WATER POLLUTION CONTROL RESEARCH SERIES 11024FJE04/71
Selected
Urban Storm Water Runoff
Abstracts
Third Quarterly Issue
ENVIRONMENTAL PROTECTION AGENCY • WATER QUALITY OFFICE
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WATER POLLUTION CONTROL RESEARCH SERIES
The Water Pollution Control Research Reports describe the results and progress
in the control and abatement of pollution of our Nation's waters. They provide
a central source of information on the research, development and demonstration
activities of the Water Quality Office of the Environmental Protection Agency,
through in-house research and grants and contracts with the Federal, State
and local agencies, research institutions, and industrial organizations.
Previously issued reports on the Storm and Combined Sewer Pollution Control
Program:
11034 FKL 07/70
11022 DMU 07/70
11024 EJC 07/70
11020 08/70
11022 DMU 08/70
11023 08/70
11023 FIX 08/70
11024 EXF 08/70
11023 FOB 09/70
11024 FKJ 10/70
11024 EJC 10/70
11023 12/70
11023 DZF 06/70
11024 EJC 01/71
11020 FAQ 03/71
11022 EFF 12/70
11022 EFF 01/71
11022 DPP 10/70
11024 EQG 03/71
11020 FAL 03/71
Storm Water Pollution from Urban Land Activity
Combined Sewer Regulator Overflow Facilities
Selected Urban Storm Water Abstracts, July 1968 -
June 1970
Combined Sewer Overflow Seminar Papers
Combined Sewer Regulation and Management - A Manual of
Practice
Retention Basin Control of Combined Sewer Overflows
Conceptual Engineering Report - Kingman Lake Project
Combined Sewer Overflow Abatement Alternatives -
Washington, D.C.
Chemical Treatment of Combined Sewer Overflows
In-Sewer Fixed Screening of Combined Sewer Overflows
Selected Urban Storm Water Abstracts, First Quarterly
Issue
Urban Storm Runoff and Combined Sewer Overflow Pollution
Ultrasonic Filtration of Combined Sewer Overflows
Selected Urban Runoff Abstracts, Second Quarterly Issue
Dispatching System for Control of Combined Sewer Losses
Prevention and Correction of Excessive Infiltration and
Inflow into Sewer Systems - A Manual of Practice
Control of Infiltration and Inflow into Sewer Systems
Combined Sewer Temporary Underwater Storage Facility
Storm Water Problems and Control in Sanitary Sewers -
Oakland and Berkeley, California
Evaluation of Storm Standby Tanks - Columbus, Ohio
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SELECTED URBAN STORM WATER
RUNOFF ABSTRACTS
Third Quarterly Issue
by
Science Information Services Department
The Franklin Institute Research Laboratories
Prepared for the
Water Quality Office
Environmental Protection Agency
Contract No. 14-12-904
Program Number 11024 FJE
April 1971
For sale by the Superintendent of Documents, U.S. Government Printing Office, Washington, D.C. 20402 - Price 75 cents
Slock Number 5501-0001
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FWQA Review Notice
This report has been reviewed by the Water Quality Office and
approved for publication. Aproval does not signify that the
contents necessarily reflect the views and policies of the
Environmental Protection Agency, nor does mention of trade names
or commercial products constitute endorsement or recommendation
for use.
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ABSTRACT
The third quarterly supplement to SELECTED URBAN STORM WATER RUNOFF
ABSTRACTS is a compilation of abstracts summarizing articles from a variety
of technical literature concerning the problem of urban drainage
published from January 1971 through March 1971. The 89 abstracts
covering a range of ten sections are arranged alphabetically by
author and numerically by abstract number within each category.
Each item includes a bibliographic citation, an abstract, and a
set of indexing descriptors and identifiers. A cumulative subject
index at the end of the volume provides the necessary access to
individual concepts. An author index and a journal list are also
included.
This work was submitted in fulfillment of Contract 14-12-904
between the Water Quality Office of the Environmental Protection
Agency and the Franklin Institute Research Laboratories.
O
Key Words: Drainage systems, overflow, sewers, storm drains,
storm runoff, urbanization, drainage, judicial
decisions, legal aspects, planning, publications,
rainfall-runoff relationships, runoff, combined
sewers, Great Britain, storm overflows, storm sewers,
urban hydrology.
iii
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FOREWORD
The third quarterly supplement to SELECTED URBAN STORM WATER RUNOFF
ABSTRACTS is a compilation of abstracts summarizing articles from a
variety of technical publications covering subjects pertinent to the
problem of urban drainage.
The present work includes 89 abstracts of documents published for
the most part from January 1971 through March 1971. For convenience,
the abstracts are classed in ten categories and arranged alphabetically
by author and numerically by abstract number within each category.
Since most of the papers fit into more than one category, a cumulative
subject index at the end of the volume provides the necessary access
to individual concepts and should be utilized for locating all
abstracts in which this concept is significant. The numbers
following an index term are the numbers for the abstracts in which.
this term is found. Each item includes a bibliographic citation,
an abstract, and a set of indexing descriptors Csubject terms listed
in the WATER RESOURCES THESAURUS November 1966 edition) and
identifiers (newly suggested index terms). The most important
index terms are marked by an asterisk. An author index and a
journal list are included for the reader's benefit.
Copies of the articles abstracted in most cases can be obtained
from research libraries covering water pollution or public health.
engineering literature.
Suggestions concerning the improvement of content and format, or
expansion of subject coverage in future supplements will be
gratefully received.
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TABLE OF CONTENTS
Section Title Page
ABSTRACT ill
FOREWORD v
SUBJECT FIELDS AND GROUPS vii
1. Construction: Equipment and Materials;
and Instrumentation 1
2. Overflows and Regulation Devices 3
3. Sewer Hydraulics 5
4. Sewer Systems 7
a. Combined
b. Sanitary
c. Storm
5. Stormwater - Quality, Quantity, and Pollution. . 9
a. Caused from combined overflows
b. Caused from storm runoff
6. Surveys, Policies, and Reports 15
7. Legislation and Standards 31
8. Treatment Methods and Water Reuse 39
9. Hydrology 45
10. Tunnels: Technology and Equipment 57
SUBJECT INDEX 61
AUTHOR INDEX 73
JOURNAL LIST 75
vii
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SECTION 1.
Construction: Equipment and Materials;
and Instrumentation
087
PREASSEMBLY METHOD SPEEDS STORM SEWER PROJECT,
Public Works, Vol 102, No 2, pp 85, Feb 1971.
Descriptors: Urbanization, *Drainage systems, *Construction, Pipes,
Bolts, Construction equipment.
Identifiers: *Storm sewers, *Preassembly, *Colorado Springs, Colorado.
As a result of rapid urban development in the City of Colorado Springs,
improvements in its storm water drainage system are being undertaken.
The Burks & Company, Inc. has recently completed the $480,000 construc-
tion of an elliptical storm sewer line which has a 13'11" bottom span
with a center height of 8'7" and meets the H-20 loading standard
requirements. The contractor opted to preassemble most of the line at
street level, then used a brace of compact telescoping-boom hydraulic
cranes to carry and emplace the sections. Between 85 and 90 percent
of the bolting-up work was accomplished at street level and there were
only two seams to bolt in the trench due to the fact that the pipe was
assembled in bottom and top halves.
088
PREASSEMBLING, CRANE EMPLACEMENT FOR MULTIPLATE STORM-SEWER LINE,
Water Sewage Works, Vol 118, No 2, pp 48-49, Feb 1971.
Descriptors: *Construction, *Construction equipment, *Materials,
*Cranes, Labor mobility, Excavation, Safety, Specifications, Construc-
tion costs.
Identifiers: *Storm sewers, *Preassembly.
A 3100-foot section of large-diameter storm sewer in Colorado Springs,
Colorado was constructed, based on preassembling most of the line at
street level then using two telescoping-boom hydraulic cranes to
carry and emplace the sections, by Burks & Company, Inc. for an
estimated $480,000. Limited easements and tight working quarters made
efficient handling with hydraulic cranes a key factor In determining
the practicality of the multiplate material and the preassembly method.
A 12.5-ton BLH Austin-Western with a 56-ft full power boom and a
15-ton Bantam wing crane unloaded trucks delivering 400 tons of steel,
helped with assembly, and delivered and placed the assembled stations
of the storm sewer line. Burk's project was part of the $2.8 million
Little Shocks Run drainage basin improvements program. The contract
called for installation of the multiplate storm sewer line and also
covered excavation, backfilling and compaction, installation of
catchbasins, and construction of new asphalt roadways replacing
1
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pavement destroyed by the trenching operations. Working with
Warner-Swasey Hopto and Lorain backhoes to handle the major part of
the excavation, the two crews, one starting in the middle and both
working in the same direction, averaged about 52 feet/day of line put
into place.
089
THE MEASUREMENT OF THE EFFECTS OF BUILDING CONSTRUCTION ON DRAINAGE
BASIN DYNAMICS,
D. E. Walling and K. J. Gregory
J Hydrol, Vol 11, No 2, pp 129-144, Aug 1970. 8 fig, 21 ref.
Descriptors: *Construction, *Urbanization, *Investigations,
*Sediment yield, *Storm runoff, *Rainfall-runoff relationships,
Hydrograph analysis, Soil erosion, Peak discharge.
Identifiers: Urban hydrology, Great Britain.
The magnitude of the impact of building activity upon suspended sedi-
ment concentrations may be assessed by comparing samples obtained
simultaneously at different points within one catchment or comparing
samples derived from two adjacent small watersheds, one of which
serves as a control. In each case the suspended sediment concentra-
tions are between 2 and 10 times, and occasionally up to 100 times,
greater than the concentrations obtained from undisturbed conditions.
The form of the relationships obtained demonstrates the importance
of variable source areas within the catchments. To assess the yields
over time, streamflow and sediment records are required. A small
catchment has been instrumented for this purpose on the margin of
Exeter, Devon, England. The catchment was calibrated for a period of
17 months prior to building activity by deriving multiple regression
equations relating peak flow , runoff amount, and runoff percentage to
precipitation characteristics at different times of the year, by
evaluating unit hydrographs, by establishing suspended sediment rating
curves, and by using two adjacent catchments as controls.
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SECTION 2.
Overflows and Regulation Devices
090
AUTOMATIC SEWAGE REGULATOR ANNOUNCED,
Delaware Valley Ind, Vol 44, No 1, pp 27, Jan 1971.
Descriptors: *Regulated flow, *Automatic control, *Separation techniques,
*Storm runoff.
Identifiers: *Sewage flow regulator, Combined sewers.
A new, automatic sewage flow regulator, developed by Neyrpic Incorporated
and installed in a collector, provides for accurate flow control to
the interceptor shutting off automatically all flow to the interceptor
when the collector flow decreases below this preset value, the regulator
opens automatically and water flows again to the interceptor thus
insuring reliable and foolproof separation of sanitary flows (diverted
to treatment stations) and storm waters (discharged away).
091
IN-SEWER FIXED SCREENING OF COMBINED SEWER OVERFLOWS,
Envirogenics Company, El Monte, California
EPA/WQO Contract No 14-12-180, Program No 11024FKJ, Oct 1970. 144 p,
21 fig, 11 tab, 2 ref, 9 append.
Descriptors: *Sampling, *Laboratory tests, *Sewers, *Sewerage, Storm
runoff, Waste water treatment, Sewage treatment, Correlation analysis.
Identifiers: *Combined sewers, *Sewer overflows, *Fixed screens,
*Solids removal.
A field sampling and analysis program, supplemented with laboratory
studies, was conducted to characterize combined sewage contributions
to combined sewer overflows, ascertain the removal of floatables and
solid materials that could be effected by the placement of screening
devices in combined sewer systems, and assess the effect of solids
removal on chlorination requirements and bacterial concentrations.
Statistics are presented on combined sewage bulk and screenings
collected with 0.125-, 0.25-, 0.5-, and 1.0-in. aperture screens.
Statistically significant correlations at the 95-% confidence level
were obtained for the combined sewage bulk only between total solids
and total volatile solids, between total volatile solids and total
volatile suspended solids, and between total suspended solids and
total volatile suspended solids. For combined sewage screenings,
statistically significant correlations at the 95-% confidence level
were found between total solids and total volatile solids, between BOD
and COD, between BOD and hexane extractable material, and between COD
and hexane extractable material. Removals of total solids, total
folatile solids, biochemical oxygen demand, chemical oxygen demand,
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hexane extractable material, total colifortns, fecal coliforms, and
fecal streptococci resulting from placement of the screening devices
into the combined sewer were marginal. Fixed screening of combined
sewage with aperture sizes ranging from 0.0164 to 1.0 in. appear to
have little effect on total coliform and fecal coliform densities or
bacterial kills by chlorination with chlorination requirements being
reduced only slightly.
092
COMBINED SEWER TEMPORARY UNDERWATER STORAGE FACILITY,
Melpar, An American-Standard Company, Falls Church, Virginia
FWQA Contract No 14-12-133, Program No 11022DPP, Oct 1970. 61 p,
16 fig, 12 tab, 2 ref, append.
Descriptors: *Pilot plants, *Underwater, *Storage, *0verflow,
Laboratory tests, Costs, Investigations.
Identifiers: *Storage facilities, *Combined sewers, *Choptank River,
*Cambridge, Maryland.
A pilot plant underwater storage facility was designed, constructed,
operated, and evaluated as a method of temporarily storing storm over-
flow from the combined sewer of the Choptank Avenue drainage basin,
Cambridge, Maryland. Combined sewage in excess of the sewer capacity,
which would normally be discharged directly into the Choptank River,
was intercepted and pumped into a normal 200,000 gallon flexible
underwater storage container located 1300 feet offshore. The stored
overflow was later returned from the tank at a rate which could be
accommodated by the intercepting sewer and treatment plant. The
facility was tested with overflow both from four naturally occurring
rainfalls and using fresh water simulation. The overflow samples were
analyzed in a field laboratory for the following characteristics: pH,
suspended solids, volatile suspended solids, settleable solids, 5-day
biochemical oxygen demand, and chemical oxygen demand. The pilot
plant facility was capable of collecting 96% of the average annual
overflow from the drainage basin at a cost of less than $1.85 per
thousand gallons. The facility could prevent the annual discharge of
7,136 pounds BOD into the Choptank River. Underwater storage facili-
ties could be used effectively for a number of combined sewer areas.
Site selection, however, has been proven to be a critical factor.
Care must be exercised to prevent public disturbance, and factors
such as land use, tidal conditions, or the types of storms must also
be considered.
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SECTION 3.
Sewer Hydraulics
093
SURFACE WATER DRAINAGE,
L. Brassill
J Inst Munic Engrs (London), Vol 97, pp 303-310, Nov 1970. 4 fig, 4 tab.
Descriptors: *Design, *Methodology, *Sewers, *Storm runoff, Drainage
Rainfall, Runoff.
Identifiers: *Storm sewers, Design research.
In this paper the design concept of sewers generally and storm sewers
in particular is discussed and a review is presented of established
practice and more recent research relating to this design aspect. All
sewer design methods consist of the following four operations, fully
detailed herein: frequency of flooding, design rate of rainfall,
calculation of the rate of runoff from the rate of rainfall, and cal-
culation of the sewer size. The author copies explore the procedure,
shortcomings, and accuracy comparisons of earlier design methods,
such as the rational method, the tangent method, the Coleman and
Johnson system, and the Ormsby and Hart method, and more recent
methods, such as the unit hydrograph method and the Road Research
Laboratory Hydrograph method. It is concluded that: in schemes where
sewer size larger than 24 inches are likely to be encountered the
RRL hydrograph approach is the most satisfactory, otherwise the
rational method gives satisfactory results; the Colebrook-White for-
mula should be used for the solution of all hydraulic data associated
with the design; and exploration concerning storm water drainage appears
to have been adequately investigated for all normal design purposes.
094
REAL TIME ROUTING OF FLOOD HYDROGRAPHS IN STORM SEWERS,
Shih-Tun Su (discussion)
J Hydraulics Div, Am Soc Civil Engrs, Vol 97, No HY3, pp 464-465,
Mar 1971.
Original Paper: REAL TIME ROUTING OF FLOOD HYDROGRAPHS IN STORM SEWERS,
Garth S. Harris
J Hydraulics Div, Am Soc Civil Engrs, Vol 96,
No HY6, pp 1247-1260, Jun 1970.
Descriptors: *Flood routing, Storm runoff, Hydrographs.
Identifiers: *Average-lag method, *Discussion.
Su contends that the accuracy and reliability lost by using the
simplified flood routing methods should be considered in the applica-
tion of such a method. A detailed listing of all the limitations
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under which the progressive average lag method can be applied is advo-
cated. A more precise measuring system or mathematical description
for the three inflow hydrographs used by the author is deemed
necessary to distinguish one from the other. Citing examples from the
author's text, Su further contends the necessity to study other sim-
plified routing methods in which the coefficients or parameters relate
closely to the physical picture.
095
REAL TIME ROUTING OF FLOOD HYDROGRAPHS IN STORM SEWERS,
Ben Chie Yen (discussion)
J Hydraulics Div, Am Soc Civil Engrs, Vol 97, No HY2, pp 368-369,
Feb 1971. 2 ref.
Original Paper: REAL TIME ROUTING OF FLOOD HYDROGRAPHS IN STORM SEWERS,
Garth S. Harris
J Hydraulics Div, Am Soc Civil Engrs, Vol 96,
No HY6, pp 1247-1260, Jun 1970.
Descriptors: *Flood routing, Storm runoff, Hydrographs, Open channel
flow, Flow.
Identifiers: Storm sewers, Discussion.
