).
Descriptors: *Flood control, *Model studies, Intakes, *Design,
Construction.
Identifiers: *Urban hydrology.
planning, design, and construction of major urban flood control project
is presented. Emphasis is placed on flood hydrology investigations used
as basis for sizing of culverts, open channels, and structures. Informa-
tion is given on model testing of inlet structure to assure control of
rate of flood waters entering outfall culvert. Techniques for designing
open channels, both concrete and grass—lined, are described. Underfiow
pipes were used to carry normal low flows. Planning of construction
schedule by design engineer is described, together with methods of con-
struction and results of alternate bids for large diameter concrete pipe
and concrete box culvert.
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Section XI
RAINFALL - RUNOFF RELATIONSHIPS
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500
PROBLEMS OF HYDROLOGICAL FORECASTS.
Institute for Hydrotechnical Studies and Research.
Studil Hidrol, Inst Studii Cerc Hidroteh, Vol 13, 1965. 208 pp, 2 tab.
(through Water Pollut Abstr, Vol 39, No 11, p 363, Nov 1966).
Descriptors: *Runoff forecasting, *Hydrographs, Discharge (water).
Identifiers: Roumania.
This publication contains the full text of 5 papers on the prediction of
run—off and stream flow with special reference to conditions in Roumania.
Aspects considered include the short—range forecasting of run—off by the
trend method; forecasting of hydrographs of floods caused by precipita-
tion, using the isochrones method; forecasting of mean discharges in the
Danube over periods of 10 and 5 years, based on the water resources in
the drainage area; short—range forecasting of discharges in the rivers
Somes, Mures, Jiu, Olt and Siret, based on water resources in the drain-
age area; and short—range forecasting of freezing and the breaking—up of
ice on Roumanian rivers.
501
RESEARCH REPORT OF THE CITY AND GUILDS COLLEGE, 1961-64. 110 pp.
Imperial College of Science and Technology (University of London).
(through Water Pollut Abstr, Vol 39, No 11, pp 361—2, Nov 1966).
Descriptors: *Rajnfall_runoff relationships, Computer programs, Model
studies.
Identifiers: *Calculat ions.
This report includes sections on engineering hydrology (pp. 53—54) and
public health engineering (p. 54). Studies on surface waters have in-
cluded the flood response of a river to rainfall, propagation of a flood
wave along a river, mechanism of run—off from an artificial catchment re-
ceiving “rain” from a sprinkler, design of a network of hydrometric sta-
tions, and the use of modern techniques, including digital and analogue
computers, to analyze hydrological data and investigate the relations
between rainfall and run—off. A mathematical study was made of the flow
of irrigation and rain water to horizontal tube drains, and the mathema-
tics of diffusion were applied to the description of unsteady flow of
ground water. Studies were also made on the relation between hydrology
and water demand, particularly for irrigation, and on the management and
planning of water resources, including the design and operation of stor-
age reservoirs. In connection with water and sewage treatment, model
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and prototype studies were made on the mixing characteristics of horizon-
tal—f low sedimentation tanks, and work on mixed—bed filtration led to the
development of an efficient graded filter with layers of polystyrene,
anthracite, sand and garnet, the strata being graded so that they retain
their relative positions during back—washing and so that the pore space
decreases in the direction of flow, with consequent deeper penetration of
removable material.
502
SOLUTION TO SURFACE RUNOFF PROBL .
A. Y. Abdel—Razaq, W. Viessman, Jr., and J. W. Hernandez.
ASCE Proc, J Hydraul Dlv, Vol 93, No HY6, Paper 5606, pp 335—52,
Nov 1967. 11 ref.
(through Eng Index, p 248, Feb 1968).
Descriptors: *Hydrographs, Runoff, Surface runoff.
Surface runoff hydrographs are computed by relatively simple method con—
isting of reducing governing partial differential equations at several
nodal points along flow plane. These equations are then solved for time
derivatives which are used in Taylor’s series to approximate velocity
and depth after increment in time. Comparison with experimental data
shows that runoff hydrographs were reproduced fairly accurately. Numeri-
cal solution was shown to be stable and truncation errors negligible.
503
oN STRUCTURE OF COAXIAL GRAPHICAL RAINFALL—RUNOFF RELATIONS.
A. Becker.
mt Ass Sci Hydrol — Bull, Vol 11, No 2, pp 121—30, June 1966.
(through Eng Index, p 2277, 1967).
flescriptOrs *Rainfall_runoff relationships, *Rajnfall intensity.
This paper, supported by investigations into extreme conditions and
events — i.e., moisture—oversaturated river basin, threshold concept,
jnstantaneous rainfall and rainfall of extreme amount — supplies general
jnformation on structure of coaxial graphical rainfall—runoff relations
and on physical laws primarily controlling shape of curves in indivi-
dual quadrants of coaxial relations.
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504
CONCEPTION OF A MODEL FOR DETERMINING TILE LAWS OF RAIN DISCHARGE RELA-
TIONS. (in German).
A. Becker.
Wasserwirtsch — Wassertech, Vol 18, No 1, pp 16—21, Jan 1968.
Descriptors: *Model studies, *Rajnfall—runoff relationships, Flow
measurement, *Surface runoff, Runoff forecasting.
Rain discharge relations, especially on the surface of rivers, play a
significant role in the forecasting of floods, because they make it pos-
sible to achieve a maximum time advance in making the forecasts. A
model is developed (based on unit territorial and rain relations) to de-
duce the rain discharge relationships from threshold values and other
simple quantities. An example is given for which — on the basis of fa-
vorable conditions — an approximate determination of the surface water
retention was possible by considering the surface water states at two
representative measuring stations.
505
SURVEY OF RECENT DEVELOPMENTS IN RAINFALL—RUNOFF ESTIMATION.
E. C. Bell
Inst Eng, Australia J, Vol 38, No 3, pp 37—47, Mar 1966. 73 ref.
(through Eng Index, p 2648, 1966).
Descriptors: Rainfall intensity, *Computer programs, *Rainfall_runoff
relationships, *Model studies.
Advances in estimating streamflow from given quantities of rainfall that
were made by simulating hydrological phenomena with high—speed computers
are surveyed. It is shown that some of these techniques are based on
rather artificial models of physical processes and could give poor pre-
dictions for extreme or uncommon conditions. Individual processes are
studied and it is suggested that most models could be improved.
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506
EFFECT OF SNOW COMPACTION ON RUNOFF FROM RAIN OR SNOW.
F. A. Bertie.
U S Bur Reclamation—Eng Monographs, No 35, June 1966. 45 pp.
(through Eng Index, p 1195, 1967).
Descriptors: *Runoff, Design storm, *Rain.
Computational procedure for determining water available for runoff and
jts time of occurrence resulting from rain—on—fresh—snow condition is
presented. Procedure includes estimate of shrinkage of snow pack caused
by metamorphosis of crystalline structure with addition of rainfall.
Examples are given showing use of procedure with assumed design storm
conditions. Procedure is used to reproduce observed flood which veri-
fies accuracy of method and assumptions and Is Intended for use in in-
flow design flood study in which design rain occurs on fresh snowpack.
507
A MATHEMATICAL MODEL FOR RELATING RUN-OFF TO RAINFALL WITH DAILY DATA.
w. C. Boughton.
Civ Eng Trans, Inst Eng, Australia, Vol CE8, No 1, pp 83—97, 1966.
(through Water Pollut Abstr, Vol 39, No 12, p 398, Dec 1966).
Descriptors: *Modei studies, *Rainfall_runoff relationships, Rain gages.
The author describes the development and use of a mathematical model to
9 jmulate the changes of moisture in a catchment using daily rainf ails
and evaporation records as data; the principal physical processes repro-
duced in the model, namely, evapotranspiration losses, soil moisture
5 torage, and infiltration losses, are discussed. The model has been
used with records from 6 gauged catchments in New South Wales, and
5 howed reasonable correlation between recorded and estimated run—of fs;
the results also suggested a possible explanation of the difference in
infiltration rates between plot experiments and natural catchments.
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508
A TECHNIQUE FOR ANALYSIS OF RUN—OFF HYDROGRAPHS.
D. L. Brakensiek.
J Hydrol, Vol 5, pp 21—32, 1967.
(through Water Pollut Abstr, Vol 41, No 4, p 166, Apr 1968).
Descriptors: *Hydrographs, *Runoff, *Computer programs.
A single function, based on a transformation of the Pearson type III
equation, was used to fit simple hydrographs, provision being made for
the independent evaluation of discharges for the rising and falling
limbs. Fitting principles, including those for computer use, are dis-
cussed and detailed, and a Fortran II source program written for an IBM
1620 computer is listed. Using an on—line plotter, calculated hydro—
graph points were compared visually with observed curves.
509
UNIT GRAPHS FOR NONUNIFORM RAINFALL DISTRIBUTION.
J. A. Buil.
ASCE Proc, J. Hydraul Div, Vol 94, No HY1, paper 5762, pp 235—57,
Jan 1968. 9 ref.
(through Eng Index, p 158, Apr 1968).
Descriptors: Drainage, *Runoff, *Hydrographs.
Correlation between Snyder’s basin constants Ct and 640 Cp and basin
physical characteristics of drainage area, total length, average slope
length to center of area, and elongation is established using synthetic
data. Actual data are used to compensate for discrepancies introduced
through initial use of synthetic data. Effects of nonuniform rainfall
distribution on basin runoff hydrograph is represented by unit graph,
selected from three computed for each basin. Computation formulas are
presented to define each of three basin unit graphs. Dimensionless
unit graph is introduced for more accurate definition of rising and
falling links of each unit graph.
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510
RELATION OF ANNUAL RUNOFF TO METEOROLOGICAL FACTORS.
M. W. Bushy
U S Geol Survey—Prof Pap 501—C, p C188—9, 1964.
(through Eng Index, p 2162, 1965).
Descriptors: Runoff, *Runoff forecasting, Rainfall—runoff relationships.
Average annual runoff at 62 selected stations throughout conterminous
United States was related to nine meteorological factors as recorded at
U S Weather Bureau first—order weather station near each point of runoff
study. Seven of these factors were significant at 80 percent level or
higher. On basis of these seven factors, standard error of estimate of
average annual runoff is about 30 percent.
511
RAINFALL—RUN-OFF RELATIONS IN THE UPPER GOULBURI’T RIVER CATCHMENT, N.S.W.
T. G. Chapman.
Civ Eng Trans, Inst Eng, Australia, Vol CE5, pp 25—35, Aug. 1963.
(through Water Pollut Abstr, Vol 37, No 2, p 55, Feb 1964).
Descriptors: *Rainfall_runoff relationships, *Rain gages, *Sto runoff,
*Groundwater recharge, *Rainfall intensity.
Identifiers: *Calculations.
The author describes the methods developed to determine the relation be-
tween rainfall and run-off in the Upper Goulburn river catchment in New
South Wales, a large catchment for which records of stream flow and
daily rainfall were available but there were no data on rainfall inten-
sity. The network of official rain gages were supplemented by records
from privately-operated instruments; these had a slightly lower standard
of consistency but were of adequate quality for use in the analysis.
Linear regression techniques were used to estimate mean winter and sum-
mer rainfalls for each station for a common 50—year period; isohyetal
maps for mean seasonal rainf ails were then developed by correlating the
estimated rainfall for each station with its altitude and a third vari-
able dependent on topography or location. About 75 percent of the vari-
ation in rainfall was accounted for in this way, compared with 37 percent
when altitude was the only variable. The stream—flow record was used to
estimate, within wide limits, the mean annual recharge to ground water
and to calculate the direct run—off from 242 storms in 47 years. The
relation between rainfall and run—off was developed by multiple regres—
slon analysis, which was first used to compare the efficiency of dif-
ferent predictors of rainfall intensity and catchment dryness.
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512
LABORATORY STUDY OF WATERSHED HYDROLOGY.
V. T. Chow.
Paper, mt Hydrol Symp, Fort Collings, Cola, Sept 1967, U of Illinois,
Urbana. 14 p, 3 fig, 7 ref.
(through Water Resources Abstr, Vol 1, No 2, Feb 1968).
Descriptors: *Rainfall_runoff relationships, *Watersheds, *Storm runoff,
*Mode]. studies, *Computer programs, *Roughness (hydraulic), Discharge
(water).
A conventional approach to study the rainfall—runoff relationship of a
watershed uses historical hydrologic data to fit a black—box model for
simulation of watershed hydrologic behavior. Although many measurements
of rainfall input and runoff output from watersheds are available, no
general theory explaining the course of flow mechanics from input to out-
put exists. The proposed laboratory approach investigates basic laws and
principles controlling mechanics of runoff from a watershed. It employs
a watershed experimentation system (WES) as a tool for the research. The
WES is an instrumentation system of integrated hydraulic, electronic, and
structural design that can produce an artificial rainfall of variable
time and space distribution to move over a laboratory area of 40 by 40 ft
or less; thus, it is capable of simulating a storm moving in any direc-
tion over a testing drainage basin constructed within the area. The ex-
periment is controlled electronically by a digital computer, and output
runoff is measured by sonar detectors which transmit information to the
computer for immediate recording and analysis. Various problems being
studied include the time factor in runoff process, conceptual watershed
roughness, and effect of storm movement on peak discharges. The WES also
may be used to study subsurface runoff by employing testing basins made
of porous materials.
513
SEQUENTIAL GENERATION OF RAINFALL AND RUNOFF DATA.
V. T. Chow, and S. Ramaseshan.
ASCE Proc, J 1 -Lydraul Div, Vol 91, No HY 4, Pt 1, paper 4416, pp 205—23,
July 1965.
(through Eng Index, p 2044—5, 1965).
Descriptors: *Storm runoff, *Drainage systems, *Rajnfall_runoff relation-
ships.
Identifiers: *Calculat ions.
