COMBINED SEWER OVERFLOW LOADINGS
INVENTORY FOR GREAT LAKES BASIN
Final Report
GCA
GCA CORPORATION
Technology Division
213 Burlington Road
Bedford, Mass. 01730
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Prepared for
U.S. Environmental Protection Agency
Great Lakes National Program Office
Chicago, IL 60605
Contract No. 68-01-6421
Work Assignment No. 010
EPA Project Officer
Paul J. Horvatin
COMBINED SEWER OVERFLOW LOADINGS
INVENTORY FOR GREAT LAKES BASIN
Final Report
March 1983
Prepared by
John Patinskas
Thomas Nunno
Richard Rehm
Tim Curtin
GCA CORPORATION
GCA/TECHNOLOGY DIVISION
Bedford, Massachusetts 01730
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DISCLAIMER
This Final Report was furnished to the Environmental Protection Agency
Region V by the GCA Corporation, GCA/Technology Division, Bedford,
Massachusetts 01730, in partial fulfillment of Contract No. 68-01-6421, Work
Assignment No. 010. The opinfons, findings, and conclusions expressed are
those of the authors and not necessarily those of the Environmental Protection
Agency or of cooperating agencies. Mention of company or product names is not
to be considered as an endorsement by the Environmental Protection Agency.
Phosphorous loading data contained herein were based on available information
from numerous diverse sources. Where necessary, best engineering judgement
has been used to draw conclusions from limited data.
11
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CONTENTS
Figures ix
Tables xi
Acknowledgments xiv
1. Introduction 1-1
Background 1-1
Objectives and Scope of the Project 1-1
Organization of the Report 1-3
2. Executive Summary 2-1
3. Overflow and Bypass Phosphosrous Loadings From The
City of Milwaukee, Wisconsin 3-1
Background 3-1
Total Phosphorous Loadings 3-1
Data on Other Pollutants 3-4
Data Quality 3-4
References 3-6
Contacts 3-6
4. Overflow and Bypass Phosphorous Loadings From the City of
Kenosha, Wisconsin 4-1
Background 4-1
Combined Sewer Overflow Volumes 4-1
Total Phosphorous Concentrations 4-5
Total Phosphorous Loadings 4-5
Data on Other Pollutants 4-9
Data Quality 4-9
References 4-10
Contacts 410
5. Overflow and Bypass Phosphorous Loadings From the City of
Racine, Wisconsin 5-1
Background 5-1
Combined Sewer Overflow Volumes 5-1
Total Phosphorous Loadings 5-7
Data on Other Pollutants 5-7
Data Quality 5-7
References 5-8
Contacts 5-8
6. Overflow and Bypass Phosphorous Loadings From the North
Shore Sanitary District, Lake County, Illinois .... 6-1
Background 6-1
Combined Sewer Overflow Volumes ... 6-1
Total Phosphorous Loadings 6-2
iii
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CONTENTS (continued)
Data on Other Pollutants 6-3
Data Quality 6-3
References 6-4
Contacts 6-4
7. Overflow and Bypass Phosphorous Loadings From the City
of Chicago, Illinois 7-1
Background 7-1
History of Backflow Events 7-4
Backflow Volumes 7-7
CSO Water Quality 7-8
Total Phosphorous Loadings 7-8
References 7-9
Contacts 7-9
8. Overflow and Bypass Phosphorous Loadings from the Cities
of Hammond, East Chicago and Gary. Indiana 8-1
Background 8-1
Combined Sewer Overflow Volumes 8-1
Total Phosphorous Loadings 8-1
Data on Other Pollutants 8-4
Data Quality 8-4
References 8-5
Contacts 8-5
9. Overflow and Bypass Phosphorous Loadings From the City of
Grand Rapids, Michigan 9-1
Background 9-1
Pumping Station Overflows 9-1
Combined Sewer Overflow Volumes 9-2
Total Phosphorous Loadings 9-7
Data on Other Pollutants 9-7
Data Quality 9-7
References 9-9
Contacts 9-9
10. Overflow and Bypass Phosphorous Loadings From the City of
Kalamazoo, Michigan 10—1
Background 10-1
Overflow Data 10-1
References 10-2
Contacts 10-2
11. Overflow and Bypass Phosphorous Loadings From the City of
Muskegon, Michigan 11-1
References 11-2
Contacts 11-2
12. Overflow and Bypass Phosphorous Loadings From the City of
Midland, Michigan 12-1
Background 12-1
Combined Sewer Overflow Volumes 12-1
References 12-6
Contacts 12-6
iv
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CONTENTS (continued)
13. Overflow and Bypass Phosphorous Loadings From the City of
Saginaw, Michigan 13-1
Background 13-1
Combined Sewer Overflow Volumes 13-1
Total Phosphorous Loadings 13-1
Data on Other Pollutants 13-4
Data Quality 13-4
References 13-5
Contacts 13-5
14. Overflow and Bypass Phosphorous Loadings From the City of
Bay City, Michigan 14-1
Background 14-1
References 14-3
Contacts 14-3
15. Overflow and Bypass Phosphorous Loadings From the City of
Flint, Michigan and Surrounding Areas 15-1
Background 15-1
Bypasses 15-1
Equalization Basin Overflow 15-1
Footing Drain Inflow 15-3
Sanitary Sewer Overflows 15-3
Combined Sewer Areas 15-3
Summary of Findings 15-3
References 15-4
Contacts 15-4
16. Overflow and Bypass Phosphorous Loadings From the City of
Detroit, Michigan 16-1
Background 16-1
Annual Total Phosphorous Load 16-1
Storm Event Analysis - Spring 1979 16-2
Data Quality 16-7
References 16-10
Contacts »»•••••••••••••••••••• 16—10
17. Overflow and Bypass Phosphorous Loadings From Suburban
Areas of Detroit, Michigan 17-1
Summary 17-1
Evergreen-Farmington 17-1
Fox Creek 17-4
Rouge Valley 17-4
Dearborn 17-6
Ecorse Creek Basin 17-6
South Macomb Sanitary District 17-7
Southeast Oakland County District 17-8
References 17-9
Contacts 17-9
18. Overflow and Bypass Phosphorous Loadings From the City of
Monroe, Michigan 18-1
Background 18-1
v
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CONTENTS (continued)
Combined Sewer Overflow Volumes .......... 18-]
Total Phosphorous Loadings 18-3
Data on Other Pollutants 18-3
Data Quality 18-3
References 18-4
Contacts 18-4
19. Overflow and Bypass Phosphorous Loadings From the City of
Toledo, Ohio 19-1
Background 19-1
Combined Sewer Overflow Volumes 19-5
Total Phosphorous Loadings . 19-5
Data on Other Pollutants 19-5
Data Quality 19-5
References 19-8
Contacts 19-8
20. Overflow and Bypass Phosphorous Loadings From the City of
Oregon, Ohio 20-1
References 20-2
Contacts ••«••«••.. 20—2
21. Overflow and Bypass Phosphorous Loadings From the Cities
of Lorain and Elyria, Ohio 21-1
Background 21-1
Combined Sewer Overflow Volumes 21-1
Total Phosphorous Loadings 21-6
Data on Other Pollutants 21-6
Data Quality 21-6
References 21-7
Contacts 21-7
22. Overflow and Bypass Phosphorous Loadings From the City of
Cleveland, Ohio 22-1
Background 22-1
Combined Sewer Overflow Volumes 22-1
Total Phosphorous Loadings 22-3
Data on Other Pollutants 22-3
Data Quality .................... 22-3
References 22-6
Contacts 22-6
Additional References 22-6
23. Overflow and Bypass Phosphorous Loadings From the City of
Akron, Ohio 23-1
Background 23-1
Combined Sewer Overflow Volumes 23-3
Total Phosphorous Concentrations 23-3
Total Phosphorous Loadings 23-3
Data on Other Pollutants 23-3
Data Quality 23-3
References 23-6
Contacts 23-6
v1
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CONTENTS (continued)
24. Overflow and Bypass Phosphorous Loadings From the City of
Erie, Pennsylvania 24-1
Background 24-1
Combined Sewer Overflow Volumes 24-1
Total Phosphorous Loadings 24-4
Data on Other Pollutants 24-4
Data Quality 24-5
References 24-6
Contacts 24-6
25. Overflow and Bypass Phosphorous Loadings From the City of
Buffalo, New York 25-1
Background 25-1
Combined Sewer Overflow Volumes 25-1
Total Phosphorous Loadings 25-1
Data on Other Pollutants 25-5
Stormwater 25-5
Data Quality 25-5
References 25-7
Contacts 25-7
26. Overflow and Bypass Phosphorous Loadings From the Towns
of Tonawanda and North Tonawanda, New York 26-1
Background 26-1
Total Phosphorous Loadings 26-1
Data on Other Pollutants 26-1
Stormwater Loadlngs 26-3
Data Quality 26-5
References 26-6
Contacts 26-6
27. Overflow and Bypass Phosphorous Loadings From the City of
Niagara Falls, New York 27-1
Background 27-1
Total Phosphorous Loadings 27-1
Data on Other Pollutants 27-1
Stormwater Loadings ........ 27-1
Data Quality 27-4
References 27-5
Contacts 27-5
28. Overflow and Bypass Phosphorous Loadings From the City of
Rochester, New York 28-1
Background 28-1
Combined Sewer Overflow Volumes 28-1
Total Phosphorous Loadings 28-4
Data on Other Pollutants 28-4
Stormwater Loadings 28-4
Data Quality 28-7
References 28-8
Contacts
vi 1
28-8
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CONTENTS (continued)
29. Overflow and Bypass Phosphorous Loadings From the City of
Oswego, New York 29-1
Background 29-1
Combined Sewer Overflow Volumes 29-1
Total Phosphorous Loadings 29-4
Data on Other Pollutants 29-4
Stormwater Loadi ngs 29-4
Data Quality 29-6
References 29-8
Contacts ...... 29-8
30. Overflow and Bypass Phosphorous Loadings From the City of
Syracuse, New York 30-1
Background 30-1
Combined Sewer Overflow Volumes 30-5
Combined Sewer Overflow Quality 30-5
Total Phosphorous Loadings 30-5
Data on Other Pol 1 utants 30-5
Stormwater Loadings 30-6
Data Quality 30-6
References 30-9
Contacts 30-9
Appendix
A. Glossary A-l
v111
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FIGURES
Number Page
2-1 Geographic location of study areas 2-2
3-1 Milwaukee metropolitan sanitary district 3-2
4-1 Combined sewer overflow locations—Kenosha, WI 4-3
5-1 Combined sewer overflow locations—Racine, WI 5-2
7-1 Outfalls in combined sewered are a—Chicago MSD 7-2
7-2 Principal water courses—Chicago MSD .... 7-3
8-1 Combined sewer overflow locations—Hammond, East Chicago
and Gary, IN . . . 8-2
9-1 Combined sewer overflow locations—Grand Rapids, MI .... 9-4
9-2 Schematic of Grand Rapids sewer system . 9-5
9-3 Market Avenue overflow vs. peak hourly rainfall 9-6
12-1 Combined sewer overflow locations—Midland, MI 12-3
13-1 Combined sewer interceptor system—Say inaw, MI 13-2
14-1 Bay City area wastewater treatment plants 14-2
15-1 Study area for Genessee County sewer system . . 15-2
16-1 Hubbel-Southfield overflow volume versus rainfall 16-5
17-1 Suburban Detroit CSO study areas 17-2
18-1 Wastewater interceptor system--Monroe, MI 18-2
19-1 Combined sewer overflow locations—Toldco, OH 19-2
21-1 Combined sewer overflow locations—Elyri a, OH 21-2
ix
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FIGURES (continued)
Numbers Page
22-1 Sewer districts and wastewater treatment plants-
Cleveland, OH 22-2
24-1 Combined sewer overflow locations—Erie, PA 24-2
25-1 Combined sewer overflow locations—Buffalo, NY 25-4
26-1 Combined sewer overflow locations—Tonawanda and North
Tonawanda, NY 26-2
27-1 Combined sewer overflow locations—Niagara Falls, NY ... . 27-3
28-1 Combined sewer overflow locations—Rochester, NY 28-2
28-2 Stormwater study area location--Rochester, NY 28-5
29-1 West Side CSSA outfalls--Oswego, NY 29-2
29-2 West Side CSO peak and average flow probability curves—
Oswego, NY 29-3
29-3 Land Use Zones—Oswego, NY 29-5
30-1 MIS combined sewer overflow locations—Syracuse, NY .... 30-3
30-2 HBIS combined sewer overflow locations—Syracuse, NY ... . 30-4
x
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TABLES
Number Page
1-1 List of Great Lakes Basin Study Areas 1-2
2-1 Summary of Annual Phosphorous Loadings to the Great Lakes
Basin From Overflows and Bypasses 2-3
2-2 Summary of Stormwater Phosphorous Loads From Sources
Located in New York 2-6
3-1 Phosphorous Loadings From CSOs and Sanitary Sewer Relief-
Milwaukee, MI 3-3
3-2 Annual Loadings of Other Pollutants--Milwaukee, WI . . . . 3-5
4-1 Combined Sewer Overflow Regulators—Kenosha, Wisconsin. . . 4-2
4-2 Volumes and Pollutants of CSO Events—Kenosha, Wisconsin. . 4-4
4-3 Combined Sewer Flow Composite Quality Data for the
Monitored Storm Events—Kenosha, Wisconsin 4-6
4-4 Current Status of Kenosha, Wisconsin CSO Preparation
Project . 4-8
5-1 Current Status of Racine, Wisconsin CSO Project 5-2
5-2 Estimated Quantities of Combined Sewer Overflow—Racine,
Wisconsin 5-4
5-3 Storm Data and Combined Sewer Overflow Volumes for Racine,
Wisconsin, 1977-1980 5-5
6-1 1979 Phosphorous Loadings from CS0s--North Shore Sanitary
District 6-2
7-1 History of Backflow Events—Chicago MSD 7-5
8-1 Annual Loadings of CSOs--Hammond, East Chicago and
Gary, IN 8-3
xi
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TABLES (continued)
Number Page
9-1 Combined Sewer Overflow Locations—Grand Rapids, MI ... . 9-3
9-2 Annual Loadings of Other Pol lutants—trand Rapids, MI . . . 9-8
12-1 Combined Sewer Overflows—Midland, MI 12-2
12-2 Rainfall Versus Bypassing for Six Overflow Regulators-
Midland, MI 12-4
13-1 Estimated Annual CSO Volumes—Saginaw, MI 13-3
lb-1 Phosphorous Loading Data—Detroit, MI . 16-3
16-2 Kairifal1-Flow Data for Hubbel-Southfield CSO—Detroit, MI . 16-6
16-3 Summary of Phosphorous Loading Data—Detroit, MI 16-8
17-1 Summary of Annual CSO Phosphorous Loadings—Detroit
Suburbs 17-3
17-2 Estimated CSO Volume and Pollutant Loads—Detroit,
Suburbs 17-5
19-1 Combined Sewer Overflow Regulators—Toledo, OH 19-3
19-2 Phosphorous Loadings From CSOs—Toledo, OH 19-6
21-1 Combined Sewer Overflow Locations—Elyria, OH ...... . 21-3
22-1 Estimated CSO Pollutant Loadings—Cleveland, OH 22-4
23-1 Combined Sewer Overflows—Akron, OH 23-2
23-2 Summary of Monthly Precipitation, CSO Flow and Loading
Data—Akron, OH 23-4
23-3 Quality of Combined Sewer Overflows—Akron, OH 23-5
24-1 Combined Sewer Overflows—Erie, PA 24-3
24-2 Total Annual Combined Sewer Overflow Volumes—Erie, PA . . 24-4
24-3 BOO and TSS Loading From Combined Sewer Overflows-
Erie, PA 24-4
25-1 Combined Sewer Overflows—Buffalo, NY 25-2
xii
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TABLES (continued)
Number Page
25-2 Annual Loadings From Combined Sewer Overflows—Buffalo, NY. 25-5
26-1 Annual Loadings From CSOs--Tonawanda and North
Tonawanda, NY 26-3
26-2 Runoff From Two Selected Stormsa--Tonawanda and North
Tonawanda, NY 26-4
27-1 Combined Sewer Overflows--Niagara Falls, NY 27-2
27-2 Annual Loadings From CS0s--Niagara Falls, NY 27-2
28-1 Annual Loadings from CSOs to the Genessee River-
Rochester, NY 28-3
28-2 Stormwater Phosphorous Loading Data—Rochester, NY .... 28-6
29-1 Annual Stormwater Loadings—Oswego, NY 29-7
30-1 Annual Phosphorous Loadings from CSO—Syracuse, NY .... 30-2
30-2 Summary of Quality Data for Selected Parameters on a
Site-by-Site Basis—Syracuse, NY 30-7
30-3 Annual Stormwater Loadings—Syracuse, NY 30-8
xiii
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ACKNOWLEDGMENTS
The authors wish to thank Mr. Paul Horvatin, EPA Work Assignment Manager,
who has provided GCA with several valuable documents which have served to
expedite this project. In addition, the authors wish to thank personnel of
the consulting firms, and state and local agencies who have provided GCA with
necessary information.
xiv
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SECTION! 1
INTRODUCTION
BACKGROUND
The Great Lakes Water Quality Agreement of 1978 between the United States
and Canadian governments recommended objectives to minimize eutrophication
problems and to prevent degradation with regard to phosphorous and other
pollutants in the boundary waters of the Great Lakes system. To develop and
implement these objectives, accurate estimates of annual phosphorous loadings
to the lakes from point sources and nonpoint sources are required. The annual
loadings reflect the effectiveness of remedial programs for these sources.
The difficulties 1n accurately measuring and estimating phosphorous inputs
from municipal Combined Sewer Overflow, bypass and Separate Sewer Overflow
sources in the Great Lakes basin have been recognized. The variance
associated with the load estimates is due to differing procedures used by each
of the eight Great Lakes states to maintain and compute the loads. This
report provides the most recent available Combined and Separate Sewer Overflow
Phosphorous loadings.
OBJECTIVES AND SCOPE OF THE PROJECT
The primary objective of this report was to identify and compile flow
volumes and phosphorous loadings to the Great Lakes from all Sewer Overflows,
and Bypasses from 17 of the largest metropolitan areas in the basin. These
areas have been further broken down into the 27 areas listed in Table 1-1. A
secondary objective was to identify and reference other CSO pollutants of
significant importance and their reported loadings, concentrations and rates.
Reports on municipal Combined Sewer Overflow phosphorous loadings to the Great
Lakes were compiled for the most current year of record as data were
available. All information contained in this report was obtained from
existing data bases. As part of a special review of phosphorous loadings to
the western basin of Lake Erie, a report on 1979 total phosphorous loads from
all Detroit sewer overflows by storm event in addition to the total annual
load was prepared. A special review of phosphorous loadings from separate
sewer stormwater discharges was also conducted for all study areas located in
New York. For these areas, annual stormwater phosphorous loadings are
included with the CSO summaries.
The study of each metropolitan area was conducted in two phases. The
first phase consisted of researching and reviewing data availability. Much of
the Phase 1 effort was devoted to phone contact with all potential data
sources. These sources generally included 208 planning agencies and sewer
1-1
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TABLE 1-1. LIST OF GREAT LAKES BASIN STUDY AREAS
1. Milwaukee, Wisconsin
2. Kenosha, Wisconsin
3. Racine, Wisconsin
4. Chicago, Illinois
5. Hammond, Gary, East Chicago, Indiana
6. Grand Rapids, Michigan
7. Kalamazoo, Michigan
8. Muskegon, Michigan
9. Midland, Michigan
10. Saginaw, Michigan
11. Bay City, Michigan
12. Flint, Michigan
13. Detroit, Michigan
14. Detroit Suburbs, Michigan
15. Monroe, Michigan
16. Toledo, Ohio
17. Oregon, Ohio
18. Lorain, Elyria, Ohio
19. Cleveland, Ohio
20. Akron, Ohio
21. Erie, Pennsylvania
22. Buffalo, New York
23. Tonawanda, North Tonawanda, New York
24. Niagara Falls, New York
25. Rochester, Irondequolt, New York
26. Oswego, New York
27. Syracuse, New York
1-2
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authorities at the local level as well as State Pollution Control Agencies and
regional EPA offices. As a result of these phone contacts, several reports
were identified and obtained for many of the study areas. Additional data were
obtained through field trips to the EPA Region V office in Chicago, Illinois
and the Michigan Department of Natural Resources office in Lansing, Michigan.
The second phase included collecting, compiling, calculating and
reporting on Combined Sewer Overflow phosphorous loadings. Generally, the
data obtained in Phase 1 contained information on flow, duration of storm
events, frequency of sewer overflow and plant bypass, analytical phosphorous
concentration data, etc. However, in many cases data were lacking to some
extent. For example, in some instances CSO flow was quantified but
phosphorous concentration data were absent. In such cases, sound engineering
judgment was applied to estimate the representative phosphorous load, specific
attention being paid to whether or not each metropolitan area was affected by
a phosphorous ban.
ORGANIZATION OF THE REPORT
The remainder of this report is devoted to quantifying phosphorous loads
from overflows, and bypasses in each of the metropolitan areas listed in
Table 1-1. Section 2 provides a sumnary and discusion of phosphorous
loadings, grouping metropolitan areas by lake basin. Sections 3 through 30
address specific metropolitan areas, reporting annual phosphorous loadings
from CSOs as well as separate sewer overflows and bypasses when available.
Most of these sections also include data on the areal extent of combined
sewers, flow rates, rainfall information (e.g., wet year, dry year, average
rainfall year), the technical basis for ar\y calculations, and a discussion on
data accuracy. When data sources have provided quantitative data on other
pollutant contaminants, this information is either included in the section or
1s referenced by volume and page number.
1-3
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SECTION 2
EXECUTIVE SUMMARY
As stated in Section 1, the primary objective of this report has been to
quantify volumes and phosphorous loadings from overflows and bypasses located
in major metropolitan areas (shown in Figure 2-1) of the Great Lakes Basin.
The methodology for achieving this goal has been to access existing data bases
at the federal, state and local levels. Data availability was found to vary
considerably, from very extensive for some areas, to almost nonexistent for
others. For most metropolitan areas, data on CSOs were found to be adequate
for calculating overflow volumes and total phosphorous loads. Conversly, data
necessar7 to calculate flow rates and loadings from sanitary sewer overflows
and pump stations, flow equalization basins and treatment plant bypasses were
found to be generally lacking.
Table 2-1 provides a suiraiary of the data obtained for each of the
metropolitan areas. These data include the areal extent of the combined sewer
service area, the annual overflow volume and the annual total phosphorous
load, expressed as P. All flow and loading data are provided for an average
rainfall year except where noted differently. The phosphorous loadings in
Table 2-1 represent CSOs only, in most cases. Estimated loadings from
bypasses and sanitary overflows are included where sufficient data were found
to be available. The study areas listed in Table 2-1 are grouped by lake
drainage basin, I.e., Lake Michigan, Lake Huron, Lake Erie and Lake Ontario.
Overflow and bypass loadings to Lake Michigan were investigated for 11
metropolitan areas. These 11 areas contribute an annual phosphorous load of
approximately 207.0 metric tons (MT). The City of Milwaukee is responsible
for the largest phosphorous load, estimated at 66.1 metric tons. Other major
sources of overflow phosphorous loadings to Lake Michigan include Gary, East
Chicago and Hammond which discharge 48.6, 41.4 and 39.2 metric tons,
respectively. Relatively minor quantities are discharged from the Chicago
North Shore Sanitary District, Grand Rapids, Kenosha and Racine. The City of
Chicago is an unusual case in that CSO discharges reach Lake Michigan only
during "backflow events" caused by excessive rainfall or snow melt. It is
highly probable that Chicago's annual CSO loading to Lake Michigan averages
less than 5.5 MT per year. The Cities of Kalamazoo and Muskegon are serviced
by separate sanitary and storm sewer systems which have no reported overflows
by passes.
2-1
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TABLE 2-1. SUMMARY OF ANNUAL PHOSPHOROUS LOADINGS TO THE GREAT LAKES
BASIN FROM OVERFLOWS AND BYPASSES
Total annual
Combined sewer phosphorous
service area, Overflow, load as P,
Metropolitan area acres MG lbs (MT)
Lake Michigan
Milwaukee, MI
14,720
4,827
145,357
(66,1)
Kenosha, WI
150
17
413
(0.2)
Racine, WI
509
90
1,126
(0.5)
Chicago NSSD
NA
943
15,134
(6.9)
Chicago, IL
NA
NA
NAa
Hammond, IN
NA
3,444
86,167
(39.2)
Gary, IN
NA
4,274
106,936
(48.6)
East Chicago,
IN
NA
3,643
91,148
(41.4)
Grand Rapids,
MI
5,550
441
9,166
(4.2)
Kalamazoo, MI
0
0
0
Muskegon, MI
0
0
0
Subtotal
455,447
(207.0)
Lake Huron
Midland5, MI
375
NAC
NAC
Saginaw, MI
Bay C1tyb, MI
Flint, MI6
5,580
2,620
74,191
(33.7)
NA
NAC
NAC
(0.1)d
0
9
300
Subtotal
74,491
(33.8)
Lake Erie
Detroit. MI
85,800
16,800
353,100
(160.5)e
Detroit. MI suburbs5
33,100
13,973
144,726
(65.8)
Monroe, MI
NA
122
2,035
(0.9)
Toledo, OH
12,000
NA
166,440
(75.7)
Oregon, OH
0
0
0
Lorain/Elyria
, OH
271
68
3,045
(1.4)
Cleveland, OH
NA
5,738
258,895
(117.7)
Akron, OH
10,450
1,062
17,707
(8.0)^
Erie, PA
NA
NA
NA9
(27.8)
Buffalo, NY
h
2,600
61,130
Subtotal
1,007,078
(457.8)
(continued)
2-3
-------
TABLE 2-1 (continued)
Total annual
Combined sewer phosphorous
service area, Overflow, load as P,
Metropolitan area acres MG lbs (MT)
Lake Ontario
Buffalo, NY
h
5,800
84,480
(38.4)
Tonawanda/North Tonawanda, MY
1,929
NA
6,600
(3.0)
Niagara Falls, NY
6,600
NA
24,300
(11.0)
Rochester/Irondequoit, NY
23,400
1,900
39,456
(17.9)
Oswego, NY
445
1,096
31,028
(14.1)
Syracuse, NY
6,827
1,660
48,466
(22.0)
Subtotal
234,330
(106.4)
Total
1,771,346
(805.2)
aLess than 12,000 lbs (5.5 MT).
^Collection system equipped with flow equalization basin(s).
cL1kely to be very small.
dBased on rough estimated, no measured data.
eBased on 27.5 in. annual rainfall (6 percent greater than average year).
fBased on 34.5 in. annual rainfall (7 percent greater than average year).
9Llkely to be less than 2.7 MT.
^Total combined sewer service area = 26,200 acres.
NA = Not available.
2-4
-------
The four Michigan study areas discharging to Lake Huron are identified as
Midland, Saginaw, Bay City and Flint. Of these, the only major source of
phosphorous is Saginaw, which discharges 33.7 metric tons annually.
Approximately 0.1 metric tons of phosphorous overflow from an equalization
basin at Flint's Wastewater Treatment Plant. Additional sewer discharges
within the Flint Metropolitan Area are attributed to surcharges through
manholes in low-lying areas and bypasses at pump stations. However, the
volume of flow from these sources has never been quantified. Combined sewer
overflow volumes and phosphorous loads for Midland's collection system were
also found to be unavailable. The Midland combined sewer service area covers
only 375 acres and the treatment plant is equipped with a flow equalization
basin to reduce overflows. Consequently, Midland's overflow volume and
associated phosphorous load are likely to be small relative to other areas.
Bay City has recently upgraded the collection system by installing five flow
equalization basins. The volume of overflow from these basins has not been
determined. However, the basins are designed to eliminate overflow from
storms as large as the 10 year event, thus the average rainfall year
phosphorous load is likely to be insignificant.
Annual overflow phosphorous loadings to Lake Erie total 457.8 metric
tons. The largest annual loadings are discharged by Detroit (160.5 metric
tons), Cleveland (117.7 metric tons), Toledo (75.7 metric tons), the suburban
Detroit area (65.8 metric tons), Buffalo (27.8 metric tons) and Akron
(8.0 metric tons). Relatively minor loadings are attributed to the
Loraln/Elyria and Monroe areas. Due to recent remedial actions taken to
reduce Erie's CSO discharge, GCA was unable to quantify the present annual
overflow volume with any degree of accuracy. Limited data suggests that
Erie's current annual phosphorous load is less than 2.7 metric tons. The City
of Oregon has recently upgraded its collection system, eliminating all
overflows and bypasses.
The annual CSO phosphorous loading to Lake Ontario is given in Table 2-1
as 106.4 metric tons. Substantial phosphorous loads are attributed to the
metropolitan areas of Buffalo (38.4 MT), Syracuse (22.0 MT),
Rochester/Irondequoit (17.9 MT), Oswego (14.1 MT) and Niagara Falls
(11.0 MT). Note that Oswego's overflow volume and phosphorous load are
disproportional to the area serviced by combined sewers. Oswego's
uncharacteristically high phosphorous load results from the continual
discharge of raw sewerage into the Oswego River through combined sewers on the
West Side. An interceptor sewer, designed to correct this condition, is
currently under construction and should be in operation by the end of 1983.
The total phosphorous loads from the major metropolitan area overflow
sources effluent to the four Great Lake Basins of concern is calculated to be
805.2 metric tons. The greatest portion of this loading 1s attributed to Lake
Erie overflows which together account for 457.8 MT or 56.8 percent of the
basinwlde loading. Lake Michigan sources discharge 207.0 MT (25.8 percent)
while Lake Ontario and Lake Huron receive 106.4 MT (13.2 percent) and 33.8 MT
(4.2 percent), respectively
2-5
-------
In addition to combined sewer overflow and bypass phosphorous loadings,
stormwater phosphorous loads were investigated for those metropolitan areas
located in the State of New York. Table 2-2 provides a summary of stormwater
loading results. In general, data on stormwater loads were found to be very
limited. The stormwater phosphorous loading from the Rochester/Irondequoit
area was found to be the largest at 14.5 MT. Note that the Rochester/
Irondequoit stormwater study area included several surrounding communities
while the other metropolitan study areas were restricted to corporate
boundaries. Stormwater phosphorous loads from Tonawanda/North Tonawanda,
Syracuse, and Oswego were found to be relatively small in comparison to
loadings from CSOs. Stonnwater loads from separated systems in Buffalo and
Niagara Falls are minimal due to the combined nature of the collection systems
in these areas.
TABLE 2-2. SUMMARY OF STORMWATER PHOSPHOROUS LOADS
FROM SOURCES LOCATED IN NEW YORK
Metropolitan area
Total annual
phosphorous load,
lbs (MT)
Buffalo, MY
Tonawanda/North Tonawanda, NY
Niagara Falls, NY
Rochester/Irondequoit, NY
Oswego, NY
Syracuse, NY
11,300 (5.1)
0a
31,916 (14.5)b
1,182 (0.53)
8,627 (3.9)
aAl1 stormwater transported by combined sewers.
^Study area covers 169 square miles including
eastern portions of Rochester and several surrounding
communities.
2-6
-------
SECTION 3
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS FROM
THE CITY OF MILWAUKEE, WISCONSIN
BACKGROUND
The Milwaukee Metropolitan Sanitary District (MMSD) is a 268,800 acre
area which includes the city of Milwaukee and surrounding suburban areas.
