United States Region V
Environmental Protection 230 South Dearborn
EIS-79- Agency Chicago, IL 60604
1362D Water Division
Environmental Draft
Impact Statement
Rehabilitation of
Wastewater Facilities
Streator, Illinois
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DRAFT ENVIRONMENTAL IMPACT STATEMENT
REHABILITATION OF WASTEWATER FACILITIES
STREATOR, ILLINOIS
Prepared by the
UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
REGION V
CHICAGO, ILLINOIS
and
WAPORA, INCORPORATED
CHICAGO, ILLINOIS
with LAW ENGINEERING TESTING COMPANY
MARIETTA, GEORGIA
August, 1979
Approved By:
n McGuire
ional Administrator
S. Enviro
*nta\ Protection Agency
ironment^ | rw
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Protection Agency
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TABLE OF CONTENTS
Page
COVER SHEET ' i
TABLE OF CONTENTS ii
LIST OF TABLES vii
LIST OF FIGURES viii
LIST OF ABBREVIATIONS ix
SUMMARY x
1.0. INTRODUCTION 1-1
1.1. Background 1-1
1.2. Action Proposed in the Facilities Plan 1-3
1.3. EIS-Related Issues 1-3
1.4. The Study Process 1-4
2.0. THE ENVIRONMENTAL SETTING , 2-1
2.1. Atmosphere 2-1
2.1.1. Meteorology 2-1
2.1.2. Air Quality 2-1
2.1.3. Sound 2-3
2.2. Land 2-3
2.2.1. Physiography and Topography 2-3
2.2.2. Geology 2-3
2.2.2.1. Regional Geologic Setting 2-3
2.2.2.2. Stratigraphy - 2-4
2.2.2.3. Coal Mining 2-6
2.2,2.4. Subsidence Potential 2-7
2.2.3. Soil 2-7
2.2.3.1. Soils in La Salle County 2-7
2.2.3.2. Soils in Livingston County 2-9
2.2.4. Terrestrial Vegetation 2-10
2.2.4.1. Vegetation Types of the Grand Prairie
Division 2-10
2.2.4.2. Vegetation of the Streator FPA 2-11
2.2.4.3. Endangered and Threatened Species. . . . 2-12
2.2.5. Wildlife 2-12
2.2.5.1. Present Trends 2-12
2.2.5.2. Endangered and Threatened Species. . . . 2-13
2.3. Water 2-13
2.3.1. Surface Water 2-13
2.3.1.1. Hydraulics of the Vermilion River . . . 2-16
2.3.1.2. Water Uses 2-19
2.3.1.3. Water Quality ..,...., 2-19
2.3.1.4. Aquatic Biota ".....' 2-22
ii
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TABLE OF CONTENTS (Cont.)
3.0.
4.0.
2.4.
2.5.
2.6.
2.3.2. Groundwater
2.3.2.1. Availability
2.3.2.2. Quality
2.3.3. Water in Coal Mines
Cultural Resources
2.4.1. Archaeological Resources
2.4.2. Cultural, Historic, and Architectural Resources. . .
Socioeconomic Characteristics
2.5.1. Base-year Population of the Streator FPA
2.5.2. Population Trends and Forces
2.5.2.1. Recent Population Trends
2.5.2.2. Forces Behind Population Changes
2.5.2.3. Other Indications-Trends in Housing and
New Subdivisions
2.5.2.4. Land Use and Availability of Land ....
2.5.3. Population Projections to the Year 2000
Financial Condition
2.6.1. Community Services
2.6.1.1. Costs of Community Services
2.6.1.2. Sources of Funds for Community Services .
2.6.2. Indebtedness
2.6.3. Comparison of Expenditures, Revenues, Assessments,
and Debt Among Cities
EXISTING WASTEWATER FACILITIES AND FLOWS
3.1.
3.2.
3.3.
3.4.
3.5.
Sewer System
Treatment Facilities
Wastewater Flows
3.3.1. Industrial Wastewater Survey
3.3.2. Domestic Wastewater Flows
3.3.3. Inflow/Infiltration
Wastewater Quality
Future Environmental Problems Without Corrective Action. . .
ALTERNATIVES
4.1.
4.2.
Objectives
System Components and Component Options
4.2.1. Flow and Waste Reduction
4.2.1.1. Infiltration/Inflow Reduction
4.2.1.2. Water Conservation Measures
4.2.2. Collection System ...
4.2.2.1. Sewer Separation
4.2.2.2. Rehabilitation of the Combined Sewer
System
4.2.2.3. Service Area Options
4.2.3. Wastewater Treatment
4.2.3.1. Treatment Plant Design Capacities and
Industrial Wastewater Disposal Options. .
2-24
2-24
2-24
2-24
2-26
2-26
2-27
2-30
2-30
2-32
2-32
2-33
2-37
2-38
2-39
2-39
2-39
2-39
2-41
2-41
2-41
3-1
3-1
3-3
3-3
3-3
3-6
3-6
3-7
3-8
4-1
4-1
4-1
4-2
4-2
4-3
4-3
4-3
4-3
4-4
4-6
4-6
111
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TABLE OF CONTENTS (Cent.)
4.2.3.2. Level of Treatment ... 4-8
4.2.3.3. Treatment of Excess Combined Sewer
Flows 4-9
4.2.4. Mine Recharge 4-10
4.2.5. Leachate Control 4-12
4.2.6. Permanent Subsidence Control 4-12
4.3. System Alternatives 4-14
4.4. Alternative Costs 4-19
5.0. IMPACTS OF COMPONENT OPTIONS AND SYSTEM ALTERNATIVES 5-1
5.1. Atmosphere 5-1
5-1
5-1
5-1
5-2
5-2
5-2
5.2. Land 5-4
5-4
5-4
5-5
5-5
5-5
5-5
5.3. Water 5-6
5-6
5.3.1.1. Effluent Quality and Pollutant Loads of
Alternatives 5-6
5.3.1.2. Quantity and Quality of Mine Leachates. . 5-8
5.3.1.3. Non-point Sources of Pollutant Loads
Generated by Construction Activities . . 5-10
5.3.1.4. Aquatic Biota 5-10
5.3.1.5. Water Uses 5-11
5.3.2. Groundwater 5-11
5.4. Cultural Resources 5-12
5.4.1. Archaeological Resources 5-12
5.4.2. Cultural, Historic, and Architectural Resources . . 5-12
5.4.3. Coordination with the State Historic Preservation
Officer 5-13
5.5. Socioeconomic Characteristics 5-13
5.5.1. Construction Impacts 5-13
5.5.2. Employment Impacts 5-13
5.5.2.1. Construction 5-13
5.5.2.2. Operation and Maintenance 5-14
5.5.3. Project Benefits 5-14
5.5.4. Costs 5-14
5.1.1.
5.1 2.
Land .
5.2.1.
5.2 2.
5.2. 3.
Water .
5.3.1.
Air Quality ......
5111 Construction Impacts
5.1.1.2. Operation Impacts — Aerosols
5113. Operation Impacts — Gases
5 1.14 Operation Impacts — Odor
Subsidence Potential .....
5.2.2.1. Sewer Separation
5222 Replacement of Interceptors
5.2.2.3. Sewer Extensions and Recharge System
Construction . ...
Wildlife
Surface Water
IV
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TABLE OF CONTENTS (Cont.)
Page
5.5.4.1. Local Costs 5-14
5.5.4.2. Per Capita Costs 5-15
5.5.4.3. Per Capita Income 5-15
5.5.4.4. Allocation of the Average Annual Equiva-
lent Cost 5-15
5.6. Financial Condition 5-17
5.6.1. Debt Financing 5-17
5.6.2. Debt Criteria 5-17
5.6.3. Debt Ratios 5-18
5.6.4. Comparative Debt Per Capita 5-19
5.7. Public Health Considerations 5-22
5.8. Aesthetic Impacts 5-23
5.9. Secondary Impacts 5-23
6.0. THE PROPOSED ACTION 6-1
6.1. The Selection of Component Options 6-1
6.1.1. Collection System 6-1
6.1.2. Wastewater Treatment 6-2
6.1.2.1. Treatment Plant Design Capacity 6-2
6.1.2.2. Level of Treatment 6-3
6.1.2.3. Treatment of Excess Combined Sexier Flows. 6-4
6.1.3. Mine Recharge 6-4
6.2. Total and Local Costs 6-4
6.3. Minimization of Adverse Impacts 6-5
6.3.1. Minimization of Construction Impacts 6-5
6.3.2. Minimization of Operation Impacts 6-8
6.4. Unavoidable Adverse Impacts 6-10
6.5. Irretrievable and Irreversible Resource Commitments .... 6-11
6.b. Relationship Between Short-term Uses of Man's Environment
and Maintenance and Enhancement of Long-term Productivity. 6-11
7.0. RECOMMENDATIONS 7-1
7.1. Collection System 7-1
7.2. Wastewater Treatment 1-1
7.2.1. Treatment Plant Design Capacity 7-1
7.2.2. Level of Treatment 7~3
7.2.3. Treatment of Excess Combined Sewer Flows 7-3
7.2.4. Sludge Management 7-3
7.3. Mine Recharge 7~^
7.4. Financing 7-4
8.0. GLOSSARY OF TECHNICAL TERMS 8-1
9.0. LITERATURE CITED 9-1
APPENDIX A. Air Quality and Water Quality Standards Applicable to the
Streator, Illinois, FPA A-l
APPENDIX B. Evaluation of the Potential for Ground Subsidence B-l
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TABLE OF CONTENTS (Concluded)
APPENDIX C.
APPENDIX D.
APPENDIX E.
APPENDIX F.
APPENDIX G.
APPENDIX H.
APPENDIX I.
APPENDIX J.
Plants, Fishes, and Macroinvertebrates Found in the
Streator, Illinois, FPA C-l
Water Quality Investigations in the Streator, Illinois,
FPA
D-l
Socioeconomic Statistics E-l
Findings from the Inspection of the Main Interceptors and
Treatment Facilities F-l
Preliminary Cost Estimates of System Alternatives G-l
Climatological Data and Point Sources of Atmospheric
Emissions H-l
IEPA Position Letter, 18 July 1978 1-1
US-EPA Letter on the Grant Eligibility of the Proposed
Mine Recharge System, April 1979 J-l
VI
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LIST OF TABLES
Pae;e
2-1.