Practical procedure is demonstrated by applying sequential generation
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techniques to rainfall and runoff data for stochastic, hydrological
analysis of drainage basin systems. In this method, stochastic process
is formulated by several major components including hourly annual storm
rainfalls, abstractions, routing model, baseflow, direct runoff, and
total runoff. 1000 annual storms are generated sequentially by Monte
Carlo methods and then routed through simulated basin system to produce
1000 generated floods which are represented by stochastic flow—duration
curves for use in water resources planning and design.
514
CONCEPTUAL MODEL OF HYDROLOGIC CYCLE.
N. H. Crawford, and R. K. Linsley.
mt Geod Geophys Union — Sect Sci Hydrol Pubi, No 63, pp 573—87, 1964.
(through Eng Index, p 1062, 1965).
Descriptors: *Model studies, *Watersheds, *Hydrographs, Groundwater,
*Storm runoff, Rainfall—runoff relationships, *Computer programs.
Model called Stanford Watershed Model (Mark II) utilizes hourly ordi-
nates of hydrograph during and immediately after rain and mean daily
ordinates for interim periods. Print—out includes monthly and annual
flow, monthly groundwater runoff, end of month soil moisture, and flow
duration curve of daily runoff. Model includes among its components
surfaces, interfiow, and groundwater runoff. Model has been tested on
basis embracing variety of climatic, hydrologic, and geologic conditions.
515
DISCHARGE FROM HEAVY RAINFALL.
E. E. Dawson.
Inst Civ Eng Proc, Vol 25, pp 373—374, 1963.
(through Water Pollut Abstr, Vol 37, No 1, p 13, Jan 1964).
Descriptors: *Discharge (water), *Rainfall—runoff relationships.
In connection with previous work on discharge from heavy rainfall further
studies have shown that no serious error was introducted by treating the
flow as uniform (whereas the flow on the ideal catchment would be non—
uniform) provided that the catchment was not very small.
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516
INVESTIGATIONS INTO THE UNIFORMITY OF RELATION BETWEEN GROUND WATER AND
RAINFALL OVER PROLONGED PERIODS AND THE POSSIBILITY OF PREDICTING GROUND
WATER LEVELS WITH SPECIAL CONSIDERATION OF DRY PERIODS.
J. Denner.
Dt Gewasserk Mitt, Vol 9, pp 73—85, 1965.
(through Water Pollut Abstr, Vol 39, No 10, pp 328—9, Oct 1966).
Descriptors: *Groundwater, *Rainfa].l —runoff relationships.
Identifiers: Calculations.
A report, including tabulated and graphical results, is given of exten-
sive studies carried out in 6 German towns at varying intervals over a
period of 54 years on the distribution of rainfall and run—off, effective
precipitation and temperature and stream flow. The effect of these
characteristics on the response of the water table and their relation to
climatic changes are discussed; it was found that the water table tends
to respond to rainfall in a characteristic pattern, making it possible to
predict short—term changes in the ground—water level allowing for weather
forecasts and dry weather periods. From these findings standard values
for high, medium, low and very low rainfall are derived.
517
LIMITING FACTORS IN RAINFALL RUN—OFF.
L. B. Escritt.
Eng, London, Vol 213, 1962.
Descriptors: *Rainfall—runoff relationships, *Storm runoff, *Sto i.ps,
*Rainfall intensity, Design, Sewage treatment, *Runoff forecasting.
Identifiers: *Surface permeability.
When sewerage systems are being designed, the volume of storm water is
often over—estimated because no allowance is made for change of imper-
meability during rainfall. In addition, in large catcbment areas, heavy
storms frequently cover only part of the total catcbment, and when run-
off is calculated by relating statistics of frequency, intensity and
duration of rainfall to impermeable area by a time—of—concentration
method, the flow may be considerably over—estimated. The author suggests
methods for allowing for the change of impermeability during rainfall and
for assessing the maximum areas likely to be covered by storms.
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518
RAINFALLS OF SHORT DURATION AND HIGH INTENSITY: AN ALTERNATIVE TO
BILHAHtS FORMULA.
L. B. Escritt.
Water Wastes Treat J, Vol 7, 1960.
Descriptors: *Rainfall intensity, Design, *Surface runoff, *Sewers.
Identifiers: *Storm sewers.
In connection with the design of surface water sewers, the author dis-
cusses the use of Bilham’s formula for rainfalls of short duration and
high intensity (see W.P.R. Summary, 1937, 10, Abstr. No. 189); and pre-
sents a modified general intensity formula derived from logarithmic
plotting based on Bilham’s formula.
519
WATER AND WASTE-WATER ENGINEERING. VOL I. WATER SUPPLY AND WASTE-WATER
REMOVAL.
G. M. Fair, J. C. Geyer, and D. A. Okun.
New York: John Wiley & Sons, 1966. 1246 pp.
(through Water Pollut Abstr, Vol 39, No. 12, p 409, Dec 1966).
Descriptors: Design, Sewers, *Rainfall_runoff relationships, Surface
runoff, Groundwater, Equipment.
Identifiers: *Storage tanks.
This book is based on a previous publication produced in 1954 and is de-
signed to help students of civil and sanitary engineering to understand
the principles of water supply and waste disposal. Chapters are included
on water—supply and sewerage systems; information analysis; water re-
quirements and volumes of sewage; relations between rainfall and runoff
and the control and storage of runoff; flow and collection of ground
water and surface water; transmission and distribution of water; collec-
tion of sewage; design and operation of machinery and equipment; optimi-
zation techniques; and carrying out of engineering projects. Information
and conversion factors are given in an appendix, and a bibliography and
subject index are included.
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520
DETERMINATION OF THE MELT—WATER FLOW FROM THE WATER RESOURCES OF THE
SNOW COVER. (in German).
H. 3. Grasnick.
Wasserwirtsch — Wassertech, Vol 17, No 9, pp 302—306, Sept 1967.
Descriptors: *Snowmelt, *Runoff.
Identifiers: *Calculatjons.
With the aid of several statistical methods, an attempt was made to work
out a prognosis for the melt—water run—off (as well as the total run—off
at peak values) in some river areas of the German Democratic Republic
showing various physical and geographical conditions. The investigation
made use only of observation data published in the meteorological and
hydrological annuals. Although this material, especially that about the
snow cover, did not permit the desired fully complex statistical evalua-
tion, nevertheless, it was possible to find certain regularities in the
relationship between the water resource and run—off. The report con-
tains results of a differential analysis of special snow investigations
carried out in Spring 1965 and the author’s suggestions on how to improve
observation of the snow cover.
521
COMPUTING RUNOFF FROM SMALL WATERSHEDS.
C. L. Hamilton.
Public Works, Vol 96, No 8, pp 106—8, Aug 1965.
(through Eng Index, p 2648, 1966).
Descriptors: *Storm runoff, *Rainfall intensity, Watersheds.
Identifiers: *Calculations.
Use of summation “W’ 1 method for estimating runoff from small watersheds,
with “W” standing for relative values of certain physical watershed
characteristics that are summed up to obtain preliminary estimate of
peak discharge,is discussed. Rainfall factor was developed to make ad-
justment in rainfall intensity as it varies throughout United States in
reference to intensity chosen as standard. Sample computation is pre-
sented to illustrate application of method. Data on runoff—producing
characteristics of watershed with corresponding weights.
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522
THREE—DIMENSIONAL TYPE REPRESENTATION OF HYDROLOGICAL DATA.
A. A. Hirsch.
Amer Water Works Ass J, Vol 56, No 7, p 937, July 1964.
(through Eng Index, p 900, 1964).
Descriptors: *Rainfall_runoff relationships, *Data collections.
Three—dimensional method of presenting time—related values for data re-
lated to rainfall, streamfiows, water levels, etc, so that 1—yr graphs
can be compared over periods of many years is described. Method whereby
yearly curves are cut—out, laminated in clear plastic, and mounted in
plots on baseboard, for furnishing easily comprehensible volume of data
in compressed form.
523
ANALYSES AND APPLICATION OF SIMPLE HYDROGRAPHS.
H. N. Holtan, and D. E. Overton.
J Hydrol, Vol 1, No 3, pp 250—64, 1963.
(through Eng Index, p 899, 1964).
Descriptors: *Hydrographs, *Watersheds, *Ralnf all intensity, Storms.
Method of hydrograph analyses to derive parameters for computing hydro—
graphs tailored to specific watersheds and specific rainstorms is pre-
sented. Simple hydrographs are analyzed to develop techniques for rapid
derivation of watershed storage coefficient, and subsequently, for defin-
ing and positioning hydrograph in terms of storage coefficient and rain-
fall intensity period. Simple hydrographs are developed by these techni-
ques for storm increments or for homogeneous increments of heterogeneous
watersheds, and summated to derive complex, multiple—peak, or sustained—
flow hydrographs.
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524
RAINSTORMS MADE TO ORDER.
L. Arthur Hoyt.
Public Works, Vol 99, No 3, pp 95—98, March 1968. 4 p, 1 fig, 2 photo.
(through Water Resources Abstr, Vol 1, No 6, p 17, June 1968).
Descriptors: *Computer programs, *Storms, *Rainfall intensity,
Watersheds, *Storm runoff.
A computer controlled rainfall simulator has been developed by Ven Te
Chow of the University of Illinois to produce artificial rainstorms.
The simulator can develop storms of any intensity pattern, repeat them
at any interval desired over all types of terrain, and measure runoff
from the terrain with given conditions of absorption and other para-
meters, to an accuracy never before obtainable. The rainfall can be re-
leased over any part, or all, of a 40— by 40—ft artificial terrain.
Types of storms are programmed and stored on computer tape so they can
be started, stopped, or repeated at will. The terrain simulated can
range from lush water basin areas to arid desert. Water runoff is ac—
currately measured. Major objective of the entire study is to investi-
gate basic laws of flow mechanics of surface water over artifical water-
sheds. Descriptions of the electronic simulator and operation of major
components are given.
525
SPATIAL DISTRIBUTION OF HEAVY STORM RAINFALLS IN ILLINOIS.
F. A. Huff.
Water Resources Res, Vol 4, No 1, pp 47—54, Feb 1968.
Descriptors: *Storms, Rainfall intensity.
Indicators: *Ca].culations, Illinois.
An 11-year continuous record from 49 recording rain gages on 400 square
miles in central Illinois has been used to derive characteristic area—
depth relations in heavy rainstorms for storm periods of 30 minutes to 48
hours on areas of 50, 100, 200, and 400 square miles. First, eight gen-
eral equations were statistically tested to determine the most appropri-
ate fitting method for the area—depth curve. Overall, an equation rela-
ting rainfall depth to the square root of the area received the highest
score. However, the equation that fit best was found to vary with areal
size, mean rainfall, and storm duration, which, in turn, reflected gen-
eral trends in relative variability and skewness of the rainfall spatial
distribution. Because of the high degree of variability in the area—
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depth relation between storms, the analytical results have been present-
ed as probability distributions for given sets of conditions with re-
spect to area, storm duration, and rainfall volunie. Thus, the user is
provided with both average curves and curves applicable to more extreme
patterns of storm rainfall.
526
TrMJ DISTRIBUTION OF RAINFALL IN HEAVY STORMS.
F. A. Huff.
Water Resources Res, Vol 3, No 4, pp 1007—1019, 1967.
Descriptors: *Storms, Rainfall intensity.
Identifiers: *Calculations, Illinois.
Time distribution relations have been developed for heavy storms on areas
ranging up to 400 square miles and presented in probability terms to pro-
vide quantitative information on interstorm variability and to provide
average and extreme relations for various applications of the findings.
It was found that the relations could be represented best by relating
percent of storm rainfall to percent of total storm time and grouping the
data according to the quartile in which rainfall was heaviest. The in-
dividual effects of mean rainfall, storm duration, and other storm fac-
tors were small and erratic in behavior when the foregoing analytical
technique was used. Basin area had a small but consistent effect upon
the time distribution. The derived relations are applicable to the Mid-
west and other areas of similar climate and topography. They can be
used in conjunction with published information on spatial distributions
and other storm parameters to construct storm models for hydrologic
applications.
273
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527
DISSIPATIVE RIVER FLOW MODEL.
D. R. Jackson.
J Hydrol, Vol 6, No 1, pp 33—44, Jan 1968.
(through Eng Index, p 221, July 1968).
Descriptors: *Model studies, Rivers, Runoff.
Derivation and solution of second order differential equation of river
system is presented. Model assumes routing rainfall excess through
series of resistive and dissipative elements. Some suggestions for f it—
ting model to actual data are presented. Comparison is made with other
models.
528
[ CALCULATION OF DISCHARGE OF RAIN DITCHES AND RAINFALL COLLECTING
SYSTEMS]. Calcul des d bits des foss s et ouvrages de collecte
pluviales.
G. Jeuffroy, and J. Prunieras.
Constr, Vol 19, No 1, pp 21—9, Jan 1964.
(through Eng Index, p 1743, 1964).
Descriptors: *Discharge (water), *Storm drains, Rivers, Runoff fore-
casting.
Identifiers: *Calculatjons.
Method for calculating maximal flow of ditch or surface channel bordering
elongated area, taking into account local meteorological factors and dis-
charge rate of drainage system is presented. Variable discharge rate is
stated by equation with partial derivatives where integration provides
simple solution for flow at arbitrary time and point. Theory is appli-
cable to flood levels on rivers.
274
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529
RAINFALL AS AFFECTING FLOW IN SEWERAGE SYSTEMS.
C. C. Judson.
Surv, Vol 84, Nos 2168, 2169, 2170, pp 119—20, 141—3, 163—5,
Aug 11, 18, and 25, 1933.
Descriptors: *Rajnfa]j intensity, *Runoff, *Sewers, Flow measurement,
Storms.
