CLEAN^ WATER POLLUTION CONTROL RESEARCH SERIES 11024 FJE 07/71
Selected
Urban Storm Water Runoff
Abstracts
July 1970-June 1971
ENVIRONMENTAL PROTECTION AGENCY • WATER QUALITY OFFICE
-------
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 CpntroJ
Program:
11023 FOB 09/70
11024 FKJ 10/70
11023 12/70
11023 DZF 06/70
11020 FAQ 03/71
11022 EFF 12/70
11022 EFF 01/71
11022 DPP 10/70
11024 EQG 03/71
11020 FAL 03/71
11024 DOC 07/71
11024 DOC 08/71
11024 DOC 09/71
11024 DOC 10/71
11040 GKK 06/70
11024 DQU 10/70
11024 EQE 06/71
11024 EJC 10/70
11024 EJC 01/71
11024 FJE 04/71
Chemical Treatment of Combined Sewer Overflows
In-Sewer Fixed Screening of Combined Sewer Overflows
Urban Storm Runoff and Combined Sewer Overflow Pollution
Ultrasonic Filtration of Combined Sewer Overflows
Dispatching System for Control of Combined Sewer Losses
Prevention and Correction of Excessive Infiltration and
Inflow into Sewer Cysterns - 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
Storm Water Management Model, Volume 1 - Final Report
Storm Water Management Model, Volume II - Verification
and Testing
Storm Water Management Model, Volume III -
User's Manual
Storm Water Management Model, Volume IV - Program Listing
Environmental Impact of Highway Deicing
Urban Runoff Characteristics
Impregnation of Concrete Pipe
Selected Urban Storm Water Runoff Abstracts, First Quarterly
Issue
Selected Urban Storm Water Runoff Abstracts, Second Quarterly
Issue
Selected Urban Storm Water Runoff Abstracts, Third Quarterly
Issue
-------
SELECTED URBAN STORM WATER
RUNOFF ABSTRACTS
JULY 1970 - June 1971
by
Science Information Services Department
The Franklin Institute Research Laboratories
Prepared for the
Environmental Protection Agency
Water Quality Research
Contract No. 14-12-904
Program Number 11024FJE
July 1971
For sale by the Superintendent of Documents, U.S. Government Printing Office, Washington, D.C. 20402 - Price $1.50
Stock Number 5501-0132
-------
EPA Review Notice
This report has been reviewed by Water Quality Research and
approved for publication. Approval does not signify that the
contents necessarily reflect the views and policies of the
Environmental Protection Agency, nor does mention of trade
names or commercial products endorsement or recommendation
for use.
ii
-------
ABSTRACT
The July 1970 - June 1971 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 July 1970 through June 1971. The 234
abstracts covering a range of ten sections are arranged alphabeti-
cally 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 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.
The first three quarterly issues fulfilled under Contract 14-12-904
were:
SELECTED URBAN STORM WATER RUNOFF ABSTRACTS (First Quarterly
Issue): EPA Project No. 11024EJC 10/70
SELECTED URBAN STORM WATER RUNOFF ABSTRACTS (Second Quarterly
Issue): EPA Project No. 11024EJC 01/71
SELECTED URBAN STORM WATER RUNOFF ABSTRACTS (Third Quarterly
Issue): EPA Project No. 11024FJE 04/71.
This work was submitted in fulfillment of Contract 14-12-904 (EPA
Project No. 11024FJE) between the Environmental Protection Agency,
Water Quality Office and the Franklin Institute Research Laboratories.
111
-------
FOREWORD
This edition of SELECTED URBAN STORM WATER RUNOFF ABSTRACTS is an integra-
tion of the first three previously published quarterly issues and abstract
material summarising articles from a variety of technical publications
covering subjects pertinent to the problem of urban drainage.
The present work includes 234 abstracts of documents, 59 of which were
compiled during the most recent quarter, published for the most part from
July 1970 through June 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 num-
bers 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 (subject 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.
This work, submitted in fulfillment of Contract 14-12-904, was performed by
the Science Information Services Department of the Franklin Institute Re-
search Laboratories. Mrs. Dorothy Sandoski, acting as project leader, was
responsible for the searching of literature for pertinent documents, abstract-
ing and indexing, and overseeing the production of camera-ready copy of the
report. Suggestions concerning the improvement of content and format, or
expansion of subject coverage in future supplements will be gratefully
received.
-------
TABLE OF CONTENTS
Sect-Ion Title Page
ABSTRACT iii
FOREWORD v
SUBJECT FIELDS AND GROUPS vii
1. Construction: Equipment and Materials;
and Instrumentation 1
2. Overflows and Regulation Devices 11
3. Sewer Hydraulics 23
4. Sewer Systems 29
a. Combined
b. Sanitary
c. Storm
5 Stormwater - Quality, Quantity, and Pollution 39
a. Caused from combined overflows
b. Caused from storm runoff
6. Surveys, Policies, and Reports 53
7. Legislation and Standards 87
8. Treatment Methods and Water Reuse 99
9. Hydrology 115
10. Tunnels: Technology and Equipment 137
SUBJECT INDEX 145
AUTHOR INDEX 165
JOURNAL LIST 171
vn
-------
SECTION 1.
Construction: Equipment and Materials;
and Instrumentation
001
NEW EQUIPMENT—PRIMARY WATER TREATMENT AIDED BY COMPACT SEPARATOR,
Chemical Eng, Vol 77, No 15, pp 48 and 50, Jul 13, 1970. 1 diag.
Descriptors: *Pollution abatement, *Sewage treatment, *Equipment.
Identifiers: *Wastewater Concentrator, *Screen separator.
The Wastewater Concentrator takes up little space but has the capacity
to screen sudden overloads of raw sewage (2,000-3,000 gpm) during
rainfall. It provides standby primary treatment by screening influent
and then collecting it in an annular chamber and directing it to a
discharge box at the bottom of the unit. Materials not passed discharge
through a 10-inch pipe. The workings, operating cycle, and advantages
of the unit are described.
002
GRID FOR RETAINING LARGE COMPONENTS OF SEWAGE IN SEWAGE PUMPING EQUIP-
MENT,
Neth Patents +NL 6817241.
Descriptors: *Patents, *Sewage.
Identifiers: *Pumping equipment, *Retaining grid.
The grid is designed for insertion in a pipeline and for cleaning by
backwashing. It is fabricated from a series of initially parallel
plates bonded to the pipe wall at the edges. The dimensions are such
that their axial length is at least 8 times the interplate spacing.
003
PREASSEMBLY METHOD SPEEDS STORM SEWER PROJECT,
Public Works, Vol 102, No 2, pp 85, Feb 1971.
1
-------
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.
004
CATCHBASINS CLEANED FOR $3.00,
Public Works, Vol 101, No 8, p 81, Aug 1970. 2 fig.
Descriptors: *Cleaning, *Maintenance, Cost comparisons.
Identifiers: *Suction machine, *Teaneck, New Jersey.
Teaneck, New Jersey's switch from bucket cleaning of catchbasins to
suction cleaning with a Good Roads Scavenger has reduced costs of the
twice-a-year job by 80%. The rate of catchbasin cleaning has also
increased considerably. The suction machine is also used to clean out
manholes, to clean streets, and to pick up and dispose of leaves on
streets and park grounds during autumn.
005
WASHED OUT ROAD REOPENED QUICKLY,
Public Works, Vol 101, No 8, p 84, Aug 1970. 3 fig.
Descriptors: *Construction, *Steel pipes, *Installation, *Construction
materials.
This article describes how a concrete slab deck culvert, destroyed by
a flash flood, was replaced in only eleven working days with two 90-inch
corrugated galvanized steel pipes. The contractor laid the pipe employ-
ing all standard practices except for the special borrow gravel used for
the entire fill. It is normally used only halfway up the pipe.
-------
006
MINIATURE 'EYES' PROBE 170 MILES OF SEWERS,
Surveyor, Vol 127, No 4112, pp 34-35, Apr 1971. 4 fig.
Descriptors: *Sewers, *Inspection.
Identifiers: *Closed circuit television, *Great Britain.
The London Borough of Camden is using closed circuit television to
undertake a comprehensive survey of their 170 mile sewer system.
The cameras enter the system through manholes, and are cable winched
through the sewer lines. Monitor vans allow inspection engineers to
view and make videotape recordings of the sewers. For gulley con-
nections and 10 cm house drains a 4 cm diameter Falcon camera is used.
The use of closed circuit television allows visual inspection of
inaccessible sewers.
007
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
pavement destroyed by the trenching operations. Working with
Wamer-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.
-------
008 .
PRIME NEED: INSTRUMENTS FOR USE IN FIELD,
Rene J. Bender
Power, Vol 114, No 10, pp 50-53, Oct 1970.
Descriptors: *Water pollution control, ^Instrumentation,
*Monitoring, *Administration, Methodology.
As demand for pollution control has increased, so has the need for
adequate instrumentation. Control of water pollution has reached
a standard clearly ahead of air pollution control, and resolves
itself into a matter of cost. Water management is becoming
increasingly popular; monitoring instruments include pH meters,
turbidity indicators, dissolved-solids recorders, DO, BOD, and
COD meters, oxidation-reduction-potential sensors, and chloride-ion
analyzers. The article contains recent developments in the
following areas of methodology and instrumentation: the
carbonaceous analyzer, atomic absorption, sewage treatment
monitors, telemetry, and flow meters.
009
IDEAS ON THE CONSTRUCTION AND MANAGEMENT OF LARGE PUMPING STATIONS
FOR SEWAGE,
Friedrich Wilhelm Burmeister
Staedtehyg, Vol 22, No 3, pp 57-66, Mar 1971. 17 fig, 3 graph, 6 ref.
Descriptors: ^Treatment facilities, *Pumps, *Design, *Construction,
Sewage, Design criteria, Storm runoff, Pipes, Pumping plants.
Pumping stations for sewage must be capable of handling large quanti-
ties of sewage as well as the sudden arrival of storm water. Sugges-
tions are given for safe and economic designs of such pumps and their
corresponding buildings. Instead of collection basins which are used
in wastewater pumping stations, influx facilities with separate waste-
water and rain water basins are used. For protection of rainwater
pumps, rakes with prong intervals ranging from 40 to 80 mm depending on
the dirt quantity are necessary. Automatic rakes with shredding
equipment are only suitable for smaller plants. The total pumping
capacity is divided into dry weather capacity and a rain and flood
capacity. The pumping capacity in the dry weather section should
include additional capacity for processing storm water and flood water.
The capacity of the storm water pump should not be higher than twice
the capacity of both dry weather pumps. Centrifugal pumps are preferred
over piston pumps and all other pumps. Construction costs and building
sizes are determined by the number and type of pumps used in each special
case.
-------
010
EVALUATION OF ASBESTOS-CEMENT PIPES IN EXTERNAL WATER SUPPLY AND
SEWERAGE SYSTEMS,
Zygmunt Chabelski, Czeslawa Kotanska, and Wladyslaw Sawicki
Gaz, Woda Tech Sanit, Vol 45, No 3, pp 86-90, Mar 1971. 5 fig, 1 tab,
16 ref.
Descriptors: *Sewerage, *Water supply, *Construction, *Pipes.
Identifiers: *Asbestos-cement pipes.
Sections of water supply and sewerage systems in service were tested
with regard to water and sewage inflow, and the condition of the ground
in which the pipes were buried. Tests proved satisfactory for the use
of asbestos-cement pipes.
Oil
GUNITE GIVES NEW LIFE ... to an old, falling brick sewer system,
William M. Englerth
Am City, Vol 85, No 7, pp 101-102, Jul 1970.
Descriptors: *Sewers, Construction, *Gunite, Repairing, Costs.
Identifiers: *Chattanooga, Tennessee, Sewer lining, Capacity.
A visual inspection of the brick sewer system in Chattanooga, Tennessee
resulted in its rehabilitation with pneumatically applied reinforced
concrete lining, known as gunite. This repair method reduces the
carrying capacity; however, the newly lined surface reduces many
existing friction losses in the deteriorating conduit, and capacity
in the repaired sewer is increased from the higher flow velocities. A
total of $633,113.70 was needed to repair the main brick sewers in the
downtown area of Chattanooga.
012
"BEEHIVES" PROTECT SNOW-REMOVAL SALT AND PREVENT WATER POLLUTION,
John R. Fitzpatrick
Am City, Vol 85, No 9, pp 81-83, Sep 1970.
Descriptors: *Control structures, *Structures, *Construction, *Struc-
tural design, Water pollution sources.
Identifiers: *Canada.
Salt-sand piles, used as storage for a road clearing mixture during
winter months in Ontario and subject to leaching by rain, will be
covered so as to lessen this potential source of contamination. This
5
-------
article discusses the construction materials, the design dimensions,
and the methods of erection for the 20 sided, cone-shaped storage
structure.
013
A GROWING MARKET FOR WATER AND WASTEWATER TREATMENT EQUIPMENT,
K. L. Kollar and William G. Youngwirth
Water Sewage Works, Vol 117, No 9, pp 319-325, Sep 1970. 7 tab,
2 chart, 8 ref „
Descriptors: ^Treatment facilities, ^Equipment, *Analysis,
Evaluation, Construction equipment, Surveys.
This report summarizes and compares two studies (1965 and 1968)
which are based on the response of manufacturers to a questionnaire
on manufacturing plant production capacity and value of shipments
of equipment used only in water and wastewater treatment plants.
Both surveys accounted for about 95% and 70% of equipment sales
to municipal water and wastewater treatment utilities and
industrial water and wastewater treatment respectively. In
1968, $248.4 million was spent for water and wastewater treatment
equipment by municipalities and industry with a 64+% increase in
pollution control equipment. Tabled information includes: total
expenditures, equipment shipments, structures, production capacities,
and GNP comparisons. A list of equipment definitions is given.
014
PHOTOGRAPHY AND OTHER REMOTE SENSING OF WATER POLLUTION,
R. K. Lane
Water Pollution Control, Vol 108, No 9 ,pp 20-21, Sep 1970.
Descriptors: ^Photography, *Data collections, *Remote sensing,
Effluents, Pollutants.
Identifiers: Water pollution studies.
Photography has long been used as a remote sensing tool for
environmental data collection from aircraft. In water pollution
studies most interest is centered around the need for observing
the behavior of effluents which introduce pollutants to rivers
or lakes. Qualitative examinations of effluents through
photography can be useful to locate effluents, to determine
how their behavior is affected by local characteristics, ambient
flow rates, and meteorological conditions, and to determine
relative intensities of discharges. Techniques for quantitative
assessments of polluted discharges are not yet operationally
effective.
-------
015
PRECAST, REINFORCED CONCRETE MEMBERS IN THE CONSTRUCTION OF
WATER SUPPLY AND SEWERAGE SYSTEMS,
V. I. Lerner and I. S. Chumakov
Beton i Zhelezobeton, No 2, pp 8-10, Feb 1970.
Descriptors: *Construction materials, *Concrete construction,
Sewerage.
Identifiers: *Water supply systems, *Sewerage systems, *USSR.
The construction of sewers and water supply tunnels made of large
dimensional and relatively thin-walled reinforced concrete
components has been experimented with by the Soviets. The methods
of construction of reinforced concrete waterproof wall panels for
rectangular and round vessels are discussed.
016
NEW AND OLD STORM DRAINS TEAM UP,
Alfred R. Pagan
Am City, Vol 86, No 4, p 112, Apr 1971. 2 fig.
Descriptors: *Sewers, *Storm drains, *Concrete pipes, *Construction
materials, *Design.
Identifiers: *Pennsauken Township, New Jersey.
Pennsauken Township, New Jersey, built a storm drainage system across
nearly-level terrain using 63x96-inch and 58x91-inch elliptical rein-
forced concrete pipes and 72-inch round pipes along with seven special
chambers to connect the new pipes with existing lines. The use of old
sewers in good condition provided a high quality drainage system at
reasonable cost.
017
DRAIN CHANNEL PAVED WITH REINFORCED CONCRETE PIPE SECTIONS,
Alfred R. Pagan
Public Works, Vol 102, No 4, p 98, Apr 1971. 3 fig.
Descriptors: *Watersheds, *Drainage engineering, *Ditches5 *Erosion
control, *Pipelines, *Construction materials, *Design, *Installation,
Joints (connections).
Identifiers: Gloucester County, New Jersey.
Water flow from another drainage basin was diverted into a ditch on
Gloucester County, New Jersey - owned property, resulting in erosion
-------
problems. The ditch inverts were paved with one-half and one-third
round pipe sections; this solved the erosion problems and is expected
to eliminate almost all maintenance problems along .the ditch.
018
DEVELOPMENT AND PERFORMANCE OF A MOBILE WATER QUALITY MONITOR,
Raymond W. Raible and M. K. Testerman
Advan Instr, Vol 24, Part 3, 1969. 3 fig, 6 ref, 5 p.
Presented at the Instrument Society of America 24th Annual
Conference, Oct 27-30, 1969.
Descriptors: ^Instrumentation, *Control systems, *Monitoring.
Identifiers: *Data acquisitions.
A mobile water quality monitor intended for extended unattended
use in locations where power lines are not available and for
survey use is described. All solid state electronics are
employed. Field tests have been performed for the past 2
years. Conclusions and problems concerning the monitors and
transducers will be reviewed. Suggestions for future
development are given.
019
THE NECESSITY OF IMPLEMENTING THE SECOND DRAIN AND SEWER TEST,
K. J. Saunders
J Inst Public Health Engrs, Vol 70, Part 2, pp 119-124, Apr 1970. 8 fig,
1 tab.
Descriptors: *Sewers, *Testing, *Failure -(mechanics).
Identifiers: *Great Britain, *Water tightness.
The second drain and sewer test entails testing for water tightness in
a sewer after laying, haunching, and backfilling are completed. This
test is necessary in indicating any faults in the bedding or support
of the pipe, inadequacies in design, or accidental damage done to the
pipe as a result of backfilling. Calculations for this test are pro-
vided in the paper. Some causes of failure on the second test are:
faulty workmanship, such as poor jointing; poor backfilling; excessive
vertical loads, extra wide trenches, or inadeuqate bedding material,
causing overload fractures; differences in settlement of a house and the
ground causing shear fractures; stones used to level the pipes causing
bearing fractures; and, high water tables.
-------
020
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.
-------
SECTION 2.
Overflows and Regulation Devices
021
PRIMARY WATER TREATMENT AIDED BY COMPACT SEPARATOR,
Sweco, Inc.
Chem Eng, Vol 77, No 15, pp 48,50, Jul 13, 1970. 1 fig.
Descriptors: *Sewage treatment, *Waste water treatment,
*Sewage, *Storm runoff, Pollution abatement.
Identifiers: *Wastewater concentrator.
A new kind of primary wastewater treatment has been introduced
to help pollution abatement specialists solve two of their
most recurrent headaches: inadequate acreage for large enough
settling basins, and excessive wastewater loads resulting from
heavy rainfalls. The wastewater concentrator, as this unit is
called, was designed primarily for municipal sewage treatment.
022
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).
023
FINE-MESH MECHANICAL SCREEN CONCENTRATES PEAK WASTE LOADS,
Filtration Eng, Vol 1, No 10, pp 8-10, Jun 1970. 2 fig.
11
-------
Descriptors: *Wastewater treatment, ^Pollution abatement,
*0verflow, *Sewers, Storm runoff, Equipment.
Identifiers: *Wastewater concentrator.
A new product known as the wastewater concentrator uses a
mechanical screening principle to reduce pollution caused by
the overflow from combined storm and sanitary sewage systems
during periods of heavy rainfall. In storm overflow service,
the concentrator can augment a treatment process via high-rate,
fine mesh centrifugal screening which relieves the existing
system of its hydraulic overload. It was demonstrated that
the concentrator is capable of removing 99 percent of the
floatable and settleable solids, 34 percent of the suspended
solids, and 27 percent of the COD from sanitary waste. A
description of the operation, apparatus, and maintenance
involved in the concentrator's 'performance is given.
024
WASTEWATER VOLUME TO BE MEASURED ULTRASON1CALLY,
Instrumentation Technol, Vol 18, No 5, pp 14, 25, May 1971.
Descriptors: *Measurement, *Sewerage, *Treatment facilities,
*Ultrasonics, Flowmeters, Instrumentation.
Identifiers: *Milwaukee, Wisconsin.
The City of Milwaukee, Wisconsin is metering the volume of wastewater
entering its treatment plants with an ultrasonic flow meter and an
ultrasonic level instrument of the air sonar type for each sewer, and
electronic gear for processing the signals from each meter and level
instrument. This system has been shown to give greater accuracy at
less maintenance and repair costs than other methods.
025
TECHNOLOGY: TEST COMBINED SEWER TREATMENT,
Modern Power Eng, Vol 64, No 8, p 33, Aug 1970.
Descriptors: *Sewers, *Sewage treatment, ^Treatment facilities, Overflow,
Identifiers: *Combined sewers, *Storm sewers, *Storm overflows, Racine,
Wisconsin.
Racine, Wisconsin is the test area for a system of satellite sewage
treatment plants designed to eliminate the need for separating storm and
sanitary sewers. The process involves five satellite plants which will
12
-------
treat the discharge from the combined sewer overflow during periods of
heavy runoff. A screen/dissolved air flotation unit will remove inorganic
pollutants and suspended solids from the combined sewer overflow.
026
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.
027
MICROSTRAINING AND DISINFECTION OF COMBINED SEWER OVERFLOWS,
Cochrane Division, Crane Company, King of Prussia, Pennsylvania
FWQA Contract No 14-12-136, Program No 11023EVO, Jun 1970.
76 p, 16 fig, 7 tab, 12 ref.
13
-------
Descriptors: *Sewers, *Storm runoff, ^Filtration, *Water
pollution control, *Cost comparisons, Water quality, Ozone,
Chlorine, Biochemical oxygen demand.
Identifiers: *Microstraining, ^Combined sewer overflow,
'"'Suspended solids removal.
A micros trainer screen of a nominal aperture of 23 microns was
used to remove up to 98% of the suspended solids from a
combined sewer overflow. The sewer in a residential area of
Philadelphia has an average dwf of 1,000 gph. The maximum
combined sewer flow during rainstorms in one year of operation
was 304,000 gph. Volatile suspended solids removals with the
above screen have averaged 68% and 71% during different test
periods. Results indicated that there was a slightly better
kill ofp coliform group bacteria with chlorine than with ozone
in the microstrainer effluents when both were used at an initial
nominal concentration of 5 ppm, with 5 to 12 minutes detention
time. Chlorine was applied at slightly higher levels and with
better control than ozone. Preliminary estimates of the costs
of treatment via this process, using tentatively-established
throughput rates, show that the capital costs per acre of
drainage would be approximately $10,200 for microstraining
alone, $11,200 for microstraining plus chlorination, and
$19,800 for microstraining plus ozonation. Of eight other
currently-proposed schemes, whose costs were estimated, only
surface impoundment appears competitive.
028
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.
14
-------
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,
hexane extractable material, total coliforms, 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.
029
RETENTION BASIN CONTROL OF COMBINED SEWER OVERFLOWS,
Springfield Sanitary District, Springfield, Illinois
EPA/WQO Grant No 3-111-1, Program No 11023 , Aug 1970. 97 p, 37 fig,
4 tab, 8 ref, 4 append.
Descriptors: *Sewers, *0verflow, *Retention, *Groundwater basins,
*Control, Algae, Fishkill, Biochemical oxygen demand, Coliforms, Sludge,
Design.
Identifiers: *Combined sewers, *Urban drainage, Pollution sensitive
organisms.
Control of combined sewer overflows by retention in an open basin has
been evaluated. Fish kills, which were numerous prior to construction
of the facility, ceased and there was an increase in the abundance of
pollution sensitive organisms in the stream below the basin. Average
annual reduction of BOD was 27% and coliform reduction averaged 72%.
However, during the period from June through Oct. 1969, production of
algae in the basin caused the effluent BOD to exceed consistently that
of the influent. In addition to the oxygen demand on the stream, pro-
duction of algae may be objectionable at some installations for aesthetic
reasons. Sludge accumulation was significant in the basin and must be
taken into account in design of similar facilities. Suggestions for
future designs of retention basins are included.
15
-------
030
ROTARY VIBRATORY FINE SCREENING OF COMBINED SEWER OVERFLOWS;
Primary Treatment of Storm Water Overflow from Combined Sewers
by High-Rate, Fine-Mesh Screens,
Cornell, Rowland, Hayes and Merryfield Consulting Engineers
and Planners
Federal Water Pollution Control Admin., Publication No
DAST-5, Mar 1970. 6 tab, 18 fig, 3 append, 4 modifications.
Descriptors: *Investigatibns, ^Screens, Overflow, Separation
techniques, Waste water treatment.
Identifiers: *Storm overflows, *Rotary screens, Treatment
method, Combined sewers.
The objective of this study was to determine the feasibility,
effectiveness, and economics of employing high-rate, fine-mesh
screening for primary treatment of storm water overflow from
combined sewer systems. The final form of the screening unit
stands 63 inches high and has an outside diameter of 80 inches.
The unit is fed by an 8-inch pipe carrying 1700 gpm which is
distributed to a 60-inch diameter rotating stainless steel
collar screen having 14 square feet of available screen area and
a 165 mesh. The screen is backwashed at the rate of 0.235
gallons of backwash water per 1000 gallons of applied sewage.
The unit is capable of 99% removal of floatable and settleable
solids, 34% removal of total suspended solids, and 27% removal
of COD. The screened effluent is typically 92% of the influent
flow. The estimated cost of treatment is 22
-------
system and the Laguna Street system were used as study sites.