Approximately 14,720 acres (5.5 percent) of the MMSD are serviced by combined
sewers. Figjjre 1-1 is a map of the MMSD indicating the relative location of
the Combined Sewer Service Area (CSSA). The CSSA is centered at the
confluence of three rivers, the Milwaukee River, the Menomonee River and the
Kinnickinnic River. The CSSA extends from Hampton Avenue on the north to
Oklahoma Avenue on the south and from 43rd Street on the west to Lake Michigan
on the East.
The CSSA contains 550 miles of interceptor sewer lines which collect and
deliver wastewater to Milwaukee's Jones Island Treatment Plant. These sewers,
which 50 years ago could handle flow during most events have lost their
effectiveness due to population growth and general urbanization. During major
storm events the water volume can increase by as much as 60 times the dry
weather flow volume, necessitating flow diversion into receiving waters by
intercepting structures and crossover devices. During periods of wet weather,
discharge is possible at 112 CSOs within the CSSA; 23 discharging to the
Kinnickinnic River, 26 discharging to the Menomonee River, 61 discharging to
the Milwaukee River, and two effluent to Milwaukee's outer harbor. An
additional 377 sewer sytem relief points, including three treatment plant
bypasses are located throughout the MMSD. These reliefs discharge either to
the Fox River, the Kinnickinnic River, the Menomonee River, the Milwaukee
River, Oak Creek, the Root River or directly into Lake Michigan.
TOTAL PHOSPHOROUS LOADINGS
Phosphorous loading data were obtained from reports by the Southeastern
Wisconsin Regional Planning Commission (SEWRPC)' and Milwaukee's Program
Management Office {PMOK* Both sources group data by receiving water (e.g.»
Milwaukee River, Kinnickinnic River, Menomonee River) and neither source
provided breakdown phosphorous loads by CS0.
Phosphorous loadings as determined in both studies are compared in
Table 3-1. In the SEWRPC study phosphorous loads were estimated for an
average year, a dry year and a wet year; dry year loads being calculated as
64.3 percent of average year loads and wet year loads calculated as
3-1
-------
LIOCNO
¦¦¦ INNI H MAMIIDM
CD Oil 11 H HARBOR
—• WATERSHED
PLANNING AHfcA
• •• SUBCONTlNfcNl A1 CJIVtOt
_ COMBINE 0 StWIH StMVICt
AREA HOUNOARV
S-V If
w
.IW.V •
R*HED
1
OUNIV
17
0 I.OM 12 000
9CA4J m HIT
™ 1 /l-U
Figure 3-1. Milwaukee metropolitan sanitary district.
3-2
-------
TABLE 3-1.
».* * x « *. a. a. a -x
No.
Watershed
PIIUSPIWKOUS LOADINGS FROM CSOs AND SANITARY
SEWER RELIEFSU2,_MILWAUKEE, WI
CSSA
area,
acres
Total phosphorous load as P, lbs
SEWRPC study PMD study
Average
year
Dry
year
Wet
year
Average
year
1. Milwaukee River:
• CSO
• Other reliefs
Subtotal
2. Menomonee River:
• CSO
• Other reliefs
Subtotal
3. K1nn1ck1nn1c River:
• CSO
• Other reliefs
Subtotal
4. Outer Harbor
• CSO
• Other reliefs
Subtotal
5. Rock River
• CSO
• Other reliefs
Subtotal
Areawlde
• CSO
• Other reliefs
Total
5,952
5,780
2,697
880
15,309
54,670
2,460
54,880
2,320
21,520
190
5,671a
3,516
0
130
130
136,741
8,616
35,150
1,580
57,130 36,730
35,290
1,490
57,200 36,780
13,840
120
3,646
2,261
9,187 5,907
84
84
87,926
5,535
74,950
3,370
78,320
75,240
3,180
78,420
29,500
260
21,710 13,960 29,760
7,775
4,820
12,595
178
178
145,357 93,461 199,273
58,000
NA
45,500
NA
19,100
NA
5,671*
NA
NA
187,465 128,271
11,808
¦* -*-¦ * . S
i i.j a s m
Calculated by GCA.
3-3
-------
137.1 percent of average year loads. The PMO study provides phosphorous
loadings for an average rainfall year only. The PMO study was also limited in
that 1t provided no data on sanitary sewer reliefs or CSO discharges to the
outer harbor. Outer harbor discharges were calculated from flow data provided
1n the SEWRPC study and phosphorous concentration data from the PMO study.
Using this data GCA used the following equation to calculate loadings:
load = flow "°6 9a1) x x B"34 lbs
yr 1 mg/1-10 gal
All other loadings were obtained directly from the literature sources and are
reported as total phosphorous (as P).
In an average rainfall year the SEWRPC estimated total phosphorous load
from CSOs to be 136,741 lbs (62 MT) compared to 128,271 lbs (58.3 MT) for the
PMO study. The SEWRPC study estimated an additional 8,616 lbs (3.9 MT) from
sanitary relief devices bringing the annual total to 145,357 lbs (66.1 MT).
During dry and wet weather SEWRPC reported the expected load to be 93,461 lbs
(42.5 MT) and 199,273 lbs (90.6 MT), respectively. According to the SEWRPC
study the largest loadings are to the Menomonee and Milwaukee Rivers, which
receive annual loads of 57,200 and 57,130 lbs, respectively. Approximately
21,710 lbs of phosphorous are released to the Kinnickinnic River from CSOs and
reliefs with lesser amounts released to the outer harbor and Root River. The
PMO study estimates annual phosphorous loadings to the Milwaukee River to be
the largest at 58,000 lbs (26.4 MT) annually followed by the Menomonee and
Kinnickinnic Rivers with 45,500 lbs (20.7 MT) and 19,100 lbs (8.7 MT) ,
respecti vely.
DATA ON OTHER POLLUTANTS
In addition to phosphorous data, the PMO and SEWRPC studies provided data
on biochemical oxygen demand, fecal coliforms, sediment and total nitrogen.
Table 3-2 provides a summary of loadings from these pollutants.
DATA QUALITY
Documentation of the method used to calculate phosphorous loads in the
SEWRPC study was not provided. The PMO study relied on STORM model flows and
concentrations from monitoring CSO events. In calculating the phosphorous
loads the PMO study assumed 10 percent of the flow contains a first flush
concentration and 90 percent contains an extended flow concentration. The
flow weighted average phosphorous concentration was determined to be
3.4 mg/1. Wisconsin had a detergent phosphorous ban in effect from July 1,
1979 until it "sunset" three years later on June 30, 1982. Calculated
phosphorous loadings reflect the time periods covered by the studies and
interim detergent formulation changes by the manufacturers. The PMO study was
made during the detergent phosphorous ban while the SEWRPC study used 1975
pre-ban data. Consequently, the SEWRPC data is likely to best represent
current non-ban conditions.
3-4
-------
Tm3lE 3-2. ANNUAL LOnDI'iSS OF OTHER POLi_uTANTS--MILWAUKEE, *11
Milwaukee
River3
WATERSHED
Menomonee
Ri ver
Kinnickinnic River
Parameter'5
SEWRPC
PMO
SEWRPC
PMO
SEWRPC
PMO
Biochemical
1,093,370
3,026,
000
1,097,540
1,556,
000
430,340
637,
,000
Oxygen Demand
Fecal Coliform
350,000,000
591 ,000,
000
350,000,000
460,000,
000
140,000,000
200,000,
,000
Sediment
1,640
2,
585
1,645
2,
200
645
975
Total Nitrogen
109,340
196,
283
109,750
148,
000
43,030
60,
,962
aIncludes load to Lincoln Creek.
^Loads presented in pounds per year except for fecal coliform presented in counts x 10^ per year
and sediment presented in tons per year.
-------
REFERENCES
1. Southeastern Wisconsin Regional Planning Commission. Sources of Water
Pollution in Southeastern Wisconsin: 1975, Technical Report Number 21,
September 1978.
2. Milwaukee Metropolitan Sewerage District. Combined Sewer Overflow.
Volume 4, Part 2, June 1, 1980.
CONTACTS
1. Mr. Robert Biebel. Southeast Wisconsin Regional Planning Commission.
(414) 547-6721.
2. Ms. RoseMary Murphy. Metropolitan Sewage District. (414) 278-2028.
3-6
-------
SECTION 4
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF KENOSHA, WISCONSIN
BACKGROUND
The City of Kenosha is located in the southeast corner of Wisconsin on
the shore of Lake Michigan. The combined sewer system is controlled at four
combined sewer overflow regulators. Table 4-1 presents a list of these
regulators, their locations, classifications, and drainage areas. During dry
weather periods, the combined sewers normally flow into an interceptor sewer
running along 3rd Avenue to the treatment plant. In wet weather, when the
regulatory orifice is exceeded, the combined sewerage overflows directly into
Lake Michigan. The location of these combined sewer overflow regulators are
illustrated in Figure 4-1.
The City of Kenosha is currently in the process of conducting a combined
sewer separation program. Prior to this program the combined sewer system
overflows approximately 20 times each year. Combined sewer overflows were
produced by a rainfall intensity as low as 0.2 inches per hour. Of the total
annual pollutants discharged into Lake Michigan in the Kenosha area, combined
sewer overflows accounted for about 3 percent of the suspended solids, 7
percent of the BOD5, 4 percent of the phosphorous, and 85 percent of the
fecal coliforms. In fact, Lake Michigan beaches were closed to whole-body
contact for a period of 48 hours following a rainstorm accumulation of 0.1
inch or greater. Based on past rainfall history, the beaches in Kenosha were
closed approximately 1 out of every 3 days during the months of May to
September.
COMBINED SEWER OVERFLOW VOLUMES
Combined sewer overflows data for the years of 1967 through 1976 are
presented in Table 4-2.* The table covers the months of March to October,
Inclusive. No reason is given to exclude the winter months. However, the
reason might be that overflows do not occur during these months because
precipitation runoff is inhibited by subfreezing temperatures.
*Pre-separation project data.
4-1
-------
TABlE 4-1. COMBINED SEWER OVERFLOW REGULATORS--KENOSHA, WISCONSIN
Classification [%) Drainage area,
Name Location Residential Commercial Industrial Undeveloped acres
57th St. 57th St. and 3rd Ave. 73.1 26.9 -- -- 97.3
59th St. 59th St. and 3rd Ave. 45.6 34.3 20.1 -- 106.5
67th St. 67th St. and 3rd Ave.
75th St. 75th St. and 3rd Ave.
83.3 -- 13.4 2.8 947.0
-------
KENOSHA
LAKE
MICHIGAN
Figure 4-1. Combined sewer overflow locations--Kenosha, WI.
4-3
-------
TABLE 4-2. VOLUMES AND POLLUTANTS OF CSO EVENTS—KENOSHA, WISCONSIN3
No. of
Vol. of
Suspended
Fecal
CSO
CSO,
solids,
BOO,
coliforms,
Total P,
events
MG
lbs. x 1,000
lbs. x 1,000
MPN x 1013
lbs. x 1,000
1967
20
149
673
77
178
3.67
1968
17
145
554
64
150
3.57
1969
19
147
586
70
167
3.62
1970
20
100
566
65
145
2.46
1971
10
68
378
44
92
1.68
1972
27
247
1,070
124
270
6.09
1973
21
117
650
73
158
2.88
1974
20
147
644
75
173
3.62
1975
18
69
417
50
116
1.70
1976
15
100
475
54
120
2.46
Avg.
19
129
601
70
157
3.18
Accumulations are for periods of March-October for each year.
-------
The number of overflows activated during a storm ranged from 10 to 27
during the 8 months, with an average of 19. The volume of the overflows
ranges from 68 to 247 million gallons during the same time span with an
average of 129 million gallons per storm.
The data presented 1n Table 4-2 are the result of monitoring 6 wet
weather events. It should be noted that no overflow was recorded at the
75th Street regulator. In the summer of 1977, a Manning dipper flow recorder
was placed at each of the four combined sewer overflow points. Due to
problems with setup, operation, and maintenance of these instruments, the
report warns that the data may be of limited usefulness. However manual
measurements were also obtained and the combination of both manual and
automatic measurements were used to calculate flows.
During the spring of 1978, combined sewer overflow moni tori ng efforts
were expanded and modified to provide a more reliable and comprehensive data
base. The Manning dippers were replaced with sonic level recorders which
provide more accurate monitoring data. In addition, actual velocity
measurements were made during wet weather events.
TOTAL PHOSPHOROUS CONCENTRATIONS
During 1977 and 1978, 158 total phosphorous concentrations were
determined for 3 of the 4 overflow regulators. No samples were taken from the
75th Street regulator because no overflow occurred there. The results of the
sampling were combined to form 18 composite results as presented in
Table 4-3. The total phosphorous concentrations ranged from 0.83 to 5.10 mg/1
as P with an average concentration of 2.96 mg/1.
TOTAL PHOSPHOROUS LOADINGS
Average combined sewer overflow total phosphorous loadings were
calculated by multiplying the average total phosphorous concentration by the 8
month average combined sewer overflow volume. The result of this calculation
1s 3,179 pounds of phosphorous being discharged directly to Lake Michigan from
combined sewer overflows. This loading is indicative of conditions prior to
the combined sewer separation project and the 1979 Wisconsin phosphorous ban.
To provide a range of this value, the average total phosphorous concentration
was multiplied by the highest and lowest reported combined sewer overflow
volume. These calculations yielded a range from 1,675 to 6,087 pounds of
phosphorous per 8-month period. Table 4-2 presents these loadings for all the
reported combined sewer overflow events. The average total phosphorous
concentration was used for these calculations instead of maximum and minimum
concentrations because the average concentration better represents the
concentration existing during the 8 month period for which the flow data
exists. For example, using the maximum total phosphorous concentration would
be similar to assuming that each overflow event is a first flush event where
the maximum concentrations are observed.
The loading estimates provided above apply to conditions existing between
1967 and 1976. In 1977, Kenosha, Wisconsin instituted the combined sewer
separation program. Table 4-4 depicts theprogress and schedule on a project
4-5
-------
TABLE 4-3. COMBINED SEWER FLOW COMPOSITE QUALITY DATA FOR THE MONITORED STORM
EVENTS--i
-------
TABLE 4-3 (continued)
Sampli ng
locati on
Suspended
soli ds,
mg/1
Volatile
suspended
solids,
mg/1
BOD,
mg/1
COD,
mg/1
nh3-n,
mg/1
no2+
N03-N,
mg/1
Total
P,
mg/1
4/10/78
(con't)
59th St.
& 3rd Ave.
145
68
29
116
1.17
1.30
0.88
67th St.
& 3rd Ave.
212
87
46
190
1.05
1.46
1.68
5/12-13/78
57th St.
& 3rd Ave.
327
129
96
304
6.50
2.20
3.50
59th St.
& 3rd Ave.
376
208
36
148
1.50
0.82
1.00
67th St.
& 3rd Ave.
474
179
89
293
1.70
0.77
2.30
6/07/73
57th St.
& 3rd Ave.
527
280
202
446
6.10
0.03
5.10
59th St.
& 3rd Ave.
491
188
99
545
0.30
0.24
2.69
67th St.
& 3rd Ave.
1,059
395
159
498
1.10
0.33
4.40
AVERAGE
414.0
226.7
87.1
284.4
2.81
0.93
2.96
-------
TABLE 4-4. CURRENT STATUS OF KENOSHA, WISCONSIN CSO SEPARATION PROJECT
Project Percent
No. Area Covered Complete
77-32 60th Street - 21st Avenue to 30th Avenue 100%
77-33 Washington Road to 45th Street -
Sheridan Road to 13th Court 100%
77-36 60th Street - 30th Avenue to 39th Avenue 100%
78-32 75th Street to 80th Street - 22nd Avenue to 30th Avenue 100%
78-35 56th Street to 65th Street - 7th Avenue to 22nd Avenue 100%
79-32 56th Street to 60th Street - 14th Avenue to 22nd Avenue 100%
79-33 74th Street to 78th Street - 22nd Avenue to 30th Avenue 100%
79-35 65th Street - Sheridan Road to 21st Avenue 100%
79-37 52nd Street to K.D. R.R. - 30th Avenue to 35th Avenue 100%
80-36 60th Street to 65th Street - Sheridan Road to 14th Avenue 100%
80-37 73rd Street - Lake Michigan to 7th Avenue 100%
80-38 64th Street and 65th Street - 21st Avenue to 30th Avenue 100%
80-40 60th Street to 63rd Street - 22nd Avenue to 30th Avenue 100%
81-32 65th Street to 68th Street - 14th Avenue to 18th Avenue 100%
81-36 75th Street to 78th Street - 14th Avenue & 15th Avenue 100%
81-38 75th Street - 7th Avenue to 21st Avenue 50%
81-39 63rd Street to 67th Street - 22nd Avenue to 30th Avenue 100%
82-32 73rd Street - 20th Avenue to 27th Avenue 0%
82-33 K.D. R.R. to 69th Street - 30th Avenue to 39th Avenue 0%
82-34 63rd Street to 69th Street - Sheridan Road to 22nd Avenue 100%
83-?? 73rd Street - 27th Avenue to 31st Avenue 0%
83-?? 69th Street to 75th Street - 30th Avenue to 39th Avenue 0%
-r r.-m. t. _ 7 .T .TS -T~— gl ST.iSTIS S "TT .= X-SSTTT T"T T S.S~£-. - ~ ~ ¦" S'JTTS T - ' S —. .T-.T^TiTS. - r.S'jTSlB
4-8
-------
by project basis. As of mid-October 1982 corrections had been completed in
87 percent of the area initially served by the combined sewers. Assuming flow
is directly proportional to the area served by combined sewers, the current
loading can be roughly estimated as 413 pounds per year. Note that this
estimate does not reflect detergent phosphorous ban conditions existing
between July 1979 and June 1982.
Projects 81-38, 82-32, and 82-33, listed in Table 4-4 are schedued for
completion in 1983. The remaining two projects are expected to be underway in
1983 with possible completion by year-end or some time in 1984. At that time,
the sewer system will be completely separated, eliminating future overflows.
DATA ON OTHER POLLUTANTS
Table 4-2 presents 8 month loads of suspended solids, BOD, and fecal
coliform for the 10 years of reported data. Table 4-3 presents combined sewer
overflow concentrations of total suspended solids, volatile suspended solids,
BOD, COD, NH3 nitrogen, and NO2 plus NO3 nitrogen. These values are the
result of sampling and analysis during six combined sewer overflow events.
DATA QUALITY
Total phosphorous loads discharged into Lake Michigan were estimated
based on concentrations and flow rates of combined sewer overflows. The
concentration data are an average of 18 composite samples collected during 6
overflow events at 3 combined sewer regulators. Continuous recording flow
measuring instruments were used for flow determinations. In general, these
data should accurately indicate pollutant loads from combined sewer overflows
to Lake Michigan.
4-9
-------
REFERENCES
1. Donohue & Associates, Inc., Overflow Study/Faci1ities Plan for the
Konosha Service Area, Kenosha, Wisconsin, 1978, Volumes 1 and 2.
2. Donohue A Associates, Inc., Combined Sewer Overflow Study/Facilities Plan
for the Kenosha Service Area, February 5, 1979, Volumes 1 and 2.
3. Letter Report from the U.S. Environmental Protection Agency, Great Lakes
National Program Office to Dr. Keith Booman, The Soap and Detergent
Association. March 2, 1982.
CONTACTS
1. Mr. Robert Biebel. Southeast Wisconsin Regional Planning Commission.
(414) 547-6721.
2. Mr. Harvey D. Elmer, City Engineer. City of Kenosha. (414) 656-8040.
4-10
-------
SECTION 5
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF RACINE, WISCONSIN
BACKGROUND
The City of Racine, Wisconsin is located in southwestern Wisconsin on the
shores of Lake Michigan. Within the city limits of Racine sanitary and
combined collector sewers serve approximately 7,400 acres, or 88 percent of
the land area. The Racine sanitary sewerage facilities also serve the Village
of North Bay, the Town of Caldonia Sewer Utility District No. 1, and the Town
of Mt. Pleasant. In 1974, it was estimated that 110,200 people were served by
the system. There are over 225 miles of sanitary and combined sewers in the
Racine system area. These sewers range from 4 inches to 90 inches in diameter.
Prior to 1981 four combined sewer service areas (CSSAs) totaling approxi-
mately 1,070 acres existed in the City of Racine. Over the last two years a
combined sewer separation program has eliminated much of combined sewer area.
As shown in Table 5-1, combined sewers in the North, South and Luedtke Court
areas have been separated, eliminating a total of 486 acres. An additional 76
acres of the Central CS0 area around State Street have also been eliminated.
Although efforts are currently underway to eliminate the entire Central CS0
area, the remaining 509 acres are essentially combined.
Figure 5-1 Indicates the relative locations of the existing CSSA
(Central) and CSSAs which have recently been separated (North, South, Luedtke
Ct.). The Central CSSA discharges to the Dodge Street Interceptor. During
periods of wet weather flow exceeding the interceptor capacity is discharged
to the Root River through several outfalls. Land use in the area is mixed
between residential, commercial, industrial and undeveloped areas.
COMBINED SEWER OVERFLOW VOLUMES
The estimated quantities of combined sewer overflow for Racine, Wisconsin
are shown in Table 5-2. Based on this information, no overflows occur if
rainfall is less than 0.45 inches. Using the information in Table 5-2 along
with local cl1matolog1cal data from the nearest National Weather Service
monitoring station (Milwaukee) combined sewer overflow volumes were calculated
from 1977 through 1980 (Table 5-3). Overfly; volumes ranged from 131.2 to
272 million gallons annually, averaging 191.4. However, this estimate does
not take into account the elimination of 562 acres (53 percent) of the CSSA.
Assuming the separation program has also eliminated 53 percent of the flow,
the present annual overflow volume is estimated to be approximately 90 million
gallons.
5-1
-------
TABLE 5-1. CURRENT STATUS OF RACINE, WISCONSIN CSO PROJECT
CSSA Project No. Project Name % Completed
South
13-79
Olive St. Sewer Separation (203 acres)
100
North
14-79
Augusta St. Sewer Separation (227 acres)
100
Luedtke Ct.
6-80
Harriet St. Sewer Separation {56 acres)
100
16-79
State St. Sewer Separation (76 acres)
100
Central
10-82
Near North Side Separation3
5
11-82
Prospect St. Sanitary Sewer
0
aAcreage not available.
-------
ROOT
RIVER
NORTH
CSSA
LAKE
MICHIGAN
CENTRAL CSSA
LUEDTKE CT.
CSSA _
RACINE
SOUTH CSSA
Figure 5-1. Combined sewer overflow locations—Racine, WI.
5-3
-------
TABLE 5-2. ESTIMATED QUANTITIES OF COMBINED SEWER
OVERFLOW—RACINE, WISCONSIN
Total accumulated
rainfall in inches
Estimated combined
sewer overflow
in gallons
0
0
0.25
0
0.50
1,000,000
0.75
5,500,000
1.0
10,000,000
1.25
14,500,000
1.50
19,000,000
1.75
23,500,000
2.0
28,000,000
2.5
37,000,000
3.0
46,000,000
3.5
55,000,000
4.0
64,000,000
5-4
-------
TABLE 5-3. STORM DATA AND COMBINED SEWER OVERFLOW VOLUMES FOR
RACINE, WISCONSIN, 1977-19803
Date
Rai nfal1,
inches
Overflow,
103 gal.
Date
Rainfal1,
inches
Overflow,
103 gal.
03/03/77
0.45
100
01/01/78
0.50
1,000
03/17/77
0.48
640
01/26/78
0.76
5,680
03/18/77
0.53
1,540
04/06/78
1.30
15,400
03/28/77
1.04
10,720
04/10/78
0.58
2,440
04/04/77
0.50
1,000
04/18/78
0.90
8,200
04/19/77
0.57
2,260
04/23/78
0.54
1,720
06/08/77
2.18
31,240
05/12/78
1.52
19,360
06/11/77
0.50
1,000
05/13/78
2.02
28,360
06/28/77
0.98
9,640
06/07/78
0.66
3,880
06/30/77
1.35
16,300
06/16/78
1.18
13,240
07/16/77
0.99
9,820
06/17/78
1.48
18,640
07/17/77
1.33
15,940
06/20/78
0.45
100
07/18/77
1.89
26,020
07/01/78
1.69
23,420
07/24/77
0.63
3,340
07/02/78
1.31
15,580
08/05/77
0.54
1.720
07/20/78
0.70
4,600
08/13/77
0.76
5,680
07/31/78
0.98
9,640
08/28/77
1.08
11,440
08/08/78
0.96
9,280
09/04/77
0.56
2,080
08/18/78
1.27
14,860
09/12/77
0.51
1,180
09/11/78
0.74
5,320
09/24/77
0.62
3,160
09/12/78
1.52
19,360
09/30/77
1.04
10,720
09/13/78
1.73
23,140
10/07/77
1.14
12,520
09/17/78
1.15
12,700
11/01/77
0.77
5,860
09/20/78
0.97
9,460
11/25/77
0.56
2,080
10/05/78
0.60
2,800
12/08/77
0.52
1,360
10/16/78
0.47
460
12/20/77
1.48
18,640
11/17/78
0.69
4,420
TOTAL
206,000
TOTAL
272,060
(continued)
5-5
-------
TABLE 5-3 (continued)
Date
Rainfall,
inches
Overflow,
103 gal.
Date
Rainfal1,
inches
Overflow.
103 gal.
01/13/79
1.32
15,760
01/16/80
0.46
280
01/24/79
0.50
1,000
04/03/80
0.53
1,540
03/03/79
0.96
9,280
04/14/80
0.88
7,840
03/24/79
0.66
3,880
05/17/80
0.85
7,300
03/30/79
0.90
8,200
06/02/80
0.55
1,900
04/11/79
1.39
17,020
06/05/80
1.86
25,480
04/24/79
0.53
1,540
06/06/80
0.61
2,980
04/25/79
1.54
19,720
06/07/80
0.81
6,580
04/26/79
0.50
1,000
07/16/80
0.68
4,240
05/02/79
0.56
2,080
07/26/80
1.10
11,800
05/30/79
0.89
8,020
08/04/80
1.01
10,180
06/07/79
0.49
820
08/07/80
1.36
16,480
06/08/79
0.78
6,040
08/11/80
0.52
1,360
06/28/79
0.62
3,160
08/19/80
0.56
2,080
08/05/79
0.61
2,980
09/12/80
0.63
3,340
08/09/79
0.56
2,080
09/16/80
0.78
6,040
08/17/79
0.54
1,720
09/20/80
0.72
4,960
08/20/79
0.52
1,360
10/16/80
0.67
4,060
08/22/79
0.78
6,040
10/17/80
0.54
1,720
08/27/79
0.80
6,400
11/13/80
0.75
5,500
10/19/79
0.47
460
12/02/80
0.52
1,360
10/22/79
0.49
820
12/06/80
0.62
3,160
11/21/79
1.06
11,080
12/07/80
0.50
1,000
11/25/79
0.49
820
TOTAL
131,180
12/24/79
1.84
25,120
TOTAL
156,400
aPre-separation program data.
5-6
-------
TOTAL PHOSPHOROUS LOADINGS
The average phosphorous concentrations measured from Racine combined
sewer overflows 1s 1.5 mg/1 as P. When this concentration is multiplied by
the average overflow volume, 1,126 lb (0.5 MT) of phosphorous are discharged
to Lake Michigan from Racine combined sewer overflows. Since data were
collected prior to the 1979 detergent phosphorous ban, this loading is
consistant with the present post-ban conditions. The Near North Side and the
Prospect Sanitary Sewer projects are scheduled for completion sometime in
1983. At that time, all of Racine's sewers will be separated, eliminating
future overflows.
DATA ON OTHER POLLUTANTS
Information on other pollutants from Racine combined sewer overflows can
be found 1n Reference 2.
DATA QUALITY
For the 4 years used to determine combined sewer overflow volumes, annual
overflows ranged from 131 to 272 MG with a mean of 191.4 MG. The mean value
was reduced by 53 percent to reflect the current status of the combined sewer
separation program.
The average concentration of total phosphorous (1.5 mg/1) used to
determine annual loadings was obtained from Reference 2. The accuracy of this
value 1s unknown.
5-7
-------
REFERENCES
1. Combined Sewer Overflow Report for Racine Wisconsin. Donohue and
Associates, Incorporated. Sheboygan, Wisconsin. 1978.
2. Appendices for Combined Sewer Overflow Report for Racine, Wisconsin.
Donohue and Associates, Incorporated. Sheboygan, Wisconsin. 1978.
3. Local Climatological Data for General Mitchell Field, Milwaukee,
Wisconsin. National Oceanic and Atmospheric Administration,
Environmental Data and Information Service. Asheville, North Carolina.
CONTACTS
1. Mr. Robert Biebel, Southeast Wisconsin Regional Planning Commission.
(414) 547-6721.
2. Mr. James Blazek, City Engineer. City of Racine. (414) 636-9191.
5-8
-------
SECTION 6
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS FROM THE
NORTH SHORE SANITARY DISTRICT, LAKE COUNTY, ILLINOIS
BACKGROUND
The North Shore Sanitary District (NSSD) is located in Lake County,
Illinois with the boundaries extending from the Lake-Cook County Line north to
the Wisconsin border and lying entirely east of the Illinois Tollway. The
1980 population was estimated to be 221,865 people. The area is serviced by a
total of 4 municipal wastewater treatment plants (WWTP). The Waukegan Plant
treats wastewater from the communities of Winthrop Harbor, Zion and Waukegan
east of Green Bay Road. The North Chicago WWTP provides partial secondary
treatment for North Chicago sewage. Effluent from this plant along with raw
sewage from the Great Lakes Naval Training Station and Abbott Laboratories is
pumped to the Gurnee WWTP for further treatment. The Gurnee Plant also treats
raw sewage from the Village of Gurnee, Waukegan west of Green Bay Road and
from the Lake County Public Works Department north central area which includes
the communities of Wildwood and Grayslake. The Clavey Road WWTP accepts
wastewater from the communities of Lake Bluff, Lake Forest, Highland Park,
Hlghwood and North Chicago west of Green Bay Road, along with sewage from Fort
Sheridan.
COMBINED SEWER OVERFLOW VOLUMES
The Waukegan WWTP has a treatment capacity of 19.9 MGD. Wet weather flow
exceeding this limit 1s diverted to a sedimentation basin which in turn
discharges to a series of three retention basins, which have a combined
capacity of 38 million gallons. When wet weather flow subsides the
sedimentation and retention basins are drained by gravity back to the raw
sewage pump wet well. Accumulated solids are flushed and are also returned to
the wet well. If the event is large enough such that the total retention
capacity 1s exceeded, the accumulated wastewater is discharged to Lake
Michigan following chlorl nation. Overflow volumes were measured during each
event 1n 1979. Overflow events were recorded on 37 days discharging a total
overflow volume of 356 million gallons.
Raw sewerage entering the North Chicago WWTi" is split between primary and
primary/secondary treatment operations. Effluent from this plant is
discharged to the Gurnee WWTP via the North Chicago Pumping Station. During
wet weather periods, when influent sewerage contains excessive contributions
of infiltration and inflow, a portion of the flow is diverted to two retention
basins. These basins have a combined capacity of 1.9 million gallons.
Following a rainfall event, the retention basins are emptied by dewatering
6-1
-------
pumps which transport wastewater to the North Shore Pumping Station. During
relatively large rainfall events, the basins fill to capacity and overflow to
Lake Michigan. In 1979, overflow events were recorded on 50 days. The total
overflow volume was measured at 392 million gallons.
Wastewater is transported to the Gurnee WWTP through the Gurnee Intercep-
ting Sewer, the Lake County Intercepting Sewer and the North Chicago-Gurnee
Force Main. At present there are no retention facilities at the Gurnee plant
and all sewerage received at this plant must receive total treatment.