2-2.
2-3.
2-4.
2-5.
3-1.
3-2.
3-3.
4-1.
4-2.
4-3.
5-1.
5-2.
5-3.
5-4.
5-5.
5-6.
6-1.
6-2.
Summary of flow of the Vermilion River -near Streator, Illinois . .
Vermilion River flows from 1961 to 1976 near Leonore, Illinois , .
Vermilion River flows for the 1975-1976 water-year near Leonore,
Illinois
Summary of water quality monitoring data during 1975 and 1976 for
the Vermilion River in the vicinity of the Streator FPA
Groundwater quality data for the Streator study area
Documented industrial wastewater flows discharging to the mines
and to the City sewers during 1976 in the Streator, Illinois,
FPA
Types of industrial wastewater flows discharging to the mines and
sewers in the Streator, Illinois, FPA
Performance of the Streator wastewater treatment plant during the
period from July 1976 to June 1977
Average daily dry-weather flows to the 2.0 mgd treatment plant and
to a 2.6 mgd treatment plant
Alternatives and component options for the treatment of wastewater
at Streator, Illinois
Preliminary costs of system alternatives for the treatment of
wastewater at Streator, Illinois
Equipment used and resultant sound levels during construction of
sewer lines
BOD^ wasteloads that would be discharged to surface waters and
underground mines during a 10-year storm for each alternative . .
Local costs for Alternatives 2h and la over a 20-year period . . .
Debt ratios for Alternatives 2h and la
Criteria for local government full-faith and credit debt analysis.
Total outstanding debt per capita in 1975 for 20 cities in the
North Central Illinois Region
Local costs of Alternative 2e for wastewater facilities at
Streator, Illinois
Debt ratios of Alternative 2e for wastewater facilities at
Streator, Illinois
2-17
2-17
2-18
2-23
2-25
3-4
3-5
3-8
4-7
4-15
4-20
5-3
5-9
5-16
5-20
5-20
5-21
6-6
6-6
Vll
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LIST OF FIGURES
S-l. Location of the major interceptors and the proposed effluent
recharge system at Streator, Illinois xii
1-1. The location of the Streator Facilities Planning Area in the
State of Illinois 1-2
1-2. The Streator Facilities Planning Area, including the Village
of Kangley, Illinois 1-5
2-1. Generalized section of the Brereton Cyclothem 2-5
2-2. Soil associations in the La Salle County section of the
Streator, Illinois, FPA 2-8
2-3. The Illinois River Basin 2-14
2-4. Waterways in the Streator FPA and flows reflecting 7-day 10-
year low flows plus 1970 effluent flows 2-15
2-5. Vermilion River times-of-travel during estimated low, me-
dium, and high flow conditions 2-18
2-6. Cultural, historic, and architectural sites in the Streator
FPA 2-28
2-7. The Streator FPA and the 5-Township Area, La Salle and
Livingston Counties, Illinois 2-31
3-1. Location of the sewer service area, the major interceptors,
and the wastewater treatment plant in the Streator, Illinois,
FPA 3-2
4-1. The existing sewer service area and the proposed service area
extensions in the Streator, Illinois, FPA 4-5
7-1. The sequence of interdependent recommendations 7-2
Vlll
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LIST OF ABBREVIATIONS
5-Day Biochemical Oxygen Demand
cfs cubic feet per second
CO Carbon Monoxide
DO Dissolved Oxygen
FPA Facilities Planning Area
EIS Environmental Impact Statement
HC Hydrocarbon
IEPA Illinois Environmental Protection Agency
I/I ... Infiltration/Inflow
IPCB Illinois Pollution Control Board
mgd million gallons per day
mg/1 milligrams per liter
ml milliter(s)
msl mean sea level
NH3-N Ammonia-Nitrogen
NOAA National Oceanic and Atmospheric Administration
NOX Nitrogen Oxides
NPDES National Pollutant Discharge Elimination System
O&M Operation and Maintenance
ppm parts per million
S02 Sulfur Dioxide
SS Suspended Solids
^ug/1 micrograms per liter
US-EPA United States Environmental Protection Agency
USGS United States Geological Survey
IX
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SUMMARY SHEET
ENVIRONMENTAL IMPACT STATEMENT
REHABILITATION OF WASTEWATER FACILITIES
STREATOR, ILLINOIS
Draft (X)
Final ( )
United States
Environmental Protection Agency
Region V
Chicago, Illinois
•*-• Type of Action; Administrative (X)
Legislative ( )
2. Description of Action Proposed in the Facilities Plan
The action proposed in the draft Facilities Plan for the City of
Streator, Illinois, includes sewer separation, and upgrading and expansion of
the existing treatment plant. New sanitary sewers would be installed in the
present service area and in adjacent areas. The existing combined sewer
system would be rehabilitated for use as a storm sewer. The treatment plant
would be expanded to accommodate a design average flow of 5.59 mgd and would
be upgraded with the addition of tertiary treatment and chlorination. The
effluent discharged to the Vermilion River would meet the requirements of the
final NPDES permit (4 mg/1 BOD and 5 mg/1 SS).
The proposed action in the draft Facilities Plan includes mine recharge
of wastewater and stormwater to maintain present water levels in the mines.
Recharge is critical to minimize the potential for ground subsidence. During
dry-weather periods, the mines would be recharged with effluent from the
treatment plant. During wet-weather periods, the mines would be recharged
with stormwater via drops shafts in the existing collection system and via
storm sewers installed in the presently sewered and unsewered areas.
Federal financing has been requested by the City of Streator under the
statutory authority of the Federal Water Pollution Control Act Amendments of
1972 (Public Law 92-500) and the Clean Water Act Amendments of 1977 (Public
Law 95-217). Streator's consulting engineers estimated the total project cost
to be $52,334,840 at January 1975 price levels (Warren & Van Praag, Inc.
1975). The total capital cost was recalculated by WAPORA, Inc., and was
estimated to be $56,237,300 at January 1978 price levels.
x
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3. Description of the EIS Proposed Action
The proposed action Includes rehabilitation of the existing wastewater
facilities at Streator, Illinois. The three major interceptor sewers in the
combined sewer system would be replaced (Figure S-l). A Sewer System
Evaluation Survey will be conducted to determine the extent of cost-effective
rehabilitation of other segments of the collection system, including the level
of infiltration/inflow removal. The treatment plant would be upgraded to
include nitrification and chlorinatIon. The effluent discharged to the
Vermilion River would meet the requirements of a "Pfeffer exemption" (10 mg/i
BOD_ and 12 mg/1 SS). Combined sewer flows in excess of the plant's capacity
would receive primary treatment and chlorination prior to discharge to the
River.
Additional "Step I" facilities planning will be required to confirm the
cost-effectiveness of the EIS proposed action. Planning, for example, will be
necessary to determine how to cost-effectively dispose of wastewater from
areas adjacent to the existing sewer service area. The treatment plant's
capacity would have to be expanded if sewers were extended and if present
Industrial discharges of process and cooling waters to the mines were not
permitted to continue.
The mines beneath Streator would be recharged with wastewater and storm-
water to maintain present water levels In the mines. During dry-weather
periods, the mines would be recharged with effluent from the treatment plant
(Figure S-l). During wet-weather periods, the mines would be recharged with
overflows from the combined sewer system and with storrawater from new storm
sewers in the presently sewered area.
The total capital cost of the EIS proposed action has been estimated to
be $21,932,800 (at January 1978 price levels). Average annual operation and
maintenance (O&M) costs have been estimated to be $266,500. Seventy-five
percent of the total capital cost will be eligible for Federal Construction
Grant funds. The local costs will Include 25% of the total capital cost and
100% of the O&M cost. The average annual local cost over a 20-year period has
been estimated to be $769,309. Assuming a population of 12,700 In the sewer
service area, the per capita cost will be approximately $61 per year.
4. Major Environmental Impacts of the EIS Proposed Action
The EIS proposed action would reduce substantially pollutant loads dis-
charged to the Vermilion River from the Streator Facilities Planning Area.
Water quality In the Area and downstream, therefore, should improve signif-
icantly, especially during periods of low river flows. Discharges of un-
treated combined sewer overflows and discharges from cracked and broken sewer
lines would be eliminated. In addition, pollutant loads to the mine would be
reduced, and thus, the quality of mine leachates would improve over time. All
sanitary wastewater discharges to the mines would be eliminated.
Temporary construction impacts such as Increases In noise and dust,
traffic disruption, and erosion and sedimentation would occur along inter-
ceptor sewer routes and near storm sewer and recharge system construction
sites. Measures, however, would be taken to minimize these impacts. The
manpower, material, energy, and land used In the rehabilitation and construc-
tion of facilities would be unavailable for other uses.
XI
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END
MINE WATER LEVEL
MONITORINQ POINT
. — . — .. EFFLUENT DISTRIBUTION
FORCE MAIN
POSSIBLE EXTENSION
OF FORCE MAIN
MAJOR INTERCEPTOR
TO BE REPLACED
N\ ^L^U^
n-rn-•-,.•IT. jjLii!
ff--'.-. «^_ I I -1«- '— , —J
"1
~«'— L J J J 3 ^ *fc—-. ~=±^r "5; »'
" /; _ , F , ,
Figure S-l. Location of the major interceptors and the proposed effluent
recharge system at Streator, Illinois.
xii
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The population of the Streator Facilities Planning Area is stable and is
not limited by the availability of wastewater facilities. The EIS proposed
action, therefore, would not have any significant secondary impacts, such as
induced development and economic growth. Secondary impacts would be primarily
construction related and, thus, minimal and short-term.
5. Alternatives Considered in the EIS
Alternatives developed and considered included different options for
wastewater and stormwater collection, treatment, and mine recharge. The col-
lection options were 1) sewer separation, 2) rehabilitation of the existing
combined sewer system, and 3) sewer extensions. The treatment options for the
treatment plant influent were 1) tertiary treatment (with filtration and
chemical coagulation), 2) tertiary treatment without chemical coagulation, 3)
upgraded secondary treatment (with nitrification and chlorination), and 4)
existing treatment with effluent discharge to the mines. Options to treat
excess combined sewer flows (if the existing collection system were used to
convey sanitary wastewater) were 1) primary treatment and chlorination, 2)
storage, primary treatment, and chlorination, and 3) storage and mine
discharge. Options for mine recharge were 1) recharge of treatment plant
effluent during dry-weather periods and discharges from the existing collec-
tion system and additional storm sewers and 2) continuous effluent recharge
and discharges from the existing collection system.
