ENVIRONMENTAL IMPACT STATEMENT ON
WASTEWATER TREATMENT FACILITIES CONSTRUCTION
GRANTS FOR THE ONONDAGA LAKE DRAINAGE BASIN
Final
May 1974
U.S. ENVIRONMENTAL PROTECTION AGENCY
REGION II
26 FEDERAL PLAZA
NEW YORK CITY, NEW YORK 10007
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ENVIRONMENTAL IMPACT STATEMENT ON THE
WASTEWATER TREATMENT FACILITIES CONSTRUCTION GRANTS FOR
THE ONONDAGA LAKE DRAINAGE BASIN
FINAL
MAY 1974
Prepared by:
U.S. ENVIRONMENTAL PROTECTION AGENCY
REGION II
26 Federal Plaza
New York, New York 10007
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TABLE OF CONTENTS
Section Title Page
I SUMMARY 1
II DESCRIPTION OF THE PROPOSED PROJECTS . 7
III BACKGROUND 11
General description of the project area 11
Population, economics,, and land use . 13
Population 13
Economics ................ ..^ 16
Land use patterns and trends 23
Surface waters 26
Streams 26
Onondaga Lake 33
Effect of Onondaga Lake on the Seneca River,
the Oswego River and Lake Ontario 47
Ground water 65
Water resources. . . : : ' 69
Air quality 70
Municipal wastewater facilities .72
Detailed description of the existing .facilities
of the Metropolitan Syracuse sewage treatment
plant . 72
Detailed description of the existing facilities
of the Ley Creek sewage treatment plant 83
Industrial wastewater discharges .-. ; . i 89
Crucible Incorporated .. 89
Allied Chemical Corporation 91
IV OBJECTIVES OF THE WATER QUALITY MANAGEMENT PLAN 99
Nitrogen 99
Phosphorus 101
Total dissolved solids 107
Pathogenic organisms ; 108
Domestic sewage 109
Combined sewer overflows 110
Toxic or deleterious substances. . 114
Copper and chromium 115
Mercury '...." 115
Water quality standards 116
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TABLE OF CONTENTS (Cont'd)
Sectipn Title Page
V ALTERNATIVES TO THE PROPOSED ACTION 118
The "no action" alternative 118
"Action" alternatives 118
Collection system 119
Secondary treatment system 120
Advanced waste treatment system 122
Effluent disposal system 124
Sludge disposal system 132
VI DETAILED DESCRIPTION OF THE PROPOSED PROJECTS 138
Metropolitan Syracuse sewage treatment plant 138
Treatment system 139
Effluent disposal system 147
Sludge disposal system 147
west Side Pumping Station and Force Main . 150
VII ENVIRONMENTAL IMPACT OF THE PROPOSED PROJECTS 153
Metropolitan Syracuse sewage treatment plant project . . 153
Environmental impact of construction 153
Environmental impact of operation 154
Socio-economic effects 170
West Side Pumping Station and Force Main project .... 172
VIII ADVERSE ENVIRONMENTAL EFFECTS WHICH CANNOT BE AVOIDED 175
SHOULD THE PROPOSED PROJECTS BE IMPLEMENTED
Metropolitan Syracuse sewage treatment plant project . . 175
West Side Pumping Station and Force Main project. ... 176
IX RELATIONSHIP BETWEEN LOCAL SHORT-TERM USES OF MAN'S 177
ENVIRONMENT AND THE MAINTENANCE AND ENHANCEMENT OF
LONG-TERM PRODUCTIVITY
X IRREVERSIBLE OR IRRETRIEVABLE COMMITMENT OF RESOURCES 179
WHICH WOULD BE INVOLVED IN THE PROPOSED PROJECTS SHOULD
THEY BE IMPLEMENTED
XI DISCUSSION OF PROBLEMS AND OBJECTIONS RAISED BY ALL 181
REVIEWERS
XII CONCLUSIONS AND RECOMMENDATIONS 190
XIII ABBREVIATIONS USED 198
ii
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TABLE OF CONTENTS (Cont'd)
Section Title Page
XIV METRIC EQUIVALENTS OF ENGLISH UNITS 202
XV BIBLIOGRAPHY 203
XVI APPENDICES
Appendix A - selected New York State water quality
classifications and standards A-l
Appendix B - early history of Onondaga Lake B-l
Appendix C - chlorides C-l
Appendix D - precipitation of calcium carbonate .... D-l
m
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LIST OF TABLES
Number Tttle Page
1 Financial summaries for the proposed projects. 10
2 Monthly precipitation, Syracuse, New York, Hancock 14
Airport, 1969-1972.
3 Past and present population of selected political 15
subdivisions in the MSSTP service area, 1960 and 1970.
4 Population projections for selected townships and the 17
City of Syracuse in the MSSTP service area, 1970-2000.
5 Present and projected service area population, MSSTP and 18
LCSTP.
6 Median income of residents of Onondaga County and 19
selected political subdivisions in the MSSTP service
area, 1960 and 1970.
7 Occupations of employed residents of Onondaga County and 20
selected political subdivisions in the MSSTP service
area, 1960 and 1970.
8 Residence of Syracuse City residents and Onondaga County 22
residents, 1970.
9 Major tributaries of Onondaga Lake. 28
10 Flows of major tributaries of Onondaga Lake. 29
11 Water quality data parameters. 31
12 Water quality data, waste discharge survey, average 32
values.
13 Onondaga Lake water quality-epilimnion, average annual 35
values, 1969-1972.
14 Onondaga Lake water quality-hypo!imnion, average annual 36
values, 1969-1972.
15 Algal species collected in Onondaga Lake in 1969. 41
16 Fish species found in Onondaga Lake, 1927, 1946, 1969 48
and 1972.
IV
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LIST OF TABLES (Cont'd)
Number Title Page
17 Water quality of the Seneca River at Montezuma, water 50
quality percentile summary, October 1, 1964 -
September 30, 1967.
18 Water quality of the Seneca River at Belgium, water 53
quality percentile summary, October 1, 1964 -
September 30, 1967.
19 Water quality of Lake Ontario at Rochester, water 56
quality percentile summary, October 1, 1964 -
September 30, 1967.
20 Water quality of Lake Ontario at Oswego, water quality 59
percentile summary, October 1, 1964-September 30, 1967.
21 Instream chloride measurements and loading determined at 67
various points on Onondaga Creek, May 1973.
22 Air quality monitoring data for Syracuse, New York, 71 .
1969-1972. ' '
23 Basic data for existing municipal wastewater treatment 74
plants in the Onondaga Lake drainage basin.
24 Summary of existing sewers in MSSTP service area, 77
including LCSTP service area.
25 Summary of operating results, MSSTP and LCSTP, 1972. 84
26 Major industrial wastewater discharges in the Onondaga 87
Lake drainage basin.
27 Characteristics of Allied Chemical Corporation's 94
wastewater discharge.
28 Phosphorus concentrations in Onondaga Lake, 1968-1972. 103
29 Phosphorus concentrations in the effluent of the 106
existing MSSTP.
30 Comparison of alternative stormwater treatment methods. 113
31 Costs for advanced waste treatment alternatives. 125
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LIST OF TABLES (Cont'd)
Number Title Page
32 Comparison of alternative surface water effluent 130
disposal systems, excluding Onondaga Lake.
33 Costs of the alternative components of the sludge 133
disposal system.
34 Major treatment units for the proposed MSSTP. 140
35 Calcium concentrations in the Seneca-Oneida-Oswego 161
River system drainage basin.
36 Comments on the draft EIS. 184
C-l Data used in statistical analyses to determine the C-2
significance of Allied's chloride discharge to
Onondaga Lake.
C-2 Major sources of total dissolved solids. C-8
D-l Theoretical calcium saturation concentrations. D-5
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LIST OF FIGURES
Number Title Page
1 Onondaga Lake drainage basin and Metropolitan Syracuse 12
sewage treatment plant service area.
2 Land use in the vicinity of Onondaga Lake. 25
3 Water quality classifications in the Onondaga Lake 27
drainage basin.
4 Salinity versus species diversity. 37
5 Sampling locations on Lake Ontario and the Seneca River. 62
6. Areas of salty ground water. 66
7 Location of salty ponds. 68
8 Existing wastewater treatment facilities in the Onondaga 73
Lake drainage basin.
9 Metropolitan Syracuse and Ley Creek sewage treatment 76
plants, service areas and facilities.
10 Location map Allied Chemical Corporation discharge points. 97
11 Outlets of combined sewer system. Ill
12 MSSTP effluent dispersion pattern. 128
13 Proposed MSSTP treatment facility layout. 145
14 Proposed and alternate routes of the West Side Force Main. 151
15 Sampling locations on the Seneca-Oneida-Oswego River system. 162
C-1 Average lake chloride concentration versus time. C-3
C-2 Average lake chloride concentration versus tonnage of C-4
chlorides from Allied Chemical Corporation.
D-l Calcium carbonate concentration in proposed MSSTP - D-ll
Onondaga Lake discharge plume.
Vll
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ENVIRONMENTAL IMPACT STATEMENT ON THE .. .
WASTEWATER TREATMENT FACILITIES CONSTRUCTION GRANTS FOR
THE ONONDAGA LAKE DRAINAGE BASIN
SUMMARY
DATE: May 1974.
TYPE OF STATEMENT:
Final. "
RESPONSIBLE FEDERAL AGENCY:
U.S. Environmental Protection Agency, Region II.
TYPE OF ACTION:
Administrative.
DESCRIPTION OF ACTION:
This environmental impact statement deals with two related projects.
Funds have been requested from the U.S. Environmental Protection Agency (EPA)
by the Onondaga County Department of Public Works in the State of New York
for the expansion and upgrading of the existing Metropolitan Syracuse sewage
treatment plant (MSSTP). The first project (C-36-659) involves the expansion
and upgrading of the existing plant from a 189,000 cu m/day (50 mgd)~ primary
treatment facility to a 327,000 cu m/day (86.5 mgd) advanced waste treatment
facility (phosphorus removal) and the construction of a new shoreline outfall
to Onondaga Lake.
The second project, which involves construction of force mains and
additions and alterations to the existing West Side Pumping Station
(C-36-692)', has been funded by the EPA. However, the grant was made con-
tingent upon the outcome of an environmental review as required by the
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National Environmental Pol icy Act (NEPA).
(See DESCRIPTION OF THE PROPOSED PROJECTS).
SUMMARY OF ENVIRONMENTAL IMPACT AND ADVERSE ENVIRONMENTAL EFFECTS:
The beneficial effects of the proposed projects will be: 1) the reduc-
tion of BOD and suspended solids loadings to Onondaga Lake, 2) the reduction
of phosphorus loadings to Onondaga Lake, and 3) the elimination of the visible
calcium carbonate precipitation that now occurs in the Geddes Brook-Nine Mile
Creek system.
The adverse effects of the proposed projects will be: 1) the possibility
of a visible plume occurring when the MSSTP effluent mixes with Onondaga Lake
waters, 2) the shortening of the useful life of the Allied Chemical Corpora-
tion's three existing settling lagoons, 3) the creation of a temporary noise
pollution problem by the pile driving operations during construction at'the
MSSTP site, and 4) the permanent loss of approximately 1.2 ha (3 acres) of
Onondaga Lake along its southwestern shoreline. In addition, the lack of ni-
trogen removal facilities at the MSSTP will allow continued nitrogen loadings
to Onondaga Lake.
It was noted in the draft environmental impact statement that the forma-
tion of a visible plume by the MSSTP discharge would contravene New York State
Department of Environmental Conservation (NYSDEC) water quality standards.
New York State's water quality standards have since been revised such that only
a substantial visible plume would violate the standards. (See Appendix A).
(See ENVIRONMENTAL IMPACT OF THE PROPOSED PROJECTS and ADVERSE ENVIRONMENTAL
EFFECTS WHICH CANNOT BE AVOIDED SHOULD THE PROPOSED PROJECTS BE IMPLEMENTED).
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ALTERNATIVES CONSIDERED:
New York State's water quality management plan for the Onondaga Lake 'h
drainage basin was divided into four components: collection system, treatment
system, effluent disposal system, and sludge disposal system. Each of these
systems and the alternatives available within each system were evaluated.
On the basis of these evaluations, proposed alternatives were selected. In
addition, the alternative of taking no action was evaluated and found un-
acceptable.
!
Collection System:
The service area for the proposed project is basically the same as that
outlined in a sewerage plan that was developed for Onondaga County "in 1968.
Since enlargment of the service area is not part of the proposed project,
t
the size of the existing collection system is not affected. Consequently,
there are no collection system alternatives per se. However, the improve-
ment of a portion of the collection system is the focus of the West Side
Pumping Station and Force Main project. .'
Two alternative routes for the West Side Force Main were analyzed, the
proposed lake route and an inland route. The implementation of either alter-
native would accomplish the transfer of raw sewage from the West Side Pumping
Station to the MSSTP. However, the inland route is disadvantageous because
it involves placement of the force main in the right-of-way of an interstate
highway. The New York State Department of Transportation prohibits such
occupancy.
Treatment System:
Treatment system alternatives were broken down into secondary and
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advanced waste treatment categories. The secondary treatment systems con-
sidered were:
1. Contact stabilization modification of the activated sludge
process (proposed),
2. Trickling filters,
3. Wastewater stabilization lagoons,
4. Physical-chemical treatment using upflow clarifiers and carbon
columns.
The most important factors in the choice of a secondary treatment alterna-
tive for the MSSTP were land availability, soil support capabilities, and
process operation reliability.
The advanced waste treatment systems considered were:
1. Phosphorus removal using commercial lime in addition to
the Allied Chemical Corporation's settling lagoon over-
flow (proposed),
2. Phosphorus removal using commercial lime only,
3. Phosphorus removal using alum with polymers,
4. Phosphorus removal using ferric chloride with polymers.
Low operating costs make the use of Allied's settling lagoon overflow in the
advanced waste treatment system economically preferable.
Effluent Disposal System:
The following effluent disposal systems were considered:
1. Discharge to Onondaga Lake via a surface outfall (proposed),
2. Discharge to Onondaga Lake via a subsurface outfall,
3. Discharge to the Onondaga Lake outlet,
4. Discharge to the Seneca River,
5. Discharge to Lake Ontario,
6. Ground-water recharge via spray irrigation,
7. Ground-water recharge via deep-well injection.
Onondaga Lake is the obvious choice for receiving water body because of its
proximity to the MSSTP. Discharge to any of the other surface water bodies
listed above would markedly increase both the construction and operating
costs of the project. The ground-water recharge alternatives were rejected
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for both environmental and economic reasons.
Sludge Disposal System:
The sludge disposal system was divided into four subsystems: condition-
ing, stabilization, dewatering, and final disposal. Alternatives within
each of these subsystems were considered:
1. Conditioning
a. Gravity thickening (proposed),
b. Flotation thickening;
2. Stabilization
a. Anaerobic digestion (proposed),
b. Aerobic digestion,
c. Chemical stabilization,
d. Pyrolysis;
3. Dewatering
a. None except for standby centrifuges and sludge storage
lagoons (proposed),
b. Centrifuges and sludge storage lagoons,
c. Vacuum filters,
d. Filter presses;
4. Final Disposal
a. Allied Chemical Corporation's settling lagoons (proposed),
b. Incineration and landfill,
c. Land spreading,
d. Landfill.
(See OBJECTIVES OF THE WATER QUALITY MANAGEMENT PLAN and ALTERNATIVES TO
THE PROPOSED PROJECTS).
FEDERAL. STATE, AND LOCAL AGENCIES FROM WHICH COMMENTS HAVE BEEN REQUESTED:
Federal Agencies:
Department of Agriculture
Agricultural Stabilization and Research Service
Soil Conservation Service
Department of Defense
U.S. Army Corps of Engineers (Buffalo District)
Department of Health, Education and Welfare
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Department of the Interior
Bureau of Outdoor Recreation
Bureau of Sport Fisheries and Wildlife
U.S. Geological Survey
Environmental Protection Agency
Process Technology Branch; Municipal Wastewater Systems Division
Rochester Field Office - Region II
United States Senate
Honorable Jacob Javits
Honorable James Buckley
United States House of Representatives
Honorable James Hanley
Honorable William Walsh
State Agencies:
Central New York Regional Planning and Development Board
New York State Department of Environmental Conservation
New York State Office of Planning and Development
County Agencies:
Onondaga County Department of Public Works
Onondaga County Environmental Management Council
Onondaga County Health Department
Syracuse-Onondaga County Planning Agency
Other:
New York Pure Water Association
O'Brien & Gere Engineers, Inc.
Onondaga Lake Reclamation Association, Inc.
Onondaga Audubon Society, Inc.
Sierra Club, Atlantic Chapter, Iroquois Group
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DESCRIPTION OF THE PROPOSED PROJECTS
C-36-659: Metropolitan Syracuse Sewage Treatment Plant
Status: Final Design Completed
The MSSTP serves the City of Syracuse and the surrounding area. The
most highly developed portions of the Onondaga Lake drainage basin are
within the MSSTP service area. In 1970, there were approximately 261,000
persons residing in the service area. A population of about 343,000 is
projected for the year 2000.
The MSSTP was built in 1960 as a 189,000 cu in/day (50 mgd) primary
treatment plant. In addition to sewage flows from its own service area,
the MSSTP receives the effluent from the Ley Creek sewage treatment plant
(LCSTP). The MSSTP currently experiences severe hydraulic overloads:
influent flows are on the order of 265,000 cu m/day (70 mgd). The MSSTP
effluent is discharged into Onondaga Lake. Overloading and the relatively
low treatment efficiencies provided by the primary treatment system are
largely responsible for the highly degraded and eutrophic condition of
Onondaga Lake.
The proposed project will expand and upgrade the existing MSSTP to a
327,000 cu m/day (86.5 mgd) advanced waste treatment facility (phosphorus
removal). The project also provides for the construction of a new shoreline
outfall to Onondaga Lake. The proposed primary and secondary facilities
are designed to accommodate a flow of 300,000 cu m/day (80 mgd). The con-
tact stabilization modification of the activated sludge process will be
used in the secondary facilities.
The advanced waste treatment process (AWT) will consist of chemical
precipitation of phosphorus-bearing compounds and their physical removal
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by sedimentation. In the AWT units, the MSSTP secondary effluent will
be combined with the Allied Chemical Corporation's settling lagoon over-
flow (Discharge Serial No. 003, Refuse Act Permit Program application).
The high calcium concentration of the settling lagoon overflow is expected
to insure that the desired phosphate precipitation reactions occur in
the AWT units. The AWT units will receive approximately 300,000 cu m/day
(80 mgd) of secondary effluent and 27,000 cu m/day (6.5 mgd) of settling
lagoon overflow.
The proposed project will increase the biochemical oxygen demand
(BOD) and the suspended solids removal efficiencies to approximately 93
percent and 84 percent, respectively. These percentages represent average
loadings to Onondaga Lake of 4580 kg/day (10,100 Ib/day) BOD and 9810
kg/day (21,600 Ib/day) suspended solids. The present BOD and suspended
solids loadings exerted by the MSSTP are 27,000 kg/day (60,000 Ib/day)
and 18,000 kg/day (39,000 Ib/day), respectively. The marked reductions
in both BOD and suspended solids loadings that will be accomplished by
the improved MSSTP will have a significant beneficial effect on the lake
environment.
The present phosphorus loading exerted by the MSSTP is 1000 kg/day
(2200 Ib/day). With the proposed project, the total phosphorus concentra-
tion of the MSSTP effluent will be reduced to 1.0 mg/1 or less. At a
flow rate of 327,000 cu m/day (86.5 mgd), the average phosphorus loading
exerted by the MSSTP will be 330 kg/day (720 Ib/day) or less.
As of May 1974, the estimated total cost of the proposed project
was $111,469,000. Part of this cost, $107,646,000 to be exact, is eligible
for Federal funding. Current regulations set the Federal share at 75
8
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percent of the eligible costs. Therefore, the EPA grant will amount to
$80,734,500. A summary of the eligible and total costs for each portion
of the proposed project is presented in Table 1.
C-36-692: West Side Pumping Station and Force Main
Status: Construction Grant Awarded Subject to Requirements of NEPA
On March 1, 1973, the U.S. Environmental Protection Agency awarded
a wastewater treatment facilities construction grant to the Onondaga
County Department of Public Works for the construction of force mains and .
additions and alterations to the existing West Side Pumping Station (U.S.
EPA, 1973a). This grant was made contingent upon the outcome of an environ-
mental impact statement as required by NEPA.
The West Side Pumping Station will be expanded from its present maxi-
mum capacity of 38,000 cu m/day (10 mgd) to 106,000 cu in/day (28 mgd).
Two force mains will be installed: a 91 cm (36 in.) diameter raw sewage
force main from the pumping station to the MSSTP, and a 30 cm (12 in.)
diameter sludge disposal force main from the MSSTP to the Allied Chemical
Corporation.
The funds allocated for the different portions of this project are
summarized in Table 1. The estimated total cost of the project is $5,313,400.
The amount eligible for Federal funding is $5,213,400. The EPA grant awarded
on March 1, 1973 will finance 75 percent of the eligible costs, or $3,910,050.
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TABLE 1
FINANCIAL SUMMARIES FOR THE PROPOSED PROJECTS
Cost Classification
Administrative expenses
Land, structures, right-of-way
Architectural and engineering fees
Construction and project improvement cost
Contingencies
Totals '
Source of Proposed Funds
EPA Grant
State Grant
Local Funds
Total
Cost Classification
Administrative expenses
Land, structures, right-of-way
Architectural and engineering fees
Construction and project improvement cost
Contingencies
Totals
Source of Proposed Funds
EPA Grant
State Grant
Local Funds
Total
MSSTP:C-36-659
Total Cost
1,352,837
316,000
10,571,385
90,270,980
9,020,798
111,469,000
Amount of Grant
80,734,500
13,455,750
17,278,750
111,469,000
West Side Pumping Station and Force Main: C-36-692
Total Cost
63,800
100,000
474,605
4,250,000
425,000
5,313,405
Amount of Grant
3,910,054
651,675
751,676
5,313,405
Eligible Cost!/
1,311,667
10,141,737
87,447,980
8,744,616
107,646,000
Eligible Cost!/
63,800
474,605
4,250,000
425,000
5,213,405
eligible cost is that portion of the total project cost which is considered eligible for Federal funding.
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BACKGROUND
GENERAL DESCRIPTION OF THE PROJECT AREA
The Syracuse metropolitan area lies in central upstate New York.
Syracuse is approximately 48 km (30 miles) south of Lake Ontario and 470 km
(290 miles) northwest of New York City. The service area for the proposed
project is in the northern portion of the Onondaga Lake drainage basin. The;
service area consists of most of the City of Syracuse plus the Village of
East Syracuse, the Towns of Salina (including the Village of Liverpool) and-;
Geddes(including the Village of Solvay), and portions of the Towns of -Dewitt.,
Onondaga, and Camillus (see Figure 1).
The geography of the Syracuse area is rather unusual. The Onondaga Lake
drainage basin is within the Ontario lowlands province. The drainage basin
is situated upon beds of Silurian and Upper Devonian age sedimentary rock,
*
including shale, siltstone, limestone, and gypsum. In general, the rock
-units dip very gently southward beneath sequentially younger strata (O'Brien
& Gere, 1973a).
A unique aspect of the lowlands is the drumlin belt between Rochester
and Syracuse; the Syracuse area occupies the southeastern portion of this
drumlin belt (Cressey, 1966). Drum!ins are half-egg-shaped, steeply sloped,
glacial features. In certain areas there are thousands of drumlins so close
together that they give a distinctly hilly appearance to the landscape. The
drumlins adjoin the upland reaches of local streams. Downstream, the land
surfaces gradually decline.
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N
TO LAKE ONTARIO
LIMITS OF ONONDACA LAKE
DRAINAGE BASIN
LIMITS Or MSSTP SERVICE AREA
COUNTY LIMITS
Source: Camp, Dretiar & McKe«, 19&8.
Scale in miles
210 4
ONONDAGA LAKE DRAINAGE BASIN AND METROPOLITAN SYRACUSE SEWAGE TREATMENT PLANT SERVICE AREA
Figure 1
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The steep grades that characterize the drum!ins cause large amounts
of soil to be eroded from the upland areas during spring rainstorms. The
material eroded from the drum!ins consists of the unconsolidated sediments
that lie atop drumlin bedrock and the shale materials that outcrop in the
lowland areas. Much of the unconsolidated sediment lying on the drumlins is
mixed with glacial till. In the upland reaches, the soil is mainly gravel
mixed with small amounts of clay and silt. In the flatter downstream areas,
the soil is predominantly sandy in nature with little clay or silt content.
The MSSTP is located on the southern shore of Onondaga Lake. The lands
bordering the southern shore generally consist of three layers. The top
layer is mainly fill material comprised of sand, silt, brick, ashes, and
cinders. The middle layer consists of a soft white chemical residue .rang-
ing in thickness from 1.5 to 9 m (5 to 30 ft). The chemical residue dates
from the time when Allied used the area for disposal of its process wastes.
The lower layer consists of gray sand and brown clay silt; the uppermost
portions of this layer also contain some organic material.
The climate of the area is moderate and the seasons are clearly differen-
tiated. Winds are predominantly from the west and northwest (O'Brien & Gere,
1973a). The average annual precipitation is approximately 91 cm (36 in.)
with an average snowfall of 315 cm/year (124 in./year). As shown in Table 2,
precipitation in 1972 was substantially above average.
POPULATION, ECONOMICS, AND LAND USE
Population
As of 1970 there were 260,854 persons residing in the MSSTP service
area. This is a decline of approximately 5 percent from the 1960 population
of 273,501 (U.S. Bureau of the Census, 1962 and 1972). (See Table 3).
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TABLE 2
MONTHLY PRECIPITATION
SYRACUSE. NEW YORK
HANCOCK AIRPORT
1969-1972
Month
Jan.
Feb.
March
April
May
June
July
Aug.
Sept.
Oct.
Nov.
Dec.
Total
Centimeters (Inches) of Precipitation
Record Mean
6.88 (2.71)
6.65 (2.62)
7.82 (3.08)
7.62 (3.00)
7.44 (2.93)
8.92 (3.51)
8.38 (3.30)
8.28 (3.26)
7.11 (2.80)
7.56 (2.98)
7.24 (2.85)
7.32 (2.88)
91,24(35.92)
1969
8.56 (3.37)
3.78 (1.49)
2.74 (1.08)
9.98 (3.93)
11.02 (4.34)
9.50 (3.74)
2.29 (0.90)
4.50 (1.77)
2.87 (1.13)
5.84 (2.30)
11.58 (4.56)
8.70 (3.42)
81.41(32.05)
1970
2.59 (1.02)
4.67 (1.84)
6.22 (2.45)
9.35 (3.68)
7.09 (2.79)
7.44 (2.93)
11.23 (4.42)
10.34 (4.07)
11.00 (4.33)
9.75 (3.84)
8.97 (3.53)
8.46 (3.33)
97.10(38.23)
1971
4.83 (1.90)
10.34 (4.07)
7.37 (2.90)
5.56 (2.19)
8.64 (3.40)
8.28 (3.26)
16.48 (6.49)
10.19 (4.01)
6.50 (2.56)
4.11 (1.62)
8.94 (3.52)
8.28 (3.26)
99.52(39.18)
1972
2.80 (1.10)
7.29 (2.87)
6.32 (2.49)
10.24 (4.03)
15.72 (6.19)
31.24(12.30)
8.76 (3.45)
9.55 (3.76)
10.46 (4.12)
11.07 (4.36)
17.25 (6.79)
10.03 (3.95)
140.74(55.41)
Source: U.S. Department of Commerce, 1973.
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TABLE 3
PAST AND PRESENT POPULATION OF SELECTED POLITICAL SUBDIVISIONS
IN THE MSSTP SERVICE AREA
1960 AND 1970
Syracuse (City)
Salina (Town)
Geddes (Town)
East Syracuse (Village)
TOTAL
1960
216,038
33,076
19,679
4,708
273,501
1970
197,208
38,281
21,032
4,333
260,854
Source: U.S. Bureau of the Census, 1962 and 1972.
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Population decreases did not affect every municipality in the service area;
the Towns of Salina and Geddes experienced increases in population.
Several organizations have independently made population projections for
municipalities in and around the service area (see Table 4). These sources
expect the population of each of the towns to increase slightly and that of
Syracuse to stabilize. These projections may be somewhat optimistic since
potential population increases could be lost to competing developments, such as
the Lysander New Community to the northwest of the service area. Neverthe-
less, all available information indicates that the applicant's population
projection of 343,000 for the year 2000 is valid (see Table 5). This popu-
lation figure was used to size the proposed MSSTP.
Economics
Income
As shown in Table 6, Syracuse proper has the lowest median income per
household in the MSSTP service area. Its median income is also significantly
lower than that for Onondaga County as a whole. With the exception of
Syracuse, the median income of residents in the MSSTP service area is on a
par with that for the county.
Occupations
The occupational make-up of four of the communities in the MSSTP service
area and of Onondaga County is shown in Table 7. The MSSTP service area's.
occupational structure roughly parallels that of the county. Services and
education dominate, followed by manufacturing and commerce.
Approximately 70 percent of the residents of Onondaga County have lived
in the county for five years or more (see Table 8). The 1970 census also shows
that at least 88 percent of employed Syracuse residents worked in Onondaga
16
-------
TABLE 4
POPULATION PROJECTIONS FOR SELECTED TOWNSHIPS AND THE CITY OF SYKACUSE
IN THE MSSTP SERVICE AREA
1970-2000
Political
Subdivision
Dewitt
Geddes
Sallna
City of Syracuse
Data
Source
SOCPA
OPS
CDM.
SOCPA
OPS
CDM
SOCPA
OPS
CDM
Year
1970
29198
32500
21032
21200
38281
37600
197297
1975
30200
32044
21180
20952
40800
40179
200000
1980
31700
45191
40000
21330
21218
23600
41800
42436
43800
200000
1985
33200
38733
21480
21554
42800
44741
200000
1990
34200
42660
43500
21630
21906
24250
43500
47272
44700
200000
1995
35000
45621
21780
22085
44100
48337
200000
2000
35800
48608
45500
21930
22150
24700
44700
49223
45200
200000
Data Sources: SOCPA - Syracuse-Onondaga County Planning Agency (1972).
OPS - New York State Office of Planning Services (1972).
CDM - Camp, Dresser and McKee (1968).
Source: Syracuse-Onondaga County Planning Agency, 1973.
-------
TABLE 5
PRESENT AND PROJECTED
SERVICE AREA POPULATION
MSSTP AND LCSTP
MSSTP
City of Syracuse
West Side San. District/
Onondaga San. District
Liverpool San. District
LCSTP
Ley Creek San. District
Total
Present
Population
208,140
40,500
5,226
33,718
287,584
Projected
Population
Yr. 2000
195,837
100,000
6,877
40,891
343,605
Source: O'Brien & Gere, 1973a.
18
-------
TABLE 6
MEDIAN INCOME OF RESIDENTS OF ONONDAGA COUNTY AND SELECTED
POLITICAL SUBDIVISIONS IN THE MSSTP SERVICE AREA
1960 AND 1970
Onondaga County
City of Syracuse
East Syracuse
Liverpool
Solvay
All Families
1960
$ 6691
6247
6208
7442
6658
1970
$ 10836
9246
9976
11148
10848
All Families
plus Unrelated
Individuals
1960
$ 5678
4860
5646
6300
6234
1970
$ 8456
6023
8310
8886
9128
Source: U.S. Bureau of the Census, 1962 and 1972.
19
-------
TABLE 7
OCCUPATIONS OF EMPLOYED RESIDENTS OF ONONDAGA COUNTY AND SELECTED POLITICAL
SUBDIVISIONS IN THE MSSTP SERVICE AREA.
1960 AND 1970
ro
o
Occupation
Agriculture, forestry, fisheries, mining
Contract construction
Manufacturing
Transportation, communication, public
utilities
Wholesale trade
Retail trade
Finance, insurance and real estate
Services and education
Public administration
TOTAL
Agriculture, forestry,
fisheries, mining
Contract construction
Manufacturing
Transportation, communication,
public utilities
Onondaga County
1960
2925
8612
57590
12024
6662
24372
8287
35259
6662
162393
East Syracuse
1960
18
57
531
375
1970
73
457
303
1970
2231
8823
49101
12474
10706
30387
11534
51754
7523
184533
Liverpool
1960
9
63
523
96
1970
43
395
93
Percent Change, 1960-1970
-23.7
+ 2.5
-14.7
+ 3.7
+60.7
+24.6
+39.1
+46.7
+12.9
+13.6
Solvay
1960
12
176
1730
177
1970
121
1348
247
City of Syracuse
1960
280
3867
27422
5904
1970
398
2990
19056
5080
-------
TABLE 7 (cont'd)
OCCUPATIONS OF EMPLOYED RESIDENTS OF ONONDAGA COUNTY AMD SELECTED POLITICAL
SUBDIVISIONS IN THE MSSTP SERVICE AREA.
1960 AND 1970
Wholesale trade
Retail trade
Finance, Insurance and
real estate
Services and education
Public administration
Not reported
Other industries
TOTAL
East Syracuse
1960
274
336
137
85
1813
1970
453
281
66
46
1679
Liverpool
1960
247
417
50
54
1459
1970
272
383
86
39
1311
Solvay
1960
659
623
163
126
3666
1970
813
763
173
158
3623
City of Syracuse
1960
3257
13114
4654
20640
3827
4722
87687
1970
4011
12567
5169
25881
3562
78714
Source: U.S. Bureau of the Census, 1962 and 1972.
-------
TABLE 8
RESIDENCE OF SYRACUSE CITY RESIDENTS
AND ONONDAGA COUNTY RESIDENTS
1970
Syracuse City
Residence in 1965
Total population, 5 yrs or older
Moved, 1965 residence not reported
Same house
Different house in U.S.
Same county
Different county
In armed forces in 1965
College attendees in 1965
Same state
Different state
Abroad
Number
180869
11663
94728
71085
45494
25591
747
3825
13541
12050
3393
Percentage
100.0
6.4
52.4
39.3
25.2
14.1
0.4
2.1
7.5
6.6
1.9
Onondaga County
Residence in 1965
Total population, 5 yrs. or older
Moved, 1965 residence not reported
Same house
Different house in U.S.
Same county
Different county
In armed forces in 1965
College attendees in 1965
Same state
Different state
Abroad
Number
430645
18683
241161
165070
103463
61607
1918
7774
33661
27946
5731
Percentage
100.0
4.3
56.0
38.3
24.0
14.3
0.4
1.8
7.8
6.5
1.3
Source: U.S. Bureau of the Census, 1962 and 1972
22
-------
County. - It appears that most of the employed county residents live near their
place of work. Consequently, any significant change in the employment situa-
tion would affect the residential situation.
Economic Profile and Trends
Onondaga County ranks tenth in New York State in both the number of jobs
available and the size.of the business payroll. Almost half of the jobs in .
the county are located in the City of Syracuse. In Onondaga County, blue
collar jobs, e.g. in the manufacturing sector, are decreasing and white collar
jobs, e.g. in the services and education sector, are increasing.
Within the manufacturing sector, the electrical equipment and supplies
A
industry employs the greatest number of people. The non-electrical machinery
industry and the chemical industry are the second and third largest employers.
Over the last five years, employment in the two major manufacturing fields
has steadily declined. (U.S. Bureau of the Census, 1962 and 1972). Conversely,
employment in the chemical industry grew rapidly until recent national econo-
mic instability set in. Economic unrest is reflected in the gradual downward
trend of employment in the chemical industry. The data in Table 7 clearly show
that the Syracuse area is becoming the center for goods and services in the
county.
Land Use Patterns and Trends
Residential, Industrial, Commercial
The present population is scattered throughout the service area, mainly
on the fringes of industrial and commercial development. The industrially
and commercially developed areas are located near Onondaga Lake, along Erie
Boulevard and Genessee Street, along Interstate 90, and around the Village of
East Syracuse. Residential zoning of a quarter acre or less is common in
23
-------
these areas. This pattern is not expected to change in the near future
because most of the land in the service area is already developed.
Recreational
Onondaga Lake has a surface area of 11.7 sq km (4.5 s.q miles) and a
shoreline of about 17.7 km (11 miles). The lake and its shoreline provide
limited recreational opportunities . In the metropolitan area, Skaneateles
Lake and Lake Oneida also provide opportunities for water-related recreation.
Figure 2 shows the uses of the land bordering the lake. According to
Faro and Nemerow (1969), almost 46 percent of the acreage around the lake is
parkland. The quality of this parkland is severely diminished by 1) roadways
and railroads cutting in along the shore, 2) frequent flooding, 3) the proxim-
ity of automobile graveyards, and 4) the presence of Allied's settling lagoons,
both in use and abandoned, on the southwest shore. The following table is a
breakdown of the shoreline acreage according to use.
Land Use Hectares Acres Percent
County parks 209 515 45.8
Allied Chemical 162 399 35.8
City of Syracuse
(industrial and
commercial) 86 211 18.7
Total 456 1125 100.0
Source: Faro and Nemerow, 1969.
Shattuck (1968) esitmated that water-related activities drew 384,166
persons to Onondaga Lake County Park during fiscal 1967. Thus, water-related
recreation accounted for 55 percent of all visits to the park. Faro and
24
-------
ro =
O1 a
LEGEND
WEST SHORf PARK
ONONOACA LAKE PARK
INDUSTRIAL
CITY Or SYRACUSE
; fora'and Nlmliov.
IAND USE IN THE VICINITY Of ONONDAGA IAKE
-------
Nemerow (1969) reported that use of the park's yacht basin accounted for an
average annual attendance of 15,747 for the years 1966 and 1967. In addition
to the county facilities, there are two private marinas to serve Onondaga
Lake boaters. Both of the above-mentioned reports predate New York State's
1970 ban on fishing in Onondaga Lake.
An analysis of New York State boat registration records for the years
1970 and 1971 (NYSDEC, n.d.a) indicates that there are 19,658 boats registered
to residents of Onondaga County. Of this number, 11,861 boats have previously
been used on waters within the county. Boat use in the county is high rela-
tive to population and income. Although Onondaga Lake is open to boating, it
is closed to fishing and swimming.
SURFACE WATERS
Streams
The present New York State water quality classifications for Onondaga
Lake and its tributaries are shown in Figure 3. A detailed description of
these classifications and of the standards which apply to them is included
in Appendix A. The Federal Water Pollution Control Act Amendments of 1972
(FWPCAA) require that the EPA review water quality standards to insure that
the standards are consistent with the goals and policies in effect prior to
the 1972 amendments. Under these goals and policies, all waters should be
protected for recreational use in or on the water and for the preservation
of desirable (indigenous) species of aquatic biota. New York State's water
quality standards were recently revised to reflect the more stringent speci-
fications of the FWPCAA.
Both the original and the revised standards are included in Appendix A.
Data on Onondaga Lake's major tributaries are presented in Tables 9 and 10.
The main source of water for streams in the area is surface runoff.
26
-------
\
VAN BUREN
SKANEATELES
LEGEND
A SEWAGE TREATMENT PLANT OUTLET
C WATER QUALITY CLASSIFICATION
B3 SOLID WASTE DISPOSAL SITE
t WATER SUPPLY INTAKE
WATER QUALITY CLASSIFICATIONS IN THE ONONDACA LAKE DRAINAGE BASIN
Figure 3
27
-------
TABLE 9
MAJOR TRIBUTARIES OF ONONDAGA LAKE
Tributary
Nine Mile Creek - including
Otisco Lake Drainage Area
Onondaga Creek
Ley Creek
Harbor Brook
Bloody Brook
Watershed Areai/
sq km
323.0
265.0
68.8
34.2
11.7
sq ml
124.8
102.5
26.2
13.2
4.5
Mainstream Length^
km
55.2
44.2
15.3
12.1
3.5
mi
34.3
27.5
9.5
7.5
2.2
Annual Flow2-
cu m/day
218,000
358,000
154,000
43,000
-
mgd
57.5
94.5
40.8
11.3
-
cfa
88.4
145.4
62.7
17 ;4
-
ro
00
17 New York State Department of Health, 1951.
2f U.S. Geological Survey, 1965, 1967, and 1968.
The average annual rainfall for the years 1965, 1967 and 1968 was determined to be 92 cm (36.22 in.)
as compared to 90.4 cm (35.6 in.) from 1931 to 1968.
Source: Onondaga County, 1971.
-------
TABLE 10
FLOWS OF MAJOR TRIBUTARIES OF ONONDAGA LAKEJ/
Onondaga Creek at Dorwin Ave.
Max discharge of record (3/31/60)
Min discharge of record (8/17/65)
Avg discharge of record
Max discharge, 1971
Min discharge, 1971
Avg discharge, 1971
MA7CD102/
Harbor Brook at Syracuse, N.Y.