The Clavey Road WWTP has a treatment capacity of 17.8 MGD. During normal
dry weather conditions raw sewerage is pumped from the Middle Fork, Skokie
Outlet and Cary Avenue Interceptors through a distribution chamber to primary,
secondary and advanced treatment operations. During wet weather periods, when
flow exceeds treatment capacity, excess flow is diverted to two presedimenta-
tlon/ retention basins which provide solids removal and chlorination. These
basins have a combined storage capacity of 20.4 million gallons. In 1979,
thirty-two overflow events were recorded at the Clavey Road facility,
resulting 1n an annual overflow of 195 million gallons. The basins overflow
to the Skokie River. The Skokie River has been diverted to the Chicago River
which has 1n turn been diverted away from Lake Michigan via the Chicago
Sanitary and Ship Canal. Consequently, loadings from the Clavey Road basins
occur only during backflow events at the Wilmette Pumping Station and the
Chicago River Controlling Works (see Section 7). Given the infrequent
occurance of such events and the diluting effects of the Chicago River, the
overflow which reaches Lake Michigan from the Clavey Road basins is likely to
be Insignificant.
TOTAL PHOSPHOROUS LOADINGS
Phosphorous loading estimates for the NSSD are provided in Table 6-1. In
1979, total phosphorous was measured during most overflow events at the
Waukegan WWTP, yielding a mean concentration of 1.53 mg/1 as P. Multiplying
this value by the annual overflow volume, the 1979 phosphorous load was found
to be 4,542 pounds. Phosphorous was also monitored during overflow events at
the North Chicago WWTP. The annual mean phosphorous concentration was found
to be relatively high at 3.24 mg/1. The annual phosphorous load was
calculated to be 10,592 pounds by multiplying the phosphorous concentration by
the overflow volume (392 million gallons). Combining the two loadings the
total annual loading from the NSSD is found to be 15,134 lbs (6.9 MT).
TABLE 6-1. 1979 PHOSPHOROUS LOADINGS FROM CSOs—NORTH SHORE
SANITARY DISTRICT
Overflow Overflow Phosphorous Phosphorous
location volume, MG concentration, mg/1 load, lb (MT)
Waukegan WWTP 356 1.53 4,542 (2.1)
North Chicago WWTP 392 3.24 ]p»j>92 (4.8)
Total 748 - lb,134 (6.9)
6-2
-------
The loading presented above is based on 1979 rainfall data. Chicago
received 37 inches of rain in 1979, a 17 percent increase over the 31.72
inches expected in an average year rainfall.
DATA ON OTHER POLLUTANTS
Data indicating concentrations of fecal coliforms, BOD5, and total
suspended solids in retention basin overflows are provided in Appendix A of
Reference 1.
DATA QUALITY
Estimated total discharge volumes at Waukegan and Clavey Road overflows
were determined by monitoring overflow during each event. Overflows in North
Chicago were Indirectly estimated by examining records of flow pumped at the
North Chicago Pumping Station, and relating this volume to the weir formula.
The phosphorous concentrations used to calculate Waukegan and North Chicago
loadings represent the mean of wastewater analyses during each overflow
event. For the most part, data were obtained by actual measurement as opposed
to modeling. Loadings for the NSSD should therefore be relatively accurate
for the study year (1979).
6-3
-------
REFERENCES
1. North Shore Sanitary District, Lake County, Illinois. 201 Facility Plah,
Preliminary Draft. Greeley and Hanson, December 1980.
CONTACTS
1. Mr. H. W. Byers, General Manager. North Shore Sanitary District.
(312) 623-6060.
2. Mr. Chacks, Greeley and Hanson Engineers. (312) 648-1155.
6-4
-------
SECTION 7
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF CHICAGO, ILLINOIS
BACKGROUND
The Metropolitan Sanitary District of Greater Chicago (MSDGC) is located
in northeast Illinois, at the southern tip of Lake Michigan. The MSDGC is
located primarily within the boundaries of Cook County, Illinois, serving an
area of approximately 872 square miles. This area includes 124 member
municipalities with a combined population of approximately 5,100,000. The
District owns and operates seven wastewater treatment plants, which have a
total combined capacity of 1,869 MGD.
The combined sewer service area (CSSA) of Greater Chicago encompasses
approximately 375 square miles and contains 645 combined sewer overflows
(CSOs). The areal distribution of CSOs within the CSSA is depicted in
Figure 7-1. During precipitation, collection system storage and flow capacity
1s rapidly exceeded, producing a surcharge condition. Rainfalls of one-tenth
Inch or greater results in combined sewer overflows. On average, such events
occur at 4-da^y intervals. The total combined sewer discharge capacity for
Greater Chicago is approximately 100,000 cfs, compared to the interceptor
capacity of only 3,000 cfs.
In the 1870's and 1880's Chicago had the highest typhoid rate in the
country. To protect Lake Michigan, the areas main water supply, the flow of
the Calumet and Chicago River system was reversed and diverted to the
Mississippi River Basin via the Chicago Ship and Sanitary Canal. As shown in
Figure 7-2, there are three regulating works located at sites on Lake
Michigan. These are Identified as the Wilmette Pumping Station, the Chicago
River Controlling Works, and the O'Brien Lock and Dam. These structures
protect Greater Chicago's primary water supply by preventing polluted water
from entering the Lake and also allow Lake Michigan water into the canal
system for navigational make-up and to dilute wastewater flows. The Chicago
Ship and Sanitary Canal extends from the South Branch Chicago River to the
southwest where it parallels, and eventually joins with, the Des Plaines River
below the Lockport Lock and Dam. The Lockport Powerhouse and the Lockport
Controlling Works are used to regulate the water level and flow 1n the
upstream canal system which helps prevent barlcTlows to Lake Michigan.
On occasion, the discharge of stormwater and combined sewer overflows
Into the canal system has raised the water level to the extent that flooding
of the CSSA is threatened. Such conditions are attributable to extreme
7-1
-------
r
J
total no
MCACM I OUTFALLS 1
USD
OUTFALLS
¦»> 1
_ .. _-4
TO
41
8
1
«3» ;
»!•
1
33
197
•
11
f>
119*
25
(!) :
IS
B
<® ;
3T-
3
• 1
23
0
total ,
.45 ;
63
*C\uou imdh m ni* i nii
a TfltATMENT
WORKS
M.9 MV ItM
y :v.i
It* Cinvi
AMUOM If
DO**!"
r.aowt
fO«»"
Figure 7-1. Outfalls in combined sewered area—Chicago, MSD.
7-2
-------
*•»«
V
J
L. "" t9V*Tt \ __
• ••CNANKfll CONSTRIKTCO TO
iicvcru rtow away from lake
£ UA«C OlVCRftlON CONTROL tTRt>CTURCS
r
CNIC1M IAMIT4BT
t«t l*l» CAftiL
M.."? ? - • _ 0*»RIEN LOCK AMD
DAM
kCHIC AOO
RIVER
CONTROLLING
WORKS
Figure 7-2. Principal watercourses—Chicago, MSD.
7-3
-------
precipitation events (e.g., events in which rainfall exceeds 2 inches in a
12-hour perio.d) and/or snowmelt. When the water level in the canal system
reaches a predetermined level, the controlling works on Lake Michigan are used
to "backflow" the canal system to relieve the danger of flooding.
The peak discharge at Lockport has increased over the years as a result
of Increases in upstream channel tydraulic capacity. Originally, the maximum
discharge was between 14,000 and 16,000 cfs. Although the geometry of the
main channel has not changed since 1900, the addition of the North Shore
Channel, the Calumet-Sag Channel, and the Chicago River Controlling Works have
Increased the flow rate to approximately 25,000 cfs. Operation of the O'Brien
Lock 1n 1965 Increased the capacity to 28,500 cfs at Lockport. In 1975, a
project to widen the Calumet-Sag Channel was completed, resulting in the
present maximum peak flow rate of 36,000 cfs.
Operational procedures for the canal system are designed to prevent
backflows of combined sewage to Lake Michigan. When a precipitation event is
forecast, discharges are increased at the Lockport Dam prior to the start of
the storm. By opening gates at Lockport, water level downdraw creates a
momentum of flow 1n the canal system, which is normally operated at a nearly
horizontal hydraulic gra(jient, towards the Lockport Dam. The magnitude of the
drawdown 1s dependent upon the predicted size and intensity of the storm
event. The time required to effect an efficient drawdown of the canal system
is generally 5 hours after the initial gate operations.
HISTORY OF BACKFLOW EVENTS
The chronology of historical backflow events at each of the three control
points 1n the canal system, beginning in 1947, is listed in Table 7-1. The
magnitude, time and duration of each event are also listed where such data are
available. Estimates of backflow volumes were determined by the MSDGC.
O'Brien Lock and Dam Backflows
Prior to the operation of the O'Brien Lock and Dam in 1965, the Calumet-
Sag Channel was controlled by a lock and dam at Blue Island. During this time
backflows were fairly frequent, a total of 13 backflow events were recorded
from 1945 to 1965. With the construction of the O'Brien Lock, there were two
backflow events within the first year of operation. Two additional backflows
were recorded 1n June 1981 and in December 1982.
Chicago River Controlling Works Backflows
The Chicago River Controlling Works were constructed in 1938. During the
period of 1947 through 1982 there have been a total of ten backflows recorded
on the Chicago River for an average of once every three to four years. The
total volume of discharge to Lake Michigan during this time period 1s
estimated at 7,454 MG, or an average of 745 MG per evant.
7-4
-------
TABLE 7-1. HISTORY OF BACKFLOW EVENTS—CHICAGO MSD
Wilmette
Chicago River
O'Brien
Million cu ft
Million cu ft
Million cu ft
Date
(ac-ft)
Time
(ac-ft)
Time
(ac-ft)
Time
04/05/47
N/A
N/A
-
-
a
a
03/19/48
N/A
N/A
-
-
a
a
03/24 - 03/25/54
N/A
N/A
-
-
a
a
10/09 - 10/11/54
L
172.8 (3967)
N/A
129.6 (2975)
N/A
a
a
07/12 - 07/13/57
N/A
N/A
302.1 (6935)
N/A
a
a
09/14/61b
N/A
N/A
226.0 (5188)
N/A
a
a
09/25/61
N/A
N/A
-
-
a
a
07/02/62
N/A
N/A
-
-
a
a
12/23 - 12/25/65
-
-
-
-
120.0 (2755)
N/A
05/11 - 05/12/66
N/A
N/A
-
-
154.0 (3535)
N/A
06/10/67
18.6 (427)
N/A
-
-
-
-
08/15 - 08/17/68
20.6 (473)
N/A
71.3 (1637)
N/A
-
-
10/10 - 10/11/69
8.4 (193)
N/A
-
-
-
-
06/14/72
2.7 (62)
2340-0105
-
-
-
-
08/25 - 08/26/72
25.5 (585)
2145-0400
7.9 (181)
011 5-0245
-
-
09/17/72
12.0 (276)
2103-2423
-
-
-
-
04/18/75
12.0 (276)
1740-231 5
151.0 (3466)
1830-2415
-
-
08/21/75
17.4 (399)
2400-0330
-
-
-
-
04/24/76
18.0 (413)
0840-1 610
-
-
-
-
06/11 m
5.4 (124)
0520-0650
-
-
-
-
(continued)
-------
TABLE 7-1 (continued)
tfilmette Chicago River O'Brien
Million cu ft Million cu ft Million cu ft
Date (ac-ft) Time (ac-ft) Time (ac-ft) Time
06/30/77 3.9 (90) 1122-1331 39.7 (911) 1150-1445
07/21/78 13.0 (298) 2136-0158 - -
09/13/78 4.4 (101) 0400-0545 - -
09/17/78 13.2 (303) 2020-2418 - -
03/04/79 6.0 (138) 0335-0535 - - -
04/11/79 1.5 (34) 2325-0110 - - - -
07/21/80 21.1 (484) 0000-0410 24.6 (565) 0051-0345
04/28/81 3.3 (76) 1433-1616 - -
05/29/81 1.4 (32) 2045-2145 ... -
06/13/81 - - - 50.4 1754-2237
07/12/8l 27.0 (620) 0914-1403 -
08/14/81 13.1 (301 ) 2129-2254 - - -
07/22/82 0.3 (7) 1030-1044 -
1051 -1106
08/07/82 - - 11.1 (255) 1845-2118
12/02-03/82 19.1 (438) 2208-0323 33.1 (760) 0011-0340 16.6 (381) 0608-0825
12/2-12/3 12/3 12/3
a0'Brien Lock & Dam became operational in 1965. Prior to that time, different hydraulic and backflow
regime existed on the Calumet River.
bAccuracy of backflow volume at Chicago Harbor is 15 percent for these events.
N/A ¦ Data not available.
-------
Wllmette Pumping Station Backflows
Backflow from the North Shore Channel to Lake Michigan is accomplished at
the Wllmette Pumping Station. At Wilmette, there have been a total of
32 backflow events since 1947 for an average of almost once per year. Most of
the occurrences prior to 1967 were not monitored as to the quantity and
duration of spill. Since that time, there have been 23 backflows, 12 within
the last 5 years, with an average volume and duration of 87 MG and 3.3 hours,
respectively.
Due to the increased capacity and predictive capabilities that have
evolved over the years, a decline in the number of backflows and corresponding
Increase in the size of precipitation events required to cause a backflow
would be expected. However, such a trend cannot be discerned from recorded
data. This may be explained by urbanization which has been accompanied by an
increase 1n impervious area and expansion of sewer system networks. To a
great degree, Increased peak runoff has offset advantages gained in increasing
canal capacity and efficient operation.
BACKFLOW VOLUMES
Backflow events have been recorded at the Wilmette Pumping Station 32
times in 35 years or once every 1.1 years. The long term average annual
backflow volume from Wilmette can be estimated at 69 MG. Discharges from the
Chicago River Controlling Works occur less often but are of greater
magnitude. Ten backflow events, with a long term annual average discharge of
213 MG, have been recorded over the past 35 years. Backflows at the O'Brien
Lock and Dam have been recorded on four occasions in 18 years of operation.
The long term average discharge is approximately 146 MG. Summing the values
for Wilmette, Chicago Harbor, and the O'Brien Lock and Dam, the total long
term average annual discharge is calculated as 423 MG. This estimate is
limited in that it relies solely on historical backflow data and does not
account for changes in land use and precipitation patterns, and watercourse
and operating procedure improvements.
Without future modifications to counteract the consequences of future
urbanization within the watershed and other watershed improvements, the
frequency and magnitudes of flow reversals is lifcely to increase. However,
the MSDGC 1s Implementing a Tunnel and Reservoir Plan (TARP) which is designed
to eliminate combined sewer overflows from the 375 square mile combined sewer
area. TARP is basically a system of conveyance tunnels (131 miles) connecting
the existing CSOs to three storage reservoirs (127,550 acre-feet).1
Effluent from the reservoirs will be pumped to MSDGC treatment plants for
complete treatment. The TARP Mainstream System Phase I (except the North
Branch Tunnel) will be completed and placed into operation in 1985. This
tunnel's capacity for storing combined sewer overflow will have the immediate
effect of eliminating most backflows to Lake Michigan at the Wilmette Pumping
Station and the Chicago River Controlling Works. The Calumet Phase I tunnel,
expected to be operational 1n 1984, will reduce backflow volume at the O'Brien
Lock and Dam.3
7-7
-------
CSO WATER QUALITY
Combined sewer overflow concentrations are available for several
parameters including BOD5, and suspended solids. The mean BOD5
concentration 1s 69 mg/1 with discrete sample concentrations ranging from 24
to 346 mg/1. Suspended solids concentrations range from 32 up to 1,090 mg/1.
Data reporting CSO phosphorous concentrations were found to be unavailable.
Typically, a value of 3.4 mg/1 is assigned to areas affected by a detergent
phosphorous ban. However, since backflows occur only during relatively large
precipitation events, the CSO phosphorous concentration during backflows
should be lower due to a relatively high fraction of relatively low
phosphorous stormwater in proportion to domestic sewerage.
TOTAL PHOSPHOROUS LOADINGS
The calculation of total phosphorous loadings from the Greater Chicago
CSOs to Lake Michigan requires estimates of the volume of backflow, the
fraction of backflow contributed by CSOs, and the CSO phosphorous concentra-
tion. The expected long-term average year backflow is 423 MG. Due to the
high CSO flows during storm events, the CSO contribution to backflows may be
substantial. However, the CSO contribution is also variable, depending on the
quantity of backflow and dilution ratios specific to each lakefront control
poi nt.
Assuming a worst case scenario in which backflows would contain
essentially undiluted CSO effluent, a typical CSO phosphorous concentration of
3.4 mg/1 could be applied to the long term average annual flow of 423 MG. The
resulting annual total phosphorous load would be 12,000 lbs (5.4 MT).
However, since backflows occur only during large rainfall events, the CSO
phosphorous concentration is likely to be less than 3.4 mg/1 due to a
relatively large fraction of stormwater in proportion to domestic sewage. In
addition, much of the backflows may originate from Lake Michigan make-up water
and the relatively clean treatment plant effluent. The long term annual
average CSO phosphorous load to Lake Michigan 1s therefore likely to be less
than 12,000 pounds. Additional monitoring data would be required to provide
an accurate estimate.
7-8
-------
REFERENCES
1. The Metropolitan District of Greater Chicago Facilities Planning Study
Update Supplement and Summary Action Plan. Metropolitan Sanitary
District of Greater Chicago, May 1982.
2. Investigation of Backflows. Volume 1. Results and Discussion. Chicago
District US Am\y Corps of Engineers, Contract No. DACW 23-79-0-0038, Work
Order No. 0002. February 1980.
3. Letter to Mr. Paul Horvatin, U.S. EPA from Mr. Bill Macaitis, Assistant
Chief Engineer, MSDGC. December 8, 1982.
1. Mr. Bill Macaitis, Assistant
District of Greater Chicago.
2. Mr. Cecil Lue-HIng, Director
Sanitary District of Greater
CONTACTS
Chief Engineer. Metropolitan Sanitary
(312) 751-5806.
Research and Development. Metropolitan
Chicago. (312) 751-5806.
7-9
-------
SECTION 8
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITIES OF HAMMOND, EAST CHICAGO AND GARY, INDIANA
BACKGROUND
This area Is located in the Northwest corner of Indiana and contains
three major sanitary districts known as the Hammond Sanitary District (HSD),
the East Chicago Sanitary District (ECSD), and the Gary Sanitary District
(GSD). A map of the area indicating CSO locations is provided in Figure 8-1.
The HSD was formed in 1938 and includes the corporate boundaries of the cities
of Hammond and Munster. The HSD also provides sewer service to the cities of
Whiting, Griffith and Highland by contracted agreement. The total population
served is estimated at 175,000. As shown in Table 8-1 the HSD contains 5
CSOs, the relative locations of which are shown in Figure 8-1.
The ECSD provides sewer service for the City of East Chicago. This area
contains two CSOs to the Grand Calumet River and one to the Indiana Harbor
Ship Canal. The three outfalls are identified in Table 8-1. Figure 8-1 shows
the relative locations of these outfalls.
The Gary Sanitary District was formed in 1938 and now serves over 200,000
people and various Industries in Gary, East Gary and Merrillville. The GSD
contains seven CSOs which discharge to the Grand Calumet River. These
outfalls are identified 1n Table 8-1. CSO locations are identified in
Figure 8-1.
COMBINED SEWER OVERFLOW VOLUMES
Combined sewer overflow annual discharge volumes are provided in
Table 8-1. Hammond combined sewers account for 3,444 million gallons annually
while CSOs in East Chicago and Gary have annully discharges of 3,643 and 4,274
million gallons, respectively. Adding these three values, the total overflow
volume from the Grand Calumet-Indiana Harbor Ship Canal Basin is calculated to
be 11,361 million gallons.
TOTAL PHOSPHOROUS LOADING
The total phosphorous concentration of comMneo sewer overflows in East
Chicago was found to be 3.0 mg/1 as P.2 The annual phosphorous load was
determined from the annual overflow discharge volumes assuming an average
phosphorous concentration of 3.0 mg/1. As shown in Table 8-1 the phosphorous
loads from CSOs in Hammond, East Chicago and Gary were found to be 86,167 lbs
8-1
-------
legend
• CSO LOCATIONS
.-CALUMET
HARBOR
LAKE
CALUMET
INDIANA HARBOR SHIP CANAL
oo
rvs
LOCK CAM
CHICAGO I
CALUMET
RIVER
GARY
CALUMET
MUNSTER
HIGHLAND '
GRIFFITH
Figure 8-1. Combined sewer overflow locations--Hammond, East Chicago
and Gary, IN.
-------
TABLE 8-1. ANNUAL LOADINGS OF CSOs—HAMMOND, EAST CHICAGO, AND GARY, IN
No. City
Location
Receiving Mater
River Bile
Annual Total P
Sewer size, overflow, concentration, Annual P load,
in. MG ng/1 lbs/yr (MT)
CO
i
co
1. Ha—ond
2. Hammond
3. Haannd
4. Haawnd
5. Hammond
TOTAL HAFMOND
Johnson Ave. pumping Grand Calunet
station
Sohl Ave. punping Grand Calumet
station
Columbia Ave.
punping station
Columbia Ave.
Kennedy Ave.
6. East Chicago Indianapolis Blvd.
7. East Chicago Cline Ave.
8. East Chicago Ship turnaround of
Ship Canal
TOTAL EAST CHICAGO
9. Gary
10. Gary
11. Gary
12. Gary
13. Gary
14. Gary
15. Gary
TOTAL GARY
Colfax St.
West of Chase St.
Bridge St.
Pierce St.
Polk St.
Alley 9, East
Rhode Island Ave.
Grand Calunet
Grand Calumet
Grand Calumet
Grand Calumet
Grand Calumet
Ship Canal
Grand Calumet
Grand Calumet
Grand Calumet
Grand Calumet
Grand Calumet
Grand Calumet
Grand Calumet
State line 1.0
State 1 i ne 1.0
State line 1.0
State line 1.7
State line 4.6
State line 3.1
State line 6.4
NA
7.4
9.8
10.2
11.5
11.6
13.0
13.1
90
108
108
2-42
90 & 84
NA
NA
96
96
132
90
70
78
96
32
157
176
1,220
88
1,803
3,444
2,925
486
232
3,643
749
891
432
273
89
587
1,253
4,274
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3,928 (1.8)
4,403 (2.0)
30,524 (13.9)
2,201 (1.0)
45,111 (20.5)
86,167 (39.2)
73,183 (33.3)
12,160 (5.5)
5,805 (2.6)
91,148 (41.4)
18,740 (8.5)
22,293 (10.1 )
10,809 (4.9)
6,830 (3.1)
2,227 (1.0)
14,687 (6.7)
31,350 (14.3)
106,936 (48.6)
-------
(39.2 MT), 91,148 lbs {41.4 MT), and 106,936 lbs (48.6 MT), respectively,
amounting to a total areawide loading of 284,251 lbs (129.2 MT). These
loadings should be consistant with the present detergent phosphorous ban
conditions.
DATA ON OTHER POLLUTANTS
Loadings of BOD5, suspended solids and total nitrogen are provided in
Table V-6 of Reference 2, Volume III.
DATA QUALITY
Estimates of CSO flow volumes and phosphorous loads were obtained from
Table V-6 of Reference 2 of Volume 3 . It is not possible to assess the
accuracy of these data since this document did not indicate the method used to
calculate flows (e.g. direct measurement, calibrated models, etc.) nor did it
indicate the procedure used to identify the phosphorous concentration.
8-4
-------
REFERENCES
1. Water Pollution Investigation. Calumet Area of Lake Michigan.
EPA-905/9-74-01 la.
2. Williams, 6. G. East Chicago Lab and Field Data, Volumes 1, 2 and 3.
Howard, Needles, Tammen and Bergendoff. September 1981.
CONTACTS
1. Mr. Susan Cook, Howard, Needles, Tammen, and Bergendoff. (317) 872-3160.
2. Mr. Bob Hawkins, Ten Ech Environmental Engineers, Inc. (502) 636-3565.
3. Mr. Glen Williams, Howard, Needles, Tammen, and Bergendoff.
(317) 872-3160.
4. Northwest Indiana Regional Planning Commission. (219) 923-1060.
8-5
-------
SECTION 9
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF GRAND RAPIDS, MICHIGAN
BACKGROUND
The City of Grand Rapids, Michigan is located on the Grand River in
western Michigan. It has a sewered area of 38,000 acres, serving a population
of 197,600 people (1970). Approximately 5,500 acres, or 15 percent of the
area is served by combined sewers. During dry weather, flow is transported by
gravity interceptor to the Grand Rapids wastewater treatment plant. During
wet weather, flows exceeding interceptor capacity enter the Grand River, which
flows into Lake Michigan.
Three types of overflow regulators presently exist within the Grand
Rapids sewer system: fixed weir, gate, and a combination of Fabridam and
gate. There are ten fixed weir regulators, six of which are located on the
west side of the City, and four are located on the east side. Five regulators
have pneumatically operated dams (Fabridams). Only three regulators are
installed with gates. Table 9-1 lists each of the combined sewer overflows,
while Figure 9-1 shows the location of the overflows.
The regulator's Fabridams and gates were installed by the City in 1972 to
provide the City with 8.2 MG of storage within their sewer system. The 8.2 MG
1s based on having all the Fabridams fully inflated, which 1s the City's
present mode of operation. System storage enables the City to retain 8.2 MG
of wet weather flow prior to Initiating overflows at the pumping stations.
The City has adopted a sewer separation policy which focuses on sewer
separation 1n areas scheduled for major rehabilitation programs. Furthermore,
all new developments have to be served with separated sewers. To date, areas
tributary to four overflow regulators (Nos. 2, 19, 20 and 23), have been
completely separated and the regulators abandoned. Abandonment included
removal of the gate and/or Fabridam and bulkheading of sewers as required.
PUMPING STATION OVERFLOWS
The City has three major pumping stations: Market Avenue, Wealthy and
Butterworth. The Market Avenue Pumping Station 1s comprised of four dry
weather sewage pumps, two of which are variable speed having a rated capacity
of 7 to 22 MGD, and two are constant speed units rated at 22 MGD. For
operation during storms, the station has four stormwater pumps, each rated at
45 MGD capable of pumping to the plant, the river, or to both; and four
9-1
-------
Buffalo flood pumps, each rated at 40 MGD to enable pumping combined sewage to
the Grand River during high river stages. In addition, there are six flood
fjatps which can be operated only during wet weather periods when the river
level 1s less than E1.100.0-ft. (local datum).
Each of the Butterworth and Wealthy Pumping Stations has two 20 MGD pumps
which can pump wet weather flow to the Grand River. Pumping operation is
level dependent and is controlled so as to initiate pumping whenever the
Market Avenue wet well exceeds the 102.0 ft elevation. Running time of each
pump 1s monitored and provides a record of overflow events. Dry weather flow
from these pumping stations flows by gravity to Market Avenue Pumping Station.
These pumping stations also have the capability of overflowing during wet
weather periods by gravity to the Grand River by means of one flood gate at
each location.
The City's present mode of sewer system operation is schematically shown
1n Figure 9-2. With the usage of in-system storage, all overflows are
deferred to downstream points. The west side of the City, north of the Grand
River, 1s tributary to either the Wealthy or Butterworth Pumping Stations,
which convey their flow to the Market Avenue Pumping Station. The east side
of the City 1s tributary to Market Avenue Pumping Station. Sewage from the
southwest portion of the City flows by gravity directly to the wastewater
treatment plant.
During wet weather events, the Grand River receives overflows from the
fixed weir regulators and overflows either by pumping or gravity from
Butterworth, Wealthy and Market Avenue Pumping Stations in addition to storm
runoff from the City of Grand Rapids and the remaining tributary area.
Overflows at Butterworth and Wealthy Pumping Stations are dependent on wet
well levels at the Market Avenue Pumping Station. Random operator response to
wet weather conditions at Market Avenue Pumping Station controls overflows at
Butterworth and Wealthy. Levels in the wet well as the Market Avenue Pumping
Station are related to the levels at Butterworth and Wealthy. When levels at
Butterworth and Wealthy Pumping Stations reach a set elevation, one pump at
each station is automatically started. Under normal operations, no flow is
discharged to the river by means of the flood gates at Butterworth and Wealthy.
COMBINED SEWER OVERFLOW VOLUMES
The City's present mode of overflow operation for the three pumping
stations has been practiced since 1979. From 1979 to 1981, Grand Rapids
measured overflows from the Market Avenue Pumping Station during the summer
months. Overflows from Wealthy and Butterworth Stations were measured during
the summer of 1981. In order to determine annual overflows from the Market
Avenue Station, measured overflows were plotted against peak hourly rainfall
(Figure 9-3). A relatively good correlation was obtained (r = 0.80). Based
on this Information, annual overflows were determined for the Market Avenue
Station using local climatological rainfall data obtained from the National
Weather Service. Based on this Information, approximately 280 million gallons
overflow from the Market Avenue Pumping Station during an average rainfall
year. It was also determined that overflows from the Butterworth and Wealthy
9-2
-------
TABLE 9-1. COMBINED SEWER OVERFLOW LOCATIONS—GRAND RAPIDS, MI
Number Location Type
001
Monroe Avenue
Fabridam
003
Fulton Street
Fabridam
004
Ionia Avenue
Gate
005
Ionia Avenue
Fabridam
006
Summer Avenue
Fabridam
010
Stevens Street
Fabridam
Oil
Mall Street
Gate
012
First Street
Gate
013
Eleventh Street
Fixed Weir
014
Park Drive
Fixed Weir
015
Sibler Street
Fixed Weir
016
California Street
Fixed Weir
017
Bride Street
Fixed Weir
018
Lake Michigan Boulevard
Fixed Weir
021
PIai nfield Avenue
Fixed Weir
022
Carrier Street
Fixed Weir
024
Alexander Street
Fixed Weir
025
Alexander Street
Fixed Weir
9-3
-------
vo
i
-P*
021
001
022
GRAND
RIVER
013
012
017
GRAND RAPIDS
006
0t5
A 016
A FIXED WEIR
• FABRIDAM
¦ GATE
# PUMP STATION
018
014
• 003
BUTTERWORTH
PUMP #
STATION
1 WEALTH
PUMP<
STATION^
¦ 004
• 005
MARKET AVENUE
PUMP STATION
025
024
¦ Oil
• 210
Figure 9-1. Combined sewer overflow locations—Grand Rapids, Mi.
-------
umurr now-
ppo* MPMATSD
Awa
5489 MOMS
COMN
MSA
suttspwopth
anrnMrntoK
STATION
r
WSALTHY
PUMP
STMHOK
twrnaw
m*rrr
QSBL+
r
74MMT
3t9tT9Qlw
pumpsdor
Q/tAvrTYnav
wwtp sxesss wsr
m*rm* flow
wwrp otrr
wtATtitm plow
WIS TP
MANMjffK
PLOW WttOH
^
PLOW
Figure 9-2. Schematic of Grand Rapids sewer system.
9-5
-------
80
70
60
8 50
t-
OJ
>
o
Jai
l-
<0
x:
30
20
10
m
0.2 0.4 0.6 0.8 1.0 1.2
Peak Hourly Rainfall, in.
Figure 9-3. Market avenue overflow vs. peak hourly rainfall.
9-6
-------
Pumping Stations are approximately 43 percent less than the Market Avenue
Station. Total overflows from all three pumping stations would then be 441
million gallons annually.
TOTAL PHOSPHORUS LOADINGS
Wet weather concentrations of total phosphorus have been measured to be
2.49 mg/1 (as P) at the Market Avenue Station. Applying this concentration to
the 441 million gallons which overflow annually, total phosphorus loadings to
the Grand River from combined sewer overflows amount to 9,166 lbs (4.2 MT).
Since the data were collected in 1981, this loading is representative of
post-1977 detergent phosphorous ban conditions.