For flow having mixed supercritical and subcritical modes with a
critical section or a hydraulic jump occurring within the reach of the
sewer, Yen contends that not only the critical section or the hydraulic
jump is usually moving but also the discontinuity must occur along the
characteristics thus making the method of characteristics for routing
open channel flow quite complicated. Furthermore, Yen holds that the
accuracy of the results obtained by using equations 19 through 22 is
questionable due to the fact that sewers often do not have such a long
length as in long channels with negligible backwater effect.
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SECTION 4.
Sewer Systems
4a. Combined
096
FEASIBILITY OF A PERIODIC FLUSHING SYSTEM FOR COMBINED SEWER CLEANSING,
FMC Corp., Santa Clara, Calif. Central Eng Labs.
Final Report - Phase I, CE45363, Aug 1970. 48 p, 11 fig, 1 tab, 23
ref. FWQA Program No 11020DN008/67.
Descriptors: Sewers, Overflow, Conveyance structures, Storm drains,
Water pollution control, Costs, Flow.
Identifiers: *Combined sewers, *Storm water overflow, *Flushing
systems, *Sewer flushing, Sewer cleansing.
One of the causes of pollution from storm water overflow of combined
sewers is the deposition of pollutional solids during the dry weather
flow followed by pick up of the pollutional material during storm
flow when the flow is bypassed. As a solution to this problem, it has
been proposed that a flushing system be used to periodically cleanse
the sewers during the dry weather and convey the solids to the treat-
ment plant. Under Phase I a study was made of sewer flushing prac-
tices, application requirements, and hydraulic theory. Investigation
was also made of sampling methods and equipment; flushing test equip-
ment was designed for use in Phase II, and the cost of Phase II was
estimated. It was confirmed that additional detailed information is
needed to apply a periodic flushing system to actual combined sewers.
It was also concluded that the existing information on sewer flushing
indicated a good possibility that a periodic flushing system would be
feasible for reducing pollution from combined sewer storm water over-
flow. The detailed information needed to apply a sewer flushing
system must be determined by a large number of controlled experiments
of flushing effectiveness. The design of flushing evaluation equipment
for use in Phase II has been carried to the point where a cost estimate
can be made for construction of the equipment. A description of the
design and the cost estimates are included in this report.
4b. Sanitary
TUNNELING SYSTEM PULLS INSTEAD OF PUSHING LARGE DIAMETER STEEL PIPE,
Jiro Wakabayashi
Construct Methods Equip, Vol 53, No 2, pp 96-100, Mar 1971.
Descriptors: *Installation, *Construction equipment, *Tunneling,
*Methodology, *Steel pipes, Data collections.
Identifiers: *Sanitary sewers, *Japan.
7
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A Japanese contractor has successfully used a U.S.-developed jacking
system to pull some 200 feet of 96-inch diameter steel casing for a
sewer line through the saturated subsoil of a creek without first
cofferdamming, dewatering, or grouting the site. The Japan Develop-
ment & Construction Company installed a 282-ft-stretch of sanitary
sewer under an existing creek that runs through suburban Yokohama
without disrupting its use as an open sewer for the surrounding houses.
The pulling system used for installing the pipe consists of a circular
steel jacking frame; 48, 15-ton hydraulic jacks mounted equidistant
around the frame; and high strength pulling cables running from the
jacks to points around the circumference of the pipe's cutting edge.
Details of the construction procedure are given. A one-shift opera-
tion was worked on the subaqueous tunneling job while a daily com-
pilation of data from a gage recording the thrust required by the
system as the casing was pulled through the soil was delivered to the
engineering department for analysis and evaluation as well as planning
the next day's operation.
4c. Storm
COVENTRY CITY CORPORATION SEWERAGE AND SEWAGE TREATMENT,
Peter Beaumont
Surveyor, Vol 137, No 4100, pp 47-48, Jan 8, 1971.
Descriptors: *0verflow, *Storm runoff, *Treatment facilities, *Sewers,
Construction, Storage tanks, Sewage treatment.
Identifiers: *Great Britain.
A $36 million program, begun in the 1950's, to replace the city's
trunk sewers and major branch sewers is designed to end pollution
caused from overflows in overloaded sewers during times of storm
runoff. Storm water balancing stations are being provided to hold
excess flow until it can be pumped back to the sewer when the storm
is over. The extensions undertaken at the Finham sewage treatment
works are discussed and emphasized are the workings of the treatment
plants.
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SECTION 5.
Storm water - Quality, Quantity, and Pollution
5a. Caused from combined overflows
099
QUANTITY AND QUALITY RELATIONSHIPS FOR COMBINED SEWER OVERFLOWS,
A. 0. Friedland, T. G. Shea, and H. F. Ludwig
Fifth International Water Pollution Research Conference, San Francisco,
Jul 26-Aug 1, 1970. Preprint Paper 1-1. 16 p, 5 fig, 5 tab, 2 ref.
Descriptors: *Flow, *Hydrology, *Mathematical models, *Hydrographs,
*Storm runoff, Waste water treatment, Water pollution, Water quality.
Identifiers: Combined sewage.
The results of a one-year program of wet and dry weather monitoring of
five combined sewer systems and one storm sewer system in San Francisco,
are presented. The time concentration profiles of combined sewage
constituents follow a definite three-phase variation initially having
characteristics of raw sewage increasing in the second phase to 125
to 200% of the characteristics of raw sewage, and receding in the
third phase to levels of 10 to 25% of the characteristics of raw
sewage. No correlation was found between the mass emission of con-
stituents due to storm and the antecedent dry period, land use charac-
ter, or rainfall intensity. Storm runoff emission equations for COD,
total suspended solids, total nitrogen, and ortho-phosphate are
included. Hexane extractable material and floatables can be used in
conjunction with dry weather flow, waste load coefficient, a rainfall
history, basin acreage, and population to estimate wastewater loads.
Weather diversions contain twice the total nitrogen and orth-phosphate
phosphorus, 50 to 60% more total nitrogen and COD, 20% more floatables,
and 10% more total suspended solids than the storm runoff fraction of
the diversion alone would contain. The nitrogen and phosphorus
emissions from secondary forms are significantly greater than emissions
of these constituents from combined or storm sewage flows on an annual
basis.
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5b. Caused from storm runoff
100
VARIATION OF URBAN RUNOFF WITH DURATION AND INTENSITY OF STORMS,
Robert C. Brownlee, T. Al Austin, and Dan M. Wells
Texas Tech University Water Resources Center Interim Rep No WRC-70-3,
Sep 1970. 68 p, 12 fig, 30 tab, 10 ref.
Descriptors: *Storm runoff, *Water pollution sources, Urbanization,
Sewage treatment, Statistics, Sewage disposal, Data collections,
Hydrologic data.
Identifiers: Urban runoff, Combined sewers.
A great many cities transport raw domestic sewage to treatment facili-
ties in the same sewer systems used to carry storm runoff from the
streets. The storm runoff carried by these combined sewers, during
even moderate rainstorms, can greatly exceed the capacity of municipal
sewage treatment plants. This study was undertaken to determine the
concentrations of pollutants carried by the storm runoff from a small
residential watershed, and to consider the variations of pollutant
concentrations with the duration of runoff. Surface runoff from
rainstorms on the small residential watersheds contains pollutant
concentrations which vary in average and extreme values from storm
to storm. Average total dissolved solids and nitrates as well as the
average pH value of storm runoff are within the USPHS standards for
drinking water, while solids concentrations and total alkalinity
concentrations are in the range of those found in raw sewage influent.
Average BOD concentration of the samples tested is approximately the
same as that of secondary sewage treatment effluent. Regression and
correlation analyses indicate a definite reduction in constituent
concentrations with duration of runoff. Rainfall intensities, ante-
cedent moisture conditions, storm movements, and other parameters also
influence this relationship.
101
QUALITY OF STORM WATER DRAINAGE FROM URBAN LAND AREAS IN NORTH
CAROLINA,
Edward H. Bryan
North Carolina Water Resources Research Institute Rep No 37, Jun 1970.
A3 p.
Descriptors: *North Carolina, *Water quality, Storm runoff, Surface
runoff, Water quality control, Drainage, Urbanization, Surface
drainage.
Identifiers: *Storm water drainage, Urban runoff.
The objective of this project was to determine the quality character-
istics of storm water drainage from an urban land drainage basin in
North Carolina as influenced by the nature of land use on the basin.
10
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The purpose of this study was to determine quantitative relationships
between different land-use patterns and consequent differences in the
water quality. The drainage basin selected has an area of 1.67 square
miles and is in the upper portion of the Cape River Basin of North
Carolina. Residential, commercial, and industrial activities on the
selected basin are representative of the urban land-use pattern in
North Carolina cities and towns. During the first year a gaging and
sampling station was installed on the outlet of the major basin. In
the second year, the major basin was divided into a number of sub-
sidiary basins to characterize the quality of water draining from
each sub-basin and attempt correlation of its qualities with land use.
Urban storm water was found to be a significant source of pollutional
constituents to receiving streams. With respect to BOD, the total
weight contribution by storm water from this basin was estimated to
equal that of its sanitary wastewater effluent from secondary treat-
ment. The contribution of total organic matter as measured by
chemical oxygen demand in its storm water was greater than that
attributable to discharge of raw sanitary wastewater from a strictly
residential, average urban area. The total solids contribution by
urban storm water was substantially larger than would be expected
from average raw domestic wastewater. The contribution of phosphate
from this urban basin was nominal for urban storm water in comparison
with that of domestic wastewater.
102
EXTENT OF POLLUTION BY STORMWATER OVERFLOWS AND MEASURES FOR ITS CONTROL,
K. Inaba
Fifth International Water Pollution Research Conference, San Francisco,
Jul 26-Aug 1, 1970. Preprint Paper HA-8. 7 p, 4 fig, 1 ref.
Descriptors: *Water pollution, *Storm runoff, *Sewage, *Hydrology,
*Hydrographs, Ponds, Waste water treatment, Mathematical models,
Sewerage.
Identifiers: *Combined sewage, *Japan.
A study of the quantity and quality of storm sewage from a combined
sewerage system in Tokyo metropolis was conducted in the period 1966-
1967. Three interconnected aspects of the study are discussed: 1)
the hourly variation of storm sewage and storm water quality and quan-
tity in urban areas, 2) some considerations on the method of estimating
these factors, and 3) the control of storm sewage flow and quality.
It is important to estimate the hourly variation of storm sewage or
storm water quality as a function of rains at all intensities so that
accurate measures can be taken for control based on a sound mathematical
model. Several possibilities are investigated and it is concluded
that in a combined system it is most economical and reasonable to
divide the total pollution in storm sewage between the outfall sewer
to the treatment works, a storage tank, and storm sewage outflows.
11
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103
A SYSTEMS STUDY OF STORM RUNOFF PROBLEMS IN A NEW TOWN,
Charles W. Mallory and John J. Boland
Water Resources Bulletin, Vol 6, No 6, pp 980-989, Nov-Dec 1970.
4 tab, 7 ref.
Descriptors: *Storm runoff, *Urbanization, *Systems analysis,
*Simulation analysis, Mathematical models, Computer models, Water
pollution control, Water supply, Optimization, Water reuse, Sediment
control.
Identifiers: *Columbia, Maryland, *Urban hydrology.
A system study was conducted on the use of a large number of small
reservoirs dispersed throughout an urban community as a means of storm
water pollution control. The study was based on an area within the
"new city' of Columbia, Maryland. Water collected and stored in
the reservoirs is treated for release or use in meeting subpotable
and potable water demands in the community. Design and performance
criteria were developed for such a system. A simulation model and
a computerized evaluation technique were used to select the optimal
locations and system configurations. The results of this study
indicated that such a system would be less expensive than a con-
ventional engineering approach to storm water pollution control.
Further, the benefits derived from use of the storm water as a water
supply can offset a portion of the cost of pollution control.
Several secondary benefits also result from this concept including
erosion and sediment control, storm flow dampening, and recreational
facilities. A program is now underway to demonstrate this concept
in Columbia, Maryland.
104
URBAN SOURCES OF NITRATE,
James M. Symons
Illinois University Urbana Bulletin, Vol 68, No 2, pp 78-85, Aug 5,
1970. From 12th Sanitary Engineering Conference Proceedings on
NITRATE AND WATER SUPPLY: SOURCE AND CONTROL, Urbana, Illinois,
Feb 11-12, 1970.
Descriptors: *Industrial wastes, Urbanization, *Storm runoff,
*Sewage, *Water supply, *Nitrates.
Identifiers: *Nitrogen sources.
The urban sources of nitrate nitrogen are dealt with, and data on
nitrite, nitrogen, ammonia, and organic nitrogen are included in
the study since they can be partially or totally biologically oxi-
dized to the nitrate form. The sources of urban nitrogen include
human wastes from individual and central sewage systems, runoff
from separate and combined storm water systems, rainfall, and
industrial wastes. These sources are discussed in terms of the
quantities and concentrations of readily biologically oxidizable
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nitrogen they contribute, and the degree of dilution each has to
undergo in meeting with United States Public Health Standards
requirements for nitrate nitrogen in drinking water supplies.
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SECTION 6.
Surveys, Policies, and Reports
105
STORMWATER QUALITY,
Public Works, Vol 102, No I, pp 99, Jan 1971.
Descriptors: *Surveys, *Investigations, *Storm runoff, *Water quality,
Drainage systems, Urbanization, North Carolina, Sampling, Water
pollution, Water pollution sources, Flow rates.
Identifiers: *Parametrics.
This is a synopsis of a report conducted by E. H. Bryan at the Water
Resources Research Institute of the University of North Carolina which
investigated the "Quality of Stormwater Drainage from Urban Land Areas
in North Carolina". This project was undertaken to evaluate the
quality characteristics of storm water runoff from a 1.67 square mile
drainage basin within the city of Durham, North Carolina. Parameters
selected for routine examination included total solids, volatile total
solids, BOD, COD, chloride, soluble phosphate, total phosphate, fecal
coliform counts, and lead. Flows were sampled from approximately 30
storms among 70 which occurred over a period of fourteen months.
Results obtained indicated that: discharged BOD is estimated at 0.23
pound/acre/day; COD measures at 2.85 pounds/acre/day; total solids
contribution is substantially larger than expected from raw domestic
sewage; pollutants are discharged in slugs during and immediately
following storms; pesticide analyses indicate a total concentration
of 1.16 ppb; and, lead concentration of the runoff averaged 1190 Ibs/
sq. mile for an annual yield.
106
THE ENVIRONMENTAL DECADE (ACTION PROPOSALS FOR THE 1970's): From the
Conservation and Natural Resources Subcommittee,
Committee on Government Operations
Hearings before the Committee on Government Operations, 91 Cong,
2d Sess, Feb 2-6, Mar 13, and Apr 3, 1970. 367 p.
Descriptors: *Environmental engineering, *Separation techniques,
*Sewers, *Waste treatment, *Treatment facilities, *Pollution abatement,
*Water pollution control, *Standards, *Waste disposal, *Soil erosion.
Identifiers: *Proposals, *Funding, *Air pollution control,
*Environmental control.
Congressional testimony is reported on proposals for the 'Environmental
Decade of the 1970's1. The proposals include adequate funding for
waste treatment plants, separation of storm and sanitary sewers,
development of desalinization and recycling, the prevention of waste
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by evaporation and other causes, elimination of sources of pollution,
preservation of wetlands and estuaries, development of pollution-free
automotive engines as alternatives to present internal combustion
engines, standards for industrial and power plants in elimination of
polluting discharges, elimination of agricultural soil erosion and
siltation from highway construction and suburban development, control
of chemical pollution from the use of fertilizers, standards for
regional and national planning, and strict controls for solid waste
disposal.
107
CONCEPTUAL ENGINEERING REPORT: KINGMAN LAKE PROJECT,
Roy F. Weston, Inc., West Chester, Pennsylvania
FWQA Contract No 14-12-829, Program No 11023FIX, Aug 1970. 149 p,
7 fig, 23 tab, 25 ref, 5 append.
Descriptors: *Filtration, *Flow measurement, *Rainfall-runoff
relationships, *Recreation facilities, Rainfall intensity, Depth-area-
duration analysis, Storm runoff, Overflow, Organic loading, Pollutants,
Standards, Waste water treatment, Activated carbon, Sewers, Tunnel
design, Technical feasibility, Annual costs, Capital costs, Cost-
benefit analysis, Water storage, Water reuse, District of Columbia,
Pollution abatement.
Identifiers: *Combined sewers.
This conceptual engineering study concerns the reclamation of combined
sewer overflows and utilization of the reclaimed waters in a major
water-oriented recreational facility for the District of Columbia. The
investigation encompasses a comprehensive solution of environmental
problems by proposing multi-use objectives and facilities. Principal
objectives of the project include: 1) evaluation of rainfall-runoff
relationships for sizing of storage and treatment plant capacities;
2) confirmation of treatment feasibility using filtration and an
activated carbon process; and 3) development of sufficient data for
preliminary design purposes. Laboratory studies not only demonstrated
process feasibility, but showed the need for including flocculation
and sedimentation for removal of minute particles, together with
chlorine and iodine addition for maximum disinfection. The recommended
storage/treatment plan provides for a 175 million gallon storage basin,
a 50 million-gallon/day reclamation facility, and two 46-acre swimming
and boating lakes. Cost effectiveness (cost/benefit ratio) of the
project, as envisioned, has been indicated to be 1.6 at an estimated
total project cost of $45,200,000, and an estimated annual operating
cost of $1,777,000. Implementation of the proposed plan would not
only provide a least-cost alternative over single-purpose projects
to attain identical objectives, but would also reduce the annual
pollution now discharged by the Northeast Boundary Trunk Sewer by
approximately 99 percent.