Max discharge of record (5/19/69)
Min discharge of record (9/22/64)
Avg discharge of record
Max discharge, 1971
Min discharge, 1971
Avg discharge, 1971
MA7CD101/
Nine Mile Creek at Camillus
Max discharge of record (3/30/60)
Min discharge of record (9/30/61)
Avg discharge of record
Max discharge, 1971
Min discharge, 1971
Avg discharge, 1971
MA7CD10±/
Ley Creek at Townline Road
MA7CD102/
cu in/day
3,621
9.35
190
2,618
35.7
250
20.4
635.8
3.06
13.53
251.6
4.42
18.02
3.14
4,692
27.2
165.1
3,655
57.8
265
28.9
3.14
cfs
2,130
5.5
112
1,540
21
147
12
374
1.8
7.96
148
2.6
10.6
2
2,760
16
97.1
2,150
34
156
17
2
.I/It should be noted that the gauging stations are somewhat upstream of
Onondaga Lake. The data represents 80, 85, and 73 percent of the
drainage areas for Onondaga Creek, Harbor Brook and Nine Mile Creek,
respectively.
^/Minimum average 7 consecutive day flow with 10 year frequency.
Source: U.S. Geological Survey, 1971.
29
-------
Ground-water discharge is probably another significant source. The flows
in Onondaga Creek can be regulated by release or detention of water in
Onondaga Reservoir. Flows in Nine Mile Creek can be regulated at Otisco Lake.
Stream water quality in the upland reaches mainly depends upon the
chemical reactions between the stream waters and the materials that comprise
the predominant upstream geological formations (O'Brien & Gere, 1973a).
Water quality data (New York State Department of Health, 1951) show that the
headwaters typically have high dissolved oxygen levels (90-100 percent of
saturation), low BOD levels (1-2 mg/1), slightly alkaline pH values (7.6-8.2),
and an alkalinity of approximately 225 mg/1 (as CaC03). However, as the waters
enter the metropolitan Syracuse area they become more and more degraded. This
deterioration in water quality is primarily due to combined sewer overflows,
urban runoff, and industrial wastewater discharges. Table 11 is a reference
table of water quality parameters. Table 12 gives the chemical characteris-
tics of Harbor Brook, Onondaga Creek, Ley Creek, and Nine Mile Creek near
Onondaga Lake.
Although all of the streams in the metropolitan Syracuse area suffer
the effects of combined sewer overflows, Geddes Brook and Nine Mile Creek
have yet another water quality problem. The overflow from Allied's settling
lagoons enters Geddes Brook. When the overflow mixes with the brook water,
a calcium carbonate precipitate (CaC03) forms. The brook carries the preci-
pitate into Nine Mile Creek. Since the brook flows into the creek very near
the creek's mouth, the creek has an extremely high dissolved solids content
when it discharges into Onondaga Lake. The quiescent conditions prevailing
in the lake allow the precipitate to settle out, forming a delta of
at the point where Nine Mile Creek joins Onondaga Lake.
30
-------
TABLE 11
WATER QUALITY PARAMETERS
Parameter
Temperature
Alkalinity
Biochemical oxygen demand
Chloride
Carbon dioxide
Organic nitrogen
Ammonia nitrogen
Nitrite
Nitrate
Total phosphorus
Ortho phosphate
PH
Sulfate
Sulfide
Dissolved oxygen
Calcium
Sodium
Potassium
Magnesium
Conductivity
Copper
Chromium
Iron
Manganese
Zinc
Fluoride
Silicon dioxide
Secchi disk
Symbol
Temp
Alk
BOD
Cl
C02
Org-N
NH3-N
N02
N03
T-P
0-P04
PH
S04
S
DO
Ca
Na
K
Mg
Cond
Cu
Cr
Fe
Mn
Zn
F
Si02
Secchi
Units
°C
mg/1 as CaC03
mg/1
mg/1
mg/1
mg/1 as N
mg/1 as N
mg/1 as N
mg/1 as N
mg/1 as P
mg/1 as P
-log10[H+]
mg/1
-logiQ[S=]
mg/1
mg/1
mg/1
mg/1
mg/1
u mhos
mg/1
mg/1
mg/1
mg/1
mg/1
-log10[F-]
mg/1
meters
Source: Onondaga County, 1971.
-------
TABLE 12
WATER QUALITY DATA
WASTE DISCHARGE SURVEY
AVERAGE VALUE Si/
Parameter
BOD
DO
PH
Alk
Cond
Ca
Mg
Na
K
Cl
S102
so4
T-P
0-P04
F
NH3-N
ORG-N
N03
N02
Cr
Cu
Fe
Mn
Temp
Flow
(cu m/day)
Harbor Brook
26,309
7.469
7.634
226.782
1096.136
173.895
37.795
124.936
3.433
110.434
6.447
0.000
0.941
0.543
0.000
2.729
2.751
1.048
0.069
0.23
0.057
0.613
0.000
9.652
92,000
Onondaga Creek
3.536
10.330
7.891
217.217
1135.454
117.513
27.654
184.431
3.792
213.913
5.960
0.000
0.185
0.107
0.000
0.747
0.844
0.712
0.032
0.16
0.054
1.802
0.000
9.409
520,000
Ley Creek
4.838
6.727
7.595
200.000
942.619
114.034
26.361
142.523
5.120
152.954
7.136
0.000
0.346
0.257
0.000
1.627
0.877
0.417
0.072
0.051
0.048
1.508
0.000
10.650
520,000
Nine Mile
Creek
0.702
7.451
7.765
135.639
8105.245
1278.559
24.580
1061.671
15.526
3073.133
4.855
0.000
0.082
0.059
0.000
0.218
0.374
0.337
0.013
0.026
0.062
0.582
0.000
11.931
850,000
I/Units are those presented in Table 11.
Source: O'Brien & Gere, 1972.
32
-------
The upper reaches of Nine Mile Creek and Onondaga Creek are stocked .
with trout. These streams are relatively clean and support an assortment
of mayflies, caddisflies, and other insect larvae necessary to maintain the
trout population. The lower reaches of these streams, however, do not support
a detectable trout population: as mentioned before, water quality in the .
metropolitan Syracuse area is seriously degraded. Ley Creek and Harbor Brook
do not appear to support a game fish population. Some fish (white perch,
yellow perch and carp) have been known to reside in Onondaga Lake in and
around the mouths of these tributaries.
i
The major recreational uses of these creeks are fishing, swimming and
boating. However, degraded water quality precludes both fishing and swimming
in the creeks' lower reaches.
Onondaga Lake
Onondaga Lake lies at the northern edge of the City of Syracuse. ;The
lake has a surface area of 11.7 sq km (4.5 sq miles) and a drainage basin area
of 620 sq km (240 sq miles). Approximately 325,000 people and essentially
all of Onondaga County's major industries are located within the Onondaga Lake
drainage basin (Onondaga County, 1971). The lake flows from the southeast
to the northwest, discharging into the Seneca River. The confluence of the
Seneca and Oneida rivers forms the Oswego River, which discharges into Lake
Ontario. (See Figure 1).
Onondaga Lake consists of two deep pools. Each of the pools is approxi-
mately 21m (69 ft) deep. The average depth of the lake is 12m (40 ft).
The lake is vertically stratified, but it is well-mixed horizontally. The
lake is dimictic: in other words, it undergoes two major periods of vertical
mixing per year, spring and fall.
33
-------
Tributary streams and the MSSTP are the lake's major water sources.
Partially treated municipal discharges from the treatment plant enrich the
lake with organic and nutrient materials. Combined sewer overflows also
contribute organic material, nutrients, and coliform bacteria to the lake.
The major non-point source discharge is the nutrients washed from upland
agricultural areas. Consequently, the lake is in a highly eutrophic state.
The lake also receives discharges from Allied's manufacturing plant.
The plant has a number of outlets from which calcium, sodium, chloride and
mercury are discharged; the outlet known as Discharge Serial No. 003 (U.S.
EPA, 1971 a) contributes the greatest amount of these materials to the lake.
The Crucible Specialty Metals Division of Colt Industries discharges waste-
water containing oil, grease and chromium directly into the lake. A treatment
facility that will control these discharges is now under construction.
Onondaga Lake water quality data for the years 1969 to 1972 are shown
in Tables 13 and 14. The data show that the lake has high levels of BOD,
phosphorus, nitrogen, sodium, calcium and chlorides, and low dissolved oxygen
levels. In discussing water quality and its effect on the biota in the lake,
the following five points must be emphasized:
1. The chloride/salinity levels of the lake approach concentrations
at which one would expect to find the smallest species diversity;
that is, the chloride/salinity level is near the upper limit for.
freshwater organisms and near the lower limit for marine species.
Figure 4 shows the effect that salinity has on species diversity
(Remane and Schlieper, 1971).
2. Dissolved oxygen levels in the hypolimnion are at or near zero
approximately eight months out of the year. The dissolved oxygen
34
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TABLE 13
ONONDAGA LAKE WATER QUALITY - EPILIMNIONl/
AVERAGE ANNUAL VALUESi/
1969-1972
Parameters
Alk
BOD
Cl
DO
T-P
0-P04
pH
so4
Org-N
NH3-N
N03
Cond
Cr
Cu
Fe
Mg
K
Na
Ca
Secchi
Temp
1969
170.39
6.21
1458.41
4.79
2.34
0.94
7.64
182.35
1.96
2.14
0.39
4625.83
0.02
0.05
0.02
30.38
17.17
554.54
639.37
1.09
13.91
1970
168.15
4.09
1505.21
3.99
1.43
0.70
7.64
186.83
1.90
3.05
0.36
4577.00
0.05
0.06
0.22
41.07
17.29
832.79
815.81
3.26
1971
189.00
6.20
1321.46
5.04
1.03
0.70
7.65
173.30
3.03
2.48
0.46
4601.92
0.05
0.04
0.38
66.47
14.69
677.75
706.38
1.11
1972
169.54
4.63
1386.18
5.95
0.50
0.36
7.69
155.00
1.84
2.06
0.42
3939.40
0.036
0.050
0.305
27.50
11.97
490.63
514.43
1.08
^/Station located at the southeastern end of lake.
2/Units are those presented in Table 11.
Sources: O'Brien & Gere, 1970, 1971, and 1972.
Onondaga County, 1971.
35
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TABLE 14
ONONDAGA LAKE WATER QUALITY - HYPOLIMNIONJV
AVERAGE ANNUAL VALUE &£/
1969-1972
Parameters
Alk
BOD
Cl
DO
T-P
0-P04
PH
so4
Org-N
NH3-N
N03
Cond
Cr
Cu
Fe
Mg
K
Na
Ca
Temp
1969
198.55
12.40
1930.23
1.53
3.17
1.57
7.39
184.41
1.48
. 4.31
0.13
5810.36
0.02
0.05
0.26
30.99
17.79
669.75
849.05
8.13
1970
178.84
5.17
2064.29
1.29
1.77
0.96
7.43
197.88
1.34
4.50
0.01
5934.25
0.06
0.04
0.25
41.64
19.02
982.26
1084.24
8.86
1971
199.29
7.72
1761.38
0.81
1.95
1.20
7.34
171.80
3.13
4.09
0.34
5578.68
0.05
0.05
0.31
69.36
16.35
728.42
978.24
6.78
1972
195.11
5.90
2075.28
0.97
1.12
0.94
7.41
172.25
1.33
4.74
0.18
5371.79
0.036
0.038
0.237
28.42
15.13
647.28
634.02
5.23
_!/Station located at southeastern end of lake.
2/Units are those presented in Table 11.
Sources: O'Brien & Gere, 1970, 1971, and 1972.
Onondaga County, 1971.
36
-------
CO
CO c
m
£
I
10
I
15
20
I
25
30
Aflfl BJMANE AND SCH1IEPER. I»7I.
SALINITY (porn per thousand)
SALINITY VERSUS SPECIES DIVERSITY
-------
levels in the epilimnion may fall to 1 to 2 mg/1 for short periods
of time. Therefore, only those species that can tolerate low
dissolved oxygen levels remain in the lake.
3. Concentrations of copper and chromium have reached levels that may
inhibit the growth of certain algae. According to Hutchinson (1957):
"...it appears probable that certain species of Coelastrum, Navicula,
and Uroglenopsis may be sensitive to amounts of copper, of the order
of 30 mg. m. ~3 [correction: 30 mg. Cu m. ~3], that can occur in ionic
form in the trophogenic zones of certain lakes during autumnal cir-
culation. Anabaena, Aphanizomenon, Tabellaria, and Synura, though
relatively susceptible, can apparently tolerate about 50 mg.
Cu m.~3 ..." The values cited in this passage can be stated another
way: 30 mg. Cu m. ~3 is equal to 0.03 mg/1, and 50 mg Cu m. "3 is
equal to 0.05 mg/1. The mean concentration of copper in the epilimnion
has ranged from 0.04 to 0.06 mg/1, exceeding the values cited by
Hutchinson (see Table 13).
Onondaga County (1971) reports that Hervey (1949) found that concen-
trations of chromium ranging from 0.032 to 0.32 mg/1 completely in-
hibited the growth of diatoms. The mean concentration of chromium
in the epilimnion ranges from 0.02 to 0.05 mg/1 (Table 13). Thus both
copper and chromium reach levels that may inhibit the growth of algae.
4. According to the Federal Water Pollution Control Administration
(1968):
The toxicity of ammonia has been studied by several inves-
tigators but because of inadequate reporting and unsatisfactory
experimental control, much of the work is not usable. Doudoroff
and Katz (1950), Wuhrmann, et al. (1947), and Wuhrmann and Worker
(1948) give a complete account of the phi effect on ammonia toxicity
38
-------
and demonstrate that toxicity is dependent primarily on undissoci.ated
NH^OH and nonionic ammonia. They found no obvious relationship
between time until loss of equilibrium and total ammonium content.
They also demonstrated a striking synergy between ammonia and cyanide.
McKee and Wolf (1963) state that toxicity is increased markedly by re-
duced dissolved oxygen. Field studies by Ellis (1940) and other ob-
servations lead to the conclusion that at pH levels of 8.0 and above
total ammonia expressed as N should not exceed 1.5 mg/1. It has been
found that 2.5 mg/1 total ammonia expressed as N is acutely toxic.
Table 13 shows that epilimnetic ammonia values have ranged from 2.06
to 3.05 mg/1. The hypolimnetic values are significantly higher (see
Table 14). Although the lowest levels of ammonia occur during the
summer months, probably due to phytoplankton utilizing the ammonia
as a nutrient source, the pH values are at their highest, 8.0 to 9.0.
High pH values increase the possibility that ammonia will have a
toxic effect on certain species. The low dissolved oxygen levels in
Onondaga Lake may also increase ammonia toxicity.
5. The mercury contamination of the biological food chain in Onondaga
Lake is of major importance. The New York State Department of
Environmental Conservation (NYSDEC) closed the lake to fishing in
May 1970. In October 1973 Henry L. Diamond, who was then Commissioner
of the NYSDEC, made the following statement:
The cause of the unique mercury contamination of fish flesh in
Onondaga Lake, has been virtually eliminated. However, there is no
known scientific basis on which to estimate the duration of the exist-
ing fish contamination. Therefore, the ban on fishing in Onondaga
Lake will remain in effect indefinitely until such time as continued
monitoring substantiates a basis for repeal. (Diamond, written commu-
nication, 1973).
It is apparent that the lake is in a very degraded and highly eutrophic
state. Yet, considering the present water quality conditions, the lake seems
to support a somewhat diverse flora and fauna.
39
-------
The nutrient rich waters of the lake support a variety of algal species
(Table 15). Generally, diatoms prevail throughout the winter and early spring,
followed by green algae in the late spring and early summer and blue-green
algae in the late summer and early fall.
However, in the past two years (1971-72) few blue-greens have been
observed. This may be a direct result of phosphate legislation enacted by
Onondaga County in 1971 and New York State in 1972. This legislation has
led to a substantial reduction in the amount of phosphorus entering the MSSTP.
The influent level of total phosphorus fell from 11.4 mg/1 in 1969 to 3.97 mg/1
in 1973. The level of total phosphorus in the lake fell from 2.72 mg/1 in 1969
to 1.80 mg/1 in 1972. The decline in blue-green algae has been attributed to
the reduction of phosphorus in the lake (O'Brien & Gere, 1972). However, this
does not preclude the possibility that other causes may be directly responsi-
ble for the decline of the blue-green algae.
In Onondaga Lake, zooplankton densities are extremely low from December
through April. This is probably due to the depressive effects of low temper-
ature and ice cover on the algae which serve as a food source for the zoo-
plankton. The winter low is followed by a rapid upsurge in population,
suggesting that the population growth is not actively inhibited by environ-
mental deficiencies. Thereafter, the population fluctuates markedly. The
fluctuations have not been explained, but their pattern suggests the action
of an inhibitor as well as a limiting factor. (Waterman, 1971).
Zooplankton populations appear to be more vulnerable to temperature than
to any other element. However, Waterman (1971) maintains that "Explanation
of the fluctuations neither requires nor excludes the possibility of rela-
tionship with specific chemical parameters." The zooplankton species found
in Onondaga Lake are generally tolerant of a wide range of conditions.
40
-------
TABLE 15
ALGAL SPECIES COLLECTED IN ONONDAGA LAKE IN 1969
Algal Species
Time of Abundance
CHLOROPHYCEAE
VOLVOCALES
Chlamydomonas epiphytica G. M. Smith
Chlamydomonas spp.
Carteria fritschii Takeda
TETRASPORALES
Sphaerocystis schroeteri Chodat
ULOTRICHALES
Ulothrix spp.
Microthamnion kuetzingianum Naegeli
OEDOGONIALES
Oedogonium sp.
CHLOROCOCCALES
Micractinium pusillum Fresenius
Errerella bornhemiensis Conrad
Dictyosphaerium pulchellum Wood
Schroederia setigera (Schroed.) Lemmermann
Pediastrum boryanum (Turp.) Meneghini
July-October: epiphytic on Polycystis
April-December
May
June-October; irregular
uncommon
uncommon
uncommon
May-June, September-October
uncommon; Outlet only
uncommon
August-October
April-October
-------
TABLE 15 (Cont'd)
ALGAL SPECIES COLLECTED IN ONONDAGA LAKE IN 1969
Algal Species
Time of Abundance
CHLOROPHYCEAE
Pediastrum duplex Meyen
Pediastrum simplex (Meyen) Lemmermann
Coelastrum microporum Naegeli
Chlorella vulgaris Beyerinck
Oocystis parva West & West
Oocystis elliptica W. West
Ankistrodesmus falcatus (Corda) Ralfs
Quadrigula lacustris (Chod.) G.M. Smith
Scenedesmus bijuga (Turp.) Lagerheim
Scenedesmus dimorphus (Turp.) Kuetzing
Scenedesmus obliquus (Turp.) Kuetzing
Scenedesmus opoliensis P. Richter
Scenedesmus quadricauda (Turp.) Brebisson
Tetrastrum punctatum (Schmidle)
Ahlstrom & Tiffany
Actinastrum hantzschii Lagerheim
ZYGNEMATALES
Mougeotia sp.
Spirogyra spp.
Closterium sp.
Closterium gracile Brebisson
Cosmarium sp.
Staurastrum paradoxum Meyen
April-November
July-November
June-September
May-November
June-December
September-October
May-June
uncommon; Outlet only
June-September
uncommon; Outlet only
April-December
uncommon
April-December
uncommon; Outlet only
uncommon; Outlet only
uncommon
uncommon
uncorcmon; Outlet only
September-December
uncommon; Outlet only
July-November
-------
TABLE 15 (Cont'd)
ALGAL SPECIES COLLECTED IN ONONDAGA LAKE IN 1969
Algal ^pecies
Time of Abundance
EUGLENOPHYCEAE
EUGLENALES
Euglena gracilis Klebs
Phacus sp .
COLACIALES
Colacium veslculosum Ehrenberg
November-December
uncommon; Outlet only
July-December; epizooic on copepods
CHRYSOPHYCEAE
CHRYSOMONADALES
Synura uvella Ehrenberg
Dinobryon sertularia Ehrenberg
April- June ; November-December
May- July; November-December
BAG ILLARIOPHYCEAE
CENTRALES
Melosira granulata (Ehrenb . ) Ralf s
Melosira islandica 0. Muller
Melosira varians C. A. Agardh (?)
Cyclotella bodanica Eulenst. (?)
Cyclotella chaetoceras Lemm. (?)
Cyclotella comta (Ehr.) Kutzing
January-December
July-September
June
May- July
May
August-December
-------
TABLE 15 (Cont'd)
ALGAL SPECIES COLLECTED IN ONONDAGA LAKE IN 1969
Algal Species
Time of Abundance
Cyclotella glomerata Bachm.
Stephanodiscus astraea (Ehr.) Grun.
Cosclnodiscus subtills Ehrenb. (var. radiatus)
Chaetoceros sp.
April-December
May-July; October-December
June-December
May
BAGILLARIOPHYCEAE
PENNALES
Tabellaria fenestrata (Lyngb.) Kutzing
Diatoma tenue Ag. (var. elongatum)
Diatoma vulgare Bory.
Fragilaria capucina Desmarziers
Fragilaria crotonensis Kitton
Synedra spp.
Asterionella formosa Hassall
Navicula sp.
Pinnularia sp.
Neidium spp.
Gyrosigma spp.
Amphiprora alata Kutzing
Gomphonema spp.
Cymbella spp.
Amphora spp.
Nitzschia palea (Kg.) W. Smith
Nitzschia holsatica Hustedt
Cymatopleura solea (Breb.) W. Smith
Surirella sp.
uncommon; Outlet only
April-July; October
February-May
April-July
August-November
April-July; November
January-July; October-December
April-July; September
uncommon
August-November
uncommon
April-June
uncommon
uncommon; Outlet only
uncommon
April-December
uncommon; Nine Mile only
uncommon; Ley Creek only
uncommon; Outlet only
-------
TABLE 15 (Cont'd)
ALGAL SPECIES COLLECTED IN ONONDAGA LAKE IN 1969
Algal Species
Time of Abundance
DINOPHYCEAE
PERIDINIALES
Glenodinium pulvisculus (Ehrenb.) Stein
Peridinium sp.
Ceratium hirundinella (0. F. Muell.) Dujardin
July-October
uncommon; Outlet only
July-September
CRYPTOPHYCEAE
CRYPTOMONADALES
Chroomonas nordstetii Hansgirg
Cryptomonas ovata Ehrenberg
July-November
May-December
MYXOPHYCEAE
CHROOCOCCALES
Polycystis aeruginosa Kutzing (Microcystis)
OSCILLATORIALES
Phormidium mucicola Naumann & Huber-Pestalozzi
Phormidium retzii (C. A. Ag.) Gomont
Lyngbya martensiana Meneghini
June-November
July-November; within sheath of
Polycystis
May-November
July-November
-------
TABLE 15 (Cont'd)
ALGAL SPECIES COLLECTED IN ONONDAGA LAKE IN 1969
Algal Species
Time of Abundance
Anabaena circinalis Rabenhorst
Anabaena flos-aquae (Lyngb.) Brebisson
Aphanizomenon flos-aquae (L.) Ralfs
Hapalosiphon hibernicus West & West (?)
July-October
June-December
June-December
uncommon
Source: Sze and Kingsbury, 1972.
-------
Noble and Forney (1971) reported that Onondaga Lake has "...a fairly
diverse fish fauna, typical of many warm water lakes in Central New York
State." Table 16 lists the fish species found in the lake in 1927, 1946,
1969 and 1972. The table shows that species composition has remained essen-
tially the same over the last fifty years.
Noble and Forney (1971) also reported that the growth of most game
and pan fish was good, and that although reproduction was "...very limited
in 1969,...those young taken were of good size and condition." They also
found that the distribution of fish appeared to be related to favorable con-
ditions in the lake. More fish were found in the northeast part of the lake
where water quality is better than anywhere else. Nevertheless, recreational
use of Onondaga Lake is very limited. The lake is open to boating, but closed
to fishing and swimming.
Effect of OnondagaJ-ake on the Seneca River,
the Oswego River and Lake Ontario
As mentioned earlier, Onondaga Lake flows into the Seneca River, which
converges with the Oneida River to form the Oswego River. The Oswego River
discharges into Lake Ontario. Therefore, water quality in Onondaga Lake
is of more than local importance. Data pertaining to the effect of Onondaga
Lake waters on the Seneca (Class B) and the Oswego (Classes B and C) rivers
and on Lake Ontario (Special Class A) are contained in Tables 17, 18, 19, and
20. (See Appendix A for an explanation of the water quality classifications).
Figure 5 pinpoints the sampling stations at which data were collected.
On the Seneca River, the nearest upstream sampling station from the
Onondaga Lake outlet is at Montezuma (Table 17); the nearest downstream station
is at Belgium (Table 18). These stations are some distance from the outlet,
47
-------
TABLE 16
FISH SPECIES FOUND IN ONONDAGA LAKE
1927, 1946. 1969 AND 1972
19 21-
Scientific name
Common name
Cyprinus carpio
Notemigonus crysoleucas
Pimephales notatus
Esox americanus vermiculatus
Fundulus diaphanus
Perca flavescens
Micropterus salmoides
Lepomis gibbosus
Catostomus commersoni
Moxostoma sp.
Carp
Golden shiner
Bluntnose minnow
Grass pickerel'
Killifish
Yellow perch
Largemouth bass
Common sunfish
Common sucker
White-nosed redfin sucker
1946^
Scientific name
Common name
Stizostedion v. vitreum
Ferca flavescens
Esox lucius
Lepibema chrysops
Lepomis gibbosus
Ictalurus 1. lacustris
Moxostoma aureolum
Moxostoma sp.
Cyprinus carpio
Notemigonus c. crysoleucas
Pomolobus pseudoharengus
Percina caprodes semifasciate
Fundulus diaphanus
Notropis atherinoides
Pike-perch (walleye)
Yellow perch
Northern pike
Silver bass
Common sunfish (mainly young)
Catfish
Redfin sucker
Redfin sucker
Carp
Golden shiner
Alewife
Logperch
Killifish
Buckeye shiner
48
-------
TABLE 16 (Cont'd)
FISH SPECIES FOUND IN ONONDAGA LAKE
1927. 1946, 1969 AND 1972
1969^
Scientific name
Cyprinus carpio
Notropis atherinoides
Catostomus commersoni
Moxostoma macrolepidotum
Moxostoma sp.
Ictalurus punctatus
Ictalurus nebulosus
Culaea inconstans
Roccus americanus
Micropterus dolomieui
Lepomis macrochirus
Lepomis gibbosus
Lepomis sp.
Perca f laves cens
Stizostedion v. vitreum
Aplodinotus grunniens
Common name
Carp
Emerald shiner
White sucker
Northern redhorse
Redhorse sucker
Channel catfish
Brown bullhead
Brook stickleback
White perch
Smallmouth bass
Bluegill
Pumpkinseed
Bluegill or Pumpkinseed
Yellow perch
Walleye
Fresh water drum
1972-^
Scientific name
Ictalurus natalis
Micropterus salmoides
Pomoxis annularis
Stizostedion v. vitreum
Mo rone chrysops
Catostomus commersoni
Esox lucius
Cyprinus carpio
Notemigonus crysoleucas
Roccus americanus
Common name
Yellow bullhead
Largemouth bass
White crappie
Walleye
White bass
White sucker
Northern pike
Carp
Golden shiner
White perch
_!/ Source: Greely, 1928.
2/ Called little pickerel in original text.
3/ Source: Stone and Pasko, 1946.
4/ Source: Noble and Forney, 1971.
5/ Source: U.S. EPA, 1973b.
49
-------
TABLE 17
I/
WATER QUALITY OF THE SENECA RIVER AT MONTEZUMA-'
WATER QUALITY PERCENTILE SUMMARY
OCTOBER 1, 1964 - SEPTEMBER 30. 1967
Parameters
Color
Turbidity
Water temperature
Water temperature-=-'
Dissolved oxygen
Dissolved oxygen
BOD (5-day)
COD (dichromate)
Conductivity
Chlorides (as Cl)
PH
Hardness (as CaC03)
2/
Mg hardness (as CaC03>
Ca hardness (as CaCC^).?-/
Garb. alk. (as CaC03>
Bicarb, alk. (as CaC03)
Total alk. (as CaC03)
Units
Platinum cobalt
Jackson cobalt
°C
°F
mg/1
Percent SAT.
mg/1
mg/1
u Mhos
mg/1
Units
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
Samples
10
25
26
26
26
26
26
25
26
26
26
26
25
25
4
4
4
50 Percentile
11.0
30.0
11.0
51.8
8.8
88.8
2.1
14.2
534.0
114.1
7.7
153.0
42.2
110 . 3
0.0
92.0
92.0
90 Percentile
80.0
60.0
24.5
76.1
14.0
123.4
2.9
33.6
723.5
140.4
8.2
190.0 .
51.3
145.4
Ul
o
-------
TABLE 17 (Cont'd)
I/
WATER QUALITY OF THE SENECA RIVER AT MONTEZUMA-
WATER QUALITY PERCENTILE SUMMARY
OCTOBER 1, 1964 - SEPTEMBER 30. 1967
Parameters
Calcium (as Ca)
Magnesium (as Mg)
Sodium (as Na)
Potassium (as K)
Iron (as Fe)
Manganese (as Mn)
Ammonia (as N)
Organic nitrogen (as N)
Nitrites (as N)
Nitrates (as N)
2/
Ammonia (as NH.J
Nitrites (as N02) .
Nitrates (as N03) '
Phosphates (as P)~ '
Phosphates (as PO^)
Sulfates (as S)-fL/
Sulfates (as 804)
MBAS (ABS & LAS)
Units
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
Samples
25
25
26
26
25
21
26
26
26
26
26
26
26
26
26
25
25
26
50 Percentile
44.1
10.3
91.0
2.0
0.14
0.01
0.637
0.33
0.011
0.28
0.772
0.035
1.24
0.05
0.16
17.4
52.0
0.01
90 Percentile
58.2
12.5
207.0
3.0
0.38
0.04
1.217
0.73
0.030
0.82
1.475
0.099
3.63
0.12
0.38
20.2
60.6
0.07
-------
TABLE 17 (Cont'd)
I/
WATER QUALITY OF THE SENECA RIVER AT MONTEZUMA^
WATER QUALITY PERCENTILE SUMMARY
OCTOBER 1, 1964 - SEPTEMBER 30. 1967
Parameters
Res. on evap. (total)
Res. on evap. (fixed)
Res. on evap. (volatile)'
Susp. solids (total)
Susp. solids (fixed)
Susp. solids (volatile)
9 /
Dissolved solids (total)
Dissolved solids (fixed).-' .
Dissolved solids (volatile)
Coliform (MEN)
Units
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
No. /100ml
Samples
26
24
24
26
4
4
26
4
4
26
50 Percentile
404.0
318.0
106.0
15.0
11.0
7.0
394.0
314.0
133.0
2400.0
90 Percentile
497.0
357.0
178.0
29.0
481.0
2400.0
i
on
ro
_!/ Location: At Rts. 5 and 20 bridge in Montezuma National Wildlife Refuge and just west of
Cayuga Co. line.
2/ Calculated values.
Source: NYSDEC, n.d. b.
-------
TABLE 18
I/
WATER QUALITY OF THE SENECA RIVER AT BELGIUM -
WATER QUALITY PERCENTILE SUMMARY
OCTOBER 1, 1964 - SEPTEMBER 30. 1967
Parameters
Color
Turbidity
Water temperature
Water temperatures.'
Dissolved oxygen
Dissolved oxygen?.'
BOD (5-day)
COD (dichromate)
Conductivity
Chlorides (as Cl)
pH
Hardness (as CaC03)
0 /
Mg hardness (as CaC03) '
Ca hardness (as CaCX^) '
Carb. alk. (as CaC03)
Bicarb, alk. (as CaCOs)
Total alk. (as CaC03
Units
Platinum cobalt
Jackson candle
°C
°F
mg/1
Percent SAT.
mg/1
mg/1
u Mhos
mg/1
Units
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
Samples
48
49
47
47
49
47
47
29
31-
31
50
30
27
30
27
27
27
50 Percentile
30.0
22.0
13.0
55.4
10.0
91.8
3.1
21.8
1330.0
336.0
7.8
413.0
60.7
343.5
0.0
119.0
120.0
90 Percentile
45.0
35.0
25.2
77.4
12.8
133.1
5.0
47.1
1800.0
450.2
8.4
543.0
70.5
471.5
5.0
138.0
138.0
en
CO
-------
TABLE 18 (Cont'd)
WATER QUALITY OF THE SENECA RIVER AT BELGIUM
WATER QUALITY PERCENTILE SUMMARY
OCTOBER 1, 1964 - SEPTEMBER 30. 1967
I/
Parameters
Calcium (as Ca).
Magnesium (as Mg)
Sodium (as Na)
Potassium (as K)
Iron (as Fe)
Manganese (as Mn)
Ammonia (as N)
Organic nitrogen (as N)
Nitrites (as N)
Nitrates (as N)
2/
Ammonia (as NI^) ' .
Nitrites (as NC^-r-',
Nitrates (as NO^)-'
Phosphates (as P)-'
Phosphates (as PO/^)
Sulfates (as S)l/
Sulfates (as 804)
MBAS (ABS & LAS)
Res. on evap. (total)
Res. on evap. (fixed) .
Res. on evap. (volatile)
Units
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
Elg/1
mg/1
mg/1
mg/1.
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1 "- :
mg/1
mg/1
Samples
30
27
30
30
30
28
30
29
27
28
30
27
28
30
30
27
27
29
29
27
26
50 Percentile
137.4
14.8
179.5
4.1
0.13
0.00
0.824
0.64
0.031
0.58
0.999
0.102
2.54
0.19
0.59
35.0
105.0
0.03
1000.0
703.0
253.0
90 Percentile
188.6
17.2
426.2
6.6
0.21
0.01
1.201
1.29
0.057
1.22
1.456
0.188
5.39
0.36
1.09
50.8
152.2
0.09
1379.0
979.0
413.0
-------
TABLE 18 (Cont'd)
I/
WATER QUALITY OF THE SENECA RIVER AT BELGIUM-
WATER QUALITY PERCENTILE SUMMARY
OCTOBER 1. 1964 - SEPTEMBER 30. 1967
Parameters
Susp. solids (total)
Susp. solids (fixed)
Susp. solids (volatile)'
2/
Dissolved solids (total).
Dissolved solids (fixed)-'
Dissolved solids (volatile)'
Coliform (MPN)
Units
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
No. /100ml
Samples
26
26
26
26
26
26
49
50 Percentile
23.0
14.0
10.0
1002.0
675.0
242.0
2400.0
90 Percentile
38.0
22.0
21.0
1303.0
964.0
408.0
24000.0
en
en
_!/ Location: At midstream on north side of Belgium Bridge which carries Route 31 over Seneca River
at Belgium. .
2/ Calculated values.
Source: NYSDEC, n.d. b.
-------
TABLE 19
I/
WATER QUALITY OF LAKE ONTARIO AT ROCHESTER-
WATER QUALITY ERCENTILE SUMMARY
OCTOBER 1, 1964 - SEPTEMBER 30, 1967
Parameters
Color
Turbidity
Water temperature
Water temperature-^' -
Dissolved oxygen
Dissolved oxygen=/
BOD (5-day)
COD (dichromate)
Conductivity
Chlorides (as Cl)
Fluorides (as F)
pH
Hardness (as CaCOg)
Mg hardness (as CaCO^)^'.
Ca hardness (as CaCO.,)
Carb. alk. (as CaC03>
Bicarb, alk. (as CaCO^)
Total alk. (as CaC03)
Units
Platinum cobalt
Jackson candle
°C
°F
mg/1
Percent SAT.
mg/1
mg/1
u Mhos
mg/1
mg/1
Units
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
Samples
4
6
4
4
1
1
5
23
24
26
1
14
24
24
24
16
16
16
50 Percentile
8,0
3.0
5.2
41.4
9.2
70.8
1.0
7.4
288.0
27.3
0.28
8.0
137.0
32.0
105.3
0.0
95.0
95.0
90 Percentile
10.0
1.5
14.2
319.4
31.0
8. .2
142.0
42.5
111.7
0.0
98.0
98.0
en
-------
TABLE 19 (Cont'd)
WATER QUALITY OF LAKE ONTARIO AT ROCHESTER^/
WATER QUALITY PERCENTILE SUMMARY
OCTOBER 1, 1964 - SPETEMBER 30. 1967
Parameters
Calcium (as Ca)
Magnesium (as Mg)
Sodium (as Na)
Potassium (as K)
Iron (as Fe)
Manganese (as Mn)
Ammonia (as N)
Organic nitrogen (as N)
Nitrites (as N)
Nitrates (as N)
2 /
Ammonia (as NHo)
Nitrites (as NO 2)-=-^
Nitrates (as N03) '
11
Phosphates (as P)
Phosphates (as PO^
Sulfates (as S)l/
Sulfates (as SO^)
MBAS (ABS & LAS)
Units
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
Samples
24
24
24
24
26
24
24
23
24
24
24
24
24
24
24
: 24 -
-.v 24'" ' '
24
50 Percentile
42.1
7.8
14.0
1.4
0.06
0.00
0.314
0.32
0.003
0.13
0.381
0.009
0.58
0.05
0.15
10.0
30.0
0.02
90 Percentile
44.7
10.4
23.7
2.0
0.16
0.01
0.671
0.59
0.005
0.27
0.813
0.016
1.18
0.11
0.35
15.1
45.2
0.06
Ol
-------
TABLE 19 (Cont'd)
WATER QUALITY OF LAKE ONTARIO AT ROCHESTER*/
WATER QUALITY PERCENTILE SUMMARY
OCTOBER 1, 1964 - SEPTEMBER 30. 1967
Parameters
Res. on evap. (total)
Res. on evap. (fixed)
Res. on evap. (volatile)
Susp. solids (total)
Susp. solids (fixed) ,
Susp. solids (volatile)
11
Dissolved solids (total) *-
f\ 1
Dissolved solids (fixed)'
Dissolved solids (voltatile)^.'
Coliform (MPN)
Coliform (MF)
Units
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
No. /100ml
No. /100ml
Sample
24
23
22
24
14
14
24
14
14
2
4
50 Percentile
225.0
124.0
108.0
7.0
4.0
3.0
215.0
106.0
110.0
2.2
80.0.
90 Percentile
285.0
209.0
134. .0
29.0
15.0
13.0
272.0
194.0
138.0
CJl
00
I/ Location: Monroe County Water Authority water intake 2438.4m (8,000 ft) out and 12.2m (40
below lake level, sample taken from raw water tap at Rochester City Filtration Plant.
2/ Calculated values.
Source: NYSDEC, n.d. b.
-------
TABLE 20
I/
WATER QUALITY OF LAKE ONTARIO AT OSWEGCF'
WATER QUALITY PERCENTILE SUMMARY
OCTOBER 1, 1964 - SEPTEMBER 30, 1967
Parameters
Color
Turbidity
Water temperature .
Water temperature-
Dissolved oxygen
Dissolved oxygen=/
BOD (5-dav)
COD (dichromate)
Conductivity
Chlorides
PH
Hardness (as CaCOg)
Mg hardness (as CaCO-j) '
Ca hardness (as CaCO-j)-2-'
Garb. alk. (as CaCO-j)
Bicarb, alk. (as CaCC^)
Total alk. (as CaC03)
Units
Platinum cobalt
Jackson candle
°C
°F
mg/1
Percent SAT.
mg/1
mg/1
u Mhos
mg/1
Units
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
Samples
32
32
32
32
32
32
30
27
28
29
32
28
27
29
3
3
3
50 Percentile
7.0
10.5
8.0
46.4
11.1
91.8
1.2
9.2
281.0
28.5
8.0
139.0
33.6
106.3
4.0
73.0,
77.0
90 Percentile
15.0
16.9
19.6
67.3
13.3
101.5
2.3
18.9
330.0
34.5
8.4
155.0
43.2
123.3
01
-------
TABLE 20 (Cont'd)
I/
WATER QUALITY OF LAKE ONTARIO AT OSWEGO^-'
WATER QUALITY PERCENTILE SUMMARY
OCTOBER 1. 1964 - SEPTEMBER 30. 1967
Parameters
Calcium (as Ca)
Magnesium (as Mg)
Sodium (as Na)
Potassium (as K)
Iron (as Fe)
Manganese (as Mn)
Ammonia (as N)
Organic nitrogen (as N)
Nitrites (as N)
Nitrates (as N)
2 /
Ammonia (as NI^) '
Nitrites (as N02) '
Nitrates (as N03)l/
2/
Phosphate (as P)
Phosphates (as PO^-\
Sulfates (as S)2J
Sulfates (as 804)
Res. on evap. (total)
Res. on evap. (fixed) .