DATA ON OTHER POLLUTANTS
Table 9-2 lists the concentration of other parameters which were measured
at the Market Street Pumping Station during wet weather flows. Table 9-2 also
lists the loading to the Grand River based on overflow volumes.
DATA QUALITY
The concentration of phosphorous used to determine the annual loading to
the Grand River was measured at the Market Street Pumping Station during the
summer months. Higher concentrations of phosphorous have been measured during
the winter months (4.3 mg/1 vs. 2.49 mg/1). However, since most overflows
occur during the summer, the lower number was used.
Annual flows were estimated based on peak hourly rainfall, since
overflows were only measured during the summer months. Peak hourly rainfall
was plotted against overflow volumes at the Market Avenue Station. A
relatively good correlation was obtained (r = 0.80). Rainfall data was
measured by National Weather Service at the Kent County airport.
9-7
-------
TABLE.9-2. ANNUAL LOADINGS OF OTHER POLLUTANTS--GRAND RAPIDS, MI
Parameter
Concentration,
mg/1
Loadi nq,
Ib/yr
BOU5
77
287,190
Ni trate
1.18
4,400
Cyanide
0.673
2,510
Chloride
88
328,210
Total cadmium
0.009
33
Total chromium
0.27
1,007
Total copper
1.09
4,065
Total iron
10.4
38,790
Total lead
0.57
2,126
Total nickel
0.32
1,194
Total zinc
0.575
2,145
Total mercury
0.0042
16
9-8
-------
REFERENCES
1. Combined Sewer Overflow Control Analysis for the City of Grand Rapids,
Michigan — Phase 2 Report. Prepared by McNamee, Porter, and Seeley
Consulting Engineers, Ann Arbor, Michigan. April 1982.
2. Local Climatological Data for the Kent County, Airport, Grand Rapids,
Michigan. National Oceanic and Atmospheric Administration, Environmental
Data and Information Service. Asheville, North Carolina.
CONTACTS
1. Mr. Barry Bltrick, West Michigan Planning Commission. (616) 454-9375.
2. Mr. Jack Hornback, Grand Rapids City Engineer. (616) 456-3060.
3. Mr. Robert Sullivan, West Michigan Planning Commission. (616) 454-9375.
4. Mr. Ron Wood, Michigan DNR. (616) 456-6231.
5. Mr. Phil Youngs, McNamee, Porter and Seeley. (313) 665-6000.
9-9
-------
SECTION 10
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF KALAMAZOO, MICHIGAN
BACKGROUND
The city of Kalamazoo sewer system contains approximately 275 miles of
sewer ranging in size from 6 in. to 72 in. in diameter, 8-in. sewers
representing about 68 percent of this total length. Approximately 50 percent
of the system has been constructed within the last 20 years. There are no
Intended stormwater connections and no combined sewers. Kalamazoo also
accepts sewage generated in the Townships of Comstock, Oshtemo, Texas,
Portage, Parchment, Galesburg, Vicksburg, August, Kazoo and Pavi11 ion.1»2>3
OVERFLOW DATA
Although there are no combined sewers, an estimated 1,200 million gallons
of extraneous flow enters the sanitary sewer system annually. Of this total,
approximately 6.4 percent is due to inflow and 93.6 percent is due to
Infiltration.1 The treatment plant was equipped with a bypass, but this was
reportedly removed.3 Potential overflow points were identified at the
Gibson Street Interceptor (currently being replaced), and the Stadium Drive
Trunk Sewer, both of which may have insufficient capacity to transport maximum
expected flows.1 Data on overflow frequency and quantity are not
available. Consequently, the phosphorous load cannot be determined. However,
overflow from this system 1s likely to be extremely small relative to other
Great Lakes overflow sources.
10-1
-------
REFERENCES
1- Facilities Plan for the Kalamazoo Metropolitan Area. Volume 1. Jones &
Henry Engineers, Ltd., September 1976.
2. City of Kalamazoo, Michigan Sewer System Evaluation Survey. Jones &
Henry Engineers, Ltd., December 1980.
3. Written Communication, Paul A. Blakeslee, Chief of Wastewater Operations,
Michigan DNR.
CONTACTS
1. Mr. M1ke Brey, Michigan DNR. (517) 373-6473.
2. Mr. Sherman, South Central Michigan Planning Agency. (616) 665-4221.
3. Mr. Richard Sims, City of Kalamazoo Sewage Works. (616) 385-8157.
10-2
-------
SECTION 11
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF MUSKEGON, MICHIGAN
To obtain relevant sewer system data, telephone inquires were made to the
West Michigan Shoreline Regional Planning Commision (WMSRPC), the Michigan
Department of Natural Resources (DNR) and the Muskegon County Drain
Commission.'From these conversations it was confirmed that there are
no combined sewer overflows or bypasses in Muskegon. Reference 4 provides
data on Muskegon's stormwater collection system.
11-1
-------
REFERENCES
1. Telecon. Mr. John Koches, West Michigan Shoreline Regional Development
Commision (616) 722-7878 and Mr. John Patinskas, GCA/Technology
Division. April 16, 1982.
2. Telecon. Mr. Ernie Josma, Michigan Department of Natural Resources (616)
456-6231 and Mr. John Patinskas, GCA/Technology Division. June 8, 1982.
3. Telecon. Mr. Pat Kelly, Muskegon County Drain Commission.
(616) 853-2291 and Mr. Tim Curtin, GCA/Technology Division.
September 21, 1982.
4. West Michigan Regional Development Commission. Muskegon County
Stormwater BMP Implementation Project. April 1982.
CONTACTS
1. Mr. Pat Kelly, Muskegon County Drain Commissioner. (616) 853-2291.
2. Mr. John Koches, West Michigan Regional Development Commission.
(616) 722-7878.
3. Mr. Ernie Josma, Michigan DNR. (616) 456-6231.
11-2
-------
SECTION 12
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF MIDLAND, MICHIGAN
BACKGROUND
The City of Midland, Michigan is located around the confluence of the
Tittabawassee and Chippewa Rivers in the east central portion of the lower
Michigan peninsula, 18 miles west of the Saginaw River and Lake Huron. In
1974, the estimated population was 37,500. Midland has 761,500 feet of
sanitary sewers of which 76,700 feet, or approximately ten percent, are
combined sewers with the remaining 90 percent being separate sanitary sewers.
The combined sewer system encompasses an area of 375 acres with sewers ranging
1n size from 6 inches to 72 inches.
The combined sewer system is located in the downtown, older section of
the City. It 1s bounded by Eastman Road, Carpenter Street, Jefferson Avenue,
and the Chesapeake and Ohio Railroad. The sewage from this area flows to six
overflow regulators which are located along the interceptor sewer on the north
side of the Tittabawassee River. When the flow in the combined sewer exceeds
the capacity of the interceptor sewer, the excess flow is diverted directly to
the river. The interceptor sewer and overflow structures were constructed in
1939 and are located along the north side of the Tittabawassee River from
Revere Street to State Street. The combined sewer overflows are listed in
Table 12-1 while their locations are shown in Figure 12-1.
The six overflow structures were originally constructed with weirs and
dams to divert the dry weather flow to the treatment plant. Since then,
regulating valves have been installed in each overflow chamber except the
Revere Street location. These valves are remotely controlled from the
wastewater treatment plant to control the quantity of flow entering the
Interceptor during wet weather. They must be closed during periods of flood
stage to prevent the river from flowing back Into the interceptor sewer and
flooding out the main pumping station at Wyman Street.
COMBINED SEWER OVERFLOW VOLUMES
There are no historical records that indicate how much wet weather flow
is required to begin bypassing to the river at ea^h of the six regulators.
During the spring and summer of 1977, the City monitored the six overflow
regulators 1n an attempt to determine how much rainfall it takes to start
bypassing wet weather flow in each of the regulators. The results of this
monitoring program are shown in Table 12-2.
12-1
-------
FABLE 12-1. COMBINED SEWER OVERFLOWS--MIDLAND, MI
Combined Percent of
Overflow sewer area, total combined
regulator acres sewer area
Revere Street
18
4.8
Benson Street
20
5.3
Hubbard Street
3
0.8
St. Nicholas Street
14
3.7
Gordon Street
111
29.6
State Street
209
5b. 8
Total
37b
12-2
-------
ASN
MIDLAND, MICHIGAN
ly
CHIPPEWA
.RIVER j
TITTABAWASSEE
RIVER /
LEGEND
R -R«v«r« St. Overflow
SN -St. Nicholas St. Overflow
H -Hubbard St. Overflow
0 -Gordon St. Overflow
S -Stat# St. Overflow
B -Btnton St. Overflow
Figure 12-1. Combined sewer overflow locations—Midland, MI.
12-3
-------
iAd^c. 12-2. RAINFml. VERSUS
BYPASSING
FOR SI a OVERhLUW REGuL^TORS-
-MIuLA.Nij "A i
Overflow regulator
Date
Precipitation, Revere
inches Street
Benson
Street
Hubbard St. Nicholas
Street Street
Gordon
Street
State
Street
05/05/77
0.08
X
05/31 HI
0.16
X
X
06/01/77
0.25
X
X
06/06/77
0.89
X
X
X
-------
As shown in Table 12-2, the State Street regulator bypassed sewage to the
river during all four rainfall events; the Gordon Street regulator bypassed
during the last three; and the St. Nicholas regulator discharged during the
June 6th rainfall only. The remaining three overflow Regulators, namely
Revere Street, Hubbard Street, and Benson Street did not bypass any wet
weather flow to the river during this period. To date, no method has been
devised to measure the volume of overflow from the overflow structures during
wet weather and no estimation of the overflow volume can be provided.
However, since the combined sewer service area covers only 375 acres, the
annual phosphorous load is likely to be relatively small.
12-5
-------
REFERENCES
1. City of Midland, Michigan Infiltration/Inflow Analysis. McNamee, Porter,
and Seeley Consulting Engineers. Ann Arbor, Michigan. August 1978.
2. Telecon. Mr. Steve Young, City of Midland (517) 835-7711 and Mr. Samuel
Duletsky, GCA Corporation, Chapel Hill, North Carolina.
September 15, 1982.
CONTACTS
1. Mr. Jim Scott, Michigan DNR. (517) 373-6473.
2. Mr. Steve Young, City of Midland. (517) 835-7711.
12-6
-------
SECTION 13
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF SAGINAW, MICHIGAN
BACKGROUND
The City of Saginaw, Michigan, with a population of 91,900 (1970) is
located on the Saginaw River in the east-central portion of the State. The
City occupies both banks of the river for a stretch of about five miles, and
is approximately eighteen miles from Lake Huron. The City has a combined
sewer system which collects sewage from 5,580 acres on the west bank of the
river and 3,889 acres on the east bank. During dry weather periods, sewage
flows through an interceptor on each side of the river. The interceptors
eventually join on the east side where the sewage is treated by a secondary
treatment plant. Wet weather flow exceeding interceptor capacity overflows
into the Saginaw River.
The combined sewer system overflows approximately 60 times per year,
during wet weather and spring thaw. Combined sewer overflows can affect water
quality by reducing the dissolved oxygen in the river from 6 mg/1 to 4 mg/1,
and are the most significant source of bacteria loadings for the river above
Bay City (approximately 10 miles downstream). Overflows may occur at 34
regulator chambers and five pump stations located along the interceptors as
shown in Figure 13-1.
COMBINED SEWER OVERFLOW VOLUMES
Annual overflow estimates are presented in Table 13-1 for seven major
overflow points and the rest of the overflow points on the east and west sides
of the city. Total combined sewer overflows discharge approximately
2.62 billion gallons into the Saginaw River each year.
TOTAL PHOSPHOROUS LOADINGS
The phosphorous concentration from combined sewer overflows in Saginaw
was not reported in available literature, however, loadings of total suspended
solids (TSS) and biochemical oxygen demand (BOD) were reported. Total
phosphorous loadings were therefore calculated by using a typical post-ban
concentration of 3.4 mg/1 as P. By multiplying the CSO volume by this factor,
the total phosphorous loading from Saginaw's combined sewer overflows is
estimated to be 74,191 lbs (33.7 MT) per year.
13-1
-------
LEGEND:
• EXISTING PUMPING STATION
A EXISTING REGULATION
CHAMBER
EXISTING INTERCEPTOR
CITY LIMITS
EXISTING WASTE WATER
TREATMENT PLANT
FOURTEENTH
ST. PUMPING STA,
J l_
WEISS ST.
PUMPING STATION
EAST SIDE
INTERCEPTOR
WEST SIDE
INTERCEPTOR
EMERSON ST.
PUMPING STATION
HANCOCK ST
PUMPING STATION
WEBBER ST.
PUMPING STATION
SAGINAW
RIVER
Fiyure 13-1. Combined sewer interceptor system--Saginaw, MI.
13-2
-------
TABLE 13-1. ESTIMATED ANNUAL CSO VOLUMES--SAGINAW, MI
Overflow volume for
typical year - 1977,
Overflow source MG
West Side
Fraser regulator 64.3
Hancock pumping station 501.6
Weiss regulator 390.2
Weiss pumping station 462.9
Remaining regulators 229.9
Total West Side - 1,648.9
East Side
Webber pumping station 273.6
Emerson pumping station 6.2
Fourteenth Street pumping station 245.1
Remaining regulators 442.6
Total East Side - 967.5
TOTAL 2,616.4
13-3
-------
The estimated phosphorous loading was verified by using an average of
known phosphorous-to-TSS ratios of combined sewer overflows for selected U.S.
cities. The average phosphorous-to-TSS ratio, 0.0158, was reduced by 32
percent to reflect post-ban conditions and multiplied by the estimated TSS
loading of 8.08 million pounds from Saginaw's combined sewer overflows for a
typical rainfall year (1977). The resulting estimate of phosphorous loading
(86,812 lbs/yr) compares favorably with the phosphorous loading estimated
above.
DATA ON OTHER POLLUTANTS
The annual loadings of TSS and BOD to the river from combined sewer
overflows are estimated to be 8.08 million pounds and 1.95 million pounds,
respectively.
DATA QUALITY
Actual measurements of the phosphorous loading of combined sewer
overflows were not reported. The concentration of phosphorous from combined
sewer overflows was assumed to be equal to typical concentrations found under
post-ban conditions.
The volume of combined sewer overflows was estimated using a mathematical
model developed specifically for Saginaw. The model itself was not contained
in the report. The values for two parameters of the model, hourly rainfall
and dry weather sewage flow, were obtained from actual measurements. Values
for two other parameters of the model, street washoff and dry weather sewage
deposition, were obtained from empirical equations and a literature survey of
BOD street accumulation rates. The model was checked by comparing simulation
results against actual sewer flow data collected during dry weather and wet
weather. Flows predicted by the model matched well with flows measured during
an actual rain event.
13-4
-------
REFERENCES
1. Facility Plan for the Control and Treatment of Combined Sewer Overflows
to the Saginaw River. Environmental Design and Planning, Incorporated.
March 1981.
CONTACTS
1. Mr. Steve McGuire, The Chester Engineer. (412) 771-4320.
2. Mr. William Pisano, Environmental Design and Planning. (617) 787-4200.
3. Mr. Jim Scott, Michigan DNR. (517) 373-6473.
4. Mr. William Yokum, East Central Michigan Regional Planning Commission.
(517) 752-0100.
13-5
-------
SECTION 14
OVERFLOW AMD BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF BAY CITY, MICHIGAN
BACKGROUND
Bay City, Michigan is located near the mouth of the Saginaw River in the
east-central portion of the State. Bay City and surrounding townships have an
estimated population of 105,000 (1977). Approximately half of the sewage
collection system of Bay City is served by combined sewers.
Two regional wastewater treatment plants are located in Bay City. The
Bay City regional plant, with a capacity of 12 million gallons per day, is
located on the east bank of the Saginaw River and serves Bay City and Hampton
Township. The West Bay County regional plant, located on the west bank of the
river, treats wastewater from Bangor, Monitor, Frankenlust, and Williams
Townships. Flow from the combined sewers in Bay City is treated at the Bay
City regional wastewater treatment plant. The loations of the two treatment
plants, as well as the location of the Essexville Wastewater Treatment Plant,
are shown in Figure 14-1.
In 1980 Bay City began operating five retention basins which temporarily
store excess combined interceptor flow during rain events and spring thaws.
The retention basins, each in a different location in the City, are designed
to store combined sewer overflow from storms as great as ten-year rain
events. Excessive interceptor flow, which previously overflowed to the
Saginaw River, is chlorinated for disinfection as it enters the basins then
retained in the basins until flow decreases and interceptor capacity becomes
available. When combined sewer overflow exceeds basin storage capacity,
combined sewage overflows a weir wall from the basin to the river. The
retention basins are dewatered when interceptor flow decreases after storm
events.
Prior to the construction of the West Bay County Regional Wastewater
Treatment Plant and the five retention basins, the combined sewer system
overflowed approximately 70 times per year from 30 different points. The Bay
City combined sewer system presently overflows four to six times per year.
However, based on literature review and contact with Bay City, quantification
of annual overflow volume has not been made.
14-1
-------
SAGINAW BAY
{LAKE HURON)
BANGOR
,
ESSEXVILLE
HAMPTON
SAGINAW;
RIVER j
BAY
CITY
_ j
LEGEND
r—
City Limit*
Boy City Treotment Plant
West Boy County
Regional Treatment Plant
Eseexvlll* Treatment Plant
Figure 1^-1. Bay City area wastewater treatment plants.
14-2
-------
REFERENCES
1. Facilities Planning Study, Bay City Study Area. Hubbell, Roth & Clark,
Incorporated, Bloomfield Hills, Michigan. February 1977.
2. Telecon. Mr. Tom Heffelbower, City Engineer. Bay City, Michigan (517)
894-8181 and Mr. Samuel Duletsky, GCA Corporation, Chapel Hill, North
Carolina. September 17, 1982.
CONTACTS
1. Mr. Willard Grevel, Bay City Wastewater Treatment Plant Operator.
(517) 893-5121.
2. Mr. Tom Heffelbower, City Engineer, Bay City Michigan. (517) 894-8181.
3. Mr. J1m Scott, Michigan DNR. (517) 373-6473.
4. Mr. William Yokum, East Central Michigan Regional Planning Commission.
(517) 752-0100.
14-3
-------
SECTION 15
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF FLINT, MICHIGAN AND SURROUNDING AREAS
BACKGROUND
In 1977 a report evaluating the Genesee County wastewater collection
system was prepared by Hubble, Roth and Clark. A map of the study is provided
in Figure 15-1. The total area covers approximately 368 square miles and
includes the Beecher Metropolitan District and the Cities of Flint, Clio,
Swartz Creek, Grand Blanc, Burton, Davidson, Mt. Morris, Mundy and Vienna.
The Townships of Davidson, Flushing, Gaines, Richfield, Thetford, Flint,
Genesee, Grand Blanc, Mt. Morris, Montrose, Mundy, Vienna and Clayton are also
included. The study area is serviced by an interceptor system ranging in size
from 21 in. to 108 in. diameter. The main trunk, also shown in Figure 15-1,
originates in Genessee Township, circles the City of Flint in a clockwise
direction and terminates at the Anthony Ragnone Wastewater Treatment Plant, a
50 MGD advanced treatment facility. The City of Flint and surrounding areas
have no CSOs. However, wastewater is occasionally bypassed at several pump
stations and can overflow from manholes located in low lying areas.
BYPASSES
The system contains a total of seven bypasses. Locations include the
Farrand Road Pump Station in Vienna, Carpenter Road and Clubock Drive in the
Beecher Metropolitan District, Pump Station Mo. 6 and Genesee Road in Genesee,
the 3rd Avenue Pump Station in Flint, and the Northwest pump station, located
on the treatment plant grounds in Flint Township. Sewage was bypassed at Pump
Station No. 6 three times in 1975 and three times in 1976 to prevent basement
flooding. The Northwest Pump Station also overflows a couple of times each
year on average. However, flow volumes from these overflows have not been
measured. Data on operation and flow rates at the other bypasses are not
available.
EQUALIZATION BASIN OVERFLOW
According to Mr. David Brady of Hubble, Roth and Clark a 10 million
gallon flow equalization basin was recently install°d at the treatment plant.
During wet weather periods, when the treatment plant capacity is exceeded, a
portion of the flow is diverted to the basin. As the flow rate to the
treatment plant declines below capacity, water stored in the basin is metered
back to the plant. When the 10 million gallon basin storage capacity is
exceeded, wastewater is bypassed to the Flint River following chlorination and
15-1
-------
CtNESCE
VIIMJ44 T *P.
TWf r FOftJ 1 + P
I
FORCST Y*f
«r-»kv» tue
Ml. »04RiS TWP. Dlfct«iC7
P LUSMtfttG T*P.
CtNEitt
KiCHFitLC TwP,
f >+"> J ^
CLltTON T«*
miq I'lS
dawi&oh T«r.
Ti.4«ij Hi >UC
MUMOV
OHAMO bt«NC
TWP.
6t NtSC E CO
OAKlAfcO CO
LEGEND
SANITARY SEWER
STUDY AREA BOUNDARY
COMBINED SEWER AREA
FIXI OH
LfcMNCiTON CO.
Myure 15-1.
fc-Uf
SCALt M» T*OU»ANO fttr
Study area for Genesee County sewer system.
15-2
-------
sedimentation. An additional 10 million gallons of storage will be provided
upon completion of a relief tunnel system running throughout the City of Flint.
Thr projected tunnel system completion date is September 30, 1983. Mr. Brody
stated that there are likely to be five or six events per year when the basin
capacity will be exceeded and flow will be bypassed. Flow during these events
is reportedly not measured. Based on in-house data Mr. Brody estimated the
annual phosphorous load to be in the range of 100 to 500 lb.^
FOOTING DRAIN INFLOW
Footing drains are connected to the sanitary sewer system in the City of
Davidson, the City of Burton, the City of Swartz Creek and in the Beecher
Metropolitan District. These drains can add substantial flow to the sewer
system during periods of wet weather. The largest area of footing drains is
located in the Beecher Metropolitan District. When wet weather flow in
Beecher exceeds 6.5 CFS excess flow is diverted through the previously
mentioned Clubock Drive bypass.
SANITARY SEWER OVERFLOWS
There are 48 points in the Flint area where wastewater overflows occur
through sewer manhole tops. These manholes are located primarily in low lying
areas in the vicinity of pump stations. Repairs have reportedly been made in
some of these areas to prevent surcharging and inflow. The previously
mentioned relief tunnel system is expected to eliminate future sanitary sewer
overflows.
COMBINED SEWER AREAS
As shown in Figure 15-1, combined sewers are confined to a small area
within the City of Davidson. However, there are no overflows serving the
combined sewer system. All flow enters the County System, except during high
flow conditions when a sluice gate at the west city limit is closed and
backups occur through manhole tops in the Black Creek Interceptor.
SUMMARY OF FINDINGS
The City of Flint and surrounding areas contain no combined sewer
overflows. However, flow can be increased substantially during periods of wet
weather due to footing drain input and sewer system inflow. As flow exceeds
capacity, raw sewage is diverted to natural waters at five bypass locations.
Overflow can also occur through surcharged manholes in low lying areas.
Although the treatment plant is equipped with a flow equalization basin
wastewater is periodically bypassed during wet weather. Given the lack of
data it is not possible to accurately determine annual phosphorous loads from
the overflow and bypass points. Since the sewer system is essentially
separate and excess wet weather flow is primarily due to inflow and runoff to
footing drains the annual phosphorous load is likely to be small relative to
typical combined sewer systems serving metropolitan areas of similar size.
15-3
-------
REFERENCES
1. Genesee County Metro Planning Area. Volume 1. Hubble, Roth and Clark
Inc. September 1977.
2. Telecon. Mr. David Brody, Hubble, Roth and Clark, Bloomfield Hills,
Michigan (313) 538-9620 and Mr. John Patinskas, GCA/Technology Division
May 21, 1982.
CONTACTS
1. Mr. David Brody, Hubble, Roth and Clark. (313) 766-7210.
2. Mr. Stan Butynskl, Superintendent, Genesee County Sewer System.
(313) 732-7870.
3. Mr. Robert Karwowski, Genesee-Lapeer-Shiawassee Planning and Development
Commission. (313) 234-0340.
4. Mr. Jim Scott, Michigan DNR. (517) 373-6473.
15-4
-------
SECTION 16
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF DETROIT, MICHIGAN
BACKGROUND
The Detroit Water and Sewerage Department (DWSD) provides wastewater
collection and treatment services over an area encompassing 1,683.5 km* (650
square miles). Service is provided for an estimted 3,200,000 people and over
1500 Industrial dischargers. About 62 percent of the service area is served
by separate sanitary and storm sewers; combined sewers providing collection 1n
the remaining area.' The collection system contains 83 combined sewer
overflows (CSOs) which can divert wastewater to the Rouge and Detroit Rivers.
During a 1978 to 1980 study, conducted by Glffels/Black and Veatch,2 the
system was modeled to determine pollutant loads released to the Rouge and
Detroit Rivers through Detroit CSOs. This study provided the data base which
GCA used to develop storm event phosphorous loads for the spring of 1979.
ANNUAL TOTAL PHOSPHOROUS LOAD
The study by G1ffels/Black and Veatch2 involved the collection of CSO
and treatment plant flowrate and water quality monitoring data. These data
were used to calibrate a computer model for computation of pollutant loading
data. The model used was a variation of the EPA Storm Water Management Model
(SWMM). The program output provided annual pollutant loadings by CSO and
total annual pollutant loading? for all CSOs combined. The 1979 annual
loading3 of total phosphorous^ was found to be 353,100 lbs (160.5 MT).
The five most active overflows (Le1b, Hubbel-Southfield, Connor Creek, Freud,
and 6-Mile) contributed 82 percent of the annual total phosphorous load.
aThe year 1979 1s defined 1n Reference 2 as starting on March 29 and ending
December 31. 1979 rainfall was reported to be 27.5 Inches over 36 analyzed
events. Rainfall 1n 1979 was 6 percent greater than expected 1n an average
year.
bTotal Phosphorous reported as mg/1 P.
16-1
-------
STORM EVENT ANALYSIS - SPRING 1979
The Detroit wastewater collection system contains a total of 83 CSOs.
Thirty-four CSOs were monitored for flow and quality during the Giffels/Black
and Veatch study. During the 5 events of interest which occurred from 29
March 1979 to 12 April 1979, flow and pollutant monitoring data were obtained
on 23 of these CSOs. The 23 monitored CSOs accounted for 62.2 percent of the
annual total phorphorous load. Total phosphorous loadings for all measured
CSOs during March/April 1979 are presented in Table 16-1.
Due to a lack of flow data for Hubbel-Southfield during events 1 through
5, GCA synthesized flow data using rainfall data and a "modified" runoff
coefficient. The "modified" coefficient was developed by correlating
Hubbel-Southfield data on rainfall and flow for the 10 events occuring between
24 May 1981 and 28 November 1981. Data used to determine the "modified"
runoff coefficient are given 1n Table 16-2 and the correlation is graphed in
Figure 16-1. The Hubbel-Southfield CSO was found to account for 26.6 percent
of the annual total phosphorous load. As shown in Table 16-1, 89.2 percent of
the annual total phosphorous load 1s accounted for by combining the
synthesized Hubbel-Southfield data with the monitored overflows. The
remaining 58 unmonltored CSOs contribute approximately 10.8 percent of the
annual total phosphorous load.
Table 16-1 provides flow, phosphorous concentration and loading data by
CSO for each of the five events of Interest. In some cases, flow data were
found to be Incomplete. Flow data were not given for event days in which data
were not required by the SWMM program. In some Instances, monitors
malfunctioned or were vandalized. However, it was generally found that
missing data corresponded to days with little or no rainfall or for CSOs where
flow Is typically very small or zero. CSO flows were therefore assumed to be
zero during all days where missing data were indicated.
As Indicated 1n Table 16-1, measured phosphorous concentration data were
very limited. For events 1 and 3, Le1b and 6-Mile were the only CSOs with
phosphorous concentration data. For event 2, concentration data were provided
for Conner Creek and Le1b. Concentration data were given for Conner Creek,
Fischer, Le1b, Dubois, First-Hamilton, Summit and Baby Creek CSOs during event
4. When available, Individual event phosphorous data were used to calculate
phosphorous loadings. In cases where the storm event phosphorous
concentrations were not provided, the annual average phosphorous
concentrations were used.
Ideally, the study by Giffels/Black and Veatch^ would have used flow
weighted composites to calculate pollutant loads. However, because the flow
data could not be made available prior to laboratory analysis, the samples
were time composited. Storm event phosphorous concentrations displayed 1n
Table 16-1 represent time weighted composites taken over the entire event.
The annual average phosphorous concentrations (Table 16-1, Column 3) were
derived by the SWMM model from calculated annual phosphorous loadings.
Although specific laboratory procedures for phosphorous analysis were not
given, the following documents were referenced:
t Methods for Chemical Analysis of Water and Wastes. EPA-6OO/4-79-Q20
16-2
-------
TABLE 16-1. PHOSPHOROUS LOADING DATA—DETROIT, MI
cso
Ho.
Overflow name
Annual
average
phosphorous
concentra-
tion,
¦9/1*
• Event No. 1
3/29/79 to 3/30/79
Rainfall = 0.80 in.
Event Ho. 2
3/30/79
Rainfall = 0.25 in.
Annual
phosphorous
load,
lb*
Annual
contribu-
tion,
X of
total
Flow.
10® ft'
Average
phosphorous
concentra-
tion,
¦g/1*
Total
phosphorous
load,
lb®
Flow,
10® ft3
Average
phosphorous
concentra-
' tion,
¦g/la
Total
phosphorous
load,
lba
401 Conner Creek
3.30
60,100
17.0
6.69
N/A
1,378
5.25
5.00
1,639
402 Conner Puapl ng Station
1.96
1,660
0.5
0
N/A
0
4.32
N/A
529
403 Freud Piaplng Station
1.97
4,760
1.3
9.73
N/A
1,196
5.17
N/A
639
405 NcClellan-Cadlllac
0
0
0
0.63
N/A
0
0
N/A
0
406 Fischer CSO
2.00
1,330
0.4
0
N/A
0
0
N/A
0
410 Lelb CSO
3.00
124,000
35.1
7.28
3.30
1,500
15.73
4.10
4,026
414 Dubois CSO
2.09
279
0.1
0.71
N/A
93.0
0
N/A
0
425 Flrst-Hawilton
2.01
2,060
0.6
1.06
N/A
133
0
N/A
0
436 Scotten
2.88
351
0.1
0
M/A
0
0
N/A
0
438 SiMlt CSO
3.01
4,780
1.4
1.31
N/A
246
0
N/A
0
441 Junction CSO
2.94
1,360
0.4
0
N/A
-
0
N/A
0
457 Baby Creek CSO
2.09
2,270
0.6
3.34
N/A
436
0
N/A
0
460 Tlreaan CSO
1.93
4,220
1.2
1.23
N/A
148
0
N/A
0
461 H. Chicago-East
1.98
2,250
0.6
0
N/A
0
0
N/A
0
462 W. Chicago-West
N/A
0
0
-------
TABLE 16-1 (continued)
Event Ho. 3 Event No. 4 Event Ho. 5
4/1/79 to 4/4/79 -4/8/79 to 4/10/79 4/11/79 to 4/12/79
Rainfall * 0.65 1n. Rainfall • 1.40 In. Rainfall » 1.15 In.