6. Federal, State, and Local Agencies and Organizations Notified of this
Action
FEDERAL
Hon. Charles H. Percy, US Senate
Hon. Adlai E. Stevenson, US Senate
Hon. Thomas J. Corcoran, US House of Representatives
Council on Environmental Quality
US Environmental Protection Agency
Region I
Region II
Region III
Region IV
Region V
Region VI
Region VII
Region VIII
Region IX
Region X
Facilities Requirement Branch
Environmental Evaluation Branch
Office of Public Affairs
Public Information Reference Unit
Office of Federal Activities
Office of Legislature Department of Agriculture Department of Commerce
Department of Defense
US Army Corps of Engineers, North Central Division
Chicago District Department of Health, Education and Welfare
Region V
Department of Housing and Urban Development
Department of the Interior
xiii
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Department of Labor
Department of Transportation
Region V
Advisory Council on Historic Preservation
Water Resources Council
STATE
Office of the Governor
Department of Agriculture
Bureau of Soil & Water Conservation
Department of Business and Economic Development
Department of Conservation
Division of Long Range Planning
Office of Preservation Services
Department of Mines & Minerals
Department of Public Health
Department of Transportation
Illinois Bureau of Environmental Sciences
Illinois Environmental Protection Agency
Planning and Standards Section
Region 1
Illinois Natural History Survey
Illinois State Clearinghouse
Illinois State Geological Survey
Illinois State Water Survey
Illinois Water Resources Commission
LOCAL
La Salle County Regional Planning Commission
Livingston County Board of Supervisors
City of Streator
City of Ottawa
City of Pontiac
City of La Salle
Village of Kangley
Village of Cornell
ORGANIZATIONS
Illinois Institute for Environmental Quality
American Water Resources Association
Citizens For A Better Environment
Coalition On American Rivers
Illinois Division of Izaak Walton League
Lake Michigan Federation
National Audubon Society
National Wildlife Federation
Sierra Club
American Water Works Association
Streator Public Library
Illinois State Library
Illinois Institute of Technology, Kemper Library
University of Illinois Library (Urbana)
xiv
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1.0. INTRODUCTION
The City of Streator, Illinois, submitted a draft "Step I Facilities
Plan" to the State of Illinois in 1975 that proposed improvements and expan-
sion of existing wastewater facilities.. The Plan, entitled Comprehensive
Sewerage and Drainage Report, was prepared for the City by Warren & Van Praag,
Inc. (1975). It was used to apply for funding under the State and Federal
Municipal Wastewater Treatment Works Construction Grants Programs. The
Illinois Environmental Protection Agency (IEPA) certified Streator's "Step I"
grant application in March 1975, and the US Environmental Protection Agency
(US-EPA), Region V, awarded the City the "Step I" grant in June 1975. In
October 1975, IEPA forwarded the draft Plan to US-EPA, Region V, before lEPA's
certification of the Plan, because it had identified project-related issues
that warranted an Environmental Impact Statement (EIS) .
The National Environmental Policy Act of 1969 (NEPA) requires a Federal
agency to prepare an environmental impact statement (EIS) on "...major Federal
actions significantly affecting the quality of the human environment ..." In
addition, US-EPA published Regulations (40CFR Part 6) to guide its determina-
tion of whether Federal funds, which it commits through the Construction
Grants Program, would result in a project significantly affecting the environ-
ment. Pursuant to these regulations and subsequent guidelines, US-EPA, Region
V, determined that an EIS would have to be prepared on the proposed project at
Streator, Illinois, before a grant for design ("Step II") and construction
("Step III") could be approved.
1.1. Background
The City of Streator is located in La Salle and Livingston Counties in
north-central Illinois (Figure 1-1). The City presently is served by a com-
bined sewer system. Developed areas immediately beyond the city limits are
without sewers. The existing wastewater treatment plant is an activated
sludge plant designed to provide secondary treatment to produce an effluent of
20 ing/1 BOD and 25 mg/1 suspended solids (SS). Treatment facilities will have
to be upgraded to achieve an effluent quality of 4 mg/1 BOD, 5 mg/1 SS, and
200 fecal coliform/100 ml, as required by the plant's National Pollutant
Discharge Elimination System (NPDES) permit (IL 0022004) issued in December
1974 (reissued in October 1978) .
The City of Streator is situated over abandoned coal mines. Ground
surface subsidence has occurred, but it has been limited because the abandoned
mines are flooded. Presently, wet-weather combined sewer overflows, some
dry-weather flows, and a large percentage of the industrial wastewater flows
are discharged to the underlying mines and maintain the flooded condition.
These flows enter the mines via drop shafts in the sewers and in areas where
there are no sewers.
Discharges of untreated wastewater and/or of combined sewer flows to the
mines are prohibited by State regulations. Flows from the mines (leachates)
to surface waters also could have adverse effects on water quality and could
cause violations of stream water quality standards. Other discharges that
should be controlled, but presently occur, include discharges of untreated
combined sewer overflows to surface waters and discharges from broken and
cracked sewer lines to surface waters.
1-1
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IOWA
LAKE
MICHIGAN
KENTUCKY
Figure 1-1. The location of the Streator Facilities Planning Area in the State
of Illinois.
1-2
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1.2. Action Proposed in the Facilities Plan
The draft Facilities Plan for Streator, Illinois, was developed to comply
with current Federal and State regulations and to provide sewerage for an
expanded service area and for future growth. Sewer separation, upgrading and
expansion of the treatment plant, and the discharge of treated wastewater and
untreated stormwater to the abandoned mines beneath the City were proposed.
Fifty-three miles of new sanitary sewers would be installed in the present.
service area. The existing combined sewer system would be rehabilitated for
use as a storm sewer. New sanitary sewers would be built in areas outside the
present service area. The treatment plant would be expanded to accommodate a
design average flow of 5.59 mgd and would be upgraded with the addition of
tertiary treatment and chlorination.
Sewer separation and extension of sewers would eliminate the discharge ot
sanitary and combined sewage to the mines. However, to maintain water levelj
in the mines, the installation of some additional storm sewers in the pre-
sently sewered area was proposed. These sewers would not only collect storm-
water runoff, but they also would collect flows from downspouts and footing
drains. This would ensure that a maximum amount of stormwater would be dis-
charged to the mines and that there would be sufficient stormwater capacity in
the existing system. Stormwater also would be discharged to the. mines via
drop shafts in the existing system. Storm sewers would be built in presently
unsewered areas to discharge stormwater runoff to the mines where sanitary
wastewaters are discharged presently.
In addition, the possibility of a mine recharge system to pump wastewater
treatment plant effluent to the mines was considered in the Facilities Plan.
Such a system may be necessary because storm sewers might not discharge the
required amount of water to the mines frequently enough due to the uneven
distribution of rainfall throughout the year. If required, a pump station and
distribution lines would be necessary to supplement the water in the mines
during dry-weather periods. Presently, there are few data available on water
levels in the mines and on how they fluctuate. To determine if a recharge
system is needed and where it should be installed if needed, a monitoring
system was proposed.
Streator's consulting engineers estimated the total project cost to be
$52,334,840 at January 1975 price levels (Warren & Van Praag, Inc. 1975). The
total capital cost was recalculated by WAPORA, Inc., and was estimated to be
$56,237,300 at January 1978 price levels.
1.3. EIS-Related Issues
US-EPA, upon review of the draft Facilities Plan, concurred with IEPA
that the proposed project has the potential for significant environmental
impacts and that an EIS was warranted. On 9 March 1976, US-EPA, Region V,
issued a Notice of Intent to prepare an EIS on the proposed Streator waste-
water facilities. Specifically, the Agency's concerns were related to the
following issues:
• Injection of treated or untreated wastewater into the mines beneath
Streator and the possible adverse impacts of mine leachates on the
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water quality of the Vermilion River
« The need for consideration of additional alternatives to retard
mine subsidence other than injection of treated or untreated waste-
water into the mines
• The need for additional study related to whether discharges to the
mines are actually preventing subsidence and what effect not pumping
wastewater into the mines would have on subsidence
• The effect of subsidence on the project life of the present sewer
system or a new sewer system
• The project's potential for stimulating development over the mines
and increasing the potential for subsidence
• The cost-effectiveness of including the Village of Kangley in the
facilities planning area
• The high per capita cost of constructing the proposed project.
Based on the determination to prepare an E1S, US-EPA, Region V, obtained
the assistance of a consultant, WAPORA, Inc., to collect information on envi-
ronmental conditions, to consider alternatives to the proposed action, and to
evaluate the impacts of the various alternatives. The EIS study area (Figure
1-2) is much larger than the facilities planning area considered by Warren &
Van Praag, Inc. (1975).
1.4. The Study Process
The bulk of the work on the preparation of this draft EIS occurred be-
tween August 1977 and September 1978. During that period, WAPORA submitted
various interim reports to US-EPA, including "Existing Environmental Condi-
tions of the Streator Facilities Planning Area" and "Alternatives for the City
of Streator Wastewater Facilities."
Public meetings, sponsored by US-EPA, were held at Streator to facilitate
public involvement during the preparation of the EIS:
Date Subject
3 October 1977 The Study Process and EIS-Related Issues
17 April 1978 Significant Environmental Factors and
System Alternatives
27 July 1978 The Alternative Selection Process
Four informational newsletters also were prepared during the study period
and were mailed to persons who expressed interest in the project. Several
interviews were held with the staff of the local newspaper (The Streator Times
Press) and the local radio station (WIZZ-AM). One radio interview was broad-
cast in September 1978.
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Figure 1-2. The Streator Facilities Planning Area, including the Village
of Kangley, Illinois. The previous facilities planning area
is indicated by the dotted line (Warren & Van Praag, Inc. 1975)
MILES
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0 I
WAPORA.INC.