Res. on evap. (volatile)
Units
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
Samples
29-
27
29
29
29
29
28
27
28
28
28
28
28
.29
29
29
29
28
27
26
50 Percentile
42.5
8.2
15.0
1.5
0.05
0.00
0.333
0.23
0.001
0.14
0.404
0.003
0.62
0.04
0.13
9.7
29.0
225.0
141.0
85.0
90 Percentile
49.3
10.5
33.4
2.1
0.11
0.01
0.694
0.52
0.008
0.25
0.841
0.027
1.10
0.08
0.25
13.4
40.2
275.0
222.0
152.0
en
o
-------
TABLE 20 (Cont'd)
I/
WATER QUALITY OF LAKE ONTARIO AT OSWEGO^-'
WATER QUALITY PERCENTILE SUMMARY
OCTOBER 1. 1964 - SEPTEMBER 30, 1967
Parameters
Susp. solids (total)
Susp . solids (fixed)
Susp. solids (volatile)'
21
Dissolved solids (total)-'
Dissolved solids (fixed)^.'
Dissolved solids (volatile)
Coliform (MPN)
Units
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
No. /100ml
Samples
26
1
1
26
1
1
32
50 Percentile
8.0
2.0
0.0
209.0
85.0
167.0
23.0
90 Percentile
22.0
273.0
93.0
I/ Location: Oswego City water intake 1981.2m (6,500 ft) into lake at 12.2m (40 ft) below lake
level, sample taken from intake pipe inside City water intake building on Sheldon Avenue off
Rt. 104.
2/ Calculated values.
Source: NYSDEC, n.d. b.
-------
SAMPLING STATION
MUNICIPALITY
Souro: NTSDEC.n d.b
SAMPLING LOCATIONS ON LAKE ONTARIO AND THE SENECA RIVER
Figure 5
62
-------
and a number of sewage discharges influence the data. Nevertheless, the
data indicate that the lake waters have the following' effects:
1. Mean dissolved oxygen in the northern portion of the lake for the
epilimnion and hypolimnion as indicated by 1968 data in the
Onondaga Lake Study is 5.8 mg/1 and 1.6 mg/1, respectively. Mean
dissolved oxygen in the Seneca River upstream of the lake outlet,
as indicated by NYSDEC data of Montezuma is 8.8 mg/1. Mean dis-
solved oxygen in the Seneca River downstream of the lake outlet
as indicated by NYSDEC data at Belgium is 10.0 mg/1. It would
appear that lake water has no deleterious effect on the Seneca
River as far as dissolved oxygen is concerned.
2. Mean coliform numbers in the northern portion of the lake for the
epilimnion and hypolimnion, as indicated by 1968 data in the
Onondaga Lake Study are 407 and 120 per 100 ml respectively. Mean
coliform numbers in the Seneca River at both Montezuma and Belgium
are 2,400 per 100 ml as indicated by NYSDEC data. It should be
noted that the 90% coliform value increases from 2,400 per 100 ml
at Montezuma to 24,000 per 100 ml at Belgium. Since both values
are far in excess of those observed in the lake it seems reasonable
to assume that the increase is not due to the influence of the lake.
It may be due to the discharge of the seven sewage treatment plants
on the Seneca River ranging in size from 0.07 to 3.5 MGD. These
treatment plants provide disinfection of the effluent. The probable
cause in the increase of extreme coliform numbers is discharges from
numerous camps and homes along the Seneca River. These discharges
are not subject to the same degree of control as are those from
sewage treatment plants.
3. The most appreciable difference in Seneca River water downstream
of the lake outlet is in terms of chlorides, calcium, sodium
and...[total dissolved solids]. As an example the mean chloride
level in the epilimnion and hypolimnion of the lake is 1,475 mg/1
and 1,887 mg/1. The mean chloride concentrations at Montezuma and
Belgium are 114 mg/1 and 336 mg/1, respectively. This increase is
primarily attributable to the effect of the lake water. (O'Brien &
Gere, 1973a).
T
The influence of the lake waters can be seen in the increases of calcium,
sodium and total dissolved solids in the Seneca River to 95, 90, and 600 mg/1,
respectively. Simpson (1973) reported that the Onondaga Lake discharge had no
adverse effects on macroinvertebrates in the Seneca River. However, it is
quite possible that this study did not measure the true impact of the lake on
the macroinvertebrates in the river. (See DISCUSSION OF PROBLEMS AND OBJEC-
TIONS RAISED BY ALL REVIEWERS).
63
-------
Increased calcium will lead to increased water hardness in the Seneca
River. However, the Seneca River is not used as a public water supply source
and its use for industrial purposes is limited. McKee and Wolf (1963) report
that "Calcium in water reduces the toxicity of many chemical compounds to
fish and other aquatic fauna."
The chloride concentration of 336 mg/1 at Belgium far exceeds the 250
mg/1 limit recommended for public drinking water supplies by the U.S. Public
Health Service (1962). Therefore, the Seneca River below the Onondaga Lake
outlet is unsuitable as a potable water supply.
The total dissolved solids (TDS) concentration increases by 600 mg/1
between Montezuma and Belgium. Most of this increase is attributable to
waters from Onondaga Lake. The U.S. Public Health Service (1962) recommends
a TDS limit of 500 mg/1 for a public water supply. Since the Seneca River
exceeds this limit, it cannot be used as a potable water supply source.
There are no plans to use either the Seneca River or the Oswego River
as a potable water supply source. Therefore, Onondaga Lake waters cannot
be said to have a deleterious effect on the best water usage of these rivers,
as defined by the New York State water quality standards (Appendix A). Still,
Onondaga Lake does affect the water quality of these waterways (see DISCUSSION
OF PROBLEMS AND OBJECTIONS RAISED BY ALL REVIEWERS).
Data obtained from samples taken at two sampling stations on Lake Ontario
are quite similar, indicating that Onondaga Lake has little impact on the water
quality in Lake Ontario. One of the sampling stations is located at Greece
near Rochester (Table 19) and the other at Oswego (Table 20) just west of the
point at which the Oswego River flows into the lake.
-------
GROUND WATER
Onondaga Lake is located in the eastern half of the Oswego River basin,
According to Kantrowitz (1970):
Ground water in much of the Eastern Oswego River basin is of poor
quality. Wells tapping either the limestone and middle shale units or
the unconsolidated deposits overlying these units are likely to yield very
hard water. Water from the middle shale unit may be so hard as to make
treatment uneconomical. Large parts of the basin are underlain by re-
latively shallow salty ground water. The salt water is derived in part
from layers of rock salt within the middle shale unit and in part from
upward movement of salt water from deeper parts of the bedrock.
The presence of highly salty ground water in Onondaga Creek valley
is evidence of both the occurrence of brine in the middle shale unit and
its movement along the zone of rock-salt solution. The bedrock underlying
parts of the valley has been eroded to below sea level to form a trough-
like depression. In places this trough has cut through the zone where
rock salt has been dissolved but nowhere has it penetrated the rock-salt
zone itself. Because the bedrock trough is partly filled with permeable
deposits of sand and gravel, it acts as a huge collector well. Ground
water from the bedrock moves into the sand and gravel and then moves
toward a discharge area near Onondaga Lake. The water formerly used for
salt manufacture at Onondaga Lake was pumped from these sand and gravel
aquifers. The water had a chloride content of about 100,000 ppm (Clark,
1924, p. 184) which is about five times as salty as the ocean. Doubtless,
some of the water that moved into the sand and gravel was fresh and some
was salty. In order to account for chlorides of about 100,000 ppm, the
salt water component from the bedrock must have been close to a saturated
brine containing about 155,000 ppm of chloride (Hem, 1959, p.111).
Figure 6 shows the area around Onondaga Lake where salty ground water
occurs. Table 21 presents the results of a field survey performed by the
applicant. The table shows that chloride concentrations increase near the
mouth of Onondaga Creek.
Data derived from samples taken at three ponds on the eastern shore
of Onondaga Lake (Figure 7) show the chloride levels in the ponds:
Pond Chloride Level
1 (Sampling point A) 1200 mg/1
1 (Sampling point B) 1200 mg/1
2 2480 mg/1
3 300 mg/1
65
-------
SALTY GROUND WATER
Source: O'Brien t G>r.. 1973o
AREAS OF SALTY GROUND WATER
Figure 6
66
-------
TABLE 21
r
INSTREAM CHLORIDE MEASUREMENTS AND LOADING DETERMINED
AT VARIOUS POINTS ON ONONDAGA CREEK
MAY 1973
Sampling Location
Dorwin Avenue
South Avenue
Midland Avenue
W. Onondaga St.
W. Genesee St.
Spencer St.
5/10/73 Sampling
Cl~
cone.
mg/1
80
82
-
-
-
156
Flow
cu m/day
326,000
386,000
-
-
-
450,415
mgd
86
102
-
-
-
119
Cl~ Loading
kg /day
26,000
31,700
-
-
-
70,300
Ibs/day
57,400
69,800
-
-
-
154,800
5/16/73 Sampling
ci-
conc.
mg/1
94
94
100
100
160
178
Flow
cu m/day
308,000
331,000
353,000
375,000
398,000
420,000
mgd
81.5
87.4
93.3
99.2
105.1
111.0
Cl~ Loading
kg/day
29,100
31,100
35,400
37,500
63,600
74,800
Ibs/day
64,000
68,600
78,000
82,600
140,000
164,800
5/18/73 Sampling
Cl~
conc.
mg/1
71.0
76.0
85.5
85.5
145.0
148.5
Flow
cu m/day
375,000
394,000
416,000
435,000
458,000
477,000
mgd
99
104
110
115
121
126
Cl~ Loading
kg/day
26,600
30,000
35,600
37,200
64,500
70,800
Ibs/day
58,700
66,000
78,500
82,000
142,000
156,000
Source: O'Brien & Gere, 1973a.
-------
Source OB,ion A G
-------
It appears that salty ground water may indeed be discharged near the south-
eastern end of Onondaga Lake. However, the significance of this discharge
to the chloride level of Onondaga Lake has not been determined. It is
possible that the salt water contributed by ground waters alone causes the
high chloride concentrations in Onondaga Lake. These concentrations :
exceed the maximum 250 mg/1 level that was established by the U.S. Public
Health Service (1962) to prevent salty tasting drinking waters. The question
of chlorides in Onondaga Lake is discussed in Appendix B. ;
WATER RESOURCES
O'Brien & Gere (1968) estimated that the present water demand in
Onondaga County is 350,000 cu m/day (92.5 mgd). This is expected to reach
647,000 cu m/day (171 mgd) by the year 2000. However, in the MSSTP service
area, water consumption is not expected to increase significantly.
Onondaga County's main water supply sources are Skaneateles Lake and
Otisco Lake, which have safe yields of 165,000 cu m/day (43.5 mgd) and
76,000 cu m/day (20.0 mgd), respectively. Water is being withdrawn from these
lakes at or near their maximum safe yields. (O'Brien & Gere, 1973a). Other,
smaller sources, primarily wells, are capable of supplying approximately.
15,000 cu m/day (4.0 mgd). Thus the total capacity from sources within the
county is approximately 255,000 cu m/day (67.5 mgd).
In 1967, Onondaga County completed construction of a water supply system
to obtain water from the Oswego intake on Lake Ontario. This system has a
capacity of 95,000 cu m/day (25 mgd). It may be expanded to 237,000 cu m/day
(62.5 mgd) by construction of additional pumping and treatment facilities.
It may be even further expanded by construction of additional intake, pumping,
treatment and transmission facilities.
69
-------
No public water supplies are derived from Onondaga Lake or from the
Seneca-Oneida-Oswego River system. Furthermore, there are no plans to use
these waterways as sources of public water supplies in the future.
Use of ground water in the area is expected to decline in the future.
In fact, it has been recommended that all public well supplies in the county,
with the exception of those at Baldwinsville and Tully, be abandoned
(O'Brien & Gere, 1968). The following reasons were offered:
1. These sources are or will be located in densely developed areas
where the pollution hazard is high; many wells already show evidence
of pollution;
2. Rated capacities are inadequate to meet future demands;
3. Present water quality does not compare favorably with that now or
potentially available from alternative sources. (O'Brien & Gere,1968).
AIR QUALITY
Available monitoring data reveal that in the vicinity of the MSSTP,
ambient air quality standards for suspended particulates were exceeded between
1969 and 1972 (Table 22). Air quality standards for total oxidants were ex-
ceeded between 1971 and 1972 (Table 22). Current levels of sulfur oxides,
carbon monoxide, and nitrogen dioxide are in compliance with the national
standards.
Since there are no emissions from the MSSTP primary treatment plant, the
air quality violations must be ascribed to other, primarily industrial,
sources in the area. Odors are the main air quality problem presented by
sewage treatment plants; there are no Federal, State or local standards for
the control of odors. However, the upgraded and expanded MSSTP is not expect-
ed to cause any odor problems.
70
-------
TABLE 22
AIR QUALITY MONITORING DATA FOR SYRACUSE. NEW YORK*/
1969 - 1972
Pollutant
Participates
(ug/m3)
Carbon
monoxide (ppm)
Sulfur
dioxide (ppm)
Nitrogen
dioxide (ppm)
Oxidants (ppm)
Year
1969
1970
1971
1972
1971
1972
1971
1972
1971
1971
1972
Max. Cone.
294
279
417
210
23.7
18.9
-
-
.130
.092
Arith. Mean
95
100
114
92
-
.022
.011
.02
-
Geom. Mean
101
83
-
-
-
-
Violation of Standard
Yes
Yes
Yes
Yes
No
No
No
No
No
Yes
Yes
I/Monitoring station at MSSTP, Hiawatha Boulevard.
Source: NYSDEC, 1973.
-------
MUNICIPAL WASTEWATER FACILITIES
There are now twenty-nine public and private sewage treatment plants
serving Onondaga County; those plants that serve specific industries and
schools are not included in this number (Camp, Dresser & McKee, 1968).
As shown in Figure 8, there are eight municipal treatment facilities within
the Onondaga Lake drainage basin. Basic descriptions of these facilities
are given in Table 23. The industrial wastewater discharges within the
drainage basin are discussed on pages 89 to 98.
The major point source discharges in the basin are those from the
Metropolitan Syracuse sewage treatment plant, the Allied Chemical Corporation,
and Crucible Incorporated.
Detailed Description Of The Existing Facilities Of
The Metropolitan Syracuse Sewage Treatment Plant
The MSSTP is the largest wastewater treatment facility in Onondaga County.
It has been providing primary treatment for domestic wastewaters since 1960.
Prior to 1960, the City of Syracuse operated its own sewage treatment facility.
This facility, which was built in 1925, was located on the southern shore of
Onondaga Lake, just west of the present MSSTP outfall. (Onondaga County, 1971).
In addition to sewage flows from its own service area, the MSSTP receives the
effluent from the Ley Creek sewage treatment plant (LCSTP), the county's
second largest municipal wastewater treatment facility. The service area of
the MSSTP is shown in Figures 8 and 9.
Collection System
As shown in Figure 9, sewage is conveyed to the MSSTP by two interceptors
and two force mains. Basic data on the principal sewers in the MSSTP service
area are given in Table 24. The interceptors serve the City of Syracuse,
transferring raw sewage from local collection systems to the treatment plant.
72
-------
N
TO LAKE ONTARIO
MUNICIPAL WASTEWATER
TREATMENT FACILITY
INDUSTRIAL WASTEWATER
TREATMENT FACILITY '
LIMITS OF ONONDACA LAKE
DRAINAGE BASIN
LIMITS OF MSSTP SERVICE AREA
COUNTY LIMITS
Sourct: Camp, Drcitar A MtKaff, I960.
Scale in miles
2 1 0
EXISTING WASTEWATER TREATMENT FACILITIES IN THE ONONDAGA LAKE DRAINAGE BASIN
Figure 8
73
-------
TABLE 23
BASIC DATA FOR EXISTING MUNICIPAL WASTEHATER TREATMENT
PLANTS IN THE ONONDAGA LAKE DRAINAGE BASIN
Map Identity
Code Number
(See Fig. 8)
1
2
3
4
5
6
Name and Location of Sewage
Treatment Plant
Metropolitan Syracuse,
Syracuse
Ley Creek, Salina
Greenfield Village,
Camillus
Nine Mile Sanitary
District, Camillus
Camillus Village
Marcellus, Village of
Marcellus
Year Built
1960
1935
1967
1967
1932
1959
Design Capacity
cu m/day
189,000
34,000
380
2,800
570
950
mgd
50.0
9.0
0.10
0.75
0.15
0.25
Receiving Waters
Onondaga Lake
Metropolitan
Syracuse Treat-
ment Plant
(since 1969)
Nine Mile Creek
Nine Mile Creek
Nine Mile Creek
Nine Mile Crsek
Type of Treatment
Primary: Bar screen, Grit chamber, Sedimen-
tation basins, Chemical flocculation, Pre-
and posechlorination, Anaerobic sludge
digestion, Lagoons.
Secondary: Bar screen, Grit chamber, Sedimen-
tation basins, Activated sludge, Pre- and
post-chlorination, Aerobic sludge digestion,
Sludge drying beds .
Secondary: Bar screen, Comminutor, Contact
stabilization, Post-chlorination, Aerobic
sludge digestion.
Secondary: Bar screen, Comminutor, Grit
chamber, Sedimentation basin, Contact stabili-
zation, Post-chlorination, Aerobic digestion.
Primary: Bar screens, Imhoff tanks, Sludge
drying beds.
Secondary.
-------
TABLE 23 (Cont'd)
BASIC DATA FOR EXISTING MUNICIPAL WASTEWATER TREATMENT
PLANTS IN THE ONONDAGA LAKE DRAINAGE BASIN
Map Identity
Code Number
(See Fig. 8)
7
8
Name and Location of Sewage
Treatment Plant
Warners, New York Thruway,
Westbound service area
Harris Hill-'
Year Built
-
1970-71
'Design Capacity
cu m/day med
-
420
-
0.11
Receiving Waters
-
Harbor Brook
Type of Treatment
Tertiary.
Secondary: Comminutor, Settling, Activated
sludge, Chlorination.
I/ O'Brien & Gere, 1973a.
Source: Camp, Dresser & McKee, 1968.
-------
o
o o o o <
MSSTP
LCSTP
LEGEND
EXISTING DISTRICT LIMITS
EXISTING PRINCIPAL SEWER
PLANNED PRINCIPAL SEWER
EXISTING TREATMENT PLANT
EXISTING PUMPING STATION
PLANNED PUMPING STATION
EXISTING OUTLET
EXISTING FORCE MAIN
PLANNED FORCE MAIN
METROPOLITAN SYRACUSE SEWAGE
TREATMENT PLANT
LEY CREEK SEWAGE TREATMENT PLANT
NOTE:
LOCAL SEWAGE COLLECTION SYSTEMS NOT SHOWN
METROPOLITAN SYRACUSE AND LEY CREEK SEWAGE TREATMENT PLANTS
SERVICE AREAS AND FACILITIES
Figure 9
76
-------
TABLE 24
SUMMARY OF EXISTING SEWERS IN MSSTP SERVICE AREA
INCLUDING LCSTP SERVICE AREA
Identity Code
Designation
(See Fig. 9)
A
A-l
A-2
A-3
6
,
C
Sewer Name
Main Intercepting Sewer
Midland Avenue
Harrison Street Trunk
Sewer
Burnet Avenue Trunk
Sewer
Harbor Brook Inter-
cepting Sewer
West Side Trunk Sewer
Sewer Location
City of Syracuse
Plum Street to Metropolitan
Syracuse Treatment Plant
City of Syracuse
West Kennedy Street to Main
Intercepting Sewer
City of Syracuse
Harrison Street to South
Clinton Street
City of Syracuse
James Street to Main
Intercepting Sewer
City of Syracuse
State Fair Boulevard to
Metropolitan Syracuse
Treatment Plant
Towns of Geddes and Camlllus
Route 690 to West Side
. Pumping' Station
Pipe Size!/
cm (in.)
23d!/
(90)
200
(80)
120 x 180
(48 x 72)
180
(72)
140l/
(54)
110
(42)
Nominal Capacity 1!
cu m/day (mgd)
469,000
(124)
530,000
(140)
265,000
(70)
681,000
(180)
87,00057
(23)
90,100
(23.8)
-------
TABLE 24 (Cont'd)
SUMMARY OF EXISTING SEWERS IN MSSTP SERVICE AREA
INCLUDING LCSTP SERVICE AREA
Identity Code
Designation
(See Fig. 9)
C-l
C-2
D
E
E-l
E-2
F
Sewer Name
Geddes Brook Trunk Sewer
Milton Avenue Trunk
Sewer
Lakeland Trunk Sewer
(Planned)
Ley Creek Trunk Sewer
Brooklawn Trunk Sewer
Extension Ley Creek
Trunk Sewer
Beartrap Trunk Sewer
Sewer Location
Town of Camillus
Onondaga Road to West Side
Trunk Sewer
Town of Camillus
Jones Street to West Side
Trunk Sewer
Town of Geddes
Tarolli Street to Lakeside
Pumping Station (Planned)
Towns of Salina and Dewitt
Route 11 to Ley Creek
Treatment Plant
Town of Dewitt
Molloy Road to Brooklawn
Pumping Station
Town of Dewitt
Deere Road to Ley Creek
Trunk Sewer
Town of Salina
New York State Thruway to
Ley Creek Trunk Sewer
Pipe Sizei/
cm (in.)
53
(21)
51
(20)
-
120
(48)
61
(24)
69
(27)
76
(30)
Nominal Capacity!/
cu m/day (mgd)
28.000
(7.3)
12,000
(3.3)
16,000
(4.3)
80,200
(21.2)
24,000
(6,4)
-
26,000
(7.0)
-------
TABLE 24 (Cont'd)
SUMMARY OF EXISTING SEWERS IN MSSTP SERVICE AREA
INCLUDING LCSTP SERVICE AREA
Identity Code
Designation
(See Fie. 9)
G
H
H-l
J
K
Sewer Name
Seventh North Street
Trunk Sewer
Electronics Park Trunk
Sewer
Hopkins Road Trunk
Sewer
Bloody Brook Trunk
Sewer
Iroquois Lane Trunk
Sewer
Sewer Location
City of Syracuse and Town of
Salina
Seventh North Street to Ley
Creek Pumping Station
Town of Salina
Bear trap Creek to Ley Creek
Pumping Station
Town of Salina
Electronics Parkway to
Electronics Park Trunk Sewer
Town of Salina
Old Liverpool Road to Liverpool
Pumping Station
Town of Salina
Hiawatha Trail to Hickory
Street Pumping Station
»
Pipe Size!/
cm (in.)
53
(21)
61
(24)
46
(18)
76
(30)
30
(12)
Nominal Capacity^/
cu m/day (mgd)
14,000
(3.6)
16,000
(4.3)
8,700s-/
(2.3)
45,000
(12)
3.4005./
(0.9)
^/Diameter of circular pipe, unless noted otherwise.
^/Nominal capacity, based on full flow with hyraullc grade line parallel to
average invert slope, for Manning coefficient n=0.013, unless noted otherwise.
3/230 cm (90 in.) and 230 cm (90 in.) equivalent sections.
4/140 cm (54 in.) equivalent diameter.
5/Manning coefficient n=0.015.
Source: Camp, Dresser & McKee, 1968.
-------
Most of these local systems are combined sewerage systems; they transmit
both sanitary sewage and stormwater flows. The more recently constructed
systems have separate facilities for stormwater and sanitary sewage. The
major interceptors serving the City of Syracuse are the Main Intercepting
Sewer and the Harbor Brook Intercepting Sewer.
The areas west of Syracuse are served by the West Side Trunk Sewer
and the West Side Force Main. The force main and its concomitant pumping
station will be enlarged as a separate project during expansion and upgrading
of the MSSTP. 3
The second force main tributary to the MSSTP transmits wastewaters
from the Ley Creek service area and sections of Liverpool. The Ley Creek
service area includes areas to the east and northeast of Syracuse; it is
discussed in subsequent sections.
The two intercepting sewers serving the City of Syracuse were built
between 1907 and 1926 (Camp, Dresser & McKee, 1968). Deterioration has
occurred over the years, particularly in the overflow devices. Recent
improvements to eliminate dry weather overflows have been made by the
Onondaga County Department of Public Works. These improvements have in-
creased the average daily flow rate received at the MSSTP from approximately
208,000 cu m/day (55 mgd) to 265,000 cu m/day (70 mgd).
Onondaga County is currently performing an infiltration/inflow analysis
on its entire sewerage system, including the local collection systems feeding
the main interceptors. The purpose of the study is to eliminate excessive
infiltration and/or inflow. Based on a contributing population of 261,000,
the present flows at the MSSTP indicate an individual contribution of approxi-
mately 1000 Ipcd (260 gpcd). This value is unusually high in light of the
national average individual contribution of 380 Ipcd (100 gpcd).
80
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Sources of wastewater, other than domestic discharges, include indus-
trial contributions, stormwater runoff, and infiltration. The EPA will make
i '
its financial grant for the MSSTP project contingent upon the abatement of
excessive inflow and/or infiltration to the collection systems. Excessive
infiltration/inflow is defined as "The quantities of infiltration/inflow
which can be economically eliminated from a sewer system by rehabilitation,
as determined by a cost-effectiveness analysis that (for the design life of
the treatment works) compares correcting the infiltration/inflow conditions
with increasing the treatment works capacity to provide the required waste
water treatment for the quantities of infiltration/inflow." (U.S. EPA, 1973c).
In March 1973, the EPA awarded construction grants to the Onondaga
County Department of Public Works for the following projects:
1. WPC-NY-658 - Kirkpatrick Street Pumping Station
2. C-36-763 - Harbor Brook Interceptor and Pumping Station.
' i
The Kirkpatrick Street Pumping Station project will include the con-
struction of a new pumping station to convey wastewaters from a portion of
the City of Syracuse to the Main Intercepting Sewer. The wastewater will
then flow by gravity to the MSSTP. The average, peak, and stormwater pumping
*
capacities of the station will be 9500 cu m/day (2.5 mgd), 19,000 cu m/day
(5.0 mgd), and 87,000 cu m/day (23.0 mgd), respectively. The new pumping
station will be constructed on the site of the existing Kirkpatrick Street
Pumping Station.
The Harbor Brook Interceptor, constructed in 1910, has settled and
deteriorated in its length between the MSSTP and the Interstate 690 - Hiawatha
Boulevard underpass. This limits the hydraulic capacity of the sewer and
81
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causes excessive daily overflows to Harbor Brook. A further reduction in
hydraulic capacity is evidenced by grit accumulation in the sewer pipe.
Under the proposed project, a new 140 cm (54 in.) diameter prestressed con-
crete cylinder pipe interceptor on a prestressed concrete mat supported by
73 m (240 ft) piles will be constructed. The slope of this section will
be increased over that of the original section. The steeper slope will
effect a higher velocity of flow in the sewer, thereby preventing the sedi-
mentation of grit in the sewer. A low lift pumping station will be con-
structed to transfer wastewater flows from the sewer line to the MSSTP.
The station will provide three 180 cm (72 in.) Archimedes screws, each with
a capacity of 57,000 cu m/day (15 mgd); one of the screws will provide standby
capacity. The station will also include a Parshall flume.
Treatment System
The MSSTP, located on the southeastern shore of Onondaga Lake, is
designed to treat an average daily flow of 189,000 cu m/day (50 mgd). It
provides primary treatment, including grit removal, screening, sedimentation
and chlorination. A plant pumping station, situated directly behind the
bar screens, provides a pumping capacity of 643,000 cu m/day (170 mgd) to
lift wastewaters to the sedimentation tanks. Flows in excess of this quantity
are bypassed directly to Onondaga Lake without further treatment.
Sludge is anaerobically digested and pumped to the Allied Chemical
Corporation for disposal. At present, Allied deposits the sludge in settling
lagoons which it formerly used for disposal of its own wastes. Sludge can
also be transferred to Allied by truck. If, for some reason, disposal a-t
Allied is impossible, the sludge can be dewatered by centrifuging and dis-
posed of at a sanitary landfill site run by the Onondaga County Solid Waste
Authority.
82
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The basic operating data for the MSSTP for 1972 are given in Table 25.
In 1972, the average flow was 254,000 cu m/day (67 mgd), or approximately 35
percent above design flow. Hydraulic overloading was also experienced in
1970 and 1971. Overloading has resulted in decreased treatment efficiencies.
In 1972, the suspended solids and BOD (5-day) removals were 51.3 and 26.0
percent, respectively. According to Metcalf & Eddy (1972): "Efficiently
designed and operated primary sedimentation tanks should remove from 50 to
65 percent of the suspended solids, and from 25 to 40 percent of the 6005."
In 1972, the suspended solids loading imposed on Onondaga Lake by the MSSTP
was 18,000 kg/day (39,000 lb/day),and the BOD (5-day) loading was 29,000
kg/day (60,000 Ib/day).
Effluent Disposal System
There are two outfalls available for disposal of the MSSTP effluent.
The outfall normally used is a 150 cm (60 in.) diameter pipe extending 520 m
(1700 ft) offshore into Onondaga Lake. Treated flows are usually discharged
through this deep outfall. The alternate outfall is also a 150 cm (60 in.)
diameter pipe. It terminates at the southeastern shore of Onondaga Lake
as a surface discharge. This outfall is used primarily for bypassing flows
in excess of the MSSTP peak capacity of 643,000 cu m/day (170 mgd).
Detailed Description Of The Existing Facilities
Of The Ley Creek Sewage Treatment Plant
The LCSTP provides partial secondary treatment for influent wastewaters.
However, the plant is severely overloaded, causing BOD and suspended solids
removals to fall far below those expected of a secondary treatment process.
The effluent from the LCSTP is transferred to the MSSTP for further treatment
and disposal.
83
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TABLE 25
SUMMARY OF OPERATING RESULTS
MSSTP AND LCSTP
1972
Month
Flow
(cu m/day)
(mgd)
BOD (5-day)
Influent
(mg/1)
Effluent
(mg/1)
Removal
(percent)
Suspended Solids
Influent
(ms/1)
Effluent
(ma/1)
Removal
(percent)
MSSTP
Jan.
Feb.
March
April
May
June
July
Aug.
Sept.
Oct. ^
Nov.
Dec.
1972 Avg
1971 Avg
1970 Avg
237,000
226,000
279,000
277,000
268,000
271,000
250,000
235,000
234,000
244,000 '
247,000
276,000
254,000
228,000
223,000
62.5
59.8
73.7
73.1
70.7
71.6
66.0
62.1
61.8
64.4
65.3
72.8
67.0
60.2
59.0
206
202
150
136
114
110
122
140
161
179
146
129
150
203
215
165
151
111
110
80
81
85
89
116
123
94
94
108
158
164
19.1
24.2
22.0
16.3
27.5
26.3
26.0
33.6
26.8
31.0
33.1
26.1
26.0
20.4
23.0
163
180
183
143
124
150
142
145
178
205
174
167
163
162
198
81
90
82
72
55
66
54
59
67
74
71
70
70
75
73
48.2
48.9
48.8
46.3
43.0
49.2
49.2
50.4
60.3
61.3
54.1
55.7
51.3
49.2
63.0
-------
TABLE 25 (Cont'd)
SUMMARY OF OPERATING RESULTS
MSSTP AND LCSTP
1972
Month
Flow
(cu m/day)
(ragd)
BOD (5-day)
Influent
(WD
Effluent
(rag/1)
Removal
(percent)
Suspended Solids
Influent
(ms/1)
LCSTP
Jan.
Feb.
March
April
May
June
July
Aug.
Sept.
Oct.
Nov.
Dec.
1972 Avg
1971 Avg
1970 Avg
36,000
34,000
39,000
59,000
54,500
52,600
53,000
47,700
45,400
50,300
63,200
68,900
50,300
60,200
61,700
9.5
9.1
10.3
15.6
14.4
13.9
14.0
12.6
12.0
13.3
16.7
13.2
13.3
15.9
16.3
652
555
233
389
233
261
271
382
556
572
363
363
407
590
578
315
329
173
179
99
68
197
197
310
286
220
221
216
298
369
48.4
39.0
35.9
48.1
36.3
40.8
23.1
45.0
41.3
45.8
35.3
37.8
39.7
44.9
36.0
303
399
256
253
197
215
179
242
377
401
304
329
288
404
411
Effluent
(mg/1)
Removal
(percent)
77
69
39
31
138
45
55
48
62
55
48
57
60.0
63.7
61.0
70.7
79.6
82.7
70.5
30.0
65.0
68.7
77.4
81.2
85.5
82.8
81.1
72.9
83.9
85.0
Source: O'Brien & Gere, 1973a.
-------
Collection System
The service area of the LCSTP is shown in Figure 9. The main inter-
ceptors tributary to this facility are the Ley Creek Trunk Sewer and the
Electronics Park Trunk Sewer. Pertinent data on these sewers are given in
Table 24.
The LCSTP's service area is characterized by a rather large number of
industrial wastewater discharges. The major industries, or those with waste-
water flows in excess of 1900 cu m/day (0.5 mgd), are listed in Table 26.
Of the 139 industries in the service area, only six can be considered major.
Treatment and Effluent Disposal Systems
The LCSTP was built in 1934 as a 34,000 cu m/day (9.0 mgd) secondary
wastewater treatment facility. As shown in Table 25, the plant is both
hydraulically and organically overloaded. The high organic load is primarily
the result of large industrial wastewater flows to the plant.
Raw sewage entering the LCSTP is treated by screening, grit removal,
sedimentation, and activated sludge biological treatment. The effluent
is not chlorinated because it is transferred to the MSSTP for further treat-
ment. Three effluent pumps, each rated at 108,000 cu m/day (28.5 mgd),
are provided; the force main connecting the two plants is 110 cm (42 in.)
in diameter.
Sludge digesters and drying beds are available, but usually the sludge
is pumped through a 15 cm (6 in.) diameter force main to the MSSTP. Approxi-
mately 340 cu m/day (90,000 gpd) of sludge are transferred to the MSSTP for
further treatment and disposal. Under normal circumstances, the sludge from
the MSSTP is transferred to the Allied Chemical Corporation for final disposal.
86
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TABLE 26
MAJOR INDUSTRIAL WASTEWATER DISCHARGES IN THE
ONONDAGA LAKE DRAINAGE BASINJ7
Map Identi-
fication
Code Number
(See Fig. 8)
9
10
11
12
_
Company
Allied Chemical Corp.-''
Discharge 001
Discharge 002
Discharge 003
11
Crucible Inc.-
>/
Grouse Hinds-
General Motors Corp.
Bristol Laboratories^
Carrier Corp.
No. of
Employees
1788
2000
2500
1550
1960
6000
Plant Effluent Flow
cu m/day
272,000
77,200
25,000
19,800
2,700
5,680
7,150
6,060
mgd
71.8
20.4
6.6
5.24
0.71
1.50
1.89
1.60
Receiving Waters
Onondaga Lake
Geddes Brook
Geddes Brook
Tributary of
Onondaga Lake
LCSTP
Ley Creek
LCSTP
Ley Creek
LCSTP
Ley Creek
LCSTP
Plant Contribution
to Receiving Waters
cu m/day
272,000
77,200
25,000
19,800
mgd
71.8
20.4
6.6
5.24
negligible
2,800
110
5,560
7,080
70
' 1,900
0.74
0.03 '
1.47
1.87
0.06
0.50
-------
TABLE 26 (Cont'd)
MAJOR INDUSTRIAL WASTEWATER DISCHARGES IN THE
ONONDAGA LAKE DRAINAGE BASIN±/
Map Identi-
fication
Code Number
(See Fig. 8)
-
-
Company
General Electric
Electronics Park '
Prestolite Division
Eltra Corp.
No. of
Employees
-
950
Plant Effluent Flow
cu m/day
6,660
2,460
mgd
1.76
0.65
Receiving Waters
LCSTP
Ley Creek
LCSTP
Ley Creek
Plant Contribution
to Receiving Waters
cu m/day
5,700
800
2,300
150
mgd
1.5
0.2
0.61
0.04
00
CO
I/ Major discharges are those with flows greater than 1900 cu m/day (0.5 mgd).
2J Source: U.S. EPA, 1971a.
_3/ Source: Roy F. Weston, 1969
-------
INDUSTRIAL WASTEWATER DISCHARGES
., The industrial development of Onondaga County began in the early
1800's with the establishment of a salt and brine trade. Development
continued with the establishment of industries for the manufacture of such
products as soda ash, steel, vehicular accessories, and pottery. Since the
turn of the century, other major manufacturing enterprises have been
established, including pharmaceutical, air conditioning, general appliance,
and electrical plants.
Most of the industries in Onondaga County can be classified as minor
water users. Thus most industrial wastewater discharges amount to less than
1900 cu m/day (0.5 mgd). The major discharges are listed in Table 26. The
greatest number of industrial discharges, both major and minor, are located
within the Ley Creek Sanitary District which is part of the MSSTP service
area. Industrial loadings to the LCSTP are expected to decrease slightly
in the future as a result of more stringent pretreatment requirements.
The Allied Chemical Corporation and Crucible Incorporated account for
the major industrial wastewater discharges in the Onondaga Lake drainage
basin. As shown in Table 26, each of these companies discharges more than
19,000 cu m/day (5.0 mgd).
Crucible Incorporated
Crucible is one of the country's largest producers of specialty steels.
Crucible's major product is stainless steel, which it manufactures from
recycled scrap metals.
The Crucible plant is located west of Syracuse on the southwestern
shore of Onondaga Lake. The site is approximately 26 ha (65 acres).. Plant
operations include melting, rolling, pickling, grinding, and finishing.
89
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For the most part, water is used for cooling purposes. Water consumption
at the plant ranges from about 19,000 to 26,000 cu m/day (5 to 7 mgd). As
reported in Crucible's Refuse Act Permit Program application, water consumption
amounts to 20,200 cu m/day (5.35 mgd). Of this amount, 19,800 cu m/day
(5.24 mgd) are used for cooling, 300 cu m/day (0.08 mgd) are used for boiler
feed, and 110 cu m/day (0.03 mgd) are used for sanitary facilities. (U.S. EPA,
1971a).
Crucible's wastewaters contain large quantities of oil and grease
(15 mg/1); total suspended solids (319 mg/1); and metals, including iron
(11.63 mg/1), copper (0.381 mg/1), and chromium (0.488 mg/1). Acidic and
alkaline wastes from Crucible's pickling processes are collected in tanks
and turned over to a private firm for separate treatment.
Crucible is now building facilities to treat its wastewater. The
treatment process will consist of chemical precipitation and sedimentation
with recirculation of clarified effluent through the plant. About 90 percent
of the effluent will be recirculated, thereby reducing the plant's water con-
sumption from the present rate of 20,200 cu m/day (5.35 mgd) to approximately
2300 cu m/day (0.6 mgd). The remaining 10 percent, containing the residue
from the initial treatment processes, will be further treated to remove metals
(lime precipitation). The effluent will then be discharged into Onondaga Lake
via a small waterway known as Tributary 5A. Interim EPA requirements will
establish limits for certain constituents in the Crucible discharge. The
limits will be as follows: total suspended solids - 18 kg/day (40 Ib/day),
oil and grease - 14 kg/day (30 Ib/day), total chromium - 0.6 kg/day
(1.3 Ib/day), total copper - 2.7 kg/day (6.0 Ib/day), and total iron -
2.3 kg/day (5.0 Ib/day). (U.S. EPA, 1973d). Crucible's treatment facilities
should be completed by December 1974.
90
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Allied Chemical Corporation
Allied's Syracuse plant is located in the Village of Solvay in Onondaga
County, New York. The main plant facilities occupy a site of approximately
1200 ha (3000 acres), southwest of Onondaga Lake. The manufacturing facil-
ities are supplied by a 1200 ha (3000 acre) limestone quarry at Jamesville,
N.Y., and a 1200 ha (3000 acre) brine operation at Tully, N.Y. Allied's
Syracuse plant is engaged in two distinct manufacturing areas; each area has
its particular products and byproducts. Allied also operates its own power
plant to supply its facilities. '
The first group of manufacturing processes produces soda ash (sodium car-
bonate1- Na2C03) and soda ash derivatives. The soda ash production processes
are responsible for the largest wastewater flow in the plant. The synthetic
ammonia-soda process, or Solvay Process, is used. Raw materials consumed
in this operation include brine, limestone, ammonia, hydrogen suTfide and fuel.
Ammonia is recovered for reuse by reacting ammonium chloride, an intermediate
product, with excess quantities of lime; the reaction also produces calcium
chloride (CaC^). The wastewaters resulting from this process contain high
concentrations of sodium chloride, calcium chloride and lime, as well as
natural impurities found in both the limestone and brine raw materials. For
each ton of soda ash produced, about one-half ton of salt and one ton of
calcium chloride have to be disposed of. These wastes are common to all soda
ash plants.