Storm overflows were monitored for quantity and quality
characteristics. Rain gage measurements were also recorded. A
coliform survey of the municipal marina was made, and laboratory
tests were conducted to select suitable methods for treating
combined sewer overflows. The project findings were: 1)
concentrations of various constituents in the overflows follow
a distinct pattern; 2) the delay time is constant; 3) separation
in sewers would not result in any significant reduction in the
pollution of receiving waters; 4) coliform levels in receiving
waters are significantly affected by wet weather discharges; and,
5) treatment of the combined sewer overflows, using the dissolved
air flotation process in conjunction with chlorination, appears
to be the most feasible solution.
032
PROPOSED COMBINED SEWER CONTROL BY ELECTRODE POTENTIAL,
Merrimack College, North Andover, Massachusetts
FWQA Contract No 217-01-68, Program No 11024DOK, Feb 1970.
69 p, 20 fig, 10 tab, 38 ref.
Descriptors: *Pollution abatement, *Laboratory tests,
*Measurement, *Sewage disposal, *Investigations, *0verflow.
Identifiers: *Discharge modulation, *Electrode potential.
The objective of the report was to investigate the effectiveness
of electrode potential measurements to modulate discharge from
combined and storm sewer overflows thus reducing stream and
estuarine pollution. The analysis of experimental results,
using predominantly stale, domestic sewage in the laboratory,
shows a high degree of correlation between the electrode
potential of the sewage and its strength. The 3/8-inch
diameter Ag, AgCl-Pt flow through cells, showing no polarization
during the ten months of sewage experimentation, were found to
yield the most stable, reproducible, and accurate readings.
Based on these limited investigations it appears that the addition
of a buffer to sewage may be helpful in stabilizing the potential,
although the influence of a strong reductant may be masked. It
was demonstrated that the potential will be more negative the
greater the S= concentration, except when a small amount of DO
is present which exerts an attenuating influence.
033
COMPUTER CONTROL OF COMBINED SEWERS,
James J. Anderson
Saint Paul, Minneapolis; Watermation, Inc, Oct 1969. 19 p, 26 fig,
8 tab, 22 ref.
17
-------
Descriptors: ^Automatic control, ^Computers, *Regulated flow, *Control
systems, *Pollution abatement, *Surface runoff, *Flow control, Sewers.
Identifiers: *Combined sewers, *Minneapolis - Saint Paul Sanitary
District, *Urban runoff.
This paper describes a unique application of digital computers for
maximizing the capture of urban runoff in the combined sewer system of
the Minneapolis - St. Paul Sanitary District. The real-time dynamic
computer control of system overflow-regulators proved effective in
helping to increase flows in interceptor sewers, thus reducing the
frequency of overflows of raw sewage to the Mississippi River. Major
overflow regulators were modified by replacing floats on the gates with
hydraulic cylinders. Inflatable dams were installed in trunk sewer
outlets. Level-sensing bubbler tubes with transducers and gate position
slidewires were installed to provide sewer level and regulator status
information. Control and telemetry equipment were installed in under-
ground vaults. The data acquisition and control system provides both
manual-remote and automatic control of the system by central computer
using leased telephone wires. The author describes the river monitoring
and wastewater sampling methods employed, the rain gage installations,
mathematical modeling, and operating methods. He concludes that the
feasibility of controlling and operating a large combined sewer system,
using centralized computer control, has been demonstrated and that this
data acquisition system will facilitate future testing of improvements in
water resource management.
034
DISPATCHING SYSTEM FOR CONTROL OF COMBINED SEWER LOSSES,
James J. Anderson
An Interim Report to the Federal Water Pollution Control
Administration, Minneapolis, Minn, May 1969- 115 p, 76 fig,
20 tab.
Descriptors: *Flow control, ^Control systems, ^Pollution
abatement, *Remote control, Surface runoff, Sewers, Urbanization,
Monitoring, Minnesota.
Identifiers: ^Combined sewers, *0verflow regulators.
The report describes a $1,741,000 demonstration project initiated
as part of a national program designed to find alternatives to
the costly method of sewer separation for reducing pollution of
receiving waters from overflows of combined sewers. Key combined
sewer regulators in the Minneapolis-St. Paul sewer system were
modified. A system for remote control of these regulators and a
system for monitoring liquid levels in major sewers are operational,
using a small process control computer and leased telephone lines.
Remote reading rain gages were connected to the system to permit
using a mathematical model in the computer to predict storm flows
in the interceptors and to guide operation of the regulators.
18
-------
Significant reduction of pollution in the Mississippi River from
overflows are attributed to: manual-remote monitoring of sewer
levels, regulator modifications, and improved regulator maintenance.
The program has demonstrated that overflow regulators can be
remotely controlled using a computer-based telemetry system.
035
A RE-EXAMINATION OF THE STORM TANK PROBLEM,
L. B. Escritt
Water Waste Treat J, Vol 12, pp 298-300, 1969.
Descriptors: *Storage, *Treatment, Storms, Sewerage.
Identifiers: *Storm sewage, *Storm tanks, Combined sewers.
The author discusses current practices and recommendations
concerning the storage and treatment of storm sewage from combined
or partially separated sewerage systems, and suggests that tanks
of large capacity should be installed to provide adequate storage
for all storm periods. Spillage volumes from storm sewage tanks
of various detention periods are tabulated for storms of various
durations assuming full treatment of 6 times the dry-weather flow
and an average impermeable area for a combined sewerage system.
036
COMBINED SEWER REGULATION WITH FLUIDIC REGULATORS,
Peter A. Freeman
J Water Pollution Control Fed, Vol 43, No 4, pp 862-871, May 1971. 11
fig, 1 graph, 3 ref.
Descriptors: *Sewers, *Regulation, Irrigation design, Overflow.
Identifiers: *Fluidic regulators, *Philadelphia, Pennsylvania, *Akron,
Ohio, Combined sewers.
Details of the fluidic combined sewer regulator are provided. This
concept will be demonstrated at two locations in Philadelphia, Pa., and
at one location in Akron, Ohio; testing at these units should begin in
the spring of 1971. The fluidic combined sewer regulator concept, as
developed under a WQO research program, seems to hold considerable
promise for greatly reducing the pollution of the nation's receiving
waters from combined sewer overflows. The units are simple, low in
cost, and operate without moving mechanical parts. In addition to
these beneficial characteristics, they offer the much improved regula-
tion performance obtainable with current float-operated units or the
19
-------
large electromechanical, or electrohydraulic units. Fluidic sewer regu-
lators can readily be installed in existing facilities at modest cost
and offer the operational reliability and minimum maintenance and
surveillance costs of static diversion structures.
037
THE FUTURE TASKS OF WASTEWATER DRAINAGE IN MUNICH,
Franz Karnovsky
Gas- Wasserfach (Wasser/Abwasser), Vol 112, No 3, pp 132-136, Mar 1971.
4 fig, 2 tab, 1 ref.
Descriptors: *Sewerage, *Sewers, *Treatment facilities, Construction
costs, Future planning.
Identifiers: ^Germany, *Storm overflows.
Munich's sewer system is considerably overloaded thus making its expan-
sion imperative. Yet damage has not occurred due to the numerous rain
overflows which empty into the river Isar and other smaller waterways.
A new main sewer must be built, and rain overflows abandoned. This
main sewer is designed for draining off 50 cu m/sec. Connection sewers
and purification plants are also required. The task of extending the
sewer system is expected to last until the year 2006. Construction of
the purification plant Grosslappen, with a capacity of 7.5 cu m/sec,
is scheduled for completion in 1972. A second purification plant to be
erected in accordance with the master plan will have a capacity of 9.0
cu m/sec.
038
STORM-WATER RETENTION CAN WORK...and Prevent the Heavily Polluted
"First Flush" from Overflowing to Damage the Receiving River,
Gerald Remus
Am City; Vol 85, No 10, pp 68-69, Oct 1970. 2 fig.
Descriptors: *Storm runoff, *Sewers, ^Monitoring, *Control
systems, Sewerage, Data collections.
Identifiers: *Detroit, Michigan, *0verflow abatement.
An intense thunderstorn over Detroit, Michigan dropped about
one billion gallons of water with about 450 million gallons
entering the sewer system that processed 365 million gallons in
excess of average flow during the following 30 hours. The
system retained so much storm water that the overflow outfalls,
which normally discharge into the Detroit and Route Rivers,
had very little to do. The sewer monitoring and remote control
20
-------
system, briefly discussed, efficiently compiled rainfall and
sewer-level data every five minutes.
039
CAN POLYMERS HELP YOUR COLLECTION SYSTEMS?,
I. W. Santry
Water Wastes Eng, Vol 7, No 11, pp 47-48, Oct 1970. 2 fig,
1 ref.
Descriptors: *0verflow, Sewers, Flow rate, Peak loads.
Identifiers: *Polymers, Capacity.
The use of polymers, formed by chain grouping of similar organic
molecules being cationic, anionic, or nonionic, reduce fluid
flow friction resulting in an increased velocity in a sewer during
application for varying distances downstream. What happens in
the system is that the long chains of high molecular organic
material dampen the eddy viscosity conditions making greater use
of streamlining and the extension of the laminar boundary layer
into* the turbulent flow region. At present polymers appear to
be limited to short time uses that occur because of peak flows
and other emergencies.
040
STORM WATER/SEWAGE CONTROL,
Walter J. Talley
Effluent Water Treat J, Vol 10, No 10, pp 592-595, Oct 1970.
3 fig, 4 ref.
Descriptors: *Screens, Equipment.
Identifiers: *Combined sewers, *Storm overflows, *Wastewater
concentrator.
The combined sewer overflow problems affect approximately 36
million people in England and Wales, and 51 million people in
the United States. Over a year's period, estimates on the
percent of liquid sanitary sewage that overflows with the storm
overflow in combined sewer systems vary from 2% to 10%. High-rate,
fine-mesh screens and the wastewater concentrator, which are the
products of research basically directed at finding means for
storage and treatment of storm/sanitary overflows, are discussed
briefly.
21
-------
SECTION 3.
Sewer Hydraulics
041
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.
042
OPTIMIZING THE DESIGN OF URBAN WASTEWATER COLLECTION SYSTEMS,
LaVere Barrus Merritt
Ph.D. Thesis, University of Washington, 1970.
Descriptors: *Sewerage, *Design, *0ptimization, *Mannings Equation,
Costs, Sewers.
This study is primarily concerned with the hydraulic functional design
of sewer systems, and emphasizes the following ideas: (1) determination
of optimal design, and (2) sensitivity of system costs to change in the
design constraints. A cost sensitivity analysis was made of two typical,
existing collection systems. The results of these analyses indicate
23
-------
that rather large cost variations are associated with changes in the
binding constraints. Total sewer system cost savings of at least 10
percent are possible when this optimizing design program is employed.
043
EFFECT OF RAIN COLLECTING BASINS ON THE YEARLY INFLUX OF
POLLUTANTS INTO A SEWER MAIN: FUNDAMENTALS OF DIMENSIONING
COLLECTING BASINS,
Walter Munz
Gas-Wasserfach (Wasser/Abwasser), Vol 109, No 30, PP 823-827,
Jul 26, 1968. 4 fig, 1 tab, 8 ref.
Descriptors: *Sewers, *Infiltration, *Water pollution sources,
Mathematical studies.
Identifiers: ^Collecting basins.
The International Water Protection Commission for Lake Constance
was faced with the question of the magnitude of the effect of an
individual measure on the yearly influx of pollutants into the
sewer main. To provide an answer, the author worked out a
procedure for computations of material flows for different
combinations of measures of differing effectiveness under given
conditions. Such computations were carried out at the Zurich
Technical University and the Baden-Wurttemberg Hydrological
Administration. The results of the computations relating to
the elimination of BOD by various combinations of pertinent
measures are presented in graphs and briefly discussed. The
author also presents a systematic classification of all
possible kinds of rain collecting basins according to basin
type and the relative altitude of the basin outlet with respect
to its inlet.
044
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.
24
-------
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
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.
045
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.
046
FLOOD ROUTING THROUGH STORM DRAINS: PART I—SOLUTION OF PROBLEMS OF
UNSTEADY FREE SURFACE FLOW IN STORM DRAINS,
V. Yevjevich and A. H. Barnes
Colorado State University Hydrology Paper No 43, Nov 1970. 107 p, 44
fig, 36 tab, 23 ref, 5 append.
25
-------
Descriptors: ^Routing, *Flood routing, *Storm drains, ^Unsteady flow,
Mathematical models, Computer programs, Hydraulic models, Waves (water),
Critical flow, Supercritical flow, Discharge (water), Flow, Runoff,
Storm runoff.
Flood routing through storm drains was studied in a 3-ft diameter,
822-ft long storm conduit and theoretically in terms of the unsteady
free-surface flow. Numerical integrations of differential equations
by the specified interval scheme, the diffusing scheme, and the Lax-
Wendroff scheme are discussed. The method of characteristics is
selected for the practical integration procedure whenever the complete
differential equations are used. Experimental and analytical investi-
gations of the geometric and hydraulic parameters that define the
coefficients of the two differential equations are summarized. The
initial and boundary conditions are expressed mathematically for the
numerical solutions. The analytically computed waves are then compared
with the experimentally observed waves by using the same initial and
boundary conditions. Qualitative and quantitative comparisons are
given for depth hydrographs at different positions, for depth wave
profiles at different instants in time, and for the peak-depth versus
both position and time. From a practical point of view, good agreement
is indicated by these comparisons. The errors in conduit geometric
parameters, in hydraulic parameters, in numerical computations, and in
experimental observations are analyzed and discussed.
047
FLOOD ROUTING THROUGH STORM DRAINS: PART II—PHYSICAL FACILITIES AND
EXPERIMENTS,
V. Yevjevich and A. H. Barnes
Colorado State University Hydrology Paper No 44, Nov 1970. 43 p, 49
fig, 13 tab, 13 ref.
Descriptors: *Flood routing, *Storm drains, *Hydraulic models,
*Colorado, Routing, Unsteady flow, Laboratory tests, Waves (water),
Instrumentation, Calibrations, Computer programs.
Experimental storm drain routing research facilities and experiments are
described. Design and construction of the experimental storm drain
system, instrumentation and calibration, the data recording system,
various experimental test conditions and their typical results, and
experimental errors are'discussed. A large conduit, 3 feet in dia-
meter and 822 feet long, was constructed to accurately measure geometric
and hydraulic characteristics, and the propagating of flood waves. The
calibration of the instruments has been carried out to the point where
there are relatively small errors. The data recording system was
designed and constructed so that the output could be put either on cards
26
-------
or paper tapes and provide a direct input for computations on a digital
computer.
048
FLOOD ROUTING THROUGH STORM DRAINS: PART III—EVALUATION OF GEOMETRIC
AND HYDRAULIC PARAMETERS,
V. Yevjevich and A. H. Barnes
Colorado State University Hydrology Paper No 45, Nov 1970. 37 p, 24 fig,
12 tab, 10 ref.
Descriptors: *Flood routing, *Storm drains, *Hydraulic models, Hydraulics,
Unsteady flow, Non-uniform flow, Channel morphology, Flow resistance,
Hydraulic design, Shear drag, Roughness (hydraulic).
Results are given of investigation of the geometric and hydraulic para-
meters of an experimental storm drain routing facility. The errors in
cross section geometric parameters are analyzed in a conduit not ideally
circular but approximated by an elliptical shape; errors are also analyzed
when the undulations in the longitudinal slope of the conduit affect the
predicted water surface profiles and thus the geometric parameters for
a given water depth. The variation of hydraulic parameter of resistance,
expressed by the Darcy-Weisbach friction factor, is experimentally
determined and compared to the theoretical relation to Reynolds number.
Energy losses in a 90 degree junction box are studied. The velocity
distribution coefficients are shown to vary with the Darcy-Weisbach
friction factor, and consequently, with the depth of flow. Boundary
conditions for both controlled and free outfall are experimentally
determined and approximated by power functions. Two types of steady
non-uniform flow profiles were observed and analyzed as the initial
conditions for the unsteady flow computations.
049
FLOOD ROUTING THROUGH STORM DRAINS: PART IV--NUMERICAL COMPUTER
METHODS OF SOLUTION,
V. Yevjevich and A. H. Barnes
Colorado State University Hydrology Paper No 46, Nov 1970. 47 p, 16
fig, 4 tab, 6 ref, 3 append.
Descriptors: *Computer programs, *Flood routing, *Storm drains,
*Numerical analysis, Mathematical studies, Routing, Equations, Unsteady
flow, Mathematical models, Waves (water), Critical flow, Supercritical
flow, Flow, Storm runoff.
27
-------
Computer-oriented numerical methods are given for solving the Saint-
Veriant quasi-linear hyperbolic partial differential equations of gra-
dually varied free-surface unsteady flow for storm drains. Various
numerical finite-difference schemes, including explicit schemes based
on the two partial differential equations, unstable diffusing, upstream
differencing, leap frog, Lax-Wendroff, and the specified intervals scheme
are analyzed. The specified intervals scheme (derived from the method
of characteristics), the Lax-Wendroff scheme, and the diffusing scheme
are compared. Flow charts and computer programs for these various
numerical methods are given.
28
-------
SECTION 4.
Sewer Systems
4a. Combined
050
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.
051
THE CARDIFF EASTERN DISTRICT DRAINAGE SCHEME,
S. R. Salt
J Inst Munic Engrs (London), Vol 97, No 9, pp 246-254, Sep 1970.
8 fig, 2 ref.
29
-------
Descriptors: ^Sewerage, *Sewers, ^Planning, ^Drainage systems,
Treatment facilities.
Identifiers: *Great Britain.
The area around Cardiff, Wales is serviced by three sewerage
systems which have continued in use from the latter half of the 19th
century until recently, with only one major change, despite expansion
of the city. It was clear that a major renewal was required if
further development on the east side of the city was not curtailed.
The new plans would: 1) eliminate three storm overflows, 2) ensure
far off-shore discharge, 3) provide for the screening of the total
flow, and 4) maintain existing sewers. Thus the scheme, which is
detailed herein, would include two runs of duplication sewers, a
new pumping station, and a new sea outfall.
30
-------
4b. Sanitary
052
RENEWAL IS VALID TEEM IN BOSTON,
Public Works, Vol 101, No 7, pp 70-71, Jul 1970.
Descriptors: *Separation techniques, *Sewerage, *Storm drains, Construc-
tion materials, Urban renewal.
Identifiers: *Boston, Massachusetts, *Sanitary sewers.
As part of the Bay Village urban renewal project in Boston, the old
sanitary and storm drain system was replaced with separate systems.
Asbestos-cement pipes were used for the first time in Boston for the
sanitary sewer. Reinforced concrete was used for the new storm drain,
which parallels the sanitary sewer. Other public improvements in this
area include resurfacing of streets, renewal of underground facilities,
and installation of brick sidewalks and gas lamps.
053
ENGINEERING INVESTIGATION OF SEWER OVERFLOW PROBLEM; A Detailed
Investigation Into the Cause and Effect of Sanitary Sewer Overflows
and Recommended Remedial Measures for Roanoke, Virginia,
Hayes, Seay, Mattern & Mattern Architects - Engineers
FWQA Contract No 14-12-200, Program No 11024DMS, May 1970.
250 p, 10 plate, 101 fig, 60 tab, 31 ref, 8 append.
Descriptors: *Sewers, *0verflow, Infiltration, Storm runoff,
Water pollution, Surveys, Computer programs, Flow measurement,
Sampling, Construction costs.
Identifiers: *Roanoke, Virginia, *Sanitary sewers.
Three study areas, representing 25% of the area served by the
City of Roanoke, Virginia's separate sanitary sewerage system,
were used in an analysis of stream pollution resulting from
rainfall infiltration and sanitary sewer overflows. Data from
rainfall gauges were correlated with historical rainfall data to
establish precipitation frequencies. Flows in the sanitary sewers
and streams were gauged during storm events to measure infiltration
31
-------
and runoff quantities and to establish their relation to rainfall
intensities and durations. Samples were obtained during storm
events to assess the quality of sewer overflows and storm runoff.
A computer program was developed to permit the analysis of the
sewerage system under various rainfall frequencies and durations,
to calculate the overflow quantities discharged to the watercourses,
and to assess the sewer overflow problem for the entire urban area.
Rates of infiltration in the sanitary sewers were found to be as
high as 24,000 gallons per inch of pipe diameter per mile per day
which produced overflows from a single event equivalent to 14% of
the daily untreated sewage. Various remedial measures were
investigated and a program, based primarily on reducing infiltration
by at least 80%, was presented. The cost would be about $61 per
capita.
054
60 YEAR-OLD SEWERS UPGRADED,
Sterling G. Brisbin
Water Wastes Eng, Vol 8, No 4, pp 47-49, Apr 1971. 3 fig, 2 tab.
Descriptors: *Sewage treatment, *Treatment facilities, *Activated
sludge, Sewerage.
Identifiers: *Seneca Falls, New York, Seneca River, Sanitary sewers.
Seneca Falls, New York, has modernized its sewer system — the activated
sludge process is used. Sewage from the separate sanitary sewers is
pretreated by a mechanically cleaned bar screen and a comminutor, then
passes to primary settling tanks. The water then goes to mechanical
surface aerators, and from there to the final settling tanks. It is
then chlorinated and sent to the Seneca River. Waste sludge is de-
gritted, thickened, digested and dried. Total costs for the new system
were about $3,285,000.
055
SEWERAGE PRACTICES IN THE GULF COAST AREA,
John K. Mayer, Frank W. MacDonald, and Stephen E. Steimle
Public Works, Vol 101, No 8, pp 71-72, Aug 1970.
Descriptors: *Sewers, ^Surveys, *City planning, Construction materials,
Pipelines, Infiltration, Water table, Average flow.
Identifiers: *Sanitary sewers, *Gulf Coast, Treatment methods.
For the purpose of obtaining background information on sanitary sewers
in the Gulf Coast areas, 71 municipalities and sewer districts spanning
the coast from Texas through Florida were canvassed by questionnaire
during the latter part of 1967 and the early part of 1968. The article
32
-------
describes the following results obtained from the survey: 1) type of
sewers, 2) length of sewers, 3) pipe construction materials, 4) type
of bedding used, 5) infiltration experience, 6) soil description and
depth of water table, and 7) average flow and treatment used.
056
INFILTRATION IN SEPARATE SANITARY SEWERS; Determination, Economic Cost,
and Correction Methods,
W. G. Riddle
J Water Pollution Control Fed, Vol 43, No 9, pp 1676-1683, Sep 1970.
4 fig.
Descriptors: *Pollution abatement, *Surveys, *Storm runoff, *Infiltration.
Identifiers: *Sanitary sewers, *Infiltration remedies.
The author has investigated the matter of eliminating both infiltration
and stormwater which are serious pollution and economic problems
afflicting most sanitary sewer systems. He contends that the elimination
of stormwater from separate sanitary sewage systems is relatively easy,
inexpensive, straightforward, and requires mainly education and effort.
At the same time, reduction of infiltration is found to be more difficult
and expensive. Several developments for reducing leakage that are less
expensive than reconstruction include: two leak reduction methods,
localized pressure grouting, and recent developments in testing and
detector devices (for example low pressure air testing, and a 35-mm
color camera).
057
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.
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-
33
-------
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.
34
-------
4c. Storm
058
1939 RUNOFF INSTRUCTIONS FOR DESIGN OF STORM DRAINS, OFFICE STANDARD
NO. 71,
Los Angeles Bureau of Eng, 1966. 51 p, 23 fig, 8 tab.
Descriptors: *Drainage engineering, *Drainage practices, *Storm drains,
*Storm runoff, *Design standards, Hydrology, Hydraulics, Rainfall-
runoff relationships, Runoff forecasting, Drainage systems.
Identifiers: *Storm sewers, *Urban hydrology, Los Angeles, California.
The publication is an assembly of tables, curves, and instructions for
computation of urban storm runoff and for designing urban storm water
drains under various conditions of topography, imperviousness, soil
types, slopes, and precipitation intensities. The material was first
printed in 1939 to serve as an office standard in the Storm Drain Design
Division of the Bureau of Engineering. This printing contains revisions
to previous printings and adds several new parts including: a section
titled "Hydrology of Steep Hillside or Mountainous Areas in Natural
State", a formula for computing the adjusted time of concentration at
junctions of a mainline storm drain with its laterals, and other charts
and tables. Detailed instructions are given for applying the "peak
rate" method and the method of "summing hydrographs" for computing
runoff. Reduction factors to account for conduit detention in computing
peak runoff flows are given.
059
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.
35
-------
060
PLANNING STANDARDS FOR STORM DRAINAGE,
Myron D. Calkins (closure)
J Urban Planning Develop Div, Am Soc Civil Engrs, Vol 97, No UP1,
pp 120-121, Apr 1971.
Original Paper: PLANNING STANDARDS FOR STORM DRAINAGE,
Myron D. Calkins
J Urban Planning Develop Div, Am Soc Civil Engrs, Vol
96, No UP1, pp 53-58, Mar 1970.
Descriptors: *Storm runoff, *Storm drains, Design, Standards, Design
criteria.
Identifiers: *Storm sewers.
The author responds to a discussion by Duff and Hsieh, stating that the
specific points raised in the discussion are more generally applicable
to detailed design engineering for individual systems than to specific
standards. He further states that the engineer must consider other
utilities, maintenance procedures, and local effects in his design, and
that the adoption of planning standards is not intended to replace ade-
quate engineering design but to guide the production of integrated
systems for entire metropolitan areas.