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Many issues relevant to the preparation of the EIS on the Streator waste-
water facilities were addressed in the reports and newsletters and during
public presentations and interviews. In addition to those concerns listed in
the US-EPA Notice of Intent, the following Issues have been considered during
the HIS process:
o Determination of the most cost-effective alternative to meet project
objectives, including identification of the service area currently
creating the water quality problem, the cost-effective level of
treatment, and the water pollution control scheme that minimizes
the potential for subsidence
o The need to treat all flows contributing to the water quality prob-
lem
o The potential for groundwater contamination from the injection of
treated or untreated wastewater into the mines
o The time needed for the quality of mine leachates to improve if
sanitary and/or industrial wastewaters are no longer discharged to
the mines
o Development of information on the present condition of the mines
(e.g. inflow and outflox
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2.0. THE ENVIRONMENTAL SETTING
2.1. Atmosphere
2.1.1. Meteorology
The source of readily available meteorological data nearest to the Strea-
tor Facilities Planning Area (FPA) is located at the Greater Peoria Airport,
about 50 miles southwest of Streator (NOAA 1976). Streator and Peoria share
the same continental-type climate and about the same topography. As a result,
the temperature, wind, and precipitation characteristics of the two cities am
quite similar. Climatological data for Peoria are presented in Appendix fl.
Upper-air data for the area have been used to derive a statistical pic-
ture of the characteristics and occurrence of elevated inversions (NOAA 1976).
These inversions trap contaminants in ground-based mixing layers and may
result in air pollution episodes. The lower the inversion layer, or the
shallower the mixing layer, the more concentrated the pollutants may be. The
mean annual afternoon mixing height in the area is approximately 1,200 meters.
In the continental United States, similarly low mixing heights are encountered
only near large water bodies (such as the Great Lakes and the oceans). The
mean afternoon mixing height in the study area ranges from about 600 meters in
winter to 1,600 meters in summer. The total number of four-day (or more)
autumn atmospheric stagnation episodes in the area during a 35-year period
ending in 1970 was six.
2.1.2. Air Quality
Air quality in the vicinity of Streator is monitored and enforced by the
State of Illinois EPA's Region L Office, located at Rockford. Air quality
standards applicable to the study area include the National Ambient Air Qual-
ity Standards (36FR8186) and the Illinois Ambient Air Quality Standards
established by the Illinois Pollution Control Board (IPCK 1976). The State
standards are equivalent to the National standards, except that the guideline
values for total suspended particulates and hydrocarbons have been adopted by
the State as standards (Appendix A, Table A-l).
The principal point sources of atmospheric emissions in the Streator FPA,
as well as the types of contaminants they emit, are presented in Appendix H.
The largest sources of particulate, sulfur dioxide, and nitrogen oxide emis-
sions are the Owens-Illinois and Thatcher glass plants. There are several
minor sources of hydrocarbon emissions in the area.
There are no air quality monitoring stations in Streator. The following
nearby sites with monitoring stations were chosen as being representative of
the study area:
Ottawa - 16 miles north of Streator
Oglesby - 17 miles northwest of Streator
La Salle - 20 miles northwest of Streator
Henry - 27 miles west of Streator
Hennepin - 28 miles northwest of Streator
DePue - 30 miles northwest of Streator.
2-1
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The air quality data obtained at these sites during 1976 and the first eight
months of 1977 were studied (IEPA 1976a and 1977a).
Total suspended particulates (TSP) were monitored at DePue, Hennepin,
Oglesby, and Ottawa. During 1976 and during the first 8 months of 1977, the
maximum 24-hour primary (health-related) standard (260 ^g/m ) was violated
(exceeded more than once) only at Oglesby. The annual primary geometric mean
standard (75 jag/m ) also was met at all sites except at Oglesby. The particu-
late problem at Oglesby is principally due to the Marquette Cement Plant,
which is located very close to the monitoring station at Oglesby and, there-
fore, is not representative of the Streator FPA.
The short-term trends for TSP indicate that, in the future, the annual
primary standard will continue to be achieved at all sites other than at
Oglesby. The particulate levels, however, may continue ta fluctuate around
the State secondary (welfare-related) standards of 150 ,ug/m for 24 hours and
60 ,ug/m for the annual geometric mean. Violations of these State secondary
standards apparently are attributable to dust generated by agricultural acti-
vities in the region.
Sulfur dioxide (SO ) concentrations were monitored at DePue (two sites),
Henry, La Salle, and Ottawa during 1976 and at Henry, La Salle, and Ottawa
during the first 3 months of 1977. The only stations showing violations of
the 24-hour SO standard were those located in DePue. One station reportec
one violation of the 0.14 ppm primary standard, and the other reported four-
such violations. These violations apparently were caused by the Mobil chemi-
cal plant in DePue and by the Illinois Power Company's Hennepin plant. Tht
S0_ levels, therefore, are not representative of the Streator study area,
which has no similar facilities. The primary annual SO. standard of 0.03 ppm
and the secondary 3-hour SO standard of 0.5 ppm were achieved at all of the
monitoring sites.
Nitrogen dioxide (NO ) was monitored at Henry, La Salle, and Ottawa. The
arithmetic means for the sites in 1976 and the first part of 1977 ranged from
0.013 ppm to 0.018 ppm. These values are less than the annual 0.05 ppm stan-
dard .
The only station in the region at which photochemical oxidants are moni-
tored is located at La Salle. During 1976, 51 samples exceeded the 1-hour,
0.08 ppm standard for oxidants. All of these violations occurred during the
summer months (June, July, and August). Oxidant problems are common to much
of the United States, and the La Salle and Streator areas are not considered
unique.
Although hydrocarbon and carbon monoxide levels are not monitored at any
of the stations near the Streator FPA, concentrations in Streator are expected
to be low. No significant sources, such as major highways or petrochemical
facilities, exist in the study area.
There are no significant odor problems in the Streator study area. The
area is predominantly agricultural, and there are no significant industrial
sources. The existing sewage treatment plant is not known to pose any signif-
icant odor problem (By telephone, Mr. Richard Goff, IEPA, Division of Air
Pollution Control, Region I, to David Bush, WAPORA, Inc., December 1977).
This was confirmed by field investigations during 1977.
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2.1.3. Sound
A sound survey was conducted to determine ambient sound levels in the
Rtreator FPA during the period from 9 to 13 December 1977. Pour locations
were selected to determine ambient sound levels in noise-sensitive land use
areas, such as residential areas, near the wastewater treatment plant and
along the interceptor sewer routes.
Sound levels in Streator are typical of the sound climate of a sinal 1 city
in the Midwest. Sound levels along the interceptor routes dxiring daytime and
nighttime are dominated by automobile and truck traffic. Sound levels created
by traffic are not subiect to the State noise regulations (IPf!^ 19731. The
principal sound sources near the wastewater treatment plant are the plant and
the wind. Sound levels at this location are relatively uniform throughout a
24-hour period (42 dBA to 47 dRA) and are in accordance with the IT linois
regulations.
2.2. Land
2.2.1. Physiography and Topography
The Streator FPA is located in the Bloomington Ridges Plain, which is
within the Till Plains section of the Central Lowland Province (Willman and
others 1975). The Bloomington Ridges Plain is composed of till deposited
during the Visconsinan stage of glaciation and is characterized by low, broad
ridges and flat to gently undulating ground moraines (Alexander and Paschke
1972).
The topography of the Streator FPA is characterized by gently rolling
plains dissected by the valleys of the Vermilion River and several of its
tributaries (^igure 1-2). These plains slope toward the Vermilion River,
which traverses the study area from southeast to northwest. The maximum
ground elevation, 675 feet above mean sea level (msl), occurs along the eas-
tern boundary of the FPA between Sections 29 and 30, T30H, R3F. The lowest
elevation, approximately 545 feet msl, occurs in the Vermilion River at the
northern boundary OF the study area. The elevation of the river at the south-
ern boundary of the Streator FPA is approximately 555 feet nsl. The elevation
of the river decreases by 10 feet within the FPA, an approximate rate of 1.2
feet per mile.
2.2.2. Geology
2.2.2.1. Regional Geologic Setting
The Streator FPA lies within the Illinois Basin, a structural and
depositional basin that extends into Kentucky, Tennessee, and Indiana. Paleo-
zoic rocks overlie a Precambrian basement complex of igneous rocks Willman
and others 1975). The bedrock surface (the uppermost surface of the Paleozoic
sequence) consists of Pennsylvanian rocks that generally are covered by gla-
cial drift of Wisconsinan age (Willman and Payne 1942). T5edrock outcrops
appear along the Vermilion River and its tributaries.
North-central Illinois contains many important structural geologic fea-
tures. The most prominent structure in the vicinity of the study area is
2-3
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the La Salle Anticlinal Belt, which includes many associated synclines and
anticlines (Willraan and Payne 1942). These structures were created by the
folding of the Paleozoic strata. Faulting accounts for only a minor part of
the structural geology of the area, although folding of Paleozoic rocks may be
associated with deep-seated faulting of Precambrian basement rocks (Willman
and others 1975). The axis of the La Salle Anticline trends approximately
S 15° E in the vicinity of Streator. The overall structure can be described
as a broad monocline. Rock strata on the western flank of this monocline
attain a maximum westward dip of 2,000 feet per mile. On the eastern flank.
dips may be as gradual as 25 feet per mile.
2.2.2.2. Stratigraphy
The Streator FPA is located about 6.0 miles east of the axis of the La
Salle Anticline. Pennsylvanian strata in the study area dip gently to the
southeast. Pre-Pennsylvanian rocks are truncated by Pennsylvanian rocks and
have a much greater dip to the southeast (Willman and Payne 1942).
Pre-Paleozoic Strata
Rocks of Pre-Paleozoic age are not exposed in or near the Streator FPA
but have been encountered in deep test borings (Willman and others 1975).
These rocks comprise a red "granite" that contains potash, feldspar, and
quartz as the primary constituents; biotite as the chief dark mineral; and
various amounts of plagioclase feldspar.
Pre-Pennsylvanlan Systems
The total maximum thickness of Pre-Pennsylvanian strata in the vicinity
of the Streator FPA is 6,500 feet (Willman and Payne 1942). The strata in-
clude rocks of the Cambrian and Ordovician Systems that are predominantly of
marine origin (WLllman 1971). Both systems contain significant aquifers
(Hoover and Schicht 1967; Walton and Csallany 1962). The Eau Claire and Mt.