The second group of processes center around the electrolytic decomposi-
tion of salt brine (NaCl) to form chlorine and caustic soda (NaOH). Two
types of electrolytic cells are used in the process, the mercury cell and
the diaphragm cell. Trace amounts of mercury, lead and asbestos enter the
91
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wastewater streams from these operations. In the summer of 1970, the U.S.
Department of Justice took legal action to compel Allied to reduce or eli-
minate its mercury discharge. Allied reduced its mercury discharge from
10.0 kg/day (22 Ib/day) to 0.4 kg/day (1 Ib/day), as recommended in a
stipulation, dated September 14, 1970, between the U.S. Attorney and the
attorneys for Allied Chemical Corporation.
The power plant is the third area in which wastes are generated. Boiler
feed waters must be treated to remove hardness; during this water treatment
operation, sludges are formed. Residual hardness and some treatment chemicals
remain in the feed waters and are concentrated during use. The boilers must
be cleansed of these impurities. The resultant blowdown waters contain
suspended and dissolved solids.
The above description is a simplified representation of a very complex
manufacturing operation. The products themselves are the end result of a
variety of interrelated processes. Allied currently produces about twenty
different chemical products. The wastewaters generated by the manufacturing
processes are discussed below.
Allied disposes of its wastewaters at three separate discharge points.
Cooling waters from the power plant operation are discharged directly into
Onondaga Lake through Discharge Serial No. 001 (east flume). This discharge
is disinfected and contains approximately 0.3 mg/1 residual chlorine. In
addition to cooling water, this discharge contains stormwater runoff from
the Syracuse plant and sections of the Village of Solvay. Discharge Serial
No. 002 (west flume) contains wastewaters similar to those discharged via
the east flume plus sodium chloride, sodium chlorate, and traces of sodium
hypochlorite. These salts represent a small percentage of the total salt
92
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discharged by the plant. Discharge Serial No. 003 contains the overflow
from Allied's settling lagoons. Under the proposed water quality management
plan, this overflow will be pumped to the advanced waste treatment facilities
of the expanded MSSTP. The characteristics of the three discharges are given
in Table 27. The locations are shown in Figure 10.
At the Syracuse plant the first step in wastewater treatment is separa-
tion of the wastewater streams. Almost every processing area in the plant
is sumped, and unintentional spills and floor sweepings are quickly reclaimed.
Oil-bearing waters are settled and skimmed before being discharged. Waters
contaminated with mercury-bearing solids are filtered before being sent to
the settling lagoons.
With the exception of cooling waters, all wastewaters are collected and
pumped to one of the three settling lagoons currently being used by Allied.
Because certain of the materials in soda ash wastes act as coagulants, :the
suspended solids removal in the lagoons is good, approaching 99 percent.
Dissolved solids, however, remain in solution and are discharged to Geddes
Brook.
Allied pumps about 1,000,000 kg (1100 tons) of solids to the lagoons
daily. Continual solids deposition results in the filling of the lagoons,
thereby exhausting their sedimentation volume. Together the three existing
Allied lagoons have a life expectancy of about nine years; new lagoons will
be required sometime before 1982. Allied is currently investigating the
possibility of additional land purchases and rezoning requirements for the
construction of new settling lagoons.
As shown in Table 26, the overflow from the lagoons goes directly into
Geddes Brook. The brook is tributary to Nine Mile Creek, which flows
93
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TABLE 27
CHARACTERISTICS OF ALLIED CHEMICAL CORPORATION'S WASTEWATER DISCHARGE
Parameter
Flow
PH
BOD
(5-day)
Total
solids
Total
dissolved
solids
Total
suspended
solids
Total
phosphorus (as
, Units
cu m/day
(mgd)
S.U.
tng/1
kg/day
(Ib/day)
mg/1
kg/day
(Ib/day)
mg/1
kg/ day
(Ib/day)
mg/1
kg/day
(Ib/day)
P) mg/1
kg/day
(Ib/day)
Intake Values
-
7.7
10
3,185
3,178
7
0.80
Serial
Discharge
No. 001
272,000
(71.8)
8.01
7
1,900
(4,193)
3,230
878,000
(1,935,000)
3,208
873,000
(1,922,000)
22
5,940
(13,180)
0.66
179
(395)
Serial
Discharge
No. 002
77,200
(20.4)
8.01
6
463
(1,020)
4,786
370,000
(814,800)
4,753
367,000
(809,000)
33
2,550
(5,620)
0.61
47.1
(103.8)
Serial
Discharge
No. 003
25,000
(6.6)
11.5
5
130
(286)
110,247
2,760,000
(6,072,000)
110,180
2,750,000
(6,068,000)
67
1,680
(3,690)
Not Detected
-------
TABLE 27 (Cont'd)
CHARACTERISTICS OF ALLIED CHEMICAL CORPORATION'S WASTEWATER DISCHARGE
Parameter
Alkalinity
(as CaC03)
Ammonia
(as N)
Chloride
Calcium
(total)
Total
hardness
Sodium
(total)
Mercury
(total)
Units
mg/1
kg/day
(Ib/day)
mg/1
kg/day
(Ib/day)
mg/1
kg/day
(Ib/day)
mg/1
kg/day
(Ib/day)
mg/1
kg/day
(Ib/day)
mg/1
kg/day
(Ib/day)
mg/1
kg/ day
(Ib/day)
Intake Values
164
3.10
1,638
582
1,800
519
0.17
.. " '
Serial
Discharge
No. 001
190
51,700
(113,842)
5.45
1,480
(3,265)
1,800
490,000
(1,079,000)
593
161,000
(355,400)
1,200
326,000
(719,000)
665
181,000
(398,000) .
0.45
0:12'.'
(0.27)
Serial
Discharge
No. 002
186
14,400
(31,660)
0.23
17.8
(39.2)
2,687
207,000
(457,000)
667
51,300
(113,000)
1,743
135,000
(297,000)
1,359
105,000
(231,000)
1.44
0.111
(0.245)
Serial
Discharge
No. 003
744
18,600
(40,980)
6.70
168
(369)
53,700
1,340,000
(2,960,000)
20,000
499,000
(1,100,000)
44,600
. 1,170,000
(2,460,000)
11,000
276,000
(609,000)
0.46
0.011
(0.025)
-------
TABLE 27 (Cont'd)
CHARACTERISTICS OF ALLIED CHEMICAL CORPORATION'S WASTEWATER DISCHARGE
Parameter
Temperature
winter
summer
Discharge
Point
Units
°C
°C
_
Intake Values
6.6
17.6
Serial
Discharge
No . 001
18.9
29.1
Onondaga
Lake
Serial
Discharge
No. 002
20.6
32.5
Geddes
Brook
Serial
Discharge
No. 003
-6
19.5
Geddes
Brook
en
Source: U.S. EPA, 197la.
-------
ID
m
O
SOURCE: U.S. EPA. I973b.
LOCATION MAP
ALLIED CHEMICAL CORPORATION DISCHARGED POINTS
-------
into Onondaga Lake. When the lagoon overflow, which has a high calcium
content, mixes with the waters of Geddes Brook, a calcium carbonate (
precipitate is formed. The effect of this is that Geddes Brook is a milky
white color by the time it empties into Nine Mile Creek. Although some of
the CaC03 precipitates out of solution and settles as a solid in Geddes Brook
and Nine Mile Creek, the rapid rate of flow in both of these streams keeps
most of the CaCC^ in suspension until Nine Mile Creek reaches Onondaga Lake.
At the juncture of Nine Mile Creek and Onondaga Lake, a delta is formed
as the CaC03 settles out under the quiescent conditions prevailing in the
lake. (O'Brien & Gere, 1973a). This precipitation problem is discussed in
Appendix D.
98
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OBJECTIVES OF THE WATER QUALITY MANAGEMENT PLAN
The purpose of water quality management planning is "...to provide for
continuous, systematic and coordinated development of an efficient and
effective course of action to protect or enhance the quality of the waters
of a discrete area" (U.S. EPA, 1971b). In 1971, the New York State Department
of Environmental Conservation prepared an Interim Basin Plan (IBP-NY-07-07)
for the Onondaga Lake drainage basin. The proposed project, involving the
expansion and upgrading of the existing MSSTP to a 327,000 cu m/day (86.5 mgd)
advanced wastewater treatment facility, is in agreement with the 'State's basin
plan. The treatment facility is designed to remove 93 percent of the influent
BOD (5-day) and 85 percent of the influent suspended solids, and'to reduce
the phosphorus concentrations in the wastewater to 1.0 mg/1 or less.
The proposed project will not completely eliminate the pollution of
Onondaga Lake waters. A number of pollutants will continue to enter the lak'e
via point and non-point sources. Among these pollutants are nitrogen, phos-
phorus, total dissolved solids (especially chlorides and calcium), and patho-
genic organisms. Other areas of concern are the control of toxic or delete-
rious substances in the treatment plant, the levels of copper arid chromium
in the lake,' and the concentrations of mercury in the lake's bottom sediments
and in fish. Each of these water quality problems will be discussed in tiiirn.
NITROGEN .-'.
One of the forms of nitrogen (N) commonly found in lake waters is ammonia
(NH3). When the pH is above 8.0, ammonia concentrations of more than 2^0' mg?l
can be very toxic to aquatic life. Ammonia's toxicity may be further in-
creased by low dissolved oxygen levels.
99
-------
The 1972 monitoring survey of Onondaga Lake (O'Brien & Gere, 1972)
indicated that average ammonia concentrations in the lake ranged from
2.06 mg/1 in the epilimnion to 4.74 mg/1 in the hypolimnion. At the same
time, average pH values ranged from 7.69 in the epilimnion to 7.41 in the
hypolimnion. (See Tables 13 and 14).
New York State water quality standards for Class B and Class C waters,
both of which categories apply to Onondaga Lake, require that the ammonia
concentration not exceed 2.0 mg/1 at a pH of 8.0 or above (see Appendix A).
Average ammonia concentrations in Onondaga Lake exceed 2.0 mg/1; in certain
sections of the lake, the pH at times exceeds 8.0. According to Onondaga
County (1974), the Onondaga Lake monitoring program reports (O'Brien & Gere,
1970, 1971, and 1972) indicate that these conditions have occurred simulta-
neously, resulting in contravention of the water quality standards. Conditions
in the lake should be carefully monitored to determine whether or not contra-
vention continues after the improved MSSTP is put into operation. If the
monitoring program reveals continuing contravention, plans to control nitrogen
sources within the Onondaga Lake drainage basin should be implemented.
There is another problem associated with the ammonia levels in Onondaga
Lake. Ammonia can stimulate biological processes, thereby exerting a high
oxygen demand and depleting the supply of dissolved oxygen in the lake. In a
receiving waterway, ammonia can be converted to elemental nitrogen by the nitri-
fication/denitrification process. During nitrification, Nitrosomonas bacteria
oxidize ammonia to nitrite (N02~), then Nitrobacter bacteria oxidize the
nitrite to nitrate (N03~). This process requires 4.5 moles of oxygen for
every mole of ammonia oxidized. During dem'trification, the nitrate is reduc-
ed to nitrogen gas (^5. Nitrification is of particular importance in
100
-------
Onondaga Lake because of the presence of both types of nitrifying bacteria,
Nitrosomonas and Nitrobacter.
The type of oxygen demand exerted by the nitrification process is called
tV ' ' ' '
a nitrogenous oxygen demand (NOD). NOD is comparable to the carbonaceous
i ' ' '
oxygen demand exerted during the oxidation of organic material. Together, the
nitrogenous oxygen demand and the carbonaceous oxygen demand make up what is
called the ultimate biochemical oxygen demand (BODu-jt). Studies undertaken to
. > - -. \
determine the oxygen demand in Onondaga Lake showed that"...nitrifying bacte-
ria were present in sufficient concentrations within the lake to exert a sig-
nificant oxygen demand within the first 5-day period of the conventional BOD^
test " (Onondaga County, 1971). High NOD's could drastically reduce the al-
i '
ready depleted dissolved oxygen supply in Onondaga Lake.
In summary, the high concentrations of ammonia in Onondaga Lake present
two very important water quality problems: toxicity to aquatic life and re-
duction of dissolved oxygen levels. Therefore, the ammonia situation should
' :; :.\.'
be carefully studied to determine if plans should be developed for removing
- : .1'
nitrogen from wastewater discharges within the Onondaga Lake drainage basin.
PHOSPHORUS
,' *
The objective of every wastewater treatment project must be to remove
potential pollutants from incoming flows in order to protect and enhance the
quality of the receiving water. Widespread concern about the presence of
phosphorus in wastewater treatment plant discharges stems from the important
'," l ". "! '-
role that phosphorus plays in the eutrophication of freshwater systems, in-
cluding lakes. Although eutrophication is a natural process of lake ageing,
it normally occurs at a very slow rate. Artificial influences, such as the
101
-------
addition of large quantities of nutrients in domestic sewage discharges, can
accelerate the eutrophication process. Within a relatively short period of
time, a clear beautiful lake can be turned into a lake troubled by excessive
algal and plant growth, low dissolved oxygen levels in the hypolimnion, odors,
and fish kills.
The phosphorus levels in Onondaga Lake are listed in Table 28. These
values are far above the level required for algal growth. O'Brien & Gere
(1971) report:
Concentrations of total phosphorus and phosphate (orthophosphate)
in the epilimnion do not show changes which can be correlated with growths
of phytoplankton. In particular, there is no evidence for depletion of
phosphorus at any time during the lake study. Concentrations above
1 ugm/1 [0.001 mg/1] are considered sufficient to support growth of many
species (Lund, 1965; Fuhs et a!., 1972). Phosphate in Onondaga Lake
rarely falls below 0.5 mg/1 and total phosphorus generally remains above
1.0 mg/1. It appears that the level of phosphorus is more than suffi-
cient to support growth of phytoplankton throughout the year, although it
no doubt exercises a selective effect on the composition (Rodhe, 1948;
deNoyelles, 1971).
The two major sources of the phosphorus in Onondaga Lake are municipal
wastewater discharges and stormwater runoff from combined sewer overflows or
from agricultural areas. Other sources, such as the release of phosphorus
from the lake's bottom sediments, leaf fall, and the droppings of birds and
animals, are relatively minor. The control of phosphorus levels in Onondaga
Lake would, at the very least, require regulation of all the major sources in
the basin.
Municipal wastewaters commonly receive phosphorus from raw sewage (30-50
percent) and household laundry detergents (50-70 percent). The average total
phosphorus concentration in raw domestic sewage is about 10 rng/1 (Black &
Veatch, 1971; Metcalf & Eddy, 1972). In the metropolitan Syracuse area,
however, recently enacted legislation banning the use of high phosphate
102
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TABLE 28
PHOSPHORUS CONCENTRATIONS IN ONONDAGA LAKE
1968-1972
Sampling Period
19721/
197ll/
1970*/
1968-695/
Parameter
Total P
Ortho P04
Total P
Ortho PO^
Total P
Ortho PO^
Total P
Ortho PO^
Onondaga Lake Location
Station No. ll/
Eplllmnlon
(mg/1)
0.50
0.36
1.03
0.70
1.43
0.70
2.34
0.94
Hypollmnion
(mg/1)
1.12
0.94
1.95
1.20
1.77 ..
0.96
3.17 .
1.57
Average
(mg/1)
0.81
0.65
1.49
1.45
1.60
0.83
2.75
1.26
Station No. zi/
Eplllmnlon
(mg/1)
:
_
-
1.95
0.72
2.60
0.97
Hypollmnion
(mg/1)
-
_
-
2.06
1.05
2.80
1,49
Average
(mg/1)
' -
_
-
2.00
0.88
2.70
1.23
Average Value
- (me/1)
0.81
0.65
1.49
1.45
1.80
0.86
2.72
1.24
o
CO
I/Station No. 1 located at southern end of lake, Station No. 2 located at northern end of lake.
Sources: ^/O'Brien & Gere, 1972.
3/0'Brien & Gere, 1971.
4/0'Brlen & Gere, 1970. .
J5/Onondaga County, 1971."
-------
detergents has helped to reduce the phosphorus levels in wastewater. The
Common Council of the City of Syracuse passed a law limiting the phosphate
composition of detergents to 8.7 percent, effective July 1, 1971. Shortly
thereafter the New York State Legislature adopted Chapter 716 of the Laws of
1971, limiting phosphates in detergents to 8.7 percent after December 31, 1971
and to trace levels after May 30, 1972. The lower phosphorus levels in waste-
water are reflected in the lower phosphorus concentration of the MSSTP
effluent (see Table 29).
Onondaga Lake receives relatively large amounts of phosphorus via storm-
water runoff from both rural and urban areas. Rural, or agricultural, runoff
contains some of the fertilizer used in upland agricultural areas. Urban run-
off, or combined sewer overflow, contains a variety of contaminants, including
domestic sewage and street and surface runoff. According to O'Brien & Gere
(1973a), "It is probable that the phosphorus input to Onondaga Lake includes
between 15-30% from agriculture sources or sources other than sewage."
Neither agricultural runoff nor combined sewer overflows can be easily con-
trolled with conventional treatment methods.
Removing phosphorus from wastewater at the MSSTP will effect a signifi-
\
cant reduction in the phosphorus input to Onondaga Lake. However, this cannot
be considered a final solution to the problem because other major sources of
phosphorus will continue to feed the lake. These sources can provide enough
phosphorus to support algal activity indefinitely. The best reason for insti-
tuting phosphorus removal at the MSSTP is protection of Lake Ontario.
104
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TABLE 29
PHOSPHORUS CONCENTRATIONSIN THE EFFLUENT
OF THE EXISTING MSSTP
Sampling Period
September 18, 1973
8:00 AM to 12 noon
12 noon to 4:00 PM
4:00 PM to 8:00 PM
Effluent Phosphotus Concentration
Average of Values
Reported as Total-Pi/
(mg/1)
3.02
3.82
4.32
8:00 PM to 12 midnight 5.00
September 19, 1973
12 midnight to 4:00 AM 4.44
4:00 AM to 8:00 AM 4.16
8:00 AM to 9:00 [PM] 3.00
Average Value
January 1972
February 1972
March 1972
April 1972
May 1972
June 1972
July 1972
August 1972
September 1972
October 1972
November 1972
December 1972
Average Value 1972
3.97
Average of Values
Reported as Total
Inorganic-P2/
(mg/1)
2.98
2.77
1.63
2.32
2.36
1.85
1.98
2.29
3.40
3.49
2.49
1.81
2.45
Average of Values
'Reported as Dissolved-Pl/
CmR/1)
1.25
1.4'4
2.18
1.76
2.27
1.97
1.32
1.74
Average of Values
Reported as Ortho-
phosphate-2/
CmR/1)
1.57
1.48
1.13
2.81
1.34
1.27
1.34
1.37
2.07'
2.01
1.36
1.61
105
-------
TABLE 29 (Cont'd)
PHOSPHORUS CONCENTRATIONS IN THE EFFLUENT
OF THE EXISTING MSSTP
Sampling Period
January 1971
February 1971
March 1971
April 1971
May 1971
June 1971
July 1971
August 1971
September 1971
October 1971
November 1971
December 1971
Average Value 1971
January 1970
February 1970
March 1970
April 1970
May 1970
June 1970
July 1970
August 1970
September 1970
October 1970
November 1970
December 1970
Average Value 1970
Average Value 1968-6S
(as Total Phosphoru
Effluent Phosphorus Concentration
Average of Values
Reported as Total
Inorganic-P2/
(me/l)
2.57
3.12
3.12
6.04
3.00
2.74
3.90
4.32
4.97
4.24
2.80
3.40
13.00
6.90
5.02
4.15
7.60
6.65
3.40
5.10
3.48
4.83
4.38
-
5.86
I/ 11.4
is)
Average of Values
Reported as Ortho-
phosphate-2/
(mg/D
1.09
-
2.08
2.64
2.78
3.48
2.50
2.04
2.37
6.40
3.10
3.58
1.65
3.18
2.48
2.10
1.82
2.80
2.67
1.90
-
2.88
3.5
Sources: _1/U.S. EPA, 1973h.
2/0'Brien & Gere, 1973a.
3/Onondaga County, 1971.
106
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TOTAL DISSOLVED SOLIDS
Allied's Solvay process discharge is the main source of the total dis-
solved solids (TDS) in Onondaga Lake. Included under the TDS heading are
chlorides, calcium, and sodium. Concerning"the Solvay process, recently
published U.S. Environmental Protection Agency guidelines state:
This process generates extremely large quantities of pollutants,
most of which are currently discharged with little treatment. An al-
ternate process, mining trona, exists for producing soda ash. This
mining operation is relatively clean and produces soda ash at.arv equit-
able price. (Shipping costs are offset by large operating 'co's'ts!. for
the Solvay process plants.) Currently forty percent of the soda'ash
manufactured in the United States results, from mining trona, and pro-
duction figures indicate that this percentage will continue to increase.
There appears to be an ample supply of this ore sufficient to accommo-
date the soda ash market for years to come. . --
It was concluded that no technology is available and economically
achievable for the elimination of discharges from Solvay plants.,
Although the mining option exists, it was felt that Congress di'd'not
intend to eliminate large scale operations. The 1983, standard pror-.
posed herein requires implementation of the best available treatment
technology which is economically achievable for. Solvay plants. Newi,.,..
source Solvay plants are required to achieve zero discharge of process"
waste water pollutants, but this will have no impact on existing fac.il-.
ities. (U.S. EPA, 1973e). .,-..
It is neither economically nor technically feasible to remove' the pollutants
generated by the operations at existing Solvay manufacturing plants.
The EPA guidelines cited above require a reduction in the total suspended
solids (TSS) concentration discharged by existing Solvay plants. The EPA
guidelines contain effluent limitations aimed at effecting such a reduction:
The following limitations establish the quantity or quality of
pollutants or pollutant properties, controlled by this section, which
may be discharged by a point source subject to the provisions of this
107
-------
subpart after application of the best available technology economically
achievable:
Effluent
Characteristic Effluent Limitations
Maximum for Average of daily
any 1 day values for 30
consecutive
days shall not
exceed
Metric units (kilograms per 1,000 kg
of product)
TSS 0.34 0.17
pH Within the range 6.0 to 9.0
English units (pounds per l,000.1b of
product)
TSS 0.34 0.17
pH Within the range 6.0 to 9.0
(U.S. EPA, 1974).
These effluent limitations represent best available, economically achievable
technology. They will have to be achieved by July 1, 1977. Allied's settling
lagoon overflow meets the TSS requirements, but not the pH requirement.
The implementation of best practicable control technology will require
even more stringent effluent limitations. The EPA guidelines will limit the
maximum daily TSS loading to 0.2 kg/kkg (0.2 lb/1000 Ib) product and the maxi-
mum average of daily TSS values for any period of thirty consecutive days to
0.1 kg/kkg (0.1 lb/1000 Ib). The acceptable pH range will be 6.0 to 9.0.
(U.S. EPA, 1974).
PATHOGENIC ORGANISMS
Pathogenic organisms, or pathogens, are capable of producing disease.
i
Pathogenic organisms include certain bacteria, rickettsiae, fungi, and protozoa,
and all viruses (McKinney, 1962). Two major sources of pathogens are domestic
108
-------
sewage and combined sewer overflows. Untreated sewage or combined sewer
overflows can introduce great numbers of pathogens into a receiving water1,
creating health hazards.
Domestic Sewage
The pathogenic organisms present in raw domestic sewage can be destroyed
by disinfection at a sewage treatment plant. The usual method of disinfection
is chlorination, although recent developments indicate that other chemical"dis-
infectants, such as ozone, may be effective substitutes. According to New York
State's treatment plant design standards, "Disinfection usually is accomplished
with liquid chlorine, calcium or sodium hypochlorite or chlorine dioxide"'-'
(NYSDEC, 1970). At the MSSTP, liquid chlorine will be used for disinfection.
The chlorination facilities that will be provided at the MSSTP are discussed
in a later section of this report.
Chlorination is usually the final step in the wastewater treatment process.
Therefore, a chlorine residual is usually maintained in the effluent at dis-
charge. At the MSSTP, however, the secondary treatment system effluent will be
chlorinated before it enters the advanced waste treatment units. In the'ad-
vanced waste treatment units, it will be mixed with Allied's settling lagoon
overflow. There will be a chlorine residual in the MSSTP effluent because of
- V
the high chlorine demand of the settling lagoon overflow. Nevertheless, ade-
quate disinfection is expected.
According to O'Brien & Gere (1973a), an additional coliform reduction is
expected to result from the mixture of the secondary effluent with the settling
lagoon overflow, which has a high mineral content. This additional coliform
reduction should augment the disinfection provided by the chlorination system.
109
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Combined Sewer Overflows
During rainstorms, wastewater flows in excess of the collection system's
or the treatment plant's capacity bypass both of these components and directly
enter local receiving waters. O'Brien & Gere (1973a) estimate that "...wet
weather overflows occur on an average of 9 times per month, and that the total
duration of such overflows is approximately 24 hours per month." In combined
systems, these discharges carry contaminants that have been washed from roofs,
streets, sidewalks, and other impervious surfaces, along with some sanitary
sewage. These overflows seriously affect receiving water quality.
The City of Syracuse has ninety-seven overflow devices in its sewer
system (see Figure 11). Camp, Dresser & McKee (1968) described the pollution
caused by combined sewer overflows:
Pollution of water courses is frequently severe for extensive
periods during and after storms. In heavy prolonged storms
almost all the sanitary sewage is discharged directly to the
watercourses, rather than to the intercepting sewers. Disease-
producing organisms abound in such polluted waters, severely
limiting their suitability for recreational uses. Such organisms,
isolated and identified in samples of overflow wastewater consist-
ing of mixed sewage and storm water, include pathogenic bacteria
and viruses of types often found in raw sanitary sewage. In
addition, early portions of the overflow, particularly, contain
high concentrations of suspended solids and associated BOD
(Biochemical Oxygen Demand). The sludge and debris which have
settled or stranded in the combined sewer during flow at rela-
tively low rates in the preceding dry-weather period, are scoured
from the combined system laterals and trunk sewers, and are
rejected to the watercourse. Other nuisance-causing substances
common to overflows include grease, oil, floating solids and
debris. The formation of sludge banks in the vicinity of outlets
is a common result of such overflows. This condition is unde-
sirable and gives rise to odor nuisances.
Thus, the problem of pollution from combined sewer discharges is
of major significance to the general health and welfare of people
in metropolitan areas such as Syracuse.
Continued bacterial pollution from combined sewer overflows is the main
reason why Onondaga Lake is closed to swimming (O'Brien & Gere, 1973a).
110
-------
'L-
"U
ill
\ ,»,.,,, .X 1 fvA I £ ERIE BLVD. STORM DAMN
mauoi / »v L. iaTLVif '*'' ' '"" " ~ l"l-
(SEAI.EOI 1H' »4 I ' i ,»
10J.L, BYPASS ,v 'o| :*"
^V,,'^ M'*«!i^''
AREA SERVED BY '"^ ^ I5^: "T
\ "A»»OR BROOK «,,«. .W»L
\ INTERCEPHNG StWER t \ "*?£
\ "»«,. , i ">i
-r
1,
rlfr~ BTPAS5 CHA«\BtR
/'%
50» J5
AREA SERVED Br
MAIN INTERCEPTING SEWER
LEGEND
LIMITS OF AREA SERVED BY THE SYRACUSE
INTERCEPTING SEViER SYSTEMS
INTERCEPTING SEWER
TRUNK COMBINED UWER
STORW DRAIN
OUTLET FROM INTERCEPTING CHAMBER
OUTU1 mONV BYPASS CHAMBER OF INTERCEPTING
SEWER, OVERFLOW RELIEF CHAMBER Of COMBINED \
SEWER, SIPHON CHAMBER, OR ERIE BOULEVARD STORM DRAIN )
' OVERFLOW RELIEF CHAMBER OF TRUNK COMBINED SEWER
1 ~\>
0 10DO
OUTLETS Of COMBINED SEWER SYSTEM
Figure 11
111
\-
-------
The local combined sewer system in Syracuse reportedly can handle a
stormwater runoff rate of about 1.3 cm/hr (0.50 in./hr). A storm producing
a runoff rate of this magnitude is expected to occur once in twenty-five
years. The interceptors that receive wastewater from the local collection
systems are capable of handling a stormwater runoff rate of only 0.05
to 0.1 cm/hr (0.02 to 0.04 in./hr); excess flows must, therefore, be conveyed
out of the main intercepting sewers and into local receiving waters. The
stormwater flow rate into the combined system is approximately 11,000,000
cu m/day (3000 mgd) for the twenty-five year frequency storm; the capacity
of the intercepting sewers receiving this flow is about 568,000 cu m/day
(150 mgd).
Three alternative methods of combined sewer overflow abatement were con-
sidered feasible for Syracuse:
1. Interdiction and treatment at the southern end of Onondaga Lake,
2. Complete sewer separation, and
3. Interdiction, transfer, and treatment near the Seneca River.
(Camp, Dresser & McKee, 1968).
A comparison of these methods is presented in Table 30.
The first alternative was recommended for adoption in 1968. It would
involve the construction of rather large overflow conduits along Onondaga
Creek and Harbor Brook; the conduits would receive and transmit overflows
to a centralized treatment facility. Treatment would include screening, grit
removal, sedimentation, and chlorination. Under this alternative, a sedimen-
tation lagoon would be constructed in the southern end of Onondaga Lake.
Treated effluent would be discharged directly into Onondaga Lake.
Implementing any one of these alternatives would be very expensive.
Therefore, further study of the combined sewer overflow problem is underway.
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TABLE 30
COMPARISON OF ALTERNATIVE STORMWATER TREATMENT METHODS
Stormwater Treatment Alternative
Interdiction and treatment at
south end of Onondaga Lake
Complete separation
Interdiction, transfer, and
treatment near Seneca River
Estimated
Construction
Costi/
$225,000,000
450,000,000
460,000,000
Estimated Average
Annual Cost?.'
$10,800,000
18,800,000
21,100,000
Effect on Water
Quality of Lake
and Streams!/
A
B
A
Degree of
Surface
Disruption^/
Minor
Major
Minor
CO
I/O'Brien & Gere, 1973a.
^/Including amortization, operation, and maintenance; 1968 dollars.
3_/A: Major effect - Pollution from overflows (sewage and stormwater) and surface runoff discharges
would be eliminated.
B: Minor effect - Pollution from overflows would be eliminated, but surface runoff discharges
would continue.
4/During construction period only.
Source: Camp, Dresser & McKee, 1968.
-------
Onondaga County is participating in an EPA sponsored research program (EPA
Project No. 11020 HFR) on combined sewer overflows:
The objective of this project is to demonstrate the prevention of
pollution of Lake.Onondaga caused by enteric organisms in combined
sewage discharge. The treatment proposed is fine screening and
oxidation/disinfection at selected stationary, sequential, micro-
strainer and high speed rotary. There will also be a solids/liquid
separation utilizing the swirl separator. Disinfection will be
evaluated utilizing gaseous chlorine and chlorine dioxide generated
on site, by a new and improved technique. Dosage, points of appli-
cation, aftergrowth, and other factors in kill efficiency, will be
carried out. A special virus disinfectant study will also be in-
cluded in the project. (Field, written communication, 1973).
A supplemental project (EPA Project No. 802400) is also underway:
This work will be a supplement to the ongoing Onondaga County,
New York grant 11020 HFR. It will test/evaluate the feasibility of
nutrient removal with additional process units at a full-scale
combined sewer overflow treatment demonstration site in Syracuse,
New York.
Alum will be fed at the proposed filter inlet and the alum
floe will be allowed to penetrate into the anthracite media which
will affect phosphate removal. Furthermore, the ammonia nitrogen
will be reduced by the zeolite media at the bottom layer of the
filter bed.
The system is expected to have 80% of nutrient removal efficiencies
Regeneration of alum sludge and exhausted zeolite as well as
Badger solids monitor will also be evaluated. (Field, written commu-
nication, 1973).
These studies are scheduled for completion in October 1975. At that time,
a more definitive solution to the problem of combined sewer overflows can
be formulated.
TOXIC OR DELETERIOUS SUBSTANCES
There are basically two ways to prevent the introduction of toxic or
deleterious substances to the environment: 1) by controlling the entrance of
these substances into municipal sewerage systems3 and 2) by controlling the
discharge from municipal wastewater treatment plants. Both of these control
methods have application to the proposed project.
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Implementation of the first method will require strict adherence to
local and Federal pretreatment guidelines, specifically those issued by the
Onondaga County Department of Public Works (Onondaga County, 1972) and those
issued by the U.S. Environmental Protection Agency (U.S. EPA, 1973f). Both
sets of guidelines require municipal sewerage system clients to remove toxic
or deleterious substances from their wastewaters before discharging those
wastewaters into the municipal sewerage system.
The basis for the second control method will be the National Pollutant
Discharge Elimination System (U.S. EPA, 1973g). Under this system, a permit
to discharge wastewater into a navigable waterway of the United States will
have to be obtained for every point source discharge. This requirement
applies to all types of discharges, including municipal, commercial, and in-
dustrial effluents.
COPPER AND CHROMIUM
The copper and chromium concentrations in the lake may be inhibitory to
aquatic life (see p.38). Although it has not been conclusively shown that
either of these elements inhibit aquatic life in Onondaga Lake, it may be pru-
dent to control their discharge into the lake.
MERCURY
The present mercury levels in Onondaga Lake are very perplexing. The
amount of mercury being discharged into the basin's waterways has been greatly
reduced in recent years. However, large quantities of mercury persist in the
bottom sediments of Onondaga Lake. The mercury remaining in the lake is a
continuing source of contamination. Contamination is apparent from the accu-
mulation of mercury and mercury compounds in fish flesh.
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In 1970, New York State officials prohibited fishing in Onondaga Lake
because of the high concentrations of mercury found in the lake's fish popu-
lation. This ban on fishing is still in effect.
The mercury levels prevailing in the Onondaga Lake ecosystem prompted
the New York State Department of Environmental Conservation to request that
the whole of Onondaga Lake be exempted from proposed Federal water quality
standards. Specifically, the State requested:
...EPA Region II approval for the exemption of the waters of Onondaga
Lake, in Onondaga County, New York...from the designated equivalent
federal use classifications described in Federal Class B (and to
the extent applicable, Federal Class A): "recreational use in or
on the water (fishing, wading, boating, etc.) and the preservation
and propagation of desirable (indigenous) species of aquatic biota".
The State further requested:
...exemption of said Onondaga Lake waters from federal water quality
criteria promulgated on behalf of these federal use classifications
since application and compliance with these standards would not per-
mit intended usages. (Diamond, written communication, 1973).
The U.S. EPA, Region II reviewed the situation and determined that an
exemption from water quality standards was unnecessary:
Onondaga Lake is classified by New York State as Class B, in
part, and Class C, in part. These Federally-approved New York State
use classifications are consistent with EPA's policy that all waters
should provide for recreation in or on the water and for the preser-
vation and propagation of desirable (indigenous) aquatic biota. I
recognize that the State has banned fishing in Onondaga Lake because
of mercury contamination. In my judgement, this ban does not require
an exemption from water quality standards. (Hansler, written communi-
cation, 1973).
WATER QUALITY STANDARDS
Pursuant to the Federal Water Pollution Control Act Amendments of 1972,
the New York State water quality standards were revised to more accurately
reflect the goals and policies in effect prior to the 1972 amendments. Under
these goals and policies, state waters should provide for recreation in or on
116
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the water and preservation and propagation of desirable (indigenous) aquatic
biota. Now that revised water quality standards have been adopted by the State
of New York, all point source discharges will have to comply with the standards,
The revised standards for waters classified B, C or Special Class A are given
in Appendix A.
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ALTERNATIVES TO THE PROPOSED ACTION
There are several alternatives to the proposed MSSTP project, including
the option of taking no action whatsoever. The "no action" alternative
will be evaluated first, then each of the viable "action" alternatives
will be discussed.
THE "NO ACTION" ALTERNATIVE
The primary objective of the proposed MSSTP project is to provide the
Syracuse metropolitan area with adequate sewage treatment and, thereby,
to improve water quality in Onondaga Lake. The "no action" alternative
is not a viable one because it would allow the already severe degradation
of Onondaga Lake to proceed unchecked.
The southern end of Onondaga Lake and the section of the lake near
Nine Mile Creek have been designated Class C by the State of New York.
The rest of the lake has been designated Class B. (See Figure 10). In
its present state, the lake is unsuitable for the best uses described
for Class B and Class C waters. Furthermore, the lake does not now meet
certain of the applicable water quality standards, such as those for
dissolved oxygen and settleable solids. It is incumbent upon Federal, State
and local officials to correct this situation.
"ACTION" ALTERNATIVES
The water quality management plan for the Onondaga Lake drainage basin
can be broken down into the following components:
1. Collection system
2. Treatment system
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3. Effluent disposal system
4. Sludge disposal system.
Each of these systems and the alternatives available within each system
are discussed below.
Collection System
The collection facilities of a sewerage system convey wastewaters
from their source to the sewage treatment plant. Local collection sewers
are those that initially receive the wastewater. These sewers empty into
larger interceptor sewers which transport the sewage to the treatment plant.
Each collection system is tailored to its service area. Therefore, the size
14 . <
of the collection system is based on many factors: for example, land use,
j
population density, and sewage treatment requirements.
In 1968 a comprehensive sewerage study (Camp, Dresser & McKee, 1968)
was performed to assess the sewerage needs of Onondaga County. The study
delineated five major service areas in the county, each of which would be
served by a separate treatment facility. The service area for the proposed
project is basically the same as that outlined in the 1968 sewerage plan.
Generally, the service area of the MSSTP encompasses the most highly
developed portions of Onondaga County. The area is nearing its saturation
point in terms of residential and industrial development and, consequently,
is not expected to undergo any substantial development in the future. Con-
versely, the areas to the north, east and west of the MSSTP service area are
expected to continue developing well into the future. To the immediate south
of the service area is the Onondaga Indian Reservation, which should essen-
tially maintain its present character.
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Areas beyond the MSSTP service area will be better served by separate
sewerage facilities. There are several reasons for this:
1. It is more economical to provide separate treatment facilities
than to construct the facilities required to transport sewage
to the Metropolitan Syracuse plant.
2. The existing collection system, and the proposed improvements
do not have capacity to handle these additional flows.
3. Treatment capacity for these additional flows could not be provided
at the site of the Metropolitan Syracuse plant, which is extremely
limited in size.
4. The water courses which receive effluents from the plants surround-
ing the Metropolitan Syracuse plant service area do have assimila-
tive capacity to handle flows from these areas. It is probable
that Onondaga Lake does not. (O'Brien & Gere, 1973a).
Sewerage facilities for the other service areas in the county will be con-
structed sometime in the future.
Secondary Treatment System
The Federal Water Pollution Control Act Amendments (FWPCAA) of 1972
require that effluent limitations based upon secondary treatment be achieved
"(B) for publicly owned treatment works in existence on July 1, 1977, or
approved pursuant to section 203 of this Act prior to June 30, 1974 (for which
construction must be completed within four years of approval) " (FWPCAA,
1972). Therefore to be eligible for construction monies from the U.S.
Environmental Protection Agency, the upgraded MSSTP must provide at least
secondary treatment. Information on secondary treatment requirements was
published in the Federal Register, August 17, 1973, under 40 CFR Part 133.
In summary, the regulations require either minimum BOD (5-day) and suspended
solids removals of 85 percent each or BOD (5-day) and suspended solids con-
centrations in the treatment plant effluent of no more than 30 mg/1 each,
whichever is more stringent. Exceptions to these rules will be allowed in
120
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special cases: for example, in cases where high combined sewer flows or
strong industrial wastes make the required removals unattainable.
Several methods are currently available for effecting the removal of BOD
and suspended solids from wastewater. Generally, the removal process is
physical, chemical or biological in nature. Combining the processes to in-
crease treatment efficiency is also possible. The physical, chemical, and
biological methods of BOD and suspended solids removal are discussed in'most
textbooks on wastewater engineering (Metcalf & Eddy, 1972; Fair, Geyer, and
Qkun, 1966; Fair, Geyer, and Okun, 1968). The choice of which treatment
system to use in a particular situation depends upon many factors, among
them engineering, economic and environmental considerations. ' ''
In the metropolitan Syracuse situation, the factors most strongly in-
fluencing the choice of a treatment process were land availability, soil
support capabilities, and process operation reliability. Trickling filters'
were eliminated from consideration because of their high construction costs,'
resulting primarily from the additional land required and the extensive
support foundation required. The soil at the MSSTP site consists of approxi-
mately 76 m (250 ft) of compressible clay. Long piles will have to be driven
through this clay layer to provide adequate support for the treatment plant.
The number of piles required to support a trickling filter system would be
far greater than the number required to support the units for the selected
treatment process. Lagoons and wastewater stabilization ponds were also
eliminated from consideration because of the unstable subsurface conditions
and the lack of sufficient land.