Discussion of principal rainfall factors; area of watershed, intensity
of rainfall; time of concentration; area—time diagrams; methods of cal-
culating run—off; author’s method; possible economics.
530
[ RETARDATION OF DISCHARGE IN PUBLIC WATERS WITHIN THE AREA OF A
COMMuN TYJ. Abflussverzogerungen bei offentlichen Gewassern innerha].b
eines Gem indebezirks. (in Cerman).
w. Kadner.
Wasserfach, Vol 109, No 6, pp 158—159, 1968.
public waters often serve as the unloading place for rainwater overflows
mixed sewer systems or rainwater mains of separate systems. In sizing
such streams, it is difficult to follow the usual corresponding methods
for town drainage and Kehr’s rainwater run—off diagram does not permit
the determination of maximum run—off any more. It is claimed that the
method described has the advantage of permitting the determination of
run—off at any point in the stream and thus, also, of the respective
design flow. Moreover, it makes it possible to add new drainage areas
and to determine the volume of the permissible maximum amount and to make
corrections for the developed progress line without too much effort.
275
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531
CONTRIBUTION TO THE DETERMINATION OF THE DIMENSIONS OF RAIN STORAGE
TANKS.
W. Kadner.
Gesundh Ing, Vol 88, pp 124—127, 1967.
(through Water Pollut Abstr, Vol 40, No 8, p 352, Aug 1967).
Descriptors: Rainfall intensity, *Storm runoff.
Identifiers: *Combined sewers, *Storage tanks, *Capacity, *Calculatjons.
The author compares two methods, the Miiller—Neuhaus and the Randoif, for
the determination of suitable dimensions for storm—water tanks in com-
bined sewerage systems. He stresses the importance of determining a pro-
gression from observations of rainfall in the place concerned and of re-
ferring to this in the calculations: those made for the town of Karis—
ruhe, Germany, are given as an example, with tables and graphs. No sig-
nificant difference was found between the results obtained by the two
methods, but the Randolf method is more suitable when a series of tanks
is to be used. A bibliography is appended.
532
HYDROLOGICAL AND EFFICIENCY INVESTIGATION METHOD IN CONNECTION WITH
ESTABLISHMENT OF DEVELOPMENT RATE OF SURFACE DRAINAGE.
G. Kienitz.
mt Commission on Irrigation & Drainage—5th Cong, Tokyo—Trans,
Vol 3, pp 15.495—504, 1963.
(through Eng Index, p 460, 1964).
Descriptors: *Drainage systems, Rainfall—runoff relationships,
Discharge (water).
Identifiers: *Capacity.
Investigations were carried out to establish what channel flood—waves
would develop in catchinent area as result of precipitation, depending
on discharge capacity of drainage system.
276
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533
MEASURING RAINFALL AND RUN—OFF AT STORM—WATER INLETS.
J. W. Knapp, J. C. Schaake, and W. Vlessman.
ASCE Proc, J Hydraul Dlv, Vol 89, No HY5, p 99, 1963.
Descriptors: *Rainfall_runoff relationships, *Rain gages, Intakes,
Instrumentation, *Automatjc control, Storms, *Runoff, *Storm runoff.
Identifiers: *Urban drainage.
An illustrated description is given of an instrument system which has
been developed to measure rainfall and run—off in small urban drainage
areas draining to storm—water inlets. The system includes a rain gauge
on each area, a measuring device inside the inlets, a recorder, and con-
trols providing automatic operation during storms. The installation can
be completed with few alterations to existing drainage facilities.
534
LINEAR ANALYSIS OF RAINFALL—RUNOFF RELATIONSHIP.
V. C. Kulandaiswamy.
Instn Engr (India), J, Vol 46, No 11, Pt Cl 6, pp 594—603, July 1966.
(through Eng Index, p 2384, 1967).
Descriptors: *Rainfall_runoff relationships, *Hydrographs.
Identifiers: *Calculatjons.
Study of relationship between rainfall excess and surface runoff by
treating rainfall excess as ‘inflow to’ and surface runoff as ‘outflow
from’ basin, and assuming relationship to be linear, is presented.
Using Laplace transform method, expression is derived for instantaneous
unit hydrograph. Various assumptions underlying existing instantaneous
unit hydrograph theories and approximations made in their development
are explained.
277
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535
A BASIC STUDY OF THE RAINFALL EXCESS-SURFACE RUN-OFF RELATIONSHIP IN A
BASIN SYSTEM.
V. C. Kulandaiswamy.
Thesis, Univ. of Illinois, 1964.
(through Water Pollut Abstr, Vol 38, No 10, pp 334—5, Oct 1965).
Descriptors: *Rajnfall_runoff relationships, *Hydrographs, Drainage,
Storms, *Surface runoff.
Identifiers: *Calculatjons
After viewing various instantaneous unit hydrograph theories, the author
develops a general theory for the relation between rainfall and run—off
in a drainage basin. An equation is first derived for storage In the
basin, and this equation is then combined with the equation of continuity
to give the differential equation for the system. The theory is valid
for both linear and non—linear cases. Storms over 6 natural basins were
analyzed to verify the theory; the storage and surface run—off computed
agreed well with observed values.
536
AN INVESTIGATION INTO INFILTRATION AND INTERCEPTION RATES DURING STORM
RAINFALLS AND THEIR APPLICATION TO FLOOD PREDICTION.
Allan 0. Lambert.
Inst Water Eng J, Vol 21, No 6, pp 525—35, Aug 1967. 4 tab, 8 fig.
(through Public Health Eng Abstr, Vol 47, No 12, Dec 1967).
Descriptors: *Rajnfall_runoff relationships, *Hydrographs, *Runoff
forecasting, Flood forecasting.
An investigation was made into the relationship between combined inf ii—
tration and interception rates during periods of heavy rainfall and fac-
tors representing various soil—moisture conditions. The hydrometric
data were obtained from a catchnLent area of 18.5 sq miles in South Lanca-
shire. A flood analysis method capable of predicting direct run—off in
hourly intervals was developed. This method, combined with the use of
unit hydrographs, provided accurate predictions of both the magnitude and
temporal distribution of the river hydrographs.
278
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537
STORAGE ROUTING METHODS OF FLOOD ESTIMATION.
E. M. Laurenson.
Civ Eng Trans, Inst Eng, Australia, Vol Ce 7, No 1, pp 39—47,
April 1965. 30 ref.
(through Eng Index, p 2045, 1965).
Descriptors: *Flood forecasting, *Model studies, *Rajnfall_runoff
relationships.
Estimation of floods resulting from rain storms on catchment areas by
means of routing rainfall—excess through computational model represent-
ing catchment storage is discussed. Main methods and concepts necessary
to understanding and use of new storage routing technique are reviewed.
Several concepts are illustrated in example of application.
538
A CATCUNENT STORAGE MODEL FOR RUN-OFF ROUTING.
E. M. Laurenson.
J Hydrol, Vol 2, pp 141—163, 1964.
(through Water Pollut Abstr, Vol 39, No 4, p 124, April 1966).
Descriptors: *Surface runoff, *Rainfall_runoff relationships, *Model
studies, Discharge (water), *Hydrographs, Storms.
To determine the surface run—off resulting from rainfall—excess a catch—
inent storage model was developed by dividing the area into sections of
equal storage delay time. Run—off was routed through the catchment by
taking the outflow from a section plus the rainfall—excess as the inflow
to the next section. The average delay time was shown to be equal to
the lag for a catchment, and an empirical relation was determined be-
tween the lag and the mean discharge for a particular flood. The proce-
dure was applied to storm data recorded at the University of New South
Wales, South Creek experimental catchinent, and the results were com-
pared graphically with actual surface run—off hydrographs. Satisfactory
agreement was obtained except in cases where the hydrograph rise was
small.
279
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539
THE RELATION BETWEEN RAINFALL AND RUNOFF——REVIEW PAPER.
Stanford Univ, Calif.
Ray K. Linsley.
J Hydrol, Vol 5, No 4, pp 297—311, Oct 1967. 15 p, 49 ref.
(through Water Resources Abstr, Vol 1, No 3, p 21, Mar 1968).
Descriptors: *RAjnfall_runoff relationships, Surface runoff, *Hydro_
graphs, *Computer programs.
In a period of about 300 yr, a substantial understanding of the rela-
tionship between rainfall and runoff has been developed. Perrault’s
original crude experiment confirming the causal relationship between
rainfall and runoff was followed by a lengthy era of empiricism caused
largely by inadequate data; a brief period of a quarter century in which
a reasonably adequate descriptive picture of the runoff process was de-
vised; and finally, reasonably rational correlations between precipita-
tion and runoff. It has been demonstrated that the runoff process may
be simulated on a computer with a high order of accuracy. If advantage
is taken of this development to secure an adequate amount of the proper
kinds of hydrologic data, a completely general simulation model may be
developed which can reproduce the streamflow hydrograph on any stream,
gaged or ungaged, with an accuracy at least as good as that of the data
supplied to the computer.
540
ROLE OF DIGITAL COMPUTERS IN HYDROLOGIC FORECASTING AND ANALYSES.
J. P. McCallister.
tnt Geod Geophys Union — Sect Sci Hydrol Publ, No 63, pp 68—76, 1964.
3 charts.
(through Eng Index, p 2082, 1965).
Descriptors: *Computer programs, *Rainfall_runoff relationships,
*Runoff forecasting, Hydrographs.
Identifiers: *Calculat ions.
Major goal of river forecasting computer model is to conserve as much
continuity as possible between forecaster and his forecast product. Com-
puter will provide mathematically exact forecast computation. Four hy-
drologic subroutines required to develop forecast program are rainf all—
runoff computation, unit graph computation, stream flow routing and res-
ervoir routing.
280
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541
VARIATION OF RUN—OFF COEFFICIENT.
K. J. Mawson.
New Zeal Eng, Vol 14, 38, 1959.
Descriptors: *Drainage systems, *Storm runoff, *Runoff forecasting,
Storms, *Rainfall intensity, Design.
Identifiers: *Urban drainage, *Wellington, N.Z.
At Wellington, N.Z., for about 30 years, storm—water drainage systems
have been designed satisfactorily on the basis of the runoff—estimated
by the rational method, which assumes that the highest peak flows from
small catchments are produced by storms of the short—duration, high—
intensity type, and generally makes no provision for prolonged falls of
relatively low intensity. Data on the rainfall and floods in the resi-
dential suburb of Karen and in the bush—covered Wainui water-supply
catchment area are presented and discussed with particular reference to
the behavior of the run—off coefficient. It is concluded that the short—
period high—intensity type of storm does not produce peak floods as high
as those attained in longer storms of more moderate intensity, and that
the rational method is valid for designing drainage systems for the pro-
longed type of storm. The run—off coefficient can be calculated with
reasonable accuracy by the method in the “Provisional Standard” of the
Soil Conservation and Rivers Control Council, N.Z.
542
RAINFALL AND EVAPORATION: DISTRIBUTION IN SPACE AND TIME.
p. J. Meade.
Inst Water Eng J, Vol 21, No 3, pp 210—215, May 1967.
Descriptors: *Rain gages, *Data collections, *Rainfall intensity.
Identifiers: Urban drainage.
The Meteorological Office is undertaking intensive research into the pro-
blems of the measurement, collection, and analysis of data on rainfall
and subsequent evaporation to use in future planning of both water re-
sources and water disposal. Water disposal problems requiring an accurate
analysis of rainfall data include: urban drainage, roof drainage, protec-
tion of dams, embankinents for railways and roads, etc. However, meteoro—
logists are aware of another set of problems which must be attacked with
determination If a comprehensive service of information and advice is to
be provided in this field. These problems are concerned with the fore—
281
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casting of rainfall, the time of onset, the duration, and the quantity
that will fall; they range over a wide area of meteorology from the
physics of clouds to the large—scale movements of the general circula-
tion of the atmosphere.
543
EFFECTS OF CLIMATOLOGIC AND BASIN CHARACTERISTICS ON ANNUAL RUN—OFF.
S. E. Mustonen.
Water Resources Res, Vol 3, pp 123—130, 1967.
(through Water Pollut Abstr, Vol 41, No 5, p 211, May 1968).
Descriptors: *Runoff forecasting, Surface runoff.
Identifiers: *Calculations, Surface permeability, Finland.
Regression analysis was used to select cliniatological and basin charac-
teristics affecting the annual run—off in Finland. Seasonal precipita-
tion and mean annual temperature were found to be much more important
than basin characteristics such as soil type and vegetation; frost depth
was inversely related to run—off; while percentage areas of cultivated
land and peat land were not significant factors. The statistical methods
used are explained and discussed.
544
THE ROLE OF PARAMETRIC HYDROLOGY.
University College, Gaiway, Ireland.
J. E. Nask.
Inst Water Eng 3, Vol 21, No 5, pp 435—474, July 1967. 25 ref.
Descriptors: *Rainfall—runoff relationships, *Hydrographs, Storm runoff,
Model studies.
Identifiers: *Calculatjons.
Parametric hydrology is defined and its advantages, uses and techniques
are described. The rational method is briefly described. A method of
graphical correlation of observed volumes of storm run—off to the amounts
and duration of rainfall and conditions in the basin at the time of the
storm is described. The unit hydrograph method of measuring the distri-
bution of run—off in time is presented. Equations and parameters are de-
veloped for this method based on basin characteristics and other vari-
ables. Conceptual models and hydrologic frequency are discussed. A
lengthy discussion follows the paper.
282
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545
STUDY OF R R L HYDROGRAPH METHOD OF DESIGNING SEWER SYSTEMS.
E. G. W. Oliver.
Chartered Munic Eng, Vol 90, No 12, pp 377—82, Dec 1963.
(through Eng Index, p 1869, 1964).
Descriptors: *Hydrographs, *Design, *Sewers, Rainfall intensity, Outlets.
Identifiers: *Calculat ions.