Simon Formations of the Cambrian System are aquifers used for potable water in
regions north of the Streator study area. The Ironton and Galesville Forma-
tions could be productive aquifers. The Ordovician System also contain?.
aquifers in the Glenwood and St. Peter Formations and in the Galena and Platte-
ville Groups.
Pennsylvanian System
Rocks of the Pennsylvanian System attain an average thickness of 200 feet
in the vicinity oE the Streator FPA (Willman and others 1975). The strati-
graphy of Pennsylvanian deposits is discussed within the context of the cyclo-
them, which is defined as "...a series of beds deposited during a single
sedimentary cycle of the type that prevailed during the Pennsylvanian Period."
Cyclothems are associated with fluctuations of sea level that lead to alter-
nate deposition and erosion of sediments within marine shelf and interior
basin environments (Gary and others 1972).
The cyclothem of Interest in the Streator FPA, the Brereton cyclothem
(Willraan and Payne 1942), is part of the Carbondale Formation in the Kewanee
Group. The base of the Brereton cyclothem (Figure 2-1) is the Vermilionville
Sandstone Member, an argillaceous to silty, fine-grained sandstone. The
Vermilionville sandstone is overlain by the Big Creek Shale Member, a gray,
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Thickness
Material
Member
Shale, gray, calcareous
Limestone, qray, argillaceous or nodular
Stuile, qreenihh-gray, calcareous
Via le, black, hard
roa1 ; ! onta i rib clay arid shale partinqs
Ilndcrt lay, qray
,1 mest one , gray/ nodula r , nc;n-f ossi 1 if er ous
ilf, blac-k, hard
ill-, qray, '.oft
ilc, blac k, hard
lU , qi a/, soft
ll , qray to black, hard arid -,oft
l
rt 1 ay, qray
^andLtonr, silty,
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soft, sandy shale with a thickness of between 10 feet and 30 feet. The Big
Creek Shale is the underclay associated with the overlying Spring Lake Coal
Member (Willman and others 1975), which attains a maximum thickness of 2.5
feet in the Streator study area (Willman and Payne 1942). This coal member is
separated from the overlying Herrin (No. 6) Coal Member by 11 feet to 17 feet
of shale, limestone, and clay (Willman and others 1975). The Herrin Coal Is
overlain by the Anna Shale Member, a fissile, black, hard, carbonaceous shale
that locally may contain dark gray, impure limestone concretions as much as
1.0 foot thick. The Anna Shale reaches a maximum thickness of 4 feet locally
and may thin to gray shale wedges in the Herrin Coal. The Brereton Limestone
Member, which overlies the Anna Shale, is usually dark gray, argillaceous,
fine-grained, and normally less than 5 feet thick. Locally, the Brereton
Limestone and the Anna Shale may be lenticular and pinch out in places (Will-
man and others 1975).
Quaternary System
In Illinois, the Quaternary System is equivalent to the Pleistocene
Series, the base of which is marked by the appearance of deposits generically
related to the first episode of continental glaciation (Willman and Frye
1970). In the Streator study area, Pleistocene sediments unconformably over-
lie Pennsylvanian strata (Willman and Payne 1942) and attain a thickness of
more than 50 feet in the eastern part of the area. Glacial drift is thin or
absent along the Vermilion River and some of its tributaries.
The glacial drift in the vicinity of the study area belong primarily to
the Illinoian and Wisconsinan Stages of glaciation (Willman and Payne 1942).
There is no evidence of any glacial material from the Nebraskan Stage. Kansan
drift has been removed almost entirely by subsequent glaciation and exists
only in preglacial channels.
The Wisconsinan drift belongs to the Wedron Formation of the Woodfordian
Substage and consists of the Tiskilwa, Maiden, and Yorkville Till Members
(WilLman and Frye 1970). The prominent morphostratigraphic units include the
Cropsey Ground Moraine and the Chatsworth Outer Moraine. These deposits have
been modified by stream alluvium and mine wastes,
2.2.2.3. Coal Mining
Streator is in the oldest mining district of the State. Coal mining in
the area began in the 1860s, reached its peak in the 1890s, and began to
decline around 1900, The majority of the mines were abandoned between 1885
and 1917. Some mining activity occurred during the economic depression of the
early 1930s.
The two workable coal seams in the area, Herrin No. 6 and La Salle No. 2,
were mined extensively. Mine maps (Renz) indicate that the room and pillar
method of mining was used and that extraction ratios often exceeded 50%. In
the 1930s, many of the abandoned mines were pumped dry and pillars were
robbed. There is evidence that the mines may be interconnected partially.
The condition of the abandoned mines is discussed in greater detail in Ap-
pendix 6.
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2.2.2.4. Subsidence Potential
There have been numerous accounts of subsidence associated with coal
mining in the Streator study area since the initiation of mining. Evidence of
subsidence varies from gentle distortions that have cracked plaster and jammed
doors and windows to large potholes along streets that have affected as many
as three houses. Investigations indicate that the potential for subsidence
still exists and appears to be greatest in areas where the mine roof rock
and/or the glacial overburden are thin (Appendix B).
The existing water levels in the mines, maintained by stormwater and
wastewater discharges, partially support the overlying rock and soil mass. If
water levels decrease significantly, stresses within the roof rock units would
increase and would increase the load carried by the roof, pillars, and floor.
Therefore, the subsidence potential could be increased by changing present
stormwater/wastewater management practices (Appendix B) .
2.2.3. Soil
Soil reports for Livingston and La Salle Counties were issued during 1972
by the University of Illinois Agricultural Experiment Station, Urbana. Be-
cause of dissimilarities in formats and in information presented in these
reports, soils in the Streator FPA are discussed on a county by county basis,
2.2.3.1. Soils in La Salle County
Soils in La Salle County were grouped into thirteen general soil associa-
tions (Alexander and Paschke 1972) . Four of these association occur in the
study area (Figure 2-2).
E1burn—Drummer-P1ano Associ a t i on
The major soils in this association were developed in 40 to 60 inches of
loess over loamy stratified outwash material or sandy loam glacial till. The
soils occur on nearly level to very gently sloping till plains and outwash.
In the Streator FPA, these soils are underlain by loamy stratified outwash.
Generally, they have poor to moderate drainage, moderate permeabilities, and
high to very high moisture capacities. The soils may be suitable for domestic
on-site disposal systems such as septic tanks. Localized ponding of water may
occur in low areas.
Rutland-Streator-Wenona Association
The major soils in this association were developed in 40 to 60 inches of
loess over silty clay glacial till. They are found on upland till plains and
moraines on level to gently sloping ground. The soils have moderately slow
permeabilities. Owing to the nearly level topography on which they are found,
localized ponding of water may occur in low areas. Soils of this association
are not suitable for domestic on-site disposal systems or land application of
wastewater.
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•'
^mS^m^m^kt^
;>H r*'f?i?^ ^v^K-^i' *4*-;;4i££i>
Flanagan- Drummer-Catlin
(silty clay loom)
El burn- Drummer- Piano
Rutland- Streator- Wenona
Camden- St. Charles- BirkbecK-
Atterberry
Figure 2-2. Soil associations in the La Salle County section of the
Streator, LTlinois, FPA (adapted from Alexander and _
Paschke 1972). „
MILES
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WAPORA, INC.
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Camden-St. Charles-Birbeck-Atterberry Association
The major soils in this association are mostly of the upland terrace and
outwash type and were developed under forest vegetation in thin to moderately
thick loess over loamy stratified outwash. Upland soils were developed in
moderately thick loess over loam till. These soils are found in nearly level
to moderately steep terrain. Soils of this association are characterized by
moderate permeabilities and high moisture capacities. The soils may be suit-
able for on-site disposal systems where there are sufficient amounts of gla-
cial drift. Areas where the glacial drift is thin or absent (usually near
streams) are not suitable for such disposal systems.
Flanagan-Drummer-Catlin Association
The major soils in this association were developed in 40 to 60 inches of
loess over silty clay loam glacial till. They were formed on nearly level to
gently sloping upland areas that supported prairie vegetation. The soils are
poorly drained to well drained and generally have moderate permeabilities and
high to very high moisture capacities. These soils may be suitable for on-
site disposal systems, although ponding of water may occur in low areas.
2.2.3.2. Soils in Livingston County
Thirty-nine soil types have been identified in Livingston County, of
which ten are encountered in the Streator FPA (Wascher and others 1949). These
soil types have not been grouped into soil associations.
Hennepin Gravelly Loam
This soil occurs on slopes of 15% or greater, although some badly eroded
slopes of less than 15% are included in this soil type. Hennepin gravelly
loam was formed from glacial drift and till and exhibits a maximum profile of
18 inches. This soil type is well drained and is moderately permeable.
Huntsville Loam
This dark floodplain soil consists of heavy clay loams and exhibits no
profile layers. The soil grades from a sandy loam to a silt loam or silt clay
loam and has a high content of organic matter and nitrogen.
Alexis Silt Loam
This soil is found on the well-drained terraces along the Vermilion River
and exhibits a well defined profile of 40 to 50 inches. This soil type is a
silty clay loam that was developed over layers of silt, sand, and gravel.
Littleton Silt Loam
This dark, moderately drained soil occurs on narrow terraces along the
Vermilion River and some of its tributaries. The soil exhibits a well defined
profile to depths of 40 to 60 inches.
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Drummer Clay Loam
This dark soil developed from mixed silt and clay outwash or lake-bed
sediments under marsh-grass vegetation. The Drummer clay loam may exhibit a
gravelly surface locally. The soil profile is moderately developed to 40 or
50 inches. This soil type is poorly drained and is moderately permeable with
a high moisture capacity.
Vance Silt Loam
This light-colored soil was developed under hardwood forest vegetation on
nearly level to gently sloping land. The Vance silt loam was formed from
silty outwash or from a thin layer of loess over silty or sandy outwash. The
profile is well defined to a depth of 45 to 60 inches.
Thorp Silt Loam
This medium-dark soil was formed on nearly level to slightly depressed
terrain under weedy prairie vegetation. Parent material is composed of silty
outwash. The soil profile is developed to. a depth of 35 to 40 inches. The
soil permeability is low, drainage is slow, and ponding may occur in low
areas.