061
STORM SEWER ASSESSMENTS,
Richard R. Dague
Public Works, Vol 101, No 8, pp 62-66, 118, Aug 1970. 2 fig, 2 ref.
Descriptors: *Cost-benefit analysis, ^Assessments, Runoff coefficient,
Rainfall intensity, Drainage districts, Costs.
Identifiers: *Des Moines, Iowa, *Storm sewers.
The author presents a method of storm sewer assessment which was
applied to a project in Des Moines, Iowa. Four benefit factors
considered in apportioning property costs can be utilized in storm
sewer assessment if the relative weight of each factor is determined by
the relative benefit to be accrued. Other factors to be considered
reflecting costs and therefore benefit are: (1) the area drained,
(2) the runoff coefficient, (3) the rainfall intensity, (4) the distance
to the outlet, (5) the unit pipe cost, and (6) the slope of the sewer.
36
-------
Each of these factors are discussed in relation to a sub-area. Once the
dollar benefit to each sub-area is determined, the benefit to individual
properties within sub-areas must be ascertained. Also, in arriving at
storm sewer assessment, the benefit accruing to public property must be
considered. Means for evaluating all of these factors are thoroughly
described. The Des Moines procedure outlined in this article does not
necessarily have application to all storm sewer special assessment
problems. The test of the method will come through its application to
a variety of storm sewer assessment problems along with success in the
courts.
062
STORM SEWER DESIGN,
F. D. Rickman
Paper presented at the National Conference Committee on Electronics,
American Association of State Highway Officials, Austin, Texas, May
7-8, 1968. 23 p.
Descriptors: *Computers, *Computerprograms, *Design, *Design criteria,
Sewers.
Identifiers: *Storm sewers, *Storm sewer design.
The Fortran program was developed to design storm sewers from the basic
data of rainfall, drainage areas, and pipe slopes and lengths. Storm
sewer design lends itself to a computer operation because of the
repetitive calculations involved in designing a complicated system
of interconnected pipes. A program has been written in Fortran II for
the IBM 1620 computer; a program for output listing was written for
the IBM 1401 computer to give a better presentation to the designer and
engineer. The storm sewer program is now being converted from Fortran
II to Fortran IV.
063
RATIONAL "RATIONAL" METHOD OF STORM DRAINAGE DESIGN,
Richard A. Rogers (discussion)
J Irrigation Drainage Div, Am Soc Civil Engrs, Vol 96, No IR3,
PP 342-343, Sep 1970.
Original Paper: RATIONAL "RATIONAL" METHOD OF STORM DRAINAGE DESIGN,
Richard A. Rogers
J Irrigation Drainage Div, Am Soc Civil Engrs,
Vol 94, No IR4, pp 465-480, Dec. 1968.
37
-------
Descriptors: *Storm drains, *Flow rates, Computer programs, Methodology,
Drainage systems, Design.
The writer has thus far been unable to comprehend, for the extreme
case of a submerged storm system and assumed incompressible water, how
the rate of flow out of the system at the outfall can differ from the
rate of inflow at the inlets at any time. A lag time has been introduced
into the computer program to allow for utilization of storage available
within the system. The writer agrees with the thought that the design
flows at individual points may be found from intensities occurring when
peak flows reach the points, but he disagrees with the thought that
the design for flows between the points can be made for the same
hydraulic grade at different times.
38
-------
SECTION 5.
Storm water - Quality, Quantity, and Pollution
5a. Caused from combined overflows
064
POLLUTION FROM COMBINED SEWERS; CINCINNATI, OHIO,
Arthur D. Caster and William J. Stein
Am Soc Civil Engrs Meeting, Preprint No 1090, 1970. 39 p, 13 fig,
5 tab.
Descriptors: *Sewage, *Storm runoff, *Waste treatment, Treatment
facilities.
Identifiers: *Combined sewer overflow, Cincinnati, Ohio.
The sampling and gaging program was designed to provide basic
data to estimate the magnitude of combined sewage pollution in
and from the Mill Creek Basin, and by extrapolation, the Cincinnati
Service Area. The description of the Service Area, the background
hydrological and water quality data, the field investigation program,
the analysis of the data, and conclusions are presented herein.
065
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-
39
-------
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.
066 :
SUGGESTED CORRELATION BETWEEN STORM SEWAGE CHARACTERISTICS AND STORM
OVERFLOW PERFORMANCE,
G. Hedley and M. V. King
Inst Civil Engrs (London), Vol 48, pp 399-411, Mar 1971. 2 fig, 2 tab,
7 graph, 4 ref.
Descriptors: *Storm runoff, *Sewers, *Detention reservoirs, Biochemical
oxygen demand, Suspended solids, Water quality, Sewerage.
Identifiers: *Storm overflows, Storage capacity.
This paper describes an investigation of the quantity and quality of
storm runoff from a mixed area drained half on a combined and half on
a partially separate system and a possible solution to the problem of
river pollution from storm sewage overflows based on the results of
this and other investigations. The basis of this method of preventing
pollution is the provision of sufficient storage capacity at overflows
to protect watercourses, even small ones, against severe summer storms.
Also described is a scheme applying these ideas to a large existing
area drained on the partially separate system and various practical
problems are covered.
067
ASSESSING THE QUALITY OF URBAN DRAINAGE,
W. Viessman
Public Works, Vol 100, No 10, pp 89-92.
Descriptors: *Water quality, Model studies, Cities.
Identifiers: *Storm sewage, *Urban runoff, Cincinnati, Ohio.
The author reviews literature on the composition of urban
40
-------
storm sewage, including determinations at Cincinnati, Ohio and
work on sediment loads, and considers ways of constructing water
quality models for runoff from urban areas.
41
-------
5b. Caused from storm runoff
U68
FREEWAY RUNOFF TO BE TREATED,
Public Works, Vol 102, No 5, p 104, May 1971.
Descriptors: *Storm runoff, *Water treatment, *Michigan, Water treatment,
Water pollution control.
Identifiers: Oakland County, Michigan, Macomb County, Michigan.
Storm water from 1-696 in Oakland and Macomb counties in Michigan will
be collected and processed before it is allowed to pass into Lake St.
Clair. All pollutants except chlorides will be removed by a system
that includes a skimming device, a storage chamber for the skimmed
materials, a trash rack, and refinements which prevent spilled petro-
leum materials from entering the lake. The Michigan Department of
Natural Resources and the FWQA speculate that the amount of chlorides
entering the lake will not harm fish or plant life or recreation
activities.
069
STORM WATER POLLUTION FROM URBAN LAND ACTIVITY; Development of
Analytical Procedures for Predicting Storm Water Pollution from
Urban Areas by Use of Selectively Defined Urban Characteristics,
Avco Economic Systems Corporation
FWQA Contract No 14-12-187, Program No 11034FKL, Jul 1970.
325 p, 66 fig, 89 tab, 28 ref, 14 append.
Descriptors: *Storm runoff, *Water pollution, *Water pollution
sources, *Investigations, Urbanization, *Pollutants, *Sampling,
Cities.
Identifiers: *Tulsa, Oklahoma.
An investigation of the pollution concentrations and loads from storm
water runoff in an urban area was conducted in Tulsa, Oklahoma. The
scope of the project included: a field assessment of the storm water
pollution by obtaining samples of the water resulting from
precipitation and surface runoff from selected test areas within
the metropolitan area; development of an analytical procedure for
correlation of storm water pollution with selectively defined
43
-------
variables of land uses, environmental conditions, drainage
characteristics, and precipitation; and development of a plan for
implementing remedial measures necessary to abate or control sources
of pollution in an urban area. Runoff samples were analyzed in
terms of quality standards for BOD, COD, TOC, organic kjeldahl
nitrogen, soluble orthophosphate, chloride, pH, solids, total
coliform, fecal coliform, and fecal streptococcus pollutants.
Selected land use parameters, environmental conditions, drainage
and precipitation data, along with storm water pollution factors,
provided input data for functional relationships enabling assessment
of pollution from storm water runoff.
070
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.
J
44
-------
071
QUALITY OF STOBM WATER DRAINAGE FROM URBAN LAND AREAS IN NORTH
CAROLINA,
Edward H. Bryan
North Carolina Water Resources Research Institute Rep No 37, Jun 1970.
43 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.
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.
072
PROLONGED SALMONELLA CONTAMINATION OF A RECREATIONAL LAKE BY RUNOFF
WATERS,
David G. Claudon, Donald I. Thompson, Eleanor H. Christenson, Gerald
W. Lawton, and Elliot C. Dick
45
-------
Appl Microbiol, Vol 21, No 5, pp 875-877, May 1971. 1 fig, 2 tab, 11
ref.
Descriptors: *Salmonella, *Storm drains, *Wisconsin, *Public health.
Identifiers: *Lake Mendota, Wisconsin.
Agricultural or urban runoff, even if thoroughly diluted, can be a
regular contributor of Salmonella to recreational waters. In the
summer and fall of 1968, various Salmonella serotypes were, isolated
from a portion of Lake Mendota, the major recreational lake for Madison,
Wisconsin. The apparent sources of contamination were a residential
storm sewer and a University of Wisconsin Experimental Farms' washwater
drain, both of which empty into University Creek, the only influent
stream on the southern shores of the lake. This is seen as a warning
of the danger to health that urban and agricultural runoff can present.
073
EVALUATION OF DISPERSED POLLUTIONAL LOADS FROM URBAN AREAS,
Jerry Gay Cleveland
Ph.D. Thesis, 1970.
Descriptors: *Statistical models, *Cities, *Runoff, ^Watersheds
(basins), Okalhoma, Mathematical studies, Evaluation, Correlation
analysis, Parametric hydrology.
Identifiers: *Urban runoff, *Tulsa, Oklahoma.
The objective of this study was to develop a technique of evaluating the
dispersed pollutional loads from urban runoff. The technique involved
analytically determining several pollutant parameters from twelve separ-
ate drainage basins, and then correlating the pollution levels to land
use practices. The study used the statistical tools of correlation
coefficients, component analysis, and multiple regression analysis to
develop predictor models for estimating urban dispersed pollutional
concentrations and loads. Separate mathematical equations for estimating
the expected seasonal bacterial, organic, nutrient, and solid concentra-
tions from urban runoff were developed. The predictors used in the
equations were common urban area variables, such as population, popula-
tion density, commercial establishment density, percentage of streets,
and environmental index. Twelve mixed land use drainage basins located
in the City of Tulsa, Oklahoma, were used as the test areas.
074
A METHOD FOR ASSESSING THE EXTENT OF POLLUTION FROM STORMWATER RUNOFF
FROM AN URBAN AREA,
Donald L. Feuerstein
46
-------
In: Selected Unbound Papers from the Water Pollution Control Federation
Conference, Oct 4-9, 1970. 32 p, 3 fig, 2 tab, 4 ref.
Descriptors: *Storm runoff, *Sewerage, *Computers, *Waste water treat-
ment, California, *Simulation analysis, *Water quality, Overflow, Water
pollution sources, Cities.
A method is presented to assess the extent of water pollution occurring
from storm water runoff and combined sewage overflows from an urban area
from readily available data and information. Temporal distributions of
storm water runoff flows and compositions are established from long-
term historical rainfall records by means of hydrographic techniques
and a storm water runoff quality simulation model. Temporal distribu-
tions of sanitary sewage are established by projection of available
data, and are synchronously admixed with storm water runoff for com-
bined sewage distributions. Wastewater characteristics are modulated
and reduced by various water pollution control systems, and the distri-
bution of receiving water quality characteristics are determined follow-
ing discharge from the systems by computer simulation of transient con-
ditions. Three system water quality criteria—maximum value criterion,
cumulative distribution criterion, and excession frequency criterion—
are applied to identify acceptably performing systems.
075
SOURCE CONTROL OF URBAN WATER POLLUTION,
James P. Heaney and Richard H. Sullivan
J Water Pollution Control Fed, Vol 43, No 4, pp 571-579, Apr 1971.
9 tab, 1 graph, 14 ref.
Descriptors: *Solid wastes, *Storm runoff, *Sewerage, Water pollution
sources, Waste disposal.
Identifiers: *Chicago, Illinois.
This is a detailed analysis of sources of solid waste on a "typical"
area in Chicago, Illinois and corresponding control facilities as part
of an attempt to reduce water pollution -resulting from storm water
discharges and combined sewer overflows. A changeover to separate storm
and sanitary sewer systems is not seen as a practical solution because
of the expense involved and because storm water often also needs treat-
ment. Solid waste sources are classified as air pollution, domestic
wastes, garbage, other refuse, street sweepings, and catch basins.
Estimated monthly and yearly totals from each source are given. A com-
parison of the costs of various methods of control indicates that it
might be possible to reduce the use of catch basins, which are a
potential source of storm water pollution, and that disposal of garbage
with refuse may be more economical than its disposal through home garbage
grinders.
47
-------
076
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.
077
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.
078
THE EFFECTS OF URBAN DRAINAGE ON LAKE McILWAINE, RHODESIA,
J. McKendrick and R. K. Williams
Water Pollution Control, Vol 68, pp 523-528, 1969.
Descriptors: *Water quality, Water treatment, Effluents,
Investigations, Water pollution sources.
Identifiers: *Rhodesia, *Urban runoff, Algal growth.
From 1953 to 1959 there was little change in the quality of the
water in lake Mcllwaine, which is the main source of supply for
Salisbury, Rhodesia, but from 1960 trouble began to be experienced
with heavy algal growths which interfered with treatment of the
water. When the lake water intake level was lowered to avoid the
algae, problems were caused by manganese and iron in the lower
waters of the lake. Studies on conditions in the lake showed that
the algal growths were caused by high concentrations of phosphate
and nitrogen brought into the lake by the rivers to which the
effluents from the city's sewage works and oxidation lagoons
were discharged; algal growths were most severe during periods
of low rainfall when less dilution was available.
079
DETERMINATION OF THE POLLUTIONAL EFFECT OF SURFACE RUNOFF,
N. A. Pravoshinsky and P- D. Gatillo
In: Advances in Water Pollution Research, Proceedings 4th
International Conference on Water Pollution Research, Prague,
Czechoslovakia, Apr 21-25, 1969, Pergammon Press, Ltd, pp 187-
195, 1969. 3 fig, 1 tab, 27 ref.
Descriptors: *Water pollution sources, *Cities, *Storm runoff,
*Surface runoff, Urbanization, Water pollution effects, Foreign
research.
Identifiers: *USSR.
49
-------
Pollution by urban surface runoff depends on the intensity of
movement of street traffic and use by pedestrians, type of cover
of catchment, duration and intensity of rain, standards of water
discharge of watering and washing, the amount of dust deposition,
the elevation of the catchment water basin, duration of preceeding
dry weather period, quality and technology of town cleaning, and
the means of dust control. Data were compiled from samples collected
in the well-built-up districts of Minsk, USSR, remote from big
industrial enterprises and Soligorsk, a rapidly developing town.
The value of 5-day BOD was used as a primary index of runoff
pollution. In addition the concentrations of suspended solids,
chlorides, oil-products, and bacterial pollution were determined.
080
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
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.
081
URBAN DRAINAGE AS A FACTOR IN EUTROPHICATION,
S. R. Weibel
Paper presented at the International Symposium on Eutrophication,
Madison, Wisconsin, Jun 11-15, 1969. 20 p, 2 fig, 9 tab, 31 ref.
Descriptors: *Sewage, *Storm runoff, *Water pollution sources,
^Urbanization, *Nutrients, *0verflow.
Identifiers: *Combined sewers, *Urban drainage.
50
-------
In this article the topic of urban drainage includes sewage as
well as storm water runoff and combined sewer overflows. Since
current research activities on the control of nutrients in
connection with sewage treatment seem well documented, this paper
is devoted to storm water runoff and combined sewer overflows
as sources of water pollution, including nutrient contributions,
an area of study where much work is needed. The urbanization
explosion means that more people, more demands for water for all
purposes, more wastes, more storm water runoff—all are impressed
upon existing time, space, facilities, and habits already
representing huge investments.
51
-------
SECTION 6.
Surveys, Policies, and Reports
082
WORKING PARTY ON STORM SEWAGE,
Effluent Water Treat J, Vol 11, No 1, p 49, Jan 1971.
Descriptors: *Sewage treatment, *Storm runoff, *Surveys, Overflow,
Storage tanks, Investigations.
Identifiers: *Scotland.
The Scottish Development Department has formed a committee-to study the
subject of storm sewage in relation to its conditions and practices in
Scotland. They will investigate the operation of storm overflows and
tanks and the influence of storm sewage on the efficiency of sewage
treatment.
083
A REVIEW OF THE 1969 LITERATURE ON WASTEWATER AND WATER POLLUTION
CONTROL: WASTEWATER AND STORM FLOW TREATMENT,
Research Committee
J Water Pollution Control Fed, Vol 42, No 6, pp 963-969, Jul 1970.
42 ref.
Descriptors: *Equipment, *Construction materials, *Treatment facilities,
Overflow, Construction, Sewers, Technical feasibility, Sewerage, Storm
runoff, Separation techniques, Water pollution.
Identifiers: *Treatment methods, Combined sewers.
This section of the review of 1969 literature discusses the construction
of new sewerage systems and improvements made in existing systems in
large and small cities. New construction methods, materials, and
safety programs, are described along with new sewer maintenance and
repair programs and methods, and new techniques and equipment for
handling combined sewer overflows including rubber storage tanks,
stabilization basins, regulators, treatment facilities, hydraulic
additives, pressurized sewers, and the removal of downspout connections.
The feasibility of sewer separation, pollution parameters from surface
runoff, sewer project planning, and changes in sewer systems are other
topics included in the literature review on wastewater and storm flow.
53
-------
084
$37 BILLION: NEW PRICE TAG FOR CITIES' WATER POLLUTION CONTROL COSTS,
Nation's Cities, Vol 8, No 8, pp 8-9, Aug 1970.
Descriptors: *Estimated costs, *Cost allocation, *Cost analysis, *Cost
comparisons, *Cost sharing, *Costs, *Cost trends, *Cities, *City plan-
ning, *Sewers, *Water resources development, ALegislation, Treatment
facilities, Storm runoff, Overflow, Separation techniques.
Identifiers: *Storm sewers.
The National League of Cities (NLC) and the United States Conference of
Mayors (USCM) estimated between $33 billion and $37 billion will be
needed to combat water pollution between 1970 and 1976, as reported by
Senator Muskie, in comparison with FWQA reports of $10 billion over the
five year span, 1970-1974. The NLC-USCM survey asked for specific cost
data categorized in the following manner: 1) needs for primary and
secondary treatment facilities; 2) needs for tertiary treatment facili-
ties; and, 3) needs for interceptor and storm sewers, including projected
costs of separating storm and sanitary sewers, and/or storing storm water
overflows. The survey covered 1,008 communities with a combined popu-
lation of approximately 89.4 million. Based on the projection from this
survey,, the NLC and USCM estimated the total national needs for state and
local water pollution control facilities for the next six years which
includes a five percent inflation factor. Discussion on past, present,
and future legislative action is included, and a cost chart based on
survey results is given.
085
STORMWATER QUALITY,
Public Works, Vol 102, No 1, 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
54
-------
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.
086
METROPOLITAN BOSTON'S WASTEWATER QUALITY CONTROL PROGRAM,
Water Sewage Works, Vol 117, No 9, pp 300-304, Sep 1970.
Descriptors: *Water pollution sources, *0verflow, legislation,
*Treatment facilities, Pollution abatement, Water quality control.
Identifiers: *Storm overflows, *Boston, Massachusetts.
This paper traces the historical factors contributing to the
sewage problems in Boston, Massachusetts and accredits the general
causes for the pollution conditions to: 1) the raw sewage discharge
into Boston Harbor, and 2) mixed sewage and storm water overflow
into tributary rivers, streams, and basins. Pertinent sections of
legislation authorizing pollution control construction as well as
associated legislative acts are mentioned. A description of
existing sewage treatment plants and important features of the
improvement programs is given. A new anti-pollution installation
on the Charles River, expected to be undergoing acceptance and
evaluation tests in late 1970, will accumulate, detain, and
chlorinate overflow from combined sewage and surface drainage
occurring during heavy storms.
087
CONTROL OF INFILTRATION AND INFLOW INTO SEWER SYSTEMS,
American Public Works Association
EPA/WQO Contract No 14-12-550, Program No 11022EFF, Dec 1970. 121 p,
12 fig, 43 tab, 135 ref.
Descriptors: *Sewerage, *Infiltration, *Inflow, *United States,
Surveys, Design, Investigations.
Identifiers: *Canada, Construction allowance.
Two hundred and twelve public jurisdictions in the United States and
55
-------
Canada were contacted, and twenty-six communities were visited. Prac-
tices of consulting engineers and state and provincial water pollution
control agencies were also surveyed. The surveys indicated thai, infil-
tration and inflow are widespread problems. Reduction of infiltration
should be stressed in both new and old systems. For new sewers a con-
struction allowance of no more than 200 gallons per day per inch of
diameter per mile of pipe is recommended. Existing systems must be
extensively investigated to determine the extent and location of infil-
tration. Reduction of inflow waters can be accomplished after sources
of such flows have been identified, alternate methods of disposal iden-
tified, and the backing of public and governing bodies secured. Twenty
recommendations are given indicating the need for extensive investiga-
tion of the extent of the infiltration/inflow problem before relief
sewers are constructed or wastewater treatment plants built or enlarged.
088
COMBINED SEWER REGULATOR OVERFLOW FACILITIES; Report,
American Public Works Association
FWQA Contract No 14-12-456, Program No 11022DMU, Jul 1970.
139 p,'38 fig, 29 tab, 4 append.
Descriptors: ''Overflow, *Regulation, Design, Operations,
Maintenance, Confrnl Rvst-ems.
Identifiers: *Cc
Overflow quality.
Maintenance, control systems.
Identifiers: *Combined sewers, Tide gates, Overflow quantity,
fVtzo v* f~\ /-»T.T mi o 1 "it" XT
Current design, operation, and maintenance practices used by
local jurisdictions in the United States and Canada were determined
by personal interviews and compiled in this report. Particular
attention was given to the performance of various types of
regulators, the use of tide gates, new designs, European practices,
and the systems concept of combined sewer regulation. Thirty-seven
di-wings and photographs of regulators are included. 17
recommendations are made, the adoption of which would upgrade
regulator facilities and tend to reduce receiving water pollution
from combined sewer overflows.
089
COMBINED SEWER REGULATION AND MANAGEMENT; A Manual of Practice,
American Public Works Association
FWQA Contract No 14-12-456, Program No 11022DMU, Jul 1970.
134 p, 41 fig, 1 tab.
Descriptors: ^Overflow, ^Regulation, Design, Operations, Maintenance,
Control systems.
56
-------
Identifiers: *Combined sewers, Tide gates, Overflow quantity,
Overflow quality.
Design application, operation, and maintenance of combined sewer
overflow regulator facilities are detailed in this Manual of
Practice, developed in conjunction with a report prepared on
combined sewer overflow regulators. Design calculations are given
for various types of regulators and tide gates. A sample regulator
facility control program is given to illustrate the development
of a control system. Operation and maintenance guidelines are
also given. Thirty-eight sketches and photographs are included.
090
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, *Rainf-:ll-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
57
-------
to attain identical objectives, but would also reduce the annual
pollution now discharged by the Northeast Boundary Trunk Sewer by
approximately 99 percent.
091
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, AWaste 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's'. The proposals include adequate funding for
waste treatment plants, separation of storm and sanitary sewers,
development of desalinization and recycling, the prevention of waste
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.
092
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.
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.
58
-------
093
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.)
094
REPORT OF INVESTIGATION FOR PLANNING SEWER SYSTEM AROUND LAKE BIWA,
Japan Sewage Works Association, Jan 1971. 318 p.
Descriptors: *Water quality, *Lakes, *Sewerage.
Identifiers: *Japan.
At the request of the Ministry of Construction in October 1969, the
Japan Sewage Works Association investigated Lake Biwa prior to planning
a sewer system around the lake. Because the water quality of Lake
Biwa is deteriorating year after year, an optimum sewer system has
been planned. The lake is not only the largest in Japan but also the
source of water for the Kinki region. The population in the area of
the lake was 850,000 in 1965 and is expected to reach 1,150,000 by
1985. Water remains in the lake an average of five years, thus
deterioration by organic pollution and unusual growth of weeds due
to nitrogen and phosphorus inflow must be taken into consideration.
For effective control of pollution of the lake from the 240 sq km area
around the lake, there must be a regional sewer system transcending
prefectural borders. In the investigation, a system planning method
was applied to determine the basic policy on blocking the sewer
system plan. In view of the predicted water quality of the northern
lake area, control of nutrient salts will become necessary within 10
years. However, the technology of eliminating nitrogen and phosphorus
is still to be developed. The results of a simultaneous investigation
by the Civil Engineering Society on "The prediction of water quality
59
-------
of Lake Biwa" were incorporated. It is suggested in planning the sewer
system that Shiga Prefecture be divided into eight blocks, each block
being one unit of the system.
095
ECORSE RIVER WATER QUALITY STUDY, MAY-JULY, 1969,
Michigan Water Resources Commission, Lansing. Dept of Natural
Resources, Aug 1969. 41 p, 12 fig, 9 tab, 2 ref.
Descriptors: *Water quality, ^Surveys, *Storm runoff, ^Overflow,
Water pollutuion sources, On-site investigations, Pollutant identifi-
cation, Benthos.