Hydrograph method of design considers changing situation over drainage
area and in network of sewers at equal intervals of time, usually of one
minute. Calculation reflects minute—by—minute variation in contributing
area, rainfall intensity and volume of water stores. Flow diagram, or
hydrOgraph, is evaluated and rate of flow at outfall is shown after each
minute. Comparison is made with conventional rational method.
546
METHODS OF DETERMINING SURFACE DISTRIBUTION OF EXCESSIVE RAINFALLS.
j. petrlik.
mt Geod Geophys Union — Sect Sd Hydro]. Pubi, No 65, pp 303—8, 1964.
(through Eng Index, p 2044, 1965).
Descriptors: Rain gages, *Rainf all intensity, Surface runoff.
Identifiers: *Calculatjons.
Investigation of surface distribution of heavy rainf ails in area of four
largest towns in Czechoslovakia using rain gaging data of 25 yr period
1925—1949, is presented. Two basic characteristics determined for rain—
falls were relation between maximum intensity of total rainfall in
nun/mm and its duration in place of maximum intensity in minute. Equa-
tion of horizontally diminishing intensity of heavy rainfalls was deter-
mined empirically.
283
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547
[ COMPARISON OF SOME FORMULAS FOR DETERMINING THE SNOW MELT (PRELIMINARY
RESULTS)]. Betrachtungen zur Wahl von Verteilungsfunktionen f ir die
Berechnung von Hochwasserdurchflussen. (in German).
N. Rachner.
Wasserwirtsch — Wassertech, Vol 18, No 1, pp 10—12, Jan 1968.
Descriptors: *Snowmelt, *Runoff forecasting, *Discharge (water), Flood
control.
Identifiers: *Calculat ions.
Run—off forecasts, especially the snow—melt water discharge prognoses,
gain continuing significance in flood prevention and water management.
To present a survey of possible methods and, simultaneously, to show the
order of magnitude of ommisslons pertaining to the simpler methods, a
selection and comparison of various formulas found in the literature is
made. The statements are illustrated by examples.
548
SURFACE-WATER HYDROLOGY OF CALIFORNIA COASTAL BASINS BETWEEN SAN
FRANCISCO BAY AND EEL RIVER.
S. E. Rantz, and T. H. Thompson.
U S Geol Survey—Water Supply Pap 1851, 1967. 60 pp, map.
(through Eng Index, p 75, Apr 1968).
Descriptors: *Surface runoff, Planning.
Identifiers: California.
Hydrologic information for use in project planning by California Depart-
ment of Water Resources and other water agencies operating in State is
presented. Study of runoff regimen indicates that, for any stream, there
is close relationship between flow—duration curve and frequency curves
for low flows of various durations. Magnitude and frequency of high
flows, for durations ranging from 1 day to 274 days, were analyzed by
method that closely paralleled that used in flood—frequency study.
284
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549
ON THE IMPORTANCE OF VOLUME DISTRIBUTION IN THE CALCULATION OF DRAINAGE
SYSTEMS.
P. H. Rendsvig.
Gesundh Ing, Vol 84, pp 241—246, 1963.
(through Water Pollut Abstr, Vol 37, No 6, p 203, June 1964).
Descriptors: *Drainage systems, *Runoff forecasting.
Identifiers: *Calculatjons
The author discusses a graphical method for calculating the volume of
run—off to be allowed for in sewerage systems. He compares his result,
based on the summation equation, with the Schoenefeidt method.
550
NOTES ON CALCULATING FLOW OF SURFACE WATER IN SEWERS.
D. W. Riley.
Inst Munic County Eng J, Vol 58, No 20, pp 1483—94, Mar 29, 1932.
Descriptors: *Surface runoff, Rainfall intensity, *Sewers.
Identifiers: *Calculations
Methods of computing runoff corresponding to various rainf ails; intensi-
ty—duration and area—time curves.
551
LONG-RANGE FORECAST OF CRITICAL DATES OF SPRING DISCHARGE HYDROGRAPH
FROM LOCAL INDICES OF ATMOSPHERIC CIRCULATION.
M. V. Rudometov.
Amer Geophys Union, Soviet Hydroi — Selec Pap, No 1, pp 31—46, 1964.
(through Eng Index, p 2081, 1965).
Descriptors: *Runoff forecasting, *Flood forecasting, *Hydrographs,
Discharge (water).
Identifiers: Russia.
Methods of long—range forecasting of dates of beginning of spring high
water and dates of onset of maximum discharge based on use of local in-
dices of atmospheric circulation, taking Desna River at city of
Chernigov in Ukraine as example is described.
285
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552
MAGNITUDE AND FREQUENCY OF STORM RUNOFF IN SOUTHEASTERN LOUISIANA AND
SOUTHWESTERN MISSISSIPPI.
V. B. Sauer.
U S Geol Survey—Prof Pap 501—D, pp 182—4, 1964.
(through Eng Index, p 2043, 1965).
Descriptors: *Storm runoff, Storms, Discharge (water).
Identifiers: *Calculat ions.
Graphical correlations indicate that mean annual, or 2.33—yr, storm run-
off for any site in area is 64 sec_ft_days/sq mi, which is equivalent to
uniform depth of 2.38 in. Recurrence interval of individual storm run-
off will, in many instances, be significantly different from recurrence
interval of peak discharge resulting from same storm.
553
SYNTHESIS OF INLET HYDROGRAPH.
J. C. Schaake, Jr.
Johns Hopkins Univ—Dep Sanit Eng & Water Resources—Tech Report 3,
June 1965. 105, p, 21 ref.
Descriptors: *HydrographS, *Intakes, *Surface runoff, Storms, *Computer
programs, *Drainage systems.
Identifiers: Calculations, Surface permeability.
Method is presented for synthesizing hydrograph of runoff from paved
portions of drainage area. Method involves application of equations
of gradually varied unsteady flow in open channels to describe mechanics
of surface runoff. Method of synthesizing inlet hydrograph will provide
means for developing records of runoff for inlet areas of sufficient
length to have statistical significance. Advantage of method is that
drainage area behavior can be simulated on computer so response of area
to arbitrary or spatially varied rainfall can be accurately predicted.
286
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554
EXPERIMENTAL EXAMINATION OF RATIONAL METHOD.
J. C. Schaake, Jr., J. C. Geyer, and J. W. Knapp.
ASCE Proc, J Hydraul Dlv, Vol 93, No H? 6, paper 5607, pp 353—70,
Nov 1967.
(through Eng Index, p 248, Feb 1968).
Descriptors: *Rainfall_runoff relationships, Drainage, Runoff, *Rainfall
intensity, Storm runoff, Design.
Identifiers: *Calculations, *lJrban drainage, Baltimore, Md.
Rainfall and runoff data collected in Baltimore, Md. from 20 gaged urban
drainage areas ranging in size up to 150 acres have been used in study
of Rational Method. Results suggest that frequency of occurrence of
computed design peak runoff is same as frequency of occurrence of rain-
fall intensity selected by designer with appropriate C. In accordance
with their usual design procedures, five storm drainage designers used
Rational Method to estimate 5 yr design peak runoff rates for six gaged
raiflage areas. These values are compared with runoff values from run—
0 ff frequency curves for these gaged areas.
555
REGRESSION MODELS FOR PREDICTING ON-SITE RUN—OFF FROM SHORT DURATION
CONVECTIVE STORMS.
H. A. Schreiber, and D. R. Kincaid.
Water Resources Res, Vol 3, pp 389—395, 1967.
(through Water Pollut Abstr, Vol 41, No 6, p 260, June 1968).
Descriptors: *Stortn runoff, *Rainfall intensity, *Model studies.
Identifiers *Calculatjofls.
Experimental plots were used to study the on—site run—off resulting
from 34 summer convective thunderstorms in the Walnut Gulch experimen-
tal watershed, Ariz. It was found that run—off increased with increase
in precipitation and decreased as antecedent soil moisture and crown
spread of vegetation increased. Six independent variables were used in
a step—wise multiple linear regression equation to determine the impor-
tance of total quantity per storm in inches; maximal 5—minute intensity
in inches per hour; and duration of storm in minutes.
287
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556
USE OF ANALOG MODELS IN ANALYSIS OF FLOOD RUNOFF.
3. Shen.
U S Geol Survey—Prof Pap 506—A, 1965. 24 p.
(through Eng Index, p 773, 1965).
Descriptors: *Computer programs, *Flood forecasting, Runoff.
Quasilinear analog model has been developed for simulating runoff—produc-
ing characteristics of drainage system. Where storage is linear unique
relationship correlating inflow and outflow peaks is derived. Technique
for synthesizing flood—frequency distribution is also proposed, whereby
effects of linear— or nonlinear—basin system upon its inflow probability
distributions are examined.
557
NON-LINEAR INSTANTANEOUS UNIT-HYDROGRAPH THEORY.
K. P. Singh.
ASCE Proc, 3 Hydraul Div, Vol 90, No HY2, Paper No 3852, pp 313—347,
1964.
(through Water Pollut Abstr, Vol 38, No 8, pp 269—270, Aug 1965).
Descriptors: *Hydrographs, *Storms, *Surface runoff.
Identifiers: *Calculatjons.
A theory has been developed, using a non—linear approach, to account for
the apparent variations in instantaneous unit hydrographs derived from
different storms over a given drainage basin. Excess rainfall with a
non—uniform areal and time distribution is transformed to a direct sur-
face run—off hydrograph at the basin outlet, with consideration of the
effect of both overland and channel flows. The characteristics of such
flows vary from place to place in any drainage basin, and their effects
on the instantaneous unit hydrograph are considered in terms of the
translation and storage factors of these flows over the basin. Analyses
of storms over 6 drainage basins gave consistent results, indicating
that the proposed equation can be used satisfactorily for instantaneous
unit hydrographs.
288
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558
DOUBLE-MASS ANALYSIS ON COMPUTER.
a. Singh.
ASCE Proc, J Hydraul Div, Vol 94, No HY 1, Paper 5729, pp 139—42,
Jan 1968.
(through Eng Index, p 158, April 1968).
Descriptors: *Computer programs, *Precipitation.
Identifiers: *Calculat ions.
Hydrologists use double—mass analysis to verify consistency of precipi-
tation or streamflow record. Precipitation of station is plotted
against combined precipitation of surrounding stations. Consistency of
record is verified if single straight line fitted through points is
reasonable. Analysis is done on computer by fitting straight line and
fourth—degre polynomial through points and comparing two sums of squares
of deviations of points from fitted curves. If record is found to be
inconsistent, it is adjusted by bringing deviated points along desired
single straight line. Method should be of value to hydrologists having
access to computers.
559
BASIC GEOGRAPHICAL AND HYDROCHEMICAL CHARACTERISTICS OF LOCAL RUNOFF OF
NATURAL ZONES IN EUROPEAN TERRITORY OF U S S R.
B. G. Skakal’skiy.
Amer Geophys Union, Soviet Hydrol — Selec Pap, No 4, pp 389—434, 1966.
(through Eng Index, p 231, July 1968).
Descriptors: *Precipitation, *Surface runoff, Groundwater, *Hydrographs,
ischarge (water).
Identifiers: Russia.
Consideration is given to physiographic conditions of formation from
atmospheric precipitation, falling on surface of catchments, of waters
of various origin that make up local runoff. Volumes of waters of vari-
OUS origin (surface—slope, soil—surface, topsoil—ground and ground-
water) are determined by genetic separation of discharge hydrographs
of small rivers. On basis of material thus obtained, quantitative de-
cription is given of genetic categories of runoff developing in speci-
fic hydrologic periods on small catchments for year of average hydro—
meteorological conditions, and their zonal features are established.
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560
PERCOLATION, GROUND-WATER DISCHARGE, AND STREAM FLOW IN THE NIDD VALLEY.
K. J. Smith.
Inst Water Eng J, Vol 20, pp 459—471, 1966.
(through Water Pollut Abstr, Vol 40, No 12, p 549, Dec 1967).
Descriptors: *Groundwater, *Discharge (water), Drainage, Rain, *Runoff,
*R.ainfall—runOff relationships.
Identifiers: Calculations, Surface permeability.
Records of drainage, taken from a percolation gage at Harlow Hill, near
Harrogate, Yorks., were compared with values for stream flow, rainfall
and run—off in the Nidd valley, Yorks., at 2 catcbment areas, Hunsingore
and Howstean. It was found that the response of percolation to rainfall
was similar to that of run—off to rainfall, and this was particularly
marked if mean values were taken over a long period. Statistical analy-
sis showed that the relation between run—off and measured drainage was
closest during winter and autumn, with correlation coefficients of 0.87
and 0.86 respectively; on the other hand there was a large discrepancy
between infiltration at Hunsingore and measured drainage at Harlow Hill.
It was concluded that the percolation gage is not a satisfactory instru-
ment for measuring effective infiltration and that results obtained from
it should be compared with run—off characteristics when the gathering
grounds are relatively impermeable.
561
WATER YIELD MODEL DERIVED FROM MONTHLY RUNOFF DATA.
W. M. Snyder.
mt Geod Geophys Union — Sect Sci Hydrol Pubi, No 63, pp 18—30, 1964.
(through Eng Index, p 2648, 1966).
Descriptors: *Rainfall—rUflOff relationships, Runoff, Watersheds, Model
studies.
Identifiers: *Calculatjofls.
Mathematical model has been developed to analyze past records of stream—
f low and to predict dependable yield from watersheds under varying pat-
terns of rainfall. Model contains three parts: first, seasonal rainfall
function generates potential runoff in two phases—immediate and delayed;
second, distribution function delivers delayed runoff to future stream—
f low; third, time—trend function compensates for changing watershed con-
ditions. Ten test sets of data were analyzed.
290
-------
562
SIMPLIFIED VERSUS OPTIMUM UNIT HYDROGRAPHS - ONE COMPARISON.