Brenton Silt Loam
This dark soil was formed on level to very gently sloping land under
prairie vegetation. It developed from silty outwash or from thin blankets of
loess on silty to sandy outwash. It is a somewhat poorly drained soil.
Muscatine Silt Loam
This soil is found on nearly level to very gently sloping uplands west of
the Vermilion River. Muscatine silt loam is a dark, somewhat poorly drained
soil that developed in less than 5.0 feet of loess under prairie vegetation.
Sable Silty Clay
The Sable silty clay is found on loess covered uplands in association
with Muscatine silt loam. It developed in more than 5.0 feet of loess under
swampy, prairie vegetation. It is poorly drained and exists in nearly level
to slightly depressed areas.
2.2.4. Terrestrial Vegetation
2.2.4.1. Vegetation Types of the Grand Prairie Division
The Streator FPA is located in a geographic region known as the Grand
Prairie Division. This division was formed by the most recent glaciation in
Illinois, the late Wisconsinan. The flat topography and the mineral-rich
soils that remained after the glaciation, together with a hot, dry climate,
were favorable for the growth and maintenance of tall prairie grasses through-
out most of the division. Forested areas eventually were established on
uplands along streams and as detached groves.
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At present, there are few remnants of the original vegetation of the
Grand Prairie Division. The prairie that once dominated the landscape has
been replaced by row-crop agriculture. Patches of prairie vegetation may be
found along railroads and in cemeteries. Examples of previous forest types
occur in parks, older residential areas, and along streams.
2.2.4.2. Vegetation of the Streator FPA
Cropland covers 38% of the land area in La Salle County and 86% of Liv-
ingston County (Miller 1975; Zebrun 1969). Eighty-nine percent of the land
area in the Vermilion River drainage basin is cropland (Fish and Wildlife
Service 1963). The major crops are corn and soybeans. Because land values
are high, there is limited pastureland or other areas that are left untilled.
Scrub and/or forest vegetation rarely occur along fence rows, roadsides, and
old-field corners. Some areas on lowland sites adjacent to the Vermilion
River and its tributaries can be characterized as scrub. There are no bog
or marsh areas, because these areas have been drained for agricultural uses.
In the Streator FPA, trees are found only around old farm houses, in
parks and older residential areas, and along the Vermilion River and its
tributaries. About 2% of the land area in the Vermilion River drainage basin
is covered by forests (Fish and Wildlife Service 1963). Woodland in La Salle
and Livingston Counties comprises 4% and 2% of the total areas, respectively.
In the FPA, woodland makes up approximately 15% of the land area. Most of the
forest stands border the Vermilion River and its tributaries.
The mature trees present in the parks are remnants of upland and bottom-
land forests that existed in the study area around the turn of this century.
Oaks occur most frequently. Among the species present are bur, black, white,
and scarlet oaks; silver and sugar maples; shagbark hickory; sycamore; weeping
willow; basswood; buckeye; and horse chestnut.
Mature bur, black, and white oaks are scattered along the rivers and
streams in this area. There is little evidence, however, of oaks in the
understory. Mature hickories are uncommon. A few mature cottonwoods and
catalpa trees remain along the upper banks, along with American and slippery
elms and Norway and silver maples. Catalpa sprouts were often evident near
the older parent plants. Mature sycamores also are found periodically in
close association with the water. Black cherry, boxelder, hazelnut, bitter-
nut, hop-hornbeam, green and white ashes, hackberry, red mulberry, and sugar
and silver maples comprise the subcanopy. Black cherry and boxelder are
dominant both in the subcanopy and in the understory. On more disturbed sites
along the river, tree-of-heaven is invading the upper banks, along with
boxelder.
The vegetation along the tributaries of the Vermilion River changes as
the topography becomes increasingly flat from west to east. Both the width of
the forest and the size of the trees decrease. Large sycamores and weeping
willows are scattered. Slippery elms, boxelder, and black cherry are domi-
nant. American elm, white ash, hawthorn, butternut, and bitternut also occur.
Undergrowth is composed of various greenbriers (Smilax), roses, spireas,
viburnums, and willows.
The scientific names of common plants cited in the text are presented
in Appendix C.
2-11
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2.2.4.3. Endangered and Threatened Species
No plant species extant in this area is known to be endangered or threat-
ened (By telephone, Mr. Charles Sheviak, Illinois Nature Preserves Commis-
sion, to Mr. Gerard Kelly, WAPORA, Inc., ,10 December 1977). No areas in the
Streator FPA have been recognized as "natural areas" during an inventory
conducted by the Illinois Department of Conservation and the Nature Preserves
Commission (By letter, Mr. Robert Schanzle, Illinois Department of Conserva-
tion, to Mr. Gerard Kelly, WAPORA, Inc., 12 December 1977).
2.2.5. Wildlife
Historically, the rich soils and waterways in the Illinois River Basin
provided habitats that attracted and sustained large populations of waterfowl,
game birds, and small fur-bearing mammals (Fish and Wildlife Service 1963),
The oak forests supported white-tailed deer, the only large wild mammal re-
maining in the area, as well as wild turkeys, partridges, fox squirrels, and
eastern gray squirrels. Flocks of prairie chickens used to inhabit the upland
prairies.
Around the turn of the century, wildlife populations underwent drastic
changes. In the Streator area, agricultural practices primarily were respon-
sible for the alterations. During the early 1900s, thousands of acres in
Illinois were drained, and thus, the natural food sources of waterfowl de-
creased as the water levels declined. In addition, the introduction of trac-
tors enabled fanners to plow steeper grades, and in the late 1930s, much of
the grassland farming was replaced by soybean agriculture (Fish and Wildlife
Service 1963). Both of these practices greatly increased erosion, resulting
in rapid siltation of rivers and floodplain lakes.
Concomitant with the decline in food sources and habitats for waterfowl
was a sharp rise in duck baiting (Fish and Wildlife Service 1963). This
practice became common primarily on the upland fields by ponds where hunters
would place a pen of live decoys and liberally bait the surrounding area with
corn. Duck baiting and resultantly successful duck kills contributed signifi-
cantly to the severe drop in the duck population. In 1935, baiting was pro-
hibited by Federal regulation.
Populations of white-tailed deer, small forest-dwelling mammals, and game
birds also declined as a result of forest cutting and unrestricted hunting
practices. Since 1957, the deer population has been managed, resulting in an
increase in their population (Fish and Wildlife Service 1963).
2.2.5.1. Present Trends
The overall trend in the waterfowl populations has been, and still con-
tinues to be, a steady decline. This trend is particularly evident in popu-
lations that have species-specific food requirements (Fish and Wildlife Ser-
vice 1963). Over 80% of the migrating ducks in the region are "grain-feeders"
such as mallards, pintails, and black ducks. The most common species that
migrates through the region is the mallard. Among the other species of ducks
that occur regularly, but in smaller numbers, are gadwalls, shovelers, and
redheads. Compared to other areas in the Mississippi flyway, this region has
a high concentration of wood ducks. The Illinois Natural History Survey has
2-12
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been involved in designing and producing various kinds of wood duck nesting
boxes to sustain the population.
Pheasant and quail populations are gradually declining. Lack of nesting
cover is the primary cause for this trend (Fish and Wildlife Service 1963).
Currently, the white-tailed deer population is increasing in forested
areas. This trend is expected to continue as long as available woodland and
browse vegetation can sustain the population. The populations of smaller
mammals generally are not rising (Fish and Wildlife Service 1963). Lack of
cover in both the floodplains and the uplands will preclude any significant
population increases. One exception to this trend is the raccoon population.
Raccoons are increasing in numbers in both forested areas and farmlands where
the food supply is abundant. In addition, beavers are repopulating the region
after having been exterminated in the middle 1800s.
2.2.5.2. Endangered and Threatened Species
There are no known species of mammals, birds, reptiles, or amphibians in
the Streator FPA currently listed as endangered or threatened at the Federal
or State levels (By telephone, Mr. Vernon Kleen, Illinois Department of Con-
servation, to Mr. Gerard Kelly, WAPORA, Inc., 10 December 1977).
2.3. Water
2.3.1. Surface Water
The Vermilion River Basin includes 1,380 square miles (883,200 acres) and
encompasses most of Livingston and La Salle Counties and parts of Marshall,
Woodford, McLean, Ford, and Iroquois Counties. The main stem of the Vermilion
River rises in Ford County as a drainage ditch and flows northwesterly on a
110-mile course to its confluence with the Illinois River near La Salle-Peru.
The Illinois River and its major tributaries, including the Vermilion River,
are shown in Figure 2-3. The City of Streator is located on the lower Ver-
milion River, approximately 25 miLes upstream from the mouth of the river.
The characteristics of the Vermilion River change considerably along its
course. The upper reaches of the river and its tributaries have been dredged
or channelized. Downstream from Pontiac, the scenic character of the middle
reach of the river is much improved, but the flow remains slow-moving and the
streambed consists mostly of mud. Downstream from Streator, however, the
stream gradient is much steeper, causing the flow velocity to increase. The
lower reach of the river exhibits numerous riffles and small rapids, and the
river bottom is mostly gravel. Bluffs in this reach tower above the river as
high as 80 to 100 feet, and the banks are forested. The segment of the river
between Streator and Oglesby has been nominated for inclusion as a scenic
stream in recent legislative proposals.
There are six minor tributaries that join the Vermilion River in the
Streator FPA (Figure 2-4). Most of the urban area is drained by Prairie Creek
and Coal Run. Otter Creek, the largest of these tributaries (11 miles in
length), has a relatively steep stream gradient of 16.8 feet per mile and
joins the main stem from the east, downstream from Streator.
2-13
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IOWA
KENTUCKY
Figure 2-3. The Illinois River Basin (outlined by the dashed line).
The Vermilion River flows to the northwest through Livingston
and La Salle Counties, Illinois.
2-14
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Figure 2-4. Waterways in the Streator FPA and flows (in cfs) reflecting
T-'-day1 10-year low flows plus 1970 effluent flows (Singh and
Stall 1973)
MILES
I
WAPORA, INC.
2-15
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A dam has been constructed on the river just south of Streator near the
southern boundary of the FPA. The dam regulates flow and creates a storage
pool on the main stem that is the source of potable water for the City.