Identifiers: ^Combined sewers, *Ecorse River, Michigan.
A survey was initiated in May 1969 to evaluate the present water quality
of the Ecorse River and relate existing conditions to cause. The Ecorse
River Basin is located in a densely populated portion of southeastern
Michigan. Its natural drainage area of 46 square miles is located
entirely in Wayne County and includes portions of the southern Detroit
metropolitan area. The North Branch and the South Branch join to form
the main stream three-fourths of a mile west of the Detroit River.
The studies confirmed that the lower Ecorse River system is in a
severely degraded condition. The principal factors causing degradation
are storm water overflows which originate from combined sewer systems.
High biochemical oxygen demand of the Benthic sludge, combined with the
BOD of Suspended materials and algal respiration, caused extremely low
dissolved oxygen levels during the survey. Biological studies of the
plankton community revealed excessive algal densities, 93 percent of
which were bluegreens.
096
POLLUTIONS AND TOKYO METROPOLITAN GOVERNMENT,
Tokyo Metropolitan Res Inst Environ Protection, Jun 1970. 724 p.
Descriptors: *Water quality, *Biochemical oxygen demand, *Rivers,
*Aquatic life, *Sewerage, *Treatment facilities, ^Industrial wastes,
^Legislation, *Monitorihg.
Identifiers: *Japan.
All but one of the major rivers in Tokyo come under the Water Quality
Maintenance Law. The biochemical oxygen demand (BOD) in areas of these
waters exceeds 5 ppm, making the existence of fish impossible. Certain
tributaries have a BOD of 28-54 ppm. Some improvement has occurred in
the River Sumida, but its BOD still exceeds 10 ppm and generates an
obnoxious odor. Pollution of other rivers has accelerated in varying
degrees. Inner Tokyo Bay, comprising 109,000 ha, was once adequately
enriched with nutrients and its seaweed and seashell cultures were
among the finest in Japan in terms of quality and quantity. In 1955,
60
-------
however, the seashells started to die and the seaweed began to deterio-
rate. Nevertheless, reclamation of the Bay to make room for piers and
industrial sites continued. Though partly caused by effluent from
coastal factories and bilge water from ships, pollution of the sea is
mainly due to the polluted river water flowing into Tokyo Bay. Con-
struction of a public sewer system to reduce river pollution has been
delayed. As of March 1969, only 40% of the population of central
Tokyo and only 6.8% of that in the hinterland were served by a sewer
system. It is hoped that the figure will be 100% in central Tokyo by
1979. A sewer system serving 17 cities and 10 towns with a total
population of 4.4 million will be installed in the hinterland in 1985.
Currently, most factory effluent is under the control of regional
governors, while the national government controls that of such large-
scale industries as sake breweries, paper processing, and iron and
steel plants. Factories not covered under the Water Quality Maintenance
Law are controlled by the Tokyo Metropolitan Pollutions Control Ordi-
nance. New housing areas with a population density of 300-600/ha have
wastewater treatment facilities, and the treated water is of the same
quality as that of terminal treatment plants in public sewer systems.
The 1968 minimum for BOD was 1.5 ppm in rivers from which water was
taken and less than 10 ppm in other rivers. Attainment of these levels
will require the establishment of an overall control system involving
monitoring of river water, effluent treatment, adjustment of water flow,
and artificial acceleration of the self-purification function.
097
A MULTI-PHASE COMPONENT STUDY TO PREDICT STOKM WATER POLLUTION FROM
URBAN AREAS,
AVCO Economics Systems Corporation
U.S. Dept Interior, Office Water Resources Res, Contract No
14-31-0001-3164, Dec 1970. 262 p, 20 fig, 71 tab, 40 ref, 4 append.
Descriptors: *Storm runoff, *Forecasting, *Model studies, *Cities,
*Watersheds (basins), *Sewerage, Investigations, Water pollution sources,
Water pollution control, Evaluation, Cost-benefit analysis.
Attempts were made to develop storm water pollution prediction models
applicable in different regions of the country and criteria for urban
storm water pollution control strategies. Existing prediction models
were evaluated and additional ones developed. Appropriate urban runoff
pollutional models were validated by application to four demonstration
cities. Refinements that could broaden the scope of use of the storm
water prediction models are indicated, and an evaluation is made of
various structural and nonstructural control methods for both undeveloped
and developed drainage basins. Costs and the general effectiveness of
these procedures are presented. Guidelines for use of the procedures,
61
-------
as well as guidelines for the selection of an optimal control plan, are
discussed. Two salient conclusions of the study are: (1) storm water
pollution prediction models applicable in a wide variety of areas cannot
be developed until additional data on the hydrological, precipitation,
and runoff quality characteristics of representative metropolitan areas
become available; and, (2) control strategies can be chosen only after
the specifics of the area are defined in terms of the sewer hydraulics,
topography, geology, land use patterns, availability of construction
sites, land costs, rainfall and runoff characteristics, location of
drainage outlets, and water quality standards for the receiving waters.
098
STREAM POLLUTION AND ABATEMENT FROM COMBINED SEWER OVERFLOWS: BUCYRUS,
OHIO,
Burgess and Niple, Limited
U.S. Dept Interior, FWQA Contract No 14-12-401, Program No 11024FKN,
Nov 1969. 197 p, 23 fig, 30 tab, 66 graph, 59 ref.
Descriptors: ^Overflow, *Storm runoff, *Sewerage, *Drainage, *Hydro-
graphy, *Infiltration, *StreamfloWj *Aeration, *0xidation lagoons, Lake
Erie, Rainfall, Flow, Biochemical oxygen demand, Suspended load,
Coliforms.
Identifiers: *Sandusky, Ohio, *Bucyrus, Ohio, ^Combined sewers, *Urban
runoff, *Interceptor sewers, Waste water analysis.
This report contains the results of a detailed engineering investiga-
tion and comprehensive technical study to evaluate the pollution
effects from combined sewer overflows on the Sandusky River at Bucyrus,
Ohio and to evaluate the benefits, economics, and feasibility of
alternate plans for pollution abatement from the combined sewer over-
flows. A year long detailed sampling and laboratory analysis program
was conducted on the combined sewer overflows in which the overflows
were measured and sampled at 3 locations comprising 65% of the City's
sewered area and the river flow was measured and sampled above and
below Bucyrus. The results of the study show that any 20 minute rain-
fall greater than 0.05 of an inch will produce an overflow. The com-
bined sewers will overflow about 73 times each year discharging an
estimated annual volume of 350 million gallons containing 350,000
pounds of BOD and 1,400,000 pounds of suspended solids. The combined
sewer overflows had an average BOD of 120 mg/1, suspended solids of
470 mg/1, total coliforms of 11,000,000 per 100 ml and fecal coliforms
of 1,600,000 per 100 ml. The BOD concentration of the Sandusky River,
immediately downstream from Bucyrus, varied from an average of 6 mg/1
during dry weather to a high of 51 mg/1 during overflow discharges.
62
-------
The suspended solids varied from an average of 49 mg/1 during dry
weather to a high of 960 mg/1 during overflow discharges. The total
coliforms varied from an average of 400,000 per 100 ml during dry weather
to a high of 8,800,000 per 100 ml during overflow discharges. Various
methods of controlling the pollution from combined sewer overflows
are presented along with their degree of protection, advantages, dis-
advantages and estimates of cost. The methods presented include (1)
complete separation, (2) interceptor sewer and lagoon system, (3)
stream flow augmentation, (4) primary treatment, (5) chlorination, and
(6) offstream treatment. It was concluded that the most economical
method of providing a high degree of protection to the Sandusky River
is by collecting the combined sewer overflows with a large interceptor
and using an aerated lagoon system to treat the waste loads from the
overflows.
099
FEASIBILITY OF A STABILIZATION-RETENTION BASIN IN LAKE ERIE AT
CLEVELAND, OHIO,
Havens and Emerson
U.S. Dept Interior, FWPCA Contract No 14-12-27, Program No 11020 ,
May 1968. 5 fig, 13 tab, 4 graph, 38 ref, 3 append.
Descriptors: *Feasibility studies, *Stabilization, *Retention, *Lake
Erie, *0verflow, *Waste water treatment, *Treatment facilities.
Identifiers: *Combined sewers, *Treatment methods, *Cleveland, Ohio.
A feasibility study was conducted of a large stabilization-retention
basin to be constructed on Lake Erie at Cleveland, Ohio. Stabilization
is viewed as a possible alternative to separation of combined sewer
systems. The proposed basin would treat flows from a number of large
combined sewer overflows, from several polluted streams, and effluent
from a large secondary wastewater treatment plant. Treatment would
consist of bio-oxidation, sedimentation, stabilization, and disinfec-
tion. A shoreline collection system is included to convey flows to the
basin. The chemical, biological, physical, and structural aspects of
the proposed basin were studied, and the probable benefits to water
quality and the effectiveness of the basin were evaluated. Estimates
of cost of the basin and collection system were prepared, and it was
concluded that the stabilization basin would provide a higher degree
of pollution abatement than would separation of sanitary and storm
sewers, at about one-third the cost.
63
-------
ioo
CONTROL OF POLLUTION BY UNDERWATER STORAGE: Feasibility of Providing
Temporary Underwater Storage of Storm Overflow from a 'Combined Sewer
System,
Underwater Storage, Inc. & Silver, Schwartz, Ltd. - Joint Venture
U.S. Dept Interior, FWPCA Contract No 14-12-139, Program No 11022DWF,
Dec 1969. 20 fig, 9 tab, 34 graph, 12 ref, 1 append.
Descriptors: ^District of Columbia, ^Drainage water, *Waste storage,
*Pilot plant, *Water storage, ^Storage tanks, *Storm runoff, ^Overflow,
^Sewerage, ^Hydrology, AFlow, *Pumping plants, ^Feasibility studies,
Venturi flumes, Water treatment.
Identifiers: *Underwater storage, ^Combined sewers, ^Rubber storage
containers.
A pilot plant was designed, constructed, and operated to assess the
feasibility of providing a facility for the collection, treatment,
storage, and final disposition of a portion of the storm overflow from
a combined sewer system serving a thirty-acre drainage area in
Washington, D. C. A Parshall flume was installed in the overflow line
for measurement of flow rates and determination of total overflow
volume. A portion of the overflow was diverted to the pilot plant
through grit chambers and a comminutor. Flow was stored in two 100,000-
gallon underwater bags fabricated of nylon reinforced synthetic rubber
and fastened to the river bed by a system of patented anchors. During
the period of storage, compressed air was delivered to the tanks for
agitation of the solids. Following cessation of the storm, contents of
the bags were pumped to the interceptor sewer for delivery to the
District of Columbia Sewage Treatment Plant at Blue Plains. Flow into
and out of each underwater storage tank was metered and recorded. Sam-
ples of.the combined sewage overflow discharged to the bags and pumped
discharge from the bags were collected and subjected to laboratory
analyses. During the operation period from January through September,
1969, a total of 1,600,000-gallons of diverted overflow from 38-storms
was stored in the tanks. In addition, 600,000-g'allons of river-water
was pumped into the underwater storage tanks for testing during dry
weather periods. The total amount stored was pumped to the interceptor
sewer in 26-separate pump out periods. The cost of the pilot plant was
$341,480.00, or $1.70 per gallon of storage. This included facilities
for testing, samples and flow measurement. Estimates for larger instal-
lations, without these special requirements range from 28.2<: to 14.6c
per gallon for plants with storage from two to twenty million gallons.
The project demonstrated that temporary storage of overflow from combined
sewers in underwater rubber storage tanks is feasible and may, under
suitable conditions, be effective in eliminating direct, untreated dis-
charge of combined sewage into surface waters during storm periods.
64
-------
Drainage area to be served, land use, nature of storm events, and other
factors must be considered when planning an underwater storage facility.
101
SEWAGE FACILITIES CONSTRUCTION, 1969,
U. S. Dept Interior, FWQA publication, 1969. 50 p, 31 tab, 2 append.
Descriptors: *Sewage treatment, *Sewerage, *Contracts, *Sewage dis-
posal, Costs, Sewers.
Data on sewage treatment and collection sewers contracts awarded by
municipalities, special districts, and other local governments of the
United States for facilities used in disposing domestic waste and such
industrial wastes as directed are detailed herein. This collection
provides successful water pollution control measures and indicates year-
to year cost trends related to the public works construction undertaken.
102
PROCEEDINGS OF THE THIRD SESSION OF CONFERENCE IN THE MATTER OF
POLLUTION OF INTERSTATE WATERS OF THE POTOMAC RIVER AND ITS TRIBUTARIES
(WASHINGTON METROPOLITAN AREA)—DISTRICT OF COLUMBIA-MARYLAND-VIRGINIA,
U.S. Govt Printing Office, Washington, D. C., 1969. 3 vol, 1404 p.
Descriptors: *Conferences, *Interstate rivers, *Water pollution,
Mathematical models, Population, Water supply, Tertiary treatment,
Eutrophicat ion.
Identifiers: *Potomac River.
This paper contains a verbatim transcript of the third session of the
Federal Enforcement Conference held in April-May, 1969. Considered by
the Conference are the following aspects: the improvements achieved
since the last session; present and predicted future conditions in the
area as regards population, economy, and water resources; the present
state of water quality, including the sources and effects of various
pollution discharges and the results of some surveys; research work,
including the use of mathematical models and their verification; studies
on eutrophication and methods for controlling algal growths, such
methods being tertiary treatment or sewage effluent diversion; pro-
posals and recommendations for further remedial action; and, the cost
of necessary pollution-abatement measures.
65
-------
103 ;|
SYSTEMS ANALYSIS FOR URBAN WATER MANAGEMENT,
Water Resources Engineer, Inc.
Completion Report: OWRR Project C-1536, Sep 1970. 78 p, 12 fig, 9 tab,
46 ref, 1 append.
Descriptors: ^Systems analysis, *Water management (applied), *Simula-
tion analysis, ^Mathematical models, Storm runoff, Municipal water,
Economics, Cities, Urbanization.
The major purpose of this study was to indicate that the goals of urban
water management, with respect to the use and further development of
systems analysis tools, are attainable. It was primarily a technical
enterprise to demonstrate that a comprehensive model could be construc-
ted in a general enough format to allow its application to many urban
water systems while at the same time urban water subsystem submodels,
comprising the larger model, could be operated independently to des-
cribe behavior of specific urban subsystems. Economic aspects were
also considered. A comprehensive simulation model was developed for a
specific hypothetical Urban Water Resources System structured to indi-
cate the interrelationships among inflows, storage volumes, outflows,
and qualities in various subsystems. A more expensive but more
refined storm water modeling project was described. An economic systems
model was formulated to evaluate physical works projects intended to
meet urban water objectives subject to technical and budgetary con-
straints •. Results of the hypothetical demonstrations of the technical
and economic models were given. Major conclusions and recommendations
were presented.
104
STORM WATER POLLUTION, NEW ORLEANS, LOUISIANA,
New Orleans Sewerage and Water Board, Louisiana
Supplementary Report, Jun 1970. 56 p, 52 fig. Repair work in
conjunction with Community Renewal Program Project No La-R-6 (CR).
Descriptors: *Repairing, *Sewers, ^Leakage, *Water pollution
control, *Pollution abatement, *Drainage systems, *Storm drains,
*Municipal wastes, *Sewerage, *Water quality control, Waste water
treatment, Path of pollutants.
Identifiers: *Sewer repairs, *Storm water pollution, *Sewer
inspection, *Sewer leakage, *New Orleans, Louisiana, Televised
inspection.
The results were evaluated of sewer repairs that were made by
the New Orleans Sewerage and Water Board to correct major leaks
66
-------
and defects found using television equipment. Field inspection
work was conducted in 1969 to determine how and to what extent the
storm waters discharged to Lake Pontchartrain are being polluted
by domestic sewage. The results were published in a basic report
having the same title as this supplementary report. Upon completion
of the repairs of 47 major defects, exfiltration tests were made
on the repaired lines. The results indicated excessive leakage
still existing. Television photographs of pipe leakage and
exfiltration data are included.
105
STORM WATER POLLUTION, NEW ORLEANS, LOUISIANA
New Orleans Sewerage and Water Board, Louisiana
Final Report, Jun 1970. 117 p, 19 fig, 49 tab, 14 ref. Community
Renewal Extension Project No La-R-6 (CR).
Descriptors: *Pollutant identification, *Water pollution, *Path
of pollutants, *Water pollution control, *Pollution abatement,
*Storm drains, *Drainage systems, *Sewers, *Municipal wastes,
*Sewerage, *Water quality control, Repairing, Design standards,
Installation.
Identifiers: *Storm water pollution, *Sewer leakage, *Televised
inspection, *Sewer inspection, *New Orleans, Louisiana.
The findings are presented of field inspections of the operating
condition of sanitary sewers and storm sewers in New Orleans to
determine how, and to what extent, the storm waters discharged to
Lake Pontchartrain are being polluted by domestic sewage.
Television cameras were pulled through sewers to view leakage into
sewer pipes at open joints, fractures, and house connections. It
was found that the major source of storm water pollution came from
accidental cross flows between sanitary sewer house connections
and storm sewers at points of crossings, particularly where house
sewers cross beneath storm sewers. The fractures are attributed
to the weight of the overlying storm sewer on the house connections
beneath. Recommendations are given for the design and installation
of sanitary sewers, house connections, and storm sewers.
Explanation of field inspection procedures and television
inspection data are included.
106
MERCER COUNTY, NEW JERSEY, COMPREHENSIVE PLAN: ANALYSIS OF WATER
SUPPLY AND SEWERAGE FACILITIES OF MERCER COUNTY,
Mercer County Planning Board, Trenton, New Jersey
67
-------
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.
107
REPORT TO THE CITY OF FLINT, MICHIGAN ON SANITARY AND STORM
SEWER SYSTEMS,
Metcalf and Eddy, Inc., Boston, Massachusetts
Report to Department of Public Works and Utilities, City 'of Flint,
Michigan, Sep 12, 1969. 159 p, 11 fig, .12 tab, 11 ref.
Descriptors: *Sanitary engineering, *Sewers, *Sewerage, *Infiltration,
^Drainage systems, ^Urbanization, ^Pollution abatement, *Storm
runoff, *Water pollution control, Separation techniques, Sewage
treatment, Treatment facilities, Future planning.
Identifiers: *Combined sewers, *Sanitary sewers, *Storm sewers,
*Flint, Michigan.
The report describes the study procedure^ and presents the
findings, conclusions, and recommendations of an engineering
investigation of the adequacy of the sanitary sewer and storm
sewer systems and the wastewater disposal facilities of the
City of Flint. The sewer systems performed their present functions
satisfactorily; however, major problems were: 1) basement flooding,
2) river pollution, and 3) potential flooding from future storm
water discharges from adjoining townships. In addition to
recommendations for system improvements and expansion of
existing facilities, several far-reaching and unconventional
68
-------
recommendations were made. Special field investigations of surface
and groundwater infiltration into existing sewers are also
recommended. The need for cooperation between Flint and Genessee
County is stressed, particularly for rainfall and runoff data
collection and flood plain conservation.
108
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.
109
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-
69
-------
merits. 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.
110
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
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 ^locities,
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.
Ill
REPORT ON FOURMILE RUN FLOODING, ALEXANDRIA, VIRGINIA,
Greeley and Hansen, Chicago, Illinois
70
-------
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.
112
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
71
-------
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.
113
AREAWIDE WATER AND SEWER PLAN, COMPREHENSIVE PLANNING STUDY,
HARRISON, ARKANSAS,
Harrison City Planning Commission, Arkansas
Jun 1970. 27 p.
Descriptors: *Sewers, ^Urbanization, ^Project planning, Water
supply, Sewage treatment.
Identifiers: *Storm sewers, Harrison, Arkansas.
This water and sewer study is based on earlier volumes of a
comprehensive plan concerning public utility improvement projects
in a specific planning area.
114
STORM DRAINAGE FACILITIES, UNION COUNTY, NEW JERSEY,
Union County Planning Board, N. J.
May 1970. 97 p.
Descriptors: *Floods, *New Jersey, Drainage, Storms, Design, Storage.
Identifiers: *Union County, New Jersey, *Storm sewers.
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 throughfares. The
tributary area to each of these points was 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.
72
-------
115
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.
116
RECOMMENDED REGIONAL PLAN FOR SEWERAGE, WATER SUPPLY AND STORM DRAINAGE,
Valley Regional Planning Agency, Ansonia, Conn.
Feb 1970. 92 p.
Descriptors: *Urban planning, Connecticut, Drainage, Floods, Control.
Identifiers: *Storm sewers, Water resources.
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.
117
STORM DRAINAGE: INVENTORY AND ANALYSIS OF MAJOR EXISTING AND PLANNED
FACILITIES; VOLUME V,
Valley Regional Planning Agency, Ansonia, Conn.
Feb 1970. 38 p.
Descriptors: *Urban planning, *Connecticut, *Sewers, Drainage, Floods,
Sewage, Storm drains.
73
-------
The fifth of a five-volume report that is being utili2ed as part of the
bas'is for an areawide water/sewer plan and program for the Valley Region
is detailed herein. 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.
118
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.
119
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
74
-------
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.)
120
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
in wet weather, combined influence with neighboring overflows, and
deposits of sludge in the watercourse. (See abstract number 117.)
121
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
75
-------
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.)
122
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
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:
76
-------
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.)
123
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.)
124
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
77
-------
pp 51-58, 1970. 2 ref.
Descriptors: *Publications, ^Mathematical studies.
Identifiers: *Great 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.)
125
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.)
78
-------
126
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.)
127
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.)
79
-------
128
WATER SUPPLY AND SEWAGE DISPOSAL,
Rensselaer County Dept of Planning and Promotion, Troy, New York
1968. 128 p.
Descriptors: *Water supply, *Sewage disposal, Costs, Analysis, Drainage,
Storms, Sewers.
Identifiers: *Rensselaer County, New York.
These facilities have been separately examined but are included in a
single report. The section of water supply consists of a basic inventory
of the existing water systems, their capacity, the number of people
served, and the per capita consumption. Also presented is a cost analysis
for each community serviced. The section on sewers and stormwater facili-
ties, and explanations of the districts proposed by the County, one of the
towns, and by three of the villages. Appropriate maps and cost estimates
for the new districts.are also included.
129
POLLUTION STINK FOULS CITY HALL,
K. W. Bennett
Iron Age, Vol 206, No 7, pp 73-75, Aug 13, 1970.
Descriptors: legislation, *Water pollution control, *Water quality
control, Industries, *Cities.
Identifiers: *Law enforcement, *Viewpoint.
Although legislation has been passed concerning water pollution control
in relation to industries and municipalities, enforcement of these laws
has been directed more towards industrial control. However, the number
of states taking action against cities which are pollution violators is
on the rise. The author views the economic plight which the city faces
and gives some examples of pollution abatement programs and treatment
facilities under construction in cities across the United States.
130
FINAL REPORT OF THE TECHNICAL COMMITTEE ON STORM OVERFLOWS AND
THE DISPOSAL OF STORM SEWAGE,
J. T. Calvert
Inst Civil Engrs (London), Vol 47, pp 305-308, Oct 1970.
Descriptors: *Sewage disposal, Costs, Water pollution sources,
Sewers.
Identifiers: *Storm overflows, Great Britain.
80
-------
An informal discussion on the Committee's findings shows that:
1) the abolition of all storm overflows was not recommended because
the enormous cost could not be justified and pollution from surface
water sewers could still occur; and 2) a new formula, in which the
amount of sewage to be contained in the system downstream of the
overflow would vary only slightly with water consumption and the
formula would broadly ensure that the polluting matter from each
person was diluted by a fixed amount of rainwater before spill
commenced, were recommended.
131
EFFECT OF SEASONAL EFFLUENT CHLORINATION ON COLIFORMS IN JAMAICA BAY,
R. T. Dewling, I. Seidenberg, and J. Kingery
J Water Pollution Control Fed, Vol 42, No 7, pp 1351-1361, Jul 1970.
Descriptors: *Investigations, *Chlorination, *Effluents, *Water
pollution sources, *Water quality, *Data collections, *Coliforms,
Analytical techniques, Overflow, Discharge measurement.
Identifiers: *Jamaica Bay, New York, Storm overflows, Combined sewers.
This article is a report on a study conducted to demonstrate that
chlorination of wastewater treatment plant effluents would significantly
improve the bacteriological quality of Jamaica Bay. A description of
the investigation procedure, the Bay area, and its water uses and
pollutants is given; water quality data collection analysis is detailed.
The average daily discharge from storm and combined sewer overflows
was calculated at about 34 million gallons based on a storm occurring at
a frequency of about once every three days.
132
THE OPTIMIZATION OF STORM-HOLDING TANKS: A PROBLEM OF WATER
POLLUTION CONTROL,
Charles Albert Kohlhaas
Dissertation, Feb 1970. 321 p.
Descriptors: *Optimization, *Storm drains, *Economics, Mathematical
models, Chlorination, Infiltration.
Identifiers: *Storm sewage, *Combined sewers, Effluent tax, San
Francisco Bay.
A literature review of the hydrology, quality, effect on the
environment, and control technology of combined sewer overflows
and overflows from sewers subject to heavy infiltration is made.
81
-------
An analysis of water pollution externalities and remedies for
dealing with them, including the use of effluent tax in particular,
is given.'- The relationship between the pollution caused by
storm-sewage overflow and competing urban needs is investigated.