With respect to physical-chemical treatment, Onondaga County performed
pilot plant studies using upflow clarifiers and carbon columns. The studies
indicated that a constant flow rate into the clarifiers must be maintained "'
121
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to prevent upsets and consequent high solids loadings on the carbon columns.
The design engineers for the county found this alternative unacceptable for
use as a full-scale system because of its susceptibility to upset.
The secondary treatment system selected for use in the expanded and
upgraded MSSTP is the contact stabilization modification of the activated
sludge process. Pilot plant studies conducted in 1966 and 1967 demonstrated
the suitability of this process for use in the metropolitan Syracuse situa-
tion. The secondary treatment system is expected to remove between 85 and
90 percent of both the BOD and the suspended solids (O'Brien & Gere, 1969).
The upgraded MSSTP will, therefore, be capable of meeting the above-mentioned
secondary treatment requirements.
After secondary treatment, the MSSTP effluent will be conveyed to the
advanced waste treatment (AWT) units where it will be combined with Allied's
settling lagoon overflow. The unusually high dissolved solids loading exerted
by the settling lagoon overflow and the resultant chemical precipitation
reactions expected in the AWT units will serve to raise the suspended solids
level in the effluent. Consequently, the amount of suspended solids ultimately
discharged by the MSSTP will actually be higher than the amount contained in
the effluent after secondary treatment. This increase in suspended solids
from secondary to AWT stage would not be expected if Allied's settling lagoon
overflow was not used in the AWT system. A detailed description of the pro-
posed treatment system is presented in a later section of this report.
Advanced Waste Treatment System
The main objective of providing advanced waste treatment at the MSSTP
is reduction of total phosphorus in the plant effluent to 1.0 mg/1 (as P)
or less. The purpose of phosphorus removal is the maintenance and enhance-
ment of water quality in Lake Ontario.
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One of the most practical methods of phosphorus removal used in recent
years is the chemical precipitation of phosphorus-bearing compounds. After
the phosphorus has been precipitated, it can be removed by sedimentation.
Several compounds, including certain calcium (Ca2"1"), aluminum (A13+), and .
iron (Fe3+) compounds, will react with phosphorus to form a settleable pre-
cipitate. The facilities required for the chemical precipitation reactions
include a chemical mixing chamber and some form of sedimentation tank.
Phosphorus is found in wastewater in three principal forms: ortho-
phosphate ions, polyphosphates or condensed phosphates, and organic phos-
phorus compounds (Black & Veatch, 1971). After biological (secondary) treat-
ment, the predominant form is the orthophosphate. This form is the most
easily precipitated because it readily combines with the multivalent,ions
Ca2+, A13+, and Fe3+.
Both the aluminum and iron ions will combine directly with the phosphate
ion to form the precipitate, as follows:
A13+ +
Fe3+ +
The most commonly used form of aluminum is alum; the most commonly used forms
of iron are ferric chloride and ferric sulfate. Sometimes polymers are added
to these mixtures to enhance flocculation and encourage settling.
The use of lime as a precipitant is a complex proposition because of
interfering reactions. According to Metcalf & Eddy (1972):
The chemistry of the removal of phosphate with lime is
quite different from that of alum or iron. [Note that]...
when lime is added to water it reacts with the natural
bicarbonate alkalinity to precipitate CaCC^. Excess cal-
cium ions will then react with the phosphorus...to pre-
cipitate hydroxylapatite Ca-]0(P04)6 (OH^. Therefore,
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the quantity of lime required will, in general, be
independent of the amount of phosphorus present and
will depend primarily on the alkalinity of the waste-
water.
This is, of course, a very simplified account of the actual chemical re-
actions that occur. Interfering chemical reactions that can severely hamper
phosphorus removal are a possibility regardless of the precipitant used.
As part of the proposed project, the MSSTP's existing primary settling
tanks will be converted for use as AWT flocculation/sedimentation tanks.
Several sources of the required calcium, aluminum or iron ions were consider-
ed: 1) lime from commercial sources in addition to Allied's settling lagoon
overflow (high Ca2+); 2) lime from commercial sources; 3) alum from commercial
sources, with polymer addition; 4) ferric chloride from commercial sources,
with polymer addition. The costs associated with these alternatives are out-
lined in Table 31. Using Allied's settling lagoon overflow for this purpose
is economically preferable because of the low operating costs of this alter-
native. Furthermore, this alternative allows disposal of the MSSTP's domes-
tic sludge in Allied's settling lagoons.
Effluent Disposal System
The treated effluent from the MSSTP must be disposed of in an environ-
mentally acceptable manner. The alternatives considered were 1) discharge
to Onondaga Lake, 2) discharge to the Onondaga Lake outlet, 3) discharge to
the Seneca River, 4) discharge to Lake Ontario, 5) ground-water recharge via
spray irrigation, and 6) ground-water recharge via deep-well injection. Each
of these alternatives will be discussed in turn. For reasons that will be
enumerated later, both of the ground-water recharge alternatives were re-
jected. Effluent discharge to Onondaga Lake was found to be the most accept-
able effluent disposal alternative.
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TABLE 31
COSTS FOR ADVANCED WASTE TREATMENT ALTERNATIVES
a)
b)
c)
d)
Alternative
Commercial lime In
addition to the
Allied settling
lagoon overflow
Commercial lime
Alum, with polymer
Ferric chloride, with
polymer
Costs (1973 dollars)
Capital
Paid by Allied
3,000,0003-/r
500,000
400,000
Annual Operating'
20,000^ . ..
300,000 ...
1,200,000
1,500,000
If Operating costs include chemicals, power, fuel, and personnel costs.
2J Includes only cost of personnel who will spend a portion of their
time operating and maintaining the AWT facilities. Costs for sludge
disposal are discussed in another section. Allied will provide lime
in quantities up to 31,000 kg/day (68,000 Ib/day) at no cost to the
County.
3/ Includes recalcination facilities.
Source: O'Brien & Gere, 1973a.
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Onondaga Lake's proximity to the MSSTP makes it the obvious choice for
receiving water body. The lake has two distinct layers, the epilimnion and
the hypolimnion, which are separated by a thermocline. The effluent can be
discharged to the epilimnion via a surface outfall or to the hypolimnion via
a subsurface outfall. There are advantages and disadvantages to each of these
outfall types.
The effluent from the upgraded MSSTP will exert both a carbonaceous oxy-
gen demand and a nitrogenous oxygen demand; together, these will comprise the
ultimate BOD of the effluent. Therefore, the amount of oxygen available in the
lake to satisfy the effluent's ultimate BOD is a matter of great importance.
As shown in Tables 13 and 14, the dissolved oxygen concentrations in the
epilimnion of the lake are three to four times greater than those in the hy-
polimnion. The use of a surface outfall would permit the effluent to mix with
the oxygen-rich epilimnetic waters. However, one of the results of using
Allied's settling lagoon overflow in the MSSTP's AWT units will be to make
the effluent denser than the lake waters. Consequently, the effluent will
tend to sink to the hypolimnion of the lake. Since the organic material in
the effluent will be relatively inert, it will not readily decompose. It is,
therefore, possible that the effluent will sink to the hypolimnion before
the ultimate BOD has been satisfied.
Allied's settling lagoon overflow will impart a high total dissolved
solids (TDS) concentration to the MSSTP effluent. This is the reason why
the effluent will be denser than the lake waters into which it is discharged.
Density differences of this sort can often be balanced by temperature because
water generally decreases in density as it increases in temperature.
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Assuming that a surface outfall is used and that the temperature of
the effluent is equal to or less than that of the lake waters, the effluent
should rapidly sink through the epilimnion to the hypoll"mm'on. Assuming that
a surface outfall is used and that the temperature of the effluent is approxi-
mately 6 C° (10 F°) higher than that of the lake waters, the effluent should
remain in the epilimnion for a longer period of time. However, since both
the temperature of the effluent and the temperature of the lake waters are
subject to change, it is impossible to predict how long the MSSTP effluent
will remain in the epilimnion of Onondaga Lake.
O'Brien & Gere (1973a) developed a model of the dispersion pattern that
would be formed by a surface discharge under quiescent conditions in Onondaga
Lake. The dispersion pattern is illustrated in Figure 12. The model is
limited in several respects: "...1) the model itself and its application to
non-thermal discharges is unverified 2) the model does not account for the
limiting effects of impingement and reduced entrainment of ambient waters due
to the shallow nature of the lake ( ^ 3 feet) near the discharge point and 3)'
the model evaluates the proposed discharge under quiescient [sic] conditions -
and does not address potentially more critical conditions which may occur due
to specific meteorologic and/or hydrologic conditions." (Rooney, written com-
munication, 1973).
The major disadvantage of a surface discharge at the southern end of
Onondaga Lake is that any substantial difference between the appearance of the
effluent and the appearance of the lake waters will be plainly visible. Any
upset in the treatment plant operation will be immediately apparent at the
discharge point. The visibility of the outfall is especially important
because of the high probability that a limited calcium carbonate precipitation
127
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DILUTION RATIO
OF LAKE WATER
TO EFFLUENT
Source: O'Brien S Gere, 1973n.
AASSTP EFFLUENT DISPERSION PATTERN
Figure 12
128
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reaction will occur when the effluent, containing Allied's wastewater, mixes
with the waters of Onondaga Lake. A discharge plume that created a substantial
visible contrast to natural conditions would violate New York State water
quality standards.
The use of a subsurface discharge could disturb the lake's bottom sedi-
ments, releasing nutrients, organic material, and mercury. The release of
nutrients would encourage the growth of algae; the release of organic material
would exert an increased oxygen demand; and the release of mercury wouTd
further contaminate the waters of Onondaga Lake. However, to date it has not
been demonstrated that the use of a subsurface outfall would actually disturb
the lake's bottom sediments.
The major advantages of a surface outfall are its low construction and
maintenance costs. The use of a subsurface outfall would increase the con-
struction cost of the proposed project by about $1,060,000. If the surface
outfall is constructed as proposed and problems do arise, a subsurface outfall
can be installed. Construction of a subsurface outfall would entail the ex-
tension of the 240 cm (96 in.) diameter surface outfall line about 520 m
(1700 ft) offshore into Onondaga Lake.
The other alternative surface water effluent disposal systems are com-
pared in Table 32. The table shows that both construction and operating costs
increase as the discharge point is moved farther away from the MSSTP. Adop-
tion of any of these alternatives would markedly increase the project costs.
Discharge of the MSSTP effluent to the Onondaga Lake outlet has several
possible adverse effects. The waters of the Seneca River sometimes flow into
Onondaga Lake. At such times, the plant effluent could come uncomfortably
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TABLE 32
COMPARISON OF ALTERNATIVE SURFACE WATER EFFLUENT
DISPOSAL SYSTEMS EXCLUDING ONONDAGA LAKE
Receiving Water
Construction Costs
(1973 dollars)
Remarks
Onondaga Lake
outlet
8,000,000
Requires 2200 kw (3000
hp) pumping station,
and 9.1 km (5.7 miles)
of 200 cm (78 in.)
conduit.
Contravention of water
quality standards
(dissolved oxygen) in
Seneca River.
Seneca River
9,500,000
Pumping and conduit
requirements essen-
tially identical to
those of Onondaga Lake
outlet alternative.
Contravention of water
quality standards
(dissolved oxygen) in
Seneca River.
Lake Ontario
55,000,000
Source: O'Brien & Gere, 1973a.
Requires two 4500 kw
(6000 hp) pumping
stations, and 72 km
(45 miles) of 200 cm
(78 in.) conduit.
No probable adverse
effects on Lake
Ontario water quality.
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close to the recreational areas at the northern end of the lake. Further-
more, an analysis of the dissolved oxygen balance in the receiving waters
indicates that if this alternative was adopted, there would be a contraven-
tion of the 4.0 rng/1 minimum dissolved oxygen concentration requirement for the
Seneca River. (O'Brien & Gere, 1973a). The high nitrogenous oxygen demand
(NOD) expected in the MSSTP effluent would be the cause of the contravention.
The NOD could be substantially reduced if additional AWT systems (e.g.,
nitrification/denitrification) were provided. This would, of course, result
in increased construction and operating costs for the treatment plant.
The alternative of discharging the effluent to the Seneca River was eval-
uated. This alternative's effect on water quality would be essentially the
same as that of effluent discharge to the Onondaga Lake outlet.
Discharge of the MSSTP effluent to Lake Ontario would not significantly
impair the lake's water quality. However, a deepwater submerged outfall locat-
ed at a safe distance from the lake's public water supply intakes would be
needed. Consequently, this alternative would be very expensive.
Ground-water recharge, either by spray irrigation or by deep-well injec-
tion, was considered. If the effluent from the MSSTP was disposed of through
spray irrigation, the estimated application rate would be 1.3 cm/day (0.5
in./day). A parcel of land measuring approximately 26 sq km (10 sq miles).
would be needed to accommodate this effluent application rate. The only area
in Onondaga County that might be suitable for such a system is west of Beaver
Lake in the Town of Lysander, a distance of about 32 km (20 miles) from the
MSSTP. It is estimated that such a system would cost about $30,000,000. For
these reasons, the spray irrigation alternative was rejected.
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The deep-well injection alternative was rejected for both environmental
and ecojiomic reasons. The lack of information on the possible effects of
such recharge on the ground-water resources of the area and the high cost
of constructing and maintaining a deep-well injection system make this alter-
native unacceptable.
Sludge Disposal System
The sludge disposal system for a sewage treatment facility must collect,
treat and dispose of the solids that are removed from the influent wastewater
during treatment. The selection of a sludge disposal method is based upon
the types of solids removed from the wastewater and the types of facilities
available for handling. In the expanded and upgraded MSSTP, the organic
solids will be collected in both the primary and secondary settling tanks,
and the inorganic precipitates will be collected in the AWT units. The col-
lected sludge will then be transfered to the sludge disposal system, where it
will be conditioned; stabilized; dewatered, if necessary; and finally disposed
of. Within each of the four subsystems, there are alternative methods of
sludge handling.
Conditioning prepares the sludge for treatment and disposal. In the
MSSTP, conditioning will consist of sludge thickening only. The purpose of
thickening is to decrease the volume of sludge and, thereby, to facilitate
the treatment and disposal processes. Thickening can be accomplished with
either a gravity sedimentation or a flotation system. As shown in Table 33,
the flotation system has a higher annual operating cost than the gravity
system. Therefore, the expanded MSSTP will employ gravity sludge thickeners.
Perhaps the most important components of a sludge handling system are
the stabilization units. Stabilization means that the sludge is made
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TABLE 33
COSTS OF THE ALTERNATIVE COMPONENTS
OF THE SLUDGE DISPOSAL SYSTEM
Component of Sludge
Disposal System
Costs (1973 dollars)
Capital
Annual Operating
Conditioning
Gravity thickening (proposed)
Flotation thickening
1,140,000
1,100,000
20,000
120,000
Stabilization
Anaerobic digestion (proposed)
Aerobic digestion
Chemical
Pyrolysis
1,271,000
7,500,000
500,000
7,900,000
50,000
250,000
410,000
185,000
Dewatering
None except for standby
centrifuges and sludge
storage lagoons (proposed)
Centrifuges and sludge
storage lagoons
Vacuum filters
Filter presses
1,500,000
1,500,000
1,700,000
1,700,000
10,000
100,000
80,000
80,000
Final Disposal
Allied's settling lagoons
(proposed)
Incineration and landfill
Land spreading
Landfill
1,000,000
8,000,000
3,100,000
1,000,000
170,000^
220,000
60,000
650,000
I/ See p.136
Source: O'Brien & Gere, 1973a.
133
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relatively inert through biological, chemical, or physical processes. Once
sludge has been stabilized, it can usually be disposed of without creating
health hazards.
The biological processes used to stabilize sludge are aerobic and anaer-
obic digestion. In each case, a suitable environment must be established
to encourage the growth of microorganisms that are capable of utilizing the
sludge as a food source. In this way, the microorganisms break down the
solids into simpler organic compounds which are relatively inert. Chemical
stabilization processes use highly reactive chemicals (such as chlorine) to
oxidize the organic sludge. The physical sludge stabilization methods,
pyrolysis for example, involve the application of heat to the sludge. In
this way, the sludge is transformed into a relatively harmless slurry.
The most economical method of sludge stabilization for the MSSTP is
anaerobic digestion. As shown in Table 33, this alternative involves a low
capital investment and the lowest annual operating cost. The existing MSSTP
sludge digesters will be used for the expanded facility.
Dewatering removes the excess water from stabilized sludge so that it
can be disposed of more easily. There are several devices available for
dewatering sludge, including centrifuges, vacuum filters and/or filter presses.
The costs associated with each of these methods are given in Table 33.
Onondaga County personnel have used both centrifuges and vacuum filters to
dewater sludge, and they prefer the former (O'Brien & Gere, 1973a).
Whether or not dewatering is needed, and if so, what degree of dewatering
is needed depends upon the final disposal method selected. In the case of
the proposed project, there will be no need to dewater the sludge because
134
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digested sludge will be pumped to Allied's settling lagoons for disposal.
However, dewatering facilities will be provided as a precautionary measure.
Finally, the stabilized sludge must be disposed of in an environmentally
acceptable manner. The sludge can be deposited either in liquid form or as
a solid inert material. The alternatives open to the MSSTP include transfer
of the sludge to Allied, incineration of the sludge followed by landfill of
the remaining ash, and land spreading or landfill of dewatered sludge. The
cost of each of these alternatives is given in Table 33.
As discussed on pages 91 to 98, Allied operates three settling lagoons for
disposal of its wastewaters. The accumulation of solids in the lagoons is
causing the lagoons to fill in. At the present rate of solids deposition,
the existing lagoons will have to be abandoned in about nine years.
Under the proposed project, the MSSTP will pump its digested sludge to
Allied. Allied will then deposit the sludge in one of its three lagoons.
Dewatering facilities will be required only as a standby capability. The pro-
posed project also calls for the construction of sludge holding lagoons at
the MSSTP site to provide a three-day sludge storage capability. The holding
lagoons and dewatering facilities will be used if a breakdown of the sludge
pumping facilities occurs or if Allied is unable to accept the sludge.
Allied has been using settling lagoons ever since it commenced operations
in the late 1890's. Thirty to fifty years after abandonment, the lagoon areas
are generally stable enough to support low load uses. Much of Route 690 in
the vicinity of the New York State Fairgrounds was constructed on an abandoned
settling lagoon. The existing MSSTP was likewise constructed on an abandoned
settling lagoon. Although construction on the long-abandoned lagoons is
possible, extensive pile driving is required to provide adequate support,for
any planned structure.
135
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The cost of each of the other final disposal alternatives is given
in Table 33. Adoption of any of these alternatives would increase both the
capital and annual costs of the MSSTP. Project construction would also have
to be delayed until the present design could be revised. The additional
design costs and the inflationary cost increases during the delay would sub-
stantially boost the overall cost of the project. At this point, the use of
Allied's lagoons for sludge disposal is the most economical alternative.
In August 1971, Onondaga County and the Allied Chemical Corporation
entered into an agreement outlining the terms of joint treatment of Allied's
settling lagoon overflow in the advanced waste treatment units of the pro-
posed MSSTP (Onondaga County and Allied Chemical Corporation, 1971).
According to Article V of this agreement:
A. If the County should elect to dispose of the sludge from
the Metropolitan treatment plant [MSSTP] through the construction
of facilities [as proposed]...,Allied Chemical, so long as its pro-
cess effluents are treated at the Metropolitan plant, shall
(1) provide and operate, at all times when its Syracuse
Works are in normal operation, its pumping and pipe facil-
ities for conveying the sludge from the terminus of the
sludge facilities [West Side sludge force main] to its
active waste beds [settling lagoons], at an annual charge
to the County of $0.25 per thousand gallons of treated
sludge through the calender year 1974; and
(2) make available its active waste bed areas for the dis-
posal of the sludge at an annual charge to the County of
$1.60 per ton of treated solids deposited upon the beds
through the calender year 1974.
Based on the quantities of sludge that the MSSTP is expected to produce,
sludge disposal at Allied will cost the county approximately $170,000 per
year. The cost will increase annually according to the terms of the joint
agreement. Another provision of the agreement is that Allied can withdraw
from the joint treatment contract at any time.
136
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This poses a potentially serious problem for the county because none
of the other sludge disposal alternatives has been developed to a point
where it could be quickly implemented should Allied decide to withdraw.
Although this may never happen, the county should be prepared for any contin-
gency. Therefore, the county should develop a viable long-term alternative
sludge disposal plan and the means to implement it.
137
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DETAILED DESCRIPTION QF THE PROPOSED PROJECTS
METROPOLITAN SYRACUSE SEWAGE TREATMENT PLANT
The facilities and processes involved in expanding and upgrading the'
MSSTP can be divided into three main groups.
1. Treatment System
a. secondary treatment using the contact stabilization modifica-
tion of the activated sludge process;
b. advanced waste treatment to remove phosphorus by lime precipi-
tation, using the Allied Chemical Corporation's settling lagoon
overflow and a supplementary source of commercial lime.
2. Effluent Disposal System
construction of a gravity flow surface outfall at the southern
end of Onondaga Lake.
3. Sludge Disposal System
a. sludge conditioning using gravity thickening units;
b. stabilization of organic sludge through anaerobic digestion;
c. sludge disposal by pumping digested organic sludge (from the
primary and secondary clarifiers) and inorganic sludge (from
the AWT clarifiers) to the Allied Chemical Corporation; Allied
will deposit the sludge in one of its operational settling
lagoons.
Under a separate contract, the existing collection system will be improved
while the proposed treatment plant project is under construction (see pp.150
to 152).
138
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Treatment System
The proposed project provides for the construction of new primary
clarifiers, activated sludge units (contact and stabilization tanks),
secondary clarifiers, chlorine contact tanks, and several pumping stations
at the treatment plant. The existing MSSTP primary clarifiers will be
converted for use as AWT units. Ancillary facilities, such as grit .;,.
chambers, screens, and bypass chlorination facilities, will also be
provided. The necessary sludge handling facilities will be discussed later
in this section.
The treatment facilities are designed to accommodate an influent raw
sewage BOD (5-day) of 200 ppm and a suspended solids concentration of 180 ppm.
The effluent BOD and suspended solids concentrations are expected to be 14
and 30 ppm, respectively. At an average effluent flow rate of 327,000 cu
m/day (86.5 mgd), Onondaga Lake will receive an average loading of 4580
kg/day (10,100 Ib/day) BOD and 9810 kg/day (21,600 Ib/day) suspended solids.
In 1972, the average loadings on the lake were 27,000 kg/day (60,000 Ib/day)
BOD and 18,000 kg/day (39,000 Ib/day) suspended solids. AWT is expected
to reduce the total phosphorus concentration in the effluent to 1.0 mg/1 or
less. Therefore, the average phosphorus loading on the lake will be 330
kg/day (720 Ib/day) or less.
The primary and secondary facilities are designed to handle a minimum
flow of 140,000 cu m/day (36 mgd), an average flow of 300,000 cu m/day
(80 mgd), a maximum dry weather flow of 450,000 cu m/day (120 mgd), and a
maximum wet weather flow of 844,000 cu m/day (223 mgd). The AWT facilities
are designed to handle an average flow of 327,000 cu m/day (86.5 mgd). The
major treatment units that will be provided at the MSSTP are listed in Table
34; the plant layout is shown in Figure 13.
139
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TABLE 34
MAJOR TREATMENT UNITS FOR THE PROPOSED MSSTP
Treatment Unit
Dimensions or
Detention Time
I/
Remarks
Sewage Treatment Units
Two mechanical
trash racks
Clear bar spacing
10 cm (4 in.)
Velocity through screen
0.37 to 2.2 m/sec
(1.2 to 7.1 ft/sec)
Screenings disposal in
sanitary landfill
Two aerated grit.
chambers (new)
DT at max flow
7.4 min.
Grit disposal in
sanitary landfill
Three aerated
grit chambers
(existing)
DT at max flow
2.2 min.
Grit disposal in
sanitary landfill
Two screens
Clear bar spacing
2 cm (3/4 in.)
Velocity through screen
0.37 to 2.2 m/sec
(1.2 to 7.1 ft/sec)
Raw sewage
pumping
station
Design peak flow
844,000 cu m/day
(223 mgd)
Four mixed flow
centrifugal pumps
and one standby pump
Total five pumps
Eight primary
clarifiers
41.1. m (135 ft)
diameter x 3 m
(10 ft) side
depth
DT 2.4 hours
Surface settling rate at
avg flow 30 cu m/day/
sq m (740 gpd/sq ft)
I/ Detention times (DT) based on average flow unless otherwise noted.
140
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TABLE 34 (Cont'd)
MAJOR TREATMENT UNITS FOR THE PROPOSED MSSTP
Treatment Unit
Dimensions or
Detention Time
Remarks
Sewage Treatment Units
Contact stabili-
zation acti-
vated sludge
process - four
aeration tanks
Contact stabili-
zation acti-
vated sludge
process - four
stabilization
tanks
30 m (100 ft) x
40 m (130 ft) x
4.33 m (14.2 ft)
DT at 50 percent
recycle 1.6 hours
30 m (100 ft) x
40 m (130 ft) x
4.33 m (14.2 ft)
DT at 50 percent
recycle 3.3 hours
Six platform-mounted
mechanical aerators in
each aeration and
stabilization tank
Total 48 aerators
Capability of using
eight tanks in a
conventional activated
sludge configuration
DT 3.16 hours :
Four secondary
clarifiers
52 m (170 ft) x
52 m (170 ft) x
3.4 m (11 ft)
Surface settling rate at
avg flow 28 ..cu m/day/
sq m (690 gpd/sq ft) . .
Four chlorine
contact tanks
52 m (170 ft) x
5.94 m (19.5 ft)
x 3.4 m (11 ft)
DT at peak flow
13.0 min.
Additional contact time
(3.5 min.) provided in
210 cm (84 in.)
diameter gravity sewer
to tertiary pumping
station
Two chlorine feeders,
each 3600 kg/day
(8000 Ib/day)
AWT pumping
station
Design peak flow
450,000 cu m/day
(120 mgd)
Two propeller pumps and
one standby, total
three pumps
141
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TABLE 34 (Cont'd)
MAJOR TREATMENT UNITS FOR THE PROPOSED MSSTP
Treatment Unit
Dimensions or
Detention Time
Remarks
Sewage Treatment Units
Six AWT clari-
flocculators
(existing)
37.2 m (122 ft)
diameter x 3 m
deep (10 ft)
DT 70 min.
Two flash mixing chambers
for chemical mixing
Effective settling rate
at avg flow with tube
settlers 38 cu m/day/
sq m (930 gpd/sq ft)
Storm Water Treatment Units
Primary
treatment
Primary treatment provided in eight new primary
clarifiers described above. Flows in excess
of 450,000 cu m/day (120 mgd) will be bypassed
to the secondary treatment units.
Peak, wet
weather flow
chlorination
- two chlorine
contact tanks
9.4 m (31 ft) x
30 m (100 ft) x
6 m (20 ft)
DT at peak flow
13 min.
Additional contact time
(2 min.) provided in
gravity outfall to
Onondaga Lake shoreline
Two chlorine feeders,
each 3600 kg/day
(8000 Ib/day)
Outfall
150 cm (60 in.)
diameter outfall
(existing)
Discharge through
existing deepwater
outfall conduit
142
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TABLE 34 (Cont'd)
MAJOR TREATMENT UNITS FOR THE PROPOSED MSSTP
Treatment Unit
Dimensions or
Detention Time
Remarks
Sludge Treatment Units
Primary
clarifiers1
sludge
pumping
540 cu m/day
(0.14 mgd)
pumps
Sixteen (eight operating,
eight standby) positive
displacement variable
speed pumps
Discharge to sludge
thickeners
Secondary
clarifiers'
sludge
pumping
4,500 cu m/day
(1.2 mgd)
pumps
Six (four operating, two
standby) centrifugal
slurry pumps
Discharge to sludge ~
thickeners
Three sludge
thickeners
20 m (65 ft)
diameter x
3.7 m (12 ft)
side water
depth
Gravity-type thickeners
for primary and second-j
ary sludges
Thickened sludge (6
percent solids) pumped
to digesters
Three primary
sludge
digesters
(existing)
High rate
30 m (100 ft)
diameter x
8.38 m (27.5
ft) side water
depth
Total volume
20,000 cu m
(715,000 cu ft)
DT 14.5 days
Primary digesters heated -
to 32 - 35°C (90 - 95°F)
by external heat..'/;
exchangers
Mixing by gas dispersion
143
-------
TABLE 34 (Cont'd)
MAJOR TREATMENT UNITS FOR THE PROPOSED MSSTP
Treatment Unit
Dimensions or
Detention Time
Remarks
Sludge Treatment Units
One secondary
sludge
digester
(existing)
30 m (100 ft)
diameter x
7.47 m (24.5
ft) side water
depth
Total volume
6,130 cu m
(219,000 cu ft)
DT 4.4 days
Secondary digesters
unheated and unmixed
Sludge disposal
pumping
station
Capacity 8,020
cu m/day
(2.12 mgd)
Two (one operating, one
standby) variable speed
centrifugal slurry
pumps operating
continuously
Two centrifuges
Solids loading
2000 kg/hr
each (4500
Ib/hr)
For emergency use only
Cake disposal by
sanitary landfill
Sludge holding
lagoons
Three day storage
volume
For emergency use only
Lagoons to be constructed
on treatment plant site
Source: O'Brien & Gere, 1973a.
144
-------
»0f
«»4,
LOCATION PLAN
: OBli.n * G.t.. 1
PROPOSED MSSTP TREATMENT FACILITY LAYOUT
Figure 13
145
-------
New collection and transmission facilities are needed to convey
Allied's settling lagoon overflow to the MSSTP. A holding/equalization
pond and a pumping station will be constructed near Allied's lagoons. A
new 51 cm (20 in.) diameter force main will be built to transport the lagoon
overflow from the pumping station to an existing 61 cm (24 in.) diameter force
main which is connected to the treatment plant. This existing force main
currently carries wastewater from the West Side Pumping Station to the MSSTP.
Since a new 91 cm (36 in.) diameter force main will be constructed for these
flows, the existing force main can be used to transport the lagoon overflow to
the MSSTP AWT units.
All of the facilities for collecting Allied's lagoon overflow and
transporting it to the MSSTP will be owned and operated by Onondaga County.
As mentioned earlier, these facilities will be constructed under a separate
contract concurrent with the expansion and upgrading of the MSSTP.
Rainfall will increase the wastewater flow to the MSSTP. Flows up to
450,000 cu m/day (120 mgd) will undergo the entire treatment process. Once
the flow exceeds 450,000 cu m/day (120 mgd), the MSSTP will not provide com-
plete advanced waste treatment.
The primary clarifiers are designed to handle a peak flow of 450,000
cu m/day (120 mgd); the primary clarifiers will be used under both dry and
wet weather conditions. Stormwater chlorination facilities are designed to
handle a maximum flow of 390,000 cu m/day (103 mgd). Therefore, flows up to
390,000 cu m/day (103 mgd) will receive primary treatment and chlorination.
The maximum wet weather flow to the MSSTP is expected to be 844,000
cu m/day (223 mgd). A flow of this magnitude is expected to occur once or
146
-------
twice a year. Under these conditions, 390,000 cu m/day (103 mgd) of the
. ^ ''.'>'; ::''<
-influent will be bypassed around the primary clarifiers. The other 450,000 cu
; v--.; b' .
m/day (120 mgd) will receive primary treatment; of this amount, 390,000 cu
't> ; '
m/day (103 mgd) will be sent to the stormwater chlorination facilities ancTjwill
then be discharged into Onondaga Lake through the existing 150 cm (60 in.) dia-
,-.'[ .> ' !'''.* ;, ' :
meter subsurface outfall. The remaining 60,000 cu m/day (17 mgd) that has
undergone primary treatment will be mixed with the 390,000 cu m/day that has not
^ ! ." i ' ,
undergone primary treatment. This combined flow will be sent through the
, '* "
secondary and advanced waste treatment facilities. The effluent will then be
discharged through the 240 cm (96 in.) diameter surface outfall.
Effluent Disposal System
As part of the proposed project, a new 240 cm (96 in.) diameter shore-
line outfall will be constructed at the southern end of Onondaga Lake.. This
outfall line will carry the treated effluent from the entire treatment pro- ,
cess. The average daily flow through this outfall line will be 327,000
cu m/day (86.5 mgd).
As discussed on pages 124 to 132, 156 to 163, and in Appendix D, there is
one problem associated with the surface outfall alternative: the CaCOo preci-
' *5; " ".
pitation reaction that is expected to occur when the MSSTP effluent mixes with
the waters of Onondaga Lake. Controls will be implemented to limit the pH of
the MSSTP effluent to 9.0. This will, in turn, limit the extent of the CaCO-,
'' (
precipitation reaction. Therefore, a surface outfall is probably the most
suitable effluent disposal alternative.
Sludge Disposal System
The sludge that is removed from the wastewater during operation of the
expanded and upgraded MSSTP will generally be of two types: 1) organic sludge
147
-------
from the plant's primary and secondary clarifiers, and 2) inorganic sludge
from the plant's AWT units. The organic sludge will be thickened and digested
and then mixed with the unthickened, undigested inorganic sludge. The
sludge mixture will then be pumped to the Allied Chemical Corporation for
disposal. The sludge handling facilities for the proposed project are
listed in Table 34.
The sludge thickeners will receive organic sludge from the MSSTP pri-
mary and secondary clarifiers. In addition, they will receive the sludge
removed in the Ley Creek sewage treatment plant. Any overflow from the
sludge thickeners will flow by gravity to the raw sewage pumping station
and will be reintroduced to the MSSTP for treatment.
Sludge digestion in the upgraded MSSTP will be accomplished using the
plant's four existing sludge digesters. The digesters will be modified as
part of the proposed project. Three of the existing digesters will be out-
fitted with gas mixing equipment and expanded external heating facilities
so that they can be operated as high rate primary digesters. The fourth
digester will not require alteration; it will serve as a secondary digester.
Digested sludge from the primary digesters will be transferred to the
secondary digester. The secondary digester will act as a clarifier,
separating the digested solids from the sludge supernatant. The supernatant
will be recycled to the influent end of the MSSTP and the digested solids
will be transferred to the.sludge pumping station wet well. Provisions have
also been made for recycling a portion of the digested solids from the secon-
ary digester to the sludge thickeners. This will permit a denser underflow
in the thickeners and, in effect, will increase the solids detention time
of the primary digesters.
148
-------
Since the sludge that is removed from the AWT clarifiers. will be ...
mainly inorganic, biological digestion will not be necessary. This inorganic
sludge will be sent directly to the sludge pumping station wet well.- Th,erej:t
it will be mixed with the organic sludge from the primary and secondary
clarifiers. The final sludge product will be pumped to the Allied Chemi.cad:
Corporation for disposal. Allied will deposit the sludge in one of its=<
operational settling lagoons.
When the sludge from the MSSTP combines with Allied's wastewaters in^-'t-
the lagoons, two things should result: 1) sterilization of the digested
organic sludge, and 2) increased sludge settleability (O'Brien & Gere,; 1973a).
Approximately 3800 cu m/day (1 mgd) of sludge will be pumped from the MSSTP
to Allied. The solids content will be approximately 90,000 kg (100 tons):.
This solids loading is comparable to 10 percent of Allied's solids loading
of 1,000,000 kg/day (1100 tons/day).
The sludge disposal system of the proposed project also includes two
centrifuges that will serve as emergency standby facilities for sludge de-
watering. The centrifuges will be used in the event of a sludge pumping
station or force main malfunction or if, for some reason, Allied cannot
accept the sludge. The MSSTP already has one standby centrifuge. If and
when the centrifuges are used, the solids that are removed during the opera-
tion will be delivered to the Onondaga County Solid Waste Authority for final
disposal in a sanitary landfill. Finally, emergency sludge lagoons with a-;
three day detention time will be built at the MSSTP site.
149
-------
WEST SIDE PUMPING STATION AND FORCE MAIN
On March 1, 1973, the U.S. Environmental Protection Agency awarded a
construction grant for the West Side Pumping Station and Force Main project
to the Onondaga County Department of Public Works. However, the grant was
made contingent upon fulfillment of the requirements of the National Environ-
mental Policy Act. The project involves 1) additions and alterations to the
existing West Side Pumping Station, 2) construction of a 91 cm (36 in.) dia-
meter raw sewage force main from the pumping station to the MSSTP, and 3) con-
struction of a 30 cm (12 in.) diameter sludge disposal force main from the
MSSTP to the Allied Chemical Corporation.
The pumping station will be expanded from its present maximum capacity
of 38,000 cu m/day (10 mgd) to 106,000 cu m/day (28 mgd) by the addition of
three variable speed self-regulating pumps. The average capacity of the ex-
panded facility will be 45,000 cu m/day (12 mgd). A new mechanical screen,
a screenings' shredder and other miscellaneous equipment will be added. Some
structural modifications to the existing pump house will also be made.
For the better part of their length, the two force mains will be
installed side-by-side in a single trench. As shown in Figure 14, two al-
ternative routes for this trench were evaluated. The estimated project costs
are $3,371,150 for the proposed lake route and $4,033,150 for the inland
route (O'Brien & Gere, 1973a). In addition to its higher construction cost,
the inland route is disadvantageous because it lies in the right-of-way of
Interstate 690. The New York State Department of Transportation prohibits
such occupancy (Towlson, written communication, 1970). The proposed route
requires filling of a section adjacent to the Onondaga Lake shoreline.
150
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METROPOLITAN SYRACUSE .
SEWAGE TREATMENT PIANI
APPROXIMATE ABEA OF ONONDAGA 1AKE TO BE PERMANENTLY FILLED
500 1000
PROPOSED AND ALTERNATE ROUTES OF THE WEST SIDE FORCE MAIN
-------
The new 91 cm (36 in.) diameter raw sewage force main will replace the
xisting 61 cm (24 in.) diameter force main between the pumping station and
he MSSTP. The existing force main will then be used to transmit Allied's
ettling lagoon overflow to the MSSTP. Allied will build a holding pond, a
umping station, and a 76 cm (30 in.) diameter force main to connect its
ettling lagoons with the existing force main.
152
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ENVIRONMENTAL IMPACT OF THE PROPOSED PROJECTS
The proposed projects have both environmental and socio-economic
implications. Environmental considerations include the effects on aquatic
and terrestrial ecosystems caused by construction and operation of the
facilities. .Socio-economic impacts are generally of a secondary nature':
for example, changes in population, land use, and economic development
patterns. The primary and secondary environmental effects of both the.MSSTP
project and the West Side. Pumping Station and Force Main project are discussed
below.
METROPOLITAN SYRACUSE SEWAGE TREATMENT PLANT PROJECT
Environmental Impact of Construction
Proper construction procedures will lessen the potential for detrimental
environmental effects. Of particular importance are specific procedures"to
prevent environmental degradation and to retore any areas damaged during con-
struction. The impact on Onondaga Lake of treatment plant construction-will
be limited to the effects of the silt loads that will, be carried into the
lake by surface water runoff. Erosion and consequent siltation in Onondaga
Lake will be more of a problem during installation of the outfall line from
the treatment plant to the southern end of the lake. Contractors must be
required to institute effective temporary and permanent erosion control
measures. ,
Construction inevitably involves the release of dust and, thereby con-
tributes to the particulate load in the air around the construction site.
The area near the plant site is already in violation of air quality standards
for particulates; the proposed construction program will probably increase :
153
-------
the extent of this violation on a temporary basis. The release of hydro-
carbons by construction machinery will also temporarily degrade air quality,
but the effects will probably be negligible.
In the case of the MSSTP construction, noise will probably be the most
significant problem. Extensive pile driving will be necessary to provide an
adequate foundation for the plant structure. There is very little that can
be done to control the noise made by a pile driver. However, by restricting
the hours during which pile driving can be done, some respite can be provided.
Operation of the pile driver should not be allowed to interfere with the
normal sleeping habits of area residents.
Federal guidelines (FWQA, 1970) require continuation of the same degree
of treatment by the existing plant during the alteration period. The guide-
lines also require that a minimum of primary treatment and disinfection be
provided at all times, except for brief periods when piping connections are
being made. The construction schedule for this project will allow continua-
tion of primary treatment and disinfection while the plant is being expanded
and upgraded.
Environmental Impact of Operation
Certain constituents in the effluent of the MSSTP will have the poten-
tial to adversely affect the water quality of Onondaga Lake. These constit-
uents are 1) chlorides, 2) calcium, 3) organic material, 4) pathogenic organ-
isms, and 5) nutrients.
Chlorides
The MSSTP will not remove the chlorides that are introduced to the
treatment plant by Allied's settling lagoon overflow. Therefore, chloride
concentrations in the lake will remain high, on the order of 1700 mg/1.