2.3.1.1. Hydraulics of the Vermilion River
The flow of the Vermilion River is measured on a continuing basis by the
US Geological Survey at two locations. One of the gaging stations is situated
approximately 30 miles upstream from Streator at Pontiac (Gage No. 5-5545) and
has a 34-year period of record. The other gage is 8 miles downstream from
Streator (Gage No. 5-5555), near Leonore, and has a 45-year period of record.
A summary of the records from the two stations is presented in Table 2-1.
The drainage area upstream from the Leonore gage is 1,251 square miles,
compared with a drainage area of 1,093 square miles upstream from Streator.
Thus, gage records at Leonore are adequate to characterize river-flow varia-
tions in the FPA. Table 2-2 presents annual flow information for the past 15
years, and Table 2-3 presents a monthly summary of flow for the water year
1975-1976. The lowest flows in recent years occurred during the 1963-1964
water year, the highest flows during 1972-1973. The monthly records illus-
trate the typical seasonal variations in flow, which correspond to low flow in
late summer and fall and to high flows during spring.
Flow in the Vermilion River through the Streator FPA is regulated by the
water supply dam. On the average, 3.0 million gallons of water per day are
diverted from the storage pool for water supply. This volume of water largely
is returned to the river downstream as municipal sewage effluent and indus-
trial wastewater discharge. Additionally, wastewater discharged to the aban-
doned mines returns to the river as leachate, either directly or via Prairie
Creek. Thus, downstream from Streator, flow patterns more closely resemble
natural flow patterns.
The 7-day 10-year low flows of the river at several locations within the
Streator FPA are noted in Figure 2-4. These flows represent the natural low
flow plus the 1970 levels of effluent flow. As shown, the 7-day 10-year low
flow at the southern boundary of the FPA is 5.2 cfs but is only 1.0 cfs imme-
diately downstream from the dam. Just upstream from the confluence of Otter
Creek, the 7-day 10-year low flow is 6.3 cfs, which accounts for the discharge
from the Streator wastewater treatment plant and local industrial discharges.
Tributaries are expected to contribute no flow during the 7-day 10-year low
flow condition.
The Illinois State Water Survey has computed times-of-travel of contam-
inants in the Vermilion River for high, medium, and low flow conditions at
flow frequencies of 10%, 50%, and 90%, respectively. These values are dis-
played in Figure 2-5. The calculated values were compared with actual times-
of-travel through the use of dye tracers. The high flow computations were the
most reliable, becoming less so at reduced flow rates.
Flooding in the Streator area has been reduced significantly through the
emplacement of levies to protect flood-prone areas. Flooding of the minor
tributaries in the FPA may occur after intense storm events or sudden thaws.
2-16
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Table 2-1. Summary of flow of the Vermilion River near Streator, Illinois
(USGS 1976).
Near Leonore At Pontiac
(cfs) (cfs)
Average Discharge 774 376
Extremes for Period of Record:
Maximum Discharge 33,500 13,600
Minimum Discharge 5.0 0
Extremes for 1975-1976 Water Year:
Maximum Discharge 13,000 6,810
Minimum Discharge 11 5.2
Table 2-2. Vermilion River flows from 1961 to 1976 near Leonore, Illinois
(USGS 1962-1976).
Discharge (cfs)
Wateryear Mean Maximum Minimum
61-62 1,152 13,400 27
62-63 206 5,340 9
63-64 144 4,060 5.0
64-65 922 12,700 7.6
65-66 296 4,540 5.7
66-67 701 7,720 5.7
67-68 1,078 15,200 10
68-69 437 4,500 8.8
69-70 1,278 21,700 14
70-71 611 5,880 7.6
71-72 884 5,460 7
72-73 2,045 16,000 24
73-74 1,393 16,200 16
74-75 880 7,850 16
75-76 854 12,000 II
Average 859 10,170 11.6
2-17
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Table 2-3. Vermilion River flows for the 1975-1976 water-year near Leonore,
Illinois (USGS 1976).
Month
Mean
Discharge (cfs)
Maximum
Minimum
October
November
December
January
February
March
April
May
June
July
August
September
91.3
61.3
478
164
2,140
2,895
1,453
1,535
886
524
51.1
15.9
214
110
1,600
280
7,140
12,000
8,200
6,400
3,600
3,720
120
45
51
41
205
131
117
628
329
490
307
102
14
11
VERMILION RIVER (ILLINOIS RIVER BASIN)
10 20 30 AO 50 60
DISTANCE, MILES
70
80
90
100
Figure 2-5. Vermilion River times-of-travels during estimated low, medium,
and high flow conditions (Illinois State Water Survey 1969).
2-18
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2.3.1.2. Water Uses
As the major surface water resource in the basin, the Vermilion River
presently is being used in several beneficial ways. Tt is the principal
source of potable water. In 1976, a total of over 1.38 billion gallons of
water was puraped for residential, commercial, and industrial uses. The river
also serves as the receiving water for wastewater effluent. It assimilates
and disperses both human and industrial wastes discharged From municipalities
and industries (see Section 3.3. for a detailed discussion of these wastewater
discharges).
In addition, the Vermilion River is a scenic and recreational resource of
regional significance. The Illinois Department of Conservation's Illinois
Canoeing Guide (n.d.) names the Vermilion River as "the best Whitewater stream
in Illinois." In addition to outstanding canoeing on the lower river and some
boating in the pools upstream from the Pontiac and Streator dams, the river
and its adjacent lands provide other important recreational activities, such
as fishing, hunting, swimming, hiking, and camping. Game fish that attract
fishermen include small-mouth bass, bluegill, green sunfish, white and black
crappies, catfish, bullhead, and carp. Hunting on adjacent lands is primarily
for squirrel, rabbit, and upland game birds, such as pheasant and quail.
Although the river's recreational potential is of regional significance,
access is limited because most of the river and its tributaries are bordered
by privately-owned lands. There is a public park near the Pontiac dam; a
private campground where Route 23 crosses the river north of Cornell; Mat —
thlessen State Park, which is contiguous to the river several miles downstream
from Lowell; and various public rights-of-way at bridge crossings that provide
the only public access to the river (Illinois Department of Conservation
n.d.). The steepness of the banks along the river in Streator and downstream
also hinder access to the river.
2.3.1.3. Water Quality
The Illinois Environmental Protection Agency (IKPA) lias responsibility
under the Illinois Fnvironmental Protection Act of 1^7^ to monitor water
quality and to investigate violations of established water quality standards
(Appendix A). IEPA, therefore, has developed a statewide network of water
quality monitoring stations. Periodic samples to determine water quality in
the Vermilion River are collected at five locations under this program. Three
water quality monitoring sites are located upstream from Streator. The near-
est station upstream from the FPA is designated as Station DS-02 and Is lo-
cated 2.0 males west of Cornell, or about 12 river-miles upstream from Strea-
tor. Data from this sampling site can be considered representative of back-
ground wat«r quality in the Vermilion River as it flows into the Streator FPA.
OF the two monitoring sites downstream from Streator, the first (DS-05) is
located within the FPA, 1.0 mile north, of Kangley. Water quality data col-
lected at this station reflect the effects from the addition of contaminants
discharged to the river as it flows through the Streator urban area. A sum-
mary of recent water quality data obtained at these two sites for the most
significant parameters analyzed is presented in Table 2-4.
2-19
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The extreme ranges in values of several of the parameters indicate occa-
sional unstable water quality conditions in the Vermilion River. Dissolved
oxygen (DO) concentrations can be used as an indicator of general water qual-
ity conditions, because the level of oxygen in the stream reflects the abil-
ity of the river to support aquatic life. The extremely low, minimum DO
value measured during low-flow conditions in 1975 (at Station DS-02 upstream
from Streator) illustrates this water quality variability. It represents an
in-stream oxygen concentration much too low to maintain a diverse fish popu-
lation. The mean DO values for both 1975 and 1976, however, indicate condi-
tions generally adequate to support diverse aquatic life.
Mean fecal coliform values for both sites indicate significant fecal
contamination of the river (Table 2-4). Fecal coliform counts also provide an
indication of the potential presence of pathogenic organisms and, therefore,
can be used to determine the relative safety of water for consumption or
recreational uses. The extremely high maximum value of 70,000 fecal coliform
organisms per 100 milliliters of sample (found in one sample in 1975 at Sta-
tion DS-02 upstream from Streator) reflects conditions hazardous to public
health.
The 1975 maximum ammonia-nitrogen (NH -H) concentration of 14 mg/1 at
Stations DS-02 indicates a high level of organic pollution and represents a
value in excess of the ammonia toxicity limits necessary to kill fish. The
3.5 mg/1 maximum value at Station DS-05 in 1976 also indicates toxic condi-
tions.
Phosphorus concentrations are not in violation of a standard, because the
Vermilion River is not directly tributary to a lake or reservoir. The maximum
values at both stations for both years, however, represent nutrient—enriched
conditions. Phosphorus is considered the nutrient that, if present in suffi-
cient concentration, can stimulate overproduction of algae and result in
decreased DO levels. Nitrate also is necessary for the production of algae.
The mean concentration values measured at both stations reflect nitrate-
enriched waters.
Concentrations of copper, iron, and lead occasionally violated water
quality standards. The levels of copper and iron that are in violation of
standards present a potential hazard to aquatic life. Elevated lead levels
present a health hazard in public water supplies.
Based on data in addition to those presented in Table 2-4, the IEPA
concluded that the water quality of the lower Vermilion River has deteriorated
from "fair" to "semi-polluted" over recent years (IEPA 1976b). The limited
nature of available data on water quality in the Vermilion River, however,
precludes the development of a more thorough analysis of water quality trends
and problems. The number and location of monitoring stations and the fre-
quency of sampling do not permit determinations of specific causes of water
quality degradation.
There are many sources of pollution along the Vermilion River that could
be responsible for violations of water quality standards. Of the 21 known
point source discharges of pollutants to the Vermilion River, four are located
a relatively short distance upstream from Station DS-02 (located near Cor-
nell). Two of these, the Livingston County Nursing Home and the Pontiac waste-
2-21
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water treatment plant, are reported as having discharged effluents with high
levels of biochemical oxygen demand (BOD), ammonia-nitrogen (NH»-N), and fecal
coliforms during 1975 (IEPA 1976b). The IEPA states that additional amounts
of these substances are contributed by non-point sources immediately upstream
from the monitoring station and from other sources farther upstream. Leach-
ates from the Markgraf landfill at Pontiac have contained concentrations of
ammonia-nitrogen and iron as high as 285 mg/1 and 1,000 mg/1, respectively
(IEPA 1976b).