Two mathematical programs for optimizing control facilities from
storm-sewage overflows are defined: one achieves economic
efficiency by means of the effluent tax, 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 and 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. Graphs relating BOD load and average
coliform concentration of holding tank effluent to tank capacity are
employed to size holding tanks capable of meeting effluent standards.
The mathematical program is solved as a separate non-linear program.
Detention times needed to satisfy BOD limitations were more than
adequate to meet limitations on coliform concentrations. For most
cities the high cost of solutions to storm-sewage overflow problems
will prevent the implementation of control measures in the near
future. An effluent tax may be used as a means of financing
alternative recreation and as an incentive for implementation of
control measures. Requirements concerning maximum coliform
concentrations are best met by limitations on the minimum size
of holding tanks. Optimization models capable of incorporating an
almost infinite number of holding tanks and over 2,000 water quality
requirements may be constructed.
133
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, *Ef fluent 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
82
-------
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.
134
RESEARCH ON USES AND ON WATER TREATMENT,
R. I. Odell
Brewing Trade Review, Vol 85, No 1014, pp 43-46, Jan 1971.
Descriptors: *Research and development, *Water storage, *Water reuse,
*Water distribution (applied), *Waste water treatment, *Runoff,
*Desalination.
Identifiers: *Great Britain, *Information exchange.
This report briefly discusses the following aspects of water supply and
demand in England and Wales: (1) underground water storage, (2) runoff
use, (3) desalination, (4) treatment methods and standards, (5) water
distribution, (6) water wastage, (7) the economics of water resource
development, and (8) information exchange in the field of water supply.
83
-------
135
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
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.
136
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
84
-------
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 lias
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.
137
SEWERS AND SEWAGE TREATMENT,
James R. Simpson and R. L. Hibberd
Proc Symp: Farm Wastes: The Institute of Water Pollution Control and
The University of Newcastle-upon-Tyne, Paper No 7, pp 44-51, 1970. 2
fig, 2 tab, 13 ref.
Descriptors: *Costs, *Design criteria, *Sewage treatment, Farm wastes,
Biochemical oxygen demand, Legislation, Dissolved solids, Tertiary
treatment, Sewers, Activated sludge, Capital costs.
Identifiers: River authority, Loading rates, Mogden formula, Great
Britain, Population equivalents, Suspended solids.
The purpose of this paper is to acquaint those unfamiliar with sewerage
and sewage treatment with the general nature of the systems and pro-
cesses. An attempt is made to answer the questions, "Why and to what
extent would a discharge with given characteristics affect the design
of the sewers and the sewage-treatment works, and at what cost." A
formula for allocating waste treatment cost to agriculture is discussed.
A discussion of the paper is included.
85
-------
138
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 con-
stituents measured in concentration versus time were chloride, pH,
nitrogen, phosphorus, coliforms, carbohydrates, and BOD.
86
-------
SECTION 7.
Legislation and Standards
139
CLEVELAND FACES POLLUTION SUIT,
Chemical Week, Vol 107, No 9, p 18, Aug 26, 1970.
Descriptors: *Legal aspects, *Water pollution sources, *Water pollution
control, Lake Erie, Treatment facilities, City planning, Contracts,
Sewers.
Identifiers: *Cleveland, Ohio.
The Ohio Water Pollution Control Board has directed Attorney General
Paul Brown to file suit against Cleveland for failure in meeting a
June 15, 1970 deadline to install temporary chlorination facilities in
its sewage treatment plants which pollute Lake Erie. The city also
failed to meet a July 1st deadline to contract for sanitary interceptor
sewer plans in various parts of the city.
140
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
87
-------
systems. Except as allowed by the statute, the comnissions' power
shall not extend to first class cities implementing their own
sewerage system. Financing of improvements and tax levying proce-
dures are also outlined.
141
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
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 aftet heavy rains three or four
times a year, but the court held that this service did not justify
compensation. Defendant's order was affirmed.
142
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
88
-------
flood damage to plaintiff's building caused by defendant's failure
to open the sewer system's main floodgate luring 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.
143
FREEMAN V CITY OF LAKEMILLS (LIABILITY FOR INJURY CAUSED BY NATURAL
PROCESSES),
243 Wis 537, 11 NW2nd 181-182 (1943).
Descriptors: *Wisconsin, *Natural flow j *Channel morphology, *Storm
runoff, Storm drains, Surface water, Sewers, Creeks, Seepage, Legal
aspects, Drainage practices, Relative rights, Flooding, Overflow.
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.
144
ANDERSON V CITY OF LUDLOW (CITY'S LIABILITY FOR STORM-SEWER OVERFLOW
FOLLOWING STREET IMPROVEMENTS),
250 Ky 204, 62 SW2d 785-788 (Ky 1933)
89
-------
Descriptors: *Kentucky, *Storm drains, *Paving, *Flood damage, Cities,
Drainage systems, Sewers, Floodwater, Soil surfaces, Overflow, Surface
runoff, Flow rates, Land tenure, Local governments, Legal aspects,
Judicial decision, Flow, Road construction, Rainfall-runoff relationships.
Identifiers: *Storm sewers.
Plaintiff residential lot owner sought to recover damages from defendant
city for flooding resulting from storm sewer overflow. Plaintiff's
property was flooded after defendant city paved and constructed catch-
basins for nearby streets. The sewer line in question was constructed
prior to the incorporation of plaintiff's property into defendant's
municipal boundaries. Plaintiff contended that defendant's improvements
created the overflow by diverting additional water into the formerly
adequate sewer system. Defendant denied that its actions diverted sur-
face water into the sewer lines at issue. The Court of Appeals of
Kentucky held that a municipal corporation is not liable for flooding
damages where street improvements merely accelerate but do not increase
the volume of water flowing into a sewer line in existence prior to
incorporation of territory into a city. The court denied plaintiff
relief, ruling that defendant's street improvements had only accelerated
the flow of water which previously was partially absorbed by trees and
soil.
145
CITY OF PERU V CITY OF LA SALLE (RIGHT TO HAVE SURFACE WATERS
NATURALLY DISCHARGED),
255 NE2d 502-507 (111 Ct App 1970)
Descriptors: *Illinois, *Cities, *Drainage water, *Storm drains,
Storm runoff, Water rights, Surface runoff, Legal aspects,
Drainage systems, Sewers, Outlets, Natural steams.
Plaintiff City of Peru sought an injunction to restrain defendant
City of La Salle from draining water through a storm drain from
the city limits of La Salle into a ravine which ultimately drained
onto property belonging to plaintiff. Plaintiff contended that in
the absence of a natural watercourse draining the dominant land onto
the serient land, defendant had no right to drain its land through
the tile system onto plaintiff's land. Plaintiff also claimed a
prescriptive right to be free from the drainage water since
defendant's sewer system had drained water away from Peru for the
past twenty years. The court denied the injunction stating that
even in the absence of a natural watercourse, surface water may be
drained into the same point of discharge where it would normally
have found its way and the servient landowner cannot complain.
The court also held that any prescriptive right that plaintiff
asserted would be limited to the amount of water actually diverted
90
-------
by defendant and would not involve other surface water. Plaintiff
failed to establish any such amount.
146
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.
147
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
91
-------
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.
148
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.
149
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
92
-------
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.
150
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.
151
ROSITZKY V BURNES (FLOOD DAMAGE TO ADJACENT BUILDING CAUSED BY
OVERFLOW FROM ROOF),
295 SW 830-r833 (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
93
-------
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.
152
LATHAM V DBS 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.
153
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
94
-------
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.
154
WATER POLLUTION AND IMPROVEMENT OF SEWER SYSTEM,
Takae Fujisawa
Toki no Horei, No 744, pp 10-26, Mar 23, 1971.
»
Descriptors: *Sewerage, *Public health, *Water pollution, Standards,
^Legislation, Future planning, Sewers, Water quality.
Identifiers: *Japan.
Only 22.8% of the urban areas in Japan are equipped with sewer systems.
As a result, the urban environment is deteriorating rapidly, and pollu-
tion of rivers, lakes, and seas has become a serious problem. To rectify
the delay in the development of sewer systems, the first five-year sewer-
system plan was started in 1963, followed by the second five-year plan
in 1967. While the problem in advanced countries in Europe and America
is how to dispose of sewage, the problem in Japan is twofold: to extend
the sewer system and to dispose the collected sewage efficiently. At
the 64th Extraordinary Diet session, a partial amendment to the Sewer
System Law was passed. This law has as its objectives the safeguarding
of public health and the maintenance of the quality of public waters.
The definition of a public sewer system was amended to mean that the
system either has a terminal disposal plant or is connected to the
sewer system of a river basin. So that designated rivers and other public
waters and seas meet water quality standards, an overall basic plan for
improving the sewer system must be developed with approval by the Minister
of Construction. Items covered by the plan include the basic policy of
sewer system improvement, placement of basic facilities, structures, and
orders for execution of construction programs. Water quality standards
for 40 water bodies were determined at a Cabinet meeting on September
1, 1970; more waters are to be added in the future. The amendment to
Article 9 of the Pollutions Countermeasure Basic Law entrusts the desig-
nation of types of waters to governors and that water quality standards
are applicable to major waters throughout Japan. In the case of regional
sewer systems, which lie outside the administrative boundaries of
cities, towns, and villages, the national government subsidizes one-
third of survey expenses. Under the law, those who discharge wastewater
95
-------
to public sewer systems must change to flash toilets and also measure
water quality and record the results. Fees can be charged users of
public sewer systems according to the manner of utilization, and quali-
fications of those responsible for maintenance and control of terminal
sewage disposal plants are stipulated. Local communities which benefit
from the sewer system of a river basin are to bear expenses in accordance
with the degree of benefit they derive from the system, as established
by prefectural governments. Under the new law, the Minister of Con-
struction is entitled to supervise the maintenance and control of termi*-
nal disposal plant, those responsible for the sewer system must adequately
dispose of such sludge. The third five-year sewer-system improvement
plan is to start in 1971.
155
LIABILITY OF A WATER AND SOIL PROTECTION AGENCY FOR FLOOD DAMAGE,
E. Russia
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.
156
SEWER AND ENVIRONMENTAL ASPECTS OF WATER QUALITY STANDARDS,
Munehito Kuribayashi
Kogai to Taisaku, Vol 6, No 8, pp 631-634, Aug 15, 1970.
Descriptors: *Sewers, *Design, *Treatment facilities, *Waste treatment,
Water quality, Standards, Drainage, Sewerage.
Identifiers: Japan.
Improvements of existing drainage systems and extensive development of
drainage works are required on the present sewer systems in order to
comply with new water quality standards. Large-scale sewerage works,
planned on a basin area unit system, have more advantages because of
the mixture of treated wastes produced. Advanced system engineering
dealing with dynamic programming and multi-level-techniques will be
96
-------
employed in this sewer scheme which eventually may decide general
water quality.
157
THE DESIGNATION OF THE AREA AND THE WATER QUALITY STANDARD OF THE RIVER
KANO,
Yoji Ogawa
Kogai to Taisaku, Vol 6, No 7, pp 541-549, Jul 15, 1970.
Descriptors: *Water pollution sources, *Water quality control, *Standards,
*Water pollution control, Urbanization.
Identifiers: *Japan, *Kano River Basin.
The Kano River Basin supports fresh water fish and the water is used for
irrigation purposes. Industrial development and urban growth in the
vicinity of the river basin have contributed to the water pollution prob-
lem. The Economic Planning Agency which investigated the quality of the
basin water in the years 1966 and 1967 designated the water area and the
water quality standard so as to maintain water quality control. By the
year 1975, the pollution degree is estimated to decrease approximately
60% with water pollution control based on the new standard.
158
INDUSTRIAL ENTERPRISE AND SEWER SYSTEM OPERATOR MADE RESPONSIBLE FOR
FISH KILL,
Sander
Wasser Luft Betrieb, Vol 15, No 4, p 155, 1971.
Descriptors: *Fishkill, *Judicial decisions, Phenols.
Identifiers: Disinfectants, Desintan, Germany.
On December 18, 1956 carp, trout, and tench in river water were killed
by a liquid containing phenol. The fishing rights to the river belonged
to a large fish store. The owner of the store filed suite. An investi-
gation revealed that the phenol had come from rinsing barrels that once
contained a disinfectant called Desintan, which is no longer on the
market. The rinsing water drained off into the sewer system and from
there it entered the river. The owner of the barrels, who operated a
drugstore, and the city responsible for the sewer system were sentenced
to make amends for the damage.
97
-------
159
METHODOLOGY IN ESTABLISHING WATER-QUALITY STANDARDS,
Robert 0. Sylvester and Carl A. Rainbow
Water Resources Management and Public Policy, University of
Washington Press, pp 110-122, 1968. 2 tab, 3 ref.
Descriptors: *Water quality, *Standards, *Washington,
*Methodology, *Water quality control.
The methodology for establishing water quality criteria as
presented here was done for the state of Washington where most
waters do not suffer from damaging pollution. Some aspects of
the methodology may be more difficult to apply to regions where
most waters are more severely damaged by pollution. A comparison
of the goal and standard values, with present water quality and
minimum recorded water quality in forty principal stream reaches
in the state of Washington gave the following results for nine
parameters: in the case of present quality about 92% exceeded
goal values, 6% lay between goal and standard values and about 2%
fell below standard values; in the case of minimum recorded water
quality, about 73% fell above goal values, 11 between goal and
standard values, and 16% below standard values.
98
-------
SECTION 8.
Treatment Methods and Reuse
160
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.
161
COMBINED SEWER OVERFLOW COLLECTION AND TREATMENT FACILITY,
Consulting Engr, Vol 36, No 5, p 102, May 1971. 2 fig.
Descriptors: *0verflow, *Sewers, *Sewage treatment, *Treatment facili-
ties, *Water reuse, Storm runoff.
Identifiers: *Mount Clemens, Michigan, Combined sewers.
The combined sewer overflow collection and treatment facility of the City
of Mount Clemens, Michigan is based on the following concept: (1)
intercept and convey the combined sanitary and storm overflows to the
treatment site; (2) treat the overflow by a series of aerated lakelets
99
-------
with intermediate microstraining, chemical treatment, disinfection,
and high rate pressure sand filtration prior to discharge into a stream;
and (3) develop the treatment site as a park for recreation and as a
buffer zone between residential and commercial-industrial areas. The
24-acre site serves a 250-acre watershed area. The total cost, exclu-
sive of park construction, was $825,000.
162
PUMP INSTALLATION FOR SEWAGE,
Netherlands Patent NL 6817242.
Descriptors: *Patents, *Sewerage, *Pumping plants, Overflow, Pipelines.
This installation is especially good for pumping sewage containing larger
sized pieces without separation or processing. The collector feed pipe is
connected in normal circumstances to the collecting reservoir by a feed
pipe and a pump with its associated suction and delivery pipes. In
exceptional conditions the system is connected via an overflow situated as
close as possible above the feed pipe to the sewage pit and consists of
an overflow pipe, horizontally below which is fixed a grid, and separated
from the incoming liquid flow by a vertical baffle wall which lies along
the diameter of the pit and above the feed pipe.
163
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
carbon and aluminum hydroxide was thermally regenerated by two alter-
native processes, each giving about 90% carbon recovery. Sulphuric
100
-------
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.
164
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.
165
A PHYSICAL - CHEMICAL SYSTEM FOR TREATMENT OF COMBINED STORM SEWAGE,
Committee on Sewerage and Sewage Treatment, Ralph Stone (Chairman)
J Sanit Eng Div, Am Soc Civil Engrs, Vol 96, No SA4, Proc Paper 7477,
pp 993-994, Aug 1970. Included in the article: "Sewerage and Sewage
Treatment: State-of-the-Art Abstracts".
Descriptors: *Water pollution control, *Sewage treatment, *Activated
carbon* *Pilot plants, Laboratory tests.
Identifiers: *Storm sewage.
101
-------
This is a report on ongoing research, conducted by A. J. Shuckrow,
G. W. Dawson, and A. T. Brix, covering enumeration and evaluation of
the factors which should affect decisions as to the degree of water
pollution control required in each specific situation. Powdered
activated carbon may be utilized in a physical-chemical process for the
treatment of combined storm sewage. The program involves laboratory
development of the process, design and construction of a 100,000 gpd
mobile pilot plant, and demonstration of the process. The process
involves contacting the wastewater with powdered activated carbon and
subsequent coagulation with alum and a polyelectrolyte followed by
high-rate tube settling. The process appears to meed the following
desirable characteristics for treatment of combined storm sewage: short
detention time, intermittent use with capability to tolerate widely
fluctuating flows and wastewater composition, small space requirements,
high quality effluent, and economical operation. Based on the labora-
tory findings, the mobile pilot plant is being designed to fit into a
standard forty-foot trailer van with the exception of the carbon regen-
eration facility, which will be skid mounted. The system is designed
for maximum operational flexibility and includes turbidity, pH, and flow
measuring instruments in addition to the continuous organic carbon
analyzer.
166
FIRESTONE INSTALLS POLLUTION CONTROL,
Oil Gas J, Vol 68, No 35, P 79, Aug 31, 1970.
Descriptors: *Water pollution control, *Treatment facilities, Control
systems, Concrete construction, Separation techniques.
Identifiers: *Industrial treatment, *Storm water treatment.
A water pollution control system, which separates storm and industrial
effluent and treats plant wastewater before release into the bayou,
is being installed. This $8.8 million operation provides the Firestone
plant with a separate industrial effluent collecting system and a sepa-
rate storm water collecting system, thus the possibility of flushing the
two systems together during a heavy rainfall is eliminated.
167
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
102
-------
treatment, Storm runoff, Storage tanks, Drainage systems, Tertiary
treatment.
Identifiers: *Great Britain.
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.
168
SOUTHWEST U.S. FACES RESOURCES PROBLEMS,
Water Wastes Eng, Vol 8, No 2, pp 31, Feb 1971.
Descriptors: *Water 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
103
-------
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.
169
CHEMICAL TREATMENT OF COMBINED SEWER OVERFLOWS,
The Dow Chemical Company
EPA/WQO Contract No 14-12-9, Program No 11023 FDB, 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 thre 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.
170
DEMONSTRATE FEASIBILITY OF THE USE OF ULTRASONIC FILTRATION IN TREATING
THE OVERFLOWS FROM COMBINED AND/OR STORM SEWERS,
Acoustica Associates, Incorporated
U.S. Dept Interior, FWPCA Contract No 14-12-23, Program No 11020 ,
Sep 1967. 6 fig, 4 tab, 3 graph, 3 append.
Descriptors: *Ultrasonics, *Filters, *Filtration, Waste water treatment,
Treatment facilities, Overflow, Feasibility, Solid wastes, Coliforms,
104
-------
suspended load.
Identifiers: *Ultrasonic filtration, *Treatment methods, Toxic materials.
Ultrasonic filtration, using permanent-type low-head filter elements
mounted within canisters into which ultrasonic energy is applied on a
programed basis, has been found technically and economically feasible
for full-scale wastewater treatment. With this system, the total quanti-
ty of influent filtered between backwash cycles is from four to 18 times
that of similar filter elements without ultrasonic energy; the length of
filter runs between backwashing is four to ten times that of ordinary
elements; and, ultrasonic energy used during backwashing can restore the
elements to "like-new" condition.
171
THE BENEFICIAL USE OF STORM WATER: Final Report,
Hittman Associates, Incorporated
U.S. Dept Interior, FWPCA Contract No 14-12-20, Program No 11030DNK,
Aug 1968. 42 fig, 8J tab, 47 graph, 46 ref, 8 append.
Descriptors: *Water reuse, *Storm runoff, *Water treatment, *Water
storage, *Water pollution, Evaluation, Costs, Feasibility, Water
pollution control.
Identifiers: *Columbia, Maryland, *Wilde Lake, Maryland.
The local storage, treatment, and reuse of storm water is a concept for
the control of storm water pollution in which storm water runoff is
collected in small storage basins dispersed throughout an urban area,
treated to remove pollutants, and further treated for use. With this
concept, the benefits derived from the use of storm water are used to
offset the cost of effecting pollution control. This report contains
a description of the system study, design, and evaluation of the local
storage, treatment, and reuse of storm water and the analysis of the
economic and technical feasibility of this concept. It was concluded
that this concept is a practical and economically attractive method of
providing pollution control in urban areas.
172
THE URBAN WATER SYSTEM,
M. L. Albertson, D. C. Taylor, and L. S. Tucker
In: Urban Demands on Natural Resources, Western Resources Conference
Proceedings, pp 57-65, 1970.
Descriptors: *Municipal water, *Sewers, *Storm runoff, *Water supply,
*Water reuse, *Colorado, Surface runoff, Drainage systems.
Identifiers: *Regional planning, Denver, Colorado.
In an urban water system water is located, treated, distributed, used,
treated again, and discharged to a receiving body of water. Also,
105
-------
the surface runoff due to rainfall is collected and transported through
drainage works to a receiving water body. There are several actions that
can be taken to make better use of the water. For example, following
treatment, sewage effluent can be additionally treated and put into a
reuse system. Storm runoff could be either diverted back to the water
supply system, or to a storage area where it could be used for recrea-
tional purposes, or both. In addition, regional water planning and
management can serve to insure that the maximum effectiveness of its
resources is being made. Denver, Colorado is evolving such a total
systems concept of water management.
173
OZONATION, NEXT STEP TO WATER PURIFICATION,
Rene J. Bender
Power, Vol 114, No 8, pp 58-60, Aug 1970. 4 fig.
Descriptors: *0zone, *Water purification, *Waste water treatment,
Oxidation, Chlorination, Storm runoff.
Identifiers: *0verflow purification, Philadelphia.
Ozonation is an outstanding method for purifying water, because ozone
is a superior oxidizing agent and oxidation helps clean water thoroughly.
Workings of the two types of ozonators are diagrammed and described.
Ozonation is not yet used in the U.S. to purify municipal drinking water
because most state laws demand that chlorination be used. Ozonation
does not replace chlorination, but it incorporates chlorine into its
process in two forms. Ozonation kills bacteria and viruses faster than
does chlorination; in addition, ozone does not affect water taste, and
it eliminates the slight chlorine taste introduced during primary treat-
ment. Ozonation costs about twice as much as chlorination, but both
are very inexpensive. A U.S. trend is now towards ozonation of waste-
water, and one pilot plant in Philadelphia is designed to purify combined
sewer and stormwater discharge when flash floods cause untreated water
and sanitary sewage to overflow into rivers. Additional uses of ozone
in connection with wastewater are mentioned.
174
INDUSTRIAL RE-USE OF COMBINED SEWAGE-TREATMENT PLANT EFFLUENT,
E. R. Hamilton and C. F. Gurnham
International Conference on Water for Peace, Vol 4, 1967 and 1968.
12 p.
Descriptors: *Storm runoff, *Bypasses, *Water pollution sources,
*Treatment facilities, Overflow, Sewage disposal, Water reuse.
Identifiers: *Storm sewage, *Chicago, Illinois, *Treatment method.
106
-------
After reviewing the increasing water demands of the United States
and the problems of future water shortage, the authors describe
the steps taken at East Chicago, Illinois, to overcome problems
of pollution and water shortage. Excess storm sewage which
bypasses the sewage works enters Grand Calumet river and thence
the southern part of Lake Michigan, causing serious restriction
on the use of water for recreational purposes, particularly
swimming. It is financially impossible to replace the combined
sewerage system by a separate system; also, storm runoff is highly
polluting. A scheme was therefore developed which will receive
effluent from the existing sewage works and overflows of storm
sewage from about one-third of the city, providing treatment by
equalization, sedimentation, oxidation, and biological processes.
In dry weather there will be a detention period of at least 10 days;
and at peak storm periods there will be a minimal detention period
of 24 hours. Discharge from the detention basins will be chlorinated
and held in the overflow channel for the customary disinfection period
of 15 minutes before entering the Grand Calumet river. It is
proposed that flows up to 20 mgd will pass from the detention basin
to a new tertiary treatment plant, on which pilot-scale studies are
being made. The quality of the effluent will not only meet the
anticipated standards for discharge to the Grand Calumet river, but
will approach requirements for potable use and will be acceptable
for use as cooling water and often as industrial process water.
The plant will be flexible in operation, and water of almost any
desired quality could be tapped off at various points for sale to
industry.
175
INSTRUMENTATION AND CONTROL RELATIVE TO THE PROBLEMS OF WATER POLLUTION,
S. H. Jenkins
Measurement Control, Vol 4, No 2, pp T21-T22, Feb 1971.
Descriptors: *Monitoring, *Automatic control, *Sewage treatment,
*Effluents, Quality control, Instrumentation, Water pollution control.
Identifiers: *Sensors.
The development of a sensor which makes it possible to measure a par-
ticular water quality automatically is desired for water quality
monitoring. There exist such sensors for qualities including dissolved
oxygen, ammonia, nitrate, pH, phosphate, fluoride, COD metals, synthetic
detergents, and suspended solids. Other qualities, such as fish toxi-
city, are still in need of sensors for testing. Automatic sensors make
possible better effluent control and increased use of automatic sewage
processing.
107
-------
176
THE SEWER SYSTEM OF THE CITY OF WIESBADEN,
Wolfgang Jesse
Gas- Wasserfach (Wasser/Abwasser), Vol 112, No 2, pp 68-71, 1971. 3 fig,
1 ref.
Descriptors: *Treatment facilities, *Sewerage, *Activated sludge,
*Domestic wastes, Sewers.
Identifiers: *Thennal sludge rotting, Germany.
The wastewater of the city of Wiesbaden is almost exclusively of a
domestic nature. There is no sizeable industry. Only the runoff from
the hot springs goes into the sewer system. The relatively high salt
content does not cause any interference with the purification process.