154
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Questions have'been raised'about the condition of Onondaga Lake
prior to the start of Allied's Soivay process for the manufacture of soda
ash. The plant began''operation in-1884. The Syracuse area location was
probably chosen because of the availability of the raw materials required
for the process, namely limestone and salt. The salt deposits are located
just south of Onondaga Lake in the foothills of the Appalachian Plateau.
These salt deposits may indicate the presence of salty ground water. It is
also possible that this salty ground water floWs into Onondaga Lake or its
tributaries. However, the exact influence of ground water on the chloride
concentrations in the lake has not been determined.
Several historical accounts describe Onondaga Lake as a "salty" body
of water (Onondaga County, 1971). Unfortunately, they contain no data that
might support or precisely define the use of this term. The accounts do indi-
cate that the water tasted salty. From this, we can conclude that the chlo-
ride level was at least 250 mg/1, the approximate taste threshold (U. S.
Public Health Service, 1962).
If Allied eliminated the chlorides in its wastewater flow, the chloride
,i
level in Onondaga Lake would decline. Allied is responsible for about 60
percent of the chlorides that enter Onondaga Lake via surface discharges.
If Allied halted this discharge, the lake's chloride level would be cut
approximately in half. The applicant concluded that the elimination of
Allied's discharge would mean a decrease in the lake's chloride level from
1700 mg/1 to between-800 and 900 mg/1 (O'Brien & Gere, 1973a). The EPA
concluded that the final equilibrium concentration would be somewhat lower,
between 600 and 800 mg/1 (Rooney, written communication, 1973). Appendix C
contains a more detailed discussion of Allied's chloride discharge and its'
effect on chloride concentrations in the lake.
155
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The lack of information on the past condition of Onondaga Lake makes
it impossible to precisely determine the effect of present chloride con-
centrations on the lake's flora and fauna. As mentioned earlier (see p.34),
waters that have salinity concentrations similar to those reported for
Onondaga Lake generally have a low diversity of aquatic species. However,
salinity may not be the sole reason, or even the primary reason, for the
low species diversity in Onondaga Lake. Other factors (DO, NH3, Cr, and Cu)
may play an even more important part in limiting the diversity of organisms -
in the lake. The species that are present in the lake seem capable.of
tolerating a wide range of pollutants.
If the chloride concentration in Onondaga Lake decreased to a level of
between 600 and 900 mg/1, strictly freshwater species might still find the
chloride concentrations in the lake intolerable. Thus, even if Allied's
discharge was eliminated, the lake might not achieve the high species diversity
typical of freshwater lakes.
Calcium
A major water quality problem in the Onondaga Lake drainage basin is
the presence of a visible calcium carbonate (CaC03) precipitate in Geddes
Brook, Nine Mile Creek, and Onondaga Lake. The precipitate is formed by
the reaction of the waters with Allied's settling lagoon overflow, as shown
in the following equation:
Ca2* + C032" «« >» CaC03l
The calcium ions (Ca2+) are provided by the settling lagoon overflow and the
carbonate ions (C032~) naturally exist in the receiving streams as alkalinity.
The precipitation reaction is very rapid: essentially, it is completed in the
Geddes Brook-Nine Mile Creek system. However, the CaC03 precipitate is carried
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by the relatively swift current of the brook to Nine Mile Creek and thence
to Onondaga Lake. Under the quiescent conditions prevailing in the lake,
the precipitate settles out forming a delta of CaC03 at the mouth'of'Nine'
Mile Creek. The predominant source of the high calcium concentrations in
Onondaga Lake is the Allied Chemical Corporation. Allied is responsible for
70 to 75 percent of the calcium in the lake. -. .
Calcium also reacts with certain other constituents of the Onondaga Lake
waters, such as bicarbonate ions (;HC03~) and various forms of phosphorus. With
reference to the calcium-bicarbonate ion reaction, Rand et al. (1971) found that
"The relatively high Ca++ concentrations in both the epilimnion and hypolimnion
drive the above reaction [Ca++ + HC03"« * CaC03 +. H+] toward the
formation of CaCO^ (calcite)." They also calculated that approximately 4.2 x
10~6 to 66.4 x 10~6 moles/liter of CaCOo are now precipitated daily in Onondaga
o
Lake. This is equivalent to 61,000 to 980,000 kg/day (135,000 to 2,160,000
Ib/day) of CaC03 precipitate.
Calcium can also react with phosphorus-bearing compounds. Major pre-
cipitates formed by these reactions include Caio(P04)g(OH)2 (hydroxylapatite)
and Ca5(HP04)3(F) (OH)3 (fluorapatite). Sutherland (1971) reported that-
Onondaga Lake was oyersaturated with these two compounds. He estimated that
"The precipitation of fluorapatite, Ca-jQF^PO^g, mi9nt remove tne equivalent
of 4.0 mg/1 orthophosphate phosphorus from the hypolimnetic waters over
a period of time,.less than one year." Therefore, certain amounts of phos-
phorus are removed as solid precipitates.
Under the proposed project, Allied's settling lagoon overflow will ,
be pumped to the MSSTP's advanced waste treatment units. According to
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O'Brien & Gere (1974), approximately 36,000 kg/day (79,300 Ib/day) of CaC03
will be precipitated in the MSSTP's AWT units (see Appendix D). This is
equivalent to 14,400 kg/day (31,700 Ib/day) of the dissolved calcium in the
settling lagoon overflow, or between 1.5 and 4 percent of the total dissolved
calcium present. The remaining calcium, or between 96 and 98.5 percent of that
originally present in the overflow, will remain in solution and will be dis-
charged into Onondaga Lake through the proposed MSSTP shoreline surface outfall.
The chemistry of the CaC03 precipitation reaction is very complex; the
reaction is affected by alkalinity, pH, temperature, salinity, and other
chemical parameters. Competing reactions, such as the hydroxylapatite and
fluorapatite precipitation reactions previously described, also interfere.
In discussing the quantity of lime required to bring about a precipitation
reaction for the removal of phosphorus in a sewage treatment plant, Black &
Veatch (1971) noted, "In addition to the reaction of lime with hardness, other
competing reactions occur in lime treatment of wastewater. Also, there may be
incomplete reaction of the lime. All of these complications make calculation
of lime dose difficult. The result is that, at present, determination of lime
dose is largely empirical." In short, it is extremely difficult to accurate-
ly predict the behavior of the calcium carbonate precipitation reaction.
When Allied's settling lagoon overflow is introduced into the MSSTP's
AWT units, the calcium in the overflow will react with the effluent from the
plant's secondary treatment units. As shown in Appendix D, two major reac-
tions are expected: one between calcium and phosphorus, and another between
calcium and carbonate ions. In both cases, the amount of reactant, whether
phosphorus or carbonate ions, contained in the secondary effluent will limit
the extent of the reaction.
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For example, calcium and phosphorus are needed in certain proportions
for the formation of CajjOHCPQ^Jg (hydroxyapatite). All led's settling lagoon
overflow contains an abundance of calcium, but the treatment plant's secondary
effluent contains a relatively small amount of phosphorus. Under the circum-
stances, one can expect most of the phosphorus, but very little of the calcium
to be consumed in the formation of the hydroxyapatite precipitate.
The same is true of the reaction between calcium and carbonate ions in
the formation CaCOg (calcium carbonate). Only a limited number of carbonate
ions are available in the secondary effluent (as measured by the alkalinity
of the secondary effluent). The availability of carbonate ions will determine
the amount of calcium carbonate precipitate that can be formed.
The disproportion of calcium to the reactants available in the MSSTP's
secondary effluent means that very little calcium will be removed in the
MSSTP by the above-mentioned precipitation reactions. Between 1.5 and 4 percent
of the total calcium load will be removed at the treatment plant. The other
96 to 98.5 percent will be discharged in the treatment plant effluent.
The quantity of calcium in the MSSTP effluent will be extremely large: a
calcium carbonate precipitation reaction is expected to occur as soon as the
effluent comes in contact with the waters of Onondaga Lake (see Appendix D).
The particles of CaCOg formed should not be visible becaus-e adequate controls
will maintain the pH of the MSSTP effluent within the range of 8.5 to 9.0. A
substantial visible discharge plume would violate the revised New York State
water quality standards for Class C waters (see Appendix A). The standards
prohibit any discharge that would "...cause a substantial visible contrast
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to natural conditions." It was the existence of just such a visible discharge
in Geddes Brook, Nine Mile Creek, and Onondaga Lake that prompted the New York
State Department of Health (1966 and 1967) to bring court action against the
Allied Chemical Corporation.
There are two major impacts associated with the continued imposition of
high calcium loadings on Onondaga Lake. First, the CaCC^ precipitation reaction
that now occurs throughout Onondaga Lake will probably continue. The precipi-
tation results from the mixture of dissolved calcium with the alkalinity of the
lake waters.
Second, high calcium loadings on Onondaga Lake will allow the continued
imposition of high calcium loadings on the waterways downstream of Onondaga
Lake, especially the Seneca-Oswego River system. As shown in Table 35 and
Figure 15, the waterways downstream of the lake already have high calcium
concentrations. Allied's settling lagoon overflow is largely responsible
for the high calcium levels in the downstream waters. At present, municipal
use of these waters is nonexistent and industrial use is very limited. The
high calcium concentrations will restrict any proposed uses. Calcium causes
hardness in water, which results in "...excessive soap consumption in homes
and laundries; the formation of scums and curds in homes, laundries, and
textile mills; the gallowing of fabrics, the toughening of vegetables cooked
in hard waters; and the formation of scales in boilers, hot-water heaters,
pipes, and utensils." (McKee and Wolf, 1963).
The high calcium content of Allied's settling lagoon overflow may even pose
problems for the treatment plant itself. The calcium carbonate precipitation
reaction that is expected to occur in the AWT units may cause scaling.
Although normally associated with boiler waters, scales can be formed in any
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TABLE 35
CALCIUM CONCENTRATIONS IN THE SENECA-ONEIDA-OSWEGO
RIVER SYSTEM DRAINAGE BASIN
Station
Identification
Number
(See Fig. 15)
07-P110
07-1090
07-1130
07-P115
07-P119
-
07-P230
07-1360
07-0200
07-0180
03-L840
Station
Location
Cayuga Lake outlet
Seneca River
Seneca River
Owasco Lake outlet
Skaneateles Lake outlet
Onondaga Lake
Oneida Lake outlet
Seneca River
Oswego River
Oswego River
Lake Ontario
Calcium Concentration
(mg/D
50 Percentile
44.4
47.1
44.1
40.9
36.1
90 Percentile
49.3
54.8
58.2
44.1
37.2
745.21'
42.4
137.4
108.9
114.5
42.5
48.2
188.6
126.9
167.5
49.3
I/ Average of four values (Onondaga County, 1971).
Source: NYSDEC, n. d. b.
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LEGEND
SAMPLING STATION
k MUNICIPALITY
Sourte. NYSDEC.n.d.b.
SAMPLING LOCATIONS ON THE SENECA - ONEIDA - OSWEGO RIVER SYSTEM
Figure 15
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equipment carrying high quantities of calcium carbonate. In discussing water
system distribution conduits, Riehl (1970) notes, "Where treatment in the past
has not been adequate, the lines may have their carrying capacity greatly re-
duced by deposited scale...or by rough interior due to tubercles and scale."
Scales are described as "hard and firmly adhesive" (Skeat, 1969). Once
they have formed on a surface, scales are not easily removed. Deposition pro-
blems may be encountered in the AWT units of the MSSTP, especially in the pro-
posed tube settlers. Since scaling is a potential problem, provisions should
be made to insure that the AWT units can be easily maintained.
Organic Matter
The parameter currently used to assess the impact of discharges contain-
ing organic matter on a receiving waterway is the BOD (5-day). The proposed
project will reduce the BOD (5-day) loadings to Onondaga Lake from the present
level of 27,000 kg/day (60,000 Ib/day) to an estimated level of 4600 kg/day
(10,100 Ib/day). This represents an 83 percent reduction in the BOD (5-day)
loading to the lake. The proposed project should help to raise the dissolved
oxygen concentrations in the epilimnion. This represents a significant and
beneficial impact on the lake environment. Even though the dissolved oxygen
levels in the lake should increase, other adverse influences could prevent many
species from inhabiting the lake. These undesirable influences include high
ammonia (NH^), copper (Cu), chromium (Cr), and chlorine (Cl) concentrations.
At the MSSTP, organic matter will be removed from the wastewater in both
the primary and secondary treatment units. In the primary clarifiers, the
settleable organic solids will be removed as sludge. In the secondary system,
organic materials will be biologically oxidized and will be removed as sludge
in the secondary clarifiers. The solids removed in the AWT units will be
mainly inorganic since they will be basically derived from the precipitation
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of calcium carbonate and various forms of calcium-phosphorus compounds.
The proposed project provides for disposal of about 90,000 kg/day (100
tons/day) of sludge from the MSSTP in Allied's operational settling lagoons.
The three lagoons that are now in use have a combined life expectancy of nine
years. Recognizing that new lagoons will be required in a relatively few
years, Allied has petitioned the Town of Camillus to approve a zoning variance
that would'clear the way for construction of new lagoons. (Syracuse University
Research Corporation, 1973). The disposal of sludge from the MSSTP in Allied's
lagoons will slightly accelerate the filling of those lagoons and, therefore,
the need for new ones. For this reason, the environmental effects of construct-
ing and operating settling lagoons are discussed below even though lagoon con-
struction is not strictly part of the proposed project.
Settling lagoons have several serious environmental effects. The major
areas of concern are 1) aesthetics and the restoration of abandoned lagoons,
2) the changes in land use patterns associated with lagoon construction,
3) the impact of lagoon leachate on ground water and of lagoon overflow on
surface waters, and 4) the impact of lagoon construction on nearby residen-
tial areas.
Allied has used settling lagoons for waste disposal ever since it com-
menced operations in 1884. To date, none of the abandoned lagoons has been
restored to a productive biological ecosystem. A sparse ground cover has
been established on abandoned lagoons in the area of the Nine Mile Creek delta.
However, the present vegetation is not of the same quality as that which
existed prior to lagoon construction or as that which exists today on adjacent
lands. The lagoons are an unsightly addition to the western shoreline of
Onondaga Lake. They are especially unsightly in comparison with the eastern
shoreline of the lake, which is mainly parkland.
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The application of organic sludge to the abandoned lagoons as a means of
enhancing lagoon restoration has received some attention. O'Brien & Gere
(1973a) reported:
For the past twenty years, Onondaga County has disposed of
digested and undigested organic sludge on the old [abandoned]
Allied waste beds [settling lagoons] immediately adjacent to
Route 690. Since the application of sewage sludge to these
beds, they have supported substantial quantities of plant life.
It appears reasonable that disposal of sludge on the Allied
waste beds in the future will have the same beneficial effect.
The above statement does not take into account two very important factors.
First, the beneficial effect produced by application of sewage sludge to the
abandoned lagoons may be due to improved media structure rather than to the
organic matter in the sludge. The solids in the abandoned lagoons are highly
compressed and plastic in nature. As a result, the lagoons may not be well
enough aerated to support plant root systems. Sewage sludge is much less com-
pact, allowing the aeration necessary to support plant root systems. The fact
that the sludge contains organic matter may be only of secondary importance.
Second, even if organic matter is accepted as the crucial factor in
lagoon restoration, the above statement may be inaccurate. In the past,
organic sludge was disposed of on the abandoned lagoons. Under the proposed
project, the organic sludge from the MSSTP's primary and secondary units will
be mixed with inorganic sludge from the AWT units. This sludge mixture will
be disposed of in Allied's operational lagoons rather than on the abandoned
lagoons. Combining the sludge from the MSSTP with Allied's wastewaters in
the operational lagoons should result in 1) sterilization of the digested
organic sludge, and 2) increased sludge settleability (O'Brien & Gere, 1973a).
If this happened, the organic sludge would settle and be compacted along with
the other materials in the lagoons: any benefit that might be attributed to
the organic sludge would be lost.
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In any case, the potential effects of inorganic sludge and Allied's waste-
wafers on lagoon restoration have not been adequately investigated. Among
other things, the effects of chloride ions and pH on plant establishment and
growth should be studied.
Boecher (n.d., in O'Brien & Gere, 1973a) came to the conclusion that
restoration of the abandoned lagoons could be effected if a layer of top soil
was placed over the waste solids and if proper drainage was provided through
the use of sand drains and drainage tiles. Restoration should not be construed
as a return to the pre-lagoon state because, as Boecher goes on to say, "The
waste is a soft, sensitive material resembling a clay that can never be ex-
pected to support large structures."
If the Town of Camillus grants the requested zoning variance, Allied will
be free to construct new settling lagoons on land adjoining its operational
lagoons. After describing the site and the biological communities currently
occupying it, the Syracuse University Research Corporation (1973) states, "The
potential for establishing desirable types of vegetation with its associated
wildlife upon completion of filling of the bed [i.e., upon abandonment of the
lagoon] might be considered an enhancement of the general environment."
Although restoration is possible, it is doubtful whether an abandoned settling
lagoon will ever rival the desirability of unaltered land as biological hab-
itat.
The commitment of land to settling lagoons has both immediate and long-
range implications. It forecloses all other land use options not only for the
useful life of the lagoon (which in this case is about fifteen to twenty
years), but for thirty to fifty years after abandonment. Thereafter, the re-
sultant unstable subsurface conditions prohibit all but low-load uses. Boecher
(n.d., in O'Brien & Gere, 1973a) reports that after rehabilitation, a former
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settling lagoon can "...support parks, golf courses, and other low-load bearing
facilities if proper drainage facilities are furnished and maintained." The
fact that abandoned lagoons can eventually be put to some beneficial use is a
positive aspect, but it does not offset the negative aspects of the loss of
open land and the curtailment of land use options.
The impact of settling lagoons on ground-water and surface water quality
is another area of concern. According to O'Brien & Gere (1973a) and the
Syracuse University Research Corporation (1973), monitoring wells surrounding
Allied's operational settling lagoons indicate that lagoon leachate does not
permeate to the ground-water aquifer. However, U.S. Geological Survey (1970)
data indicate that 1) there are high chloride ion concentrations in the sub-
surface aquifer near the operational settling lagoons, and 2) these high
chloride ion concentrations may not be due to natural causes. There is a
definite possibility that waters from Allied's operational lagoons enter the
area's subsurface aquifer as leachate either through the lagoons themselves
or through the overflow waterways.
The adverse effects of settling lagoon overflow on water quality in
Geddes Brook, Nine Mile Creek, and Onondaga Lake are discussed at length in
other sections of this report. Here it is sufficient to note that in Geddes
Brook and Nine Mile Creek these effects will be eliminated if the lagoon
overflow is diverted to the MSSTP. After the overflow discharge is terminated,
the affected waterways should progressively improve in water quality.
There are three residential areas in the immediate vicinity of the pro-
posed settling lagoon site: the Belle Isle Road area, the Bennett and Warner's
Roads area, and the Home Town Park Tract. Settling lagoon construction may
affect residents of these areas by decreasing the aesthetic and the economic
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value of the residential property. Before new lagoons are constructed, the
feasibility of eventually restoring the lagoons to a condition that is compat-
ible with the residential communities should be demonstrated.
Pathogenic Organisms
The existing MSSTP provides primary treatment and chlorination for a
peak wet weather flow of 643,000 cu m/day (170 mgd). Higher flows are not
treated, but are simply discharged into Onondaga Lake. The expanded MSSTP
will be able to provide primary treatment and chlorination for flows up to
840,000 cu m/day (223 mgd). The increased chlorination capacity of the plant
is expected to effect a slight decrease in the total number of pathogenic
organisms in Onondaga Lake.
As discussed on pages 110 to 114, the proposed project will not eliminate
the combined sewer overflow problem. Along with continued stormwater overflows
will come continued discharge of coliform organisms into the lake. As men-
tioned previously, bacterial pollution of Onondaga Lake is the main reason why
the lake is closed to swimmers.
Nutrients
Phosphorus and nitrogen are the two nutrients most closely associated
with the eutrophication of lakes. In the metropolitan Syracuse area, phos-
phorus levels in domestic wastewaters have declined in recent years. According
to O'Brien & Gere (1972), this phosphorus reduction has had a marked effect
on Onondaga Lake.
O'Brien & Gere (1972) reported a decrea.se in the number of blue-green
algae in Onondaga Lake. They also noted that algal patterns in the lake had
been disrupted. Blue-green algae blooms normally occur in the late summer.
Recently, however, green algae blooms, which generally occur in the late spring
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and early summer, have persisted through the:summer and fall. Green algae,
which are distributed throughout the water column, are preferable to blue-green
algae, which form mats on the water surface and emit obnoxious odors.
Another positive sign is the increase in the diversity of algal species
in the lake. The algal diversity index rose from 0.695 in 1971 to 0.801 in
1972. This may reflect a higher degree of stability in the algal community
and a general improvement in the trophic status of Onondaga Lake (Murphy, 1973),
The proposed project will further reduce the phosphorus level of the
MSSTP effluent. This should further improve the trophic status of Onondaga
Lake by increasing the algal diversity index and by decreasing the probability
of blue-green algae blooms. Phosphorus removal at the MSSTP may also help to
lower the phosphorus concentrations downstream of Onondaga Lake in the Seneca-
Oswego River system and in Lake Ontario.
The proposed project will also reduce the amount of nitrogen in the MSSTP
effluent. How substantial the reduction will be is not yet known. At present,
the nitrogenous oxygen demand (NOD) exerted in the lake by bacteria utilizing
nitrogen compounds appears to be high (Onondaga County, 1971). The high NOD
may be effecting significant reductions in the dissolved oxygen levels in the
lake. At times, the ammonia concentrations in Onondaga Lake contravene New
York State water quality standards (see p.100). Ammonia concentrations may
also approach levels that are harmful to the lake's flora and fauna (see pp.38
to 39). According to O'Brien & Gere (1974), the county has expanded its
sampling program to include more frequent sampling of such critical nutrients
as ammonia and organic nitrogen. Through monitoring and analysis, the true
impact of ammonia on the lake's biota, can be determined.
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Socio-Economlc Effects
The potential economic and social effects of the proposed project gener-
ally concern the Syracuse area's economic make-up, its land use patterns, the
size of its population, and the overall quality of life.
Economic Impact
The economic impact of expanding and upgrading the MSSTP depends on two
things: 1) the extent to which increased treatment capacity will influence the
economic development patterns of those industries in which municipal waste-
water treatment facilities are considered an amenity, and 2) the potential
change in the Allied Chemical Corporation's economic profile as a result of
that company's reaction to the wastewater treatment alternative selected.
The project is not expected to significantly boost employment by attracting
new industries to the Syracuse area. All other factors being equal, the exist-
ence of adequate sewerage facilities might give the Syracuse area a slight
competitive edge over other areas not so well-equipped. However, this is at
best a marginal advantage. The main focus of improved sewerage facilities
will be residential service rather than attraction of new industry.
If Allied Chemical Corporation is not included in the proposed project,
it may be required by the New York State Department of Environmental Conserva-
tion to pretreat its wastewater in order to reduce the calcium levels in the
wastewater discharge. Allied executives have raised the possibility of a
plant shutdown if such requirements are imposed on the company. They maintain
that the cost of the calcium reduction requirements would be prohibitive.
Allied reportedly employs about 1800 persons at its Syracuse plant. This
represents slightly less than 1 percent of the total number of persons employed
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in Onondaga County. Allied's reported payroll of 26 million dollars accounts
for about 2 percent of the total payroll in the county.
In addition to Allied's employees, a plant shutdown would affect the
suppliers, shippers, and customers connected with the Allied operation. How
severe the impact of a shutdown would be is not known at present.
Social Impact
The proposed project is not likely to influence the size or distribution
of the population in the service area. The project has more relevance in terms
of the overall quality of life and the recreational potential of the Syracuse
area. The magnitude of the project's social impact is difficult to predict.
It depends to a great extent on the importance to area residents of water
quality in general and recreational use of Onondaga Lake in particular.
Although the social effects of this project cannot be precisely determined,
there are indications that the project will be of some social benefit.
In 1967, Fredrickson (1969) investigated social priorities and preferences
in Syracuse. Fredrickson used a stratified random sample of 1036 persons of
voting age in Onondaga County. He found that 56 percent of the individuals in
the sample considered water pollution an important urban problem, ranking it
third out of a total of ten urban problems. Water pollution was ranked above
such items as employment, housing, and traffic. Fredrickson noted that an
individual's socio-economic status seemed to have little bearing on his res-
ponses.
In an earlier publication, Fredrickson and Magnus (1968) reported on the
same sample group. With reference to Onondaga Lake, they found that "Slightly
more than 85% of the residents either 'agree1 or 'strongly agree' that county
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governments should clean the lake for swimming and boating; 88% 'agreed' or
'strongly agreed' for the supporting of fish and animal life."
The importance attached to water pollution as an urban problem can probably
be traced to two main sources: 1) the prime example of pollution provided by
Onondaga Lake, and 2) the attention paid water pollution in general as a public
issue. In light of the above, the proposed project, by improving water quality
in Onondaga Lake, should be of social benefit.
WEST SIDE PUMPING STATION AND FORCE MAIN PROJECT
This project is an adjunct to the proposed MSSTP project: it will enable
the transfer of raw sewage from the West Side Pumping Station to the MSSTP via
the West Side Force Main. As such, its environmental effects, with the excep-
tion of construction effects, will be the same as those described for the MSSTP
project.
The severity of the environmental effects of the West Side Pumping Station
and Force Main project will mainly depend upon the constraints exercised during
project construction. The additions and alterations planned for the existing
pumping station will present no significant adverse impacts. The same cannot
be said for construction of the West Side Force Main. This part of the project
involves the installation of approximately 600 m (2000 ft) of force main in
an embankment that will be built in Onondaga Lake along its southwest shore
(see Figure 14).
Construction of the embankment will entail the filling of approximately
1.2 ha (3 acres) of the lake shore area with solid embankment materials. The
shoreline will thus be realigned into the lake waters. The distance from the
existing shoreline to the shoreline that will be created by the embankment will
be as much as 24 m (79 ft). The embankment will also extend landward from the
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present shoreline to a maximum distance of 19 m (62 ft). A similar embankment
will be built to carry the force main along its route across abandoned Allied
settling lagoons.
The loss of areas on both the land-side and the water-side of the existing
shoreline will have an adverse impact on the southern area of Onondaga Lake.
The water-side areas fall in the littoral zone of Onondaga Lake. The littoral
zone of a lake is normally a zone of great biological productivity. In some
lakes it is the most productive zone. Primary producers such as aquatic vas-
cular plants and algae abound in this zone. Such vegetation provides food
and shelter for many invertebrate and vertebrate species. The zone also serves
as the nursery and spawning area for many types of fish. In a healthy lake,
any filling of the littoral zone means the loss of a very productive area.
The adverse effects of the proposed embankment should be viewed in light
of the present condition of the Onondaga Lake shoreline. Trash and debris
are scattered along the shore and in the littoral zone of the lake. The shore-
line is also coated with oily substances. These substances can probably be
traced to nearby oil terminals or petroleum transport barges that operate on
the lake.
In its present condition, Onondaga Lake's littoral zone cannot be consi-
dered a productive fish spawning area. If this area was reclaimed and the oil
discharges were halted, the productivity of the littoral zone could be restored.
Construction of the proposed force main embankment will eliminate this possi-
bility.
Some of the other possible adverse effects of embankment construction
are: 1) turbidity in Onondaga Lake caused by the dredging of muck prior to
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emplacement of the embankment, 2) degradation of nearby areas caused by
improper disposal of muck and other dredged materials, and 3) siltation in
Onondaga Lake caused by erosion of the embankment materials by rainfall or by
lake waters.
The Contract Specifications for this project (Calocerinos & Spina, 1971)
do not contain detailed guidelines for construction practices or restraints
aimed at protecting the lake environment. There are several notable deficien-
cies. For example, no constraints are specified for the protection of the lake
during dredging. No indication is given of acceptable disposal sites for the
solid wastes (trash and muck) removed during construction. No guidelines are
given for proper restoration of unimproved surface areas. No mention is made
of the type of fill material that will be used or of the precautions that will
be taken to contain this material within the section of the lake that is to be
filled.
The Contract Specifications should be revised to insure protection and
i
enhancement of the environment. To this end, specific procedures to prevent
environmental degradation and to restore any areas damaged during construction
should be incorporated into the Contract Specifications.
Although installation of the West Side Force Main has its environmental
drawbacks, it can be turned to some benefit through the application of multiple
use concepts. At present, there is only limited access to the southwestern s
shore of Onondaga Lake. The force main right-of-way could open up this area to
greater public use if adequate recreational facilities were provided. For
example, hiking and bike trails could be developed along the right-of-way.
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ADVERSE ENVIRONMENTAL EFFECTS WHICH CANNOT BE AVOIDED
SHOULD THE PROPOSED PROJECTS BE IMPLEMENTED
METROPOLITAN SYRACUSE SEWAGE TREATMENT PLANT PROJECT
Construction of the proposed MSSTP will present erosion and siltation
problems, particularly during the installation of the proposed surface out-
fall line. Erosion and siltation are problems that accompany almost every
type of construction project. Contractors must be required to institute
effective temporary and permanent erosion control measures to minimize the
adverse effects of siltation. According to the NYSDEC adequate erosion control
provisions are contained in the Contract Specifications (1-1.04) for this pro-
ject. (Pederson, written communication, 1974).
Dust and other particulate matter will be raised during construction, caus-
ing an air quality problem in the vicinity of the construction site. However,
the problem will be temporary and its effects insignificant.
Extensive pile driving will be required to provide adequate support for
several of the treatment units. The piles must be driven through the clay
layers underlying the treatment plant site to a depth of about 76 m (250 ft).
The noise caused by the pile driving operation will constitute a serious ad-
verse effect during the early stages of construction. Pile driving should
be restricted to hours when it will not interfere with the normal sleeping
habits of area residents.
Limited calcium carbonate (CaCOg) precipitation will probably occur when
the effluent from the MSSTP mixes with the waters of Onondaga Lake. The dis-
charge plume will not be visible. Only a substantial visible plume would vio-
late the revised New York State water quality standards for Class C waters
(see Appendix A).
175
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The proposed project will not remove the chlorides that are being
discharged into the lake in Allied's settling lagoon overflow. While the
chloride level in the lake may have been doubled or tripled by Allied's
discharge, the exact impact of the increased chloride level on the biota of
the lake has not yet been determined.
The discharge of ammonia (NH3) and other nitrogen compounds from the MSSTP
will be somewhat reduced. Ammonia concentrations in the lake may exceed levels
known to be toxic to certain aquatic organisms. At certain times of the year,
in certain sections of Onondaga Lake, current ammonia levels contravene New
York State water quality standards (see pp.99 to 100 and Appendix A). The
utilization of nitrogen compounds by bacteria exerts a nitrogenous oxygen de-
mand (NOD) which depletes the dissolved oxygen in the lake.
The sludge from the MSSTP will be transferred to Allied's settling lagoons
for final disposal. This will shorten the lifespan of the operational lagoons.
WEST SIDE PUMPING STATION AND FORCE MAIN PROJECT
In conjunction with the installation of the West Side Force Main, approxi-
mately 1.2 ha (3 acres) of Onondaga Lake along its southwest shore will be
filled in with solid embankment materials. This will eliminate a portion of
Onondaga Lake's littoral zone. In view of the area's present degraded condi-
tion and in view of the potential recreational value of the area after restora-
tion, the loss of the littoral zone is not very significant.
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RELATIONSHIP BETWEEN LOCAL SHORT-TERN USES OF MAN'S
ENVIRONMENT AND THE MAINTENANCE AND ENHANCEMENT OF
LONG-TERM PRODUCTIVITY
Implementation of the proposed MSSTP project will reduce the bio-
chemical oxygen demand (BOD) loadings currently imposed on Onondaga Lake
by the existing facility. This should substantially increase the dissolved
oxygen levels in the lake. However, BOD loadings from sources other than
the MSSTP will continue to enter Onondaga Lake and its tributaries. The
BOD exerted by combined sewer overflows will continue to affect the waters
of Onondaga Lake.
When the overflow from Allied's settling lagoons mixes with the waters
of Geddes Brook and Nine Mile Creek, calcium carbonate precipitation occurs.
The proposed project will eliminate this problem because the settling lagoon
overflow will be pumped to the MSSTP. Substantial precipitation of CaC03
will take place in the advanced waste treatment units of the MSSTP and limited
precipitation of CaCO^ will probably occur at the discharge point in Onondaga
Lake. Limited calcium carbonate precipitation in Onondaga Lake will not contra-
vene the revised New York State water quality standards.
The immediate impact of depositing sludge from the MSSTP in Allied's
settling lagoons will be to accelerate the filling in of the lagoons. The
sooner the capacity of the existing lagoons is exhausted, the sooner new lagoons
will be required. Settling lagoons mar the landscape, foreclose many of the
potential uses of a given piece of land, and are aesthetically displeasing.
Onondaga County should carefully consider the available sludge disposal alterna-
tives to settling lagoons. Furthermore, a program should be instituted to re-
habilitate the lagoons that have already been abandoned.
177
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Construction of the West Side Force Main will involve the filling in of
1.2 ha (3 acres) of Onondaga Lake's littoral zone. In its present condition,
this area is only a marginally productive biological zone. Any possibility
of restoring this area's value as a littoral zone will be permanently elimi-
nated by the proposed project.
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IRREVERSIBLE OR IRRETRIEVABLE COMMITMENT OF RESOURCES WHICH WOULD
BE INVOLVED IN THE PROPOSED PROJECTS SHOULD THEY BE IMPLEMENTED
Certain resource commitments will be involved in the construction and
operation of the Metropolitan Syracuse sewage treatment plant (MSSTP) project
and the West Side Pumping Station and Force Main project. The major resource
commitments will be construction materials and land.
Several acres of woodland and open land at the proposed MSSTP site will
be lost. There are no rare or endangered species in the area. The proposed
treatment plant site was chosen because it adjoins the existing MSSTP facil-
ities, which will be incorporated into the new system. The loss of woodland
and open land is considered acceptable in light of the environmentally benefi-
cial effects of the project on Onondaga Lake and downstream waterways.
The disposal of sludge from the MSSTP in Allied's settling lagoons will
shorten the life expectancy of those lagoons. Three lagoons are currently in
use; together they have a life expectancy of nine years. Allied is already
making plans for the construction of additional lagoons. The construction of
additional lagoons will permanently alter the land use patterns of the area
chosen by Allied. The new lagoons will be in operation for 15 to 20 years;
after that 30 to 50 years will have to elapse before the former lagoons can
be put to some beneficial use. Even then, use of the former lagoon areas will
be limited to parks, golf courses and other low-load facilities. Plans should
be made to restore these abandoned lagoons to some degree of usefulness.
179
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At the proposed MSSTP, chlorine will be used for disinfection of
wastewaters. This will require the commitment of as much as 15,000 kg/day
(32,000 Ib/day) of chlorine for an indefinite period of time. The current
chlorine shortage in the United States may necessitate the future implementa-
tion of some other means of disinfection at the MSSTP.
Improvements to the West Side Pumping Station will be mainly internal mod-
ifications of an existing structure. Resource commitments will be negligible.
On the other hand, construction of the West Side Force Main will result in the
permanent loss of approximately 1.2 ha (3 acres) of Onondaga Lake along its
southwestern shoreline. Placement of the force main requires that this section
of the lake be filled in. The affected area is now coated with oil and litter-
ed with tires, metal cans and other debris. Its present condition severly
limits its biological productivity. In conjunction with the force main project,
a general clean up of the area is planned.
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DISCUSSION OF PROBLEMS AND OBJECTIONS
RAISED BY ALL REVIEWERS
INTRODUCTION
According to the requirements of the National Environmental Policy Act
of 1969, as stated in the Environmental Protection Agency's "Preparation of
Environmental Impact Statements: Interim Regulation", dated January 17, 1973:
Final statements. . . shall summarize the comments and
suggestions made by reviewing organizations and shall
describe the disposition of issues surfaced (e.g.,
revisions to the proposed action to mitigate anticipated
impacts or objections). In particular, they shall address
in detail the major issues raised when the Agency position
is at variance with recommendations and objections (e.g.,
reasons why specific comments and suggestions could not
be accepted, and factors of overriding importance prohibiting
the incorporation of suggestions). Reviewer's statements
should be set forth in a Comment and discussed in a Response.
In addition, the source of all comments should be clearly
identified.
Immediately following this introduction is a list of the reviewers of the
draft environmental impact statement (EIS) on the proposed projects. The list
is followed by a table that identifies the concerns expressed by reviewers of
the draft EIS. Those reviewers not cited in the table offered no comment on
the draft EIS.
Wherever possible, valid alterations or corrections suggested by reviewers
were incorporated into the text. Three major areas of concern warranted de-
tailed consideration; these are addressed in the section entitled "Comments
and Responses". All of the comments dealing with a particular subject were
synthesized into a representative Comment. Each Comment is followed by the
EPA's Response.
131
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LIST OF REVIEWERS OF THE DRAFT
ENVIRONMENTAL IMPACT STATEMENT
Central New York Regional Planning
and Development Board (CNYRPDB)
321 East Water Street
Syracuse, New York 13202
Robert L. Anderson, Review Specialist
February 6, 1974*
New York Pure Water Association
401 Larned Bldg.
Syracuse, New York 13202
William A. Maloney, President
January 25, 1974*
New York State Department of Environmental
Conservation (NYSDEC)
50 Wolf Road
Albany, New York 12201
Ronald W. Pedersen, First Deputy Commissioner
February 12, 1974*
Onondaga Audubon Society, Inc. (OAS)
Box 620, Syracuse, New York 13201
Robert E. Long, M.D., Vice President
January 31, 1974*
Onondaga County Department of
Public Works (OCDPW)
Division of Drainage and Sanitation
650 West Hiawatha Boulevard
Syracuse, New York 13204
John M. Karanik, Projects Officer
January 14, 1974*
Onondaga Lake Reclamation Association, Inc. (OLRA)
114 South Warren Street
Syracuse, New York 13202
William A. Maloney, Director
January 30, 1974*
*Letter dated
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Sierra Club (SC)
Iroquois Group: Atlantic Chapter
1217 Jamesville Avenue
Syracuse, New York 13210
Martin L. Sage, Chairman
January 27, 1974*
Syracuse-Onondaga County Planning Agency (SOCPA)
300 East Fayette St.
Syracuse, New York 13202
William 0. Thomas, Director
January 30, 1974*
U.S. Department of Agriculture
Soil Conservation Service (SCS)
700 East Water Street
Syracuse, New York 13210
A.C. Addison, State Conservationist
January 23, 1974*
U.S. Department of Health, Education, and Welfare
Region II
26 Federal Plaza
New York, New York 10007
Charles Josinsky, P.E.
Regional Environmental Officer
January 10, 1974*
U.S. Department of the Interior (USDI)
Office of the Secretary
Washington, D.C. 20240
William A. Vogoly, Acting Deputy
Assistant Secretary of the Interior
February 28, 1974*
*Letter dated
183
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TABLE 36
COMMENTS ON THE DRAFT EIS
Subject of Comment
Precipitation of Calcium
Carbonate
Nitrogen Removal in MSSTP
Phosphorus Removal in MSSTP
Salinity of Onondaga Lake
Water Quality Standards
Effect of Onondaga Lake on
Downstream Waterways
Siltation and Erosion Control
Wastewater Disposal System
(Outfall Line)
Sludge Disposal System
West Side Force Main
Industrial Clients of the
MSST.P
Reviewing Organization
CNYRPDB
X
X
X
X
NYSDEC
X
X
X
X
X
X
X
X
OAS
X
X
OCDPW
X
X
X
X
X
X
X
X
OLRA
X
X
X
SC
X
X
X
X
X
X
X
SOCPA
X
scs
X
X
X
USDI
X
X
X
X
X
-------
COMMENTS AND RESPONSES
Effect of Qnondaga Lake on Downstream Waterways
Comment
New information shows that the waters of Onondaga Lake do have an adverse
impact on the water quality of the Seneca-Oswego River system between
Baldwinsville and Phoenix.
Response
A recent U.S. Geological Survey report (1973) shows that Onondaga Lake is
very important to the chemistry of the Seneca-Oswego River system. The lake
is so mineralized that it substantially controls the water quality of the
Oswego River at Oswego, which is 46.7 km (29 miles) downstream of the Onondaga
Lake outlet.
In measuring the effect of Onondaga Lake waters on the Seneca River, it
cannot be assumed that the lake waters continuously flow into the river. The
Seneca River from Baldwinsville to Phoenix is part of the Erie Canal system.
Dams on the Seneca River at Baldwinsville and Phoenix control the flow of the
river. The flow direction of the waters in the Onondaga Lake outlet may be
into the Seneca River, into Onondaga Lake, or both. In the last case, the
top layer, containing Seneca River water, moves into the lake and the bottom
layer, containing Onondaga Lake water, moves into the river.