Average
Average
Average
phosphorous
Total
phosphorous
Total
phosphorous
Total
concentra-
phosphorous
concentra-
phosphorous
concentra-
phosphorous
cso
Flow.
tion.
load,
Flow
tion.
load,
Flow,
tion,
load,
No. Overflow naae
10® ft*
¦9/1*
lb*
10® ft3
¦g/1*
lb*
106 ft3
¦g/1*
lb*
401 Cornier Creek
13.84
N/A
2.851
55.66
4.02
13,969
0
0.458
0
402 Conner Puaping Station
1.90
N/A
232
14.59
N/A
1,785
0
N/A
0
403 Freud Poping Station
2.12
N/A
261
15.91
N/A
1,957
0
N/A
0
405 NcClellan-Cadlllac
0.50
H/A
0
5.09b
N/A
0
2.05b
N/A
0
406 Fischer CSO
ob
N/A
0
(P
3.63
0
Ob
N/A
0
410 Letb CSO
25.38
4.10
6,496
54.91
4.80
16,454
2.96
N/A
554
414 Dubois CSO
0.59l>
N/A
77
2.57*»
N/A
335
Ob
N/A
0
425 Flrst-Haallton
0»
N/A
0
3.64»>
5.90
1,341
Ob
N/A
0
436 Scotten
ob
N/A
0
0»
N/A
0
Ob
N/A
0
438 Srnrit CSO
0.35b
N/A
66
1.14b
3.1
221
Ob
N/A
0
441 Junction CSO
Ob
N/A
0
ob
N/A
0
Ob
N/A
0
457 Baby Creek CSO
0
N/A
0
27.65
0.98
1,692
7.20
N/A
939
460 Tlreaan CSO
Ob
N/A
0
0.44^
N/A
53
Ob
N/A
0
461 U. Chicago-East
2.80
9
3.28b
1.2
246
0.18b
N/A
23
476 7-Mile ".SO, West
ob
N/A
0
Ob
N/A
0
Ob
N/A
0
477 7-Mile CSO, East
ob
N/A
0
Ob
N/A
0
Ob
N/A
0
478 Frlsbee CSO
ob
N/A
0
Ob
N/A
0
Ob
N/A
0
479 Pembroke CSO
-------
m
•O
cr>
tn
40-
to
IjO
OJ
RAINFALL, IfiCfcftt
1.4
1.8
2.0
Figure 16—1. Hubbe1-Southfie1d overflow volume versus rainfall.
-------
TABLE 6-2. RAINFALL-FLOW DATA FOR HUBBEL-SOUTHFIELDa.b
CSO--DETROIT, MI
Event Rainfall, Volume.
No. Date Inches 106 ft^
9
05/24/79
1.45
16.94C
10
06/10/79
0.45
8.06
11
06/18/79
0.45
11.31
12
06/29/79
0.90
45.53
13
07/04/79
0.40
5.52
14
07/09/79
1.50
143.62C
15
07/25/79
0.30
5.03
16
08/17/79
0.90
45.76
17
08/23/79
0.40
21.28
18
09/13/79
0.70
40.25
19
10/01/79
0.75
14.09
20
10/06/79
0.45
16.60
21
11/01/79
0.45
7.21
22
11/09/79
0.50
14.84
23
11/22/79
0.70
33.87
24
11/23/79
1.45
82.93
25
11/25/79
0.95
60.81
26
11/27/79
0.80
37.09
—iniasaagascagxaa.iig x bcbk
aData are graphed 1n Figure 14-1.
^Overflow volume ¦ -19.86 + 72.72 (rainfall).
cData not used 1n correlation.
16-6
-------
• Standard Methods for the Examination of Water and Wastewater.
14th Edition.
A summary of total phosphorous loadings for storm events in April 1979
along with pertinent flow and storm event data 1s given 1n Table 16-3. Event
4 produced by far the greatest total phosphorous load, releasing approximately
23.2 metric tons. The combined phosphorous load, resulting from the 5 events
was 95,348 lbs (43.2 MT). This compares to a 1979 annual load of 353,100 lbs
(160.5 MT) (March 29 through December 31).
DATA QUALITY
The following can be expected to introduce significant error to the
estimate of phosphorous loadings:
• Analytical techniques. Based on average total phosphorous
concentrations, reported 1n Reference 1, of between 1 and 4 mg/1,
the relative standard deviation can be expected to fall between 11
and 15 percent.a»3
• Flow measurement technique. Depth of flow was calculated by
vertical hydrostatic pressure. Accuracy was reported as + 0.11
feet. Velocity was measured using a Marsh McBirneu Model 201
portable water current meter. Accuracy for this type of device can
be expected to be in the range of + 2 percent.^
• Sample compositing technique. As previously mentioned, analyses
were run on time-weighted composites. This compositing procedure
can be expected to introduce significant error.
• Quality calibration. The calibration of quality constituents
focused on obtaining agreement between measured and modeled total
pollutant loadings for all CSOs and at the wastewater treatment
plant. Measured runoff quality data were adjusted to obtain a close
agreement with treatment plant loading records and measured CS0
quality and loading data. However, no verification of the
calibrated model was conducted using an Independent data set.5*
Based on the description of quality calibration presented in
Reference 2 an error of 20% can be expected for the 95 percent
confidence limit.
• Phosphorous load calculation method. Phosphorous loads 1n Table 2
were calculated using actual measured CS0 phosphorous concentrations
where possible. However, 1n many cases annual averages had to be
used. Actual measured total phosphorous concentrations were found
to vary by 3 to 86 percent. These differences can result in
substantial error in calculating individual CS0 and event loadings.
'Assuming the persulfate plus stannous chloride method was used.
16-7
-------
TABLE 16-3. SUMMARY OF PHOSPHOROUS LOADING DATA—DETROIT, MI
Event
No.
Dates of
storm
event
Flow
Rainfall, Duration, volume,
Inches d^ys
voiume.
106 ft3
Total
Phosphorous
load,*
lbs (MT)
2
3
4
5
Total
3/29/79
¦3/30/79
3/30/79
4/01/79
-4/04/79
4/08/79
-4/11/79
4/11/79
-4/12/79
0.80
0.25
0.65
1.40
1.15
4.25
1
4
3
2
81.54
34.12
81.20
300.61
85.30
582.77
11,169 (5.1)
7,654 (3.5)
14,977 (6.8)
51,157 (23.2)
10,392 (4.7)
95,348 (43.3)
*As molecular phosphorous, P.
16-8
-------
Due to the number of potential sources of error, it 1s difficult to
quantitatively assess the accuracy of phosphorous loading data provided
herein. Based on statistical data provided in similar studies and engineering
judgement, an accuracy estimate of + 50 percent is reasonable at a 95 percent
confidence 11mlt. The total phosphorous load for the 5 events of interest can
therefore be expected to fall between 21 and 65 metric tons
(i.e. 43 tons + 50 percent).
16-9
-------
REFERENCES
1. Upmeyer, D. W., R. T. Kummler and G. T. Roginski. Impacts of Detroit's
Combined Sewer Overflow Discharges on the Detroil River. In:
Proceedings of the 54th Annual WPCF Conference. 1981.
2. Qlffels/Black and Veatch. Quality and Quantity of Combined Sewer
Overflows. CS-806 Final Facilities Plan Interim Report. Volumes I, II
and III. 1980. '
3. Standard Methods for the Examination of Water and Wastewater. 15th
Edition. APHA, AWWA, WPCF. 1981.
4. Dlgiano, F. A., D. D. Adrian and P. A. Mangarella. Applications of
Stormwater Management Models. EPA-600/2-77-065. 1977.
5. Jewell, T. K., T. J. Nunno and D. D. Adrain. Methodology for Calibrating
Stormwater Models. Journal of the Environmental Engineering Division,
American Society of Civil Engineers. Volume 104, No. EE5. 1978.
CONTACTS
1. Mr. Pat Brunett, Southeast Michigan Council of Governments.
(313) 961-4266.
2. Mr. Robert Buckley, U.S. EPA. (313) 226-7269.
3. Mr. Jerry Conkle, Black and Veatch Consulting Engineers. (313) 259-5300.
16-10
-------
SECTION 17
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM SUBURBAN AREAS OF DETROIT, MICHIGAN
SUMMARY
This section addresses phosphorous loadings from CSOs located 1n areas
adjacent to the City of Detroit. As shown 1n Figure 17-1, these areas are
Identified as Evergreen-Farmington, Fox Creek, Rouge Valley, Dearborn, Ecorse
Creek, the South Macomb Sanitary District, and the Southeast Oakland County
District. The total phosphorous loads for suburban Detroit area CSOs range
from 37 lbs for Fox Creek to 26.8 metric tons for Ecorse Creek, as Indicated
In Table 17-1. The total annual phosphorous load from CSOs 1n these areas is
65.8 metric tons.
EVERGREEN-FARMINGTON
As shown 1n Figure 17-1 the study area 1s located in southern Oakland
County and Includes the communities of Orchard Lake Village, Keego Harbor,
Bloomfleld Hills, West Bloomfleld, Bloomfield, Birmingham, Farmlngton Hills,
Farmlngton, Beverly Hills, Lathrup Village and Southfleld. Combined sewer
service areas are located in Bloomfleld Hills (220 acres), Bloomfield Township
(1,623 acres), Birmingham (1,446 acres) and Beverly Hills (650 acres). The
total combined sewer service area 1s 3,939 acres. The area contains 52
overflow points, all tributary to the Rouge River Basin.
In 1979 a facilities plan was prepared by Hubble, Roth and Clark,
IncJ In this study 1t was determined that 1n an average rainfall year
(from April to October) under present conditions there will be 41 overflows
per CSO, each overflow lasting an average of 189 hours. The total yearly flow
(April through October) was found to be 609 million gallons. The annual
BOD5 and suspended solids loads were reported at 300,000 lb and 1,122,000
lb, respectively. Phosphorous concentrations and loadings were not
provided. Assuming a typical average CSO total phosphorous concentration of
3.4 mg/1 as P, the phosphorous load 1s estimated below for the period of April
through October of an average rainfall year:
609 million gal x 3.4 mg/1 x )~ 17>287 lb (7.8 metric tons)
(mg/11
Winter flows were not determined due to difficulties 1n assessing runoff from
snow melt.
17-1
-------
ROUGE
VALLEY
iinvin
EVERGREEN -FARMINGTON
ir^l—Ttt
S.E. OAKLAND SANITARY DISTRICT
ft/' \ . "
SOUTH MACOMB
SANITARY DISTRICT
FOX CREEK
DEARBORN
ECORSE CREEK
Figure 17-1. Suburban Detroit CSO study areas.
17-2
-------
TABLE 17-1. SUMMARY OF ANNUAL CSO PHOSPHOROUS LOADINGS-DETROIT SUBURBS
Area Total phosphorous as P, lb {MT)
Evergreen-Farmlngton
Fox Creek
Rouge Valley
Dearborn
Ecorse Creek Basin
South Macomb Sanlgary District
Southeast Oakland County District
Total
aBased on April through October.
17,287 (7.8)a
968 (0.4)
35,200 (16.0)a
19,686 (9.0)
58,850 (26.8)
37
12,698 (5.8)
144,726 (65.8)
17-3
-------
FOX CREEK
A Facility Plan for the Fox Creek area was completed in 1981 by
Consulting Engineering Associates, Inc. The study area included the Village
of Grosse Pointe and the Cities of Grosse Pointe, Grosse Pointe Farms and
Grosse Pointe Park. The study area borders the western shore of Lake St.
Clair in northeastern Wayne County and covers 4,475 acres.
Sewers in the Fox Creek study area are part of a large network of sewers
in northeast Wayne and southwest Macomb Counties. Sanitary and combined
sewers in this network drain to the Conner Creek District in Detroit.
Combined sewer outfalls are located along Lake St. Clair and the Fox Creek.
Combined sewage from this area also overflows at Conner Creek in Detroit.
Phosphorous loads were calcualted using a desk top SWMM Model. These loads
reflect population projections for the year 2000. The annual phosphorous load
(presumably for an average rainfall year) is reported as 968 lb (0.44 metric
tons) as P. The Conner Creek phosphorous load is quantified in Section 16 of
thi s report.
ROUGE VALLEY
As shown in Figure 17-1, the Rouge Valley Planning Area is located in
northwest Wayne County. The planning area covers approximately 95 square
iniles and includes Cities of Livonia, Garden City, Westland, Inkster, Redford
Township and portions of the Cities of Dearborn Heights, and Romulus and
Plymouth Township. Approximately 8,600 acres of the planning area are
serviced by combined sewers (14 percent of the total area). The combined
sewer area contains 63 overflow points which bypass flow to the Rouge River
during periods of wet weather. Separate sewer systems located upstream of the
CS0 areas also contribute to wet weather overflow through inflow (defects,
footing drains, etc.) and infiltration.
In Jure 1982 a Facility Planning Study was completed by Wade, Trim and
Associates, Inc.3 In this study it was concluded that CS0 flows represent a
large portion of the wet weather sewer flow. A Preliminary Sewer Overflow
Model (PRE-S0M) was used to determine CS0 flow rates and pollutant loadings.
Model load calculations were based on mass balance, storage, conveyance and
overflow. The model was also applied to various CS0 control alternatives to
assess pollutant load reductions.
Phosphorous loadings were calculated on the basis of an average rainfall
year. By examining 30 years of precipitation data (1941-1970) the average
year rainfall was determined to be 31.7 in. In an average year 905 million
gallons of flow are discharged from CSOs to the Rouge River system. The
average wet weather phosphorous concentration was found to be 4.3 mg/la
(as P) compared to 6.7 mg/1 for dry weather flow. The annual total
phosphorous load was given as 35,200 lb (16 metric tons).^ Annual loads for
other monitored pollutants are presented in Table 17-2 by stream branch.
aPost-ban concentration.
17-4
-------
TABLE 17-2. ESTIMATED CSO VOLUME AND POLLUTANT LOADS—DETROIT SUBURBS
Upper
branch
Bell
branch
Main
rouge
Middle
branch
Lower
branch
System
total
Volume of overflow MG
5
100
215
435
150
905
BOD5, lb x 103
5
115
250
510
175
1,055
TKN, lb x 103
0.8
15
35
75
25
150.8
Fecal coll form organisms,
mpn x 10'8
0.3
0.60
1.30
2.80
0.90
5.6;
Total suspended sol Ids,
lb x 103
20
410
875
1,775
610
3,690
Volatile suspended
sol Ids, lb x 103
10
225
485
980
340
2,040
Lead, lb
10
190
410
835
290
1,735
Z1nc, lb
25
450
970
1,960
675
4,055
17-5
-------
DEARBORN
The City of Dearborn 1s located 1n the southeastern portion of the lower
peninsula of Mlchagan, 1n approximately the center of Wayne County. Dearborn
covers an area of 15,680 acres, approximately 13,642 acres (87 percent) of the
total sewered area 1s serviced by combined sewers. The collection system 1s
made up of 454.46 miles of sewer. Wet weather flow Is bypassed at 21 CSOs
located throughout the city.
A Facility Plan for the City of Dearborn was prepared by Hubble, Roth and
Clark, Inc. In 1981.^ Flow data reported in this study were determined
using an analytical method detailed by C. K. Chen and W. W. Saxton in the WPCF
Journal, March 1973. Rainfall records for the period 1969 through 1977,
recorded at the Detroit Metropolitan Airport were used to establish the
probable number of storms, total amount of rainfall, and average duration of
each rainstorm to be expected 1n average yearly intervals. CSO flow was
determined for the warm weather months only (April through October) because
the model used 1s not applicable to runoff from snow melt. During the period
of April through October of an average rainfall year the model predicts an
overflow of 694.25 million gallons through CSOs. The Dearborn study did not
provide data on phosphorous or other quality parameters. Assuming a typical
post-ban CSO total phosphorous concentration of 3.4 mg/1 as P the annual
loading 1s estimated below for the period of April through October:
694.25 million ga1/hr x 3.4 mg/l x (n,i11
-------
From data obtained during three monitored events, the average event
overflow from the LeBlanc drain was found to be 100 MG. Assuming 55 such
events will occur annually, the yearly CSO flow can be roughly calculated to
be 5,500 MG. This flow 1s extremely large considering the size of the
drainage area. The large flow may be due, in part, to the basin being located
1n a zone of relatively high rainfall.® Footing drains and downspouts also
contribute to the excessive flow. The current annual flow may be somewhat
lower due to recent separation projects 1n communities surrounding Allen
Park.7.8
During the 1973 study only Biochemical Oxygen Demand (BOD) and Suspended
Sol Ids (SS) were monitored. For an average rainfall year the Allen Park BOD
and SS loads were found to be 1.8 and 5.5 million pounds per year,
respectively. Although phosphorous was not monitored, the total phosphorous
load can be roughly approximated as a function of the SS load. Under post-ban
conditions, the ratio of total phosphorous to SS averages approximately
0.0107, leading to the following calculation:
5,500,000 ^ SS x 0.0107 = 58,850 lbs (26.8 MT)
This loading corresponds to an average phosphorous concentration of 1.3 mg/1.
This concentration 1s not unreasonably low due to the high potential for
dilution resulting from the relatively high ratio of stormwater to domestic
wastewater.
SOUTH MACOMB SANITARY DISTRICT
The South Macomb Sanitary District (SMSD) includes the communities of St.
Clair Shores, East Detroit, and Rosevllle. The sewer system consists of both
combined and separate sewers. The area contains a total of four major sewers,
Identified as the Martin Drain, the Nine Mile Drain, the Eight and One-Half
Mile Drain and the Jefferson Interceptor. Overflow from the SMSD enters one
of two retention facilities known as the Chapaton Basin and the Martin Basin.
When storage capacities are exceeded the combined sewage spills to Lake St.
Clair.
In a phone conversation with Mr. Ken Cloft of the SMSD it was learned
that over a 6-year period the Chapaton Basin has overflowed an average of 244
hours during 11 storm events. Overflow is recorded as anything from a trickle
up to the basin's maximum capacity of 1,500 CFS.9 The Chapaton Basin also
has a bypass with a capacity of 400 CFS. However, this bypass has not been
used 1n over a year. Six years of recorded data indicate that the Martin
Basin has an average annual operation of 225 hours during 12 events. Maximum
flow at the Martin Basin 1s 400 CFS. Both the Chapaton and Martin Basins are
used for suspended solids removal, reportedly achieving reductions of up to 80
percent. However, removal efficiency may decrease sharply with increasing
flow.
Dally maximum flow rates and average phosphorous concentrations, obtained
from NPDES Permit Files,'0 were used to calculate phosphorous loads.
Reported average flow rates were reported as 0.17 MGD for the Chapaton Basin
17-7
-------
and 0,23 MGD for the Martin Basin. Total phosphorous concentrations were
reported as 0.7 mg/1 and 1.50 mg/1 for the Chapton Basin and Martin Basin,
respectively. The following equations were used to calculate the average
annual total phosphorous load:
• Chapaton Basin--
0.17 MGD x 10.2 d/yr x 0.7 mg/1 x 8.34 lb/(mg/l}(MG) = 10.1 lb/yr
• Martin Basin—
0.34 MGD x 9.375 d/yr x 1.508 mg/1 =27.1 lb/yr
Summing the two values, the annual load of total phosphorous from
overflows within SMSD for an average year is found to be 37.2 lb/yr.
According to one SMSD source,9 the Martin basin does, at times, discharge at
flow rates up to the 1500 cfs capacity. Under such conditions, a much higher
annual phosphorous load is likely. However, flow volumes are not recorded and
higher loadings cannot be verified. The above loading should therefore be
treated as a very rough approximation.
SOUTHEAST OAKLAND COUNTY DISTRICT
The Southeast Oakland County District includes the communities of HazeT
Park, Pleasant Ridge, Royal Oak Township, Berkley, Clawson, Ferndale,
Huntington Woods, Madison Woods, Oak Park and parts of Beverly Hills,
Birmingham, Southfleld and Troy. The sewer system consists of both separate
and combined sewers. The Twelve Towns Drain 1s utilized as a wet weather
storage facility. When the storage capacity 1s exceeded, overflow is
channeled to the Red Run Drain. Data on Red Run Drain overflows were obtained
from Michigan DNR NPDES permit application files. The average annual overflow
was found to be 435 MG. Because phosphorous 1s not a monitored discharge
parameter, a typical phosphorous concentration of 3.5 mg/1 (as P) was
assumed. Applying this concentration to the yearly flow {435 MG), the annual
phosphorous load Is estimated to be 12,698 lbs (5.8 MT).
17-8
-------
REFERENCES
1. Evergreen-Farmlngton Pollution Control Facilities. Volume 2--Pollut1on
Control for Combined Sewer Overflows. Hubble, Roth and Clark, Inc.
October 1979.
2. Fox Creek Facilities Plan. EPA Project C-262601-01. Consulting
Engineering Associates, Inc., June 1981.
3. Rouge Valley Multlmunicipal Facility Planning Study. Wayne County,
Michigan, Draft Report. EPA C-262762-01. June 1982.
4. City of Dearborn, Michigan Facility Plan. Hubble, Roth and Clark, Inc.,
February 1981.
5. Facilities Planning Study Pollution Abatement of Ecorse Creek. Wade,
Trim and Associates, Inc., Pate, Hirn and Bogue, Inc. and L. N. Hayden,
Inc. 1975.
6. Precipitation in Southeast Michigan. Southeast Michigan Council of
Governments. March 1976.
7. Telecon. Mr. Joseph Goetz, Wayne County Drain Commission, Detroit,
Michigan (313) 224-5600 and Mr. John Patlnskas, GCA/Technology Division.
January 10, 1983.
8. Telecon. Mr. Doug Watson, Wade, Trim and Associates (313) 291-5400 and
Mr. John Patlnskas, GCA/Technology Division. January 10, 1983.
9. Telecon. Mr. Ken Cloft, South Macomb Sanitary District, Michigan,
(313) 772-3425 and Mr. John Patlnskas, GCA/Technology Division.
September 16, 1982.
10. NPDES Permit No. MI0025453. South Macomb Sanitary District.
CONTACTS
1. Mr. Ken Cloft, South Macomb Sanitary District. (313) 772-3425.
2. Mr. Joseph Goetz, Wayne County Drain Coralssion. (313) 224-5600.
3. Mr. William Shaw, Michigan DNR. (517) 373-6473.
17-9
-------
4. Mr. Tom Snyder, Southeast Oakland County Sanitary District.
(313) 858-0968.
5. Mr. David Waring, Hubble, Roth, and Clark. (313) 338-9241.
6. Mr. Doug Watson, Wade, Trim and Associates. (313) 291-5400.
17-10
-------
SECTION 18
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF MONROE, MICHIGAN
BACKGROUND
The City of Monroe, Michigan 1s located on the River Raisin on the
western shore of Lake Erie. Sewage 1s transported to the Monroe Metropolitan
Area Wastewater Treatment Plant through four Interceptors. The Interceptors
collect flow from the City of Monroe, Frenchtown Township, and Monroe Township.
The sewered area, which contains approximately 183 miles of sewer line,
was not designed to be combined. However, sixteen catch basins are known to
discharge to the sanitary sewerage system during storms or periods of
thawing. Plans for the separation of these catch basins from the sanitary
sewer have been approved by the Michigan Department of Natural Resources.
Separation of the catch basins may begin as early as Spring 1983. The
sanitary sewer also carries inflow from footing drains. In addition, during
periods when the River Raisin floods Its banks, river water may enter the
sewer system through basement drains.
When flows exceed Interceptor capacity, flows from two portions of the
sewered area are diverted to two Industrial sewers. The Industrial sewers
bypass primary treatment at the wastewater treatment plant, entering directly
Into secondary treatment. In addition, an overflow/bypass structure located
at the confluence of the North Interceptor and South interceptor discharges
excessive Interceptor flow to the River Raisin. This overflow bypass
structure initially discharges excess wet weather flows 1n the Interceptor by
gravity overflow. When overflow by gravity 1s slowed or prevented by high
river levels, four pumps 1n the structure, each with a capacity of 5 MGD,
discharge sewage to the river. The structure discharges to the river 30 to 40
times per year. The Interceptor system and the location of the
overflow/bypass structure are shown 1n Figure 18-1.
COMBINED SEWER OVERFLOW VOLUMES
The overflow and bypass volumes were estimated for 1973. During that
year the overflow/bypass structure overflowed 30 times, discharging an
estimated volume of 122 million gallons to the river.
18-1
-------
80UTH
DIXIE
AND PLUM
CREEK
INTERCEPTOR
City limits
NORTH
INTERCEPTOR
SOUTH
i INTERCEPTOR
MONROE
MASON RUN
INTERCEPTOR /
» OVERFLOW/BYPASS
Figure 18-1. Wastewater interceptor system—Monroe, MI.
18-2
-------
TOTAL PHOSPHOROUS LOADINGS
The overflow from the sewer system contributes an estimated 2,035 lbs
(0.9 MT) of phosphorous to the River Raisin per year based on an estimated
post-ban total phosphorous concentration of 2.0 mg/1 as P. This was derived
from the concentration of phophorous 1n samples taken during wet weather
following primary treatment at the wastewater treatment plant.
DATA ON OTHER POLLUTANTS
Sewer overflows discharge approximately 85,000 pounds of BOD, and 183,000
pounds of suspended sol Ids to the Raisin River during an average rainfall year.
DATA QUALITY
The volume listed 1n the engineering reports for each overflow occurrence
was estimated, while the volumes of the four pump bypass occurrences were
calculated. The method used to estimate overflow volumes Is not known. The
concentrations of phosphorous, BOD, and suspended solids were measured after
primary treatment during wet weather flow conditions. The concentration of
these pollutants before primary treatment were estimated by assuming removal
efficiencies found in the literature.
18-3
-------
REFERENCES
1. Infiltration/Inflow Analysis for the Sewer System Tributary to the Monroe
Metropolitan Wastewater Treatment Plant. Consoer, Townsend & Associates
1n Michigan. Flint, Michigan. November 1974.
2. Interim Report on Sewer System Evaluation Survey for the Sanitary Sewer
Conveyance System of the Monroe Metropolitan Wastewater Treatment Plant.
Consoer, Townsend & Associates 1n Michigan. Flint, Michigan.
November 1976.
3. Telecon. Mr. Donald Link, Director of Engineering, City of Monroe (313)
243-0700 and Mr. Samuel Duletsky, GCA Corporation, Chapel Hill, North
Carolina. September 14, 7982.
CONTACTS
1. Mr. Pat Brunett, Southeast Michigan Council of Governments.
(313) 961-4266.
2. Mr. Donald Link, Director of Engineering, City of Monroe. (313) 243-0700.
3. Mr. Terry Walklngton, Michigan DNR. (517) 373-6473.
18-4
-------
SECTION 19
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF TOLEDO, OHIO
BACKGROUND
The City of Toledo, Ohio 1s located on the most westerly shore of Lake
Erie. The wastewater collection system covers an area of 77,300 acres and
Includes the Incorporated area of the City of Toledo and the neighboring
communities of Rossford, Walbridge, and Ottawa Hills and portions of
Northwood, Wood County, and Lucas County. The City of Toledo encompasses
approximately 54,600 acres and serves about 100,000 users. Combined sewers
drain runoff from almost 12,000 acres of urban land within the City of Toledo.
The collection system dates back to the 18001s when storm sewers were
first Installed. These became combined sewers as water service was expanded
and Indoor plumbing became the norm. During the 1920's the city began
Installing a system of Interceptor sewers parallel to the major rivers and
constructed a wastewater treatment plant. Since 1920, all new sewers have
been separated, I.e., storm sewers for strictly storm water, and sanitary
sewers for sanitary wastewater. No new Interceptors were built after that
time.
The existing combined sewers overflow Into the Maumee, Swan, and Ottawa
Rivers. The combined sewers are connected to the Interceptor sewers with
semi-automatic regulators. These regulators consist of large chambers with
float activated gates. When the gates are open, flow from the combined sewers
enter the Interceptor. When the combined sewer flow level Increases, the
float causes the gate to close, allowing the combined sewer flow to enter the
rivers over a weir or small dam. Two types of combined sewer overflows occur
1n this system. The above description discusses the normal overflows.
Abnormal overflows occur when the gates become stuck during relatively dry
weather and allow raw sanitary wastewater to flow Into the rivers. Other
abnormal overflows occur when the river water level gets high enough to allow
river water Into the Interceptor sewer. This 1s most common during periods of
relatively high northeast winds which cause Lake Erie to back up Into the
rivers.
There are 35 regulators In the City of Toledo, as Indicated 1n
Figure 19-1. Thirty four of these regulators are seal-automatic and one 1s a
static regulator (Regulator No. 50). Table la-1 presents the drainage area
and location of the th1rty-f1ve regulators. The data provided 1n Table 19-1
were obtained from Reference 1. The purpose of the referenced report was to
determine the extent of pollution In the rivers from the combined sewered
19-1
-------
LAKE
ERIE
•4
23
24
25
TOLEDO
26
28
29 ?
30
42
43 •!
»¦
63
44
OTTAWA
V RIVER
45
46
64
SWAN/CREEK
,65
67
66 *
30
49
Figure 19-1. Combined sewer overflow locations--Toledo, OH
19-2
-------
TABLE 19-1. COMBINED SEWER OVERFLOW REGULATORS—TOLEDO, OH
Drainage area
Regulator
Sanitary,
Storm,
Receiving
Number
Name
Location
acres
acres
stream
4
Paine
Paine Ave. & Front St.
380.2
296.0
Maimee River
5
Dearborn
Dearborn Ave. & Front St.
523.7
352.0
Maunee River
6
Main
Main St. at Sports Arena
207.8
174.7
Maumee River
7
Nevada
Nevada & Miami St.
581.6
608.0
Maumee River
8
Fassett
Fassett St. & Miami St.
116.9
104.6
Maumee River
9
Oakdale
Oakdale Ave. & Miami St.
638.2
467.1
Maumee River
22
New York
New York & Summit St.
116.8
44.9
Maumee River
23
Columbus
Columbus St. & Suranitt St.
675.9
204.9
Maumee River
24
Galena
Galena St. & Summit St.
27.6
27.5
Maumee River
25
Ash
Ash St., Summit St. & 1-280
75.7
101.9
Maumee River
26
Magnoli a
Magnolia St. & Summit St.
143.3
121.2
Maumee River
27
Locust
Locust St. Below Summit St.
141.2
111.5
Maumee River
28
Jackson
Jackson Below Summit St.
) a
Maumee River
}630.2
630.2
29
Adams
Adams Below Summit St.
\
Maumee River
30
Jefferson
Jefferson Below Summit St.
)
Maumee River
435.9a
440.3
31
Bostwick
Monroe St. Below Summit St.
)
Maumee River
32
Williams
Ottawa St. NE of Williams St.
70.3
59.9
Maumee River
33
Maumee
Maumee Ave. & Orchard St.
345.5
343.6
Maumee River
41
Knapp
St. Clair, S of Williams St.
77.3
57.8
Swan Creek
42
Erie
Erie St., S of Hamilton
40.2
37.5
Swan Creek
43
Hamilton
Hamilton & Anthony Wayne Trail
292.7
349.8
Swan Creek
44
City Park
City Park, S of Bridge
37.9
22.2
Swan Creek
45
Ewing
Ewing St. & Hamilton
261.9
220.2
Swan Creek
46
Hawley
Hawley St., S of Bridge
508.3
470.9
Swan Creek
47
Junction
Pere West, E of Gibbons St.
867.4
841.3
Swan Creek
48
Hillside
Hillside & Chester St.
190.5
49.3
Swan Creek
49
Woodsdale
Woodsdale & South St.
547.3
17.9
Swan Creek
50
Hi ghland
Fearing St. in Highland Park
230.6
209.3
Swan Creek
(continued)
-------
TABLE 19-1 (continued)
Drainage area
Regulator
Sanitary,
Storm,
Receiving
Number
Name
Location
acres
acres
stream
61
Lagrange
Lagrange St. & Manhattan Blvd.
555.2
167.1
Ottawa River
62
Windemere
Windemere & Manhattan Blvd.