Georgia Inst Tech, Atlanta, Ga.
W. W. Snyder.
Water Resources Res, Vol 3, No 4, pp 947—948, 1967.
Descriptors: *Hydrographs, *Rainfall_runoff relationships.
Identifiers: *Urban hydrology.
A unit hydrograph is derived from a record storm previously analyzed for
the optimum realizable unit hydrograph. The storm data, an urban rain-
fall—runoff event, and original analysis are given in Eagleson. et al
Water Res. Res2 (4):755. The simplified curve—fitting procedures pro—
aii e a more rational appearing unit hydrograph in this case study.
563
NOMOGRAMS FOR THE DETERMINATION OF ANTICIPATED WATER DISCHARGE IN
PLANNING RAIN RUN-OFF SYSTEMS.
A. N. Sorokin.
Vodosn Sanit Tekh, No 5, pp 12—14, 1960.
Descriptors: *Runoff forecasting, *Design.
Identifiers: Calculations, *StorTn sewers.
Equations and nomograms are given for estimating the amount of run—off to
be allowed for when designing storm—water sewers.
564
[ RAINFALL RATES OF HEAVY RAINS IN BREMEN]. Regenspenden von Starkregen
in Bremen. (In German).
W. Storch, and F. W. Boll.
Gas Wasserfach, Vol 109, No 6, pp 156—157, 1968.
Descriptors: *Rainf all intensity.
Identifiers: *Calculations, *Bremen, Germany.
Recent measurements of the rainfall intensity—duration relationship,
which the municipal authorities of Bremen, Germany carried out at four
measuring stations, have shown that the rainfall intensity—duration curve
used for years does not correspond to present conditions. The old value
was in error of 67% for 25 minutes. A new rainfall intensity—duration
curve was constructed using Hoerler’s method, which provided the author
29].
-------
with data that could be used to determine rainwater rates for rainfalls
of any duration and frequency. The newly constructed curve not only
differs greatly from the old data, but also disagrees with the Reinhold
data so far accepted as valid for the whole northwestern part of Germany.
565
RELATIONSHIP BETWEEN SURFACE AND UNDERGROUND WATERS AND USE OF WELL
OBSERVATIONS IN RIVER-FLOW FORECASTING.
A. I. Subbotifl.
mt Geod Geophys Union — Sect Sci Hydrol Pubi, No 63, pp 513—19, 1964.
(through Eng Index, p 2082, 1965).
Descriptors: *Surface runoff, *Subsurface runoff, Discharge (water),
*Rajnfall—runOff relationships.
Identifiers: Russia.
Analysis of relations between groundwater level and low—water flow or
minimum discharge on several Russian rivers is presented. Storm runof f—
rainfall relationships are discussed.
566
ANALYTICAL CALCULATION OF STORM-WATER FLOWS IN A LARGE CHANNEL SYSTEM.
G. Supino.
Wasserwirtschaft, Vol 52, pp 122—126, 1962.
(through Water Pollut Abstr, Vol 37, No 2, p 57, Feb 1964).
Descriptors: *Storm runoff.
Identifiers *Calculatjofls, Italy.
The author summarizes methods developed in Italy for the calculation of
storm—water run—off. These can be applied to canals, sewerage systems,
and natural watercourSeS. The various equations and their range of
application are discussed.
292
-------
567
RAINFALL AND RUN-OFF IN THE DERWENT VALLEY TO YORKSHIRE BRIDGE,
DERBYSHIRE.
R. W. S. Thompson, and K. J. H. Saxton.
Inst Civ Eng Proc, Vol 25, Paper No 6664, pp 147—164, 1963.
(through Water Pollut Abstr, Vol 37, No 2, p 55, Feb 1964).
Descriptors: *Rainfall_runoff relationships.
Tabulated hydrometric data over the past 60 years are given for the
catchment area of the Derwent Valley Water Board on the river Derwent
in north Derbyshire. The relations between rainfall and run—off in the
area are discussed.
568
[ HYDROLOGICAL OBSERVATIONS]. Hydrologische beschouwingen. (in German).
S. J. van Kregten.
Commissie voor Hydrologisch Onderzoek T N O—Verslagen en Mededelingen,
No 9—Versiag van de Technische Bijeenkomst, No 18, pp 12—27, 1963.
20 ref.
(through Eng Index, p 900, 1964).
Descriptors: *Rainfall —runoff relationships, Discharge (water),
*Hydrographs, *Storm runoff, Surface runoff, Groundwater.
Identifiers: *Calculatjons.
Elements of transformation of precipitation to runoff are given on basis
of diagram of hydrological cycle. Methods used to determine discharge
from rainfall are reviewed, with special attention to unit—hydrograph
method for surface runoff. Analytical method developed in Netherlands
for calculation of groundwater discharge. Behavior of flood wave in
open channels is discussed.
293
-------
569
STORM S’1 iDIES IN SOUTH AFRICA—SMALL-AREA HIGH—INTENSITY RAINFALL.
W. van Wyk, and D. C. Midgley.
Civ Eng S Africa, Vol 8, No 6, pp 188—97, June 1966.
(through Eng Index, p 2279, 1967).
Descriptors: *Rainfall intensity, *Design.
Identifiers: South Africa.
Intensity—duration—frequency relationships, time distribution of intense
rainfall, and areal distribution of rain within intense storms are dealt
with. To enable relationships to be extended to ungaged localities,
coaxial plot of intensity, duration, frequency, mean annual rainfall and
rainfall region is presented. Dimensionless curve is provided as basis
for synthesizing mass curve of rainfall during design storm. Third dia-
gram is presented as basis for determining isohyetal pattern of design
storm. Application to design is illustrated by example.
570
CHARACTERISTICS OF THE INLET HYDROGRAPH.
W. Viessman, Jr., and J. C. Geyer.
ASCE Proc, J Hydraul Div, Vol 88, No HY5, p 245, 1962.
Descriptors: *Rainfall—ruflOff relationships, *Intakes, *Rainf all inten-
sity, Roughness (hydraulic), Runoff, *Hydrographs.
Identifiers: *Urban drainage, *Surface permeability.
The results of a study of the relationship between rainfall and runoff
for impervious inlet areas are presented. An attempt has been made to
include as many significant variables as possible. Prominent among the
latter were antecedent rainfall storm intensity and pattern, and size,
slope, and roughness of the inlet areas. Data from records on impervious
areas in Baltimore, Md., Newark, Del., and Hertfordshire, England. Equa-
tions for peak rates of runoff, rise of hydrograph, and method proposed
for predicting shape of simple hydrograph.
294
-------
571
PROGRESS REPORT ON THE STORM DRAINAGE RESEARCH PROJECT, JULY 1ST, 1959
TO JUNE 30TH, 1960.
Warren Vicssman.
Johns Hopkins Univ. Dep Sanit Eng Water Resour, Baltimore, 1960.
Descriptors: *Storm drainage, *Drainage, *Discharge (water), *Runoff
forecasting, *Rainfalj intensity, Weirs, Rain gages, Flow measurement,
*Storm runoff, Intakes, *Design.
Identifiers: *Baltimore, Md., *Urban drainage.
progress in the storm drainage research project at Baltimore, Md. is re-
ported, including studies on the effect of slope on the peak discharge
from small drainage areas, the effect of antecedent rainfall on the peak
rate of run—off, and the relation between the maximum 5—minute rainfall
intensity and the duration of the intense part of a storm; the analysis
of rainfall and run—off data for the gaged inlet areas; the development
of a standard weir for use in hydrological research. It is hoped that
the analysis of data from the existing and proposed gaging stations will
ultimately permit the development of a satisfactory procedure for pre-
dicting flows to storm—water inlets and designing the appropriate drain-
age system.
572
A HYDRAULIC MODEL FOR THE CATCHMENT-STREAM PROBLEM. III. COMPARISON
WITH RUN—OFF OBSERVATIONS.
g. A. Wooding.
j Ilydrol, Vol 4, pp 21—37, 1966.
(through Water Pollut Abstr, Vol 40, No 12, pp 548—9, Dec 1967).
Descriptors: *Model studies, *Rajnf all intensity, Discharge (water),
*Hydrographs, *Rainfall_runoff relationships, Drainage.
The application to field measurements of a hydraulic model of a V—shaped
catchment draining into a stream situated in the apex of the V is dis-
cussed, together with the mode of determination of unknown parameters
after choosing parameters for the rainfall intensity scale, catchinent
equilibrium time, the scale of the discharge hydrograph, and the ratio
of stream—equilibrium time to catchment equilibrium time. Comparisons
of discharge hydrographs calculated from the theoretical model are made
with those from catchment areas at Cashmere, New Zealand, and at Alice
Springs and Warraganiba Dam, Australia. Improvements are suggested, in-
cluding the need for a better geometrical description of the stream
295
-------
network in examples, and it is pointed out that a more efficient treat-
ment of infiltration losses might be possible with a model based on
stream networks.
573
HYDBAULIC MODEL FOR CATCHMENT—STREAM PROBLEM.
R. A. Wooding.
J Hydrol, Vol 3, No 3—4, pp 254—82, 1965.
(through Eng Index, p 2647, 1966).
Descriptors: *Model studies, Discharge (water) *Hydrographs, Rainfall
intensity, *Rainfall_runoff relationships.
Analytical solutions for hydraulic model are obtained by method of char-
acters, firstly, for flow over plane V—shaped catchment under constant
uniformly—distributed rainfall of finite duration, and secondly, for
stream outflow arising from catchment discharge predicted form of stream
hydrograph is calculated numerically, assuming that rainfall is of con-
stant intensity and of finite duration.
296
-------
SUBJECT INDEX
Automatic Control
4, 20, 34, 41,
106, 107, 126,
442, 449, 533
Bacteriological Sampling
276, 286, 287, 291,
301, 305, 308, 309,
395, 430
Baltimore, Md.
355, 554, 571
Bergen Basin, N. Y.
328
Berlin, Germany
136, 423
Bernoullis Theorem
77
292, 299,
358, 359,
Biochemical Oxygen Demand —
Continued
365, 377,
425, 447
Bioindicators
272, 276, 295,
356, 359, 430
Boring — See Drilling
Boston, Mass.
69, 70, 362
Bremen, Germany
564
Bristol, Great Britain
375
Buffalo, N. Y.
156, 224
Calcutta, India
462
California
269, 356, 548
Canada
22, 127, 270, 381
378, 379, 389, 421,
Aging — Physical
216
Akron, Ohio
130
Amsterdam, Holland
305
Ann Arbor, Mich.
297
Argentina
454
Atlantic Coast, United States
345
Australia
30
301, 304, 308,
Calculations
4, 14, 28, 29, 59, 65, 67, 72,
75, 77, 78, 80, 81, 85, 86, 96,
97, 100, 125, 145, 149, 150,
49, 55, 71, 82,
422, 432, 441,
155,
159,
228,
229,
230,
232,
250,
253,
257,
267,
308,
336,
338,
344,
352,
361,
467,
482,
492,
496,
501,
511,
513,
516,
520,
521,
525,
526,
528,
531,
534,
535,
540,
543,
544,
545,
546,
547,
549,
550,
552,
553,
554,
555,
557,
558,
560,
561,
563,
564,
566,
568
Biochemical Oxygen Demand
119, 131, 145, 147, 156, 159,
160, 169, 278, 283, 290, 297,
303, 312, 327, 338, 343, 364,
297
-------
Capacity
35, 47, 52, 55, 58, 67, 69,
70, 81, 86, 87, 94, 100, 118,
122, 123, 127, 128, 133, 136,
138, 146, 148, 155, 160, 162,
200, 215, 216, 218, 221, 222,
224, 230, 232, 235, 236, 237,
250, 253, 257, 294, 306, 312,
323, 336, 339, 340, 346, 352,
353, 369, 378, 392, 394, 397,
402, 416, 422, 427, 431, 437,
462, 468, 531, 532
Cellar Flooding
133
Chemical Analysis
48, 278, 287, 291, 292, 305,
321, 345, 357, 360, 364, 365,
371, 372, 395, 451
Chicago, Ill.
43, 102, 147, 151, 218, 341,
369, 399, 416, 417, 480
Chlorination
93, 131, 161, 196, 275, 284,
285, 306, 309, 365, 392, 394,
395, 396, 402, 405, 409, 410
411, 412, 415, 416, 417, 421
Cincinnati, Ohio
8
Cities
171, 261, 272, 288, 351, 423
Cleveland, Ohio
392, 393, 394
Coliforms
50, iZO, 290, 292, 298, 304,
308, 309, 359, 364, 365, 372,
412
Columbia, I ’•
204, 413
Columbus, Ohio
132
Combined Sewers
36, 43, 50, 51, 52, 59, 68,
69, 70, 76, 78, 83, 84, 87,
93, 99, 102, 103, 104, 105,
106, 107, 109, 110, 111,
113, 114, 116, 117, 118,
119, 120, 121, 122, 123,
126, 127, 128, 130, 131,
133, 134, 135, 136, 137,
138, 139, 140, 141, 142,
143, 145, 146, 147, 149,
150, 151, 152, 153, 154,
155, 157, 158, 159, 160,
161, 162, 163, 168, 221,
231, 271, 272, 273, 284,
285, 286, 288, 290, 292,
294, 297, 298, 306, 307,
309, 311, 313, 314, 319,
320, 325, 326, 331, 332,
334, 335, 336, 337, 339,
340, 341, 346, 347, 348,
352, 353, 355, 362, 363,
369, 370, 373, 378, 379,
383, 387, 389, 391, 392,
393, 394, 395, 399, 403,
410, 411, 415, 417, 420,
421, 429, 434, 436, 440,
445, 448, 462, 476, 530,
531
Computer Programs
106, 142, 151, 159, 202,
211, 229, 245, 260, 263,
372, 413, 461, 467, 493,
501, 505, 508, 512, 514,
524, 539, 540, 553, 556,
558
Conduits
216, 455
Construction
25, 80, 93, 99, 110, 132,
149, 158, 165, 167, 171,
298
-------
construction —
173, 17b,
191, 194,
214, 220,
264, 266,
386, 393,
Continued
178, 181,
199, 200,
221, 237,
349, ,50,
423, 499
Construction Costs
105, 110, 118,
154, 185, 220,
334, 416, 483
C;r ros ion
25, 170
121, 133, 151,
258, 294, 333,
Design Storm
218, 226,
506
Detergents
296
236, 456, 485, 498,
Data Col le(:tions
366, 375, 452, 453, 522, 542
Demonstration Jatershcds
457
])eposition — Sediments
163, 190
Deterioration
216, 285, 358
Detroit, Mich.