According to the U.S. Geological Survey (1973), "The high density of
Onondaga Lake water and the increasing depth of the outlet toward Seneca River
probably combine to insure an almost permanent chemical stratification in the
outlet and its junction with the Seneca River." In other words, in the area
where the lake and the river meet, the upper water layers are dominated by
185
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the lighter Seneca River waters and the lower water layers are dominated by
the denser Onondaga Lake waters. Consequently, if sampling in this area is
confined to the surface water layers, the data will not reflect the true
impact of the Onondaga Lake waters on the river. This seems to have been the
case in the biological sampling conducted by Simpson (1973):
Because our samplers were located fairly close to the water
surface (3-4 feet), some important effects of organic discharges
may have been overlooked. There is recent evidence that shows a
definite stratification of dissolved oxygen within the river, with
high concentrations near the surface (due to photosynthesis), and
much lower concentrations at greater depths (Unpublished data,
Basin Plans Group, New York State Department of Environmental
Conservation). Inter-station comparisons of communities from
greater depths could uncover impacts of pollution not revealed
in the near-surface samples.
In commenting on the draft EIS, the NYSDEC stated:
Dr. Simpson noted that recent evidence had been obtained that
a definite stratification of dissolved oxygen occurred within the
river and hence some important effects of organic discharges may
have been overlooked. It does appear, however, that the lake has
little impact upon the biology of the upper layer water of either
the Seneca River or the Oswego River. (Pederson, written communi-
cation, 1974).
The NYSDEC also noted:
The Onondaga Lake waters haven't been shown to have dele-
terious effect upon the biological conditions in the upper layers
of water within these rivers. However, the secondary effect,
resulting from the induced chemical stratification, does result
in some local adverse conditions. (Pederson, written communica-
tion, 1974).
The NYSDEC believes that its monitoring network will be a useful tool in deter-
mining the true impact of Onondaga Lake waters on the water quality of the
Seneca-Oswego River system.
West Side Force Main
Comment
Construction of the West Side Force Main as proposed would permanently
186
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destroy 1.2 hectares (3 acres) of lake shoreline and would also destroy mud
*\
flats and marsh. Other alternatives should be considered.
Response
According to Calocerinos & Spina, the consulting engineers for the West
Side Pumping Station and Force Main Project:
The original route of the force main, for the most part,
paralleled Interstate Route 690 from the pumping station to ;
the treatment plant. This location was not approved by the
New York State Department of Transportation, since their policy
is not to allow parallel occupation of utilities within an inter-
state highway right-of-way. Further inquiries with the U.S. Bureau
of Public Roads upheld this policy thereby requiring the force main
to be moved.
Several alternative routes were studied and the present
location was selected as the most feasible. (Spina, written
communication, 1974).
The area of the lake to be filled is adjacent to the Route 690 right-of-
way. As mentioned in the EIS (p. 172) this area is of low environmental value,
As the proposed route nears Harbor Brook, it crosses a marsh area. The force
main was routed through this marsh area to avoid an abandoned Allied settling
lagoon. According to Calocerinos & Spina: "Samples of the material in the
waste bed [settling lagoon] had indicated very poor support capability re-
quiring extensive piling and expensive construction. The only route remaining
was at its present location requiring an embankment construction as shown on
the plans." (Spina, written communication, 1974). The quality of the marsh
area to be filled is rather poor.
Furthermore, the alteration of this area could provide the basis for a
recreational project of significant social value. A relatively new land use
concept is that of using public rights-of-way as parks and recreational areas.
If this multiple use concept is applied to the West Side Force Main situation,
187
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the southwest shore of Onondaga Lake, which currently lacks any kind of re-
creational facility, can be provided with hiking trails, bicycle paths, and
similar recreational facilities. The Syracuse-Onondaga County Planning
Agency (1974) stated "...the Onondaga County Environmental Management Council
has contracted with Schum and Associates (Landscape Architects) for a Land
Use Implementation Plan of Onondaga Lake and Related Environs." The EPA
strongly recommends that the Onondaga County Department of Public Works and
the Onondaga County Environmental Management Council coordinate their efforts
so that a multiple use facility may be realized.
Industrial Clients of the MSSTP
Comment
The MSSTP should be strictly for public use. Industrial and chemical
wastes should be excluded because such wastes could have toxic or deleterious
effects.
Response
In the past, the inclusion of industrial wastes in municipal sewerage
systems posed many serious problems, including introduction of toxic or dele-
terious materials to the sewerage system, hydraulic overloading of the treat-
ment plant, and inequitable distribution of the cost of the sewerage system.
Now, pretreatment guidelines (U.S. EPA, 1973f; Onondaga County, 1972) require
that municipal sewerage system clients remove any toxic or deleterious sub-
stances from their wastewaters before discharging those wastewaters into the
municipal sewerage system. This protects the sewerage system and the environ-
ment from the harmful effects that certain industrial wastes may have on them.
In addition, industrial clients of municipal sewerage systems are now required
188
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to pay not only their fair share of the treatment costs, but also their fair
share of the capital cost of constructing the sewerage system (U.S. EPA, 19731),
189
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CONCLUSIONS AND RECOMMENDATIONS
CONCLUSIONS
1. Onondaga Lake is in a degraded and highly eutrophic state. Both the
epilimnion and the hypolimnion of the lake have high average concentrations
of calcium (600 mg/1) and chlorides (1700 mg/1). In 1972, the average phos-
phorus concentration in the epilimnion was 0.50 mg/1 as total phosphorus;
the average ammonia nitrogen level in the epilimnion was 2.06 mg/1; the pH
of the epilimnion was 7.69. In the hypolimnion, dissolved oxygen (DO) levels
are at or near zero approximately eight months out of the year. In the epilim-
nion, DO levels fall to 1 to 2 mg/1 for short periods of time.
2. The existing Metropolitan Syracuse sewage treatment plant (MSSTP) is a
189,000 cu m/day (50 mgd) primary treatment facility. The present average
flow to the MSSTP is 265,000 cu m/day (70 mgd); the present treatment
efficiencies are approximately 26 percent BOD (5-day) removal and 51 percent
suspended solids removal. The proposed expansion and upgrading of the MSSTP
is a necessary first step toward improving water quality in Onondaga Lake.
3. The critical element in determining the biological make-up of Onondaga
Lake appears to be DO concentrations. The present low DO levels in the lake
may mask the toxic effects of other constituents, including chlorides, ammonia,
copper, zinc, and chromium.
190
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4. Under the proposed project, the Allied Chemical Corporation's settling
lagoon overflow will be included in the advanced waste treatment (AWT) units
of the upgraded and expanded MSSTP. In this way, the overflow discharge will
be diverted from its present receiving water, Geddes Brook. This will elimin-
ate the calcium carbonate precipitation that now occurs in the Geddes Brook-
Nine Mile Creek system.
5. A calcium carbonate precipitation reaction should occur in the AWT units
of the MSSTP because of the lime contained in the Allied settling lagoon over-
flow. However, the alkalinity of the MSSTP secondary flow into the AWT units
will limit the quantity of calcium carbonate that can be formed. Approximately
96 to 98.5 percent of the calcium originally present in Allied's settling
lagoon overflow will be passed through the AWT units and will be discharged
into Onondaga Lake. Analysis indicates that a limited calcium carbonate pre-
cipitation reaction will occur in Onondaga Lake at the proposed shoreline out-
fall. Under normal operating conditions, the precipitation reaction should
not contravene the revised New York State water quality standards.
6. Possible operational upsets in the AWT units of the MSSTP could raise the
pH of the effluent to an unacceptably high level (above 9.0). Add to this the
fact that during the summer the pH of the lake water can be high (in the range
of 8.5 to 9.5). The result is a set of conditions under which significant
amounts of calcium carbonate can be expected to precipitate in Onondaga Lake.
The amount of CaC03 precipitated under these conditions could cause a contra-
vention of New York State water quality standards. The Onondaga County
191
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Department of Public Works has proposed a pH control system to solve this
problem (see Appendix D).
7. The inclusion of Allied's settling lagoon overflow in the AWT units of
the MSSTP will allow continued high total dissolved solids loadings on Onondaga
Lake. The MSSTP discharge will be high in calcium and chlorides; average daily
concentrations of calcium and chlorides will be on the order of 1500 mg/1 and
4000 mg/1, respectively. Approximately 1.5 to 4 percent of the calcium in the
lagoon overflow will be removed in the MSSTP; essentially none of the chlorides
will be removed.
8. If Allied's chloride discharge into Onondaga Lake was discontinued, the
chloride concentrations in the lake would decline by at least 50 percent.
However, at present there is no economically feasible way to remove the pollu-
tants generated by plants such as Allied's Solvay plant (U.S. EPA, 1973e).
Furthermore, some of the chlorides in the lake appear to be contributed by
natural, uncontrollable sources, including ground-water discharge and the
bottom sediments of the lake. At present, the effect of chlorides on the
aquatic life of the lake is unknown. Fish life does exist even though the
lake is eutrophic and has very low DO levels.
9. Legislation that bans the use of high phosphate detergents in Onondaga
County and in New York will continue to effect decreases in the total phos-
phorus concentrations in domestic raw sewage flows. The upgraded and expanded
MSSTP will provide for the reduction of phosphorus to 1.0 mg/1 or less (as
total phosphorus), as required by the New York State Department of Environmental
192
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Conservation {NYSDEC). Together, detergent use limitations and phosphorus
removal treatment at the MSSTP should result in a beneficial change in the
algal species composition of Onondaga Lake and in protection and enhancement
of Lake Ontario.
10. The proposed project will not allow the restoration of fishing or swimming
activities in Onondaga Lake. In 1970, the NYSDEC banned fishing in Onondaga
Lake because of the high mercury levels found in fish. Since 1970, the dis-
charge of mercury into the lake has been greatly reduced, but the lake's bottom
sediments and fish are still contaminated. Swimming is and will remain pro-
hibited because of the high concentrations of pathogenic organisms that enter
the lake via combined sewer overflows. Two alternative methods of controlling
combined sewer overflows are now being studied: 1) control of infiltration/
inflow, and 2) treatment of combined sewer overflows at selected points in the
sewer system.
11. The high calcium and chloride levels in Onondaga Lake are reflected in
the high concentrations of these elements in the downstream waterways,
specifically the Seneca-Oswego River system. By virtue of their potential to
interfere with domestic, commercial, and industrial use of the affected waters,
these high calcium and chloride concentrations will restrict future use of
the waterways. The affected Seneca-Oswego River waters are not now used as a
source of domestic water supply nor are they proposed as a future source of
domestic water supply. Allied is the main contributor of the chlorides in
Onondaga Lake. However, even if Allied stopped discharging chlorides into the
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lake, the natural chloride level in the lake might still keep the chloride
level in the Seneca-Oswego River system above the 250 mg/1 drinking water
standard established by the U.S. Public Health Service.
12. The high ammonia levels in Onondaga Lake may be somewhat reduced by the
upgraded and expanded MSSTP. At present, none of the municipal or industrial
wastewater treatment plants in the Onondaga Lake drainage basin provide facil-
ities for nitrogen removal.
13. The introduction of toxic or deleterious substances into the MSSTP's
sewerage system is subject to local rules and regulations and to Federal pre-
treatment guidelines. These control measures must be strictly enforced to
prevent the discharge of toxic metals and other deleterious substances into
Onondaga Lake.
14. Under the proposed project, Allied's operational settling lagoons will
be used for final disposal of the sludge from the MSSTP. This will slightly
accelerate the filling of the lagoons, shortening their useful lifespan. The
sludge will have no beneficial effect in terms of eventual restoration of the
lagoons. None of the abandoned Allied lagoons have been restored to date.
15. Communities within the service area of the MSSTP are -almost completely
developed; very little growth is expected in the future. Therefore, waste-
water flows to the MSSTP are not expected to exceed the 300,000 cu m/day
(80 mgd) design capacity of the treatment p'ant. The proposed project will
alleviate the hydraulic overloading that occurs at the existing MSSTP.
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16. Crucible Incorporated is now constructing its own wastewater treatment
facility. The effluent from this plant will meet all applicable New York State
and U.S. Environmental Protection Agency standards, including those for oil and
grease, iron, chromium, and copper. In addition, the treated water will.be
reusable, enabling Crucible to decrease its water consumption by about 90
, » . i- '
percent.
17. Construction of the proposed West Side Force Main will necessitate the
emplacement of fill materials in approximately 1.2 ha (3 acres) of Onondaga
Lake along its southwest shore. The loss of this portion of the littoral zone
is an adverse environmental impact of the project. However, the significance
of this impact is somewhat mitigated by the present degraded condition of the
area and the fact that this area is only a small part of Onondaga Lake's total
' '
littoral acreage.
18. The applicant outlined an alternative inland route for the West Side Force
Main. This alternative route cannot be implemented because it lies in the
right-of-way of an existing interstate highway. There are no other feasible
alternatives to the proposed route because the area in question is highly con-
gested.
19. The Contract Specifications for the West Side Pumping Station and Force
Main project do not include specific provisions to insure protection of the
lake environment during construction, or restoration of damaged areas after
construction. There are no specific guidelines for erosion control procedures,
disposal of dredged materials, or effective restoration of unimproved areas
after construction.
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RECOMMENDATIONS
1. The existing MSSTP should be expanded and upgraded as proposed to provide
, j ' -.
secondary treatment along with advanced waste treatment for phosphorus removal.
This will help to raise the dissolved oxygen concentrations in the epilimnion
of Onondaga Lake. It will also insure that the MSSTP meets the NYSDEC's phos-
phorus limit of 1.0 mg/1 or less (as P) for the protection of Lake Ontario.
2. In order to insure that the New York State water quality standards on tur-
bidity are not contravened in Onondaga Lake, the pH of the MSSTP effluent must
not exceed 9.0. The pH of the effluent is not expected to exceed 9.0 unless
operational upsets occur in the AWT units. The county's proposed pH control
system (see Appendix D) should be incorporated into the treatment system to
preclude any possibility of a precipitation problem occurring in Onondaga Lake.
3. The applicant must develop an alternative sludge disposal plan so that the
MSSTP can continue to operate even if Allied's settling lagoons become unavail-
able. An alternative sludge disposal plan should be presented to the NYSDEC
and the EPA for their approval within a year after the start of construction.
4. The combined sewer overflow control studies that are currently underway
in Onondaga County should be continued. When the studies are completed, the
applicant should move toward implementation of an effective combined sewer
overflow control program so that Onondaga Lake can be opened to swimming.
5. Monitoring and evaluation of the nitrogen and ammonia levels in Onondaga
Lake should be continued by the county. The results of the monitoring and
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analysis program should be used to determine whether nitrogen removal capa-
bilities should be instituted to control the amounts of nitrogen from point
source discharges in the Onondaga Lake drainage basin.
6. The Contract Specifications for the West Side Pumping Station and Force
Main project must be revised to include specific conditions and constraints
on construction procedures for the purpose of insuring environmental protection,
The kinds of restoration procedures that will be implemented and the timeframe
for restoration should also be included.
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ABBREVIATIONS USED
A13+
Alk
A1P04
avg
AWT
BOD
BOD(5-day), BOD5
BOD
ult
ou 9 Ua
CaCl2
CaC03
Ce
ci, cr
ci
co2
co32-
cone.
cond.
Cr, CrH
Cu, Cu"1
DO
DS
DT
, Ca+2, Ca2+
aluminum
alkalinity
aluminum phosphate
average
advanced waste treatment
biochemical oxygen' demand
biochemical oxygen demand
(exerted over a five-day
period)
biochemical oxygen demand
(ultimate)
calcium
calcium chloride
calcium carbonate
equilibrium concentration
chloride
chlorine
carbon dioxide
carbonate
concentration
conductivity
chromi urn
copper
dissolved oxygen
dissolved solids
detention time
198
-------
e.g.
epi.
et al.
F
Fe, Fe+++,Fe+3, Fe3+
FeP04
FWPCAA
g, gm
HC03-
hypo.
Ksp
1
Ib, Ibs
LCSTP
max
Mg
MG
min
min.
Mn
MSSTP
N, N2
Na
Nad
Na2C03
for example
epilimnion
and others
fluoride
i ron
ferric phosphate
Federal Water Pollution
Control Act Amendments
grams
bicarbonate
hypolimnion
solubility product
liter
pounds
Ley Creek Sewage Treatment
Plant
maximum
magnesium
million gallons
minimum
minute
manganese
Metropolitan Syracuse Sewage
Treatment Plant
nitrogen
sodium
sodium chloride
sodium carbonate
199
-------
NaOH
NEPA
NH3
NH3~N
NH4+
NH4OH
N02, N02;
N03, N03'
NOD
NYSDEC
NYSDH
0-P04
Org-N .
P
RAPP
S
Si02
S04
SS
IDS
T-P
TSS
U.S. EPA
U.S.G.S.
sodium hydroxide
National Environmental Policy
Act
ammonia
ammonia nitrogen
ammonium
ammonium hydroxide
nitrite
nitrate
nitrogenous oxygen demand
New York State Department of
Environmental Conservation
New York State Department of
Health
ortho-phosphate
organic nitrogen
phosphorus
Refuse Act Permit Program
sulfide
silicon dioxide
sulfate
suspended solids
total-dissolved solids
total phosphate
total suspended solids
United States Environmental
Protection Agency
United States Geological
Survey
200
-------
U.S. PHS - United States Public Health
Service
vol. - volume
Zn - zinc
u gm, u g - microgram
u mhos - micromhos
0 - degrees
= - equal
^ - greater than
^ - less than
% - percent
[ ] - molar concentration
201
-------
METRIC EQUIVALENTS OF ENGLISH UNITS
Metric
Centigrade (C°)
centimeters (cm)
centimeters/hour (cm/hr)
centimeters/year (cm/year)
cubic meters/day (cu m/day)
cubic meters/day/square meter
(cu m/d/sq m)
hectares (ha)
kilograms (kg)
kilograms/day (kg/day)
kilograms/hour (kg/hr)
kilograms/thousand kilograms
(kg/kkg)
kilometers (km)
kilowatts (kw)
liters per capita per day
(Ipcd)
meters (m)
meters/second (m/sec)
mi 11 i grams/I i ter( mg/1)
square kilometers (sq km)
English
Farenheit (F°)
inches (in.)
inches/hour (in./hr)
inches/year (in./year)
million gallons/day (mgd)
gallons/day/square foot (gpd/sq ft)
acres (acres)
pounds (Ib) or tons (tons)
pounds/day (Ib/day),(lbs/day) or
tons/day (tons/day)
pounds/hour (Ib/hr)
pounds/thousand pounds (lb/1000 Ib)
miles (miles)
horsepower (hp)
gallons per capita per day (gpcd)
feet (ft)
feet/second (ft/sec)
parts per million (ppm)
(this is an approximate equivalent)
square miles (sq miles)
202
-------
BIBLIOGRAPHY
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4 + pp.
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203
-------
BIBLIOGRAPHY (Cont'd)
Foderal Water Pollution Control Administration. 1968. Water Quality
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204
-------
BIBLIOGRAPHY (Cont'd)
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205
-------
BIBLIOGRAPHY (Cont'd)
Nobel, R. L. and Forney, J. L. 1971. Fish survey of Onondaga Lake -
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Onondaga County, New York. U.S. EPA, Water Quality Office Publi-
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U.S. Government Printing Office. Washing-
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O'Brien & Gere Engineers, Inc. 1969. Report on Pilot Plant Study.
O'Brien & Gere. Syracuse, New York. 50 + pp.
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Public Works. Syracuse, New York. 20 + pp.
O'Brien & Gere Engineers, Inc. 1973a. Environmental Assessment
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New York.
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Assessment Statement Syracuse Metropolitan Sewage Treatment Plant
and the West Side Pump Station and Force Main. Onondaga County.
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to Satisfy the Implementation of the National Environmental Policy
Act. Onondaga County. Syracuse, New York.
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11060 FAE 4/71. U.S. Government Printing Office. Washington, D.C.
460 + pp.
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the Public Sewer System. The County of Onondaga, Department of
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206
-------
BIBLIOGRAPHY (Cont'd)
Onondaga County (written communication). January 14, 1974. Letter
from John M. Karam'k, Projects Officer, Onondaga County Department
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Environmental Impacts Branch, U.S. EPA, Region II, New York, New
York.
Onondaga County and Allied Chemical Corporation. 1971. Agreement -
with respect to the joint treatment of municipal sewage and
industrial effluents.
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Letter from Ronald W. Pedersen, First Deputy Commissioner, New York
State Department of Environmental Conservation, Albany, New York to
Paul Arbesman, Chief, Environmental Impacts Branch, U.S. EPA, Region
II, New York, New York. 2pp. + attachments.
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Onondaga Lake Study, April 1971 by Onondaga County, New York. U.S.
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Remane, Adolf and Schlieper, Carl. 1971. Biology of Brackish Water.
Wiley Interscience Division - John Wiley & Sons, Inc. New York,
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from James Rooney, Sanitary Engineer, Basin Planning Section, Water
Programs Branch, U.S. EPA, Region II, New York, New York to Charles N.
Durfor, Chief, Water Programs Branch, U.S. EPA, Region II, New York,
New York.
Roy F. Weston, Inc. 1969. Feasibility of Joint Treatment in a Lake
Watershed. Federal Water Pollution Control Administration.
Washington, D.C.
Sawyer, Clair N. and McCarty, Perry L. 1967. Chemistry for Sanitary
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Oswego River System, New York - 1972. New York State Department
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207
-------
BIBLIOGRAPHY (Cont'd)
Skeat, William Oswald (ed.) and Bernard John Danger-field (asst. ed.).
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407pp.
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Frank J. Spina, Partner, Calocerinos & Spina Consulting Engineers,
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Environmental Assessment Coordinator, New York and Virgin Islands,
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York.
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208
-------
BIBLIOGRAPHY (Cont'd)
Syracuse University Research Corporation. 1973. Environmental Impact
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Sze, Philip and Kingsbury, John M. 1972. Distribution of phyto-
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from E. E. Towlson, Regional Director of Transporation, New York
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Liverpool, New York.
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209
-------
BIBLIOGRAPHY (Cont'd)
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9612-9639.
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U.S. Geological Survey. 1967.
York, Surface Water Records.
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U.S. Geological Survey. 1968.
York, Surface Water Records.
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U.S. Geological Survey. 1971.
York, Surface Water Records.
York. 302pp.
1964 Water Resources Data for New
U.S. Geological Survey. Albany, New
1966 Water Resources Data for New
U.S. Geological Survey. Albany, New
1967 Water Resources Data for New
U.S. Geological Survey. Albany, New
1971 Water Resources Data for New
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210
-------
BIBLIOGRAPHY (Cont'd)
U.S. Public Health Service. 1962. Public Health Service Drinking
Water Standards - Publication 956. U.S. Government Printing
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Waterman, G. 1971. Zooplankton of Onondaga Lake, New York. 361-
384pp. In Onondaga Lake Study, April 1971 by Onondaga County, New
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U.S. Government Printing Office. Washington, D.C.
211
-------
APPENDIX A
SELECTED NEW YORK STATE WATER QUALITY CLASSIFICATIONS
AND STANDARDS IN EFFECT PRIOR TO MARCH 27, 1974
CLASS B
Best usage of waters. Bathing and any other usages except as
source of water supply for drinking, culinary or food processing
purposes. .
Quality Standards for Class B Waters!/
Items
1. Floating solids; settleable
solids; sludge deposits
2. Sewage or wastes effluents
3. pH
4. Dissolved oxygen
Specifications
None which are readily visibl'e
and attributable to sewage,
industrial wastes or other
wastes or which deleteriously
increase the amounts of these
constituents in receiving
waters after opportunity for
reasonable dilution and mixture
with the wastes discharged
thereto.
None which are not effectively
disinfected.
Range between 6.5 and 8.5
For trout waters, not less than
5.0 parts per million; for
non-trout waters, not less than
4.0 parts per million.
I/Note 2 on page A-3 is also applicable to class B standards.
A-l
-------
CLASS B (Cont'd)
Quality Standards for Class B Waters
Items Specifications
5. Toxic wastes, oil, deleterious None alone or in combination
substances, colored or other with other substances or wastes
wastes, or heated liquids in sufficient amounts or at such
temperatures as to be injurious
to fish life, make the waters
unsafe or unsuitable for bathing
or impair the waters for any
other best usage as determined
for the specific waters which
are assigned to this class.
CLASS C
Best usage of waters. Fishing and any other usages except for
bathing [and] as source of water supply for drinking, culinary or
food processing purposes.
Quality Standards for Class C Waters!/
Iterns Specifications
1. Floating solids; settleable None which are readily visible
solids; sludge deposits and attributable to sewage,
industrial wastes or other
wastes or which deleteriously
increase the amounts of these
constituents in receiving
waters after opportunity for
reasonable dilution and mixture
with the wastes discharged
thereto.
2. pH Range between.6.5 and 8.5
]_/ Note 2 on page A-3 is also applicable to class C standards.
A-2
-------
CLASS C (Cont'd)
Quality Standards for Class C Waters
Items
3. Dissolved oxygen
Toxic wastes, oil, deleterious
substances, colored or other
wastes, or heated liquids
Specifications
For trout waters, not less than
5.0 parts per million; for
non-trout waters, not less than
4.0 parts per million.
None alone or in combination
with other substances or wastes
in sufficient amounts or at such
temperatures as to be injurious
to fish life or impair the waters
for any other best usage as
determined for the specific
waters which are assigned to this
class.
Note 2: With reference to certain toxic substances as affecting fish
life, the establishment of any single numerical standard for
waters of New York State would be too restrictive. There are
many waters, which because of poor buffering capacity and
composition will require special study to determine safe
concentrations of toxic substances. However, based on non-
trout waters of approximately median alkalinity (80 ppm) or
above for the State, in which groups most of the waters near
industrial areas in this State will fall, and without con-
sidering increased or decreased toxicity from possible
combinations, the following may be considered as safe stream
concentrations for certain substances to comply with the
above standards for this type of water. Waters of lower
alkalinity must be specially considered since the toxic
effect of most pollutants will be greatly increased.
Ammonia or Ammonium
compounds
Cyanide
Ferro- or Ferricyanide
Not greater than 2.0 parts per
million (NH3) at pH of 8.0 or
above
Not greater than '0.1 part per
million (CN)
Not greater than 0.4 parts per
million (Fe(CN)6)
A-3
-------
Copper Not greater than 0.2 parts per
million (Cu)
Zinc Not greater than 0.3 parts per
million (Zn)
Cadmium Not greater than 0.3 parts per
million (Cd)
SPECIAL CLASS A (International Boundary Waters)
Best usage of waters. Those as stated under "Objectives for
Boundary Water Quality Control" in the 1951 Report of the Inter-
national Joint Commission United States and Canada on the Pollution
of Boundary Waters, subdivision (c) below; namely, source of domestic
water supply ... or industrial water supply, navigation, fish and
wildlife, bathing, recreation, agriculture and other riparian
activities.
General Objectives
All wastes, including sanitary sewage, storm water, and industrial
effluents, shall be in such condition when discharged into any stream
that they will not create conditions in the boundary waters which will
adversely affect the use of those waters for the following purposes:
source of domestic water supply or industrial water supply, navigation,
fish and wildlife, bathing, recreation, agriculture and other riparian
activities. In general, adverse conditions are caused by:
(A) Excessive bacterial, physical or chemical contamination.
(B) Unnatural deposits in the stream, interfering with navigation,
fish and wildlife, bathing, recreation, or destruction of aesthetic
values.
A-4
-------
(C) Toxic substances and materials imparting objectionable
tastes and odors to waters used for domestic or industrial purposes.
(D) Floating materials, including oils, grease, garbage, sewage
solids, or other refuse.
Specific Objectives
In more specific terms, adequate controls of pollution will
necessitate the following objectives for:
(A) Sanitary sewage, storm water, and wastes from water craft.
Sufficient treatment for adequate removal or reduction of solids,
bacteria and chemical constituents which may interfere unreasonably
with the use of these waters for purposes aforementioned. Adequate
protection for these waters, except in certain specific instances
influenced by local conditions, should be provided if the coliform
M.P.N. median value does not exceed 2,400 per 100 ml. at any point
in the waters following initial dilution.
(B) Industrial wastes.
(1) Chemical wastes-Phenolic type. Industrial waste
effluents from phenolic hydro-carbon and other chemical plants will
cause objectionable tastes or odors in drinking or industrial water
supplies and may taint the flesh of fish.
Adequate protection should be provided for these waters if
the concentration of phenol or phenol equivalents does not exceed an
average of 2 ppb and a maximum of 5 ppb at any point in these waters
A-5
-------
following initial dilution. This quality in the receiving waters
will probably be attained if plant effluents are limited to 20 ppb
of phenol or phenol equivalents.
Some of the industries producing phenolic wastes are: coke,
synthetic resin, oil refining, petroleum cracking, tar, road oil,
creosoting, wood distillation, and dye manufacturing plants.
(2) Chemical wastes - other than Phenolic. Adequate pro-
tection should be provided if:
(a) The pH of these waters following initial dilution
is not less than 6.7 nor more than 8.5. This quality in the receiving
waters will probably be attained if plant effluents are adjusted to a
pH value within the range of 5.5 and 10.6.
(b) The iron content of these waters following initial
dilution does not exceed 0.3 ppm. This quality in the receiving waters
will probably be attained if plant effluents are limited to 17 ppm of
iron in terms of Fe.
(c) The odor producing substances in the effluent are
reduced to a point that following initial dilution with these waters
the mixture does not have a threshold odor number in excess of 8 due
to such added material.
(d) Unnatural color and turbidity of the wastes are
reduced to a point that these waters will not be offensive in
appearance or otherwise unattractive for the aforementioned purposes.
A-6
-------
(e) Oils and floating solids are reduced to a point
that they will not create fire hazards, coat hulls or water craft,-
injure fish or wildlife or their habitat, or will -adversely affect"
public or private recreational development or other legitimate
shore-line developments or uses. Protection should be provided'for
these waters if plant effluents or storm water discharges from- -
premises do not contain oils, as determined by extraction, in excess
of 15 ppm, or a sufficient amount to create more than a faint ..
iridescence. Some of the industries producing .chemical wastes other
than phenolic are: oil wells and petroleum refineries, gasoline'"*
filling stations and bulk stations, styrene copolymor, synthetic
pharmaceutical, synthetic fibre, iron and steel, alkali chemical,
rubber fabricating, dye manufacturing, and acid manufacturing plants.
(3) Highly toxic wastes. Adequate protection should be
provided for these waters if substances highly toxic to human, fish,
aquatic, or wildlife are eliminated or reduced to safe limits.
Some of the industries producing highly toxic wastes
are: metal plating and finishing plants discharging cyanides,
chromium or other toxic wastes; chemical or pharmaceutical plants
and coke ovens. Wastes containing toxic concentrations of free
halogens are included in this category.
(4) Deoxygenating wastes. Adequate protection of these
waters should result, if sufficient treatment is provided for the
substantial removal of solids, bacteria, chemical constitutents and
A-7
-------
other substances capable of reducing the dissolved oxygen content of
these waters unreasonably. Some of the industries producing these
wastes are: tanneries, glue and gelatin plants, alcohol, including
breweries and distilleries, wool scouring, pulp and paper, food
processing plants such as meat packing and dairy plants, corn pro-
ducts, beet sugar, fish processing and dehydration plants.
(d) Quality standards for class A-special (Inter-
national boundary waters). Supplemental to the above-referred to
"Objectives for Boundary Waters Quality Control", the following
quality standards are established for waters of this class.
Items
1. Floating solids; settleable
solids; sludge deposits
2. Sewage or waste effluents
3. Odor producing substances
contained in sewage,
industrial wastes or
other wastes
4. Phenolic compounds
Specifications
None which are readily visible
and attributable to sewage,
industrial wastes or other
wastes or which deleteriously
increase the amounts of these
constituents in receiving
waters after opportunity for
reasonable dilution and mixture
with the wastes discharged
thereto.
None which are not effectively
disinfected.
The waters after opportunity
for reasonable dilution and
mixture with the wastes dis-
charged thereto shall not have
an increased threshold odor
number greater than 8, due to
such added wastes..
Not greater than 5 parts per
billion (Phenol).
A-8
-------
Items Specifications
. ./
5. pH Range between 6.7 and 8.5
6. Dissolved oxygen Not less than 4.0 parts per
mi 11i on.
7. Toxic wastes, oil, None alone or in combination
deleterious substances, with other substances or wastes
colored or other wastes in sufficient amounts or at such
or heated liquids temperatures as to adversely
affect the usages recognized for
this class of waters.
(e) Standards subject to revision at any time. If and
when necessary to attain the above referred to "Objectives for
Boundary Waters Control", the standards specified herein shall be
subject to revision from time to time after further hearings on due
notice.
A-9
-------
SELECTED NEW YORK STATE WATER QUALITY CLASSIFICATIONS
AND STANDARDS IN EFFECT AFTER MARCH 27, 1974
Section 701.4 CLASSES AND STANDARDS FOR FRESH SURFACE WATERS
The following items and specifications shall be the standards applicable
to all New York fresh waters which are assigned the classification of AA, A, B,
C, or D, in addition to the specific standards which are found in this Part
under the heading of each such classification.
Quality Standards for Fresh Surface Waters
Items Specifications
1. Turbidity
2. Color
3.
4.
5.
Suspended, collodial or
settleable solids.
Oil and floating
substances.
Taste and odor-producing
substances, toxic wastes
and deleterious substances,
No increase except from natural sources
that will cause a substantial visible
contrast to natural conditions. In
cases of naturally turbid waters, the
contrast will be due to increased
turbidity.
None from man-made sources that will be
detrimental to anticipated best usage
of waters.
None from sewage, industrial wastes or
other wastes which will cause deposition
or be deleterious for any best usage
determined for the specific waters which
are assigned to each class.
No residue attributable to sewage,
industrial wastes or other wastes nor
visible oil film nor globules of grease.
None in amounts that will be injurious
to fishlife or which in any manner shall
adversely affect the flavor, color or
odor thereof, or impair the waters for
any best usage as determined for the
specific waters which are assigned to
each class.
A-10
-------
Items
6. Thermal discharges
Specifications
No'discharge which will be injurious to
fishlife or make the waters unsafe or
unsuitable for any best usage determined
for the specific waters which are
assigned to each class. See Part 704.
CLASS B
Best usage of waters. Primary contact recreation and any other uses
except as a source of water supply for drinking, culinary or food processing
purposes.
Quality Standards for Class B Waters-!-'
I/
Items
1. Coliform
2. pH
3. Total Dissolved Solids
Specifications
The monthly median coliform value for
one hundred ml of sample shall-'not
exceed two thousand four hundred from
a minimum of five examinations and
provided that not more than twenty .
percent of the samples shall exceed a
coliform value .of five thousand for one
hundred ml of sample and the monthly
geometric mean fecal coliform value for
one hundred ml of sample shall not
exceed two hundred (200) from a minimum
of five examinations. This standard
shall be met during all periods when
disinfection is practiced.
Shall be between 6.5 and 8.5
None at concentrations which will be
detrimental to the growth and propaga-
tion of aquatic life. Waters having
present levels less than 500 milligrams
per liter shall be kept, below this limit,
I/Note 1 on page A-13 is also applicable to Class B standards.
A-ll
-------
CLASS B (Cont'd)
Quality Standards for Class B Waters
4.
Items
Dissolved Oxygen
Specifications
For cold waters suitable for trout
spawning, the DO concentration shall
not be less than 7.0 mg/1 from other
than natural conditions. For trout
waters, the minimum daily average shall
not be less than 6.0 mg/1. At no time
shall the DO concentration be less than
5.0 mg/1. For non-trout waters, the
minimum daily average shall not be less
than 5.0 mg/1. At no time shall the DO
concentration be less than 4.0 mg/1.
CLASS C
Best usage of waters. Suitable for fishing and all other uses except as
a source of water supply for drinking, culinary or food processing purposes and
primary contact recreation.
Quality Standards for Class C Waters-'
I/
Items
1. Coliform
2. pH
3. Total Dissolved Solids
Specifications
The monthly geometric mean total
coliform value for one hundred ml of
sample shall not exceed ten thousand
and the monthly geometric mean fecal
coliform value for one hundred ml of
sample shall not exceed two thousand
from a minimum of five examinations.
This standard shall be met during all
periods when disinfection is practiced.
Shall be between 6.5 and 8.5.
None at concentrations which will be
detrimental to the growth and propaga-
tion of aquatic life. Waters having
present levels less than 500 milligrams
per liter shall be kept below this limit,
I/Note 1 on page A-13 is also applicable to Class C standards.
A-12
-------
CLASS C (Cont'd)
Quality Standards for Class C Waters
Items '' . Specifications
4. Dissolved Oxygen For cold waters suitable for trout
spawning, the DO concentration shall
not be less than 7.0 mg/1 from other
than natural conditions.' For trout
waters, the minimum daily average .shall
not be less than 6.0 mg/1. At 'no time
shall the DO concentration be .less.vthan
5.0 mg/1. For non-trout waters, the'
minimum daily average shall not be less
than 5.0 mg/1. At no time shall1 the DO
concentration be less, than 4.0 mg/|l..
Note 1: With reference to certain toxic substances affecting fishlife,fi. the
establishment of any single numerical standard for waters of" New York
State would be too restrictive. There are many waters, which because
of poor buffering capacity and composition will require special study
to determine safe concentrations of toxic substances. However, most
of the non-trout waters near industrial areas in this state will have
an alkalinity of 80 milligrams per liter or above. Without consider-
ing increased or decreased toxicity from possible combinations, the
following may be considered as safe stream concentrations for certain
substances to comply with the above standard for this type of'.water.
Waters of lower alkalinity must be specifically considered since the
toxic effect of most pollutants will be greatly increased.
Ammonia or Ammonium Compounds Not greater than 2.0 milligrams per
liter expressed as NH-j at pH of 8.0 or
above.
Cyanide Not greater than 0.1 milligrams per
liter expressed as CN.
Ferro- or Ferricyanide Not greater than 0.4 milligrams per
liter expressed as Fe(CN)6.
Copper Not greater than 0.2 milligrams per
liter expressed as Cu.
Zinc "Not greater than 0.3 milligrams per
liter expressed as Zn.
A-13
-------
Cadmium Not greater than 0.3 milligrams per
liter expressed as Cd.
Section 702.1 CLASS A-SPECIAL (INTERNATIONAL BOUNDARY WATERS)
(GREAT LAKES WATER QUALITY AGREEMENT OF 1972)
Best usage of waters. Source of water supply for drinking, culinary or
food processing purposes, primary contact recreation and any other usages.
Conditions related to best usage. The waters, if subjected to approved treat-
ment, equal to coagulation, sedimentation, filtration and disinfection with
additional treatment, if necessary, to reduce naturally present impurities,
meet or will meet New York State Department of Health drinking water standards
and are or will be considered safe and satisfactory for drinking water purposes,
Quality Standards for Class A-Special Waters^-'
(International Boundary Waters)
Items Specifications
1. Coliform The geometric mean of not less than five
samples taken over not more than a
thirty-day period should not exceed
1,000 per 100 ml total coliform nor 200
per 100 ml fecal coliform.
2. Dissolved Oxygen In the rivers and upper waters of the
lakes not less than 6.0 mg/1 at any
time. In hypolimnetic waters, it
should be not less than necessary for
the support of fishlife, particularly
cold water species.
3. Total Dissolved Solids Should not exceed 200 milligrams per
liter.
I/Note 1 on page A-13 is also applicable to Class A-Special standards.
A-14
-------
Items
Specifications
4. pH
5. Iron
6. Phosphorus
7. Radioactivity
8.
Taste and odor-producing
substances, toxic wastes
and deleterious substances
Should not be outside the range of 6.7
to 8.5.
Should not exceed 0.3 milligrams per
liter as Fe.
Concentrations should be limited to the
extent necessary to prevent nuisance
growths of algae, weeds and slimes that
are or may become injurious to any bene-
ficial water use.
Should be kept at the lowest practicable
levels and in any event should be con-
trolled to the extent necessary to
prevent harmful effects on health.
None in amounts that will interfere with
use for primary contact recreation or
that will be injurious to the growth and
propagation of fish, or which in any
manner shall adversely affect the flavor,
color or odor thereof or impair the
waters for any other best usage as
determined for the specific waters which
are assigned to this class.
None from sewage, industrial wastes or
other wastes which will cause deposition
or be deleterious for any best usage
determined for the specific waters which
are assigned to this class.
No residue attributable to sewage,
industrial wastes or other wastes nor
visible oil film nor globules of grease.
No discharge which will be injurious to
fishlife or make the waters unsafe or
unsuitable for any best usage determined
for the specific waters which are as-
signed to this class. See Part 704.
To meet the water quality objectives referred to in the "Great Lakes Water
Quality Agreement of 1972," the standards listed above shall be subject to
revision from time to time after further hearings on due notice.
9.