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108
IMPACT-TYPE ENERGY DISSIPATOR FOR STORM-DRAINAGE OUTFALLS STILLING
WELL DESIGN,
Army Engineer Waterways Experiment Station, Vicksburg, Miss.
Technical Rep, No 2-620, Mar 1963. 66 p, 9 tab, 37 plates.
Descriptors: *Drainage, *Storms, *Underground structures, *Erosion,
Pipes, Design, Flow, Stilling basins.
Identifiers: *Energy dissipator.
An impact-type energy dissipator consisting of a vertical section of
circular pipe affixed to the outlet end of a storm drainage outfall,
termed a stilling well, was studied in the laboratory to determine
the energy loss coefficient and the effects of the geometrical com-
ponents of such a structure. The results were generalized and given
in terms of dimensionless parameters. Investigations were conducted
with a 0.99-ft-diameter model stilling well which had a 2-ft-diameter
collar attached to the top to simulate a broad-crested circular weir,
and incoming pipes with diameters of 0.33, 0.40, and 0.60 ft on slopes
of 1 on 1, 1 on 2.2, and 1 on 4. There is an optimum depth of the
stilling well below the invert of the incoming pipe, dependent on
the slope of the incoming pipe. Limited tests indicated that there
is also an optimum height of the well above the pipe invert for each
given set of conditions. In regard to energy dissipation, test
results show that the smaller the ratio of the diameter of the incoming
pipe to that of the stilling well and the flatter the slope of the
incoming pipe, the greater the value of the energy loss coefficient.
The energy loss coefficient is less for full pipe flow than for par-
tial pipe flow. Discharge coefficients for a circular stilling well
were determined for both partial and full pipe inflows and free
outflow conditions, and empirical equations were developed.
109
FLOOD PLAIN INFORMATION, CITY OF ALEXANDRIA AND ARLINGTON COUNTY,
VIRGINIA, FOURMILE RUN,
Corps of Engrs, Baltimore, Maryland
Report, Oct 1968. 38 p, 11 fig, 7 tab.
Descriptors: *Flood forecasting, *Flood plains, *Flood damage,
*Storm runoff, Urbanization, Planning, Runoff, Flood control, Drainage,
Regional flood.
Identifiers: *Fourmile Run, Virginia, *Arlington County, Virginia,
*Alexandria, Virginia, *Arlandria, Virginia.
Flooding was studied on the lower 3 miles of Fourmile Run, a floodway
draining 18.5 square miles that flows 9 miles through Arlington County,
along the northern boundary of Alexandria, Virginia, and discharges
into the Potomac River downstream of Washington National Airport.
During the largest flood of record, in August 1963, damage to business
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properties in a four-block stretch of Arlandria was estimated at more
than one million dollars. Two significant phases are covered of the
Fourmile Run flood problem: (1) the largest known floods, and (2)
probable future floods. Estimates are made of the maximum velocities,
discharge rates, and flood depths that would result from a flood
having a 100 year average recurrence interval, and from the maximum
probable flood that could ever be anticipated in the area. This latter
flood would top the flood depth of record by 10.3 feet on Mount Vernon
Avenue in Arlandria, and discharge 25,000 cfs at its peak. The report
is intended to provide the basis for further study and planning by
Arlington County and Alexandria to develop solutions. The report
contains maps, profiles and cross-sections that indicate the extent
of future flooding anticipated. These can be used to guide and plan
land developments, and to formulate zoning ordinances and subdivision
regulations. They can also be used in planning flood protection works.
110
REPORT ON FOURMILE RUN FLOODING, ALEXANDRIA, VIRGINIA,
Greeley and Hansen, Chicago, Illinois
Report to City of Alexandria, Virginia, Apr 1968. 66 p, 14 fig, 5 tab.
Descriptors: *Flood protection, *Flood control, *Storm runoff,
*Urbanization, *Drainage engineering, Construction costs, Runoff,
Planning.
Identifiers: *Fourmile Run, Virginia, *Arlington County, Virginia,
*Alexandria, Virginia, *Arlandria, Virginia.
General design criteria are developed along with a basis of design for
the construction of engineering works to protect property from flooding
along Fourmile Run between the stream's outlet to the Potomac River
and the Shirley Highway. Fourmile Run carries storm water runoff from
an 18.5 square mile drainage area in Arlington County. Extensive
damage to commercial and residential properties results from flash
floods, particularly in the Arlandria area at the North boundary of
the City of Alexandria. The data obtained on the maximum flood of
record, August 20, 1963, were considered in the study. The recommended
basis of design is to provide for a minimum discharge of 20,000 cfs,
but, preferably, 24,000 cfs. The construction costs for the latter
are estimated at $9,437,000, based on 1968 unit costs. The project
would entail: the removal and construction of new culverts, bridges
and a railroad trestle which constitute streamflow bottlenecks; pro-
vision of storage in the main stem by channel improvement and levee
construction; off-channel detention storage on City-owned property
located in the flood zone; and miscellaneous provisions, including
possible removal of buildings from the flood plain. The Fourmile Run
flash flooding problem is a prime example of similar situations in
various parts of the country.
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Ill
MERCER COUNTY, NEW JERSEY, COMPREHENSIVE PLAN: ANALYSIS OF WATER
SUPPLY AND SEWERAGE FACILITIES OF MERCER COUNTY,
Mercer County Planning Board, Trenton, New Jersey
Final Rep, No 7, Nov 1969. 41 p, 7 tab, 2 map, 19 ref.
Descriptors: *Sewers, *Water resources, *Waste water (pollution),
*Waste treatment, *Treatment facilities.
Identifiers: *Mercer County, New Jersey, *Regional planning.
Approximately 266,000 of Mercer County's 300,000 population is supplied
with water from public or private water sources. The remainder
receives its water from individual private wells. The source of water
for 75 percent of the County is the Delaware River and the Water is
supplied by the city of Trenton Water Company. The analysis indicates
that the County has adequate water resources to handle expected future
development. Most of Mercer County's population is serviced by
modern wastewater collection and treatment facilities. For the
remainder of the County, preliminary engineering reports and feasibility
studies are being prepared by municipal officials and study groups to
indicate how these areas can be serviced.
112
MERCER COUNTY, NEW JERSEY, COMPREHENSIVE PLAN: STORM WATER RUNOFF
AND DRAINAGE FACILITIES,
Mercer County Planning Board, Trenton, New Jersey
Final Report, Sep 1969. 30 p, 5 tab, 10 ref.
Descriptors: *New Jersey, *Drainage, *Runoff, Rainfall, Culverts,
Surveys.
Identifiers: *Regional planning, *Storm water, *Mercer County , New
Jersey.
Major problems occur in developing areas when open land which formerly
absorbed rain water becomes covered with structures and asphalt. The
county has a major responsibility in ensuring that, as land becomes
developed and storm water runoffs increase, facilities guiding flows
under county roads remain adequate to handle the increased water
flow. The report analyzes each of the drainage areas adjacent to
existing major county bridges or culverts to determine whether they
will be adequate to handle increased flows when the drainage areas
develop as presently zoned.
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113
STORM DRAINAGE IN THE TOLEDO REGIONAL AREA,
Toledo Regional Area Plan for Action, Ohio
Regional Report 9.3, Office of the Lucas County Engineer, Sep 1969.
118 p.
Descriptors: *Storm drains, *Drainage systems, Urbanization, Floods,
Sanitary engineering, Standards.
Identifiers: *Storm sewers, *Toledo, Ohio, Combined sewers.
The report is an inventory and analysis of existing storm drainage
systems. The collected information provides a basis for solving
immediate drainage problems, guiding new development to those areas
amenable to good drainage, and planning for future drainage improve-
ments. Subject areas covered by the study include: planning and
financing of storm drainage facilities, general standards for storm
drainage systems, mapping for watershed areas, and computation of
storm water runoff and water surface elevations. Two important
problem areas examined are flooding and combined sewers.
114
STORM DRAINAGE FACILITIES, UNION COUNTY, NEW JERSEY,
Union County Planning Board, New Jersey
May 1970. Various pagings.
Descriptors: *Management, *Planning, New Jersey, Floods, Drainage,
Storms, Structures, Rainfall, Design, Roads, Maps.
Identifiers: *Storm sewers, *Union County, New Jersey.
The report presents an inventory and analysis of the storm drainage
facilities of Union County, New Jersey. Points of analysis were
generally selected where streams cross major County thoroughfares.
The tributary areas to each of these points were determined. Estimates
of minimum design flows were prepared. These suggested minimum design
flows were then used to determine the adequacy of the existing drainage
facility at the point of analysis. The second stage of this report will
analyze tidal influence upon storm drainage facilities and present a
recommended plan of improvements.
115
RECOMMENDED REGIONAL PLAN FOR SEWERAGE, WATER SUPPLY AND STORM DRAINAGE,
Valley Regional Planning Agency, Ansonia, Conn.
HUD Project Conn. P-103, Feb 1970. 60 p, append.
Descriptors: *Urbanization, *Planning, *Connecticut, *Sanitary
engineering, Sewage, Drainage, Floods, Water supply.
Identifiers: *Storm sewers.
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The report presents the recommended regional plan and program for
sewerage, water supply, and storm drainage for the 58 square mile
Valley Planning Region, comprising Ansonia, Derby, Seymour, and
Shelton, Connecticut.
116
STORM DRAINAGE: INVENTORY AND ANALYSIS OF MAJOR EXISTING AND PLANNED
FACILITIES. VOLUME V: STORM DRAINAGE,
Valley Regional Planning Agency, Ansonia, Conn.
HUD Project Conn. P-103, Feb 1970. 18 p.
Descriptors: *Urbanization, *Planning, *Connecticut, *Drainage,
*Sewers, Floods, Sewage, Sanitary engineering.
Identifiers: *Storm sewers.
This is the fifth of a five-volume report that is being utilized as
part of the basis for an areawide water/sewer plan and program for
the Valley Region. This volume includes an inventory and evaluation
of the major existing and planned facilities. The inventory includes
a delineation of present areas served by storm sewers and areas
requiring flood protection. (See abstract number 115.)
117
TECHNICAL COMMITTEE ON STORM OVERFLOWS AND THE DISPOSAL OF STORM
SEWAGE: FINAL REPORT,
Ministry of Housing and Local Government, England
1970. 76 p, 2 append.
Descriptors: *Publications, *Storm runoff, *Sewage disposal, *Sewers,
*Investigations, Surveys, On-site investigations, Structures, Model
studies.
Identifiers: *Great Britain, *Storm overflows.
This is the final report of the Technical Committee on Storm Overflows
and the Disposal of Storm Sewage appointed on May 20, 1955 whose pur-
pose it was to "study and report upon practices relating to storm
overflows on sewers and the disposal of storm water and to make
recommendations". An extensive program of experimental and special
studies have been conducted and are reported herein under individual
chapter headings. Chapters are abstracted separately and follow below,
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118
TECHNICAL COMMITTEE ON STORM OVERFLOWS AND THE DISPOSAL OF STORM
SEWAGE: CHAPTER 1. INTRODUCTION,
Ministry of Housing and Local Government, England
pp 1-4, 1970. 2 ref.
Descriptors: *Publications, *Investigations, Flow rates, Model
studies, On-site investigations, Storm runoff, Overflow.
Identifiers: *Great Britain, Historical review, Storm overflows,
Storm tanks.
The historical evolution of the sewerage system in England and Wales
is outlined. Until 1955 requirements for design practices of sewer
systems, treatment measures, and the construction of storm overflows
were based on 1898 report conclusions. Since 1955, investigations
have been initiated by the Technical Committee in the following areas:
1) a survey of storm overflows in 52 local authority areas to obtain
information about the numbers and types of overflows in existence and
the local circumstances in which they operated; 2) an investigation
of the rate of flow and composition of storm sewage in three drainage
areas; 3) experiments on small-scale models of different types of
overflows to compare their performance and assess the value of storage
under the time-varying flow of storm conditions; 4) field-scale
experiments on different types of overflows, to test their hydraulic
efficiency and also their efficiency in limiting the amount of pollu-
tion discharged by the overflows; and 5) an investigation of the
performance of storm tanks. (See abstract number 117.)
119
TECHNICAL COMMITTEE ON STORM OVERFLOWS AND THE DISPOSAL OF STORM
SEWAGE: CHAPTER 2. EXTENT OF THE PROBLEM,
Ministry of Housing and Local Government, England
pp 5-9, 1970. 2 fig, 2 tab, 1 ref.
Descriptors: *Publications, *Surveys, Surface waters, Water pollution
sources.
Identifiers: *Great Britain, *Storm overflows.
Storm overflows occur in all combined and partially-separated sewer
systems. Only 8% of the authorities covered (226-works) by the survey
have completely separate sewerage systems. Pollutional problems arise
from some surface runoff yet it is recommended that surface water
runoff be connected to sewers only when runoff is heavily polluted.
It is further recommended that re-sewering be done on a separate system
basis as the need and funds arise. A storm overflow questionnaire
was completed by authorities representing 3.6% of all local areas
serving 8.2% of the total population on main drainage. Of the 849
overflows surveyed, 317 were considered unsatisfactory for the follow-
ing various reasons: stranding of solids in vicinity of watercourse,
effect on biology, operation in dry weather, too frequent operation
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in wet weather, combined influence with neighboring overflows, and
deposits of sludge in the watercourse. (See abstract number 117.)
120
TECHNICAL COMMITTEE ON STORM OVERFLOWS AND THE DISPOSAL OF STORM SEWAGE:
CHAPTER 3. FIELD STUDIES ON FLOW AND COMPOSITION OF STORM SEWAGE,
Ministry of Housing and Local Government, England
pp 10-35, 1970. 12 fig, 15 tab, 3 ref.
Descriptors: *Publications, *0n-site investigations, *Rainfall,
*Storm runoff, *Sewage, Flow measurement, Overflow, Flow rates.
Identifiers: *Great Britain, *Sewage composition.
A program of field studies was undertaken by the Water Pollution
Research Laboratory at Northampton, Brighouse, and Bradford in order
to collect information on the flow and composition of storm sewage.
At each site records of rainfall and the composition of storm sewage
were maintained and the composition of dry-weather sewage was
measured on a number of occasions during the following test periods:
February 1960 to January 1962 at Northampton, from November 1958 to
December 1961 at Brighouse, and from February 1961 to January 1964 at
Bradford. Results from flow measurements at Northampton and Brighouse
may be useful in predicting the annual duration and volume of discharge
from hydraulically efficient overflows in other areas. Further, it was
found that storm sewage was weakest during the night, although there
was less diurnal variation than observed in the dry-weather sewage;
its strength decreased with time during storms, and to some extent
depended upon the flow. Although there were wide variations in the
composition of storm sewage from site to site and from time to time,
a rough estimate of the average strength of storm sewage found in
these areas is 400 mg/1 suspended solids, 40 mg/1 permanganate value,
80 mg/1 BOD, and 4 mg/1 ammoniacal nitrogen. (See abstract number
117.)
121
TECHNICAL COMMITTEE ON STORM OVERFLOWS AND THE DISPOSAL OF STORM
SEWAGE: CHAPTER 4. LABORATORY EXPERIMENTS OF MODELS OF STORM
OVERFLOWS,
Ministry of Housing and Local Government, England
pp 36-42, 1970. 4 fig, 2 tab, 2 ref.
Descriptors: *Publications, *Laboratory tests, *Model studies,
Analysis.
Identifiers: *Great Britain, *Storm overflows, *Comparative performance.
The main purpose of the laboratory experiments was to compare the
effectiveness of four types of overflows with non-steady polluting
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discharges and to assess the extent to which storage of a first flush
of heavily polluting storm sewage might be beneficial. The overflows
studied were a low side-weir, a stilling pond, a vortex with spill
over a central ring weir, and an overflow with storage beyond high
side-weirs. A summary of performance with polluting material accord-
ing to A (gradient 1 to 500) and B (gradient 1 to 100) shows that:
low side-weir — (A) worst of the four with grit and coarse solids
yet good retention of floating solids with scumboards, and (B) best
retention of floating solids with scum-boards and moderate performance
with dissolved pollution, coarse solids, and grit; stilling pond —
(A) best of the four with coarse solids and grit and good retention
of floating solids with scum-boards, and (B) moderate performance
with all pollutants; vortex with central weir — (A) moderate other
than poor retention of floating solids, and (B) worst of the four
with dissolved pollution and similar to the spilling pond for others;
and storage type — (A) best of the four with dissolved pollution and
best retention of floating solids with or without scum-boards, and (B)
moderately good with dissolved pollution yet best of the four with
coarse solids and best retention of floating solids without scum-
boards. (See abstract number 117.)
122
TECHNICAL COMMITTEE ON STORM OVERFLOWS AND THE DISPOSAL OF STORM
SEWAGE: CHAPTER 5. FIELD-SCALE EXPERIMENTS ON STORM OVERFLOWS,
Ministry of Housing and Local Government, England
pp 43-50, 1970. 3 fig, 1 tab, 2 plate, 2 ref.
Descriptors: *Publications, *0n-site investigations.
Identifiers: *Great Britain, *Storm overflows, *Comparative performance.
This chapter describes experiments involving the steady flow of crude
sewage at various rates in storm overflow structures at the East Hyde
Sewage Treatment Works of the Luton Corporation. The following
results were determined: 1) the low side-weir was shown to be
inefficient as a device for accurate hydraulic separation, spilling
prematurely and lacking control at high flows; 2) the stilling pond
with orifice control was satisfactory in its control of flow to
treatment, yet currents set up in the fan-shaped chamber were not
conducive to efficient settlement of solids; 3) the vortex with
orifice control was reasonably satisfactory in its control of flow to
treatment, and its performance in retaining gross solids was poor except
at high flows; and 4) the high-weir with orifice control was comparable
to the stilling pond in hydraulic performance, and had the best per-
formance of all the overflows tested (with scum-boards) in retaining
gross solids and faeces. A comparison of tests on laboratory scale
and on field scale is included. (See abstract number 117.)