In 1950, a mechanical purification plant with thermal sludge rotting
was built. The sewer gas developed in the sludge rotting process has
been used for heating the public indoor swimming pool. Meanwhile,
the plant has become too small and in the planning stage are a sludge
rotting station, sludge dehydration station, and a biological purifica-
tion station. The activated sludge method has been selected for bio-
logical purification.
177
EXTENSIONS TO THE WATER POLLUTION CONTROL WORKS AT CIPPENHAM, SLOUGH,
B. R. Kinnear
J Inst Municipal Engrs (London), Vol 98, No 4, pp 95-104, Apr 1971. 15
fig, 1 tab.
Descriptors: *Treatment facilities, Activated sludge, Sludge treatment,
Instrumentation, Automatic control, Construction, Sedimentation,
Aeration, Humus, Filtration.
Identifiers: Great Britain.
The Slough Corporation's water pollution-control works at Cippenham
have been extended to include: a flow divider where water is equally
divided over 6 identical weirs; two circular, mechanically scraped
sedimentation tanks, each with 3300 m3 capacity; two aeration units,
each with 4546 m3 capacity and provision for distribution of anti-foam
oil; four circular, mechanically scraped activated sludge separation
tanks, each with 1710 m3 capacity; four horizontal spindle variable
speed axial flow return pumps to pump sludge to the aeration units at
0.039 m3/s to 0.158 m3/s; two biological filter beds of volume 10360
m3 with blast furnace slag media; four circular, mechanically scraped
humus tanks, each with 1590 m3 capacity; and, storm water/balancing
tanks, of total capacity 6380 m3 not mechanically scraped, and two
108
-------
mechanically scraped each with capacity of 3190 m3. A central control
panel connected with meters and control valve actuators by telephone
type multicore signal cables controls a comprehensive system of instru-
mentation and automatic control. The extensions to the sludge treat-
ment plant consist of two heated primary sludge digestion tanks of
capacity 2270 m3 with floating gasholders, floor-raking mechanisms, and
axial flow sludge re-circulating pumps.
178
TERTIARY TREATMENT OF SEWERAGE WATER,
Shozo Miyahara and Tokiya Ando
Sangyo Kogai, Vol 6, No 8, pp 454-461, Aug 25, 1970. 46 ref.
Descriptors: *Tertiary treatment, *Water purification, *Water
resources, *Feasibility.
Identifiers: *Sewerage water, *Japan.
Because of the increasing water need, the feasibility of sewerage
water reuse is being investigated both technically and chemically.
This new advanced method of utilization, tertiary treatment, is
aimed at higher level purification of sewerage water beyond the
secondary treatment stage. Due to projected water demand sewerage
water has a great potential as a new water resource if advanced
technology is employed. Some problems involved in sewerage water
reuse are associated with water quality including: generation of
corrosion, slime scale and ABC foaming, higher seasonal temperatures,
and chloride ion concentration. Sewerage water reuse is presently
limited in its application to cooling and washing uses. Discussed
herein are several types of tertiary treatment for sewerage water
primarily involving removal of suspended solids, nitric or phosphoric
compounds, organic substances, and chlorine contained in sewerage
water after secondary treatment.
179
RAINWATER DILUTION OF PROCESS WASTES,
Charles W. Moores
Petro/Chem Eng, Vol 43, No 4, pp 39-40, Apr 1971. 2 fig.
Descriptors: *Storm runoff, *Chemical wastes, *Detention reservoirs,
Effluents, Overflow, Rainfall-runoff relationships.
Identifiers: *Chemical plants.
Storm water runoff from chemical process plants is often initially
highly contaminated. Yet this contamination decreases as the rain
continues until the runoff is essentially unpolluted. Unless this
relatively pure water is separated from the highly contaminated water
and other plant effluents, pollution control becomes more difficult and
more expensive. A water impounding tank system with an overflow arrange-
ment is seen as a solution to this problem. Rain falling on paved
109
-------
operating areas washes contaminants into a sewer, through which it
travels to an impounding tank. When the water in the tank reaches a
certain level, a pump starts to transfer it to the treatment system.
When the water reaches another, higher level, incoming rainwater is
diverted to a surface drainage ditch. The higher level is positioned
allowing water to reach the tank after rainwater from the most remote
contaminated area has reached the tank. Some measurable contamination
of water which overflows or bypasses the impounding tank may occur.
180
PLANNING OF MUNICIPAL WASTEWATER RENOVATION PROJECTS,
J. W. Porter
J Am Water Works Assoc, Vol 62, No 9, pp 543-548, Sep 1970.
3 fig, 2 tab, 6 ref.
Descriptors: *Water reuse, *Economics, *Cost comparisons, *Project
planning, Water pollution control.
Increasing interest in water renovation and reuse rather than
simply waste treatment and discharge is due to the severity of
pollution control laws and localized shortages of water resources.
Economic considerations concern cost comparisons between the water
pollution control/water supply functions of a water renovation
facility, and the same functions in separate facilities. Technical
considerations in planning a water renovation project are largely
a function of the planned use of the product water. Several
technical aspects are discussed including: process selection
and water quality criteria, renovation system reliability, public
health considerations, and pilot - demonstration work. The
functions of water pollution control and water supply should be
recognized institutionally, which involves cooperation between
parties concerned. Five guidelines are included as suggestions
in planning for public acceptance of water renovation.
181
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.
110
-------
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-
ment 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.
182
TREATMENT OF RAW AND COMBINED SEWAGE,
A. J. Shuckrow, G. W. Dawson, and D. E. Olesen
Water Sewage Works, Vol 118, No 4, pp 104-111, Apr 1971, 1 fig, 7
tab, 6 graph, 13 ref.
Descriptors: *Activated carbon, *Flocculation, *Laboratory tests,
*Sewage treatment, Flow rates, Overflow.
Identifiers: *Combined sewage, *Raw sewage, *Inorganic coagulant,
*Polyelectrolyte, *0rganic removal, *Regeneration, *Recovery, *Physical-
chemical process, Alum, Detention time, Process economics, Richland,
Washington, Seasonal variations.
A physical-chemical process for the treatment of raw or combined sewage
has been developed on a laboratory scale. The process involves con-
tacting combined sewage with powdered activated carbon to effect removal
of dissolved organic matter. An inorganic coagulant is then used to
aid in subsequent clarification. Addition of an organic polymer follows
and then a short period of flocculation. Solids are separated from the
liquid stream by settling, and the effluent is then disinfected and
discharged. Carbon sludge from the process can be thermally regenerated
and the inorganic coagulant can be recovered and reused. Process econo-
mics, on the basis of laboratory findings, indicate capital and operating
costs for a 10 mgd facility of $1.2 million and 18.9C/1000 gal
respectively.
Ill
-------
183
CLEANER STREAMS FROM BUSIER SEWERS,
Barrel Suhre
Water Sewage Works, Vol 117, pp R109-R112, Nov 28, 1970.
Descriptors: *Sewers, *Storm runoff, *Monitoring, *Control systems,
*Water pollution control, Drainage systems, Remote control, Water
pollution sources.
Identifiers: *Regional planning, Combined sewers.
To show how community sewer and drainage systems can be improved, this
article proposes regional control centers, monitoring systems, and
remote control. Results of such programs will be more efficient con-
trol of sewer and storm drainage and combined sewer overflows to prevent
pollution of receiving waters. Cleaner streams at less ccst should be
achieved.
184
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.
112
-------
185
WASTE WATER AND STOEM 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.
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.
113
-------
SECTION 9.
Hydrology
186
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 crossfalls. 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.
187
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.
115
-------
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.
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.
188
DETERMINATION OF STORM RUNOFF BY THE USE OF INFILTRATION INDEX,
A. Bhatnagar
In: Floods and Their Computation, Vol 2, International Association of
Scientific Hydrology Publication No 85, pp 804-810, 1969. 3 fig, 1 tab,
4 ref.
Descriptors: *Storm runoff, *Streamflow forecasting, Interception,
Water storage, Infiltration, Antecedent precipitation, Rainfall, Dura-
tion curves, Discharge (water), Hydrograph analysis, Depth-area-
duration analysis, Storms.
Identifiers: India.
Storm runoff can be estimated quite accurately by an estimate of inter-
ception, retention, and an infiltration index which includes other
minor losses such as evaporation and transpiration. Hydrological
data of 17 representative catchments in Central India were analyzed to
estimate initial losses and infiltration indices occurring during storms.
A coaxial relation between infiltration index, the antecedent precipi-
tation index, storm rainfall, and storm duration has also been evolved
116
-------
for the region. If storm duration, storm rainfall, and antecedent pre-
cipitation conditions are known, the infiltration index during a storm
on a catchment in this region can be determined. Storm runoff can then
be estimated by subtracting initial loss and infiltration index from
storm rainfall rates.
189
MEASUREMENT PROCEDURES FOR THE PLANNING OF SEWER SYSTEMS,
Ernst Billmeier
Ber Inst Wasserwirt Gesundheitsingenieurwesen, No 4, 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.
190
INFLUENCE OF WOODS ON FLOOD RUN-OFFS FROM MELTINGS OF TJHE SNOW,
H. M. Brechtel and Hann Muenden
Wasser Boden, Vol 23, No 3, pp 60-63, Mar 1971. 1 fig, 1 tab, 5 graph,
2 ref.
Descriptors: *Snowmelt, *Runoff, *Forests, *Floods, *Measurement,
Investigations.
Identifiers: *Germany.
The influence of forests on snow accumulation and melting snow was
studied in the Vogelsberg area, which is watered by the river Nidda,
Measurements were taken at 7 altitudes, 100-700 m above the Nidda, in
a beech and spruce forest and in an open field. Beginning in January
1970, the water equivalent of the snow cover was measured each Thursday
at 42 different levels. The probe used for the measurements was 1.20
m long with a mass of about 1100 g. It consisted of an acrylic glass
117
-------
or PVC tube with a rim of stainless steel. The tube was constructed so
that snow was not compacted by the sampling process. The water equiva-
lent in a snow cover can be suddenly liberated by a downpour of rain.
Under such circumstances, the melted snow water flows off rapidly to
the main sewer. The presence of low-level coniferous forests can reduce
the quantity of flood runoff through high interceptive evaporation.
Forests located in higher altitudes prevent snow drifting down to lower
levels, yet provide an enormous pool of snow water thus increasing flood
danger.
191
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.
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.
118
-------
192
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.
193
A, RECURSIVE PROGRAMING MODEL FOR NONSTRUCTURAL FLOOD DAMAGE
CONTROL,
John C. Day
Water Resources Res, Vol 6, No 5, pp 1262-1271, Oct 1970. 17 ref.
Descriptors: *Flood plains, *Flood damage, *Flood control, *Land
use, Urbanization, *Storm runoff, Land management, Economics,
Design criteria, Computer programs, Model studies.
This paper deals with flood plain land use management approaches
for urban flood damage control. These alternatives are important
because traditional flood control projects, such as levees, channel
improvements, and reservoirs, are not always capable of correcting
the physical and economic conditions that give rise to flood damage.
It is expected that land use management will complement engineering
works and lead to a more effective use and development of flood
plain lands. The paper presents a computational technique for
evaluating alternative land use assignments based upon the economic
value a community gains from its land. A linear programming model
is developed that identifies economically efficient combinations of
1) spatial and temporal planning of urban land use, 2) site elevation
through landfill, and, 3) flood proofing of buildings.
119
-------
194
REAL-TIME COMPUTER CONTROL OF URBAN RUNOFF,
George Fleming and Robert L. McFall (discussion)
J Hydraulics Div, Am Soc Civil Engrs, Vol 96, No HY9, pp 1908-1909,
Sep 1970.
Original Paper: REAL-TIME COMPUTER CONTROL OF URBAN RUNOFF,
James J. Anderson
J Hydraulics Div, Am Soc Civil Engrs, Vol 96,
No HY1, pp 153-164, Jan 1970.
Descriptors: *Runoff, *Hydraulics, *Mathematical models, *Digital
computers, Water management (applied).
Fleming: A method to calculate continuous runoff volumes preferred
by the writer is to employ simulation techniques using the Hydrocomp
Simulation Program which simulates the complete land phase of the
hydrological cycle, and uses kinematic wave assumptions for flow in
circular conduits. For purposes of the mathematical model a large
scale computer could be assessed using the PDP-9 for data acquisition
and control of automatic gates.
McFall: The writer would like to see a breakdown of costs into the
categories of 1) capital outlay, 2) equipment operating, and 3) personnel
cost.
195
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.
120
-------
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.
196
URBAN RUNOFF BY ROAD RESEARCH LABORATORY METHOD,
D. Earl Jones (discussion)
J Hydraulics Div, Am Soc Civil Engrs, Vol 96, No HY9, pp 1879-1880,
Sep 1970.
Original Paper: URBAN RUNOFF BY ROAD RESEARCH LABORATORY METHOD,
Michael L. Terstriep and John B. Stall
J Hydraulics Div, Am Soc Civil Engrs, Vol 95,
No HY6, pp 1809-1834, Nov. 1969.
Descriptors: *Runoff forecasting, *Hydrographs, Methodology.
Identifiers: *RRL method.
The writer states that the Road Research Laboratory method provides a
basis for evaluation of potential drainage area responses without prior
extensive collection of local urban streamflow records furnishing a
simple rationale for estimating flow hydrographs. The RRL model seems
advantageous from the standpoints of simplicity, ease of application,
minimal data input requirements, and reasonable reliability of results
in the common application range.
197
FLOOD STATISTICS: COMMENT ON "RELATIVE DISCHARGE HYDROGRAPHS, ITS
COMPUTATION AND APPLICATION FOR DETERMINATION OF THE PROBABILITY OF
FLOOD RUN-OFF",
H.-B. Kleeberg (discussion)
Wasser Boden, Vol 23, No 2, pp 34-35, Feb 1971. 2 tab, 2 graph, 1 ref.
Descriptors: *Floods, *Hydrographs, *Runoff, *Flood forecasting,
*Runoff forecasting, Statistics, Parametric hydrology.
Lehman's method of using relative flood runoff characteristics to deter-
mine flood runoff is not acceptable for the following reason: no gene-
ral parameters for characterization of various flood events can be
assumed. This is also true for so-called universal methods of deter-
mining flood frequency. The peak discharge of a flood is influenced by
the path of the wave. Special consideration must be given to the indi-
121
-------
vidual runoff properties of natural waters which are influenced by
physical conditions. The application of estimated formulas which make
no allowance for error and which have no objective initial parameters
is not acceptable. Present and past measurement results cannot be
combined if the external conditions have changed. Prior to determining
the flood peak discharge by the relative flood runoff characteristics,
the suitability of the individual situation must be checked.
198
SURFACE RUNOFF FROM GRADED LANDS OF LOW SLOPES,
J. M. Laflen and I. L. Saveson
Trans, Am Soc Agr Engrs, Vol 13, No 3, pp 340-341, 1970. 4 fig,
2 ref.
Descriptors: *Mathematical studies, *Data collections, *Surface runoff,
Estimating equations, Storms, Louisiana.
Identifiers: *Data analysis.
This paper reports on analysis of surface runoff data collected during
1962, 1963, and 1964 near Baton Rouge, La. The object of the data
analysis was to develop reliable prediction equations for estimating
peak rate and total amount of surface runoff from any storm. The
hypothesis tested was that peak rate and total amount of surface runoff
could be expressed as functions of precipitation, row slope, row length,
and antecedent soil moisture. Some conclusions drawn from the experiment
include: 1) the effect of antecedent soil moisture is independent of
precipitation, if the peak rate of runoff is the dependent variable;
2) the effect of slope and length of surface runoff is not independent
of precipitation; 3) a single, precipitation - intensity measure is
sufficient for expressing the effect of precipitation on peak rate of
surface runoff.
199
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.
122
-------
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.
200
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 on the rainwater outfall in an urban area, outflow coefficients
and water losses are calculated. Futhermore, through quantitative
analysis various mathematical formulations are examined. It is con-
cluded that although mathematical tools such as the peakflow 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.
201
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.
123
-------
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
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 TDS (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.
202
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
124
-------
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.
203
RUNOFF GROUPING FOR DETECTION OF CHANGE IN RUNOFF,
Hiroshi Nakamichi and Hubert J. Morel-Seytoux
J Irrigation Drainage Div, Am Soc Civil Engrs, Vol 97, No IR 2, pp
175-290, Jun 1971. 2 fig, 2 tab, 12 graph, 20 ref.
Descriptors: *Colorado, *Colorado River, *Hydrology, *R±ver basins,
*Runoff, *Rainfall, *Rainfall^runoff relationships, *Cloud seeding,
*Hyetographs, *Analytical techniques, Regression analysis.
Identifiers: *Precipitation management, *Grouped basins.
This study was prompted by the Bureau of Reclamation to conduct a pilot
project of precipitation management in the southern part of the Rocky
Mountains, within the state of Colorado, and by a need to develop tech-
niques for rapid detection of significant hydrologic changes. Analysis
of the Upper Colorado River Basin, its hydrology, rainfall-\runoff
relationships, the effect of cloud seeding on runoff, and the suitabil-
ity of grouped basins for study are detailed. This paper shows the
value of grouping stations in an optimized manner to minimize the time
needed for evaluation of a change in runoff, and that significant
evaluation of the change in runoff can be obtained within the planned
duration of the Bureau's project provided that a 20% increase in winter
precipitation is achieved.
125
-------
204
STATISTICAL RELATIONSHIP BETWEEN STORM AND URBAN WATERSHED CHARACTER-
ISTICS,
V. V. Dhruva Narayana, M. Akbar Sial, J. Paul Riley, and Eugene K.
Israelsen
Completion Report PRWG 74-2, Aug 1970. 55 p, 11 fig, 15 tab, 47 ref,
2 append.
Descriptors: *Storm runoff, *Forecasting, *Drainage, *Watersheds
(basins), Hydrology, Surface runoff, Illinois, Urbanization.
Identifiers: *Statistical hydrology, *Flood frequency, *Urban
drainage, Urban hydrology, Urbana, Illinois, Boneyard Creek, Illinois.
Because of the rapid urban development in recent years, hydrologic
problems associated with urban watersheds have gained importance. Large
sums of money are being spent for the design of urban drainage systems
based upon inadequate procedures for predicting peak runoff rates. A
procedure is proposed for predicting peak runoff rates from small urban
and rural watersheds based upon measurable storm and watershed charac-
teristics. The technique was tested for a number of runoff events on
the Boneyard Creek watershed at Urbana, Illinois, and the results of
this test are included. The procedure will be particularly useful for
estimating runoff rates from small ungaged drainage areas, and thus will
be directly applicable to both design and water management problems.
205
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
126
-------
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.
206
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,
duration, and frequency are not constant. The drainage coefficient,
when introduced into the calculation of sewage systems, will yield
more accurate data.
207
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
127
-------
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).
208
A METHOD FOR CHARACTERIZING THE RUNOFF POTENTIAL OF RAINFALL IN WATER
HARVESTING SCHEMES,
E. Rawitz and D. Hillel
Water Resources Res, Vol 7, No 2, pp 401-405, Apr 1971. 2 tab, 4
graph, 8 ref.
Descriptors: *Rainfall-runoff relationships, *Runoff forecasting,
*Storms, Methodology, Infiltration, Rainfall disposition, Rainfall
intensities, Distribution patterns.
Identifiers: *Israel.
The ever increasing world demand for water has renewed interest in the
development of efficient runoff inducement techniques. Often only
scanty hydrologic data are available for planning purposes, and the
amount of runoff obtainable can be predicted only on the basis of the
prevailing rainfall pattern of a given location. The authors have
developed a method for evaluating the runoff producing potential of
rainfall patterns and for estimating the amount of water hypothetically
obtainable from water harvesting areas of given average infiltration
rates. Data obtained from the arid zone of Israel indicate that the
distribution of rainfall amounts in relation to rainfall intensities is
skewed toward the low intensities and that a few large storms generally
account for most of the total rainfall and runoff producing potential.
A scaling of rainfall intensity versus relative rainfall amount (fraction
of each season's total) shows that seasons with widely different total
rainfalls nevertheless have similar relative distribution patterns.
This fact suggests the possibility of finding a function that can
adequately characterize the relative intensity distribution pattern of
a region and can be used to predict runoff potential in relation to
seasonal rainfall probabilities.
209
SIMPLIFICATION OF INTEGRATED STORMWATER PLANNING FOR MODERN MULTIPLE LAND
USE IN URBAN AND SUBURBAN DEVELOPMENTS,
Pennsylvania State University, University Park. Inst for Research on
Land and Water Resources
Brian M. Reich
Mar 1970. 62 p. W70-07981, OWRR-B-OlO-PA(l), Contract DI-14-01-0001-1046,
128
-------
Descriptors: *Hydrology, *Storms, Design, Drainage, Storage, Hydrographs,
Watersheds.
Four synthetic hydrograph methods were applied on five watersheds in
hopes of simplifying planning decisions for reserved space in valley
bottoms of suburbia headwaters. Both hydrograph and routing procedures
were programmed for digital computer evaluation for the more than 300
cases considered. General conclusions include the following: 1) no
simple rules can be given on width of floodways to planners; 2) computer
methods greatly facilitate routing and synthetic hydrograph computations;
3) a great need exists for data-based methods for predicting suburban
design hydrographs in ungaged situations; and 4) a new course was de-
veloped on urban hydrology based on the studies results.
210
STOEM RUNOFF FROM CHAPARREL 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
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.
129
-------
211
EFFECTS OF URBANIZATION ON RUNOFF FROM SMALL WATERSHEDS,
Puranam Bhaskara Seshardri Sarma
Dissertation, 1970. 307 p.
Descriptors: *Rainfall-runoff relationships, Urbanization, Investiga-
tions , Analysi s.
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.
130
-------
212
PROBABILITIES FOR SIMULTANEOUS OCCURRENCE OF FLOODS IN THE DANUBE
AND INN RIVERS BEFORE AND AFTER COMPLETION OF STRUCTURES IN THE
DANUBE RIVER,
Gert A. Schultz
Wasserwirtschaft, Vol 9, pp 293-296, 1970. 9 fig, 1 tab, 6 ref.
Descriptors: *Floods, *Flooding, *Flood forecasting, Synthetic
hydrology, Hydraulic structures.
Identifiers: *Danube River, *Inn River.
The flood statistics for the city of Passau reveal that whenever
one of these two rivers carried a flood wave the other produces a
flood several days after. The Danube peak usually follows the Inn
peak. Based on 67 independent flood events between 1926 and 1967,
the probability for the "critical case" (the simultaneous occurence
of flood peaks of the Danube and Inn Rivers' confluence) has been
investigated and reported herein. An attempt has been made to
estimate the influence of hydraulic structures in the Danube river
upstream of the confluence on the "critical case" probability. If
this influence can be determined then it is possible to investigate
the future tendency of a synthetic flood frequency analysis for the
Danube river downstream of the confluence.
213
PRELIMINARY ANALYSIS OF RATE OF MOVEMENT OF STORM RUNOFF THROUGH
THE ZONE OF AERATION BENEATH A RECHARGE BASIN ON LONG ISLAND,
NEW YORK,
G. E. Seaburn
In: Geological Survey Research 1970, Chapter B, pp B196-B198, 1970.
3 fig, 1 tab, 2 ref.
Descriptors: *Infiltration, *Artificial recharge, Groundwater
movement, Storm runoff, Urbanization, Cities.
Identifiers: *Long Island, New York.
A study of recharge basins on Long Island has provided information
on the rate of movement of water through the zone of aeration.
Pertinent data were collected during 38 storms from a basin in
Central Nassau County, where the depth to the water table is 35 ft
below the bottom of the basin. In this basin the apparent downward
rate of movement averaged 5 feet per hour; it ranged from an average
of 3 feet per hour for storms in November through March to an
average of 6 feet per hour for storms in April through October.
131
-------
214
DATA ERROR EFFECTS IN UNIT HYDROGRAPH DERIVATION,
Krishan P. Singh (discussion)
J Hydraulics Div, Am Soc Civil Engrs, Vol 96, No HY7, pp 1633-1636,
Jul 1970. 1 tab, 2 ref.
Original Paper: DATA ERRORS EFFECTS IN UNIT HYDROGRAPH DERIVATION,
Eric M. Laurenson and Terence O'Donnell
J Hydraulics Div, Am Soc Civil Engrs,
Vol 95, No HY6, pp 1899-1917, Nov 1969.
Descriptors: *Unit hydrographs, *Methodology.
Identifiers: *Error analysis, *Data analysis.
The author comments upon the analysis of the errors of the first three
of the four methods of unit hydrograph derivation studied in the origi-
nal paper: (1) Laguerre Functions Method (LFM); (2) Harmonic Series
Method (HSM); (3) Least Square Method (LSM); and (4) Gamma Distribution
Method (GDM); when the basic data (the hyetograph and hydrograph) were
in errort The mean errors, as a percentage, for the four methods of
derivation using error-free data are presented in a table. Errors due
to functional structure and flexibility of the methods are demonstrated.
Further investigation is suggested concerning the fact that the derived
unit hydrographs will differ more from the true ones for smaller
durations of rainfall excess and errors in data.
215
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
132
-------
different physiographical regions of the USSR and characteristics of
the main types of reduction curves and their territorial distribution
are given.
216
URBANIZATION AND THE WATER BALANCE,
Andrew M. Spieker
In: Proceedings of Symposium on Water Balance in North America,
Jun 23-26, 1969, Alberta, Canada, American Water Resources Assoc,
Urbana, Illinois, pp 182-187, 1969. 2 fig, 8 ref.