Suspended, collodial or
settleable solids
10. Oil and floating substances
11. Thermal discharges
A-15
-------
. APPENDIX B-
EARLY HISTORY OF ONONDAGA LAKE
Stewart (n.d.) compiled the following information on the early history
of Onondaga Lake and its salty nature. .-.-.< ,
..! . ' ' . -v.;- . :< .: : T,
Perhaps the earliest, recording of Onondaga Lake and its salt springs,
was by a Jesuit Missionary, Father Simon LeMoyne, who visited .the lake
in 16531/. LeMoyne wrote an account., of the lake, which at ,that time .
was called Ganentaha by the Onondaga Indians:
We arrive at the entrance of a small lake in a large half
dried basin; we taste the water of a spring that they (the
Indians) durst not drink, saying that there is a demon in,
it, which render it fetid. Having tasted it, I found it a
fountain of salt water; and, in fact, we made salt.(from it
as natural as that from the sea, of which we carried a
sample to Quebec. (Geddes, 1860)
A detailed history concerning the gradual utilization of salt by the
Indians, the white man's influence in the development of a salt
industry and the eventual takeover of the lands around the lake to
the exclusion of the Indians, is provided by Geddes (1860) and Clark
(1859). Clark also described some interesting features of the shore-
line of Onondaga Lake:
The shores of the Onondaga Lake, at an early period of the
settlement of the Country, were composed of soft, spongy bog,
into which a pole could be thrust to an almost interminable
depth. Since the clearing up of the hills in the neighbor-
hood, sand gravel and other substances, have been washed
down, and by the action of the waves, have become so solid
I/ Geddes (1860) gave the date of this first visit as 16 Aug. 1654.
B-l
-------
that loaded teams can now be driven along the beach, without
making scarecely [sic] any indentation, while but forty years
ago, the same ground could only be traversed by flat bottomed
boats.
Schultz (1810), in a portion of his travelogue which concerned Onondaga
Lake,-/ described the local belief that the lake was bottomless and
that the lower waters were extremely saline. Schultz examined these
local beliefs by having some boatmen row him around to different areas
of the lake in an attempt to find an area where the bottom could not be
found. However, most of their soundings produced only 9.2 m to 15.1 m
of water with one final sounding giving them 19.5 m of water!/. Schultz
also lowered a bottle in such a manner that he could withdraw a cork
when it arrived at the bottom, then drew it up, and "found the water a
little cooler, but not otherwise different from that on the surface."
This implies that the lake did not have a deep saline layer in those
early years as was mistakenly believed.
2/ Called Onondaga or Salt Lake at that time.
3/ Geddes (1860) mentioned soundings in the early years of 16.7 and
19.8 m.
B-2
-------
APPENDIX C
CHLORIDES
The Onondaga Lake Study (Onondaga County, 1971)'showed that ap-
proximately 70 percent of the chlorides discharged into Onondaga Lake
from point sources could be attributed to tributaries containing dis-
charges from the Allied Chemical Corporation. Onondaga County through
its consultant, O'Brien & Gere, attempted to estimate the input of
chlorides to the lake from sources other than Allied by 1) correl-a-
tion analyses, 2) chloride to sodium ratios, and 3) a chloride mass.
balance. The following is O'Brien & Gere's analysis.-
In an attempt to determine the impact of Allied Chemical"-
Corporation's production activity on the level of chlorides
in Onondaga Lake, a statistical analysis was conducted to
determine the correlation of Allied's production activity with
mean lake concentrations. The correlation between the two
variables indicates the degree of relationship between the
variables or how well a linear equation describes or explains
the relationship between the variables. The correlation co-
efficient varies between -1 and +1 with a value of 0 indicating
that no relationship exists between the two variables. A
value of -1 and +1 indicates that one variable fully explains"
the variation of the other in either a direct or inverse re-
lationship.
The linear correlation between the average annual con-
centration of chlorides in Onondaga Lake and the loading of
chlorides by Allied Chemical Corporation yielded a correla-
tion coefficient of 0.61. This generally indicates that the
changes in the level of chlorides in Onondaga Lake respond in
a less than predictable manner to the change in production level
and hence discharge of chlorides from the Allied facility.
The raw data is shown in the Table C-l and plotted in Figures
C-l and C-2.
]_/ The table and figure numbers in this passage have been changed
to correspond with the numbering system used in this report.
C-l
-------
TABLE C-l
DATA USED IN STATISTICAL ANALYSES TO
DETERMINE THE SIGNIFICANCE OF ALLIED'S
CHLORIDE DISCHARGE TO ONONDAGA LAKE
Year
1910
1918
1920
1947
1955
1959
1960
1961
1962
1964
1965
1970
1971
1972
Average chloride
concentration in
Onondaga Lake
mg/1
1,050
2,020
850
1,724
1,460
2,000
1,700
1,800
1,750
2,000
2,250
1,789
1,541
1,730
Chlorides discharged
by Allied
kg x 106/year
202
347
319
358
547
556
557
593
580
653
662
621
644
661
tons /year
223,000
383,000
352,000
395,000
603,000
613,000
614,000
654,000
639,000
720,000
730,000
685,000
710,000
729,000
Average annual
precipitation
cm/year
78.1
83.3
87.7
103 . 5
101.5
104.6
81.8
95.5
77.8
94.2
72.1
97.1.
99.5
140.74
in . /year
30.74
32.79
34.52
40.75
39.95
41.20
32.21
37.58
30.64
37.10
28.39
38.23
39.18
55.41
Source: O'Brien & Gere, 1973a.
C-2
-------
2400 -i
2200 -
2000-
1800 -
1600 -
O 1400-
O 1200
u
u. 1000
800 -
600 -
400 -
200 -
1910 1920
Soon.: O'Bri.n t G.r«. l»73o.
1930
1940
1950
DATE
I
1960
1970
I
1980
AVERAGE LAKE CHLORIDE CONCENTRATION VERSUS TIME
Figure C-l
C-3
-------
2400-.
22OO -
2000 -
18OO -
1600 -
O MOO'
S 1200'
O
I
«_»
S 1000-
600 -
400 -
200
I
200
I
300
400
THOUSANDS OF TONS/YEAR
I
500
I
600
I
700
Source: O'Brien A G«r«. 1973a
AVERAGE LAKE CHLORIDE CONCENTRATION VERSUS TONNAGE Of CHLORIDES FROM ALLIED CHEMICAL CORPORATION
Figure C-2
C-4
-------
, There are three factors which can account for the ob-
served lack of correlation, namely: .
1 T* ; " ' '
1. The influences of non-point source contributions of
, chlorides may vary in an extreme manner and at times
override the point .source contribution from Allied
Chemical.
2, The analytical data in determining the chloride com-
position of lake waters may not be uniform and self-
consistent. The data was obtained from 6 sources
over a span of 62 years reflecting the services of
a large number of analysts. The sampling also suf-
fers from the same lack of uniformity. :=
: ' '
3. The rate of flushing of the lake may also be a con-
tributing factor, responsible for differing frac-
tions of Allied's fl.ow to the total tributary con-
tribution.
The effects of points (1) and (2) are largely indeter-
minate. There are little data available for non-point source
contributions such as groundwater laden salt springs, sediment
diffusion, air pollution, etc. The integrity and self-
consistent nature of the analytical data cannot be verified,
substantiated, or corrected for deficient analytical procedures
and/or techniques. Both of these factors, because of their
indeterminate nature cannot be checked for their contribution
to the low correlation coefficient.
In an effort to determine the effect of the third factor,
the rate of flushing, on the observed lake average chloride
concentrations, correlation analysis was conducted between the
annual average level of precipitation and the lake average
chloride concentrations. In addition, linear multiple correla-
tion investigations were conducted between the annual lake
average chloride concentrations and the product of .the level
of Allied's production activity and the average annual rainfall.
The correlation between the annual lake average chloride
concentration and the product of the level of Allied's production
activity and the average annual rainfall yielded a coefficient
of 0.42. The correlation between the annual Take average chlo-
ride concentration and the product of Allied's production
activity and the inverse of the average annual rainfall yielded
a coefficient of 0.46. This would indicate that the latter
linear multiple correlation is slightly stronger. However, a
correlation coefficient of this nature would indicate that the
C-5
-------
chlorides in the lake respond to the change in the product of
the production level and annual rainfall in a random manner.
The correlation between the annual lake average chloride con-
centration and the average annual precipitation yielded a co-
efficient of 0.21. On the other hand, the correlation between
the annual lake average chloride concentration and the inverse
of the average annual precipitation yielded a coefficient of
-0.14. As such the lake average chloride is only very weakly
correlated to total average annual precipitation.
The (Cl/Na) ratio is an accurate trace of the effect of the
Allied Chemical discharge on the entire drainage basin. Allied
Chemical discharged both CaCl2 and NaCl in 1972 at levels of
approximately 758,000 tons/year and 401,000 tons/year respec-
tively. The effect of the Allied Chemical Corporations's dis-
charge on the chloride level of the entire basin can be as-
sessed by comparing the (Cl/Na) ratio from the Allied Chemical
discharge to that of the Seneca River. The (Cl/Na) ratio
characteristic of the Allied industrial discharge in 1972 is
approximately 4.61. All other point source discharges to
Onondaga Lake have an average (Cl/Na) ratio of 1.16 which to-
gether with the Allied waste provide a (Cl/Na) average ratio
within Onondaga Lake of 3.04, as measured during 1972. This
in itself would imply that Allied Chemical contributes 54.5%
of the total chloride contribution to Onondaga Lake under the
assumption that the lake reflected a steady situation and that
neither chlorides or sodium are subject to any appreciable
sinks, or sources, within the lake.
In following the (Cl/Na) ratios further through the basin,
the Seneca River Cl/Na ratio, upstream from the Onondaga Lake
discharge, is 1.65, which together with the 3.04 ratio in
Onondaga Lake contributes to the 2.26 (Cl/Na) ratio which was
observed downstream from the Onondaga Lake outlet on the Seneca
River. The balancing of these ratios indicate [sic] that the
Onondaga Lake chloride contribution is approximately 43.2% of
the total observed at the Belgium sampling station.
If one carries this line of discussion to its conclusion,
one may determine from the above, that Allied Chemical Corp.
contributes approxiamtely 23.5% of the chlorides to the Seneca
River downstream from the point of intrusion of the Onondaga
Lake Outlet.
The reason for determining Allied Chemical's contribution
of chlorides on the basis of (Cl/Na) ratios is largely because
of the difficulty in accurately determining the flows of the
tributaries influent to the lake. Also, at the present time,
no accurate flow data has [sic] been compiled for the bilaminar
and bidirectional flow which is characteristic of the Onondaga
Lake Outlet. The Seneca River flows to date are also not in
a readily usable form.
C-6
-------
One problem inherent to the use of the above approach is
the problem of sodium cation discharges in the form other than
sodium chloride (Na2S04, NaCHsCOO, etc.)- This is not generally
encountered and may account for less than a 5-10% variation in
the derived values.
Calculation of Allied's Effluent Cl/Na Ratio
Cl from CaClz = 758,000 (71/111) = 485,000
Cl from NaCq [sic] = 401,000 (35.5/58.5) = 243,000
Na from NaCl = 401,000 (23/58.5) = .158,000
(Cl/Na) Ratio = 4.61
Calculation of Allied's Contribution to Onondaga Lake
(4,61)X + 1.6 (1-X) = 3.04
3.45 x = 1.88
x - 54.5
Calculation of Onondaga Lake's Contribution to the
Seneca River
(3.04)y + 1.65 (1-y) = 2.26
1.39 y = .61
6 = 43.2%
The 1972 tributary discharge data and the lake monitoring
data were also used to assess the impact of the Allied Chemical
discharge on Onondaga Lake. Table C-2 contains the various
loadings of chlorides, calcium and sodium used in the analysis
along with the appropriate flows.
The total point source contribution of chlorides to the
lake amounts to approximately 21.3.x 108 Ibs/year. Of this
Allied Chemical contributes approximately 18.8 x 10° Ibs/year
with point sources other than Allied accounting for 1.5 x 108
Ibs/year. The lake occupies a volume of approximately 36 x 10^
million gallons (MG) and has an average chloride concentration
of 1750 mg/1. The lake thus holds approximately 5.2 x 108 Ibs
of chlorides. The total average tributary flow to Onondaga
Lake in 1972 was measured to be approximately 600 MGD repre-
senting a lake residence time of 60 days. Assuming steady
state conditions the 6.08 lake volumes flushed in 1972 repre-
sents [sic] 31.6 x 10° Ibs of chlorides per year. Subtracting
from this the 21.3 x 108 Ibs of chlorides discharged from point
sources results in a calculated non-point source contribution
of 10.3 x 108 Ibs/year. Based on the 1972 measured values
Allied has.been determined to contributed 59.5% of the total
chloride loading (point and non-point sources).
C-7
-------
TABLE C-2
MAJOR SOURCES OF TOTAL DISSOLVED SOLIDS
Tributary
Onondaga Creek
Ley Creek
Nine Mile Creek
Harbor Brook
MSSTP
Steel Mtll
East Flume
Chlorides
kg/day
86,797
56,714
2,251,990
8,826
125,766
2,826
123,697
Ib/day
191,184
124,921
4,960,332
19,442
277,018
6,225
272,461
Calcium
kg/day
55,671
51,364
874,369
15,067
36,339
766
15,190
Ib/day
122,625
113,137
1,925,925
33,189
80,044
1,688
33,459
Sodium
kg/day
77,303
59,730
709,788
10,367
84,868
2,000
49,861
Ib/day
170,272
131,565
1,563,410
.22,836
186,936
4,405
109,827
Average Flow
cu m/day
518,000
522,000
848,000
92,000
254,000
25,000
303,000
mgd
137.0
138.0
224.0
24.3
67.0
6.5
80.0
o
I
00
Source: O'Brien & Gere, 1972.
-------
By two methods, Allied's contribution of chlorides to
Onondaga Lake has been calculated to be 50...5% and :59.5%; re-
spectively in 1972. Within the confidence of both approaches,
one may conclude that under present conditions, Allied Chemical
contributes slightly over half of the chlorides currently ob-
served in Onondaga Lake. Questions may rightly be directed
to the source of the other 40.5% to 45.5% of the total chlorides
in Onondaga Lake. Viewing figures C-l and C-2, one may con-
clude that there should be a residual chloride level- of
800-900 mg/1 if extrapolated; in 1883,, a period.prior, to the
initiation of Allied's operation. (O'Brien & Gere, 1973a).
The U. S. Environmental .Protection Agency (Rooney, written com-
munication, 1973) in its evaluation of the, ichlori.des concluded that
the instream chloride level due to discharges from Allied Chemical
Corporation was 61.0 percent of.the total, chloride concentration of
Onondaga Lake. The calculations.are as follows:
Chloride Analysis of Onondaga Lake
Average Lake Conditions-^
average inflow = 278 mgd
total detention time = 159 days
epilimnion detention time. = 102 days
total lake volume = 37.08 x 10^ gallons
2 /'
Chloride Conditions7
total chloride load to lake = 3,232,736 Ib/day
chloride load from Allied =2,282,520 Ib/day
chloride load from all natural tributaries to
ii
lake exluding Nine Mile Creek = 537,382 Ib/day..
2_/ All data were taken from the 1971 Onondaga Lake Study (Onondaga
County, 1971). - ' =
C-9
-------
Chloride Analysis-
average chloride levels in the lake:
epilimnion = 1404 mg/1
hypolimnion = 1950 mg/1
epilimnion volume - 102 (37.08 x 109)
159
= 23.2 x 109 gallons
hypolimnion volume = (37.08 - 23.20) x 109
= 13.88 x 109 gallons
true chloride average (summer 1969)
Cl = vol. (epi.) x Cl cone. + vol. (hypo.) x Cl cone.
vol. (epi.) + vol. (hypo.)
= (23.2 [1404] + 13.88 [1950]) IP9
37.08 x 109
= 1610 mg/1
The true chloride average in the lake is therefore 1610 mg/1
Instream chloride level attributable to all known sources
ZQ- = 3.232.736 = 1390 mg/1
278 (8
2/ All data were taken from the 1971 Onondaga Lake Study (Onondaga
County, 1971).
3_/ Ce = equilibrium concentration of chloride.
4_/ 8.34 = conversion factor from Ib/day to mg/1
C-10
-------
Assume the differential (1610 - 1390) of 220 mg/1 is from unknown or
unquantified sources such as sediment diffusion, geologic formation(s),
road salt runoff, etc.
Instream chloride level due to Allied discharges
Ce = 2,282,520 = 980 mg/1
278 (8.34)
Therefore, if Allied discharges were removed from the lake, the in-
stream chloride levels would be on the order of (1610 - 980) 630 mg/1,
which is the probable average ambient level in the lake.
C-ll
-------
APPENDIX D
CALCIUM CARBONATE PRECIPITATION
One of the Onondaga Lake drainage basin's major water quality problems
is the formation of a visible calcium carbonate (CaC03) precipitate in
Geddes Brook and Nine Mile Creek. The precipitate is formed by the reaction
of the calcium hydroxide (Ca(OH)2> also called hydrated lime or slaked lime)
that is present in the Allied Chemical Corporation's settling lagoon overflow
with the carbonate (CO^"2) alkalinity that is naturally present in the re-
ceiving waters. Under the proposed project, the discharge of Allied's
settling lagoon overflow into Geddes Brook will be terminated. The over-
flow will be transferred to the advanced waste treatment (AWT) units of the
Metropolitan Syracuse sewage treatment plant (MSSTP).
In the AWT units, large amounts of CaC03 will be precipitated as the
n, . ' ?
Ca^ in Allied's settling lagoon overflow reacts with the available C03
alkalinity in the MSSTP wastewater flow. The reaction will take place at
relatively high pH values (10.0 to 10.5) because of the Ca(OH)2 in the
settling lagoon overflow. Theoretically, CaC03 precipitation could also
occur at the outfall when the MSSTP effluent, containing high Ca^+ con-
centrations, mixes with the waters of Onondaga Lake, naturally containing
C03^~ alkalinity. However, the reaction would be limited by the relatively
low pH (7.5 to 9.0) of the mixutre.
Both theoretical chemistry and empirical analyses suggest that there
will be CaC03 precipitation at the plant outfall. The precipitation re-
action is very complex and its behavior is difficult to accurately predict
D-l
-------
(see pp.156 to 163). Nevertheless, a simplified theoretical analysis
can be performed. Empirically, the CaC03 precipitation reaction that now
occurs in the Geddes Brook - Nine Mile Creek system can be compared to
the precipitation reaction that is expected to occur in the AWT units of
the MSSTP and at the outfall in Onondaga Lake.
THEORETICAL CHEMISTRY
A theoretical analysis of the AWT units of the MSSTP indicates that
there will be 1) high Ca2+ concentrations, 2) relatively high C032" con-
P
centrations, and 3) substantial CaCO., precipitation. The high CC^ con-
centrations will be attributable to the high pH caused by the presence of
Ca(OH)2. A theoretical analysis of the MSSTP discharge plume in Onondaga
Lake indicates that there will be 1) high Ca concentrations, 2) relatively
low C03^~ concentrations, and 3) limited CaC03 precipitation. Both of these
theoretical analyses are based on the comparison of the solubility-product
constant (KSp) of the CaC03 precipitation reaction with the molar concen-
trations of Ca^+ and ^3^- present in solution. Using the reaction
A+ + B_ -.-- - » AB|_ t Sawyer and McCarty (1967) note:
There are two corollary statements related to the solubility-
product principle, an understanding of which is basic to explaining
the phenomena of precipitation and solution of precipitates. They
may be expressed as follows:
1. In an unsaturated solution, the product of the molar con-
centration of the ions is less than the solubility-product
constant, or [A+][B~] Ksp. In the former case,
if undissolved AB is present, it will dissolve to the extent
that [A+][B~] = KSp> and a saturated solution results. In the
the second case, nothing will happen until such time as
crystals of AB are introduced into the solution or internal
forces allow formation of crystal nuclei; then precipitation
will occur until the ionic concentrations are reduced equal to
those of a saturated solution.
D-2
-------
A comparison of the concentrations of reactants actually present with the
concentrations in a saturated solution gives some indication of the potential
-<'.. '. ' .,- >
for precipitation. A small Ksp value indicates that the precipitate is re-
latively insoluble.
MSSTP AWT UNITS
The CaC03 precipitation reaction can be expressed as follows:
Ca2+
C03
2-
CaC03|
As shown by Sawyer and McCarty (1967), if the product of the molar concentra-
O J. 0 ' *"..."
tions of Ca^ and C0^~ is greater than the solubility-product constant
(Ksp) of the CaCOa precipitation reaction, a supersaturated solution exists
' F ;
and precipitation is likely, in order to determine the likelihood of
precipitation in the AWT units of the MSSTP, the molar concentrations of
Ca2+ and C032" must be calculated.
o ' ; "
The C03 concentration of any solution is directly related to the
- ~> '..
alkalinity and pH of that solution. If the solution's alkalinity and pH
are known, the CQ^- concentration can be calculated according to the follow-
ing equation:
C032-
(mg/1)
3.37 x 10"6
[H+]
' '
Alk- + rn+i 10~14
50,000 L J rj-j+o ,
1 + 11.22 x 10'11
[H+]
This equation was derived from Sawyer and McCarty (1967) by Stamberg "("written
communication, 1973), using.the value 5.61 x 10"11 as the solubility-product
constant for the bicarbonate-carbonate conversion reaction. The pH of the AWT
D-3
-------
mixture is expected to range from 7 to 11 and the alkalinity from 100 to
200 mg/1 (as 63003). Once the 00^2- concentration is known, the Ca2+ satura-
tion concentration can be calculated according to the following equation:
_ KSP
[co32-]
Using a KSp of 4.7 x 10~9, the Ca^+ saturation concentration was estimated
for different alkalinity and pH conditions expected in the AWT units (see
Table D-l). When the calcium levels exceed the saturation concentrations,
precipitation of CaC03 can be expected.
The calcium concentration in the AWT units will exceed the saturation
concentrations. At design flow, approximately 25,000 cu in/day (6.5 mgd) of
Allied's settling lagoon overflow will mix with 300,000 cu m/day (80 mgd)
of MSSTP secondary effluent in the AWT units. The Ca2+ concentration of
the Allied flow will be approximately 20,000 mg/1. Excluding the slight
amount of Ca2+ contained in the MSSTP secondary flow, the Ca^+ concentration
of the AWT mixture will be approximately 1500 mg/1. O'Brien & Gere (1973b)
estimate that the calcium concentration in the AWT units will range from
1250 to 3550 mg/1 depending on flow conditions. Some of the calcium will be
removed by precipitation reactions, slightly reducing the Ca2+ concentration
of the MSSTP effluent.
The quantities of Ca^+ that will be removed can be estimated by review-
ing the various precipitation reactions that will take place in the AWT
units. One of the major reactions expected in the AWT units is the precipi-
tation of calcium phosphate as hydroxyapatite (Ca5OH(PO^)^):
5Ca2+ + 3P043" + OH" «*=* Ca5OH(P04)3J
D-4
-------
TABLE D-l
THEORETICAL CALCIUM SATURATION CONCENTRATIONS
Alkalinity
(mg/1 as CaC03)
100
200
Calcium Saturation Concentration
At Ksp = 4.7x10 ~9 (mg/1)
pH=7
168
84
PH=8
18
9
PH=9
2
1
PH=10
0.4
0.2
pH-11
0.4
0.14
en
-------
The amount of precipitate formed by this reaction will depend on the amount of
phosphorus available in the AWT mixture. The MSSTP secondary effluent is
assumed to contain a maximum phosphorus concentration of 4 mg/1 as P (see Table
29). Phosphorus was not detected in Allied's settling lagoon overflow (see
Table 27). Therefore, the maximum concentration of phosphorus in the AWT mix-
ture will be 3.7 mg/1 as P. This is equivalent to 1.2 ;< 10"4 moles/1 as P.
In the precipitation reaction, 5 moles of calcium will combine with 3 moles of
phosphorus to form the calcium phosphate precipitate. Thus, the quantity of
calcium that can combine with phosphorus in this reaction is 5/3 x 1.2 x 10" ,
or 2.0 x 10~4 moles/1. This is equivalent to 8.0 mg/1 of calcium. Thus, the
maximum reduction in calcium concentration that can be effected by this pre-
cipitation reaction will be approximately 8.0 nig/1.
Another major reaction expected in the AWT units is the precipitation of
CaCOs. The quantity of CaC03 precipitate formed by this reaction will mainly
depend on the pH of the AWT mixture. O'Brien & Gere (1973b) initially calcu-
lated that the Ca^"1" concentration in the AWT units would be reduced by less
than 1 percent, or approximately 2.0 mg/1. This calculation was based on a pH
of 8.5 and an alkalinity of 215 mg/1 (as CaC03). However, O'Brien & Gere
(1974) revised this calculation subsequent to the publication of the draft
environmental impact statement on the proposed projects. Both the NYSDEC
(Pedersen, written communication, 1974) and the EPA agree with O'Brien & Gere's
revised calculation. According to O'Brien & Gere (1974):
The previously utilized tertiary clarifier pH of 8.5 to
calculate the quantity of CaC03 precipitated within the
tertiary units is to some degree not very realistic. This
pH really reflects the status of the system after the reaction
D-6
-------
has occurred and the alkalinity utilized. The pH of Allied's
waste is generally 12.0 while Metro approaches 7.5, Upon mixing,
the pH at the interface of both streams at the initiation of the
CaC03 precipitation may be at a pH in the vicinity of 10.0.
The pH of the AWT mixture will greatly influence the CaC03 precipitation .reac-
tion. Both Ca + and C032~ are needed for the CaC03 precipitation reaction..-.
Since Ca2+ will be present in great quantity, the limiting factor will be the
available quantity of C032- -jn the AWT clarifiers. As the pH increases, C032-
concentrations increase exponentially. For instance, at a pH of 8.3, only
about 1 percent of the alkalinity will be in the form of C032~; at a pH of
" , *l >
10.5, approximately 60 percent of the alkalinity will be in the form of C032~.
The alkalinity form is especially important because only the carbonate form
f\
) of alkalinity will combine with Ca2+ to form CaC03.
According to O'Brien & Gere's (1974) calculations, if the AWT mixture has
a pH of 10.0 and an alkalinity value of 215 mg/1, the CO-,2" concentration will
O : , <
be approximately 1.1 x 10'3 moles/1. The quantity of CaC03 precipitate formed
under these conditions is calculated as follows:
Revised Calculations of CaC03 Precipitation in
the Tertiary (AWT) Clarifiers of the Proposed MSSTP
Minimum Maximum
Theoretical Characteristics of Ca=1250 mg/1 3550 mg/1
the Combined Tertiary Effluent Cl=2000 mg/1 6300 mg/1
[Ca2+] moles/1 31 x 10"3
[C032-] moles/1 1.1 x 10'3
Based on pH of 10.0
and alkalinity of 215 mg/1
[Ca2+] [C032-] 34.1 x 10-6
Ksp of CaC03 4.7 x 10~9
D-7
-------
Precipitation is expected because the product of the molar concentrations of
Ca2+ and C032~ is greater than the Ksp of the CaC03 precipitation reaction.
The quantity of CaC03 precipitated will be limited by the quantity of C032~
avaiTable in the AWT clarifiers. Since one mole of CaCO>> will be formed for
O
every mole of C032- used, and since 1.1 x 1CT3 moles/1 of C032- are readily
available, approximately 1.1 x 10~3 moles/1 of CaC03 will be formed. This is
equivalent to 110 mg/1 of CaC03.
Moles/liter of CaC03 that 1.1 x 1CT3
must precipitate to reach
equilibrium
kg/day (Ib/day) of CaC03 36,000 (79,300)
precipitate expected in
the MSSTP at
327,000 cu m/day
(86.5 mgd)
The conclusion that approximately 36,000 kg/day (79,300 Ib/day) of CaC03 will
be precipitated in the AWT units is substantiated by the NYSDEC (Pedersen,
written communication, 1974). The calculations made by the NYSDEC indicate
that 35,600 kg/day (78,400 Ib/day) of CaC03 will be precipitated.
In the CaC03 precipitation reaction, 1.1 x 10"3 moles/1 of Ca2+ will be
consumed. This is equivalent to 44 mg/1 of Ca2+. As discussed on page D-6,
approximately 8 mg/1 of Ca2+ will be precipitated as hydroxyapatite. There-
fore, the total Ca2+ reduction will be 52 mg/1, or approximately 4 percent of
the minimum Ca2+ concentration (1250 mg/1) or 1.5 percent of the maximum Ca2+
concentration (3550 mg/1).
In conclusion, the average Ca2+ concentration of the MSSTP effluent will
be high. Depending upon the quality and the quantity of the Allied settling
D-8
-------
lagoon overflow, the Ca2+ concentration in the MSSTP effluent will range from
T200 mg/1 to 3500 mg/1. Substantial quantities of CaC03, approximately 36,000
kg/day (79,300 Ib/day), are expected to precipitate in the AWT units. .
MSSTP Discharge Plume
When the MSSTP. effluent is discharged into Onondaga Lake, it will begin
to mix with the lake waters. The effluent is expected to have a high Ca2+ con_
centration and to have essentially no free C032~. The Ca2+ in the effluent is
expected to combine with the C032~ naturally existing in the waters of iOnondaga
Lake, forming CaC03. The amount of C032- naturally present in this lake waters
will depend on the pH of the lake waters. --""
The applicant's calculations for GaC03 precipitation in the MSSTP discharge
plume that were presented in the draft environmental impact statement for the
proposed projects assumed a lake pH of 8.3 and an alkalinity value of 170 mg/1
(as CaC03). These calculations indicated that approximately 1.1 mg/1 of CaC03
T! '
would be precipitated in the epilimnetic waters of Onondaga Lake. The appli-
cant revised its calculations, assuming a pH of 8.5 and an alkalinity va.lue of
215 mg/1 (O'Brien & Gere, 1974). Under these conditions, approximately 3.4
mg/1 of CaC03 would be precipitated in the discharge plume. In neither case
would the quantity of CaC03 formed be expected to cause a visible discharge
plume.
The applicant's calculations do not take into account two factors which
could radically increase the amount of CaC03 precipitated. As discussed on
pages D-6-D-8 , the CaC03 precipitation reaction is largely pH dependent.
High pH conditions (in the 9.0 to 9.5 range) naturally occur in Onondaga Lake
during the summer months when algal activity is high. In addition, there is
D-9
-------
the possibility of an operational upset at the MSSTP. As discussed previously,
lime (Ca(OH)2) will be added to the AWT mixture if the lime content of Allied 's
settling lagoon overflow is insufficient to effect adequate phosphorus removal.
Operational upsets could result in high pH values for both the MSSTP effluent
and the MSSTP discharge plume. High pH values would substantially increase
the quantity of CaC03 formed in the discharge plume. The CaC03 concentrations
that would result at different MSSTP effluent and lake pH values are summarized
in Figure D-l .
The following calculation is based on information provided by the NYSDEC
(Pedersen, written communication, 1974). It was used to determine the dis-
charge plume CaC03 concentrations shown in Figure D-l:
Sample Calculation of CaC03 Precipitation in
the Discharge Plume of the Proposed MSSTP
Assume pH of lake epilimnion = 9.0; (H"1") = 1.0 x 10~9 moles/1
Assume pH of MSSTP effluent = 8.0; (H+) = 1 .0 x 10~8 moles/1
Assume 1:1 dilution of MSSTP effluent in Onondaga Lake
Assume Onondaga Lake alkalinity = 205 mg/1 (as CaC03)
Assume minimum calcium concentration in discharge plume - 860 mg/1 = 2.15 x
10-2 moles/1
(H+) in discharge plume = 1/2(1.0 x 10'9) + 1/2(1.0 x 10'8)
= 0.5 x 10-9 + o.5 x lO-8
= 5.5 x 10-9 = 1(]0.74 x 1Q-9 = 1Q-8.26
Average pH in discharge plume =8.26
Since HC03- ^=^ C032- + H+; Ke = 5.61 x lO'11
. 5.61 x ID'"
(HC03-)
At pH = 8.26, [H+] = 5.5 x 10-9 moles/1
So (C032-) = 5.61 x IP-"" = T .02x10-2
(HC03-) 5.5 x 10~9 '
D-10
-------
60 -l
o
I
£
o
Z
O
Z
o
I
z
o
z
o
LI
30 -
10 -
CALCULATED CaCOj CONCENTRATION - VALUE
THEORETICAL CaCOj CONCENTRATION CURVE
LAKE pH = 9.S
LAKE pH = 9.0
LAKE pH = 8.5
13
MSSTP EFFLUENT pH (-log,0[H + J)
CALCIUM CARBONATE CONCENTRATION IN PROPOSED MSSTP- ONONDAGA LAKE DISCHARGE PLUME
-------
For alkalinity = 205 mg/1 (as CaCO,), (CQ^) + (HC03") = (205) (60/100) =
123 mg/1
Solving simultaneously,
C032~ = (1.02 x 10-
Converting to CaC03: 1.24 mg/1 (100/60) = 2.07 aig/1 of CaC03
The calculation assumes a 1:1 dilution of MSSTP effluent in Onondaga Lake.
The 1:1 dilution is expected in the immediate vicinity of the proposed MSSTP
surface outfall; greater dilution will occur farther out in the lake. Precipi-
tation of CaCOg is expected at this dilution because the product of the molar
concentrations of Ca2+ and C032- (2J5 x 10'2 x 2.1 x TO'5 = 4.5 x 10"7) is
greater than the Ksp of the CaC03 precipitation reaction (4.7 x lO"9).
As shown in Figure D-l, substantial CaCOg precipitation will occur in
Onondaga Lake when the pH of the lake water is in the range of 9.0 to 9.5 and
the pH of the MSSTP effluent is above 9.0. In order to minimize CaC03 precipi-
tation in the discharge plume and to insure that the discharge plume will not
be visible, the pH of the MSSTP effluent should not exceed 9.0. The applicant
has agreed to provide adequate controls to fulfill this requirement:
Owing to the possibility of upsets in the system, it is- agreed that
provision will be made to maintain an average effluent pH of 8.5 to
9 via the addition of acid. Although this high pH condition would
be an occasional occurrence, the use of tank car volumes of either
H2S04 or HC1 to effect pH reduction to acceptable levels would be
the most economical approach. The capital expenditure required
would be $10,000. Based on one tank car per year, the annual
chemical costs would be in the order of $2,400. (O'Brien & Gere,
1974).
D-12
-------
As noted,by O'Brien & Gere (1974), the MSSTP effluent's pH is expected to
be normally less than 9.0. Therefore, acid control of the MSSTP effluent pH
will be an emergency procedure only. Under normal circumstances, both the
MSSTP effluent and Onondaga Lake should have pH values of less than 9.0. The
pH ofrthe effluent will be monitored by two sensors in the effluent/outfall
line. One of these pH sensors will be used to control acid feed into the MSSTP
effluent. This system will assure maintenance of the MSSTP effluent pH at or
below 9.0.
EMPIRICAL ANALYSES
As discussed in the text, a visible calcium carbonate, precipitate now
\ -
occurs in Geddes Brook and Nine Mile Creek, the receiving waters of Allied
Chemical Corporation's settling lagoon overflow. In 1972, the average flow in
Nine Mile Creek was 850,000 cu m/day (224 mgd). Thus, for an average settling
lagoon overflow rate of 25,000 cu m/day (6.5 mgd), the creek provided-a dilu-
i
tion ratio of approximately 34:1.
The NYSDEC calculated .that a minimum of 70 mg/1 of CaC03 precipitate is
currently formed in the Geddes Brook - Nine Mile Creek system (Pedersen,
written communication, 1974). This concentration results in a visible .dis-
charge plume. The occurrence of this plume was analyzed by the NYSDEC:
From the data contained in Table 12, on page 33 [of the.draft-
environmental impact statement], it is possible to make a calculation
of the calcium carbonate precipitation that is currently occurring in
the Geddes Brook - Nine"Mile Creek system.
Since the Geddes Brook - Nine Mile Creek system-provides about
34:1 dilution of the waste bed overflow and, since the pH of the
overflow is 11.5, the pH, after complete mixing, would be approxi-
mately 10.0. Next, it is necessary to assume a figure for the
alkalinity of Nine Mile Creek - Geddes Brook prior to the intro-
duction of the waste bed overflow. This can be done, since the data
D-13
-------
on the three other tributaries of Onondaga Lake, presented in Table
12, offer a suggested range of 200-225 mg/1 and since it is possible
to back-check the assumption after completing the calculations. With-
out presenting the trial and error solution, suffice to say that the
figure ultimately arrived at is 205 mg/1 of alkalinity. At the pH
conditions specified, about 42 mg/1 of the alkalinity will be present
as free carbonate, which is virtually all precipitated, due to the
low solubility product constant for calcium carbonate. Converting
the free carbonate figure to calcium carbonate yields 70.0 mg/1 of
calcium carbonate, formed in the Geddes Brook - Nine Mile Creek system.
The figure of 70.0 mg/1 is based on average flow conditions in
the Geddes Brook - Nine Mile Creek system. Under low flow conditions,
similar calculations show that the calcium carbonate concentration
would be on the order of 200 mg/1. Consequently, the concentrations
of calcium carbonate precipitated in the Geddes Brook - Nine Mile
Creek system are greater by approximately two orders of magnitude and
the potential concentration that might be generated where the munic-
ipal treatment plant effluent enters Onondaga Lake is almost negli-
gible by comparison.
Furthermore, this calculation is conservative in that the figure
of 70.0 mg/1 is actually a minimum figure. The simplifying assump-
tions which indicate why this figure is a minimum are as follows:
1. It is assumed that the 42 mg/1 of free carbonate initially
produced at the calculated mix-point pH are used up without being
regenerated.
2. It is assumed that no further reaction takes place in Nine
Mile Creek and that the 135.6 mg/1 of alkalinity, shown in Table 12,
persists to the point of discharge into Onondaga Lake.
3. Complete mixing is assumed in the Geddes Brook - Nine Mile
Creek system.
4. It is believed that the waste bed overflow is a much stronger
lime solution then pH measurements indicate. The waste bed overflow
is reported to contain about 550 mg/1 of lime. In the absence of
common ion effects, due to the presence of high concentrations of
calcium chloride, the pH of such a lime solution would be 12.1. The
excess calcium ions, however, drive the dissociation reaction of lime
backwards so that the free hydroxide present, upon which the pH
depends, is significantly reduced. Nevertheless, in terms of lime
content, the waste bed overflow is equivalent to a lime solution
having a pH of 12.1. Taking this equivalence into account we find
that the concentration of calcium carbonate, precipitated in the
Geddes Brook - Nine Mile Creek system, under average flow conditions,
might actually be as high as 110 mg/1. (Pedersen, written communi-
cation, 1974).
D-14
-------
The dilution provided in the Geddes Brook -.Nine Mile Creek system (34:1)
is nearly the same as that which will be provided in the proposed'MSSTP;<^
Onondaga Lake system (40:1). The pH and alkalinity characteristics of the
Geddes Brook - Nine Mile Creek system are essentially the' same as those of
Onondaga Lake. The major differences between the two systems-will be the; .lime
content and the pH of the flows discharged into them., At present, visible
CaCOg precipitation occurs in the Geddes Brook - Nine Mile Creek system because
of the relatively high lime content and consequent high pH of Allied's settling
lagoon overflow. In the proposed MSSTP - Onondaga Lake system, limited quan-
tities of CaC03 will be precipitated in the lake because of the relatively low
lime content and consequent low pH of the MSSTP discharge plume.
The applicant performed a series of jar tests to determine whether the
quantity of CaC03 that is likely to precipitate when the MSSTP effluent mixes
with the waters of Onondaga Lake will be visible. In the tests, volumes of
Allied's settling lagoon overflow were mixed with volumes of effluent from the
existing MSSTP at different ratios (1:3, 1:5, 1:7, and 1:10). The overflow-
effluent mixtures were then mixed with samples of Onondaga Lake water at a
ratio of 1:2. O'Brien & Gere (1974) reported that there was "...no visible
CaC03 formation at any of the volume ratios investigated." This is not unex-
pected since the reported data indicate that the pH of the effluent-lake water
mixture ranged from 7.4 to 8.1. A second series of jar tests was performed in
which the pH of the Onondaga Lake water samples was artificially raised by the
addition of Na2C03 and/or NaOH. When the lake water reached a pH range of 9.9
to 10.2, significant increases in turbidity were noted. The jar tests per-
formed at an average dilution ratio of 1:2 do not take into account either the
D-15
-------
dynamics of an operating treatment plant, discharging into the lake or the
transport phenomenon at the interface of the discharge plume arid the lake
water in a continuous flow system. They do, however, support the assumption
that "...the major factor regulating the formation of CaCQg and hence to the
creation of a visible plume is the availability of sufficient hydroxyl activity
at the lake water interface." (O'Brien & Gere, 1974).
D-16
------- |