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123
TECHNICAL COMMITTEE ON STORM OVERFLOWS AND THE DISPOSAL OF STORM
SEWAGE: CHAPTER 6. THE SETTING OF STORM OVERFLOWS,
Ministry of Housing and Local Government, England
pp 51-58, 1970. 2 ref.
Descriptors: ^Publications, *Mathematical studies.
Identifiers: AGreat Britain, *Storm overflows, *0verflow setting.
Various formulae have been considered which attempt to achieve the
aims of raising the average setting and making appropriate allowance
for water usage variations, infiltration, and industrial effluents.
None of these formulae can possibly be precise in the sense that its
application could control the amount or quality of overflow accurately
to predetermined levels. Furthermore, none is likely to be fully
applicable to areas with very long times of concentration. Favored
by the Committee is Formula A which is the simplest and whose scope
is restricted to achieving a modest improvement on present practice
and to making a more appropriate allowance for variations in water
usage, infiltration and industrial flow. Formula A is: setting (Q) =
DWF + 300 P + 2E g.p.d. where DWF is the dry-weather flow in gallons/
day; P is the population of these areas; and, E is the volume of
industrial effluent in gallons discharged in a 24-hour period. (See
abstract number 117.)
124
TECHNICAL COMMITTEE ON STORM OVERFLOWS AND THE DISPOSAL OF STORM
SEWAGE: CHAPTER 7. STORM OVERFLOW STRUCTURES,
Ministry of Housing and Local Government, England
pp 59-62, 1970. 1 tab.
Descriptors: *Publications, *Design criteria, *Structural analysis,
*Structural engineering, *Structures.
Identifiers: *Great Britain, *Storm overflows.
In the design of storm overflow structures, the following aspects
should be considered and hopefully achieved: 1) it should not come
into operation until the prescribed flow is being passed to treatment;
2) the flow to treatment should not increase significantly as the
amount of overflowed storm sewage increases; 3) the maximum amount
of polluting material should be passed to treatment; 4) the design
should avoid any complication likely to lead to unreliable performance;
5) the chamber should be so designed as to minimize turbulence and
risk blockage, it should be self-cleansing and require the minimum of
attendance and maintenance. The two most significant factors affecting
the design of overflow structures are hydraulic limitations and the
handling of the wide variety of solid matter liable to be present in
sewage. These aspects are discussed in relation to overflows in
current use and overflows with downstream storage. (See abstract
number 117.)
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125
TECHNICAL COMMITTEE ON STORM OVERFLOWS AND THE DISPOSAL OF STORM
SEWAGE: CHAPTER 8. STORM TANKS,
Ministry of Housing and Local Government, England
pp 63-68, 1970. 8 tab.
Descriptors: *Publications, *0n-site investigations, *Analysis,
Operations, Design criteria.
Identifiers: *Great Britain, *Storm tanks.
This chapter describes the main investigations in a study, of storm
tanks conducted at the Northern Sewage Works of the Borough of
Royal Tunbridge Wells and at the Blithe Valley Sewage Works of the
City of Stoke-on-Trent. The objective was to obtain records for
most of the storm occurrences over a period of about two years.
Among the information recorded for each storm was the time when flow
into the tanks started and stopped, the state of the tanks at commence-
ment of inflow, the time when flow out of the tanks to the stream
started and stopped, and the contents of any tanks partly filled at
the end of the storm. Results of the investigations were tabulated
according to sewage strength, BOD sampling ranges, flow rates, puri-
fication, storage capacity, polluting load discharge, and retention
periods. Design considerations and storm tank operation are
included. (See abstract number 117.)
126
TECHNICAL COMMITTEE ON STORM OVERFLOWS AND THE DISPOSAL OF STORM
SEWAGE: CHAPTER 9. SUMMARY, CONCLUSIONS AND RECOMMENDATIONS,
Ministry of Housing and Local Government, England
pp 69-73, 1970.
Descriptors: *Publications.
Identifiers: *Storm overflows, *Summary, Great Britain.
Each chapter of the Final Report is summarized briefly. It is con-
cluded by the Committee that there are generally too many storm over-
flows and that sewerage authorities could examine their systems with
a view to using overflows and sewer capacity to the optimum extent.
Other conclusions and recommendations which are described in detail
in individual chapters are reiterated. The Committee recommends the
following areas for future research: 1) the effect of intermittent
discharges of storm sewage on streams; 2) storage and control of gross
solids discharge; and 3) information on storm tank operation. (See
abstract number 117.)
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127
THE OPTIMIZATION OF STORM HOLDING TANKS: A PROBLEM OF WATER
POLLUTION CONTROL,
Charles Albert Kohlhaas
Stanford University Thesis, 1970. 337 p.
Descriptors: *Water pollution, *Water pollution control, *Water
pollution sources, *Storm runoff, *Reviews, *0verflow, *Infiltration,
*Sewers, *Storage tanks, Costs, Water quality, Water quality control,
Hydrology, Environmental effects, Control systems, Standards,
Mathematical models, Biochemical oxygen demand.
Identifiers: *Combined sewers, *Storm sewage, *Effluent tax,
Treatment methods, Stream standards.
A literature review of the hydrology, effect on the environment, and
control technology of combined sewer overflows and overflows from
sewers subject to heavy infiltration is made. An analysis of water
pollution externalities and remedies for dealing with them, including
the use of the effluent tax, is given. The relationship between the
pollution caused by storm-sewage overflows and competing urban needs
is investigated. Two mathematical programs for optimizing control
facilities for storm-sewage overflows are defined wherein one achieves
economic efficiency by means of the effluent tax, and the other
incorporates water quality goals by means of stream standards. The
stream standards program is applied to a practical problem of storm-
sewage overflow in East San Francisco Bay, California. Water quality
regulations for controlling overflows are formulated. Treatment
processes based on the use of holding tanks are defined. The effect
of a holding tank on input discharge, BOD, and coliform concentrations
is described by means of equations. The mathematical program is
solved as a separable non-linear program. The cost of meeting
different levels of water quality is investigated by changing the
allowable amount of BOD that may be present at a given critical reach
in the watercourse. Suggestions for future research are given.
128
A SUMMARY OF THE HOPKINS STORM DRAINAGE RESEARCH PROJECT: ITS
OBJECTIVES, ITS ACCOMPLISHMENTS, AND ITS RELATION TO FUTURE PROBLEMS
IN URBAN HYDROLOGY,
John C. Schaake
In: The Progress of Hydrology, Vol 2 - Specialized Hydrologic
Subjects, Proceedings 1st International Seminar for Hydrology
Professors, Jul 13-25, 1969. 28 p, 8 fig, 12 ref.
Descriptors: *International hydrological decade, *Urbanization,
*Rainfall-runoff relationships, Research and development, Rational
formula, Engineering, Hydrology, Hydraulics, Storm runoff, Model
studies.
Identifiers: *Water resources research, *Urban hydrology.
Since its initiation in 1949, the Hopkins Storm Drainage Research
Project had the following primary objectives: development of the
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principles of hydraulic behavior of storm water inlets and the prac-
tical application of these principles to storm water inlet design
practice; development of instruments for measuring and recording
rainfall and storm runoff and the systematic collection of rainfall-
runoff data; and development of the relationship between rainfall and
runoff and application to storm sewer design practice. During the
period 1949 to 1967, 52 locations were gaged. Some of these involved
only a rainfall measurement, but 40 locations involved both rainfall
and runoff gages. Some of the gaged catchments were sewered, but 29
of them were inlet areas. A computer model of the rainfall-runoff
process was developed to predict runoff more accurately than any other
method; it is based on sound physical principles , and runoff data are
not required for its application.
129
STORM WATER FOR FUN AND PROFIT,
John R. Sheaffer
Water Spectrum, Vol 2, No 3, pp 29-34, Fall 1970. 7 fig, 1 tab.
Descriptors: *Storm runoff, *Planning, *Environmental engineering,
*Multiple-purpose projects, *Benefits, *Water supply, *Recreation,
*Flood protection, Retention.
Identifiers: *Storm water, *Potential resources.
A conceptual framework for storm water management is presented
illustrating in several case studies opportunities to capitalize upon
a wide range of benefits. The three basic principles in the frame-
work are: (1) the environment is a single unit with air, land,
water, and urban development interacting; (2) the earth for planning
purposes is a closed system; (3) storm water is a potential resource
out of place. The unity of the environment places storm water in a
comprehensive perspective. Interchanges between surface and ground-
waters and effects of urban land uses on distribution and quality
must be recognized so that external costs will not affect drainage
benefits. Considered within a closed system, the problem becomes one
of space allocation. And viewed as a resource, location becomes an
important factor. It is simply improper location that makes storm
water a problem. When viewing storm water as a resource, quality must
be carefully considered, particularly the initial flush which has
been shown to be highly polluted. Therefore, a distinction must be
made between detention and retention reservoir. When storm water is
to be retained, it must be in an unpolluted condition or given treat-
ment before storage. The six case studies discussed are: storm water
management at the Flick-Reedy plant in Bensensville, Illinois;
Leetsdale-Oneida Apartment development at Denver; Howard Gulch flood
control project in Denver; skyline urban renewal project in Denver;
Marcy Forest View Apartment development in Arlington Heights, Illinois;
and the Indian Lakes storm drainage design in Bloomingdale, Illinois.
All six cases illustrate in varying degrees the synergistic benefits
of water supply, flood damage reduction, recreation, and open space.
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130
PHYSIOCHEMICAL AND MICROBIOLOGICAL PROPERTIES OF URBAN STORM WATER
RUNOFF,
G. Soderlund, H. Lehtinen, and S. Friberg
Fifth International Water Pollution Research Conference, San Francisco,
Jul 26-Aug 1, 1970. Preprint Paper 1-2. 8 p, 18 fig.
Descriptors: *Storm runoff, *Chemical properties, *Microbiology, Sampling,
Nitrogen, Phosphorus, Water pollution effects, Snowmelt.
Identifiers: Urban runoff, Lead, Suspended solids, Sweden.
In Sweden today a separation of storm and sanitary sewers is usually
preferred. This avoids the discharging of mixed storm water and
wastewater into the streams and inland waters. There is an increasing
discussion as to whether the direct discharge of storm water into
streams can be justified for the future. A study to collect more
information concerning the nature and extent of the pollutional load
from highly urbanized areas was made. The results of this study showed
that the discharging of snowmelt from heavily trafficed areas into
streams and inland waters contributes in a great extent to the pollu-
tion of the recipients with oil and heavy metals. Traffic roads give
a high degree of contamination as compared with the other test areas.
The oil in the storm water is contaminated with oil not only from the
traffic but also from the industrial areas. As the use of cutting oils
and emulsions, dry cleaning liquids, and industrial cleaning liquids
increases, the problem of collection and destroying such waste liquids
must be solved. Various measurements were taken in areas differing
with respect to traffic intensity. The analytical values obtained
represent a skewed distribution. Nearly 50% of the dry residue obtained
from warm water runoff is volatile material, most probably asphalt from
the roadway and rubber from tires and oil. Other constituents measured
in concentration versus time were chloride, pH, nitrogen, phosphorus,
coliforms, carbohydrates, and BOD.
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SECTION 7.
Legislation and Standards
131
ESTABLISHMENT AND OPERATION OF METROPOLITAN SEWERAGE COMMISSIONS,
8 Wis Stat Ann sec 59.96 (1957) as amended (Supp 1970).
Descriptors: *Wisconsin, *Cities, *Administrative agencies, *Sewage
districts, Sewers, Water supply, Potable water, Sewage treatment,
Legislation, Water pollution, Legal aspects.
In counties with more than 500,000 population, which have passed reso-
lutions declaring the need for sewage disposal works, and which have
qualified and appointed sewerage commissions, this Wisconsin legislation
provides for appointment of sewerage commissioners. Metropolitan
sewerage commissions may by resolution add to their district other
areas within their county where such areas drain or may drain sewage
into water which is or may be used as a source of drinking water.
Procedures are outlined for adding such areas. The sewerage commis-
sions have the power and duty to plan and construct sewers, pumping,
and temporary disposal works for the collection and transmission of
various types of sewage. Commissions may improve watercourses and
divert water as long as they comply with procedures outlined in the
statute. Commissions may promulgate rules and regulations for the
operation of their systems and may acquire land needed to implement
systems. Except as allowed by the statute, the commissions' power
shall not extend to first class cities implementing their own
sewerage system. Financing of improvements and tax levying proce-
dures are also outlined.
132
CHELTENHAM AND ABINGTON SEWERAGE CO V PUBLIC SERVICE COMMISSION
(DEDICATION OF SEWERAGE SYSTEM),
162 A 469-473 (Pa 1932).
Descriptors: *Pennsylvania, *Sewers, *Rates, Drainage systems,
Sewage disposal, Easements, Urbanization, Administrative agencies,
Administrative decisions, Land tenure.
Identifiers: *Storm sewers.
Plaintiff sewerage company appealed an order of defendant public
service commission abolishing plaintiff's charges for sewerage
systems in two townships. The sewerage systems of the townships
were installed by a promoter along with surface drainage improvements.
The promoter formed plaintiff corporation, but did not convey his
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rights in the system to plaintiff until after the sale of a number of
lots in certain subdivisions. The promoter's conveyances to the lot
owners did not deserve any rights to the sewerage system. No charges
for the storm sewers had been made for 30 years. Defendant contended
that these circumstances proclaimed the promoter's intent to dedicate
the sewerage system to the public, and hence plaintiff did not own the
system. Sustaining this contention, the court noted that the resi-
dents had a drainage easement wherever the promoter had installed
drains in natural watercourses and held that plaintiff could not
extract charges for the system. Plaintiff further contended that one
of its employees cleaned the system after heavy rains three or four
times a year, but the court held that this service did not justify
compensation. Defendant's order was affirmed.
133
HALE VERSUS KANSAS CITY, MO (CITY'S LIABILITY FOR FLOOD DAMAGE CAUSED
BY FAILURE TO OPEN FLOODGATE DURING RAINSTORM),
187 SW2d 31-41 (Mo Ct App 1945)
Descriptors: *Flood damage, *Storm drains, *Flood gates, Settlement
(structural), Runoff, Water injury, Judicial decisions, Sewers,
Cities, Backwater, Flood control, Drainage systems.
Identifiers: *Kansas City, Missouri.
Plaintiff paper bag company brought action against defendant city for
flood damage to plaintiff's building caused by defendant's failure
to open the sewer system's main floodgate during a heavy rainstorm.
Plaintiff contended that no flooding would have occurred if defendant
had opened the main storm drain and operated its drainage pumps.
Defendant argued that submission of plaintiff's contention to the
jury was improper since the purpose of the floodgate was not to
facilitate the sewage system's flow, but to prevent water from the
river from backing up into the sewer system during high water.
Affirming a judgment for plaintiff, the court held that regardless of
the primary purpose of the floodgate, the jury properly heard and
decided the question of whether defendant's failure to open the gate
during the rainstorm was the proximate cause of the damage to plaintiff's
building.
134
FREEMAN V CITY OF LAKEMILLS (LIABILITY FOR INJURY CAUSED BY NATURAL
PROCESSES),
243 Wis 537, 11 NW2nd 181-182 (1943).
Descriptors: *Wisconsin, *Natural flow, *Channel morphology, *Storm
runoff, Storm drains, Surface water, Sewers, Creeks, Seepage, Legal
aspects, Drainage practices, Relative rights, Flooding, Overflow.
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Plaintiff landowner brought action to abate an alleged nuisance and
for damages for injury to his property. Plaintiff contended that
seepage into his basement was caused by the overflow of a natural
watercourse adjacent to his property into which flowed surface water
from defendant city's storm sewers. Plaintiff contended further that
such action by defendant caused refuse deposition in the creek and
caused the bed of the creek to be raised, and that the channel change
which resulted from the raising of the bed caused the overflow.
Defendant admitted only that it had used the creek for an outlet for
its storm water, and contended that the evidence did not support the
trial court's judgment for plaintiff. The Supreme Court of Wisconsin
held that a city has the same right with reference to surface waters
as an individual would have. Cities are not liable to riparian owners
for material and water that flows from their streets into surrounding
streams. The change in the channel of the creek and the raising of the
water was a natural process for which no legal liability could be
placed on defendant. The judgment for plaintiff was reversed.
135
CASHIN V CITY OF NEW ROCHELLE (DAMAGES FROM OVERFLOW OF STREAM),
256 NY 190, 176 NE 138-140 (1931)
Descriptors: *New York, *0verflow, *Flood damage, Cities, Streams,
Discharge (water), Drainage practices, Sewers, Drainage systems,
Legal aspects, Judicial decisions, Riparian rights, Flooding.
Plaintiff landowner sought to recover damages to her property. The
damages were allegedly caused by defendant city's collection and
subsequent discharge of water into a stream flowing through plaintiff's
property. It was argued that such discharge caused the stream to
overflow and flood plaintiff's lands. Plaintiff further sought removal
of an earth mound left by the city when it constructed a sewer through
plaintiff's property. The trial court gave judgment for plaintiff,
and defendant appealed on the measure of damages. The New York Court
of Appeals, reversing the lower decision, ruled that damages for the
overflow of land must be based on the difference between the rental
value of such land without the overflow and the rental value with the
overflow. The court further ruled that the leaving of the mound was
merely a breach of condition of the right-of-way granted to defendant
by plaintiff's predecessor. Such condition was for the benefit of the
grantor only and gave plaintiff no claim against defendant. A new
trial was ordered.