958.3
865.6
Ottawa River
63
OeVilbissb
Detroit Ave. & Phillips Ave.
) a
Ottawa River
933.7a
921.4
64
Lockwood
Lockwood Ave. & 1-75
1
Ottawa River
65
Ayers h
Ayers Ave. & S. Cove Blvd.
283.5
213.4
Ottawa River
66
Monroe 2
Monroe St., W of Bridge
3,763.0
0.0
Ottawa River
67
Monroe 1
Monroe St., E of Bridge
980.8
310.2
Ottawa River
Total 35
15,639.4
8,842.2
Collection system with two regulators interconnected.
bSanitary flow only to these regulators.
-------
areas and develop alternatives to alleviate the problem. Existing pollution
sources including urban and rural runoff, industrial discharges, and other
point and nonpolnt sources, were also examined.
COMBINED SEWER OVERFLOW VOLUMES
Reference 1, which supplied the majority of information for this report,
does not specify the frequency of combined sewer overflows. However, some
data are presented on the amount and patterns of rainfall for the Toledo area
and overflow volumes in units of gallons/acre/inch of rain. None of these
data are related to any units of time. Consequently, the frequencies and
volumes of combined sewer overflows could not be quantified. The calculation
of such data may be misleading because about half of the combined sewer
pollution 1s the result of abnormal overflows. These occur most frequently
during high lake level periods.
TOTAL PHOSPHOROUS LOADINGS
Information 1n Reference 1 estimates that the average CSO phosphorous
loading to the Maumeee River 1s 210 lbs/day phosphorous (as P). This
approximation was developed from phosphorous concentration and selected CSO
flowrate data. The phosphorous basin load, computed by dividing the total
load by the Maumee Run stormsewer drainage area, is 0.0514 lbs P/acre-day.
Very little data exist to quantify phosphorous loadings to either the
Swan Creek or Ottawa River. Thus, the following estimate applies the
phosphorous basin loading from the Maumee Run basin to the remaining drainage
basins, based on storm sewer area. Table 19-2 presents the resulting area
weighted phosphorous loading estimates.
The results given in Table 19-2 yield an average phosphorous load of
456 lbs/day to Lake Erie. The annual phosphorous load would be 166,440 lbs/yr
(75.7 MT/yr) based on a 12-month year. Actual loadings may be slightly less
due to reduced winter overflow volumes.
DATA ON OTHER POLLUTANTS
Most of the available data Is the result of stream sampling, rather than
combined sewer overflow sampling. However, BOD5 loadings for combined sewer
overflows were reported as 350,000 lbs/year to the Ottawa River, 307,000
lbs/year to the Swan Creek, and 498,000 lbs/year to the Maumee River. In
addition, the suspended solids loadings to the Maumee River were reported as
3,650,000 lbs/year.
DATA QUALITY
The pollutant loading estimates presented In this report are the result
of a minimum number of measurements and a few assumptions. The phosphorous
loads to the rivers from combined sewer overflows are reportedly the result of
concentration and flow rate measurements. However, the only available
published phosphorous data are the loads to the Maumee River. The BOD5 and
suspended solids data are also only reported as loads to the receiving
19-5
-------
TABLE 19-2. PHOSPHOROUS LOADINGS FROM CSOs—TOLEDO, OH
Combined sewer
drainage areas, acres Phosphorous^
Number of load, lb/day
River regulators Sanitary Storm Total (as P)a
Maumee Run
18
5,110.8
4,088.3
9,199.1
210
Swan Creek
10
3,054.1
2,276.2
5,330.3
118
Ottawa River
7
7,474.5
2,477.7
9.952.2
128
Total
35
15,639
8,842.2
24,481.6
456
^Phosphorous load based on storm sewer area-weighted loading, assuming a
phosphorous load of 0.0514 lbs P/acre-day.
19-6
-------
streams. The majority of pollutant data is the result of river sampling, not
source sampling and a substantial quantity of the measured pollution is
Inherited from upstream of the greater metropolitan Toledo area.
Consequently, the Toledo pollution loading estimates are subject to
measurement variation of high strength upstream loads. Thus, these estimates
represent an order-of-magn1tude estimate of loadings from the Toledo area.
19-7
-------
REFERENCES
1. Jones & Henry Engineers, Limited. City of Toledo, Ohio. Combined Sewer
Overflow Study. January 1978.
2. Jones & Henry Engineers, Limited. City of Toledo, Ohio. Areawlde
Facilities Plan General Summary. October 1978.
CONTACTS
1. Mr. Ed Hammet, Toledo Metropolitan Area Council. (419) 241-9155.
2. MR. Thomas J. Kovaclk, Director, City of Toledo Environmental Services
Agency. (419) 247-6524.
3. Mr. John Sadzewlcz, Ohio EPA. (614) 466-8945.
4. Mr. Steve Wortleman, Jones and Henry Engineers. (419) 473-9611.
19-8
-------
SECTION 20
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF OREGON, OHIO
As a first step in assessing phosphorous loadings from overflows and
bypasses 1n Oregon, Ohio, GCA contacted state and city officials.^'2 It was
learned that Oregon's sewer system was reconstructed five years ago and no
longer has overflows and bypasses. Consequently, no further investigation was
pursued.
20-1
-------
REFERtNCES
1. Telecon. Mr. John Sadzewicz, Ohio Environmental Protection Agency
(614) 462-6304 and Mr. John Patinskas, GCA/Technology Division.
May 3, 1982.
2. Telecon. Mr. Donald Surface, Service Director, City of Oregon, Ohio
(419) 698-7049 and Mr. John Patinskas, GCA/Technology Division.
June 8, 1982.
CONTACTS
1. Mr. Ed Hammet, Toledo Metropolitan Area Council. (419) 241-9155.
2. Mr. John Sadzewicz, Ohio EPA. (614) 462-6304.
3. Mr. Donald Surface, Service Director, City of Oregon, Ohio.
(419) 698-7049.
20-2
-------
SECTION 21
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITIES OF LORAIN AND ELYRIA, OHIO
BACKGROUND
The Cities of Lorain and Elyria are neighboring communities in north
central Ohio. In telephone conversations with Lorain's City Engineer' and
Department of Utilities personnel,^ it was confirmed that Lorain has no
CSOs. The treatment plant is equipped with a bypass located between primary
and secondary treatment operations. Data on the operation of this bypass
could not be obtained. The City of Lorain also has four pump station
bypasses. However, these are operated only during power failures. Bypass
flow volumes could not be determined. Since Lorain has no CSOs and since no
data is provided on bypass flows and loadings, the remainder of this section
addresses phosphorous loadings from Elyria.
Elyrla's combined sewer service area (CSSA) 1s relatively small, serving
an area of approximately 271 acres. The CSSA dates back to the early 1900's
and was constructed 1n the section of the City between East and West branches
of the Black River, Immediately south of their confluence. The CSSA, shown 1n
Figure 21-1, contains 33 overflow locations. Data on the trunk sewer size,
weir length, weir height and area served by each CSO are provided 1n
Table 21-3.
The Elyria CSSA contains two types of regulator devices. One is a low
height broad crested weir placed at an angle to the flow to divert dry weather
flows to the sanitary sewer and allow excess wet weather flow to be discharged
directly to the storm sewers. The second type is a diversion structure made
by placing a tee-section in the invert of the trunk sewer allowing the dry
weather flow to drop through to the sanitary sewer. During wet weather, not
all flow is able to pass through the drophole and therefore some flows are
routed to the storm sewer. Due to the small size of the trunk and
intercepting sewers, malfunction due to clogging can result in overflows
during dry weather.
COMBINED SEWER OVERFLOW VOLUMES
Limited data on overflow volumes were obtained from Reference 3. In this
study, flow monitors were set up at seven overflow locations. In total, these
monitored CSOs service approximately 137.4 acres or 50.7 percent of the CSSA.
These CSOs were chosen based on their representativeness of the land use
distribution. Field measurements were conducted during two storm events.
21 -1
-------
Figure 21-1. Combined sewer overflow locationsa--Elyria, OH.
aAn additional six CSOs are located beyond map boundaries.
21-2
-------
0 NO
102
103
104
105
107
120
121
130
13i.
133
142
144
145
146
150
10
(1)
13
3
(4)
5
2
55
(2)
13
8
(3)
7
20
(2)
TABLE 21-1. COMBINED SEWER OVERFLOW LOCATIONS—ELYRIA, OH
Location
Trunk.
Sewer
Diameter,
inches
Weir
Length,
Ft.
Weir
Height,
Ft.
Columbus Ave. § St. Clair St.
10
1.08
0.21
Washington Ave. north of bridge
15
1.67
0.86
Washington Ave. § Depot St.
24
Drop branch
= 1.00
Twelfth St. near Middle Ave.
12
3.00
0.85
Middle § 12th
12
3.00
0.85
Dewey Ave. @ Lorain Blvd.
12
3.83
0.42
Bond St. @ Jefferson St. Alley
24
—
—
Furnace St. @ Florence Ct.
24
Drop branch
= 1.00
Cascade St. & Lake Ave.
12
—
—
Lake Ave. © Treraont St.
24
3.17
0.38
Fourth St. ® West Ave.
12
3.00
0.42
West Ave. @ Fifth St.
15
Broken drop branch
West Ave. 0 Elyria H.S.
15
Drop branch
= 0.50
West Ave. ® Ninth St.
25x22
2.00
0.67
East Ave. ® Fourth St.
15
2.50
1.00
(continued)
-------
0 No
152
153
155
156
158
159
160
1 til
16L
163
164
170
171
6
7
6
7
6
7
6
4
4
3
24
19
2
2
4
TABLE 21-1 (continued)
Location
Trunk
Sewer
Diameter,
inches
Weir
Length,
Ft.
Weir
Height
Ft.
Fifth St. 0 East Ave.
18
1.30
0.19
Sixth St. 0 East Ave.
12
1.25
0.33
Seventh St. 0 East Ave.
12
1.00
0.33
Eighth St. 0 East Ave.
18
1.50
0.35
Ninth St. 0 East Ave.
12
1.33
0.20
Gates Ave. 0 East Ave.
10
1.33
0.23
Howe St. 0 East Ave.
10
1.00
0.35
George St. 0 East Ave.
15
1.83
0.29
Wooster St. (middle)
10
2.00
0.57
Wooster St. 0 East Ave.
8
4.00
0.50
1241 East Ave.
24
2.29
0.80
East Ave. 0 Depot St.
18
Drop Branch
= 1.00
Temple Ct. 0 East Ave.
10
1.25
0.20
Holly Lane 0 East Ave.
10
1.00
0.20
Third St. 9 Chestnut St.
10
1.50
0.42
tconM nu«<0
-------
TABLE 21-1 (continued)
Trunk
Sewer Weir Weir Tributary
Diameter, Length, Height, area,
CSO No. Location inches Ft. Ft. acres
181 Second St. % Water 18 3.67 0.92 18
182 Broad St. 0 Water St. 12,18 2.50 0.35 7
191 Buckeye St. § East Branch St. 12 Drop Branch =0.50 4
{^Collects flow from CSO 104 & 170
(2)Should be separate sewers
^Collects flow from CSO 142
(4^Collects flow from CSO 105
-------
From these data 1t was determined that a 0.45 1n. storm will produce 470,972
gallons of overflow and a 0.58 1n. storm results In 571,884 gallons of
overflow from the monitored CSOs. Assuming a linear relationship between
rainfall and overflow, a one-inch storm should produce approximately 1,016,000
gallons of overflow from the monitored CSOs. Assuming the overflow volume is
directly proportional to the area served by combined sewers, the total CSSA
overflow volume from a 1 In. rainfall is roughly estimated:
l,Q16,000^allons = 2,004,000 gallons
Based on a mean annual precipitation of 33.73 Inches, the annual overflow
volume is estimated as:
2,004,000 gallons x 33.73 inches = 67.6 million gallons
1 nch
TOTAL PHOSPHOROUS LOADINGS
The overflow phosphorous concentration was assumed to equal 5.4 rag/1, the
average measured 1n selected U.S. cities which do not have a detergent
phosphorous ban.* This concentration was then multiplied by Elyria's
average annual CSO overflow volume to yield the average annual phosphorous
load. The average rainfall year total phosphorous load was found to be 3,045
pounds (1.4 MT) as P. Noting the extremely rough method of calculation, this
value provides an order of magnitude estimate at best.
DATA ON OTHER POLLUTANTS
The available literature does not provide annual loadings on any
pollutants. However, Reference 3 does provide some limited loading data on
BOD5, COD, SS and fecal conforms for some selected storm events on pages
II1-3 through III-5.
DATA QUALITY
Annual phosphorous loadings contained in this report are based on flow
monitoring data for two rainfall events obtained at seven CSO locations.
These seven CSO areas represent approximately 50.7 percent of the total CSSA.
The method!s) used to monitor flow was not provided. Since no phosphorous
concentration data were given, a national average value had to be used. For
these reasons, the annual phosphorous load could not be calculated with a high
degree of accuracy. However, at 271 acres, Elyria's CSSA is very small
relative to other study areas. Consequently, the rough phosphorous loading
estimate reported herein should give a reasonable CSO load.
21 -6
-------
REFERENCES
1. Telecon. City Engineer's Office, Lorain (216) 244-1300 and Mr. John
Patlnskas GCA/Technology Division. April 30, 1982.
2. Telecon. Mr. John Rybarc^yk, Lorain Department of Utilities (216)
245-1100 and Mr. John Patlnskas, GCA/Technology Division. May 3, 1982.
3. 201 Facility Plan Combined Sewer Overflow. Supplement No. 3. Havens and
Emerson, Inc. August 1981.
4. U.S. EPA, Nationwide Evaluation of Combined Sewer Overflows and Urban
Stormwater Discharges. Volume III Characterization of Discharges.
EPA-6 00/2-7 7-064c. August 1977.
CONTACTS
1. Mr. John Beaker, Northeast Ohio Regional Planning District.
(216) 241-2414.
2. Mr. John Sadzewlcz, Ohio EPA. (614) 462-6304.
21 -7
-------
SECTION 22
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF CLEVELAND, OHIO
BACKGROUND
The City of Cleveland 1s located 1n northern Ohio on the southern shore
of Lake Erie. The City 1s divided into three major sewer districts, the
Westerly, Southerly, and Easterly Districts, each served by Its respective
wastewater treatment plant. Figure 22-1 shows the sewer districts and the
location of the wastewater treatment plant which serves each district.
The Westerly Sewer District1 contains a total area of 10,100 acres 1n
the City of Cleveland and suburbs. The Walworth Run^ area, a portion of the
Westerly Sewer District, consists of 5,400 acres, of which 3,900 are directly
tributary to a combined sewer system. There are 51 overflow and by-pass
structures 1n the Walworth Run area, all of which are 1n the combined sewer
system. Approximately 25 of these are sources of major combined sewer
overflows. The Northwest Interceptor area 1n the Westerly District contains
4,700 acres, of which 4,050 acres are served by a combined sewer system.
The Easterly Sewer District contains 17,000 acres located 1n the City of
Cleveland served by a combined sewer system, and 25,000 suburban acres served
by a separated sewer system.» There are 77 overflow points 1n the Easterly
D1 strict.
The Southerly Sewer District, the largest of the three sewer districts,
contains approximately 62,000 acres. Combined sewers service approximately
19,600 acres within the D1 strict.^ Combined sewer overflows occur from 165
regulator points in the District.5
Cleveland's combined sewers normally overflow approximately 70 times per
year. Overflow 1s discharged to several small creeks, the Cuyahoga River, and
directly to Lake Erie. Lake Erie eventually receives all overflows from
Cleveland.
COMBINED SEWER OVERFLOW VOLUMES
The volume of combined sewer overflow has not actually been measured, but
the volume has been estimated by the use of mathematical models to be 5.74
billion gallons per year. This estimate does not include any overflow from
22-1
-------
EASTERLY
DISTRICT
LAKE ERIE
WESTERLY
DISTRICT
<-
C L E V EfrL AND
SOUTHERLY^ DISTRICT
r—1
j
"V
CUYAHOGA
RIVER 1
Figure 22-1. Sewer districts and wastewater treatment plants—Cleveland, OH.
-------
the relatively small area served by the Westerly Interceptor 1n the Westerly
District. Annual modeled overflow volume for each sewer district Is listed In
Table 22-1.
TOTAL PHOSPHORUS LOADINGS
Total phosphorus loadings from Cleveland's CSOs were was not reported in
available literature. However, CSO flows and loadings of total suspended
solids (TSS) and blochmelcal oxygen demand (BOD) were reported. Therefore,
total phosphorus loadings were calculated by taking an average phosphorus
concentration (5.4 mg/1) measured 1n selected U.S. cities* and Cleveland CSO
volume estimates. The total phosphorus loading from Cleveland's combined
sewer overflows Is estimated to be 258,895 lbs (117.7 MT) per year. Table
22-1 shows the estimates of phosphorus loadings predicted by the above method.
Two other estimation methods, employing the average phosphorus-to-BOD
ratio and phosphorus-to-TSS ratio from selected U.S. cities,6 were used to
check the annual phosphorus loading presented above. Estimates of the BOD and
TSS loadings are shown 1n Table 22-1. The average phosphorus-to-BOD ratio,
(0.0444), was multiplied by the estimated annual BOD loading of 3.862 million
pounds from Cleveland's combined sewer overflows. This results in an
estimated phosphorous loading of 171,472 lbs (77.9 MT) per year. The annual
phosphorus-to-TSS ratio (0.0158), was multiplied by the estimated annual TSS
loading from combined sewer overflows of 9.933 million pounds. This results
1n an estimated annual phosphorus loading of 156,940 lbs (71.3 MT). Given the
results of these two estlmatnlg methods, 1t Is Important to recognize that the
estimate presented 1n Table 22-1 may be high.
DATA ON OTHER POLLUTANTS
The annual loadings of BOD and TSS from Cleveland's CSOs were estimated
to be 3.862 million pounds and 9.933 million pounds, respectively.
DATA QUALITY
Actual measurements of the phosphorus loading of combined sewer overflows
were not reported. The concentration of phosphorus 1n combined sewer
overflows was estimated by using the average of measured phosphorus
concentrations 1n combined sewer overflow 1n selected U.S. cities.6
The volumes of combined sewer overflows were estimated using mathematical
models. The Cleveland Combined Sewer Mathematical Model was used for
predicting the overflows from the Southerly Sewer District and the Northwest
Interceptor In the Westerly Sewer District. Measured Input parameters for the
model were rainfall, dry weather flow, and hydraulic characteristics of the
collection system. For the Easterly Sewer District and the Walworth Run area
*Th1s concentration 1s representative of Ohio's unregulated use of phosphorus
in detergent (Reference 6).
22-3
-------
TABLE 22-1. ESTIMATED CSO POLLUTANT LOADINGS-CLEVELAND, OH
Sewer Overflow, Total
district MG phosphorous, lb (as P) BOD5, lb TSS, lb
Westerly* 1,361 61,408 905,200 2.632.800
Easterly 3.102 139.960 2.198-°°° 4-397-000
57 «7 758,775 2.903.095
Southerly 1.275 '
Tota1 6,738 258,895 3,861,975 9.932.895
'Northwest Interceptor and Walworth Run area only. Does not Include area
served by Westerly Interceptor.
22-4
-------
of the Westerly Sewer District, the Storm Water Management Model (SWMM) was
used with some modifications. The references did not report any comparison of
the predicted overflow volume with an actual measurement of overflow volume.
Rainfall data for the Cleveland Combined Sewer Mathematical Model was
obtained from a cltywlde rain measurement program. The rainfall for the year
1958, considered to be a typical year, was used to predict flows with the SWMM
model.
22-5
-------
REFERENCES
1. A Preliminary Design for Combined Sewer Overflow Pollution Control for
the Northwest Area Interceptor Sewer. Watermation, Incorporated.
Cleveland, OH. April 1974.
2. Report to Cleveland Regional Sewer District on Combined Sewer Overflows
Walworth Run Area. Metcalf 4 Eddy/Engineers. Boston, MA. February 197ft,
3. Report to Cleveland Regional Sewer District on Combined Sewer Overflows
Easterly District. Metcalf & Eddy/Engineers. Boston, MA. February 1978.
4. A Preliminary Design for Combined Sewer Overflow Pollution Control
Southerly Interceptor Area. Watermation, Incorporated. Cleveland, OH.
December 1973.
5. Anderson, D. J., R. Adams, and D. C. Simpson. A Report on the Temporary
Data Acquisition System (TDACS) for the Southerly District - Description
Results, and Data Usage. Watermation, Incorporated. Cleveland, OH. *
August 1973.
6. U.S. EPA, Nationwide Evaluation of Combined Sewer Overflows and Urban
Stormwater Discharges. Volume III Characterization of Discharges.
EPA 600/2-77-064c. August 1977.
CONTACTS
1. Mr. Ted Buczek, Northeast Ohio Areawlde Coordinating Agency.
(216) 641-6000.
2. Mr. John Sadzewlcz, Ohio EPA. (614) 462-6304.
ADDITIONAL REFERENCES
1. A Preliminary Design for Combined Sewer Overflow Pollution Control B1a
Creek Interceptor Area. Watennatlon, Incorporation. Cleveland, OH
September 1973.
2. A Preliminary Design for Combined Sewer Overflow Pollution Control Mill
Creek Interceptor Area. Watermation, Incorporated. Cleveland, OH.
December 1973.
22-6
-------
SECTION 23
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF AKRON, OHIO
BACKGROUND
The City of Akron contains a sewered area of approximately 31,700 acres,
33 percent (10,450 acres) of which Is serviced by combined sewers. During dry
weather periods flow 1s transported by gravity Interceptor sewers to the Akron
wastewater treatment plant. Wet weather flows exceeding the Interceptor
capacity overflow to the Ohio Canal, the Little Cuyahoga Creek and the
Cuyahoga River. These receiving waters are 1n turn tributary to Lake Erie.
The combined sewer system overflows an estimated 50 to 60 times each
year, substantially Increasing pollutant concentrations 1n receiving streams.
During such events, water quality standard violations are common. Combined
sewer overflows are the largest source of pollution for Akron area streams
during periods of wet weather. Small, frequent storms have been found to
produce the most adverse Impacts on receiving streams.
The combined sewer system 1s located within the older central core of the
city. The system contains 38 points of overflow, each of which serves a
separate subsystem. Table 23-1 1s a listing of the CSOs, their service areas
and their receiving streams.
Data provided 1n Table 23-1 were obtained from Reference 1. The refer-
enced study was conducted for the City of Akron to achieve the following goals:
• Quantify the pollutant loads discharged from combined sewer systems.
• Quantify the total pollutant load carried by the Cuyahoga River
below Akron.
• Identify the Impact of total pollutant load on the Cuyahoga River
water quality.
• Determine relationships between Cuyahoga River water quality,
combined sewer overflows and present and potential Akron water
treatment facilities.
The results were based on flow measurement data taken on CSOs which discharge
to the Ohio Canal and on phosphorous concentration measurements made on CSO
23-1
-------
TABLE 23-1. COMBINED SEWER OVERFLOWS--ARKON, OH
No.
Name
Area
(Acres)
Recelv1ng
Water
1
Springfield Center Road
15
Springfield Lake Outlet
to Little Cuyahoga River
2
Weston Road Outlet
539
Little Cuyahoga River
3
South Arlington Street
District
337
Little Cuyahoga River
4
Mill Street
99
Ohio Canal
5
River Street
32
Little Cuyahoga River
6
Factory Street
112
Little Cuyahoga River
7
Case Avenue
95
Little Cuyahoga River
a
North Case and UubUng
46
Little Cuyahoga River
9
Williams Street
20
Little Cuyahoga River
10
Case Avenue - Newton
Street District
215
Little Cuyahoga River
11
Hazel Street Trunk
412
Little Cuyahoga River
12
Home Avenue District
969
Camp Brook to Little
Cuyahoga River
13
Maderla Street
72
Little Cuyahoga
River
14
North Forge Street
240
Little Cuyahoga
River
IS
Forest Hill District
232
Little Cuyahoga
River '
16
Wolf Ledge Trunk
64
Ohio Canal
17
Exchange Street
176
Ohio Canal
18
Willow Run Trunk
1.669
Ohio Canal
19
West Market Street
144
Ohio Canal
20
West North Street
45
Ohio Canal
21
North Howard Street
104
Little Cuyahoga
River
22
North H111 Trunk
436
Little Cuyahoga
River
23
North Maple Street
50
Little Cuyahoga
River
24
West Market Street
Outlet
369
Little Cuyahoga
River
25
Otto Street
83
Little Cuyahoga
River
26
Aqueduct Street Outlet
160
Little Cuyahoga
River
27
Uhler Avenue
97
Little Cuyahoga
River
28
Tallmadge Avenue (Memorial
Parkway)
304
Little Cuyahoga
River
29
Uhler Avenue - Carpenter
Street
138
Little Cuyahoga
River
30
North Howard Street
69
Little Cuyahoga
River
31
Portage - Sunny side
District
309
Little Cuyahoga
River
32
Carpenter Heights District
280
Cuyahoga River
33
Northslde Interceptor
48
Cuyahoga River
34
Riverside Boulevard
District
83
Cuyahoga River
35
Gorge Boulevard District
691
Cuyahoga River
36
Merrlman Road Outlet
189
Cuyahoga River
37
Bowery Street
38
Ohio Canal
38
South Broadway
1,446
Ohio Canal
Total
10,427
•Source: Reference 1.
23-2
-------
Nos. 18 and 28 (see Table 23-1). These data were collected over a 12-month
period extending from September 1, 1971 through August 31, 1972. During this
Interval, 57 overflow events were observed.
COMBINED SEWER OVERFLOW VOLUMES
Monthly rainfall data and overflow volumes are reported In Table 23-2.
During the study period Akron received a total of 34.50 Inches of rainfall,
compared to the 10 year average of 37.26 Inches. The measured overflow
volumes represent overflows from CSO Nos. 4, 16, 18, 19, 20, 32 and 38 (I.e.,
all CSOs discharging to the Ohio Canal). These CSOs service approximately 35
percent of the combined sewer system. Assuming that CSO discharge is directly
proportional to area, measured monthly overflow volumes were projected to the
total system. The annual overflow volume was found to be 1,062 MG using the
following relationship:
Total CSO volume = Measured CSO volume total CSO service area
monitored CSO service area
TOTAL PHOSPHOROUS LOADINGS
Concentrations of total phosphorous measured at two different CSO
locations ranged from 3.9 to 14.3 mg/1 as PO4. The mean phosphorous
concentration was found to be 9.0 mg/1 as PO4 or 2.94 mg/1 as P.
Monthly phosphorous loadings were calculated based on projected overflow
volumes and the mean of measured phosphorous concentration data. The total
annual phosphorous load was found to be 26,040 lbs (11.8 MT). However, this
phosphorous loading reflects mean phosphorous concentrations measured prior to
Akron's 1978 phosphorous ban. Assuming the ban has reduced CSO phosphorous
concentrations by 32 percent (based on data contained In Reference 2) a
current annual loading of approximately 17,700 lbs (8.0 MT) 1s expected.
DATA ON OTHER POLLUTANTS
Table 23-3 provides data on additional pollutants addressed 1n Refer-
ence 1. These pollutants Include COD, BOD5, suspended solids, fecal
conforms and ammonia nitrogen. The sampling stations labeled Rack 18 and
Rack 28 are CSO sites. The station "Lock 15" is a site downstream of the
monitored CSOs which was used 1n the study to Indicate the Impact of CSO
discharges on water quality.
DATA QUALITY
Little Information on flow measurement and sampling and analysis
procedures were provided 1n the Akron CSO report, making 1t difficult to
estimate the accuracy of flow and quality data provided. CSO flow data
Included eight CSOs, representing only 35 percent o.~ the CSO serviced area.
In estimating the total CSO overflow it was assumed that flow 1s directly
proportional to the area serviced. Projecting measured loadings to the total
CSO area 1s subject to substantial error. Based solely on Reference 1, the
accuracy of the phosphorous loading data 1s likely to be within + 50 percent.
23-3
-------
TABLE 23-2. SUMMARY OF MONTHLY PRECIPITATION, CSO FLOW AND LOADING DATA—AKRON, OH
Measured Phosphorous
Month Precipitation, Number of overflow Total overflow concentration Total phosphorous
(1971-1972) inches overflows volume, MGa volume, MG as P, mg/1 load as P, lbsc»d
September
2.67
4
82
234
2.94^
5,738
October
1.38
3
6
17
417
November
2.57
3
6
17
417
December
4.32
3
48
137
3,359
January
1.19
1
2
6
147
February
1.68
3
3
9
221
March
3.49
7
19
54
1,324
April
4.16
5
56
160
3,923
May
2.58
4
11
31
760
June
4.78
6
61
174
4,266
July
3.52
11
64
183
4,487
August
2.16
7
14
40
981
Totals
34.50
"57
"37?
1,062
26,040
Represents 35 percent of the total CSO area.
^Reported as 9.0 mg/1 as PO4.
cLoad * Overflow volume (MG) x phosphorous conc. (mg/1) x 8.34 IbsyWG/mg/l.
db*ta for loading* prior to 1978 phosphorous ban.
-------
TABLE 23-3. QUALITY OF COMBINED SEWER OVERFLOWS—AKRON, OH
Concentration of pollutant, ag/1 except as noted
Fecal colifora
Nuaber of COO BOO5 Suspended solids (1,000 per 100 nl) Total PO4 NH3-N
Station saopled Mean Range Mean Range Mean Range Mean Range Mean Range Mean Range
Lock 153 12 260 30-730 85 15-260 800>> 150-2,400 380 60-1,300 5.1 0.5- 9.4 0.9 0.2-2.9
Rack 18 6 220 70-340 75 40-130 270 200- 320 850 300-1,200 9.0 3.9-14.3 5.1 1.9-9.0
Rack 28 3 75 - 50 220 - 1,000* 9.0 1.9
*Values as adjusted for Lock 2 releases.
t>This value may be affected by bank scour in the Ohio Canal during overflows and/or by resuspension of solids
deposited in the low-flow pools of the canal.
Source: "Combined Sewer Overflow Supplement to Report and General Plan for Advanced Wastewater Treatment."
-------
REFERENCES
Burgess and Niple, Limited. Akron Facilities Plan, Appendix M, Combined
Sewer Overflow Analysis. 1977,
Letter to Or. Keith Booman of the Soap and Detergent Association from the
United States Environmental Protection Agency, Great Lakes National
Program Office. March 2, 1982.
CONTACTS
Mr. Jack Pearson, City of Akron. (216) 253-4196.
Mr. John Sadzewicz, Ohio EPA. (614) 462-6304.
23-6
-------
SECTION 24
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS FROM
THE CITY OF ERIE, PENNSYLVANIA
BACKGROUND
Erie, Pennsylvania is located in the northwest corner of the State on the
southern shore of Lake Erie. It has a sewered area of 9,454 acres serving a
population of 129,000 (1970). During dry weather periods, flow is transported
by gravity interceptor sewers to the Erie wastewater treatment plant. Wet
weather flows exceeding interceptor capacity overflow to Mill Creek, Garrison
Run, and Outer Erie Harbor. Mill Creek and Garrison Run are tributary to
Presque Isle Bay as shown in Figure 24-1.
The Erie sewer system consists of sanitary sewers, storm sewers, and
combined sewers. Sewers built within the last 30 years are separate, however,
older lines dating back to the 1870's are combined. References 1 and 2
indicate that the combined sewer system contains 59 overflow points. However,
more recent remedial actions have reduced this number to 56. Table 24-1
provides a summary of the combined sewer overflows identified in Reference 1.
Figure 24-1 depicts the relative locations of the overflow points. Although
the majority of CSOs existing in 1975 are still present, the overflow volume
has been significantly reduced due to the installation of a relief interceptor
on the west side.