120, 297, 385
Dilution
64, 150,
358, 361
185,
209,
251,
382,
190,
212,
256,
383,
Design — Continued
499, 517, 518, 519, 530, 541,
545, 554, 563, 569, 571
Design Flow
273
Derbyshire, Great Britain
295
155, 309, 349, 353,
45,
71,
84,
100
Direct Runoff — See Storm Runoff
Discharge Measurement
11
Discharge — Water
45, 46, 53, 58,
67, 68, 76, 86,
flesign
24,
58,
80,
93,
115,
129,
141,
164,
190,
211,
230,
238,
249,
258,
294,
348,
403,
652,
474,
486,
25, 3r;,
65, CS,
81, 83,
98, 99,
117,
132,
144,
165,
192,
212,
231,
239,
253,
260,
308,
361,
404,
453,
475,
490,
52, 53, 54, 57,
72, 73, 75, 79,
85, 86, 90, 91,
108, 109, 112,
124, 127, 128,
135, 137, 138,
149, 155, 158,
178, 180, 185,
206, 209, 210,
226, 227, 228,
233, 235, 237,
241, 243, 245,
255, 256, 257,
267, 275, 289,
330, 331, 346,
381, 387, 402,
437, 443, 447,
460, 462, 469,
481, 483, 485,
493, 496, 498,
120,
222,
293,
340,
422,
500,
547,
568,
118,
134,
146,
176,
202,
214,
232,
240,
254,
263,
315,
367,
423,
456,
476,
492,
125,
230,
297,
346,
429,
512,
551,
571,
146,
254,
298,
377,
440,
515,
552,
572,
59, 62, 65,
90, 101, 119,
151, 158, 161,
258, 289, 292,
311, 329, 337,
385, 392, 394,
468, 478, 487,
528, 532, 538,
559, 560, 565,
573
Dissolved Oxygen
50, 119, 160, 327, 338, 343,
374
D owns pouts
179, 186
299
-------
Drainage
23, 159, 232, 254, 262, 273,
291, 302, 373, 414, 451, 466,
468, 479, 492, 509, 535, 554,
560, 571, 572
Drainage Systems
7, 24, 44, 92, 103, 133, 144,
158, 205, 209, 216, 217, 219,
225, 226, 234, 250, 252, 257,
260, 264, 333, 380, 422, 436,
453, 460, 462, 463, 465, 473,
474, 475, 477, 481, 497, 498,
513, 530, 532, 541, 549, 553
Dr awd own
54
Drilling Equipment
201, 203
East River, N. Y.
338
Equipment
5, 6, 21, 31, 55, 58, 73, 103,
130, 141, 168, 172, 179, 182,
204, 248, 390, 398, 429, 439,
441, 443, 519
Flood Control — Continued
258, 343, 462, 475, 479, 497,
499, 547
Flood Forecasting
495, 536, 537, 551, 556
Floods
7, 455
Florida
Flow
170
108
Flow Control
4, 62, 74, 79, 87, 101, 107,
162, 289, 310, 392, 394,
426, 427
Flow Measurement
2, 3, 9, 11, 12, 14, 16, 18,
26, 33, 35, 52, 66, 77, 81,
95, 97, 117, 118, 147, 177,
215, 236, 238, 254, 278, 312,
313, 341, 355, 490, 504, 529,
571
Flow Resistance
Estuaries
93, 154, 285, 293, 302, 309,
324, 335, 342, 343, 345, 356,
368, 371, 373, 377, 379, 402,
415
Eutrophication
345, 363
Finland
Flood Control
102, 199, 222, 224, 234, 235,
102, 107, 113, 334, 363, 382,
383, 386, 396, 483
Great Britain
143, 213, 277, 278, 347, 348,
374, 376, 377, 378, 388, 476,
492
Groundwater
139, 176, 177, 256, 317, 451,
463, 514, 516, 519, 559, 560,
568
Erie, Pa.
257
89
Flowme ters
9, 16, 18, 26, 33, 403, 436
Grants
543
300
-------
Groundwater Recharge Instrumentation — Continued
322, 365, 372, 419, 431, 511 48, 52, 62, 63, 66, 71, 74,
78, 102, 126, 130, 162, 235,
Gulf Coast 318, 372, 418, 450, 452, 453,
180, 181 490, 493, 533
Hawaii Intakes
465 92, 94, 133, 237, 238, 241,
254, 440, 475, 490, 499, 533,
Head Loss 553, 570, 571
88, 95, 141
Interceptor Sewers
Highways 8, 52, 69, 70, 115, 116, 118,
23, 92, 221, 252, 256, 259, 122, 123, 127, 130, 132, 134,
262, 323, 350, 357, 414, 431, 154, 156, 158, 160, 161, 283,
475, 481 294, 299, 306, 325, 328, 333,
334, 339, 341, 352, 353, 381,
Houston, Texas 392, 394, 403, 432, 434, 483
23
Irrigation
Hydraulic Design 40
47, 65, 90, 92, 135, 226, 438,
443 Israel
418
Hydraulics
4, 64, 73, 85, 93, 94, 101, 118, Italy
159, 373, 472, 490 566
HydrographS Jamaica Bay, N. Y.
7, 86, 118, 211, 231, 238, 253, 285, 391
258, 455, 466, 472, 474, 485,
488, 489, 493, 494, 498, 500, Jumna River, India
502, 508, 509, 514, 523, 534, 119
535, 536, 538, 539, 540, 544,
545, 551, 553, 557, 559, 562, Kansas City, Mo.
568, 570, 572, 573 99, 116, 175, 197, 319
Illinois Lake Erie
525, 526 392, 393, 394
Infiltration Lake Michigan
7 271, 341, 360, 370
Inlets Lakes
236 310
Instrumentation Land Use
1, 3, 4, 8, 11, 12, 13, 14, 15, 7, 218, 219, 266, 316, 344,
16, 18, 20, 28, 29, 30, 32, 34, 380, 408, 459, 464, 471,
301
-------
Land Use — Continued Missouri River
473, 477, 479, 485, 491, 495, 319
497
Model Studies
Leak Detection 48, 56, 57, 63, 66, 75, 79,
21, 175, 178, 187, 188, 189, 80, 94, 183, 324, 373, 452,
191, 193, 372 453, 458, 470, 475, 499,
501, 504, 505, 507, 512,
Legislation 514, 527, 537, 538, 544,
276, 293, 371, 382, 383, 384, 555, 561, 572, 573
386, 479
Mole Tunneling
Lloyd—Davies Formula 22, 151, 220
108, 211
Munich, Germany
London, England 86
199, 208
Netherlands
Long Island, N. Y. 155
365
New Orleans, La.
Los Angeles, Calif 396, 405, 468, 477
25, 343
New York
Maintenance 382
74, 93, 168, 189, 206, 214, 420
New York, N. Y.
Manholes 93, 102, 275, 284, 324, 362,
12, 35, 88, 112, 173, 175, 179, 402
199, 237, 369
New Zealand
Manning Formula 461
243
Newark, Del.
Merrimack River, Mass. 419
342
Nitrogen
Milwaukee, Wis. 268
242, 395, 410
Northern Ire land
Milwaukee River, Wis. 314
317
Nutrients
Minneapolis, Minn. 268, 358, 363, 464
104, 273
Oakland, Calif.
Minneapolis — St. Paul, Ninn. 496
334
302
-------
Oil Pollution
323, 360
Oxidation Lagoons
135
Omaha, Neb.
115
Ozone
275
Ottawa, Canada
110
Path of Pollutants
324, 343
Outfalls — See Outlets
Outlets
41, 44, 52, 66, 78,
143, 154, 199, 202,
237, 248, 252, 265,
296, 299, 310, 333,
421, 436, 451, 480,
80, 93,
203, 233,
266, 275,
343, 349,
545
Pathogenic Bacteria
131, 299, 364, 421, 430
Peak Discharge
7
Phosphorus
268
1, 8, 36, 37,
42, 43, 44, 45,
49, 50, 51, 52,
57, 59, 60, 62,
67, 68, 69, 70,
76, 77, 78, 79,
84, 85, 86, 88,
105, 106, 107,
114, 116, 118,
123, 124, 127,
134, 135, 136,
142, 143, 144,
149, 150, 151,
159, 160, 161,
221, 230, 236,
275, 279, 280,
284, 285, 286,
294, 295, 299,
307, 309, 311,
319, 320, 324,
329, 330, 331,
338, 339, 340,
349, 352, 354,
362, 363, 367,
384, 389, 390,
394, 395, 396,
401, 402, 403,
417, 434, 435,
466, 530
38, 39, 40, 41,
46, 47, 48,
53, 54, 55,
63, 64, 65,
71, 72, 73,
80, 81, 82,
91, 93, 102,
108, 109, 112,
120, 121, 122,
130, 131, 132,
137, 138, 139,
145, 147, 148,
153, 155, 157,
186, 192, 202,
243, 267, 272,
281, 282, 283,
288, 289, 290,
303, 304, 306,
312, 314, 315,
325, 326, 328,
334, 335, 336,
341, 342, 348,
355, 360, 361,
376, 378, 379,
391, 392, 393,
398, 399, 400,
404, 410, 411,
436, 437, 445,
Planning
145, 153,
382, 387,
497, 548
Polymers
87, 191,
448
Potomac River
335, 415
Precipitation
558, 559
Precipitation
269
217, 219, 234, 261,
454, 460, 465, 479,
Overflow
Pipes
56,
66,
75,
83,
2,
89, 90,
97,
104,
128,
133,
141,
169,
178,
183,
211,
215,
216,
372,
373,
455,
481
Plastic Pipes
41, 95, 110, 244, 264
Pollution Abatement
414
223, 390, 392, 394,
Intensity
303
-------
Quality Control
171
Radar Measurement
10, 15, 17, 28
Radioactive Tracers — See Tracers
Rain
27, 159, 321, 345, 365,
506, 560
Rain Gages
3, 15, 17, 24, 27, 29,
30, 32, 372, 436, 461,
468, 484, 490, 507, 511,
533, 542, 546, 571
Rain Water
290
Rainfall Intensity — Continued
525, 526, 529, 531, 541,
542, 545, 546, 550, 554,
555, 564, 569, 570, 571,
572, 573
Rainfall-Runoff Relationships
36, 116, 145, 227, 245,
263, 269, 327, 372, 452,
453, 458, 463, 467, 472,
474, 479, 485, 487, 488,
489, 490, 493, 494, 501,
503, 504, 505, 507, 510,
511, 512, 513, 514, 515,
516, 517, 519, 522, 530,
532, 533, 534, 535, 536,
537, 538, 539, 540, 544,
554, 560, 561, 562, 565,
567, 568, 570, 572, 573
Rapid Filter
417
Recreation Facilities
143, 266, 285, 304,
325, 358, 365, 368,
394, 396, 402, 405,
497
Residential Sewers
141, 169, 171,
369
Retarding Basins
414
River Mersey, Great Britain
272
Riv irs
Pressure Conduits
141
Pumping
19,
98,
118,
143,
169,
240,
397,
432,
35, 41, 42, 49, 67,
102, 103, 105, 112,
124, 130, 139, 141,
155, 158, 162, 163,
170, 198, 208, 224,
294, 319, 325, 354,
399, 403, 424, 427,
433, 446, 468
317,
392,
411,
176, 179,
Rainfall
10,
93,
125,
210,
232,
257,
330,
460,
482,
496,
517,
Intensity
17, 28, 69, 70, 80,
117, 119, 120, 122,
132, 133, 146, 156,
211, 226, 227, 229,
237, 238, 245, 254,
258, 267, 314, 327,
339, 340, 351, 367,
461, 468, 476, 481,
486, 490, 492, 494,
498, 503, 505, 511,
518, 521, 523, 524,
165, 527, 528
Rivers—Prevention of Pollution
384
304
-------
52, 108, 112, 134, 211,
229, 254, 258, 268, 291,
292, 298, 323, 327, 344,
358, 373, 414, 447, 460,
464, 475, 477, 485, 491,
493, 502, 506, 508, 509,
510, 520, 527, 529, 533,
554, 556, 560, 561, 570
Runoff Forecasting
133, 237, 443,
488, 490, 500,
517, 528, 536,
543, 547, 549,
571
Scotland
302
Sealants
169,
191,
Sedimentation
38, 83, 84, 101, 123,
136, 138, 278, 285, 316,
365, 368, 398, 420, 434,
464
Settling Basins
168
Sewage
Sewage Effluents
123, 145, 164,
287, 301, 305,
373, 374, 375,
384, 388, 409,
430, 441, 449
Russia
239, 351, 387,
565
551, 559,
Sewage Lagoons
40, 102, 342,
447
393, 430,
St. Joseph, Mo.
420
St. Louis, Mo.
118, 158, 206, 294, 333,
352, 353, 459
St. Paul, Minn.