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136
LEISL V CITY OF NEWPORT (LIABILITY FOR OVERFLOW RESULTING FROM
INADEQUACY OF CULVERT),
258 Ky 506, 80 SW 2d 556-557 (1935)
Descriptors: *Kentucky, *Flooding, *Excessive precipitation, Flood
damage, Overflow, Rain water, Judicial decisions, Flow, Conduits,
Streams.
In an action for damages, plaintiff contended that defendant munici-
pality negligently constructed and maintained a culvert in a creek.
Plaintiff contended that the culvert was inadequate to carry off the
waters of the creek in heavy rains, and that such culvert caused
waters to back up upon his property, thereby flooding and damaging
it. Defendant contended that its duty in maintaining the culvert was
to allow for carry off of water during ordinary rains, but not during
heavy rains. The court held that one constructing and maintaining a
culvert in a creek not adequate to carry off the water during ordinary
rains is liable in damages caused by any overflow. However, the
court held that there was no liability for such overflow resulting
from extraordinary or heavy rains. The court affirmed the trial
court's granting of defendant's demurrer since plaintiff's complaint
alleged that the overflow resulted from heavy rains.
137
WILKINSON V CITY OF INDIANOLA (OVERFLOW OF CITY SEWAGE SYSTEM),
278 NW 326-327 (Iowa 1938).
Descriptors: *Iowa, *Sewers, *0verflow, *Municipal wastes, Drainage
systems, Sewage disposal, Storm drains, Storm runoff, Public health,
Judicial decisions, Legal aspects.
Plaintiff property owner sued defendant city for damages resulting
from the overflow of municipal sewage onto plaintiff's land.
Defendant had opened the surface water intake to a sewer, although
the sewer was solely designed for sewage disposal and was inadequate
for storm sewer purposes; the sewer had overflowed onto plaintiff's
land on several occasions. Plaintiff contended that defendant was
negligent in opening the storm intakes. The court held that the
evidence was sufficient to be presented to the jury, and affirmed the
judment of the lower court for plaintiff.
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138
TRUSTEES OF UNIVERSITY CO-OPERATIVE CO V CITY OF MADISON (DUTY OF CITY
TO MAINTAIN CITY SEWER SYSTEM),
288 NW 742-747 (Wis 1939).
Descriptors: *Wisconsin, *Storm drains, *Flood damage, *Drainage
effects, Damages, Sewers, Rainfall intensity, Seepage, Surface waters,
Judicial decisions, Legal aspects, Storm runoff, Drainage systems.
Plaintiff brought action to recover damages for injury to his property
allegedly caused by defendant city's defective and clogged storm
drain to which plaintiff's roof drainpipe connected. The court found
the evidence to be sufficient to support the verdict that defendant
was negligent in damaging the storm drain used by plaintiff and in
failing to repair the defect after receiving notice thereof. The
court stated that if a duly adopted and executed plan of sewage dis-
posal becomes out of repair to the knowledge of the municipality, the
duty devolves upon it to remedy the matter, and it is liable for
failure to exercise ordinary care in respect thereto. The judgment
for plaintiff was affirmed except as to a part of the damages allowed.
As to that part of the damages, a new trial was ordered.
139
HERSHEY BEVERAGE CORP V CITY OF SCHENECTADY (MUNICIPAL LIABILITY FOR
FLOOD DAMAGE),
291 NYS 256-257 (App Div 1936).
Descriptors: *New York, *Sewers, *Flood water, *Storm runoff, Judicial
decisions, Legal aspects, Damages, Storm drains, Storms, Outlets,
Maintenance.
Plaintiff corporation brought a negligence action against defendant
city for damages which resulted from flooding of its premises.
Defendant allegedly had failed to install and maintain sewers ade-
quate to drain rainfall without flooding a particular street and had
improperly installed a sewer drain in such street. From a jury ver-
dict for defendant, plaintiff appealed. In affirming per curiam, the
court held that the jury could have reasonably found that plaintiff's
cellar was damp at all times, that his premises were in a low section
of the city, that the sewers were adequate, that the rainfall causing
the damage was of extraordinary quantity, and that plaintiff's own
outlets to sewers were improperly maintained.
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140
ROSITZKY V BURNES (FLOOD DAMAGE TO ADJACENT BUILDING CAUSED BY
OVERFLOW FROM ROOF),
295 SW 830-833 (Mo 1927)
Descriptors: *Missouri, *Drains, *Flood damage, Rainfall, Overflow,
Storm drains, Legal aspects, Floods, Roofs, Pipes.
In an action to recover water damages, plaintiff alleged that
defendant had allowed gravel and other trash to accumulate on defendant's
roof. During heavy rainfall, runoff from defendant's roof overflowed
onto plaintiff's adjacent building, carrying with it much of this trash
and clogging plaintiff's drains. Water was therefore backed up into
plaintiff's building, causing flood damage. The court found that
plaintiff's drains were negligently clogged. However, defendant
contended that it did not occupy the premises in question, but leased
it to a third party, and that under Missouri law a lessor was not
liable for such damage caused while the tenant was in possession. The
appellate court, however, found that there was no allegation or evi-
dence of any lease in the record. Defendant was therefore held liable
for the damage caused by the overflow.
141
LATHAM V DES MOINES ELECTRIC LIGHT CO (WATER DAMAGE CAUSED BY BURSTING
STORM SEWER),
296 NW 372-376 (Iowa 1941).
Descriptors: *Iowa, *Storm runoff, *Sewers, *Electrical equipment,
*Water injury, Drainage systems, Storm drains, Underground structures,
Water pressure, Judicial decisions, Legal aspects, Damages, Surface
runoff.
Plaintiff building owner sued defendant electric company for damages
to his building caused by a broken sewer. Defendant had installed an
electrical conduit across a sewer which was laid under the street in
front of plaintiff's building. The conduit occupied the top 40% of
the sewer's interior diameter. During a heavy rainfall, the sewer
burst at the conduit-sewer intersection, causing the water to escape,
wash away the foundation of plaintiff's building, and collapse a
wall. Plaintiff contended that defendant had negligently installed
the conduit so as to obstruct the sewer and that this was the proxi-
mate cause of his injury. The court stated that defendant should have
used reasonable care in installing the conduit, and that defendant
was negligent if it had obstructed the sewer so that injury to others
was reasonably apparent. Finding that the evidence established a
question for a jury, the court held that the lower court had erred in
directing a verdict for defendant.
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142
CHELTENHAM AND ABINGTON SEWERAGE CO V PUBLIC SERVICE COMMISSION
(OWNERSHIP OF STORM DRAINAGE SYSTEM),
311 Pa 175, 166 A 649-652 (1933)
Descriptors: *Pennsylvania, *Storm drains, *Surface runoff, Urbaniza-
tion, Drainage system, Sewers, Streams, Judicial decisions, Legal
aspects, Storm runoff.
Plaintiff sewerage company appealed an order of defendant Public
Service Commission which denied plaintiff's request for permission
to charge for storm drainage service. Plaintiff's predecessor had
installed conduits in streambeds to form a storm drainage system for
a subdivision. A sewerage system was also installed by plaintiff's
predecessor, separately and disconnected from the storm drainage
system. Defendant contended that plaintiff did not own the storm
system. The court determined that a conveyance to plaintiff by the
subdivision promoter included only the sewerage system, and that if
the storm system had been included, charges could not be exacted for
its use, since the storm system was merely a substitute for natural
drains. Property owners have a right to use artificial conduits for
drainage of surface waters formerly carried away by natural streams.
Furthermore, the court noted that there was meager evidence of main-
tenance of the storm system or other indications of ownership. The
court held that plaintiff did not own the storm drainage system and
consequently could not charge for its use.
143
LIABILITY OF A WATER AND SOIL PROTECTION AGENCY FOR FLOOD DAMAGE,
E. Hussla
Wasserwirt, Vol 61, No 2, pp 54-55, Feb 1971.
Descriptors: *Flooding, *Flood damage, Flood protection, Judicial
decisions, Overflow, Legal aspects.
Identifiers: *Germany.
In the years 1957 and 1958 a river flooded the premises of a business
woman who was not a member of the Water and Soil Protection Association.
The flood caused damage to the business she was operating on these
premises. When she filed suit against the Association and demanded
that they make good for the flood damage she suffered, the municipal
and state courts upheld her charges. The federal court declined a
revision of the case and upheld the verdicts of the lower courts.
It was stated that the accused Association had the task of protecting
the area against floods by construction of dams and that this task
also extends to the premises of non-members.
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SECTION 8.
Treatment Methods and Reuse
144
TESTS MICROSTRAINING AND OZONE ON STORMWATER OVERFLOW,
Am City, Vol 86, No 1, pp 28, Jan 1971.
Descriptors: *Waste water treatment, Ozone, Pilot plants.
Identifiers: *Storm water overflow, *Microstraining, *Philadelphia,
Pennsylvania, Ozonation, Combined sewers.
A pilot-plant study, experimentally undertaken to combat storm water
overflows from combined sewers located in the Philadelphia area,
embraced microstraining to remove the polluting solids and ozonation
to disinfect the effluent. The pilot plant draws a portion of the
overflowing wastewater containing raw sewage and settled solids to a
Crane Microstrainer, a revolving drum with the perimeter covered by a
specially woven stainless steel wire cloth. The storm water enters
through one end of the drum and flows outward through the metal fabric
leaving behind the polluting suspended solids which are carried upward
to the top of the drum where wastewater jets flush them down into a
receiving hopper on the axle of the drum. The storm water then flows
to a holding tank where it is treated with ozone for sterilization and
elimination of possible viruses and bacteria. To generate the ozone,
air passes through refrigeration coils, through silica-gel desiccators,
and then flows through a narrow discharge gap between electrodes
operating at 15,000 volts, thus becoming ozonated.
145
PHYSICAL-CHEMICAL TREATMENT OF SEWAGE,
Effluent Water Treat J, Vol 10, No 11, pp 673, Nov 1970.
Descriptors: *Sewage treatment, *Pilot plants, *Laboratory tests,
*Activated carbon, Coagulation, Sludge, Costs.
Identifiers: *Storm sewage, *Combined sewers, *Chemical treatment,
Battelle Northwest Institute.
A physical-chemical system for treatment of combined storm sewage is
being developed on a pilot plant scale by the Battelle Northwest
Institute in Washington. Laboratory studies have attempted to opti-
mize a process for solids and organic removal with minimum detention
time and chemical doses. The evolving process uses powdered activated
carbon at 600 to 1000 mg/1, coagulation with alum (200 mg/1) and
polyelectrolyte (2.5 mg/1), followed by high-rate tube settling, and
with an overall detention time of 30 minutes. The sludge, containing
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carbon and aluminum hydroxide was thermally regenerated by two alter-
native processes, each giving about 90% carbon recovery. Sulphuric
acid extraction of the regenerated mixture recovered about 85% of the
alum. Preliminary costs indicate 18.9 cents/1000 U.S. gallons and a
capital cost of $1.2 million for 10 mgd (U.S.) plant. The 0.1 mgd
capacity pilot plant is mobile and is equipped with instruments for
continuously recording flowrates, pH, turbidity, and organic carbon.146
REGIONAL SEWER SYSTEM IS NO DREAM IN DETROIT,
Eng News- Record, Vol 185, No 24, pp 24-25, Dec 1970.
Descriptors: *Water pollution control, *Treatment facilities, *Planning,
Sewage treatment, Storm runoff, Overflow, Construction, Costs.
Identifiers: *Detroit, Michigan.
The Detroit Metropolitan Water Department's plant to incorporate six
counties into a massive regional sewage collection and treatment
system that will reduce water pollution in the Great Lakes and connect-
ing waters and seven rivers was discussed. The first of the three
phases of the 4,000 square mile area construction plan consists of the
erection of a 28 mile long intercepter. By 1975, DMWD plans to have
an additional $290 million in treatment plants and interceptors under
construction. Advantages include a 600-mgd oxygen operated aeration
tank for the activated sludge process, 2 additional primary sedimen-
tation tanks adding 300-mgd to the sewage treatment capacity, a 1.2-
mgd chlorine contact conduit, and phosphate removal facilities. Phase
2 brings in 4 counties and phase 3 will expand the system to the
entire metropolitan area with an estimated population of 8.5 million.
Because storm water flow is a major contributor to the pollution of
southern Michigan streams, DMWD is installing a monitoring system to
detect approaching storms which comprises rain gages, sewer level
sensors and overflow detectors connected to a central computer,
datalogger and operating console that activates pumping stations, and
selected regulating gates.
147
NEW SEWAGE TREATMENT WORKS FOR BLYTH AND MORPETH,
Surveyor, Vol 136, No 4097/4098, pp 44-46, Dec 1970.
Descriptors: *Sewage treatment, *Treatment facilities, *Equipment,
Sewage disposal, Separation techniques, Flow separation, Sludge
treatment, Storm runoff, Storage tanks, Drainage systems, Tertiary
treatment.
Identifiers: *Great Britain.
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An overall sewage disposal scheme, whose first stage provides primarily
for a newly constructed foul and surface water drainage system, has
been developed for,the whole of Blyth. The existing inlet works,
comprising mechanically raked screens, flow recorder, detritus channels,
and storm water overflows, have been retained in stage one. Flows
between 3 DWF and 6 DWF are separated and passed to the original three
sedimentation tanks, which are now serving as storm water tanks and
have a combined capacity of 168,750 gallons. Primary settlement takes
place in two rectangular, horizontal flow tanks with a capacity of
333,000 gal.; settled sewage passes to four aeration tanks, each of
which is fitted with a high intensity aeration cone driven by a 10 hp
motor; and sludge treatment units comprise an elevated circular sludge
storage tank, two circular conditioning tanks, lime and copperas
mixing tanks, and the filter press house. The Morpeth works have been
designed to treat a DWF of 915,000 gpd with tertiary treatment to meet
standards of 20 mg/1 suspended solids and 15 mg/1 BOD. Flows in
excess of 6 DWF are passed over a storm overflow weir to the river
without further treatment, and flows from 3 DWF to 6 DWF receive
partial treatment in storm water tanks before being discharged.
Settled effluent passes via a flow dividing chamber and two dosing
chambers to seven percolating filters; filtered effluent passes through
a flow dividing chamber to two circular, mechanically scraped humus
tanks, where finer solids settle out; two microstrainer units provide
tertiary treatment for humus tank effluent; and sludge is pumped con-
tinuously from the storage wells to a small conditioning tank where
lime and copperas are added before it gravitates to a sludge bath in
which the bottom of the filter drum is immersed.
148
SOUTHWEST U.S. FACES RESOURCES PROBLEMS,
Water Wastes Eng, Vol 8, No 2, pp 31, Feb 1971.
Descriptors: AWater supply, *Feasibility studies, *Water resources
development.
Identifiers: ^Southwest U.S.
Because of the lack of an adequate surface source, the entire supply
of water to the urban and metropolitan areas in Southwest U.S. come
from groundwater storage. In order to prevent the rapid decline of
the water table and possible exhaustion of groundwater supplies,
supplemental supplies of water must now be investigated and developed
for the Tucson Metropolitan area. The use of secondary sewage effluent
in irrigation, the reclamation of domestic wastewater, the value of
storm runoff for reuse, and the analysis of storm water from various
urban watersheds are being studied for application in regions such as
Tucson where resource problems are critical.
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149
CHEMICAL TREATMENT OF COMBINED SEWER OVERFLOWS,
The Dow Chemical Company
EPA/WQO Contract No 14-12-9, Program No 11023 FOB, Sep 1970. 185 p,
56 fig, 50 tab.
Descriptors: *Cost analysis, *Disinfection, *Flocculation, *0verflow,
*Sedimentation, *Sewage, *Storm runoff, *Settling basins, *Hydraulic
design, *Water analysis, Coliforms, Design storm, Rainfall-runoff
relationships.
Identifiers: *Combined sewage, *Milk River, *Detroit, Michigan,
*Combined sewers.
A typical pumping station and settling basin, characteristics of
combined sewage overflows, and chemical treatment with chemical floccu-
lants and disinfectants are described. Average number of days of
pumping per year (41) is about equal to average number of days with
precipitation >0.2 inches (45). Twenty-two analyses of consecutive
time-weighted samples of influent and effluent are reported for 33
storms over a two-year period. Biochemical oxygen demand and sus-
pended solids decreased after initial flushing of the sewers;
chlorine demand was relatively constant. The discharge channel and
immediate receiving bay were severely polluted. Cationic polymeric
flocculants and flocculant aids significantly improved removal of sus-
pended solids from combined sewage in the laboratory. Adequate dis-
infection of the combined sewage before discharge is possible.
Performance of the existing basin can be improved by the use of
staged continuous pumping at lower rates and the addition of baffles
for improved flow distribution.
150
NEW APPROACH TO APPLIED RESEARCH,
Irvin M. Rice
Water Wastes Eng, Vol 8, No 2, pp 20-22, Feb 1971.
Descriptors: *Pilot plants, *Treatment facilities, *Storm runoff,
*Urbanization, *Contracts, *Research and development, *Infiltration,
Water reuse, Feasibility studies.
Identifiers: *Sewer flow, *Dallas, Texas.