COMBINED SEWER OVERFLOW VOLUMES
Table 24-2 provides pre-1975 annual overflow volumes to Mill Creek,
Garrison Run, and the East Side and West Side Lake Erie discharges. According
to Table 24-2, a total of 300 million gallons overflowed during an average year
rainfall. However, with the installation of the west side relief interceptor
most of the 45 million gallons overflowing annually from the west side has
been eliminated. In addition, the relief interceptor has reportedly reduced
overflow to Mill Creek and Garison Run.^ Since flow reduction to Mill Creek
and Garison Run has not been determined, the present average annual overflow
volume cannot accurately be quantified. Assuming the west side overflow is
essentially reduced to zero, the annual overflow can be reported as being less
than 255 million gallons (MG). Note that these volumes are high estimates.
Actual volumes are likely to be less than 255 MG.
24-1
-------
LAKE ERIE
PRESQUE ISLE
PENINSULA
PRESQUE ISLE
BAY
GARRISON
\RUN
CASCADEkCREEK
ERIE
MILL
.CREEK
Figure 24-1. Combined sewer overflow locations—Erie, PA.
24-2
-------
TABLE 24-1. COMBINED SEWER OVERFLOWS3—ERIE, PA
kll
III
ft?
53
54
55
56
57
58
59
Current
Flow rate
Volume of
estimated
when
overflow for
Overflow
average dry
overflow
each average
weather flow,
foil!! il'IK !>«,, i
jtoi 'I| III cui'l clll'.c
, Receiving
number
Location
MM)
Mill)
Mb
stream
1
Foot of Wallace
32.5
52
0.823
Mill Creek Tube
2
2nd-Parade 1 Wallace, W.
0.076
19
_
Mill Creek Tube
3
2nd-Parade t Wallace, E.
0.220
0.78
0.014
Mill Creek Tube
via storm sewer
4
3rd-Parade 6 Wallace
0.068
11
-
Mill Creek Tube
5
4th 1 Parade, S.E.
1.66
2.3
0.547
Mill Creek Tube
6
4th & Parade, E.
1.66
3.6
-
Mill Creek Tube
7
5th West of Parade
0.905
1.6
0.111
Mill Creek Tube
8
6th West of German
0.044
0.32
-
Mill Creek Tube
9
6th East of German
0.025
1.6
.
Mill Creek Tube
10
7th West of German
0.031
1.2
-
Mill Creek Tube
11
8th West of Holland
0.026
0.12
.
Mill Creek Tube
12
8th East of Holland
0.022
0.14
0.051
Mill Creek Tube
13
9th-French & Holland, W.
0.031
0.24
-
Mill Creek Tube
14
9th-French t Holland, E.
0.040
0.23
-
M111 Creek Tube
15
lOth-French 6 Holland, W.
1.43
22
_
Mill Creek Tube
16
lOth-French 4 Holland, E.
1.43
19.5
-
Mill Creek Tube
17
11th t French
0.025
4.35
-
Mill Creek Tube
via storm sewer
18
llth-French 1 Holland
0.204
1.0
0.046
Mill Creek Tube
19
13th ( French
0.098
0.57
_
Mill Creek Tube
20
Commerce - N. of 14th
0.032
0.04
_
M111 Creek Tube
21
14th W. of Commerce
0.076
3.4
0.0035
M11J Creek Tube
22
14th 1 Comnerce
1.90
1.95
0.041
Mill Creek Tube
via storm sewer
23
14th 1 French
0.237
1.0
0.032
Ml 11 Creek Tube
24
16th 1 French
0.047
1.0
0.045
Mill Creek Tube
26
17th 1 State
1.03
4.26
0.49
Mill Creek Tube
via storm sewer
26
17th t French
0.040
0.94
0.152
Mill Creek Tube
27
Ash N. of 18th
0.80
2.1
0.23
M111 Creek Tube
28
18th E. of State
0.044
0.39
_
Mill Creek Tube
29
18th & French
0.094
2.3
0.06
M111 Creek Tube
30
21st-State 1 French, W.
0.20
1.6
0.25
M111 Creek Tube
31
21st-State & French, E.
0.059
0.077
Mill Creek Tube
32
23rd-State t French
0.11
0.85
-
Mill Creek Tube
via storm sewer
33
24th-State 1 French
0.06
0.41
_
Mill Creek Tube
34
26th t French, N.
0.136
0.86
-
M111 Creek Tube
via storm sewer
35
26th & French, S.
0.075
0.32
0.031
Mill Creek Tube
36
Glenwood Park 1 Hill
0.40
4.0
0.26
Mill Creek Tube
37
34th t State
0.070
1.65
.
M111 Creek Tube
38
Colorado I South Shore
2.17
2.8
-
Lake Erie via
storm sewer
39
1st ( Plum
0.018
1.27
-
Lake Erie
40
2nd i Cherry, N.W.
16.5
31
-
Lake Erie
41
2nd - West of Cherry
16.5
50
•
Lake Erie
42
Front East of Sassafras
0.062
1.62
0.004
Lake Erie
43
2nd & Myrtle
0.105
4.1
-
Lake Erie via
storm sewer
44
2nd - Sassafras 1 Peach
0.155
1.5
0.036
Lake Erie
45
Sassafras 1 Patch N. of 3rd
2.0
4.5
(Estimated)
0.61
Lake Erie
46
4th 1 Cranberry
2.76
18
.
Cascade Creek
47
11th t liberty
8.80
12
Lake Erie via
•itvWW MNWr
1 ¦
V
' \*
> *
^ A
V •» *¦ »
M ' « \> •
loot nt trench Avenue
0.25
J
Lake Erie via
4«
*
storm sewer
lake* tile W. of Chautaqua
timl of Ch«utl<|Mi
taitlake East of Euclid
4th I Ash
East Avenue t Commercial
23rd between East 1 Penna.
25th I Brandts
28th - East t Penna.
32nd * East Avenue
24th I Penna.
0.01B
0.01A
0.31
1.66
2.3
0.16
0.06
0.003
0.36
0.14
0.5
Q.S
O.B
22
1.3
1.17
1.1
1.3
(1)0.07 mgd.
continuous
Lake Erie
Lake Erie
To Overflow
No. 51
Garrison Run via
storm sewer
Garrison Run
Garrison Run
Garrison Run via
storm sewer
Garrison Run
Garrison Run via
storm sewer
Garrison Run via
storm sewer
24-3
-------
TOTAL PHOSPHORUS LOADINGS
Prior to the Installation of the west side relief interceptor the average
annual CSO total phosphorous load was approximately 7,000 lbs. Since the
Interceptor is likely to have reduced overflow by at least 45 million gallons
(15 percent) the current average annual phosphorous load can best be reported
as being less than b,9SU lbs ( 2.7 MT).
TABLE 24-2. TOTAL ANNUAL COMBINED SEWER OVERFLOW VOLUMES (PRE-1975)—ERIE. PA
u_ Total phosphorus,
Location Flow, MG lbs/yr
Mill Creek
220
4,020
Garrison Run
26
2,160
West Side
45
730
East Side
9
90
Total
300a
7,000a
These data represent loadings prior to recent remedial
measures; actual current loadings are likely to be reduced.
DATA ON OTHER POLLUTANTS
Table 24-3 provides pre-1975 data on biochemical oxygen demand and total
suspended solids due to combined sewer overflows. These data reflect
conditions existing prior to the construction of the west side relief
interceptor.
TABLE 24-3. BOD AND TSS LOADING FROM COMBINED SEWER OVERFLOWS (PRE-1975)—ERIE, f
Location B0D,g, lbs/yr.a TSS, lbs/yr.a
Mill Creek
71,000
645,700
Garrison Run
37,000
37,000
West Side
15,700
98,800
East Side
4,300
25,500
Total
128,000
807,000
aThese data represent loadings prior to recent remedial
measures; actual current loadings are likely to be reduced,
24-4
-------
DATA QUALITY
Combined sewer overflow data for the City of Erie were obtained prior to
1975. Since that time, a relief interceptor has been installed to reduce
overflow of untreated sewerage. Data on overflow volumes and phosphorous
loadings expected under present conditions are unavailable. Consequently, the
phosphorous loadings reported herein are subject to substantial inaccuracy.
24-5
-------
REFERENCES
1. U.S. Environmental Protection Agency. Water Pollution Investigation:
Erie, Pennsylvania Area. EPA-905/9-74-015. Region V. Enforcement
Division. Chicago, Illinois. March 1975.
? Interim ReDort for the Comprehensive Waste and Water Quality Management
Studv of Pennsyl vania Portion of the Erie Basin and the Erie Standard
Metropolitan Statistical Area. Engineering Science, Incorporated.
Cleveland, Ohio. March 1974.
3 Letter to Mr. Paul Horvation, U.S. EPA from Mr. James E. Erb, P.E.,
Regional Water Quality Manager, Pennsylvania Department of Environmental
Resources, Bureau of Water Quality Management. October 27, 1982.
CONTACTS
1. Mr. Ken Bartel, Pennsylvania Department of Environmental Resources.
(717) 783-3638.
2. Mr. James Erb, Pennsylvania DER. (814) 724-8550.
3. Mr. Wasenda Mohka, Erie City Engineer. (814) 456-8561.
4. Mr. Chuck Vrenna, Erie County Department of Public Health.
(814) 454-5811.
24-6
-------
SECTION 25
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS FROM
THE CITY OF BUFFALO, NEW YORK
BACKGROUND
The City of Buffalo, New York is located on Lake Erie at the head of the
Niagara River. It has a sewered area of 26,200 acres, serving a city of
463,000 people (1970). During periods of dry weather, flow is transported by
Interceptors to the Bird Island sewage treatment plant. Wet weather flows
exceeding the Interceptor capacity overflow to the Buffalo River, Cazenovia
Creek, Scajaquada Creek, and the Niagara River. Cazenovia Creek 1s a
tributary of the Buffalo River, which flows into Lake Erie. Scajquada Creek
flows Into the Niagara River.
The combined sewer system overflows approximately 70 times each year,
substantially increasing pollutant concentrations in receiving streams. The
International Joint Commission Great Lakes Water Quality Board has Identified
combined sewer overflows as a major pollutant loading source to the Buffalo
River.
The City of Buffalo's combined sewer system Includes over 800 miles of
combined sewers which vary 1n size from a 10-inch diameter lateral to a
33-Inch x 14 foot combined relief sewer. Over 75 percent of the sewers were
constructed prior to 1930, while 60 percent were constructed before 1910. The
system contains 63 overflow points. Combined sewer overflows and receiving
streams are listed 1n Table 25-1. Figure 25-1 depicts the location of the
overflow points.
COMBINED SEWER OVERFLOW VOLUMES
It 1s estimated that 8.4 billion gallons overflow during an average
rainfall year. Of this amount, 2.6 billion gallons overflow Into the Buffalo
River, the remainder entering Scajaquada Creek and the Niagara River.
TOTAL PHOSPHORUS LOADINGS
Combined sewer overflows from Buffalo contribute a post-ban loading of
145,610 lbs (66.2 MT) of phosphorus per year to surrounding waterways.
Buffalo River receives 47,960 lbs/yr; Niagara River 46,690 lbs/yr; Scajaquada
Creek 37,790 lbs/yr; and Cazenovia Creek 13,170 lbs/yr.
25-1
-------
TABLE 25-1. COMBINED SEWER OVERFLOWS—BUFFALO, NY
^ftvr'mcces
Name
Receiving stream
Stream mile
Buffalo
CSO
Outfal
No.
1
Niagara River
32.30
Buffalo
CSO
Outfal
No.
2
Niagara River
32.87
Buffalo
CSO
Outfal
No.
3
Niagara River
33.30
Buffalo
CSO
Outfal
No.
6
Scajaguada Creek
0.21
Buffalo
CSO
Outfal
No.
7
Scajaguada Creek
0.32
Buffalo
CSO
Outfal
No.
8
Scajaguada Creek
1.79
Buffalo
CSO
Outfal
No.
10
Scajaguada Creek
3.11
Buffalo
CSO
Outfal
No.
11
Scajaguada Creek
1.63
Buffalo
CSO
Outfal
No.
13
Scajaguada Creek
0.45
Buffalo
CSO
Outfal
No.
14
Niagara River
34.05
Buffalo
CSO
Outfal
No.
15
Niagara River
34.20
Buffalo
CSO
Outfal
No.
16
Niagara River
34.30
Buffalo
CSO
Outfal
No.
17
Niagara River
34.40
Buffalo
CSO
Outfal
No.
18
Niagara River
34.40
Buffalo
CSO
Outfal
No.
19
Niagara River
34.55
Buffalo
CSO
Outfal
No.
20
Niagara River
34.65
Buffalo
CSO
Outfal
No.
21
Niagara River
34.80
Buffalo
CSO
Outfal
No.
22
Niagara River
34.90
Buffalo
CSO
Outfal
No.
23
Niagara River
34.95
Buffalo
CSO
Outfal
No.
24
Niagara River
35.55
Buffalo
CSO
Outfal
No.
26
Niagara River
36.65
Buffalo
CSO
Outfal
No.
27
Niagara River
37.08
Buffalo
CSO
Outfal
No.
28
Niagara River
37.22
Buffalo
CSO
Outfal
No.
29
Niagara River
37.35
Buffalo
CSO
Outfal
No.
30
Buffalo River
0.40
Buffalo
CSO
Outfal
No.
31
Buffalo River
0.63
Buffalo
CSO
Outfal
No.
32
Buffalo River
0.70
Buffalo
CSO
Outfal
No.
33
Buffalo River
0.74
Buffalo
CSO
Outfal
No.
34
Buffalo River
0.80
Buffalo
CSO
Outfal
No.
35
Buffalo River
0.91
Buffalo
CSO
Outfal
No.
36
Buffalo River
1.36
CONTINUED
25-2
-------
TABLE 25-1 (continued)
>«» 0 »«¦— ¦ - - - -¦¦¦ «. ..-¦-I ¦
Name Receiving stream Stream mile
Bu
a
0
cso
Outfal
No.
37
Buffalo
River
1.65
Bu
a
0
CSO
Outfal
No.
38
Buffalo
River
2.00
Bu
a
0
CSO
Outfal
No.
39
Buffalo
River
3.60
Bu
a
0
CSO
Outfal
No.
40
Buffalo
River
4.60
Bu
a
0
CSO
Outfal
No.
42
Buffalo
River
4.90
Bu
a
0
CSO
Outfal
No.
43
Buffalo
River
5.60
Bu
a
0
CSO
Outfal
No.
44
Buffalo
River
5.60
Bu
a
0
CSO
Outfal
No.
47
Buffalo
River
6.68
Bu
a
0
CSO
Outfal'
No.
48
Buffalo
River
6.87
Bu
a
0
CSO
Outfal
No.
50
Buffalo
River
6.87
Bu
a
0
CSO
Outfal
No.
51
Buffalo
River
6.50
Bu
a
0
CSO
Outfal
No.
53
Buffalo
River
5.85
Bu
a
0
CSO
Outfal
No.
54
Buffalo
River
5.58
Bu
a
0
CSO
Outfal
No.
55
Buffalo
River
5.50
Bu
a
0
CSO
Outfal
No.
57
Buffalo
River
5.22
Bu
a
0
CSO
Outfal
No.
58
Buffalo
River
5.22
Bu
a
0
CSO
Outfal
No.
59
Cazenovia Creek
0.40
Bu
a
0
CSO
Outfal
No.
60
Cazenov
a Creek
0.45
Bu
a
0
CSO
Outfal
No.
61
Cazenov
a Creek
0.53
Bu
a
0
CSO
Outfal
No.
62
Cazenov
a Creek
0.80
Bu
a
0
CSO
Outfal
No.
63
Cazenov
a Creek
0.85
Bu
a
0
CSO
Outfal
No.
64
Cazenov
a Creek
0.90
Bu
a
0
CSO
Outfal'
No.
65
Cazenov
a Creek
1.02
Bu
a
0
CSO
Outfal
No.
66
Cazenov
a Creek
1.07
Bu
a
0
CSO
Outfal
No.
68
Cazenov
a Creek
1.93
Bu
a
0
CSO
Outfal
No.
71
Cazenov
a Creek
1.02
Bu
a
0
CSO
Outfal
No.
72
Cazenov
a Creek
0.94
Bu
a
0
CSO
Outfal
No.
73
Cazenov
a Creek
0.53
Bu
a
0
CSO
Outfal
No.
74
Cazenov
a Creek
0.27
Bu
a
0
CSO
Outfal
No.
75
Cazenov
a Creek
0.17
Bu
a
0
CSO
Outfal
No.
76
Cazenov
a Creek
0.15
Bu
a
0
CSO
Outfal
No.
77
Cazenov
a Creek
0.02
25-3
-------
GRAND ISLAND
NIAGARA RiVERV
SCAJAQUADA
CREEK ^
••
CANADA
BUFFALO
CAYUGAbCREEK
LAKE ERIE
CAZENOVIAVCREEK
Figure 25-1. Combined sewer overflow locations—Buffalo, NY.'
25-4
-------
DATA ON OTHER POLLUTANTS
Table 25-2 provides data on other pollutants due to combined sewer
overflows. As this table shows, the Buffalo River receives the highest
loadings from CSO's, followed closely by the Niagara River.
TABLE 25-2. ANNUAL LOADINGS FROM COMBINED SEWER OVERFLOWS—BUFFALO, NY
Buffalo
River
Loadings
Niagara
River
lbs/yr
Scajaquada
Creek
Cazenovla
Creek
B0D5
1,873,000
1,852,000
1,505,000
521,400
TSS
3,327,000
2,520,000
1,717,000
640,100
TOC
2,495,000
2,223,400
1,702,000
561,400
COD
12,960,000
12,974,000
10,650,000
3,715,000
TVS
13,040,000
7,885,000
4,089,000
1,523,000
011 & Grease
2,333,000
1,779,300
1,288,000
491,000
Ammonia
77,740
79,810
64,510
20,430
Chloride
6,880,000
5,606,000
4,047,000
1,389,000
TKN
460,000
432,100
346,400
124,000
Nickel
528,000
195,680
150
1,910
STORMWATER
Information supplied by the Erie and Niagara Counties Regional Planning
Board indicates that the City of Buffalo's sewerage system is entirely
combined. Approximately 13 billion gallons of stormwater runoff are generated
annually. Of this amount, 8.4 billion gallons overflow, while the remainder
1s transported to the Bird Island wastewater treatment plant. Because of this
fact, phosphorus loadings due to separate storm drainage in the City of
Buffalo are minimal.
DATA QUALITY
Total phosphorus loadings were based on a combined sewer overflow
sampling program conducted by the Erie and Niagara Counties Regional Planning
Board. Combined sewer overflows in residental, commercial, and industrial
areas were sampled. As a rainstorm approached, close contact with the Weather
Bureau was maintained in order to arrive at the sampling sites ahead of the
rainstorm. Upon arrival at the sites, rain gauges were set up, and lithium
chloride dispensing units designed to dispense a set concentration of lithium
25-5
-------
chloride were set upstream. Grab samples of downstream flow were analyzed for
the concentration of diluted lithium ions. The amount of dilution which
occurred determined the flow in the sewer. Frequency of grab sampling
depended on the Intensity of the storm. Following sampling and analysis, the
resulting data were modeled using STORM, a continuous simulation model that
can be used for prediction of the quantity and quality of stormwater and
domestic sewage.
25-6
-------
REFERENCES
1. Interim Report on Water Quality. Buffalo Combined Sewer Overflow Study.
Buffalo Sewer Authority. Buffalo, New York. February 1982.
2. 208 Areawlde Waste Treatment Management and Water Quality Improvement
Program. Draft Final Report No. 8 - Combined Sewer Overflow Problems/
Analysis. Erie and Niagara Counties Regional Planning Board. Amherst,
New York. December 1977.
3. Telecon. Spencer Scofield, Erie and Niagara Counties Regional Planning
Board (716) 625-8114 and Richard Rehm, GCA Corporation, Chapel Hill,
North Carolina. August 31, 1982.
CONTACTS
1. Mr. Robert leary, Calocerinos and Spina Consulting Engineers.
(716) 847-1630.
2. Mr. Leo Nowak, Or., Director, Erie and Niagara Regional Planning Board.
(716) 625-8114.
3. Mr. Spencer Scofield, Erie and Niagara Regional Planning Board.
(716) 625-8114.
25-7
-------
SECTION 26
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE TOWNS OF TONAWANDA AND NORTH TONAWANDA, NEW YORK
BACKGROUND
The Towns of Tonawanda, and North Tonawanda, New York are located north
of Buffalo on the Niagara River. The towns have a sewered area of 1,929
acres, serving a population of 57,900 (1970).'
The combined sewer systems for these two towns overflow an average
74 times a year. Wet weather flows exceeding Interceptor capacity overflow to
El Hot Creek, Tonawanda Creek, and the Niagara River. Elliot Creek and
Tonawanda Creek flow Into the Niagara River, which 1n turn flows into Lake
Ontario. The system contains 16 overflow points: six on Elliot Creek, one on
Tonawanda Creek, and nine on the Niagara River. Figure 26-1 shows the
location of these overflows.
TOTAL PHOSPHOROUS LOADINGS
Combined sewer overflows from Tonawanda and North Tonawanda contribute a
post-ban loading of 6,600 lbs/yr (3.0 MT) of total phosphorous (as P) to the
Niagara River. The combined sewer overflows on Elliot and Tonawanda Creeks
contribute 200 lbs/yr (3 percent of the total load). The four combined sewer
overflows located 1n Tonawanda on the Niagara River contribute 1,800 lbs/yr;
while the five combined sewer overflows on the Niagara River 1n North
Tonawanda contribute 4,600 lbs/yr. Overall, total phosphorous loadings from
combined sewer overflows to the Niagara River from Tonawanda and North
Tonawanda are minor compared to Buffalo and Niagara Falls. Tonawanda
contributes 2.3 percent of the overall loading while North Tonawanda
contributes 5.9 percent. Conversely, Buffalo contributes 60.3 percent and
Niagara Falls 31.5 percent of the Niagara River loading.'
DATA ON OTHER POLLUTANTS
Table 26-1 provides data on other pollutants due to combined sewer
overflows to Tonawanda and North Tonawanda. Like total phosphorous, combined
sewer overflows from Tonawanda and North Tonawanda contribute a small
percentage of the other pollutant loadings to the Niagara River.
26-1
-------
NIAGARA
FALLS
TONAWANDA
/"CREEK
NIAGARA RIVER
NORTH
TONAWANDA
GRAND ISLAND
ELLIOT CREEK
TONAWANDA
CANADA
BUFFALO
Figure 26-1. Combined sewer overflow locatlons—Tonawanda and
North Tonawanda, NY
26-2
-------
TABLE 26-1. ANNUAL LOADINGS FROM CSOs —TONAWANDA AND NORTH TONAWANDA, NY
ANNUAL LOADINGS, lbs
North Tonawanda Tonawanda
Niagara River Niagara River Elliot Creek
bod5
180,700
71,910
7,995
TSS
302,400
84,170
9,144
TOC
237,200
79,770
8,843
COD
1,251,000
510,200
56,540
TVS
1,152,000
199,500
2,164
011 £ Grease
203,300
63,760
6,836
Ammonia
7,706
2,984
341
Chloride
639,300
192,300
21,100
TKN
43,540
16,750
1,833
Nickel
44,510
54
3
Reference 1.
STORMWATER LOADINGS
The Erie and Niagara Counties Regional Planning Board modeled storm
runoff from Tonawanda and North Tonawanda for two storms; August 23-25, 1975,
and September 17-18, 1976.2 The calculated storm runoff for these two
storms Is shown 1n Table 26-2. From the Information presented 1n Table 26-2,
It was determined that for every Inch of rainfall, 108 million gallons of
water runs off from the Tonawanda/North Tonawanda area. Total rainfall 1n the
Tonawanda area averages 36.12 Inches per year, therefore 3.9 billion gallons
of rainwater runs off annually. The storm runoff phosphorous concentration
was not monitored during these events. However, a recent report3 indicates
that runoff in Rochester, New York has an average total phosphorous
concentration of 0.347 mg/1 as P. Due to similarities 1n land use and
geographical location a 0.347 mg/1 phosphorous concentration was assigned to
Tonawanda/North Tonawanda stormwater. Applying the average phosphorus
concentration to the annual runoff volume, the annuul stormwater phosphorus
loading is estimated to be 11,300 lbs (5.5 Ml) total phosphorus (as P) from
the Tonawonda/North Tonawanda area.
26-3
-------
TABLE 26-2. RUNOFF FROM TWO SELECTED STORMS3--TONAWANDA
AND NORTH TONAWANDA, NY
Storm
Hour
Rai nfal 1,
1 nches
Runoff, MG
Tonawanda
Creek
Elliot
Creek
Total
08/23-24/75
09/17-18/76
1
0.03
0.37
1.69
2
0.58
11.22
51.21
3
0.07
1.35
6.15
4
0.40
7.74
35.28
5
0.88
17.02
77.75
6
0.06
1.11
5.28
7
0.02
0.39
1.76
1
0.14
2.13
9.67
2
0.55
10.64
48.52
3
0.60
11.61
52.94
4
0.11
2.13
9.67
5
0.01
0.19
0.88
6
0.07
1.35
6.15
7
0.01
0.19
0.88
8
0.03
0.58
2.64
9
1.30
25.13
114.89
10
0.02
0.39
1.76
2.06
62.43
7.50
43.02
94.77
6.39
2.15
11.80
59.16
64.55
11.80
1.07
7.50
1.07
3.22
140.02
2.15
Reference 2.
26-4
-------
DATA QUALITY
Total phosphorous loadings were based on a combined sewer overflow
sampling program conducted by the Erie and Niagara Counties Regional Planning
Board. Combined sewer overflows 1n residential, commercial, and industrial
areas were sampled. Lithium chloride dispensing units were used to measure
flow. Frequency of grab sampling depended on the Intensity of the storm.
Overall, seven combined sewer outfalls were sampled 1n Erie and Niagara
Counties. Total loadings were computed from these seven sampling stations,
using the U.S. Army Corp of Engineers Storage, Treatment, Overflow Runoff
Model (STORM).2
Stormwater runoff volumes are based on limited runoff volume data
obtained during two rainfall events.2 The runoff phosphorus concentration
1s an estimated value based on aggregate land use. Due to limited data on
runoff volume and the use of an assumed phosphorus concentration, the
stormwater phosphorus load provided herein should be considered a rough
estimate. Additional monitoring data will be required to provide a more
accurate estimate.
26-5
-------
REFERENCES
1. 208 Areawide Waste Treatment Management and Water Quality Improvement
Program. Draft Final Report Mo. 8-Combined Sewer Overflow Problems/
Analysis. Erie and Niagara Counties Regional Planning Board. Amherst,
New York. December 1977.
2. 208 Areawide Waste Treatment Management and Water Quality Improvement
Program. Draft Final Report No. 8-Addendutn: Storm Modeling. Erie and
Niagara Counties Regional Planning Board. Amherst, New York.
December 1977.
3. County of Monroe and O'Brien and Gere Engineers, Inc. National Urban
Runoff Program, Irondequoit Bay Study. Draft Final Report.
November 1982.
CONTACTS
1. Mr. Leo Nowak, Jr., Director, Erie and Niagara Regional Planning Board.
(716) 625-8114.
2. Mr. Spencer Scofield, Erie and Niagara Regional Planning Board.
(716) 625-8114.
26-6
-------
SECTION 27
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS FROM THE
CITY OF NIAGARA FALLS, NEW YORK
BACKGROUND
The City of Niagara Falls, New York 1s located on the Niagara River,
north of Buffalo. It has a sewered area of 6,660 acres, serving a population
of 85,600 (1970).' During periods of dry weather, flow 1s transported by
combined sewers to the Niagara Falls wastewater treatment plant. The City's
sewer system 1s 100 percent combined sewers and during significant rainfall
events, wet weather flows exceeding Interceptor capacity overflow to G111
Creek and the Niagara River. G111 Creek flows Into the Niagara River, which,
1n turn, flows Into Lake Ontario.
TOTAL PHOSPHORUS LOADINGS
Combined sewer overflows contribute 24,300 lbs (11.0 MT) of phosphorus
(as P) to the Niagara River annually for an average rainfall year. This
loading Is calculated from data obtained after the 1973 New York phosphorous
ban. Seven of the combined sewer overflows discharge directly to the Niagara
River from the Gorge Interceptor. Only one combined sewer overflow discharges
to GUI Creek. Niagara Falls 1s responsible for 31 percent of the total
phosphorus loadings from CSO's to the Nlaraga River. The combined sewer
overflows located 1n Niagara Falls are listed 1n Table 27-1.2 Figure 27-1
shows the location of the overflow points.
DATA ON OTHER POLLUTANTS
Table 27-2 provides data on other pollutants discharged from combined
sewer overflows. Combined sewer overflows in Niagara Falls contribute 952,800
lbs of BOD5 and 1,645,000 lbs of TSS annually to the Niagara River.
STORMWATER LOADINGS
Information supplied by the Erie and Niagara Counties Regional Planning
Board indicates that the entire Niagara Falls sewerage system Is combined.
Because of this fact, phosphorus loadings due to separate storm drainage 1n
Niagara Falls 1s minimal.
27-1
-------
TABLE 27-1.
COMBINED SEWER OVERFLOWS—
NIAGARA FALLS, NY
Overflow
Receiving
number
Location
stream
001A
Niagara Street
Niagara River
002
Walnut Street
Niagara River
003
Ashland Avenue
Niagara River
005
Bath Avenue
Niagara River
006
Chasm Avenue
Niagara River
007
Maple Avenue
Niagara River
008
Garfield Avenue
Niagara River
009
Weston Avenue
Gill Creek
TABLE 27-2.
ANNUAL LOADINGS FROM COSs
—NIAGARA FALLS, NY
Parameter Loading, Ibs/yr
B0D5
952,800
TSS
1,645,000
TOC
1,269,000
COD
6,584,000
TVS
6,419,000
Oil & Grease
1,098,000
Ammonia
40,580
Chloride
3,455,000
TKN
230,700
Nickel
257,700
27-2
-------
LAKE ONTARIO
CANADA
GILL
CREEK
NIAGARA RIVER
GRAND ISLAND
Figure 27-1. Combined sewer overflow locations—Niagara Falls, NY
27-3
-------
DATA QUALITY
Total phosphorus loadings were based on a combined sewer overflow
sampling program conducted by the Erie and Niagara Counties Regional Planning
Board. Combined sewer overflows in residential, commercial, and industrial
areas were sampled. CSO flow data were developed from lithium chloride dye
dilution studies. As a rainstorm approached, close contact with the Weather
Bureau was maintained 1n order to arrive at the sampling sites, rain gauges
were set up, and lithium chloride dispensing units designed to dispense a set
concentration of lithium chloride were set upstream. Grab samples of
downstream flow were analyzed for the concentration of diluted lithium 1ons.
The amount of dilution which had occurred determined the flow 1n the sewer.
Frequency of grab sampling depended on the intensity of the storm. Following
sampling and analysis, the resulting data were modeled using Water Resources
Engineers STORM (Storage, Treatment, Overflow, and Runoff Model), a continuous
simulation model that can be used for prediction of the quantity of stormwater
and domestic sewage.
27-4
-------
REFERENCES
208 Areawlde Waste Treatment Management and Water Quality Improvement
Program. Draft Final Report No. 8 - Combined Sewer Overflow Problems/
Analysis. Erie and Niagara Counties Regional Planning Board. Amherst,
New York. December 1977.
Improvements to Wastewater Facilities Report on Completion of Facilities
Plan for Flow Reduction for City of Niagara Falls, New York. Camp,
Dresser, and McKee. Boston, Massachusetts. November 1981.