220
Sampling
13, 34, 106, 295, 301,
303, 366, 374, 379, 413,
436
Sewage Sludge
64, 68, 102, 123, 155,
319, 326, 398, 403, 417,
420, 434, 441, 449
4, 1
3, 45,
55,
76,
82,
101,
115,
125,
129,
131,
135,
136,
137,
139,
140,
141,
144,
145,
154,
161,
164,
196,
198,
204,
231,
234,
242,
244,
270,
275,
277,
283,
284,
285,
288,
289,
300,
310,
312,
319,
Roughness — Hydraulic
12, 89, 90, 99, 216, 512,
570
Roumania
500
Ruhr River, Germany
240
Runoff
172, 177,
193, 223
182, 184,
290
457,
504,
540,
551,
472,
510,
541,
563,
231,
312,
376,
412,
284,
320,
378,
425,
305
-------
Sewage Treatment — Continued
320, 327, 328, 331, 332,
333, 334, 336, 341, 342,
346, 353, 363, 365, 371,
375, 385, 389, 390, 391,
393, 397, 398, 400, 401,
412, 416, 417, 420, 421,
423, 424, 425, 426, 427,
428, 429, 430, 432, 433,
434, 435, 438, 439, 440
441, 443, 445, 446, 447,
449, 450, 462, 476, 517
Sewer Exfiltration
167
Sewer Flushing
20, 199, 392, 394
Sewer Hydraulics
33, 95, 96, 372
Sewer Infiltration
71, 109, 118, 166, 167,
169, 170, 172, 173, 174,
175, 176, 177, 178, 180,
181, 182, 183, 184, 185,
187, 188, 191, 194, 196,
197, 317, 492
Sewer Inspection
5, 6, 31
Sewer Separation
105, 113, 121, 141, 142,
231, 251, 271, 283, 317,
319, 325, 331, 332, 335,
340, 370, 415, 417, 432,
445
Sewer—Wi thin—Sewer
103, 107, 142
Sewers
1, 5, 6, 9, 11, 12, 14,
16, 18, 21, 25, 31, 35,
44, 53, 54, 60, 88, 89,
Sewers — Continued
90, 91, 93, 95, 96, 9 9,
100, 104, 108, 109, 110,
112, 115, 117, 121, 128,
131, 133, 135, 138, 139,
162, 163, 166, 167, 168,
169, 170, 171, 172, 173,
174, 175, 176, 177, 178,
179, 180, 181, 182, 185,
186, 187, 188, 189, 190,
191, 192, 193, 194, 195,
196, 198, 200, 205, 207,
209, 211, 212, 215, 223,
231, 233, 242, 243, 251,
255, 257, 258, 260, 282,
288, 294, 297, 298, 317,
331, 340, 361, 363, 385,
387, 415, 432, 437, 443,
448, 454, 466, 469, 474,
478, 483, 485, 486, 492,
493, 518, 519, 529, 545,
550
Shellfish
299
Siphons
32, 51, 53, 54, 58, 61,
63, 112
Snowmelt
506, 520, 547
Solid Wastes
400
South Africa
569
Spiliways
46, 61, 265
Spokane, Wash.
76
Slime
215
306
-------
Standards
27, 93, 119, 206, 279,
299, 369, 371, 374, 375,
376, 377, 378, 384, 385,
387, 388
Stilling Basins
48, 54, 58, 62, 63, 73,
79, 266, 289, 451
Storage Tanks
37, 38, 39, 42, 43, 45,
47, 52, 55, 82, 86, 98,
102, 105, 107, 123, 124,
127, 129, 132, 138, 145,
146, 151, 156, 161, 204,
210, 224, 225, 230, 250,
267, 274, 280, 284, 285,
312, 314, 320, 321, 326,
329, 331, 332, 336, 337,
341, 348, 349, 376, 391,
393, 395, 401, 402, 403,
404, 406, 407, 410, 411,
413, 415, 417, 422, 423,
424, 426, 427, 428, 441,
444, 445, 452, 519, 531
Storm Drainage
198, 258, 261, 351, 369,
452, 453, 480, 482, 490,
571
Storm Drains
89, 90, 185, 203, 205,
210, 214, 215, 219, 238,
259, 264, 265, 300, 528
Storm Flow — See Storm Runoff
Storm Runoff
3, 19, 23, 34, 35, 37,
38, 39, 40, 41, 42, 43,
44, 45, 46, 47, 48, 51,
52, 53, 54, 55, 56, 57,
58, 59, 60, 61, 62, 63,
64, 65, 66, 67, 68, 69,
70, 72, 73, 74, 75, 76,
Storm Runoff — Continued
77, 78, 79, 80, 81, 82,
83, 84, 85, 86, 87, 91,
92, 94, 98, 101, 105,
106, 107, 108, 112, 114,
115, 116, 118, 119, 122,
123, 124, 126, 127, 128,
129, 131, 133, 135, 136,
138, 139, 143, 144, 145,
146, 147, 148, 149, 150,
153, 155, 156, 157, 158,
159, 160, 163, 164, 166,
168, 176, 186, 192, 195,
197, 198, 204, 205, 206,
208, 209, 214, 217, 218,
219, 221, 222, 224, 225,
227, 230, 232, 234, 235,
237, 240, 241, 244, 247,
248, 250, 251, 267, 269,
270, 272, 273, 274, 275,
276, 277, 278, 279, 280,
281, 282, 283, 284, 285,
288, 289, 290, 293, 294,
295, 296, 299, 300, 302,
303, 304, 305, 306, 307,
309, 310, 311, 312, 313,
314, 315, 318, 319, 320,
322, 323, 324, 325, 326,
327, 328, 329, 330, 331,
332, 333, 335, 336, 337,
338, 339, 340, 341, 342,
344, 345, 348, 349, 351,
352, 353, 354, 355, 356,
357, 358, 359, 360, 361,
362, 363, 364, 365, 366,
367, 368, 369, 371, 373,
374, 375, 376, 377, 378,
379, 384, 385, 388, 390,
391, 394, 395, 396, 397,
398, 399, 402, 403, 404,
405, 406, 407, 408, 409,
410, 411, 413, 415, 417,
418, 419, 420, 421, 423,
424, 426, 427, 428, 430,
431, 432, 433, 434, 435,
437, 438, 439, 441, 442,
443, 444, 445, 446, 448,
307
-------
Storm Runoff — Continued
449, 450, 451, 456, 460,
462, 463, 469, 470, 471,
473, 474, 476, 478, 479,
480, 481, 482, 487, 488,
489, 490, 491, 497, 498,
504, 511, 512, 513, 514,
517, 521, 524, 530, 531,
533, 541, 544, 552, 554,
555, 566, 568, 571
Storm Sewers
3, 6, 23, 35, 36, 81, 89,
90, 104, 105, 113, 121,
185, 198, 199, 200, 201,
202, 203, 206, 207, 208,
209, 210, 211, 213, 218,
220, 221, 223, 224, 227,
228, 231, 232, 233, 235,
237, 238, 239, 241, 242,
243, 244, 245, 246, 247,
248, 249, 251, 252, 253,
254, 255, 257, 258, 259,
262, 263, 265, 266, 267,
271, 275, 281, 292, 297,
298, 306, 307, 317, 323,
327, 332, 334, 340, 351,
367, 382, 390, 396, 400,
401, 402, 405, 432, 454,
455, 460, 462, 466, 496,
518, 530, 563
Storm Water — See Storm Runoff
Storms
17, 55, 72, 131, 134,
226, 258, 269, 457, 462,
466, 468, 469, 470, 476,
480, 484, 493, 523, 524,
525, 526, 529, 533, 535,
538, 541, 552, 553, 557
Street Gutters
236
Subsurface Drainage
214, 256, 301
Subsurface Runoff
457, 565
Suburban Drainage
Surface Permeability
3, 7, 67, 86, 210, 364,
373, 418, 419, 451, 459,
469, 471, 474, 476, 477,
487, 489, 492, 493, 495,
498, 517, 543, 553, 560,
570
Surface Runoff
185, 217, 233, 236, 252,
259, 262, 281, 283, 287,
301, 310, 343, 348, 350,
378, 440, 463, 469, 492,
502, 518, 519, 535, 538,
539, 543, 546, 548, 550,
553, 557, 559, 565, 568
Surveys
152, 270, 450
Suspended Solids
44, 45, 48,52, 58, 62,
63, 72, 73, 75, 80, 101,
119, 121, 124, 145, 147
156, 169, 190, 278, 281,
297, 300, 303, 312, 315,
348, 351, 355, 364, 365,
374, 375, 376, 377, 389,
390, 403, 421, 425
Sydney, Australia
481
7
Surcharging — See Overflow
Storm Seepage — See Subsurface Runoff Surface Drainage
9, 197, 199, 210, 229,
247, 258, 381, 422
308
-------
Thames Estuary
293
Tonawanda, N. Y.
185
Toronto, Canada
221
Toulon, France
299
Tracers
2, 207, 284
43, 118, 124,
408, 413, 444
Urban Drainage
327, 333,
351, 353,
365, 366,
370, 380,
432, 434,
456, 459,
465, 469,
473, 474,
480, 481,
487, 489,
495, 497,
541, 542,
— Continued
337, 344, 346,
358, 363, 364,
367, 368, 369,
382, 396, 422,
440, 452, 453,
460, 461, 464,
470, 471, 472,
475, 477, 479,
482, 483, 484,
490, 491, 493,
498, 530, 533,
554, 570, 571
Tunnel Construction
22, 23, 151, 201, 203,
246, 450
Tunnels
102,
199,
399
Turbidity
364, 372, 444
United States
127, 347,
Urban Drainage
34, 93, 98, 99,
113, 125, 137,
157, 158, 161,
197, 198, 203,
206, 210, 217,
222, 225, 234,
247, 254, 257,
268, 271, 275,
287, 291, 301,
Utrecht, Netherlands
140, 162
Velocity
2, 12, 25, 46, 62, 89,
90, 95, 96, 97, 99, 101,
108, 128, 139, 141, 142,
199, 265
Warsaw, Poland
117
Washington, D. C.
7, 105, 137, 325, 335,
403, 432
Waste Dilution
164, 279, 287, 296, 313,
326
Water Pollution
48, 50, 57, 60, 68, 79,
82, 93, 109, 113, 114,
119, 121, 126, 131, 132,
139, 144, 147, 151, 153,
Treatment
399, 406,
Tulsa, Okla.
344
Urban Hydrology
34, 86, 452, 453, 467,
473, 474, 485, 487, 488,
489, 490, 491, 494, 495,
499, 562
Urban Runoff — See Storm Runoff
Urban Sewers — See Sewers
104, 151, 158, 165,
200, 220, 251, 273,
348, 381, 492
103,
144,
165,
204,
218,
241,
258,
280,
316,
106,
153,
192,
205,
219,
242,
263,
282,
318,
309
-------
Water Pollution — Continued
157, 159, 163, 164, 198,
207, 242, 248, 266, 270,
272, 275, 279, 280, 281,
282, 283, 284, 285, 286,
288, 291, 296, 299, 301,
303, 304, 305, 311, 312,
314, 315, 318, 320, 322,
323, 324, 325, 327, 328,
329, 330, 331, 332, 334,
336, 337, 339, 340, 346,
347, 348, 349, 350, 351,
354, 356, 358, 359, 362,
363, 364, 365, 366, 367,
368, 377, 379, 384, 388,
390, 396, 445, 447, 464
Water Pollution Control
8, 63, 107, 118, 123,
127, 143, 145, 154, 155,
157, 165, 175, 204, 213,
221, 240, 271, 276, 287,
288, 293, 294, 295, 302,
306, 307, 311, 317, 318,
319, 333, 337, 339, 340,
341, 342, 352, 353, 360,
370, 371, 375, 376, 378,
383, 386, 391, 392, 394,
415, 417, 420, 442, 444,
497
Water Quality
119, 120,
291, 308,
338, 344,
411, 415,
464
Water Reuse
204, 273,
Water Supply
268
Watersheds
333, 484, 494, 512, 514,
521, 523, 524, 561
Weirs
3, 14, 26, 38, 42, 46,
47, 48, 51, 53, 56, 57,
58, 61, 63, 65, 66, 73,
78, 83, 124, 129, 267,
289, 315, 436, 490, 571
Wellington, N. Z.
541
146,
285,
290,
321,
327,
329,
345,
376,
379,
418,
452,
453,
413
310
-------
Abdel—Razaq, A.Y.
502
Ackers, P.
46, 47, 48, 88, 89, 90,
215, 216, 289, 455
Aitken, A.P.
456
Aitken, I.M.E.
49
Akerlindh, Gunnar
50, 290
Allanson, B.R.
291
Amberger, G.
91
Amerman, C.R.
457
Amorocho, J.
458
Anderson, G.C.
358
Anderson, R.J.
364
Annen, G.W.
414
Antoine, L.H., Jr.
459
Auld, D.V.
415
Babcock, R.FI.
4
Backmeyer, D.P.
170
Bacon, V.W.
416, 417
Bailey, W.M.
115
Ball, G.L.
221
Barber, J.B.
217
Barrett, R.N.
51
Bauer, K.W.
460
AUTHOR INDEX
Bauer, W.J.
92, 218
Bautista, J.
236
Becker, A.
503, 504
Beilby, J.R.
265
Bell, P.C.
505
Bell, G.S.
171
Benjes, H.H.
116
Benton, G.S.
94
Benzie, W.J.
292
Berend, J.E.
418
Bertle, F.A.
506
Bestor, G.C.
219
Betts, L.C.
293
Bidwell, V.J.
461
Birbeck, A.E.
289
Bird, J.W.
220
Blaszczyk, Waclaw
117
Bloss, E.E.
118, 294
Blossom, J.S.
52
Boggess, D.H.
419
Boll, F.W.
564
Bonney, 0.
132
Booth, F.T.
221
Bose, P.C.
462
311
-------
Boughton, W.C.
507
Braine, C.D.C.
53, 54
Brakensiek, D.L.