The existing contract between the City of Dallas and Texas A & M
University may prove to be of far-reaching importance in the search
for solutions to the twin problems of providing an adequate water
supply and alleviating the pollution problem in streams. Under the
terms of the contract, the foundation agreed to direct and administer
the Dallas wastewater and water reclamation programs at the research
center. Direction, with an objective of finding an answer to the
problem of handling excess flows in sewers caused by storm water
infiltration, is given to the pilot operation of a storm water treat-
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merit facility. The long term objective of the combined effort is to
fully exploit the potential of the water reclamation center in
developing improved treatment processes to meet more stringent pollu-
tion control demands of the coming decade. Results from the pilot
plant study indicate that allowable infiltration tolerances have been
progressively reduced and for new sewer construction the upper limit
is 300 gpd per inch of pipe diameter per mile. A study is in progress
to determine the extent of infiltration into the older house laterals
and collectors and to develop a feasible program of tightening up
the older parts of the system.
151
URBAN WASTE STABILIZATION POND,
Norman Van Sickle
Water Sewage Works, Vol 117, No 12, Dec 1970. 1 fig.
Descriptors: *Sewage lagoons, *Treatment facilities, *Separation
techniques, *Project feasibility, Overflow, Systems analysis, Urban
renewal.
Identifiers: *Combined sewers, Storm water overflow.
Sewage lagoons require very little treatment mechanisms and maintenance
expenditures are nominal. When satisfactorily operating, a pond is
facultative; it has an aerobic zone in the bottom portion, but
becomes aerobic in the upper levels. Solids settle to the bottom and
undergo anaerobic decomposition, but the odorous products of these
are oxidized on the way to the surface. In the past lagoon or pond
treatment has been considered applicable only to rural areas. In
the consideration for the application of works to urban waste treat-
ment the following factors would enter: 1) area for treatment purposes
with the required oxygen content, 2) temperature control for optimum
algae growth, and 3) algae removal before it becomes a pollutant. It
may be practically and economically feasible to use ponds that are
very deep, that use submerged artificial light, and that maintain a
favorable temperature, especially bearing in mind the practicability
of maintaining three or four layer stratification within the cell. To
combat back-ups in combined sewers during storm flow conditions, new
separate sanitary sewage collection systems would be less costly than
under present system practice provided the deep treatment cells proved
practicably sound for urban use.
152
WASTE WATER AND STORM FLOW TREATMENT (LITERATURE REVIEW),
D. J. Weiner
J Water Pollution Control Fed, Vol 42, No 6, pp 963-969, Jun 1970.
42 ref.
Descriptors: *Storm runoff, *Waste disposal, *Sewerage, *Sewers,
*0verflow, Waste water treatment, Pipes, Construction, Operation and
maintenance.
Identifiers: *Treatment methods, Storm sewers, Combined sewer overflow.
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The role of wastewater transportation, control, and treatment was being
reemphasized as part of the requirements in improved control and
improvement of the environment. New communities have demanded sewerage
services and older municipalities expanded sewage facilities into new
areas as they found that residents expected to receive adequate sewage
facilities into new areas as they found that residents expected to
receive adequate sewage services. Sewers continue in importance as an
economical and efficient means of waste disposal. Several reports
presented various aspects and problems connected with different types
of pipes for sewage use. These included clay pipes, concrete pipes,
asbestos concrete pipes and PVC pipes. Maintenance programs and
safety programs were described in several papers. Also presented were
construction programs incorporating pipe testing and root control
methods for new and renovated sewers. The control and treatment of
overflows from combined sewers have attracted attention and interest
of several papers as the total water pollution control program grows.
Regulation and treatment of overflows have been investigated in the
United States and other countries. A variety of programs in several
cities for treatment of the combined sewer overflows were discussed.
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SECTION 9.
Hydrology
153
FLOW DISTRIBUTION IN STREET INTERSECTIONS AS DETERMINED BY EXPERIMENTAL
HYDRAULIC MODEL STUDIES,
Los Angeles Bureau of Engineering, California, Storm Drainage Division
1952-1953. 63 p, 59 fig.
Descriptors: *Storm runoff, *Flow rates, *Flow measurement, *Water
measurement, *Drainage systems, *Hydraulics, *Drainage engineering,
*Model studies, Urbanization.
Identifiers: *Street intersections, *Street drainage, *Los Angeles,
California.
The publication is an assembly of 59 different sets of charts which
can be used in designing urban streets and drainage systems. The
charts were developed for determining storm runoff flow distribution
in right-angle street intersections. Each chart reflects predeter-
mined prototype inflow quantities of water which may reach a right
angle cross-street intersection from two directions under varying
conditions of street widths, slopes, crowns, and cross falls. Based
upon a given set of conditions, the distribution of the combined
inflow can be determined at the street intersection as it emerges from
the intersection, in the two outflow street sections. These calcula-
ted quantities can then be used in the design of street storm water
inlets, catch basins, and storm sewers. The charts were developed
from experimental hydraulic model studies conducted by the City of
Los Angeles over a 16 month period. The models were built to a 1:15
scale. Much of the data was developed from an adjustable model, in
which the significant physical parameters could be varied to simulate
prototype conditions worthy of study. Initially, the work was
jointly sponsored by the California State Division of Highways and
the City of Los Angeles. The City later continued and expanded the
studies to result in the subject publication.
154
URBAN HYDROLOGY,
W. J. Bauer
In: The Progress of Hydrology, Vol 2 - Specialized Hydrologic Subjects,
Proceedings 1st International Seminar for Hydrology Professors, Jul
13-25, 1969. 33 p, 3 fig, 3 tab.
Descriptors: ^International hydrological decade, *Urbanization,
*Storm runoff, *Rainfall-runoff relationships, Research and development,
Mathematical models, Cost-benefit analysis, Water resources development,
Hydrology, Hydraulics, Water quality control, Planning, Illinois.
Identifiers: *Water resources research, *Urban hydrology.
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This paper presents viewpoints of a practicing consulting engineer
concerning the following aspects of urban hydrology: the controlling
economic factors; the need for improved analytical and design tech-
niques; and the use of simplified methods pending the gathering of
data required for the use of improved techniques. The northeastern
Illinois metropolitan area is used as an example in illustrating each
of these aspects. Storm runoff in urban areas takes up valuable
space, and only the location of this space is subject to engineering
control. Therefore it is the volume of runoff more than the rate of
runoff which is important to evaluate for design purposes. Runoff
from urban areas presents a quality control problem. Therefore it
behooves the planner to move in the direction of large storage and
small rates of flow, because of the high cost of treatment at high
rates of flow for short periods of time. All methods of analysis of
storm runoff and the associated flow in open channels involve the
use of mathematical models. Every decision regarding storm drainage,
even one to do nothing, involves an allocation of space for the tem-
porary storage of storm water, and therefore involves an acceptance
of the cost associated with that decision.
155
MEASUREMENT PROCEDURES FOR THE PLANNING OF SEWER SYSTEMS,
Ernst Billmeier
Ber Inst Wasserwirt Gesundheitsingenieurwesen, No A, pp 1-185, 1970.
Descriptors: *Sewers, *Sewerage, *Measurement, *Planning, *Storm
runoff, *Storm drains, Drainage.
Identifiers: *Parametrics, Hydraulic calculations.
The measurement procedures available for the calculation of three
types of storm drains in mixed and separate systems contradict recent
findings and should no longer be used. The author has attempted to
incorporate storm water drainage parameters into more recent measure-
ment procedures with the view of drawing diagrams for practical
application. The use of these diagrams is demonstrated on several
examples. A comparison of calculation procedures for the various
storm drain types brought to light their respective differences and
served as a check on the suitability for their dimensioning. Hints
concerning the construction of such drains are offered.
156
FORECASTING THE VOLUME OF STORM RUNOFF USING METEOROLOGICAL PARAMETERS,
Robert Hasbrouck Cartmill
University of Oklahoma Thesis, 1970.
Descriptors: *Runoff forecasting, *Storm runoff, *Methodology,
Meteorological data, Analysis, Measurement, Instrumentation.
Identifiers: *Infiltration rate, Parametrics.
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This work develops a method forecasting runoff volume without reliance
on any empirically derived relationships between meteorological para-
meters and recorded runoff measurements. The method is therefore
applicable to areas where there are no existing meteorological or
hydrological records. This method determines the infiltration rate
by use of an approximate solution to the soil moisture diffusion
equation. This solution requires knowledge of the existing soil
moisture content, the saturated soil moisture content, and the saturated
hydraulic conductivity at all depths of the root zone. The variable
amount of soil moisture in nine district layers of soil is determined
daily by maintaining a water budget of the 51 inch layer of soil which
is assumed to constitute the root zone. The water budget contains the
factors of rainfall, interception losses, runoff, the redistribution
of infiltrated rain soon after infiltration, drainage from each layer,
and evaportranspiration. After the parameters required to determine
the infiltration rate are available, the infiltration rate is compared
with the rainfall rate every minute. The excess of rainfall over
infiltration is then consigned first to depression storage and then to
runoff. This method was applied to two major and thirteen smaller
storms over a 208 square mile watershed in South Central Oklahoma.
The runoff forecast by the method was compared with the measured runoff
from the watershed. Conclusions are reached concerning the area of
applicability of the method, the instrumentation required, and the
limits of accuracy of the method.
157
COMPUTER SIMULATION OF URBAN STORM WATER RUNOFF,
Carl W. Chen and Robert P. Shubinski
J Hydraulics Div, Am Soc Civil Engrs, Vol 97, No HY2, pp 289-301,
Feb 1971. 9 fig, 1 tab, 12 ref.
Descriptors: *Hydraulic models, *Hydrography, *Hydraulics, *Runoff,
*Computer programs, *Storm runoff, Overland flow, Open channel flow,
Drains, Model studies, Simulation analysis.
Identifiers: *Urban hydrology.
As part of an overall storm water management program, a model was
developed to simulate the runoff phenomena of a drainage basin for
any given rainfall pattern. The model represents the basin by an
aggregate of idealized subcatchments and gutters. The computer is
instructed to make a step-by-step accounting of rainfall, infiltra-
tion, detention, overland flow, and gutter flow in the calculation of
a hydrograph. Three preliminary simulations are made to demonstrate
the validity of the method.
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158
WHERE IS URBAN HYDROLOGY PRACTICE TODAY?
D. Earl Jones
J Hydraulics Div, Am Soc Civil Engrs, Vol 97, No HY2, pp 257-264,
Feb 1971. 15 ref.
Descriptors: *Storm runoff, *Storm drains, *Runoff forecasting,
*Hydraulics, Drainage, Drainage effects, Rational formula, Flood
routing.
Identifiers: *Urban hydrology.
The evolution of urban street construction and its effects upon urban
drainage is traced. Rational method development and inconsistencies
in its application are summarized. The emphasis is on lack of
absolute precipitation data with resultant inhibiting effects upon
development of improved runoff prediction methods. Need for two
drainage systems on each urban drainage area is defined. It indicates
dual system dividends are reduced drainage costs, reduced flooding
losses, and the opportunity to enhance property values, stabilize
neighborhoods, and improve urban life quality. Some basic methods
for managing urban runoff are also indicated to attenuate peak flows.
A low maintenance channel is identified as being more realistic than
usual urban channel designs. It points out that direct losses from
and expenditures for urban drainage approximate four billion dollars
per year.
159
A METHOD FOR RUNOFF-MAPPING FROM PRECIPITATION AND AIR TEMPERATURE
DATA,
H. Liebscher
In: Symposium on World Water Balance, Vol 1, No 92, pp 115-121,
Jul 1970. 3 fig, 8 ref.
Descriptors: *Water balance, *Mapping, Rainfall-runoff relationships,
Data collections, Data processing, Maps, Hydrologic cycle, Runoff,
Streamflow.
Identifiers: *West Germany.
A simple method is given for obtaining runoff maps from precipitation
and air temperature data. It has proven of considerable practical value
in the Federal Republic of Germany. The procedure can also be used for
determining the long-term depth of runoff in areas for which runoff
data are not available. Of all related factors, precipitation is the
one that exerts the strongest influence on mean runoff depth and
specific yield. If approximate evapotranspiration values for all
stations concerned have been determined from precipitation and air
temperature data, it is possible to get from the difference between
precipitation and evapotranspiration approximate information on long-
term mean runoff depth or specific yield. With the aid of the maps
thus obtained, it is easy to determine the values required for water
balance by plainmetering the areas between the isolines.
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160
EXAMINATION OF RAIN WATER LOSS MECHANISM IN AN URBAN AREA,
Shigeaki Matsubara and Masai Yokoo
In: Proceedings of the Seventh Conference on Sanitary Engineering
Research, Japan Society of Civil Engrs, Committee on Sanitary
Engineering, Jan 30-31, 1971. 157 p.
Descriptors: ^Infiltration, *Discharge (water), *Rainfall-runoff
relationships, Data collections, Investigations, Water loss,
Mathematical studies, Forecasting.
Identifiers: *Urban hydrology, Quantitative analysis, Japan.
In an urban area, surface conditions characterized by infiltration
and non-infiltration areas are considered to be the significant factors
that control the outflow phenomena. Weak rainfall in an urban area
results in outflow from the non-infiltration area, and strong rain-
fall in the combination of outflows of both infiltration and non-
infiltration areas. Based on the data obtained during an investiga-
tion and non-infiltration areas. Based on the data obtained during
an investigation on the rainwater outfall in an urban area, outflow
coefficients and water losses are calculated. Furthermore, through
quantitative analysis various mathematical formulations are examined.
It is concluded that although mathematical tools such as the peak-
flow quantity formula will continue to be used in the future, further
improvements are necessary to allow more accurate forecasting and to
obtain more precisely the loss mechanism in an urban area.
161
RUNOFF - A POTENTIAL RESOURCE,
Eric F. Mische and Vishnu V. Dharmadhikari
Water Wastes Eng, Vol 8, No 2, pp 28-31, Feb 1971. 4 tab, 10 ref.
Descriptors: *Storm runoff, Urbanization, *Research and development,
Water pollution sources, Water quality, Sampling, Monitoring, Water
treatment, Water reuse, Water resources, Water quality control.
Identifiers: *Urban hydrology.
The Water Resources Research Center and the Department of Civil
Engineering at the University of Arizona have jointly undertaken a
broad research effort that relates to the field of urban hydrology.
This research has three general objectives involving both the quanti-
tative and qualitative aspects of urban runoff. The results of only
one phase of this study are presented in this article. Samples of
runoff from three urban, natural watersheds of differing characteristics
were analyzed in order to provide a basis for the evaluation of
potential pollution effects and to initiate exploratory studies of
treatment methods. In the absence of automatic sampling devices, grab
samples were collected manually and used for analyses of ions, suspen-
ded and organic matter, and bacterial densities. The quality of
water generally varied slightly from sample to sample in a given storm
49
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and between different storms. It was observed that as the area
becomes more developed the turbidity reduces. Results of suspended
solids analyses follow a pattern similar to that of the reported
turbidity findings. Data indicate that predominantly residential
areas are not likely to contribute large amounts of IDS (total
dissolved solids). The pollutional strength results, measured by
the COD test, indicate that residential and commercial areas contri-
bute approximately the same COD to runoff, while higher values were
obtained from the waters in the industrialized watershed. It was shown
that the removal of suspended solids alone greatly enhances the
potential reuse of runoff waters. The study demonstrated that in
human fecal material and in domestic wastes, fecal coliforms exceed
the fecal streptococci by a ratio of 4 to 1. It is concluded that
coagulation of urban runoff is effective; however, in reclaiming
urban runoff, a sludge handling and disposal problem will result.
162
THE CONTRIBUTION OF RAIN RUNOFFS TO WATER POLLUTION,
Wilhelm J. Muller
Gas- Wasserfach (Wasser/Abwasser), Vol 112, No 1, pp 15-17, Jan 1971.
Descriptors: *Runoff, *Precipitation intensity, *Water pollution
sources, Urbanization, Rainfall, Suspended load, Storm runoff.
Identifiers: *Germany.
In the Federal Republic of Germany the median precipitation (forty-
year average from those measured between 1891 and 1930) is 803 mm/
year. Of this 365 mm or 45.5% reach the ocean as direct runoff or
indirect runoff or as wastewater. The runoffs carry along numerous
substances in solved or suspended form. For assessment of the contri-
bution of rain runoffs to water pollution, the runoffs from residen-
tial and industrial areas are of concern. Urban areas span 9.6% of
the total surface on the Federal Republic. The rain runoff from these
areas has been determined with 10,140 million cbm/year. They carry
street dust, manure, leaves, abrasions from street pavements and
rubber tires of vehicles, oil and fuel lost by vehicles, and other
inorganic matter. The content of suspended matter is particularly
high. The BOD ranges on an average of between 10 and 30 mg/liter.
From tar and asphalt pavements carcinogenic matter is carried along.
The great disadvantage of rain runoffs is that they burden the
waterways spasmodically. With progressing urbanization it will become
necessary to collect the rain runoffs and purify them before they
can be entered into waterways.
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163
AUXILIARY TABLES FOR THE HYDRAULIC CALCULATION OF OPEN ARTIFICIAL
DRAINAGE DITCHES,
Rolf Pecher
Ber Inst Wasserwirt Gesundheitsingieurwesen, No 1, pp 1-17, 1969.
4 ref.
Descriptors: *Mathematical studies, *Drainage systems, *Ditches.
Identifiers: *Hydraulic calculations, *Flow velocity, *Drainage
volume.
In accordance with ATV guidelines, the Gauckler-Manning-Stickler
velocity equation and the Stickler velocity coefficient are used in
the calculation of drainage ditches. The flow velocity and drainage
volume are determined for the standard ditch profiles listed in DIN
19 556, evaluated for a gradient equalling 10 pro mille and for a
velocity coefficient of 70 m 1/3/s and arranged in the form of tables
The conversion for any gradient and for any ditch wall profile is
accomplished by means of conversion factors listed in a separate
table. Drainage quantities and flow velocities as a function of
the gradient and of filling depth for triangular ditches with a 90
or 60 degree base angle for the velocity coefficient of 70 m 1/3/s
are listed in table form. Drainage volume and flow velocity for
other velocity coefficients are determined with the help of conver-
sion factors.