CONTACTS
Mr. Robert Mathews, Director of Utilities, City of Niagara Falls.
(617) 742-5151.
Mr. Leo Nowak, Jr., Director, Erie and Niagara Regional Planning Board.
(716) 625-8114.
Mr. Spencer Schofleld, Erie and Niagara Regloal Planning Board.
(716) 625-8114.
27-5
-------
SECTION 28
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF ROCHESTER, NEW YORK
BACKGROUND
The City of Rochester, New York 1s located in the western portion of New
York State and borders on the south shore of Lake Ontario. The major
receiving water bodies 1n the area, 1n addition to Lake Ontario, are the
Genessee River, which roughly bisects the City, and Irondequolt Bay, which
lies to the northeast. Rochester has a sewered area of 23,400 acres, serving
a population of 242,000 (1980). The sewerage system 1s largely combined.
During dry weather, flow 1s transported by trunk sewers and interceptors to
the Van Lare Wastewater Treatment Plant located on Lake Ontario. During wet
weather, flows exceeding Interceptor capacity enter the Genessee River and
Irondequolt Bay.
Within the City of Rochester there are 13 major combined sewer overflow
points. Nine of these overflow to the Genessee River, while four overflow to
Irondequolt Bay. Figure 28-1 shows the location of the overflow points.
Overflows to the Genessee River and Irondequolt Bay occur approximately 66
d«ys per year. The CSOs Impose heavy pollutant loadings on these receiving
bodies, and cause bacterial contamination of the public bathing beaches along
Lake Ontario 1n the vicinity of the mouth of the Genessee River. Monroe
County Is currently Implementing a CSO control measures program to reduce the
Impact of CSOs.
COMBINED SEWER OVERFLOW VOLUMES
Combined sewer overflows that discharge to the Genessee River have been
evaluated and reported 1n available literature. Data on combined sewer
overflows which discharge to Irondequolt Bay are not currently available,
therefore, most of the Information 1n this report focuses on overflows to the
Genessee River J
Annual overflows to the Genessee River are estimated to be 1.67 billion
gallons from nine combined sewer overflows. The overflow location and volume
are listed in Table 28-1. In addition, 1t has been reported that a total of
1.9 billion gallons overflow from all of Rochester's CSO's, based on results
from a simplified version of EPA's stormwater management model (SWMM).?
28-1
-------
LAKE ONTARIO
~ CSO Discharge
— City Boundary
IRONDEQUOIT
BAY
27
J
r—
-/
>—
BARGE
L-J
ROCHESTER
CANAL
Figure 28-1. Combined sewer overflow locations—Rochester, NY.
28-2
-------
TABLE 28-1. ANNUAL LOADINGS FROM COSs TO THE GENESSEE RIVER—ROCHESTER, NY
Mean TIP3 TIP
Site concentration, Overflow, loads,
no. Name mg/1 MG lbs/yr
7
Maplewood
1.21
84
850
10
Lexi ngton
0.95
73
580
11
WSTS
2.33
588
11,430
17
Spencer
1.28
62
660
21
Mill and Factory
1.01
129
1,090
22
Front
1.43
230
2,740
27
Seth Green
1.22
174
2,770
31
Carthage
2.32
144
2,790
36
Central
0.78
186
1,210
Total 1,670 23,120
aTotal Inorganic Phosphorus.
28-3
-------
TOTAL PHOSPHOROUS LOADINGS
The nine combined sewer overflows which discharge to the Genessee River
contribute 23,120 pounds to total Inorganic phosphorous (TIP) annually. Based
on Information from Metcalf and Eddy, two-thirds of total phosphorous 1n CSOs
1s Inorganic.3 Assuming this 1s true for Rochester, 34,680 lbs (15.8 MT) of
of phosphorous (as P) are discharged to the Genessee River from nine combined
sewer overflows.
Annual CSO discharge to Irondequolt Bay 1s estimated to be 230 million
gallons. Assuming the phosphorous concentration 1s similar to that of
Genessee River CSOs the Irondequolt Bay CSO load 1s estimated to be 4,776 lbs
(2.2 MT). The total annual CSO phosphorous load from Rochester 1s therefore
39,456 lbs (17.9 MT).
Monroe County 1s currently Implementing a CSO control measures program
which will significantly reduce the number and duration of overflow events.4
These measures should be considered when projecting future loads.
DATA ON OTHER POLLUTANTS
Information 1s available on the discharge of other pollutants to the
Genessee River from combined sewer overflows. The reader should refer to
Reference 1 for further Information.
STORMWATER LOADINGS
A study quantifying stormwater phosphorous loads to the Irondequolt Bty
area of Lake Ontario has recently been prepared.5 The study area includes a
watershed of approximately 169 square miles. The predominant land types are
identified as urban, suburban and rural. As Indicated 1n Figure 28-2, the
area Includes eastern portions of the City of Rochester and the Townships of
Irondequolt, Webster, Brighton, Henrietta, Penfleld, Plttsford, Perlnton and
Mendon. Also Included are portions of the Townships of Victor, West
Bloomfleld, and Macedon.
A stormwater runoff model known as EPAMAC was used to calculate
phosphorous loads. This model provides a simplified mathematical
representation of rainfall-runoff-loading. Runoff phosphorous loadings Mer*
calculated by multiplying concentration by the volume of runoff corresponding
to the phosphorous concentration. To account for variations In land type and
runoff patterns, the area was divided Into four subbaslns. Runoff
coefficients were determined for each subbaslon from flow monitoring and land
use studies. These coefficients were found to have substantial seasonal
variation. Phosphorous concentration data were obtained by sampling at
several monitoring sites during stonn events. Phosphorous concentration data
also showed significant seasonal variation. The model was calibrated and
verified Ws+ng observed loadings from several sto.m events. Loadings
predicted by the model were found to closely simulate observed values.
28-4
-------
LAKE ONTARIO
LAKE ONTARIO
ZJTUOY ARIA
NEW YORK STATE
IRONDEQUOIT
BAY
* ROCHESTER >
I
LtOtNO
•oata Boundary -»«•.
Town LiM ———
Croak — —....
County Lino —
Clfy Una
ATM THbuttry to Canal
i /t
./S
{V
r
(
\ /
S WIST f
loqmtLo
Figure 28-2. Stormwater study area locations-Rochester, NY.
28-5
-------
Table 28-2 provides estimates of annual phosphorous loads for each of the
four subbaslns. The subbasln area and associated runoff coefficients and
phosphorous concentrations are also provided. The lowest runoff coefficients
are found 1n rural areas, the highest being associated with urban and suburban
areas. A similar pattern can be seen with the average annual phosphorous
concentrations. Table 28-2 also provides annual unit loads and total annual
phosphorous loads by subbasln. In total, the stormwater phosphorous load to
irondequolt Bay 1s given as 32,054 lbs (14.6 MT).
DATA QUALITY
Information on flow and total inorganic phosphorous concentrations to the
Genessee River from combined sewer overflows 1s detailed and well-documented.
All nine overflow points were monitored for 1 1/2 years. In addition to flow
BOO, TSS, TKN, and TIP were monitored. Overflows were recorded for each *
rainfall event. EPA's Storm Water Management Model was utilized to determine
annual overflow volumes. It was estimated that total Inorganic phosphorous
accounted for two-thirds of the total phosphorous, based on Information In
Metealf and Eddy.3
Stormwater loadings were determined In a recent modeling study.5 Exten-
sive monitoring data was used to calibrate and verify the model. Rochester
area stormwater phosphorous loads are therefore relatively accurate. Loadings
are not provided for portions of Rochester located west of the Genesee River.,
However, this area Is likely to have a minimal stormwater loading as all
sewers are reportedly combined.
28-6
-------
TABLE 28-2. STORMWATER PHOSPHOROUS LOADINGS DATA—ROCHESTER, NY
Average Unit Phosphorous
Predominant Area, Annual average phosphorous loading, load,
Subbasln land type acres runoff coefficient concentration, mg/1 lb/a/yr lbs/yr
Thornell
Rural
28,437
0.10
0.097
0.41
11,659
Thoaas CK
Rural/scae suburban
18,254
0.20
0.105
0.16
2,920
Allen CK
Suburfoan/sooe urban
19,280
0.32
0.260
0.62
11,954
Centeal
Suburban/sone rural
25,620
0.28
0.193
0.21
5,383
31,916
-------
REFERENCES
1. Best Management Practices Implementation Rochester, New York.
EPA-905/9-81-002. Great Lakes National Program Office. U.S.
Environmental Protection Agency. Chicago, Illinois. April 1981.
2. Combined Sewer Overflow Abatement Program Rochester, New York - Volume 1
Abatement Analysls. EPA-600/2-79-031a. Great Lakes National Program
Office. U.S. Environmental Protection Agency. Chicago, Illinois.
July 1979.
3. Wastewater Engineering: Collection, Treatment, Disposal. Metcalf &
Eddy, Incorporated. McGraw-Hill, Inc. New York, NY. 1978.
4. Written Communication, Mr. Phillip DeGaetano, P.E. Director Metropolitan
Projects Bureau New York DEC to Thomas J. Nunno, GCA/Technology Division
26 April 1983.
5. County of Monroe and O'Brien and Gere Engineers, Inc. National Urban
Runoff Program, Irondequolt Bay Study. Draft Final Report.
November 1982.
CONTACTS
1. Mr. John Davis, Monroe County Department of Wastewater Management.
(716) 428-5090.
2. Dr. Nell Murphy, O'Brien and Gere. (315) 451-4700.
28-8
-------
SECTION 29
OVERFLOW AMD BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF OSWEGO, NEW YORK
BACKGROUND
The City of Oswego is located on the shore of Lake Ontario at the mouth
of the Oswego River. The Oswego River flows through the center of Oswego,
dividing the city Irrto areas Identified as the East Side and the West Side.
Due to this division duplicate collection systems have been installed to
provide sewer service to both sections of the city. The CSO analysis for this
report focuses on the West Side system because all discharges from that system
are untreated.
The East Side 1s serviced by both combined and separate sewers. The East
Side combined sewer service area (CSSA) Is In the older sections, adjacent to
the River. During dry weather all East Side combined and separate sewage 1s
conveyed to the East Side Wastewater Treatment Plant. During periods of wet
weather the East Side combined sewers have the capacity to transport three
times the normal dry weather flow. When this flow 1s exceeded, the excess Is
diverted to one of two available 0.75 MG retention basins. Wastewater Is
screened prior to entering the basins. The basins are designed to provide a
minimum storage time of 15 minutes to allow sedimentation and chlorine
contact. Both basins are effluent to the Oswego River. The available data
sources provide no estimates of flow rates and water quality of the basin
discharges. Consequently, the phosphorous load from the East Side CSSA could
not be determined.
The West Side of Oswego 1s also serviced by both combined and separate
sewers. Approximately 980 acres of the West Side are serviced by separate
sewers. This area contains 19 miles of sanitary sewers and 5 miles of storm
sewers. The West Side CSSA covers approximately 445 acres and contains 16
miles of sewer. Wastewater collected 1n the sanitary system 1s conveyed to
the West Side Treatment Plant. At the present time all sanitary sewage and
stormwater collected In the CSSA are conveyed to the Oswego River and
dlschared untreated through 16 outfalls. The relative locations of these
outfalls are provided 1n Figure 29-1.
COMBINED SEWER OVERFLOW VOLUMES
Flow volume from the West Side CSSA was based on the distribution of
storms expected during an average rainfall year. This distribution 1s
graphically represented by probability curves of dally average flow rate and
peak flow rate shown In Figure 29-2. The average daily flow data Indicates a
29-1
-------
o.tWjS®8
0.077
0.391
0.040
0.000'
OSWEGO
WEST SIDE
(EAST DIVIDE)
ALL FLOWS
IN M.G.D.
0.468
0.040
0.219 3.619
3.400
0.162 1.662
1.300
0.317
6.026 '
0.089
2.508 '
0.192
6.380 '
0.568_
10.107 "
0.000
2.500 '
0.162
2.500*
0.773
8.000
0.516
5.000
6.343
2.597
6.572
10.675
2.500
2.662
8.773
5.516
OSWEGO;!
ii.HARBOR:
N
OSWEGO
EAST SIOE
N.Y.S. DEPARTMENT OF
ENVIRONMENTAL CONS.-
WATER QUALITY
SURVEILLANCE STATION
LEGEND: (PEAK FLOWS)
DRY WEATHER
FLOW
0.219 3.619
COMBINED
FLOW
3.400
\sronM
V
INFLOW
discharge
POINT
THE COMBINED PEAK FLOW
(EX. 3.619) IS PRESENTLY
DISCHARGED DIRECTLY TO
THE OSWEGO RIVER
Figure 29-1. West Side CSSA outfal1s--Oswego, NY.
29-2
-------
65
60
55
50
45
40
35 6
30 Z
PEAK FLOW
RATE .
20 9
u.
20
AVERAGE
DAILY
FLOW
20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360
DAYS IN THE YEAR
Figure 29-2. West Side C50 peak and average flow probability curves—Oswego, NY.
-------
dry weather base flow of 1.15 MGD during an expected 120 dry days. The flow
volume Increases exponentially up to the 365th day which represents the 1-year
event. By determining the area bounded by the curve, the total annual volume
of untreated flows discharged by the West Side system was found to be 1,096
million gallons.
TOTAL PHOSPHOROUS LOADINGS
Phosphorous concentrations are not reported in the available literature.
To provide a loading estimate, a post-ban phosphorous concentration of
3.4 mg/1 as P was assumed to be typical of Oswego combined sewer discharges.
Applying this concentration to the annual flow volume (1,096 MG) the loading
was found to be 31,028 lbs (14.1 MT). At the present time, an interceptor Is
being constructed to collect and transport CSSA wastewater to the West Side
Treatment Plant. This interceptor will handle a maximum flow rate of
3.45 MGD; three times the average dry weather flow. In the future, excess
flow will be diverted to a swirl concentrator for solids removal followed by
discharge to the Oswego River. This equipment is expected to be 1n operation
by the end of 1983.
DATA ON OTHER POLLUTANTS
Pollutant loadings are not provided 1n the available literature. Limited
data on BOD5, SS, and VSS concentrations are given on page 3 of Reference 1.
STORMWATER LOADINGS
Data on stormwater phosphorous loads for Oswego were found to be
unavailable. Consequently, 1t was necessary to develop this data from land
use maps and related studies on areas similar to Oswego. Oswego area land use
maps were obtained from the Research Information Laboratory of Cornell
University. Data correlating land use to runoff volume and stormwater
phosphorous concentrations were found 1n Reference 3 which provides runoff
coefficient and phosphorous concentration data for urban, suburban, and rural
land uses 1n the Rochester, New York area. Additional data on runoff
coefficients were obtained from Reference 4.
As shown in Figure 29-3, the City of Oswego was divided Into four zones
based on land use. The west side of Oswego covers an area of approximately
1,900 acres. Using land use maps, a total area of 644 acres were identified
as being urban (Zone 1), 200 acres of which are serviced by separate sewers.
The remaining 1260 acres of the west side Identified as Zone 2, are predomin-
antly suburban, the major land uses being medium density residential and
inactive urban.
The east side of Oswego covers approximately 2200 acres. The urbanized
portion of the east side, Identified as Zone 3, covers 750 acres. Although
estimates are not available, portions of the »ast side are known to be
serviced by combined sewers. Assuming the CSSA covers 550 acres, the
remaining storm sewer service area Is 200 acres. Predominant land uses 1n the
remaining 1450 acres (Zone 4) of the east side are inactive agricultural and
forested land with some low density residential areas. Overal.1, the non-urban
portion of the east side Is best classified as being rifral.
W 29-4
-------
LAKE ONTMHO
ZONE I
rsj
«o
i
(n
Figure 29-3.
KEY
PHEPOMIHAMT
L»HD TYPE
URBAN
SUBURBAN
URBAN
RURAL
use zones--Oswego, NY.
-------
Annual phosphorous loads along with area, runoff coefficients, and
phosphorous concentration estimates are provided 1n Table 29-1 for four Oswego
subareas. Loadings are based on an average annual rainfall of 35 Inches.
Applying the average phosphorous concentration to the annual runoff volume,
the annual stormwater phosphorous loading is estimated to be 1,182 lbs
(0.53 MT) total phosphorous (as P) from the Oswego area.
DATA QUALITY
Combined sewer flow volumes are based on monitoring data obtained at
several outfall locations. The method used to monitor flow was not provided.
Phosphorous concentration data was found to be unavailable, necessitating the
use of an assumed value to calculate loadings. Phosphorous concentrations are
expected to be substantially reduced by the end of 1983, after which combined
sewage will be rerouted to treatment facilities.
Stormwater loadings were obtained from available data on land use In
Oswego and typical runoff coefficients and stormwater phosphorous concen-
trations associated with each land use type. Since assumed values had to be
applied, rather than actual monitoring or modeling data, the stormwater
loadings given are subject to significant inaccuracies.
29-6
-------
TABLE 29-1. ANNUAL 5TQRMWATER LOADINGS—OSWEGO, NY
Runoff
Area, coefficient,
Zone acres decimal
West side, urban 200 0.40
West side, suburban 1,260 0.28
East side, urban 200 0.40
East side, rural 1,450 0.20
Runoff Phosphorous Annual
volume, concentration, phosphorous
MG mg/1 load, pounds
76 0.347 220
335 0.183 512
76 0.347 220
276 0.100 230
763
1,182 (0.53 MT)
-------
REFERENCES
City of Oswego, New York. West Side - East Divide Combined Sewer
Overflow Project, Desk Top Study. Nussbaumer and Clark, Inc. May 1980,
Environmental Assessment for the Proposed Sewage Collection Facilities,
City of Oswego, New York, West Side. Ecology and Environment, inc. for*
Nussbaumer and Clark, Inc. April 1977.
County of Munroe and O'Brien and Gere Engineers, Inc. National Urban
Runoff Program, Irondequolt Bay Study. Draft Final Report.
November 1982.
Huber, W. C., J. P. Heaney, K. J. Smolenyak, and D. A. Agg1d1s. Urban
Rainfall-Runoff-Quality Data Base. EPA-600/8-79-004. August 1979.
CONTACTS
Mr. Ray Cleary, Chief Operator, East Side Treatment Plant.
(315) 342-2501.
Mr. Don Davis, Chief Water Resources Chemist, West Side Treatment Plant
(315) 312-3777. ^
Mr. Tony Leota, Engineer, City of Oswego. (315) 342-5600.
29-8
-------
SECTION 30
OVERFLOW AND BYPASS PHOSPHOROUS LOADINGS
FROM THE CITY OF SYRACUSE, NEW YORK
BACKGROUND
Combined sewer systems are employed 1n portions of the central urbanized
area of Onondaga County, an area consisting of the City of Syracuse, and
adjacent sections of the suburban towns of Dewltt, Sallna, and Geddes. Sewage
Is conveyed either to the Metropolitan Sewage Treatment Plant (Metro) or to
the Ley Creek Sewage Treatment Plant. The Ley Creek Plant provides
Intermediate treatment only, effluent from which is conveyed to the Metro
plant via a force main. The collection system consists of the following three
major interceptor systems:
• Main Intercepting Sewer (MIS). The system follows Onondaga Creek
and 1s tributary to the Metro treatment plant. The sewer runs
approximately 27,000 feet and services a total area of about 10,800
acres. The service area 1s located within the City of Syracuse and
town of Dewltt.
• Harbor Brook Intercepting Sewer (HBIS). The HBIS System runs
approximately 15,700 feet adjacent to Harbor Brook, ending at the
Metro treatment plant. The service area consists of 1,600 acres,
located entirely within the City of Syracuse.
• Ley Creek Intercepting System (LCIS). The LCIS 1s a 30,000 foot
system tributary to the Ley Creek treatment plant. This sewer
serves an 8,750 acre area located In and adjacent to the
northeastern section of Syracuse.
Approximately 7,000 acres of the sewered area 1s serviced by combined
sewers. A CSO service area breakdown Is provided 1n Table 30-1. The
locations of CSOs within the MIS and the HBIS are Illustrated 1n Figures 30-1
and 30-2, respectively. The combined sewers are located primarily within the
MIS and HBIS Systems. Overflows to Ley Creek are reported to occur only
during certain unusual storm conditions. The MIS and HBIS systems have a
combined maximum capacity of 150 MGD, about twice the anticipated dry weather
flow. When this capacity 1s exceeded overflow begins at several of the
overflow points, Including two Metro treatment plant bypasses and seven
manually controlled pumping station bypasses.
30-1
-------
TABLE 30-1. ANNUAL PHOSPHORuUS LOADINGS FROf-1 CSO--SYRACUSE, NY
Overflow
% of
Overflow
Annual
CSO
Interception
drainage area,
total
volwne,
Phosphoroi
No.
CSO name
sewer
acres
overfl ow
MG
Loadi nga
003
Hiawatha Blvd.
Harbor Brook
87.2
.
004
State Fair Blvd.
Harbor Brook
262.0
0.48
7.97
232.6
014
Delaware & Amy
Harbor Brook
178.1
9.04
150.06
4,380.3
020
Route 690-Butternut
Mai n-Lower
559.0
0.20
3.32
96.9
021
Route 690-Burnet
Mai n-Lower
465.0
3.48
57.77
1,686.3
022
Wallace 4 W. Genesee
Mai n-Lower
14.5
-
-
026
Fayette St.-West
Mai n-Lower
27.5
0.10
1.66
48.5
027
Fayette St.-East
Mai n-Upper
100.8
0.41
6.81
198.8
029
Walton St.-East
Mai n-Upper
5.8
0.20
3.32
96.9
030
Jefferson St.-East
Mai n-Upper
318.2
2.18
36.19
1,056.4
031
Jefferson St.-West
Mai n-Upper
17.3
0.87
14.44
421.5
034
Clinton & W. Onondaga
Mai n-Upper
131.6
16.08
266.93
7,791.7
036
West Onondaga
Mai n-Upper
175.0
4.07
67.56
1,972.1
039
Tallman St.-East
Main-Upper
276.9
3.47
57.60
1,681.3
042
Midland-West
Mai n-Upper
266.7
14.63
242.86
7,089.1
043
Midland-East
Mai n-Upper
303.0
4.86
80.68
2,355.0
044
West Castle & South Ave.
Mai n-Upper
117.9
2.63
43.66
1,274.4
052
Elmhurst & Hunt
Main-Upper
236.0
0.99
16.43
479.6
058
Wejt St. A Tracy
Mai n-Upper
1.9
0.02
0.33
—
060
West Collin & Creek
Main-Upper
409.0
0.45
7.47
218.0
062
Emerson Ave. Northeast
Main-Upper
70.0
1.74
28.88
843.0
073
Teall Ave.
Mai n-Upper
436.0
1.19
19.75
576.5
074
Springs ft Hiawatha
Mai n-Upper
387.0
0.23
3.82
111.5
076
Brighton & Midland
Mai n-Mi dland
44.7
13.75
228.25
6,662.6
080
Erie Blvd.
Mai n-Lower
761.0
1.95
32.37
944.9
Remaining CSOs
1,175
16.98
281.87
8,227.8
Total
6,827
100.00
1,660
48,445.7
'Based on average total phosphorous concentration of 3.5 ag/1 as P.
-------
LAKE
ONONDAGA
MAIN
LOWER INTERCEPTOR
SERVICE AREA
MAIN
UPPER INTERCEPTOR
SERVICE AREA
ONONDAGA
CREEK
Figure 30-1. MIS combined sewer overflow locations--Syracuse, NY.
30-3
-------
LAKE
ONONDAGA
HARBOR BROOK
SERVICE AREA
harbor
Figure 30-2. HBIS combined sewer overflow locations—Syracuse,
30-4
-------
In 1977, the consulting firm of O'Brien and Gere conducted an extensive
CSO study for the Onondaga County Department of Drainage and Sanitation. Of
the 84 overflow points, 25 sites (identified in Table 30-1), representing 83
percent of the overflow were monitored. Monitoring of flow and water quality
was conducted from January through June of 1977. In this time period 280
individual overflows during 13 storm events were observed.
COMBINED SEWER OVERFLOW VOLUMES
A simplified version of EPA's Stormwater Management Model (SWMM) was used
to simulate overflow volumes. This model accounts for total rainfall on a
mass balance-volumetric basis. The major input data requirements are land
area 1n acres, the gross runoff coefficient, and the system storage capacity
and treatment rate. Flow measurement data was used to calibrate the model.
During ari average year the model predicts the total annual overflow to be
1,660 million gallons. Using this estimate of total annual flow, GCA
calculated annual overflow volumes for each of the monitored sites listed 1n
Table 30-1 and provided a combined estimate of flow from the unmonitored
CSOs. The following technique was used to estimate annual flow for individual
CSOs:
Input data required for this Equation are provided 1n Reference 1.
COMBINED SEWER OVERFLOW QUALITY
The O'Brien and Gere study reported phosphorous as total Inorganic phos-
phorous for each of 25 monitored CSOs. In general, these phosphorous concen-
trations were found to be very low, ranging from 0.11 mg/1 to 1.06 mg/1 with
an average value of 0.45 mg/1. Further Inquiry with the Syracuse Department
of Drainage and Sanitation led to the conclusion that these values are unreal -
1st1cally low and were likely determined from filtered samples.2 Influent
phosphorous concentration data obtained from the Metro plant indicates a mean
total phosphorous concentration of 3.5 mg/1. Total phosphorous concentrations
were found to be Independent of weather conditions.
TOTAL PHOSPHOROUS LOADINGS
Phosphorous loading data on the 25 monitored CSOs are presented in
Table 30-1. By summing the CSO phosphorous loads, the total annual load was
found to be 48,466 lbs (22 MT). The CSOs discharge to either Harbor Brook or
Onondaga Creek which 1n turn discharge to Lake Onondaga (a body of water
measuring approximately 1 x 4.5 miles) located at the northern boundary of
Syracuse. The lake Is effluent to the Oswego River which flows north to
Oswego where 1t discharges Into Lake Ontario.
DATA ON OTHER POLLUTANTS
During the CSO study additional quality data were obtained for Total
Suspended Solids (TSS), Volatile Suspended Solids (VSS), Total Kjeldahl
Nitrogen (TKN) and Fecal Conforms (F. Coll.) Table 30-2 provides quality
Annual CSO flow
- Measured CSO flow, MG (Jan.-June 1977)
"Measured Total flow, MG (Jan.-June 1977)
total
x annual
fl ow
30-5
-------
data for these pollutants on the 25 monitored CSOs. Flow data provided in
Table .30-1 can be used to determine average yearly loadings.
STORMWATER LOADINGS
Sources at the Onandaga County Department of Drainage and Sanitation
Indicated that there have been no studies on stormwater loadings 1n the
Syracuse area.2 Consequently, GCA's estimation of the stormwater
phosphorous load Is be based on Syracuse land use data, and runoff and
phosphorous concentration data developed In related studies for similar
areas. Land use maps were obtained from the Research Information Laboratory
of Cornell University. Runoff coefficient and phosphorous concentration data
were obtained from Reference 3, a study quantifying stormwater phosphorous
loads 1n the Rochester, New York area, and Reference 4, which provides data
relating rainfall to urban runoff for several metropolitan areas.
Using land use maps, the total urban area within the corporate limits of
Syracuse was found to be approximately 14,400 acres. Subtracting out the area
serviced by combined sewers of approximately 7,000 acres (to avoid double
counting), storm sewers are shown to service approximately 7,400 acres within
urban areas of Syracuse. Suburban land types within the city occupy
approximately 1,200 acres.
Annual stormwater phosphorous loads are presented in Table 30-2. Also
included are acreage, runoff coefficients and phosphorous concentrations used
to calculate loadings. Loadings are based on an annual average rainfall of
35 inches which results 1n a total runoff of 3,132 MG. In total, the annual
stormwater phosphorous load from Syracuse was found to be 8,627 lbs (3.9 MT);
8,140 lbs (3.7 MT) from urban areas and 487 lbs (0.2 MT) from suburban areas.
DATA QUALITY
As previously stated, the total overflow volume for Syracuse was
calculated using a simplified SWMM Model. The model was calibrated using 6
months of monitored flow data at 25 CSO locations. Phosphorous concentration
data in Reference 1 1s highly suspect due to the extremely low values
reported. This data was therefore substituted with the mean phosphorous
concentration (3.5 mg/1) reported for the treatment plant Influent. This
concentration compares closely with that given for other areas subject to a
detergent phosphorous ban.
Stormwater loadings for Syracuse were obtained by quantifying area by
land use category and then applying typical runoff coefficients and stormwater
phosphorous concentrations which were developed 1n related studies. Since
this analysis required the application of unverified, estimated values, the
Syracuse stormwater loadings presented herein should be considered rough
order-of-magn1tude estimates.
30-6
-------
003
004
014
020
021
022
026
027
029
030
031
034
036
039
042
043
044
052
058
060
063
073
074
076
080
TABLE 30-2. SUMMARY OF QUALITY DATA FOR SELECTED PARAMETERS
ON A SITE-BY-SITE BASIS--SYRACUSE, NY
Geometric mean of selected parameters
Fecal
TSS, VSS, BOD5, TKN, forms,
mg/1 mg/1 mg/1 mg/1 mpn
579 208 104 2.74 1,548,760
282 67 43 1.20 3,108,610
270 93 49 2.09 1,366,320
92 34 61 1.83
131 59 35 1.42 241,639
759 127 36 0.41 124,961
179 103 44 1.08 594,155
392 247 116 3.45
177 59 53 1.18 626,230
367 152 91 5.17 1,284,940
469 34 155 2.41
103 61 23 1.62 4,157,600
553 294 141 7.00 1,616,410
138 77 59 2.77 1,271 ,180
201 109 90 6.72 4,806,170
499 165 70 5.88 1,725,810
298 140 52 2.28 2,632,920
442 156 55 3.38 1,437,630
1,736 264 112 5.53 3,213,820
632 105 48 3.86 80,738
194 - 30 0.70 222,199
185 38 23 1.22 6,830,100
1,327 171 17 0.40 62,548
756 55 41 0.93 409,242
30-7
-------
TABLE 30-3. ANNUAL STORMWATER LOADINGS—SYRACUSE, NY
Land use
Area,
acres
Runoff
coefficient,
decimal
Runoff
volume,
MG
Phosphorous
concentration,
rag/1
Annual
phosphorous,
lbs
Urban
7,400
0.40
2,813
0.347
8,140
Suburban
1,200
0.28
319
0.183
487
3,132
8,627 (3.9 MT)
-------
REFERENCES
1. O'Brien and Gere. Progress Report Combined Sewer Overflow Abatement
Program, Metropolitan Service Area. Prepared for: Onondaga County
Department of Drainage and Sanitation. 1977.
2. Telecon. Mr. Randy Ott, Onondaga Department of Drainage and Sanitation
(315) 457-4115 with Mr. John Patlnskas, GCA Corporation. September 9,
1982.
3. County of Monroe and O'Brien and Gere Engineers, Inc. National Urban
Runoff Program, Irondequolt Bay Study. Draft Final Report.
November 1982.
4. Huber, W. C., J. P. Heaney, K. J. Smoler\yak, and D. A. Agg1d1s, Urban
Ra1nfall-Runoff-Quality Data Base. EPA-600/8-79-004. August 1979.
CONTACTS
1. Mr. Randy Ott, Onandaga County Department of Drainage and Sanitation,
(315) 457-4115.
30-9
-------
APPENDIX A
GLOSSARY
CFS Cubic feet per second
CSO Combined sewer overflow
CSSA Combined sewer service area
lbs Pounds
MG Million gallons
mg/1 Milligrams per liter
MT Metric tons
WWTP Wastewater treatment plant
A-l
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