508
Brannan, R.W.
380
Brater, E.F.
463
Breitfuss, T.K.
237
Brewer, A.J.
47, 48, 289
Brickell, R.G.
222
Brindley, R.I-I.
5
Brinkhurst, R.0.
295
Brown, R.L.
420
Brunton, B.W.
172
Bucksteeg, W.
296
Buil, J.A.
509
Bullard, W.E.
464
Bulusu, K.R.
119
Buns, R.J.
120, 297, 298
Busby, M.W.
510
Buttiaux, R.
299
Camp, T.R.
121, 122, 421
Campbell, R.W.
21
Cannon, G.E.
6
Carden, T.H.
422
Carmichael, W.F.
55
Carter, R.C.
123, 124
Carter, R.W.
7
Caster, A.D.
8
Chanin, G.
300
Chapman, T.G.
511
Chaudhuri, N.
301
Chow, V.T.
512, 513
Christianson, A.G.
365
Chuck, R.T.
465
Clark, G.W., Jr.
173
Clark, N.A.
359
Cleveland, J.
344
Coetzee, 0.J.
291, 430
Cohen, J.M.
366
Cohrs, A.
423
Condon, W.R.
420
Cornelius, F.V.
223
Courchaine, R.J.
292
Covill, R.W.
302
Crane, F.W.
224
Craven, R.A.F.
49
Crawford, N.H.
514
Crickmore, M.J.
216
312
-------
Cruchley, A.E.
9
Daiber, F.C.
345
Daily, E.J.
225
Dalton, F.E.
417
Davidson, R.N.
59, 303, 312
Davies, F.J.
226
Dawson, E.E.
515
DeFraites, A.A.
174
Delos, J.S.
304
Denner, J.
516
Dewsberry, R.
424
Diinaksyan, A.H.
10
Dimchev, T.
125
Diskin, N.H.
11
Dobbie, C.H.
56
Downing, A.L.
126
Dresscher, T.G.N.
305
Dunbar, D.D.
127, 306, 307
Duttweiler, D.W.
308
Eagleson, P.S.
466, 467, 470
Earl, G.G.
468
Eden, G.E.
425
Eliassen, R.
309
Ellis, Warren
12, 18
Engelbrecht, R.S.
301
Epshtien, L.T.
227
Erfinann, B.
57
Ernest, L.A.
242
Escritt, L.B.
13, 128, 129, 228, 310,
426, 427, 469, 517, 518
Evans, J.G.
229
Fair, G.M.
519
Fathmann, H.
14
Ferguson, G.E.
316
Ferrand, R.
299
Finch, John
428
Fischer, H.
230
Fladung, J.F.
175
Flanders, A.F.
15
Fourie, N.
430
Fraser, J.M.
429
Frederick, M.R.
58
Funnell, F.C.
21
Gain, F.W.
381
Gameson, A.L.H.
59, 303, 312
Garber, N.J.
226
Garner, J.H.
60
313
-------
Garside, D.H. Hamlin, G.H.
231 236
Gatehouse, H.C. Haney, B.J.
311 178
Gates, E. Haney, P.D.
130 116
Gaul, R. Harleston, A.F.
313 226
Geidreich, E.E. Harlow, G.L.
359 297
Geyer, J.C. Harris, E.E.
94, 176, 519, 554, 570 471
Gifft, H.M. Harrison, A.J.M.
232 47, 48, 455
Glover, J.B. Harwood, J.M.
233 61
Godbehere, J. Hasegawa, G.K.
177 158
Goetsch, H.A. Havlick, SW.
234 317
Gongguy, G. Healy, G.D., Jr.
431 16
Grace, R.A. Heaney, F.L.
470 93
Graham, T.R. Hendrickson, J.G.
314 237
Grasnick, H.J. Hennigan, R.D.
520 382
Greeley, S.A. Henry, J.G.F.
131 127, 306, 307
Gregory, J.H. Henzen, M.R.
132 291
Greyerz, Walo Von Hernandez, J.W.
133 502
GriffithS, H.F. Hess, S.G.
63 134
Gruhler, J.F. Hewish, J.R.F.
235 433
Guntzel, H. Hicks, W.I.
315 472
Guy, H.P. Him, W.C.
316 434
Hirsch, A.A.
Halmos, E.E. 522
432 Hoak, R.D.
Hamilton, C.L. 318
521
314
-------
Hoffman, H.
135
Holmes, D.W.
216
Holtan, U.N.
523
Hope, J.M.A.
435
Hopkins, G.J.
319
Boner, A.
320
Homer, W.W.
353
Houghton, G.V.
321
HowellS, D.H.
383
Hoyt, L.A.
524
Hubbell, G.E.
436
Huff, F.A.
17, 484, 525, 526
Hühnerberg, K.
136
}Iunziker, L.T.
322
Hutton, K.
62
Imhoff, K.R.
323
Ingram, W.T.
324
Jackson, D.R.
527
Jarrett, P.M.
63
Jehne, J.
64
Jeuffroy, G.
528
Johnson, C.F.
137, 325
Johnston, C.T.
12, 18
Jones, D.E.
473
Judson, C.C.
529
Kadner, W.
530, 531
Kahana, Y.
418
Kaiser, C.B.
333
Kaliwass, G.J.
65, 66, 85
KaltenbaCh, A.B.
238
Keifer, C.J.
151, 485
Kiefer, W.
326
Kienitz, G.
532
Kincaid, D.R.
555
King, M.V.
474
Kirkbnide, T.W.
79
Kisser, P.
138
Klar, D.W.
19
Kiashman, L.M.
346, 347, 348
Knapp, J.W.
475, 533, 554
Koot, A.C.J.
67, 437
KorotkovSkii, G.E.
239
Kragt, G.
155
Krauel, A.
240
Krawczyk, D.F.
297
Kulandaiswamy, V.C.
534, 535
315
-------
Kuntze, E.
139
Kurzweil, H.E.
327
Lainbert, A.O.
536
Lang, J.
438
Lang, N.
328
Langdon, P.E.
131
Lapar, R.E.
241
Larmon, A.
179
Laurenson, E.M.
537, 538
Leary, R.D.
242, 439
Lee, C.A.
243
Lencastre, A.
20
Lentz, J.J.
176
Lester, W.F.
329, 384
Leyrer, M.L.
173
Li, W.H.
94
Lindstrom, E.
244
Linsley, R.K.
514, 539
Lischer, V.C.
158
Lohff, H.
68
Losse, W.
330
Lovett, M.
476
Ludwig, R.G.
462
Lugt, H.
140
Lumb, C.
331
Luinley, H.J.
440
MacDonald, F.W.
180, 181, 477
Mackintosh, I.B.
22
Manganaro, C.A.
71
Mann, H.T.
425
Manning, F.G.
134
March, Frederic
467
Markiand, E.
63
Martin, T.V.
441
Mattei, P.F.
333
Mawson, K.J.
541
Mayer, J.K.
180, 181
McCallister, J.P.
540
McCallum, G.E.
332
McCauley, R.F.
190
McJunkin, F.E.
33
McKee, J.E.
69, 70
McKinney, C.S.
21
McMahon, L.E.
245
McPherson, M.B.
141, 142
McRae, K.K.
246
316
-------
Meade, P.J. Nussbaumer, N.L.
542 185
Meek, R.L.
160 Oakley, H.R.
Mehn, A. 443
477 Oakley, P.R.
Mejia—R, Ricardo 73
467 O’Connor, D.J.
Mercer, W.H.G. 338
72 Okun, D.A.
Metz, James 519
182 Oliver, E.G.W.
Mick, K.L. 545
334 Orlob, G.T.
Nidgley, D.C. 458
569 Overton, D.E.
Miles, J.S. 523
143
Mitwally, H. Pagan, A.R.
324 24, 247
Moorehead, G.J. Palmer, C.L.
335 146, 339, 385
Mueller, H.H. Pardee, L.A.
336 25
Hueller—Neuhaus, G. Parker, H.B.
144, 478 440
Munz, W. Parker, V.C.
145 26
Murphy, W.D. Passavant, w.
23 248
Mustonen, S.E. Pemberton, Carlysle
543 147
Peters, G.L.
Nask, J.E. 186
544 Petrlik, J.
Neale, L.C. 546
95 Pfeiff, S.
NeguleSCU, M. 148, 149, 150
337 Phillips, M.B.
Nelson, M.K. 74
196, 197 Pickford, J.A.
Nettles, E.H. 340
183 Pikarsky, Milton
Nooe, R. 151
184 Poertner, H.G.
Nusbaum, W.E. 152, 249
442
317
-------
Pomeroy, R.D. Reish, D.J.
96, 97 356
P ipel, F. Rendsvig, P.H.
153 549
Porter, C.W. Rhodes, D.E.
479 191
Poston, H.W. Ribbius, F.J.
341 155
Potter, F.E. Ridge, W.G.
154 251
Prendiville, P.W. Riek, G.C.
342 188, 189
Price, R.E. Riis—Carstensefl, Erik
95 156
Prunieras, J. Riley, D.W.
528 550
Prus—Chacinski, T.M. Rima, D.R.
75 419
Robeck, G.G.
Rabinovici, I. 34
337 Robinson, L.R.
Rachner, N. 192
547 Robinson, R.R.
Ramaseshan, S. 483
513 Rodda, J.C.
Rambow, C.A. 27
343 Romer, Harold
Ramey, H.P. 346, 347, 348
480 Rothenberg, R.
Ramseier, R.E. 24
187, 188, 189 Rowe, E.S.
R.andolf, R. 481
250 Rudoinetov, M.V.
Rantz, S.E. 551
471, 548 Rutherford, C.C.
Raths, C.H. 157
190 Rutz, George
Rebhun, H. 193
418 Ryan, A.P.
Ree, W.R. 28
444
Reed, P.W. Sanborn, J.L.
386, 445 252
Reid, G.W. Santry, I.W., Jr.
344 194
Reimold, R.J. Sarginson, E.J.
345 253
Reisdorph, A.J. Sauer, V.B.
76 552
318
-------
Sauer, V.W. Singh, K.P.
195 557
Saxton, K.J.H. Singh, R.
567 558
Sayle, J.H.D. Skakalskiy, B.G.
446 559
Schaake, J.C., Jr. Smisson, B.
482, 533, 553, 554 80
Scharfe, W. Smit, R.J.
349 483
Scheidt, M.E. Smith, A.A.
350 100
Schick, A.P. Smith, K.J.
368 560
Schigorin, G.G. Smith, T.W.
351 256
Schimrick, F. Snyder, W.M.
98 561, 562
Schmidt, O.J. Sorokin, A.N.
99, 116, 447 563
Schmitz, L. Spring, w.
77, 78 354
Schomaker, N.B. Stalmann, V.
183 81
Schreiber, H.A. Stanley, R.H.
159
Seabrook, C.S. Steel, T.
254 440
Sedel’nitskii, Yu.M. Steele, B.D.
239 82
Semplak, R.A. Stegmaier, R.B.
29 355
Seppa, W.0. Steimle, S.E.
255 180, 181
Sharma, V.P. Steytler, R.B.
119 257
Sharpe, D.E. Stone, A.N.
79 356
Shen, J. Storch, W.
556 564
Shevkun, A.N. Storia, E.J.
387 448
Shifrin, W.G. Storr, E.D.
158, 352, 353 481
Siddiqi, R. Stout, G.E.
301 484
Simpson, R.H. Stow, L.J.A.
132 388
319
-------
Stuart, I.
30
Subbotin, A.I.
565
Sullivan, R.FI.
357
Supino, G.
566
Sutherland, G.A.
258
Swift, T.W.
483
Sylvester, R.O.
358
Sytnons, G.E.
232
Syracuse, L.A.
259
Tanakov, N.M.
239
Taylor, P.A.
260
Theinpont, N.
449
Theroux, R.J.
160
Tholin, A.L.
261, 485
Thom, H.C.S.
486
Thompson, R.W.S.
567
Thompson, T.H.
548
Thornquist, H.T.
31
Thorstenson, F.W.
262
Threlfall, J.M.
59
Tison, C.
83, 84
Townend, C.B.
101
Troemper, A.P.
186
Truesdale, G.A.
425
Underhili, H.W.
32
Van Donsel, D.J.
359
Van Kregten, S.J.
568
Van Wyk, W.
569
Vardin, N.
221
Vaughan, R.D.
298
Veidkamp, F.B.
487
Verber, J.L.
360
Vesilind, P.A.
33
Viessman, Warren
488, 489, 490, 502, 533,
570, 571
Voda, R.L.
448
Vomberg, F.
361
Vukmirovic, V.
84
Waananen, A.O.
491
Wagner, H.
85
Walker, K.H.
362
Wailer, D.H.
161
Wammis, J.W.C.
162
Ward, A.R.
163
Warg, G.
81, 86
Watkins, L.H.
263, 492, 493
Watts, D.G.
260
Weaver, Leo
332
320
-------
Weibel, S.R. Woodward, R.L.
34, 363, 364, 365, 366 364
Weidner, R.B. Wright, K.R.
34, 365, 366 499
Weiner, D.J.
450 Young, A.J.M.
Weller, L.W. 469
175, 196, 197
Wells, C.G. Zoeliner, G.E.
164 267
Welsch, W.F. Zotimov, N.y.
451 10
Wesserling, J.
264
Wielogorskj, J.W.
56, 75
Wilging, R.C.
35
Wilkes, G.B.
265
Wilkinson, G.W.
101
Wilkinson, R.
367
Willeke, G.E.
494
Williams, D.A.
266
Williams, R.K.
164
Wilson, K.V.
495
Winton, D.M.
496
Wolman, M.G.
368
Wolter, N.
296
Woo, D.C.
92
Wood, D.F.
497
Wood, [ .R.
498
Wooding, R.A.
572, 573
321
-------