164
THE DRAINAGE COEFFICIENT AND ITS DEPENDENCE ON THE DURATION OF RAIN,
Rolf Pecher
Ber Inst Wasserwirt Gesundheitsingenieurwesen, No 2, pp 1-140, 1969.
151 ref.
Descriptors: *Storm runoff, *Mathematical studies, *Drainage, Rain
water, Sewerage.
Identifiers: *Hydraulic calculations .
The storm water drainage process is analyzed and theoretical criteria
are derived which permit a mathematical treatment of the process.
The calculation takes into account losses caused by wetting and
depressions, the surface incline, seepage as a function of time, type
of soil, soil humidity and plant cover evaporation, and the duration
and migration velocity of rain. The peak drainage coefficient and the
median drainage coefficient are a function of the duration of rain.
The three phases of drainage are its beginning, the rise of the
floodwave, and its following the start of rain. The drainage coefficient
is obtained through division of the drainage surfaces into permeable
and impermeable partial areas by considering their wetting, depression
loss, and seepage characteristics. The peak and median drainage
coefficients which can be calculated as a function of rain yield,
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duration, and frequency are not constant. The drainage coefficient,
when introduced into the calculation of sewage systems, will yield
more accurate data.
165
THE DIMENSIONING OF STORM DRAINS IN URBAN DRAINAGE SYSTEMS,
Rolf Pecher
Ber Inst Wasserwirt Gesundheitsingenieurwesen, No 3, pp 1-98, 1970.
Descriptors: *Storm drains, *Storm runoff, *Drainage systems,
*Cities, *Rain water, Overflow, Reservoir storage, Basins.
Identifiers: *Hydraulic calculations.
Storm drains include rain retention reservoirs, storm water clearing
basins, and storm water overflow basins. A new method of calculating
storm drains of all three types is outlined. In the case of rain
retention reservoirs the calculation method provides for variable
drainage depending on the degree of filling, it can be adapted to any
rain frequency and yields somewhat higher results than the Mueller-
Neuhaus and the Lautrich graphic methods. The calculation of storm
water clearing basins is predicated on an assumed retention time of
between 10 and 20 minutes and on a stipulated clearing effect. The
calculation of storm water overflow basins meets the condition that
these not overflow until a critical rain level is reached (which
condition is not met by the alternative Londong method).
166
STORM RUNOFF FROM CHAPAREEL WATERSHEDS,
Raymond Martin Rice
Dissertation, 1970. 162 p.
Descriptors: *Hydrographs, *Runoff, *Storm runoff, Storms, Watersheds
(basins), Rainfall.
Identifiers: *Canonical correlation, *Multiple regression.
Canonical correlation and multiple regression were used to predict
runoff hydrographs from rainstorms on brush covered watersheds. The
data used to develop the prediction equations were collected on the
San Dimas Experimental Forest over a period of 21 years. They included
262 hydrographs representing the runoff from as many as 15 drainage
basins during 35 storms. The resulting prediction equations were
tested on 15 hydrographs from two watersheds and 34 storms. The
similarity of predicted hydrographs based on multiple regression and
canonical correlation analyses led to an inquiry which demonstrated
that, when all canonical roots are used, multiple regression and
canonical correlation are mathematically equivalent. Fifteen indepen-
dent variables described the watershed condition and rainfall related
to each of the hydrographs. Objective criteria were developed to
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appraise the utility of the independent variables and the adequacy of
sets of canonical correlations. For the study area it was found that
the watershed physiography was not strongly related to runoff hydro-
graphs. Prediction equations were greatly degraded by the arbitrary
removal of either variables describing the vegetation and antecedent
moisture of the watershed or variables which described the storm
causing the runoff hydrograph. The lack of congruence between the
observed and predicted hydrographs was mainly due to poor estimation
of the peak discharge.
167
EFFECTS OF URBANIZATION ON RUNOFF FROM SMALL WATERSHEDS,
Puranam Bhaskara Seshardri Sarma
Dissertation, 1970. 307 p.
Descriptors: *Rainfall-runoff relationships, *Urbanization, Investiga-
tions, Analysis.
Identifiers: *Urban hydrology, Parametrics.
Urban and suburban development changes the quantity and time distribu-
tion of runoff. Investigation of the effect of urban development on
the rainfall-runoff relationships was the main objective of this
study. Quantitative evaluation of effect of urbanization on runoff
would be relatively simple if rainfall and runoff data for both urban
and pre-urban conditions of watersheds were available. Due to a lack
of availability of such data, evaluation of changes in runoff
characteristics caused by urbanization is not possible by direct data
comparison and analysis. Data for the study were obtained principally
from watersheds in West Lafayette, Indiana. Hydrologic data from
several other urbanized watersheds were also used to make the study
more general. The linear system analysis was used in the study. The
single linear reservoir model, the double routing method, Nash model,
the single linear-reservoir linear-channel model, and the Fourier
transform method of obtaining the kernel function were used in the
analysis of data. The parameters of the instantaneous unit hydrographs
for the first four models were determined and also optimized for some
of the conceptual models. Similarly, the kernel functions were
determined by the Fourier transform method. The regeneration perfor-
mance of all these models was then tested. The single linear reservoir
model was selected to simulate the rainfall-runoff process on small
urban watersheds. On the basis of its satisfactory regeneration per-
formance and some other factors, the Nash model was similarly selected
for simulation of the rainfall-runoff process on larger watersheds.
The parameters of the single linear reservoir model and the Nash model
were then studied in detail. The variation of the parameters and their
relationships with the physiographic characteristics of the watersheds
including the urbanization factor, and the storm characteristics, were
studied mainly by using the techniques of regression analysis. From
this analysis, the effects of urbanization on time lag, the magnitude
of peak discharge, the time to peak discharge, and the frequency of
peak discharge were quantitatively deduced.
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168
DESIGN RAINFALL CHARACTERISTICS OF THE USSR TERRITORY,
E. A. Smirnova
In: Floods and Their Computation, Vol 1, No 84, pp 105-114, 1969.
2 fig, 3 tab, 3 ref.
Descriptors: *Design storm, *Hydrograph analysis, *Rainfall-runoff
relationships, Rainfall intensity, Statistical methods, Hyetographs.
Identifiers: *USSR.
A method of processing hyetographs to obtain design rainfall character-
istics used in maximum storm runoff computation is summarized. The
technique provides, for a homogeneous climatic region: (1) the
plotting of a curve of maximum depth increase with time interval
increase and (2) the plotting of a curve of mean rainfall intensity
decrease with time interval increase for certain exceedence or
frequency probabilities. Depth of rainfall intensity for a required
time interval can be determined for any point with known daily rainfall.
Ordinates of reduction curves are only slightly dependent on frequency
and change slowly. Curves of rainfall reduction have been plotted for
different physiographical regions of the USSR and characteristics of
the main types of reduction curves and their territorial distribution
are given.
169
SOME EFFECTS OF URBANIZATION ON FLOODS,
John B. Stall, Michael L. Terstriep, and Floyd A. Huff
Meeting Preprint 1130, a paper presented at the ASCE National Water
Resources Meeting, Memphis, Tenn, Jan 26-30, 1970. 29 p, 11 fig, 10
tab, 22 ref.
Descriptors: *Surface runoff, *Storm runoff, *Rainfall-runoff,
relationships, *Peak discharge, *Urbanization, Hydrographs, Model
studies, Floods, Illinois.
Identifiers: Design flood.
The objectives of the study were: (1) to attempt a better definition
of the effects of urbanization on floods by using relatively good
information available in Illinois on storm rainfall structure and fre-
quency, and (2) to translate this into the resulting effect on the
flood-frequency curve using a set of empirical equations developed
in 1965 at the University of Texas Center For Research in Water
Resources. The Texas equations were used as a transfer function from
storm rainfall to flood peak. A model two-hour rainstorm, based on
recorded precipitation data from East-Central Illinois, was developed
for various recurrence intervals and applied to the completely urban-
ized, 3.5-square mile drainage area of Boneyard Creek at Urbana,
Illinois. The specified model storm was applied to the derived unit
hydrographs after determining the rainfall excess after losses. The
empirical Texas equations seem adequate to produce a 30-minute unit
hydrograph for the Boneyard basin and it checks favorably with actual
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unit hydrographs. The complete transformation of a 3.5-square mile
rural basin, in East-Central Illinois, to an intensely urbanized
basin would quadruple the flood peak for the 50-year recurrence
interval; and the mean annual flood would increase by about eight
times.
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SECTION 10.
Tunnels: Technology and Equipment
170
MACHINE TEAM MAKES SHORT WORK OF A LONG TUNNEL REACH,
Construct Methods Equip, Vol 53, No 1, pp 62-63, Jan 1971.
Descriptors: *Tunnels, *Tunnel construction, *Tunneling machines,
Tunnel linings, Concrete construction, Tunnel hydraulics, California.
Identifiers: Tunneling shield.
Averaging 745 feet/week during the final 20 weeks of the 17,000-ft first-
stage bore, miners driving a 22-ft diameter water tunnel 5 1/2 miles
in soft dry sandstone under suburban Los Angeles recently holed
through into a gate shaft and hall. Two machines made it possible to
maintain the rapid pace through the tunnel's initial long reach: the
tunneling shield, and a special tunnel-liner precasting jumbo that
turned out 4-ft-long concrete liner segments at a clip of 12 per hour
over an 80-hour week to support the shield's 144-hour weekly opera-
tion. The hydraulically powered shield, designed to make 8 feet per
hour through ground similar to that encountered in the San Fernando
bore, has a sliding boom with a total 11 ft of forward reach in two
stages. The front of the shield is a cutting edge studded with teeth,
and loss of top and center ground support causes material from the
tunnel face to fall into a muck apron where it is dragged by the
boom-head to a belt conveyor. The shield's hydraulic system is powered
by electric motors that provide: 480 hp on the excavator functions,
160 hp on the shove jacks, 100 on the conveyor, and 60 on the erector.
A laser and target guidance system keeps the shield on line, with the
5,000-psi jacks acting in unison within each quadrant to control
alignment.
171
TUNNEL TO BE CUT BY ELECTRON-BEAM MACHINE,
Machine Design, Vol 43, No 5, pp 18, Feb 1971.
Descriptors: *Electronic equipment, *Rock excavation, *Tunneling,
*Tunneling machines.
An electron-beam machine design for rock excavation will be field
tested during the Spring by Westinghouse. This electron-beam method
has the potential of reducing the cost and increasing the speed of
drilling and tunneling by making use of a high-energy electron beam
that melts deep but narrow cuts in rocks. In the process, the rock-
cutting beam is passed through a series of small chambers which are
pumped to preserve a partial vacuum, focused electromagnetically,
and delivered to the surface where it is needed.
57
-------
172
DEVELOPMENT OF TUNNELING METHODS AND CONTROLS,
Ellis L. Armstrong
J Construct Div, Am Soc Divil Engrs, Vol 96, No C02, pp 99-118,
Oct 1970. 16 fig, 2 tab, 1 ref.
Descriptors: *Tunneling, *Tunnels, *Surveys, *Costs, *Safety,
Tunnel construction, Drilling, Drilling equipment, Tunneling machines,
Rock bolts.
Identifiers: *Tunneling methods, *Tunneling controls, Concrete
lining, Laser beams.
Improvement in methods and equipment during the past 15 years have
kept tunnel excavation costs from appreciable increases while the
general construction cost index has doubled. Tunnel drilling rates
have increased from 20 ft per week 100 years ago to 100 ft per week
50 years ago and to about 300 ft per week today. A milestone in
tunnel driving was the 31/2 mile-long Fucius Tunnel (19 ft wide and
9 ft high) started in A.D. 41 and requiring 30,000 slaves 11 years to
complete. The concept of boring machines to drill tunnels goes back
to 1882, but the greatest advance has been made in the last five years,
A table lists the major completed mole tunneling projects. Cost
savings up to 40% over conventional drill-shoot-muck cycle methods
can be proven. The requirement for and types of tunnel supports being
used are analyzed. A laser beam is an excellent control method for
precision drilling with a boring machine. Tunneling safety has
progressed to a satisfactory level. During a million man-hours at
Blanco Tunnel, Colorado, only six minor lost-time accidents occurred.
173
HOW DILLINGHAM RECONSTRUCTED MAJOR VICTORIA TRUNK SEWER SYSTEM,
G. Beardsley
Eng Contract Record, Vol 84, No 2, pp 40-41, Feb 1971.
Descriptors: *Sewers, ^Tunnels, *Pumping plants, *Tunnel construction,
Tunneling, Costs.
Identifiers: *Reconstruction, *Canada.
Reconstruction of Greater Victoria's Northwest trunk sewer system,
a $2,148,000 contract awarded to the Dillingham Corporation, is
approaching completion. Work of constructing the expanded facility
combines two different types of tunnel work: open cut and reusing
the existing tunnel, and building the necessary pumping and monitor-
ing stations. A new tunnel was needed for 220 feet in areas too deep
for open cut and where the original tunnel was through clay and had
subsided. This section of the tunnel is a 72-inch diameter steel
primary liner plate with a poured concrete invert and a secondary
lining of shotcrete. Hand mucking and installation of 18-inch steel
liner plate sections was the method used for tunnel advance. The
58
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upper end of the trunk system is a 550-foot inverted siphon consisting
of twin 24-inch diameter PVC pipe while at the downstream end of the
trunk a main pumping station has been built to force the flow through
the extended outfall. Construction of the pump station required the
excavation of 2300 cubic yards of rock and it contains equipment for
comminuting the sewage, measuring the flow, and logging data obtained
from other pump stations and metering points in the system.
174
DESIGNING THE LININGS OF PRESSURE TUNNELS IN ANISOTROPIC ROCK,
Bureau of Reclamation, Denver, Colorado
V. S. Eristov
Bureau Rec Translation No 740, Mar 1970. 11 p, 3 fig, 4 ref.
Translated from: Gidrotekhnicheskoe strortel'stvo, No 3, pp 28-31,
1965.
Descriptors: *Underground structures, *Rocks, *Pressure tunnels,
*Tunnel linings, *Tunneling, Elasticity (mechanical), Anisotropy,
Formulas are derived for the stresses and radial deformation of a
pressure tunnel lining in anisotropic rock using the theory of
elasticity. The surrounding rock is assumed to be transformed into
a monolithic elastic medium by grouting. It is shown that it is
possible to consider, with small error, only radial components of
deformation and elastic resistance. By using a constant coefficient
of elastic resistance, the formulas are transformed into the formulas
for an isotropic medium. The deformations obtained by these formulas
for a thin lining coincide reasonably close with the corresponding
deformations for an opening in an orthotropic medium loaded along the
contour with a uniform radial load. An example calculation is given.
175
TUNNEL BORING TECHNOLOGY, DISK CUTTER EXPERIMENTS IN SEDIMENTARY AND
METAMORPHIC ROCKS,
Bureau of Mines
Roger J. Morrell, William E. Bruce, and David A. Larson
Report of Investigation No 7410, Jul 1970. 32 p, 12 fig, 6 tab.
Descriptors: *Tunnels, *Boring, *Rocks, Excavation.
Identifiers: *Subsurface structures.
Disk-cutter experiments were performed on five rock types ranging in
compressive strength from 9.000 psi to 27.000 psi. A specially
constructed testing machine called a linear-cutter apparatus (LCA) was
designed to load and traverse a free-rolling disk cutter across a
sawed rock surface. The LCA was instrumented to measure the vertical
and horizontal forces acting on the cutter during the run. The ability
of disk cutters to fragment rock was determined for both 60-degree
and 90-degree cutting-edge angles, and relationships and regression
equations were developed to predict cutter performance based on rock
physical properties and applied forces.