Descriptors: *Urbanization, *Rainfall-runoff relationships, *Water
pollution sources, Cities, Time lag, Sediment load, Waste disposal,
Floods, Hydrographs, Peak discharge.
Identifiers: Urban hydrology, North America.
Urbanization modifies the hydrologic balance by causing changes in
the distribution and quality of water in time and place. The
overall quantity of water, however, remains essentially unchanged.
In extreme cases, the lack of adequate management measures can
result in catastrophic events. Several examples are cited. In
1969 floods in southern California were intensified by uncontrolled
urban sprawl in alluvial fans and canyons. Sewering of urbanized
areas on Long Island has caused an increase in direct runoff and
flood peaks, and a lowering of groundwater levels. Detailed studies
of storm runoff in Fairfax County, Virginia, have shown that
urbanization in small watersheds increases peak flow by 2 to 3
times, and shortens the lag time by about 8 times. Intensive
construction in urbanizing areas can result in sharply increased
sediment loads in streams and lakes. Chemical and bacterial
quality of water are also affected by urbanization. Studies of
Salt Creek, a small stream in suburban Chicago, indicate high
coliform and BOD levels at both low and high flows. Coliform
counts are greater at high flows, resulting from combined sewer
overflows.
217
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.
133
-------
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
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.
218
URBAN RUNOFF BY ROAD RESEARCH LABORATORY METHOD,
Leonard H. Watkins, Franklin F. Snydar, Harvey W, Duff, and George
C, C. Hsieh (discussion)
J Hydraulics Div, Am Soc Civil Engrs, Vol 96, No HY7, pp 1625-1631,
Jul 1970. 2 tab, 4 ref.
Original Paper: URBAN RUNOFF BY ROAD RESEARCH LABORATORY METHOD,
Michael L. Terstriep and John B. Stall
J Hydraulics Div, Am Soc Civil Engrs, Vol 95,
No HY6, pp 1809-1834, Nov 1969.
Descriptors: *Hydrographs, *Runoff coefficient, *Evaluation, Runoff,
Rational formula, Storm runoff.
Identifiers: *RRL method, *Urban runoff.
The authors separately discuss aspects of the article included in a
previous issue on an application of the Road Research Laboratory method
(RRL) for synthesizing urban runoff hydrographs to conditions at three
locations in the United States. Leonard Watkins describes the use of
this method in Great Britain, concluding that the amounts of runoff found
by the American authors agreed with experience in Great Britain. Frank
134
-------
Snyder discusses the theoretical applicability and other features of the
RRL method, and he concludes that more analysis is needed in regard to
the assumption of a constant runoff coefficient equal to the percentage
of impervious area connected to a storm drainage system. He also states
that; the applioafri-licty of the KRL method to urban basins with pervious
and unconnected impervious areas for infrequent design storms is limited.
Harvey Duff and George Hsieh' compare the commonly-used rational method
to the REL method for predicting urban runoff. The RRL method seems to
result in more accurate inflow predictions, but both methods predict
runoff accurately. The rational method appears easier to use; and when
the EEL method is tried, a shorter time increment is recommended.
219
MEAN ANNUAL RAINFALL/EUN-OFF EELATIONSHIP,
L. H. Young
J Ind Water Engrs, Vol 24, No 1- pp 423-430, Oct 1970. 1 fig, 3 tab.
Descriptors: *Eainfall-runoff relationships, *Cities, Analysis,
Water loss.
Identifiers: *Urban hydrology.
World wide data are analyzed to investigate the relationship between
the mean annual runoff, rainfall, and temperature of cities. Other
parameters considered are found to have little independent effect.
For non-arid climates the relationship is a straight line for
which the slope is unity for 50 degrees F, steeper for lower
temperatures, and flatter for higher temperatures. Water loss is
found to be independent of rainfall only in the region of 50
degree F. A general runoff formula is developed for the overseas
data, and a separate formula for the British Isles.
135
-------
SECTION 10.
Tunnels: Technology and Equipment
220
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.
221
CUSTOM DESIGNED SHIELD LEAVES NO SPACE BEHIND AS IT SETS TUNNEL
RINGS,
Construct Methods Equip, Vol 52, No 8, pp 64-67, 70, 72, Aug 1970.
Descriptors: *Drilling, *Tunnel construction, *Tunneling machines,
Tunnel design.
Identifiers: *Tunneling shield, *Mexico.
137
-------
A tunneling shield used to drive a 30-ft diameter bore at shallow
depths in soft, unstable ground, was designed to progress through
drive cycles without leaving an annular space behind the shield
after the shove had been made. The tunnel was driven up a
constant incline having profile variations of from 0.8 to 7% at
depths ranging from 52^ feet to 16 feet below street level.
Guidance made use of a laser and target system; excavation was
performed by a dozen miners working from the shield's six breasting
tables with pneumatic spades and rock breakers. A description of
the tunneling cycle is given.
222
VENTILATING A SEWAGE TUNNEL,
Heating Ventilating Engr, Vol 44, No 523, p 410, Feb 1971. 1 fig.
Descriptors: *Sewers, *Ventilation, *Maintenance, Tunnel technology.
Identifiers: Great Britain.
The Bournemouth Corporation uses two 36 inch fans capable of providing a
duty of 28,000 cu ft/min at a pressure of 3.5 inches s.w.g. to ventilate
a large underground coastline sewer. The ventilation allows work to be
carried out in the sewer indefinitely under normal working conditions,
and eliminates condensation problems for drying cement in the sewer.
223
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.
138
-------
224
RESEARCH AND DEVELOPMENT RELATED TO TUNNELING,
Organization for Economic Co-Operation and Development, Paris,
France
In: Advisory Conference on Tunneling of the Organization for
Economic Co-Operation and Development, Aug 1970. 108 p.
Descriptors: *Tunneling, *Research and development, Construction,
Underground structures.
Identifiers: Questionnaire.
The document is concerned with the status of applied research and
development relating to tunneling technology. Applied research
and development means theoretical and experimental studies of
new design methods and construction techniques, including studies
of the properties, character and behavior of tunnel structures,
and of the ground mass in which they are constructed.
225
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 3 1/2 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.
139
-------
226
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
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.
227
BOSTON STILL FACES A POLLUTION CONTROL PROBLEM; Deep Tunnel Plan
Proposed as Solution,
Joseph Cazzaza
Water Wastes Eng, Vol 7, No 9, pp 44-47, Sep 1970.
Descriptors: *Water pollution control, *Pollution abatement,
Sewers, Sewerage, Treatment facilities.
Identifiers: *Deep tunnel plan, *Boston, Massachusetts.
In this article the related development of combined sewerage systems
in the Boston metropolitan area is traced and some of the major
attempts to abate pollution in the harbor and its estuaries are
discussed. Presently, the sewage from the area south of the old
Boston Main Drainage District is treated at the Nut Island plant,
while most of the sewage from the remaining Metropolitan Sewerage
District is treated at the Deer Island plant. The two plants
provide primary treatment and chlorination for all dry-weather
flows from the metropolitan area, yet they cannot handle the enormous
140
-------
quantities of mixed flows during storm conditions. A description of
the deep tunnel plan, with an estimated construction cost of $430
million, is included.
228
SOFT-GROUND TUNNELING FOR STORM SEWER,
Henry R. Cooke
Civil Eng, Vol 41, No 4, pp 61-65, Apr 1971. 5 fig, 2 ref.
Descriptors: *Storm drains, *Tunnel construction, *Tunnel design,
*Tunnel linings.
Identifiers: *Toronto.
The City of Toronto recently constructed a separate storm sewer to
handle runoff from an expressway. They used two tunnel sections, one
of 12.5 ft diameter, 8,800 ft long, and one consisting of three parallel
9.5 ft diameter conduits 1,300 ft long. The three parallel conduits were
driven under a side hill composed of part fill and part natural ground.
Mining of one of the outside conduits caused the lining of the center
conduit to crack; it is concluded that the rigid secondary concrete
lining should not have been installed in the center conduit until the
other conduits were mined. It might have been preferable to have mined
the outer conduits first. The tunnel system features several types of
primary lining—light 10 gage liner plate with removable steel ribs,
steel ribs with concrete planks, and knuckle-jointed unreinforced
precast concrete segments. A mole was used for mining some sections of
the tunnels, but was abandoned because it caused uncontrollable cracking
of the concrete lining, did not operate well in loose granular soil,
and was difficult to steer. The following recommendations were derived
from this project: (1) use a light-gage liner for the primary lining;
and (2) broaden the usefulness of the moles by lessening their depen-
dence on the lining receiving jack thrusts and by providing them with
protective hoods for granular soil work.
229
DESIGN OF TUNNEL SUPPORT SYSTEM,
U. D. Deere, R. B. Pack, and J. Monsees
Paper presented at the 49th Annual Meeting of the Highway Research
Board, Jan 1970. 18 p, 1 fig, 4 tab, 10 ref.
Descriptors: *Tunnel design, *Supports, Tunnels, Excavation, Gunite,
Economics, Tunnel linings, Rock bolts, Tunneling, Tunnel construction.
Identifiers: *Tunnel supports, Rock breakage.
141
-------
Selection and design of the support system are two of many
interrelated factors in the overall design of a serviceable and
economical tunnel. The type of support, method of excavation, and
character of the ground are inseparable considerations. Factors
pertinent to good design of tunnel supports are: 1) types and
functions of tunnel support systems; 2) types of primary support
systems; 3) planning and design of tunnel support systems; 4)
modern concepts of the design of tunnel support systems; 5)
guidelines for selecting primary support systems for rock and soil
tunnels; and, 6) improvement in support systems for high-speed
tunneling. Results of studies conducted at the University of
Illinois on various aspects of design of support systems for
tunnels are described.
230
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: Gidrotekhn Stroit, 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.
231
HARD ROCK TUNNELING,
T. E. Howard
In: Advisory Conference on Tunneling of the Organization for
Economic Co-Operation and Development, Aug 1970. 74 p.
142
-------
Descriptors: *Tunneling, Construction, Underground structures,
Drilling.
Identifiers: *Hard rock tunneling, Technological improvement,
Questionnaire.
The report is intended to facilitate the orderly development of
tunneling technology by focusing attention on the inadequacies
of rock tunneling and the improvements that are needed. The data
presented were derived from the results of a comprehensive
questionnaire that was completed by individuals and organizations
in 17 countries.
232
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.
233
POTENTIAL IMPACT OF TUNNELS ON WATER POLLUTION AND FLOOD CONTROL IN THE
CHICAGO AREA,
Forrest C. Neil
Paper presented at the Am Soc Civil Engrs Environ Meeting, Chicago,
Oct 13-17, 1969, 21 p, 6 fig.
143
-------
Descriptors: Underground storage, *Tunnels, *Control structures,
*Sewers, *Flood control, *Water pollution control, Drainage systems,
Design, Storm runoff, Separation techniques.
Identifiers: *Chicago, Illinois.
A novel approach to the solution of water pollution and flood control
problems in Chicago is described. It is part of a $2 billion, 10 year
approach to meet water quality standards. The present combined sewer
systems cannot handle the tremendous quantities of wastewater inputs
during periods of precipitation when storm runoff is appreciable.
Wastes discharged to the canal system, as a result of the overflows,
are contributing to the pollution of Lake Michigan and the surrounding
rivers. Sewer separation alone would not improve water quality in
the waterways sufficiently to meet established standards. A separate
sanitary sewer system would cost over 4 billion dollars. A system of
deep tunnels for temporary subsurface storage of combined sewer over-
flows is desirable. This method could be achieved at less than 25%
of the cost of sewer separation, using rock mole machines.
234
IMMERSED TUNNEL CONSTRUCTION,
H. C. Wentink
In: Advisory Conference on Tunneling of the Organization for
Economic Co-Operation and Development, Aug 1970. 42 p.
Descriptors: *Tunneling, Construction, Underground structures.
Identifiers: *Immersed tunnels, Technological improvement,
Questionnaire.
The document is concerned with tunnels composed of elements
constructed in a dry-dock or on a slipway and subsequently
transported to the construction site, where they are sunk, placed
on a foundation, and connected together under water. The
questionnaire dealing with immersed tunnels brought in replies
from twelve countries, many of which were based only on a
theoretical knowledge of the subject or on experience with tunnels
of very small cross-section.
144
-------
SUBJECT INDEX
Activated carbon
090, 163, 165, 182
\
Activated sludge
054, 137, 176, 177
Administration
008
Administrative agencies
140, 141
Administrative decisions
141
Arlandri a, Vi rgin ia
110, 111
Arlington County, Virginia
110, 111
Artificial recharge
213
Aquatic life
096
Asbestos-cement pipes
010
Aeration
031, 098, 177
Air pollution control
091
Akron, Ohio
036
Assessments
061
Automatic control
022, 033, 175, 177
Average-lag method
044
Alexandria, Virginia
110, 111
Algae
029
Algal growth
078
Alum
182
Backwater
142
Basins
207
Battelle Northwest Institute
163
Benefits
136
Analysis
013, 122, 126, 128, 191,
211, 219
Analytical techniques
131, 203
Anistropy
230
Annual costs
090
Antecedent precipitation
188
Benthos
095
Biochemical oxygen demand
027, 029, 066, 096, 098,
133, 137
Bolts
003
Boneyard Creek, Illinois
204
Boring
232
145
-------
Boston, Massachusetts
052, 086, 227
Bucyrus, Ohio
098
Bypasses
174
Calibrations
047
California
220
Cambridge, Maryland
026
Canada
012, 087, 226
Canonical correlation
210
Capacity
Oil, 039
Capital costs
090, 137
Channel morphology
048, 143
Chattanooga, Tennessee
Oil
Chemical plants
179
Chemical properties
138
Chemical treatment
163
Chemical wastes
179
Chicago, Illinois
075, 174, 233
Chlorination
031, 131, 132, 173
Chlorine
027
Choptank River
026
Cincinnati, Ohio
064, 067
Cities
067, 069, 073, 074, 079,
084, 097, 103, 129, 140,
142, 144, 145, 146, 207,
213, 216, 219
City planning
055, 084, 139
Cleaning
004
Cleveland, Ohio
099, 139
Closed circuit television
006
Cloud seeding
203
Coagulation
163 , .
Coliforms ! !
029, 098, 131, 169, 170
Collecting basins
043
Colorado
047, 172, 203
Colorado River
203
Colorado Springs, Colorado
003
Columbia, Maryland
077, 171
Combined sewage
065, 076, 169, 182
Combined sewer overflow
027, 064, 185
146
-------
Combined sewers
022, 025, 026, 028, 029,
030, 031, 033, 034, 035,
036, 040, 050, 070, 081,
083, 088, 089, 090, 095,
098, 099, 100, 107, 109,
131, 132, 133, 160, 161,
163, 169, 183, 184
Comparative performance
122, 123
Computer models
077
Computer programs
046, 047, 049, 053, 062,
063, 192, 193
Computers
033, 062, 074
Concrete construction
015, 166, 220
Concrete lining
225
Concrete pipes
016
Conduits
147
Conferences
102
Connecticut
092, 093, 116, 117
Construction
003, 005, 007, 009, 010,
Oil, 012, 020, 059, 083,
164, 177, 185, 224, 231,
234
Construction allowance
087
Construction costs
007, 037, 053, 111
Construction equipment
003, 007, 013, 057
Construction materials
005, 015, 016, 017, 052,
055, 083
Contracts
101, 139, 181
Control
029, 116
Control structures
012, 233
Control systems
018, 033, 034, 038, 088,
089, 133, 166
Conveyance structures
050
Correlation analysis
028, 073
Cost allocation
084
Cost analysis
084, 169
Cost-benefit analysis
061, 090, 097, 187
Cost comparisons
004, 027, 084, 180
Costs
Oil, 016, 026, 042, 050,
084, 101, 128, 130, 133,
137, 163, 164, 171, 225,
226
Cost sharing
084
Cost trends
084
Cranes
007
Creeks
143
Critical flow
046, 049
147
-------
Culverts
108
Dallas, Texas
181
Design storm
169, 215
Desintan
158
Damages
149, 150, 152
Danube River
212
Data acquisitions
018
Data analysis
198, 214
Data collections
014, 038, 057, 070, 131,
192, 198, 200
Data processing
199
Deep tunnel plan
227
Denver, Colorado
172
Depth-area-duration analysis
090, 188
Desalination
134
Design
009, 017, 029, 041, 042,
060, 062, 063, 087, 088,
089, 112, 114, 115, 156,
209, 233
Design criteria
009, 060, 062, 125, 126,
137, 192
Design flood
217
Design research
041
Design standards
058, 105
Des Moines, Iowa
061
Detention reservoirs
066, 179
Detention time
182
Detroit, Michigan
038, 164, 165
Digital computers
194
Dis charge
031
Discharge measurement
131
Discharge modulation
032
Discharge (water)
046, 146, 188, 200
Discussion
044, 045
Disinfectants
158
Disinfection
169
Dissolved solids
137
Distribution patterns
208
District of Columbia
090, 100
Ditches
017, 205
Domestic wastes
176
148
-------
Drainage
041, 071, 092, 093, 098,
108, 110, 112, 114, 115,
116, 117, 128, 156, 189,
195, 204, 206, 209
Drainage districts
061
Effluents
014, 078, 131, 175, 179
Effluent tax
132, 133
Elasticity (mechanical)
230
Drainage effects
149, 195
Drainage engineering
017, 056, 111, 186
Drainage practices
058, 143, 146
Drainage systems
003, 051, 058, 063, 085,
104, 105, 107, 109, 141,
142, 144, 145, 146, 148,
149, 152, 153, 167, 172,
183, 186, 205, 207, 233
Drainage volume
205
Drainage water
100, 145
Drains
151, 192
Drilling
221, 225, 231
Drilling equipment
225
Electrical equipment
152
Electrode potential
032
Electronic equipment
223
Energy dissipator
112
Engineering
135
Environmental control
091
Environmental effects
133
Environmental engineering
091, 136
Equations
049
Equipment
001, 013, 023, 040, 083,
167
Duration curves
188
Eas ements
141
Erosion
112
Erosion control
071
Economics
103, 132, 180, 193, 229
Ecorse River, Michigan
103
Error analysis
143
Estimated costs
084
Estimating equations
198
149
-------
Eutrophication
102
Evaluation
013, 073, 097, 171, 218
Excavation
007, 229, 232
Excessive precipitation
147
Failure (mechanics)
019
Farm wastes
137
Feasibility
170, 171, 178
Feasibility studies
099, 100, 168, 181
Filters
170
Filtration
027, 090, 170, 177
Fishkill
029, 158
Fixed screens
028
Flint, Michigan
104, 107
Flocculation
169, 182
Flood control
110, 111, 142, 193, 233
Flood damage
110, 142, 144, 146, 147,
149, 151, 155, 193
Flood forecasting
110, 197, 212
Flood frequency
204
Flood gates
142
Flooding
143, 146, 147, 155, 212
Flood plains
110, 193
Flood protection
111, 136, 155
Flood routing
044, 045, 046, 047, 048,
049, 191
Floods
092, 093, 109, 114, 115,
116, 117, 151, 190, 197,
212, 216, 217
Floodwater
144, 150
Flotation
031
Flow
045, 046, 049, 050, 065,
098, 100, 112, 144, 147
Flow control
034
Flow measurement
053, 090, 121, 186
Flowmeters
024
Flow rates
039, 063, 085, 119, 121,
144, ]86
Flow resistance
048
Flow separation
167
Flow velocity
205
Fluidic regulators
036
Flushing systems
050
150
-------
Forecasting
097, 098, 200
Foreign research
079
Forests
190
Fourmile Run, Virginia
110, 111
Funding
091
Future planning
037, 107, 154
Germany
037, 155, 158, 176, 190,
202
Gloucester County, New Jersey
017
Great Britain
006, 019, 020, 051, 059,
118, 119, 120, 121, 122,
123, 124, 125, 126, 127,
130, 134, 137, 167, 177,
222
Groundwater basins
029
Groundwater movement
213
Grouped basins
203
Gulf Coast
055
Gunite
Oil, 229
Hard rock tunneling
231
Harrison, Arkansas
113
Historical review
119
Humus
177
Hydraulic calculations
189, 205, 206, 207
Hydraulic design
048, 169
Hydraulic models
046, 047, 048, 192
Hydraulics
048, 058, 135, 186, 187,
192, 194, 195
Hydraulic structures
212
Hydrograph analysis
020, 188, 215
Hydrographs
044, 045, 065, 076, 196,
197, 209, 210, 216, 217,
218
Hydrography
192, 098
Hydrologic cycle
199
Hydrologic data
070
Hydrology
058, 065, 076, 100, 133,
135, 187, 203, 204, 209
Hyetographs
203, 215
Illinois
145, 187, 204, 217
Immersed tunnels
234
India
188
Industrial treatment
166
151
-------
Industrial wastes
080, 096
Industries
129
Iowa
148, 152
Irrigation design
036
Infiltration
043, 053, 055, 056, 087,
098, 107, 132, 133, 181,
188, 200, 208, 213
Infiltration rate
191
Infiltration remedies
056
Inflow
087
Information exchange
134
Inn River
212
Inorganic coagulant
182
Inspection
006
Installation
005, 017, 057, 105
Ins trumentat ion
008, 018, 024, 047, 175,
177, 191
Interception
188
Interceptor sewers
098
International hydrological decade
135, 187
Interstate rivers
102
Investigations
020, 026, 030, 032, 069,
078, 082, 085, 087, 097,
118, 119, 131, 190, 200,
211
Israel
208
Jamaica Bay, New York
131
Japan
057, 076, 094, 096, 154,
157, 178, 200
Joints (connections)
017
Judicial decisions
142, 144, 146, 147, 148,
149, 150, 152, 153, 155,
158
Kansas City, Missouri
142
Kano River Basin
157
Kentucky
144, 147
Laboratory tests
026, 028, 032, 047, 122,
163, 165, 182
Labor mobility
007
Lake Erie
098, 099
Lake Mendota, Wisconsin
072
Lakes
094
Land management
193
Land tenure
141, 144
Land use
193
152
-------
Laser beams
225
Law enforcement
129
Lead
138
Leakage
104
Legal aspects
139, 140, 143, 144, 145,
146, 148, 149, 150, 151,
152, 153, 155
Legislation
084, 086, 096, 129, 137,
140, 154
Loading rates
137
Local governments
144
Louisiana
198
Long Island, New York
213
Los Angeles, California
058, 186
Macomb County. Michigan
068
Maintenance
004, 088, 089, 150, 222
Management
115
Mannings equation
042
Mapping
199
Maps
115, 199
Mathematical models
046, 049, 065, 076, 077,
102, 103, 132, 133, 187,
194
Mathematical studies
043, 049, 124, 198, 200,
205, 206
Meas urement
032, 189, 191
Mercer County, New Jersey
106, 108
Meteorological data
191
Methodology
008, 041, 057, 063, 159,
191, 196, 208, 214
Mexico
Materials
007
221
Michigan
068
Microbiology
138
Microstraining
027, 160
Milk River
169
Milwaukee, Wisconsin
024
Minneapolis-Saint Paul Sanitary District
033
Minnesota
034
Missouri
151
Model studies
067, 097, 118, 119, 122,
135, 186, 192, 193, 217
Mogden formula
137
153
-------
Monitoring
008, 018, 034, 038, 096,
175, 183, 201
Mount Clemens, Michigan
161
Multiple-purpose projects
136
Multiple regression
210
Nutrients
081
Oakland County, Michigan
068
Oklahoma
073
On-site investigations
095, 118, 119, 121, 123,
126
Municipal wastes
104, 105, 148
Municipal water
172, 207
Natural flow
143
Natural streams
145
New Jersey
108, 114, 115
New Orleans, Lousiana
104, 105
New York
146, 150
Nitrates
080
Nitrogen
138
Nitrogen sources
080
Non-uniform flow
048
North Carolina
071, 085
North America
216
Numerical analysis
049
Open channel flow
045, 192
Operation and maintenance
185
Operations
088, 089, 126
Optimization
042, 077, 132
Organic loading
090
Organic removal
182
Outlets
145, 150
Overflow
023, 025, 026, 029, 030,
031, 036, 039, 050, 053,
059, 081, 082, 083, 084,
085, 086, 088, 089, 090,
095, 098, 099, 100, 119,
121, 131, 133, 143, 144,
146, 147, 148, 151, 155,
161, 162, 164, 169, 170,
174, 179, 184, 185, 207
Overflow abatement
038
Overflow purification
173
Overflow quality
088, 089
Overflow quantity
088, 089
154
-------
Overflow regulators
034
Overflow setting
124
Overland flow
192
Oxidation
173
Oxidation lagoons
098
0Donation
160
Ozone
027, 160, 173
Parametric hydrology
073, 197
Parametrics
085, 189, 191, 211
Patents
002, 162
Path of pollutants
104, 105
Paving
144
Peak discharge
020, 216, 217
Peak loads
039
Pennsauken Township, New Jersey
016
Pennsylvania
141, 153
Phenols
158
Philadelphia, Pennsylvania
036, 160, 173
Photography
014
Phosphorus
138
Physical-chemical process
182
Pilot plants
026, 100, 160, 163, 165,
181
Pipelines
017, 055, 162
Pipes
003, 009, 010, 112, 151,
185
Planning
051, 092, 093, 110, 111,
115, 136, 164, 187, 189
Pollutant identification
095, 105
Pollutants
014, 069, 090
Pollution abatement
Oil, 021, 023, 031, 032,
033, 034, 056, 086, 090,
091, 104, 105, 107, 227
Pollution sensitive organisms
029
Polyelectrolytes
182
Polymers
039
Ponds
076
Population
102
Population equivalents
137
Potable water
140
Potential resources
136
155
-------
Potomac River
102
Preassembly
003, 007
Precipitation intensity
202
Precipitation management
203
Pressure tunnels
230
Process economics
182
Project feasibility
184
Project planning
113, 180
Proposals
091
Publications
118, 119, 120, 121, 122,
123, 124, 125, 126, 127
Public health
072, 148, 154
Pumping equipment
002
Rainfall
041, 098, 108, 115, 121,
151, 188, 202, 203, 210
Rainfall disposition
208
Rainfall intensity
061, 090, 149, 208, 215
Rainfall-runoff relationships
020, 058, 090, 135, 144,
169, 179, 187, 199, 200,
203, 208, 211, 215, 216,
217, 219
Rain water
147, 206, 207
Rates
141
Rational formula
135, 195, 218
Raw sewage
182
Reconstruction
226
Recovery
182
Recreation
136
Pumping plants
009, 100, 162, 226
Pumps
009
Recreation facilities
090
Regeneration
182
Quality control
175
Regional flood
110
Quantitative analysis
200
Questionnaire
224, 231, 234
Racine, Wisconsin
025
Regional planning
106, 108, 172, 183
Regression analysis
203
Regulated flow
022, 033
Regulation
036, 088, 089
156
-------
Relative rights
143
Remote control
034, 183
Remote sensing
014
Rensselaer County, New York
128
Repairing
Oil, 104, 105
Research and development
134, 135, 181, 187, 201,
224
Reservoir storage
207
Retaining grid
002
Retention
029, 099, 136
Reviews
133
Rhodesia
078
Richland, Washington
182
Riparian rights
146
River authority
137
River basins
203
Rivers
096
Road construction
144
Roads
115
Rock bolts
225, 229
Rock breakage
229
Rock excavation
223
Rocks
Roofs
230, 232
151
Rotary screens
030
Roughness (hydraulic)
048
Routing
046, 047, 049
RRL method
169, 218
Rubber storage containers
100
Runoff
041, 046, 073, 108, 110,
111, 134, 142, 192, 194,
197, 199, 202, 203, 210,
218
Runoff coefficient
061, 218
Runoff forecasting
058, 191, 195, 196, 197,
208
Safety
007, 225
Salmonella
072
Sampling
028, 053, 069, 085, 138,
201
Sandusky, Ohio
098
Roanoke, Virginia
053
157
-------
San Francisco, California
031
San Francisco Bay
031, 132
Sanitary engineering
092, 093, 107, 109
Sanitary sewers
052, 053, 054, 055, 056,
057, 107
Scotland
082
Screens
030, 040
Screen separator
001
Seasonal variations
182
Sedimentation
169, 177
Sediment control
077
Sediment load
216
Separation techniques
030, 107
Sediment yield
020
Seepage
143, 149
Seneca Falls, New York
054
Seneca River
054
Sensors
175
Separation techniques
022, 052, 083, 084, 091,
166, 167, 184, 233
Settlement (structural)
142
Settling basins
169
Sewage
002, 009, 021, 064, 076,
080, 081, 092, 093, 121,
129, 169
Sewage composition
121
Sewage disposal
032, 070, 101, 118, 128,
130, 141, 148, 167, 174
Sewage districts
140
Sewage effluents
031
Sewage flow regulator
022
Sewage lagoons
184
Sewage treatment
001, 021, 025, 028, 054,
059, 070, 082, 101, 107,
113, 137, 140, 161, 163,
164, 165, 167, 175, 182
Sewerage
010, 015, 024, 028, 031,
035, 037, 038, 042, 051,
052, 054, 066, 074, 075,
076, 083, 087, 094, 096,
097, 098, 100, 101, 104,
105, 107, 154, 156, 162,
176, 185, 189, 206, 227
Sewerage systems
015
Sewerage water
178
Sewer cleansing
050
Sewer flow
038
Sewer flushing
050
158
-------
Sewer inspection
104, 105
Sewer leakage
104, 105
Sewer lining
Oil
Sewer overflows
028
Sewer repairs
104
Sewers
006,
025,
037,
043,
059,
091,
106,
128,
140,
145,
152,
172,
222,
Shear drag
048
Oil,
027,
038,
050,
062,
093,
107,
130,
141,
146,
153,
176,
226,
016,
033,
039,
051,
066,
101,
113,
133,
142,
148,
154,
183,
227,
019,
034,
041,
053,
083,
104,
117,
137,
143,
149,
156,
185,
233
023,
036,
042,
055,
090,
105,
118,
139,
144,
150,
161,
189,
Simulation analysis
073, 074, 103, 192
Sludge
029, 163
Sludge treatment
167, 177
Snowmelt
138, 190
Soil erosion
020, 091
Soil surfaces
144
Solids removal
028
Solid wastes
075, 170
Southwest U.S.