59
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SUBJECT INDEX
(3rd Quarterly)
Activated carbon
107, 145
Administrative agencies
131, 132
Biochemical oxygen demand
127
Bolts
87
Administrative decisions
132
Boring
175
Air pollution control
106
California
170
Alexandria, Virginia
109, 110
Analysis
121, 125, 156, 167
Anisotropy
174
Annual costs
107
Arlandria, Virginia
109, 110
Arlington County, Virginia
109, 110
Average-lag method
094
Cambridge, Maryland
092
Canada
173
Canonical correlation
166
Capital costs
107
Channel morphology
134
Chemical properties
130
Chemical treatment
145
Automatic control
090
Backwater
133
Basins
165
Battelle Northwest Institute
145
Benefits
129
Choptank River
092
Cities
131, 133, 135, 165
Coagulation
145
Coliforms
149
Colorado Springs, Colorado
087
61
-------
Columbia, Maryland
103
Cost analysis
149
Combined sewage
099, 102, 149
Combined sewer overflow
152
Combined sewers
090, 091, 092, 096, 100,
107, 113, 127, 144, 145,
149, 151
Comparative performance
121, 122
Computer models
103
Computer programs
157
Concrete construction
170
Concrete lining
172
Conduits
136
Connecticut
115, 116
Construction
087, 088, 089, 098, 146,
152
Construction costs
088, 110
Construction equipment
087, 088, 097
Contracts
150
Control systems
127
Conveyance structures
096
Correlation analysis
091
Cost-benefit analysis
107, 154
Costs
092, 096, 127, 145, 146,
172, 173
Cranes
088
Creeks
134
Culverts
112
Dallas, Texas
150
Damages
138, 139, 141
Data collections
097, 100, 159, 160
Data processing
159
Depth-area-duration analysis
107
Design
093, 108, 144
Design criteria
124, 125
Design flood
169
Design research
093
Design storm
149, 168
Detroit, Michigan
146, 149
Discharge (water)
135, 160
62
-------
Discussion
094, 095
Disinfection
149
Electronic equipment
171
Energy dissipator
108
District of Columbia
107
Engineering
128
Ditches
163
Environmental control
106
Drainage
093, 101, 108, 109, 112,
114, 115, 116, 155, 158,
164
Drainage effects
138, 158
Drainage engineering
110, 153
Drainage practices
134, 135
Drainage systems
087, 105, 113, 132, 133,
135, 137, 138, 141, 142,
147, 153, 163, 165
Drainage volume
163
Drains
140, 157
Drilling
172
Drilling equipment
172
Easements
132
Effluent tax
127
Elasticity (mechanical)
174
Environmental effects
127
Environmental engineering
106, 129
Equipment
147
Erosion
108
Excavation
088, 175
Excessive precipitation
136
Feasibility studies
148, 150
Filtration
107
Fixed screens
091
Flocculation
149
Flood control
109, 110, 133
Flood damage
109, 133, 135, 136, 138,
140, 143
Flood forecasting
109
Electrical equipment
141
Flood gates
133
63
-------
Flooding
134, 135, 136, 143
Flood plains
109
Flood protection
110, 129, 143
Flood routing
094, 095, 158
Floods
113, 114, 115, 116, 140,
169
Floodwater
139
Flow
095, 096, 099, 108, 136
Flow measurement
107, 120, 153
Flow rates
105, 118, 120, 153
Flow separation
147
Historical review
118
Hydraulic calculations
155, 163, 164, 165
Hydraulic design
149
Hydraulic models
157
Hydraulics
128, 153, 154, 157, 158
Hydrograph analysis
089, 168
Hydrographs
094, 095, 099, 102, 166,
169
Hydrography
157
Hydrologic cycle
159
Hydrologic data
100
Flow velocity
163
Flushing systems
096
Hydrology
099, 102, 127, 128, 154
Hyetographs
168
Forecasting
160
Fourmile Run, Virginia
109, 110
Illinois
154, 169
Industrial wastes
104
Funding
106
Germany
143, 162
Great Britain
089, 098, 117, 118, 119,
120, 121, 122, 123, 124,
125, 126, 147
Infiltration
127, 150, 160
Infiltration rate
156
Installation
097
64
-------
Instrumentation
156
International hydrological decade
128, 154
Investigations
089, 092, 105, 117, 118,
160, 167
Mapping
159
Iowa
137, 141
Japan
097, 102, 160
Judicial decisions
133, 135, 136, 137, 138,
139, 141, 142, 143
Kansas City, Missouri
133
Kentucky
136
Laboratory tests
091, 092, 121, 145
Labor mobility
088
Land tenure
132
Laser beams
172
Lead
130
Legal aspects
131, 134, 135, 137, 138,
139, 140, 141, 142, 143
Legislation
131
Los Angeles, California
153
Maintenance
139
Management
114
Maps
114, 159
Materials
088
Mathematical models
099, 102, 103, 127, 154
Mathematical studies
123, 160, 163, 164
Measurement
155, 156
Mercer County, New Jersey
111, 112
Meteorological data
156
Methodology
093, 097, 156
Microbiology
130
Microstraining
144
Milk River
149
Missouri
140
Model studies
117, 118, 121, 128, 153,
157, 169
Monitoring
161
Multiple-purpose projects
129
Multiple regression
166
Municipal wastes
137
65
-------
Natural flow
134
New Jersey
112, 114
New York
135, 139
Nitrates
104
Nitrogen
130
Nitrogen sources
104
Ozonation
144
Ozone
144
Parametrics
105, 155, 156, 167
Peak discharge
089, 169
Pennsylvania
132, 142
Philadelphia, Pennsylvania
144
North Carolina
101, 105
On-site investigations
117, 118, 120, 122, 125
Open channel flow
095, 157
Operation and maintenance
152
Operations
125
Optimization
103
Organic loading
107
Outlets
139
Overflow
092, 096, 098, 107, 118,
120, 127, 134, 135, 136,
137, 140, 143, 146, 149,
151, 152, 165
Overflow setting
123
Overland flow
157
Phosphorus
130
Pilot plants
092, 144, 145, 150
Pipes
087, 108, 140, 152
Planning
109, 110, 114, 115, 116
129, 146, 154, 155
Pollutants
107
Pollution abatement
106, 107
Ponds
102
Potable water
131
Potential resources
129
Preassembly
087, 088
Precipitation intensity
162
Pressure tunnels
174
66
-------
Project feasibility
151
Proposals
106
Regulated flow
090
Relative rights
134
Publications
117, 118, 119, 120, 121,
122, 123, 124, 125, 126
Public health
137
Pumping plants
173
Quantitative analysis
160
Rainfall
093, 112, 114, 120, 140,
162, 166
Rainfall intensity
107, 138, 168
Rainfall-runoff relationships
089, 107, 128, 149, 154,
160, 167, 168, 169
Rain water
136, 164, 165
Research and development
128, 150, 154, 161
Reservoir storage
165
Retention
129
Reviews
127
Riparian rights
135
Roads
114
Rock bolts
172
159, Rock excavation
171
Rocks
174, 175
Rates
Roofs
132
140
Rational formula
128, 158
Reconstruction
173
Recreation
129
Recreation facilities
107
Regional flood
109
Regional planning
111, 112
Runoff
093, 109, 110, 112, 133,
157, 159, 162, 166
Runoff forecasting
156, 158
Safety
088, 172
Sampling
091, 105, 130, 161
Sanitary engineering
113, 115, 116
67
-------
Sanitary sewers
097
Sedimentation
149
Sediment control
103
Sediment yield
089
Seepage
134, 138
Separation techniques
090, 106, 147, 151
Settlement (structural)
133
Settling basins
149
Sewage
102, 104, 115, 116, 120,
149
Sewage composition
120
Sewage disposal
100, 117, 132, 137, 147
Sewage districts
131
Sewage flow regulator
090
Sewage lagoons
151
Sewage treatment
091, 098, 100, 131, 145,
146, 147
Sewerage
091, 102, 152, 155, 164
Sewer cleansing
096
Sewer flow
150
Sewer flushing
096
Sewer overflows
091
Sewers
093, 096, 098, 106, 107,
111, 116, 117, 127, 131,
132, 133, 134, 135, 137,
138, 139, 141, 142, 152,
155, 173
Simulation analysis
103, 157
Sludge
145
Sludge treatment
147
Snowmelt
130
Soil erosion
089, 106
Solids removal
091
Southwest U.S.
148
Specifications
088
Standards
106, 107, 113, 127
Statistical methods
168
Statistics
100
Steel pipes
097
Stilling basins
108
68
-------
Storage
092
Storage facilities
092
Storage tanks
098, 127, 147
Storm drains
096, 113, 133, 134, 137,
138, 139, 140, 141, 142,
155, 158, 165
Storm overflows
117, 118, 119, 121, 122,
123, 124, 126
091,
099,
104,
, 117,
, 129,
, 139,
, 149,
, 155,
, 162,
093,
100,
105,
118,
130,
141,
150,
156,
164,
094,
101,
107,
120,
134,
142,
152,
157,
165,
Storm runoff
089, 090
095, 098
102, 103
109, 110
127, 128
137, 138
146, 147
153, 154
158, 161
166, 169
Storms
108, 114, 139, 166
Storm sewage
127, 145
Storm sewers
087, 088, 093, 095, 113,
114, 115, 116, 132, 152
Storm tanks
118, 125
Storm water
112, 129
Storm water drainage
101
Storm water overflow
096, 144, 151
Streams
135, 136, 142
Stream standards
127
Street drainage
153
Street intersections
153
Structural analysis
124
Structural engineering
124
Structures
114, 117, 124
Subsurface structures
175
Summary
126
Surface drainage
101
Surface runoff
101, 141, 142, 169
Surface waters
119, 134, 138
Surveys
105, 112, 117, 119, 172
Suspended load
162
Suspended solids
130
Sweden
130
Systems analysis
103, 151
Technical feasibility
107
69
-------
Tertiary treatment
147
Toledo, Ohio
113
Treatment facilities
098, 106, 111, 146, 147,
150, 151
Treatment methods
127, 152
Tunnel construction
170, 172, 173
Tunnel design
107
Tunnel hydraulics
170
Tunneling
097, 171, 172, 173, 174
Tunneling controls
172
Tunneling machines
170, 171, 172
Tunneling methods
172
Tunneling shield
170
Tunnel linings
170, 174
Tunnels
170, 172, 173, 175
Underground structures
108, 141, 174
Underwater
092
Union County, New Jersey
114
USSR
Urban hydrology
089, 103, 128, 154, 157,
158, 160, 161
Urbanization
087, 089, 100, 101, 103,
104, 105, 109, 110, 113,
115, 116, 128, 132, 142,
150, 153, 154, 161, 162,
167, 169
Urban renewal
151
Urban runoff
100, 101, 130
Waste disposal
106, 152
Waste treatment
106, 111
Waste water (pollution)
111
Waste water treatment
091, 099, 102, 107, 144,
152
Water analysis
149
Water balance
159
Water injury
133, 141
Water loss
160
Water measurement
153
Water pollution
099, 102, 105, 127, 131
Water pollution control
096, 103, 106, 127, 146
Water pollution effects
130
168
70
-------
Water pollution sources
100, 105, 119, 127, 161,
162
Water pressure
141
Water quality
099, 101, 105, 127, 161
Water quality control
101, 127, 154, 161
Water resources
111, 161
Water resources development
148, 154
Water resources research
128, 154
Water reuse
103, 107, 150, 161
Watersheds (basins)
166
Water storage
107
Water supply
103, 104, 115, 129, 131,
148
Water treatment
161
West Germany
159
Wisconsin
131, 134, 138
71
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AUTHOR INDEX
Armstrong, Ellis L.
172
Gregory, K. J.
089
Austin, T. Al
100
Huff, Floyd A.
169
Bauer, W. J.
154
Beardsley, G.
173
Hussla, E.
143
Inaba, K.
102
Beaumont, Peter
098
Billmeier, Ernst
155
Boland, John J.
103
Brassill, L.
093
Jones, D. Earl
158
Kohlhaas, Charles Albert
127
Larson, David A.
175
Lehtinen, H.
130
Brownlee, Robert C.
100
Bruce, William E.
175
Bryan, Edward H.
101
Cartmill, Robert Hasbrouck
156
Chen, Carl W.
157
Dharmadhikari, Vishnu V.
161
Eristov, V. S.
174
Friberg, S.
130
Friedland, A. 0.
099
Liebscher, H.
159
Ludwig, H. F.
099
Mallory, Charles W.
103
Matsubara, Shigeaki
160
Mische, Eric F.
161
Morrell, Roger J.
175
Muller, Wilhelm J.
162
Pecher, Rolf
163, 164, 165
Rice, Irvin M.
150
73
-------
Rice, Raymond Martin Yen, Ben Chie
166 095
Sarma, Puranara Bhaskara Seshardi Yokoo, Masai
167 160
Schaake, John C.
128
Shea, T. G.
099
Sheaffer, John R.
129
Shubinski, Robert P.
157
Smirnova, E. A.
168
Soderlund, G.
130
Stall, John B.
169
Su, Shih-Tun
094
Symons, James M.
104
Terstriep, Michael L.
169
Van Sickle, Norman
151
Wakabayashi, Jiro
097
Walling, D. E.
089
Weiner, D. J.
152
Wells, Dan M.
100
74
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JOURNAL LIST
Abbreviation
1. Am City
2. Ber Inst Wasserwirt Gesundheits-
ingenieurwesen
3. Construct Methods Equip 3.
4. Delaware Valley Ind 4.
5. Effluent Water Treat J 5.
6. Eng Contract Record 6.
7. Eng News - Record 7.
8. Gas- Wasserfach (Wasser/Abwasser) 8.
9. J Construct Div, Am Soc Civil Engrs 9.
10. J Hydraulics Div, Am Soc Civil Engrs 10,
11. J Hydrol
12. J Inst Munic Engrs (London)
13. J Water Pollution Control Fed
14. Machine Design
15. Public Works
16. Surveyor
17. Wasserwirt
18. Water Resources Bulletin
19. Water Sewage Works
20. Water Spectrum
21. Water Wastes Eng
Full Title
1. American City
2. Berichte der Institute Wasserwirtschaft
Gesundheitsingenieurwesen
Construction Methods and Equipment
Delaware Valley Industries
Effluent and Water Treatment Journal
Engineering & Contract Record
Engineering News - Record
Gas- und Wasserfach (Wasser/Abwasser)
Journal of the Construction Division,
American Society of Civil Engineers
Journal of the Hydraulics Division,
American Society of Civil Engineers
11. Journal of Hydrology
12. Journal of the Institution of
Municipal Engineers (London)
13. Journal of the Water Pollution
Control Federation
14. Machine Design
15. Public Works
16. Surveyor
17. Wasserwirtschaft
18. Water Resources Bulletin
19. Water and Sewage Works
20. Water Spectrum
21. Water and Wastes Engineering
75
-------
Aivr.s'.sJ
Subject F/t'/d & Group
SELECTED WATER RESOURCES ABSTRACTS
INPUT TRANSACTION FORM
Or^amzadon
The Franklin Institute Research Laboratories, 20th Street & The Parkway
Philadelphia, Pennsylvania 19103
Title
SELECTED URBAN STORM WATER RUNOFF ABSTRACTS (Third Quarterly Issue)
1Q Authors)
The Franklin Institute
Research Laboratories
16
21
Project Designation
EPA/WQO Program
NO u^wEovn
Note
22
Citation
EPA/WQO Contract No 14-12-904, Apr 1971. 75 p.
23
Descriptors (Starred First)
*Drainage systems, *0verflow, *Sewers, *Storm drains, *Storm runoff, *Urbanization,
Drainage, Judicial decisions, Legal aspects, Planning, Publications, Rainfall-
runoff relationships, Runoff.
25
Identifiers (Starred First)
*Combined sewers, *Great Britain, Storm overflows, Storm sewers, Urban hydrology,
27
Abstract
The third quarterly supplement to SELECTED URBAN STORM WATER RUNOFF ABSTRACTS is
a compilation of abstracts summarizing articles from a variety of technical
literature concerning the problem of urban drainage published from January 1971
through March 1971. The 89 abstracts covering a range of ten sections are
arranged alphabetically by author and numerically by abstract number within each
category. Each item includes a bibliographic citation, an abstract, and a set
of indexing descriptors and identifiers. A cumulative subject index at the end
of the volume provides the necessary access to individual concepts. An author
index and a journal list are also included.
This work was submitted in fulfillment of Contract 14-12-904 between the Water
Quality Office of the Environmental Protection Agency and the Franklin Institute
Research Laboratories.
Abstractor
Dorothy A. Ortner
Institution
The Franklin Institute Researrh
WR-.102 (REV. JULY 1969)
WRSt C
SEND TO: WATER RESOURCES SCIENTIFIC INFORMATION CENTER
U.S. DEPARTMENT OF THE INTERIOR
WASHINGTON. D. C. 20240
* OPO: 1969- 359-339
-------
Continued from inside front cover....
11022 08/67
11023 09/67
11020 12/67
11023 05/68
11031 08/68
11030 DNS 01/69
11020 DIM 06/69
11020 DBS 06/69
11020 — 06/69
11020 EXV 07/69
11020 DIG 08/69
11023 DPI 08/69
11020 DGZ 10/69
11020 EKO 10/69
11020 10/69
11024 FKN 11/69
11020
11000
DWF 12/69
01/70
11020 FKI 01/70
11024
11023
DOK 02/70
FDD 03/70
11024 DMS 05/70
11023
11024
EVO 06/70
06/70
Phase I - Feasibility of a Periodic Flushing System for
Combined Sewer Cleaning
Demonstrate Feasibility of the Use of Ultrasonic Filtration
in Treating the Overflows from Combined and/or Storm Sewers
Problems of Combined Sewer Facilities and Overflows, 1967
(WP-20-11)
Feasibility of a Stabilization-Retention Basin in Lake Erie
at Cleveland, Ohio
The Beneficial Use of Storm Water
Water Pollution Aspects of Urban Runoff, (WP-20-15)
Improved Sealants for Infiltration Control, (WP-20-18)
Selected Urban Storm Water Runoff Abstracts, (WP-20-21)
Sewer Infiltration Reduction by Zone Pumping, (DAST-9)
Strainer/Filter Treatment of Combined Sewer Overflows,
(WP-20-16)
Polymers for Sewer Flow Control, (WP-20-22)
Rapid-Flow Filter for Sewer Overflows
Design of a Combined Sewer Fluidic Regulator, (DAST-13)
Combined Sewer Separation Using Pressure Sewers, (ORD-4)
Crazed Resin Filtration of Combined Sewer Overflows, (DAST-4)
Stream Pollution and Abatement from Combined Sewer Overflows •
Bucyrus, Ohio, (DAST-32)
Control of Pollution by Underwater Storage
Storm and Combined Sewer Demonstration Projects -
January 1970
Dissolved Air Flotation Treatment of Combined Sewer
Overflows, (WP-20-17)
Proposed Combined Sewer Control by Electrode Potential
Rotary Vibratory Fine Screening of Combined Sewer Overflows,
(DAST-5)
Engineering Investigation of Sewer Overflow Problem -
Roanoke, Virginia
Micros training and Disinfection of Combined Sewer Overflows
Combined Sewer Overflow Abatement Technology
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