168
Specifications
007
Stabilization
099
Standards
060, 090, 091, 109, 133,
154, 156, 157, 159
Statistical hydrology
204
Statistical methods
215
Statistical models
073
Statistics
070, 197
Steel pipes
005, 057
Stilling basins
112
Storage
026, 035, 114, 209
Storage capacity
066
Storage facilities
026
Storage tanks
059, 082, 100, 133, 167
Storm drains
016, 046, 047, 048, 049,
050, 052, 058, 060, 063,
072, 104, 105, 109, 117,
132, 142, 143, 144, 145,
148, 149, 150, 151, 152,
153, 184, 195, 207, 228
Storm overflows
025, 030, 040, 086, 118,
119, 120, 122, 123, 124,
125, 127, 130, 131
159
-------
Storm runoff
009, 020, 021, 022, 023,
027, 028, 038, 041, 044,
045, 046, 049, 053, 056,
058, 059, 060, 064, 065,
066, 068, 069, 070, 071,
074, 075, 076, 077, 079,
080, 081, 082, 083, 084,
085, 090, 095, 097, 098,
100, 103, 107, 110, 111,
118, 119, 121, 133, 135,
136, 138, 143, 145, 148,
149, 150, 152, 153, 161,
164, 167, 169, 172, 173,
174, 179, 181, 183, 185,
186, 187, 188, 189, 191,
192, 193, 195, 201, 202,
204, 206, 207, 210, 213,
217, 218, 233
Storms
035, 112, 114, 115, 128,
150, 188, 198, 208, 209,
210
Storm sewage
035, 058, 060, 067, 132,
133, 163, 165, 174
Storm sewer design
062
Storm sewers
003, 007, 025, 041, 045,
058, 060, 061, 062, 084,
092, 093, 109, 113, 114,
115, 116, 117, 124, 144,
185
Streamflow
098, 199
Streamflow forecasting
188
Streams
146, 147, 153
Stream standards
133
Street drainage
186
Street intersections
186
Structural analysis
125
Structural design
012
Structural engineering
125
Structures
012, 115, 118, 125
Subsurface structures
232
Suction machine
004
Summary
127
Storm tanks
035, 119, 126
Storm
water
108, 136
Supercritical flow
046, 049
Supports
229
Storm water drainage
071
Surface drainage
071
Storm water overflow
050, 160, 184
Storm water pollution
104, 105
Storm water treatment
166
Surface runoff
033, 034, 071, 079, 144,
145, 152, 153, 172, 198,
204, 217
Surface waters
120, 143, 149
160
-------
Surveys
013, 053, 055, 056, 082,
085, 087, 095, 108, 118,
120, 225
Suspended load
098, 170, 202
Suspended solids
066, 137, 138
Suspended solids removal
027
Sweden
138
Synthetic hydrology
'212
Systems analysis
077, 103, 184
Teaneck, New Jersey
004
Technical feasibility
083, 090
Technological improvement
231, 234
Televised inspection
104, 105
Tertiary treatment
102, 137, 167, 178
Testing
019
Thermal sludge rotting
176
Tide gates
008, 089
Time lag
216
Toledo, Ohio
109
Toronto
228
Toxic materials
170
Treatment
035
Treatment facilities
009, 013, 024, 025, 037,
051, 055, 059, 064, 083,
084, 086, 091, 096, 099,
106, 107, 139, 156, 158,
164, 166, 167, 170, 174,
176, 177, 181, 184, 227
Treatment methods
030, 055, 083, 099, 133,
170, 174, 185
Tulsa, Oklahoma
069, 073
Tunnel construction
220, 221, 225, 226, 228,
229
Tunnel design
090, 221, 228, 229
Tunnel hydraulics
220
Tunneling
057, 223, 224, 225, 226,
229, 230, 231, 234
Tunneling controls
225
Tunneling machines
220, 221, 223, 225
Tunneling methods
225
Tunneling shield
220, 221
Tunnel linings
220, 228, 229, 230
Tunnels
220, 225, 226, 229, 232,
233
Tunnel supports
229
Tunnel technology
222
161
-------
Ultrasonic filtration
170
Ultrasonics
024, 1970
Underground storage
033
Underground structures
112, 152, 224, 230, 231
234
Urban runoff
033, 067, 070, 071, 073,
078, 098, 138, 218
USSR
015, 079, 215
Ventillation
222
Venturi flumes
100
Underwater
026
Underwater storage
100
Union County, New Jersey
114, 115
United States
087
Viewpoint
117
Washington
159
Waste disposal
075, 091, 159, 185
Waste storage
100
Unit hydrograph
214
Unsteady flow
046, 047, 048, 049
Urbana, Illinois
204
Urban drainage
029, 201, 204
Urban hydrology
020, 058, 077, 135, 187,
192, 195, 200, 201, 204,
216, 219
Urbanization
003, 020, 034, 069, 070
071, 077, 079, 080, 081
085, 092, 093, 103, 107
109, 110, 111, 113, 135,
141, 153, 157, 181, 186,
187, 193, 201, 202, 204,
211, 213, 216, 217
Urban planning
116, 117
Urban renewal
052, 184
Waste treatment
064, 091, 106, 156
Waste water analysis
098
Wastewater Concentrator
001, 021, 023, 040
Waste water (pollution)
106
Waste water treatment
021, 023, 028, 030, 065
074, 076, 090, 099, 104
134, 160, 170, 173, 185
Water analysis
169
Water balance
199
Water distribution (applied)
134
Water injury
142, 152
Water loss
200, 219
162
-------
Water management (applied)
103, 19A
Water measurement
186
Water pollution
031, 053, 065, 069, 076,
083, 085, 102, 105, 133,
140, 154, 171
Water pollution control
008, 027, 050, 068, 077,
091, 097, 104, 105, 107,
129, 133, 139, 157, 164,
165, 166, 171, 175, 180,
183, 223, 227
Water pollution effects
079, 138
Water pollution sources
012, 043, 069, 070, 074,
075, 078, 079, 081, 085,
086, 095, 097, 120, 130,
131, 133, 139, 157, 174,
183, 201, 202, 216
Water pollution studies
014
Water pressure
152
Water purification
173, 178
Water quality
027, 065, 066, 067, 071,
074, 078, 085, 094, 095,
096, 131, 133, 154, 156,
159, 201
Water quality control
071, 086, 104, 105, 129,
133, 157, 159, 187, 201
Water resources
106, 116 178, 201
Water resources development
084, 168, 187
Water resources research
135, 187
Water reuse
077, 090, 134, 161, 171,
174, 180, 181, 201
Water rights
145
Watersheds
017, 073, 097, 204, 209,
210
Water storage
090, 100, 134, 171, 188
Water supply
010, 077, 080, 092, 102,
113, 128, 134, 140, 168,
172
Water supply systems
015
Water table
055
Water tightness
019
Water treatment
068, 078, 100, 171, 201
Waves (water)
046, 047, 049
West Germany
199
Wilde Lake, Maryland
171
Wisconsin
072, 140, 143, 149
163
-------
Ultrasonic filtration
170
Ultrasonics
024, 170
Underground storage
033
Underground structures
112, 152, 224, 230, 231,
234
Urban runoff
033, 067, 070, 071, 073,
078, 098, 138, 218
USSR
015, 079, 215
Ventillation
222
Venturi flumes
100
Underwater
026
Viewpoint
117
Underwater storage
100
Union County, New Jersey
114, 115
United States
087
Washington
159
Waste disposal
075, 091, 159, 185
Waste storage
100
Unit hydrographs
214
Unsteady flow
046, 047, 048, 049
Urbana, Illinois
204
Urban drainage
029, 201, 204
Urban hydrology
020, 058, 077, 135, 187,
192, 195, 200, 201, 204,
216, 219
Urbanization
003, 020, 034, 069, 070,
071, 077, 079, 080, 081,
085, 092, 093, 103, 107,
109, 110, 111, 113, 135,
141, 153, 157, 181, 186,
187, 193, 201, 202, 204,
211, 213, 216, 217
Urban planning
116, 117
Urban renewal
052, 184
Waste treatment
064, 091, 106, 156
Waste water analysis
098
Wastewater Concentrator
001, 021, 023, 040
Waste water (pollution)
106
Waste water treatment
021, 023, 028, 030, 065,
074, 076, 090, 099, 104,
134, 160, 170, 173, 185
Water analysis
169
Water balance
199
Water distribution (applied)
134
Water injury
142, 152
Water loss
200, 219
164
-------
AUTHOR INDEX
Albertson, M. L.
172
Anderson, James J.
033, 034
Ando, Tokiya
178
Armstrong, Ellis L.
225
Austin, T. Al
070
Barnes, A. H.
046, 047, 048,
Bauer, W. J.
187
049
Bruce, William E.
232
Bryan, Edward H.
071
Burmeister, Friedrich Wilhelm
009
Calkins, Myron D.
060
Calvert, J. T.
130
Cartmill, Robert Hasbrouck
191
Caster, Arthur D.
064
Beardsley, G.
226
Cazzaza, Joseph
227
Beaumont, Peter
059
Chabelski, Zygmunt
010
Bender, Rene J.
008, 173
Bennett, K. W.
129
Chen, Carl W.
192
Christenson, Eleanor H.
072
Bhatnagar, A.
188
Billmeier, Ernst
189
Boland, John J.
077
Brassill, L.
041
Brechtel, H. M.
190
Brisbin, Sterling G.
054
Chumakov, I. S.
015
Claudon, David G.
072
Cleveland, Jerry Gay
073
Cooke, Henry R.
228
Dague, Richard R.
061
Dawson, G. W.
182
Brownlee, Robert C.
070
Day, John C.
193
165
-------
Deere, U. D.
229
Dewling, R. T.
131
Dharmadhikari, Vishnu V.
201
Dick, Elliot C.
072
Heaney, James P-
075
Hedley, G.
066
Hibberd, R. L.
137
Hillel, D.
208
Duff, Harvey, W.
218
Howard, T. E.
231
Englerth, William M.
Oil
Hsieh, George C. C.
218
Eristov, V. S.
230
Huff, Floyd A.
217
Escritt, L. B.
035
Feuecstein, Donald L.
074
Russia, E.
155
Inaba, K.
076
Fitzpatrick, John R.
012
Israelsen, Eugene K.
204
Fleming, George
194
Jenkins, S. H.
175
Freeman, Peter A.
036
Friberg, S.
138
Friedland, A. 0.
065
Fujisawa, Takae
154
Gatillo, P. D.
079
Jesse, Wolfgang
176
Jones, D. Earl
195, 196
Karnousky, Franz
037
King, M. V.
066
Kingery, J.
131
Gregory, K. J.
020
Kinnear, B. R.
177
Gurnham, C. F.
174
Hamilton, E. R.
174
Kleeberg, H. B.
197
Kohlhaas, Charles Albert
132, 133
166
-------
Kollar, K. L.
013
Kotanska, Czeslawa
010
Kuribayashi, Munehito
156
Laflen, J. M.
198
Lane, R. K.
014
Larson, David A.
232
Lawton, Gerald W.
072
Lehtinen, H.
138
Lerner, V. I.
015
Liebscher, H.
199
Miyahara, Shozo
178
Monsees, J.
229
Moores, Charles W.
179
Morel-Seytoux, Hubert J.
203
Morrell, Roger J.
232
Muenden, Hann
190
Muller, Wilhelm J.
202
Munz, Walter
043
Nakamichi, Hiroshi
203
Narayana, V. V. Dhruva
204
Ludwig, H. F.
065
MatDonald, Frank W.
055
Mallory, Charles W.
077
Matsubara, Shigeaki
200
Mayer, John K.
055
McFall, Robert L.
194
McKendrick, J.
078
Merritt, LaVere Barrus
042
Mische, Eric F.
201
Neil, Forrest C.
233
Odell, R. I.
134
Ogawa, Yoji
157
Olesen, D. E.
182
Pack, R. B.
229
Pagan, Alfred R.
016, 017
Pecher, Rolf
205, 206, 207
Porter, J. W.
180
Pravoshinsky, N. A.
079
167
-------
Raible, Raymond W.
018
Rambow, Carl A.
159
Schultz, Gert A.
212
Seaburn, G. E.
213
Rawitz, E.
208
Seidenberg, I.
131
Reich, Brian M.
209
Shea, T. G.
065
Remus, Gerald
038
Sheaffer, John R.
136
Rice, Irvin M.
181
Shubinski, Robert P.
192
Rice, Raymond Martin
210
Shuckrow, A. J.
182
Rickman, F. D.
062
Sial, M. Akbar
204
Riddle, W. G.
056
Simpson, James R.
137
Riley, J. Paul
204
Singh, Krishan P.
214
Rogers, Richard A.
063
Smirnova, E. A.
215
Salt, S. R.
051
Snyder, Franklin F.
218
Sander
158
Soderlund, G.
138
Santry, I. W.
039
Spieker, Andrew M.
216
Sarma, Puranam Bhaskara Seshardi
211
Stall, John B.
217
Saunders, K. J.
019
Steimle, Stephen E.
055
Saveson, I. L.
198
Stein, William J.
064
Sawicki, Wladyslaw
010
Su, Shih-Tun
044
Schaake, John C.
135
Suhre, Barrel
183
168
-------
Sullivan, Richard H.
075
Sylvester, Robert 0.
159
Symons, James M.
080
Talley, Walter J.
040
Taylor, D. C.
172
Terstriep, Michael L.
217
Williams, R. K.
078
Yen, Ben Chie
045
Yevjevich, V.
046, 047, 048, 049
Yokoo, Masai
200
Young, L. H.
219
Youngwirth, William G.
013
Testerman, M. K.
018
Thompson, Donald I.
072
Tucker, L. S.
172
Van Sickle, Norman
184
Viessman, W.
067
Wakabayashi, Jiro
057
Walling, D. E.
020
Watkins, Leonard H.
218
Weibel, S. R.
081
Weiner, D. J.
185
Wells, Dan M.
070
Wentink, H. C.
234
169
-------
JOURNAL LIST
Abbreviation
1. Advan Instr 1.
2. Am City 2.
3. Appl Microbiol 3.
4. Ber Inst Wasserwirt Gesundheits- 4.
ingenieurwesen
5. Beton i Zhelezobeton 5.
6. Brewing Trade Review 6.
7. Chem Eng 7.
8. Chem Week 8.
9. Civil Eng 9.
10. Construct Methods Equip 10.
11. Consulting Engr 11.
12. Delaware Valley Ind 12.
13. Effluent Water Treat J 13.
14. Eng Contract Record 14.
15. Eng News-Record 15.
16. Filtration Eng 16.
17. Gas- Wasserfach (Wasser/Abwasser) 17.
18. Gaz, Woda Tech Sanit ,18.
19. Heating Ventilation Engr 19.
20. Inst Civil Engrs (London) 20.
21. Instrumentation Technol 21.
22. Iron Age 22.
23. J Am Water Works Assoc 23.
24. J Construct Div, Am Soc Civil Engrs 24.
Full Title
Advances in Instrumentation
The American City
Applied Microbiology
Berichte der Institute Wasserwirtschaft
Gesundheitsingenieurwesen
Beton i Zhelezobeton
Brewing Trade Review
Chemical Engineering
Chemical Week
Civil Engineering
Construction Methods and Equipment
Consulting Engineer
Delaware Valley Industries
Effluent and Water Treatment Journal
Engineering & Contract Record
Engineering News - Record
Filtration Engineering
Gas- und Wasserfach (Wasser/Abwasser)
Gaz, Woda i Technika Sanitarna
Heating and Ventilation Engineer
Institution of Civil Engineers (London)
Instrumentation Technology
Iron Age
Journal of the American Water Works
Association
Journal of the Construction Division,
American Society of Civil Engineers
171
-------
25. J Hydraulics Div, Am Soc Civil Engrs 25.
26. J Hydrol
27. J Ind Water Engrs
28. J Inst Munic Engrs (London)
29. J Inst Public Health Engrs
30. J Irrigation Drainage Div,
Am Soc Civil Engrs
32. J Urban Planning Develop Div,
Am Soc Civil Engrs
33. J Water Pollution Control Fed
34. Kogai to Taisaku
35. Machine Design
36. Measurement Control
37- Mod Power Eng
38. Nation's Cities
39. Oil Gas J
40. Petro/Chem Engr
41. Power
42. Public Works
43. Sangyo Kogai
44. Soc Civil Engrs
45. Staedtehyg
46. Surveyor
47. Toki no Horei
26.
27-
28.
29.
30.
31. J Sanit Eng Div, Am Soc Civil Engrs 31.
32.
33.
34.
35.
36.
37.
38.
39.
40.
41.
42.
43.
44.
.45.
46.
47.
Journal of the Hydraulics Division,
American Society of Civil Engineers
Journal of Hydrology
Journal of the Industrial Water
Engineers
Journal of the Institution of
Municipal Engineers (London)
Journal of the Institution of Public
Health Engineers
Journal of the Irrigation and Drainage
Division, American Society of Civil
Engineers
Journal of the Sanitary Engineering
Division, American Society of Civil
Engineers
Journal of the Urban Planning and
Development Division, American Society
of Civil Engineers
Journal of the Water Pollution Control
Federation
Kogai to Taisaku
Machine Design
Measurement and Control
Modern Power Engineering
Nation's Cities
The Oil and Gas Journal
Petro/Chem Engineer
Power
Public Works
Sangyo Kogai
The Society of Civil Engineers
Staedtehygiene
Surveyor
Toki no Horei
172
-------
48. Trans, Am Soc Agr Engrs
49. Wasser Boden
50. Wasser Luft Betrieb
51. Wasserwirtschaft
52. Water Pollution Control
53. Water Pollution Control (London)
54. Water Resources Bull
55. Water Resources Res
56. Water Sewage Works
57. Water Spectrum
58. Water Wastes Eng
59. Water Waste Treat J
48. Transactions, American Society of
Agricultural Engineers
49. Wasser und Boden
50. Wasser, Luft und Betrieb
51. Die Wasserwirtschaft
52. Water and Pollution Control
53. Water Pollution Control (London)
54. Water Resources Bulletin
55. Water Resources Research
56. Water & Sewage Works
57. Water Spectrum
58. Water and Wastes Engineering
59. Water and Waste Treatment Journal
173
-------
A cce.s.s ion Numbc\
Subject Field &, Group
SELECTED WATER RESOURCES ABSTRACTS
INPUT TRANSACTION FORM
Organization
The Franklin Institute Research Laboratories, 20th Street & The Parkway
Philadelphia, Pennsylvania ]9103
Title
SELECTED URBAN STORM WATER RUNOFF ABSTRACTS (July 1970 - June 1971)
Authors)
The Franklin Institute
Research Laboratories
16
Project Designation
EPA Project No. 11024 FJE
21
Note
22
Citation
EPA Contract No 14-12-904, Jul 1971. 173 p.
23
Descriptors (Starred First)
Overflow, Sewerage, Sewers, Storm runoff, Drainage systems, Sewage treatment,
Storm drains, Treatment facilities, Urbanization, Water pollution control,
Water pollution sources.
25
Identifiers (Starred First)
*Combined sewers, Great Britain, Storm sewers.
27
Abstract
The July 1970 - June 1971 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 July 1970
through June 1971. The 234 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 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. The first three quarterly issues fulfilled under Contract 14-12-904
were: SELECTED URBAN STORM WATER RUNOFF ABSTRACTS (First Quarterly Issue): EPA
Project No. 11024EJC 10/70; SELECTED URBAN STORM WATER RUNOFF ABSTRACTS (Second
Quarterly Issue): EPA Project No. 11024EJC 01/71; and, SELECTED URBAN STORM WATER
RUNOFF ABSTRACTS (Third Quarterly Issue): EPA Project No. 11024FJE 04/71. This
work was submitted in fulfillment of Contract 14-12-904 (EPA Project No. 11024FJE)
between the Environmental Protection Agency, Water Quality Office and the
Franklin Institute Research Laboratories.
/Ibsfracfor
Dorothy A. Sandoski
Institution
The Franklin Institute
Laboratorj-es
WR: 102 (REV. JULY 1969)
WRSI C
SEND TO: WATER RESOURCES SCIENTIFIC INFORMATION CENTER
U.S. DEPARTMENT OF THE INTERIOR
WASHINGTON, O. C. 20240
* GPO: 1965-359-339
-------
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 DIH 06/69
11020 DES 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 DWF 12/69
11000 01/70
11020 FKI 01/70
11024 DDK 02/70
11023 FDD 03/70
11024 DMS 05/70
11023 EVO 06/70
11024 06/70
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
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
Microstraining and Disinfection of Combined Sewer Overflows
Combined Sewer Overflow Abatement Technology
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.
------- |