In the Streator FPA, sources of BOD, ammonia, and fecal coliform include
effluent from the Streator wastewater treatment plant, combined sewer over-
flows, discharges from broken and cracked sewer lines, leachates from aban-
doned mines and septic tank systems, and other non—point sources including,
livestock farms. Potential sources of copper, iron, and lead include land-
fills, mine wastes, abandoned mines, other non-point sources, and natural
sources. The results of limited field investigations to determine the impact
of pollutant sources in the Streator FPA on water quality are presented in
Appendix D.
There are no water quality data available for the six tributaries in the
Streator FPA. Otter Creek and three unnamed tributaries should have rela-
tively good water quality. The streams receive no municipal or industrial
discharges. The only potential pollutant loads are from agricultural runoff
and possibly from septic tank leachates.
Prairie Creek and Coal Run, however, drain most of the Streator urban
area and receive wasteloads from several pollutant sources (Appendix D). The
most significant pollutant contribution to Coal Run is raw sewage from the
broken Coal Run interceptor. Mine leachates are the major pollutant sources
to Prairie Creek. Both streams also receive pollutant loads from urban run-
off, leachates from septic tank systems, and combined sewer overflows.
2.3.1.4. Aquatic Biota
Studies on the aquatic biota of the Vermilion River and its tributaries
have concentrated almost exclusively on fish. Results generally indicate that
the river has a diverse fish population. Smith (1971) reported that 80 spe-
cies of fish were present in the Vermilion River but classified the river as
"fair" based on its fish population. The Vermilion River has a variety of
habitats and should support a richer fish fauna. The extirpation and deci-
mation of certain native species is attributable to domestic, industrial, and
agricultural pollution. Siltation, particularly in the upper reaches of the
river, also is a significant factor responsible for reduced species diversity.
The effects of siltation include loss of water clarity and subsequent disap-
pearance of aquatic vegetation, and the deposition of silt over substrates
that were once bedrock, rubble, gravel, or sand. Feeding and spawning sites
thus can be destroyed.
The most abundant fish taken in the main stem during a 1966 inventory was
the quillback carpsucker (Illinois Department of Conservation 1967). The
green sunfish was the most common panfish, and the red shiner was the most
common forage fish. Bluegill, smallmouth and largemouth bass, white and black
crappie, and channel and flathead catfish, all popular game species, also were
2-22
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found. A considerably larger number of game fish was found in the Streator
pool area during a 1960 sampling. Weather and electrofishing conditions
during the 1966 inventory, however, made collection of fish difficult. It is
not possible to speculate that the fish population deteriorated.
An inventory of fish in the Vermilion River also was conducted by the
Illinois Natural History Survey (1966). The locations of the sampling sites
were:
#16, 1.5 miles southwest of Cornell (12 miles upstream from Streator)
#9, 3 miles south of Streator (upstream) at the Rt. 17 bridge
#15, South Streator, immediately upstream from Streator
#26, 4 miles east of Leonore (10 miles downstream from Streator).
The number of species of fish and the population sizes decreased from
stations #16 to #15 (Appendix C). Both the numbers of species and individuals
sampled, however, increased downstream from Streator. This indicates that
pollutant loads just upstream from Streator have adverse effects on the biota
of the Vermilion River and that the biota "recover" downstream from Streator.
Six of the 21 species of fish collected from the Vermilion River are consi-
dered to be relatively "tolerant" of pollution. Both "tolerant" and "intoler-
ant" species were found at each of the four stations. It, therefore, is
difficult to determine the relative state of pollution in the Vermilion River
based on the tolerances of extant fish in the vicinity of Streator.
Three major fish kills were recorded between 1956 and 1961 in the vicin-
ity of Streator and immediately downstream (Illinois Department of Conser-
vation 1967). All three fish kills have been attributed mainly to industrial
waste discharges (phosphates and acids).
Benthic macroinvertebrates were sampled in the Streator FPA during Octo-
ber 1974 (By memorandum, Mr. W.H. Ettinger, IEPA, to Field Operations Section,
24 October 1974) . This sampling was part of a larger study to assess the
impacts of mine leachates and wastewater discharges on water quality in the
Vermilion River. Both the number of species and the number of organisms
generally increased downstream through the Streator study area (Appendix C) .
A sharp increase in the number of organisms was found in the sample obtained
30 feet downstream from the Streator wastewater treatment plant discharge.
The number of species also increased at this location. The predominant macro-
invertebrate species was the Chironomidae larve (midge). The numbers of
species and organisms were fewer downstream from this location but were still
larger than the numbers found upstream from the treatment plant outfall.
Based on the survey, IEPA classified the segment of the Vermilion River in the
Streator FPA as "semi-polluted or unbalanced." No conclusions, however, were
drawn as to the pollutant sources.
The scientific names of fish cited in the text are presented in Appendix C.
2-23
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2.3.2. Groundwater
2.3.2.1. Availability
Limited data are available on existing groundwater resources in the.
Streator FPA. Water supply wells in the study area most frequently penetrate
glacial drift aquifers, Pennsylvanian aquifers, the Galena-Platteville aqui-
fer, and the Glenwood-St. Peter aquifer (Willman and Payne 1972; Hackett and
Bergstrom 1956; Walton and Csallany 1962; and Hoover and Schicht 1967).
Glacial drift in the vicinity of Streator is thin, and groundwater pumpage for
wells penetrating sand and gravel deposits is limited to low capacity systems
(Sasman and others 1974). Sandstone and creviced dolomite beds in the Penn-
sylvanian System yield small quantities of water, and the water quality is
generally poor. Limestones and dolomites of the Galena and Platteville Groups
generally are creviced only slightly and yield small quantities of water.
Most wells in the study area and in the immediate vicinity tap water from
the Glenwood-St. Peter aquifer (Hackett and Bergstrom 1956). This aquifer
generally consists of fine- to medium-grained sandstones, but its lithology
can vary abruptly both horizontally and vertically. Yields from wells in this
formation are sufficient for small municipalities and small industries but are
usually less than 200 gallons per minute (gpm). The specific capacity of the
municipal well at Kangley is 1.1 gpm per foot of drawdown (Walton and Csallany
1962).
2.3.2.2. Quality
Data on groundwater quality in the study area similarly are scarce. The
results of twelve analyses conducted by the Illinois State Water Survey during
the period from 1934 to 1977 are listed in Table 2-7. Glacial drift wells
usually yield waters that are low in dissolved solids. Groundwater from
bedrock aquifers has high concentrations of sodium, chloride, and total dis-
solved minerals. Shallow drift and bedrock aquifers are susceptible to con-
tamination from surface waters, agricultural activities, and sewage disposal
practices. Such contamination usually results in elevated nitrate concentra-
tions in the groundwater.
2.3.3. Water in Coal Mines
The majority of abandoned coal mines beneath the Streator study area are
flooded. From the time the mines were closed, infiltrating groundwater,
stormwater runoff, and wastewaters (residential, commercial, and industrial)
have been entering the mines. Measurements of water pressure in the mines
indicate that there is a hydraulic gradient toward the Vermilion River (Appen-
dix B). This implies that the mines are not openly interconnected, although
water from one mine may flow to an adjacent mine through crevices in thin
walls separating the mines. If the mines were connected, water pressure in
the mines would be nearly equal.
It was estimated that during dry-weather periods approximately 1.56 mgd
of wastewater is discharged directly to the mines through drop shafts located
throughout the study area (Section 3.3.). Most of this flow is from indus-
tries (1.03 mgd; Section 3.3.1.). A portion of the residential and commercial
flow is from septic tanks that discharge their effluent to the mines. In
2-24
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2-25
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addition, some dry-weather flow enters the mines indirectly via drop shafts
installed in the sewer system (Section 3.1.).
During wet-weather periods, unknown but significant amounts of stormwater
and combined sewer flows (wastewater and stormwater) are discharged to the
mines. Stormwater enters directly through drop shafts as surface runoff,.
Combined sewer flows are diverted by drop shafts installed in the sewer system
to prevent the system from exceeding its capacity and causing sewer back-ups
(Section 3.1.). Because the number of drop shafts (inside and outside the'
sewer system) is not known, quantities of wet-weather flows discharging to the'
mines cannot be determined. Recharge due to natural infiltration is estimated
to be only 0.03 mgd (Walton 1970).
The principal mechanism for discharge of water from the mines is via
natural seepage and drainage from horizontal shafts and seam outcrops along
the Vermilion River and Prairie Creek. A small amount is pumped from the
mines for irrigation purposes. Downward leakage to the Galena-Platteville and
Glenwood-St. Peter aquifers should be minimal due to the relatively impervious
character of the clays and shales of the Pennsylvanian System.
Because the wastewater and stormwater that presently recharge the mines
are untreated, discharges may have adverse impacts on the quality of surface
waters. The chemical characteristics of mine leachates indicate that waters
undergo partial treatment in the mines, but leachates contain high concentra-
tions of fecal coliform bacteria, ammonia, and iron. Field investigations
conducted during high river flows showed that leachates did not have a signif-
icant impact on the water quality of the Vermilion River. Impacts from
leachate pollutant loads, however, may be more pronounced when flows in the
Vermilion River are low. A discussion detailing field investigations to
determine leachate characteristics and leachate impacts on the quality of
surface waters is presented in Appendix D.
Contamination of the Galena-Platteville and Glenwood-St. Peter aquifers
due to leakage through confining beds is unlikely. Leaky well-casings, which
extend through Pennsylvanian strata, may provide conduits for vertical flow.
Because static levels in the mines are much higher than those in the Glen-
wood-St. Peter aquifer (Sasman and others 1973), the vertical flow would be
downward. Chemical analyses of water in the Streator Brick Company well
indicate that anomalously low concentrations of chloride, sodium, and total
dissolved minerals existed at the time of the sampling (Table 2-7) . If the
mines at this location were flooded at that time, downward leakage of less
mineralized water could have diluted the water in the well.
2.4. Cult Tal Resources
2.4.1. Archaeological Resources
Prehistoric occupation of the Illinois River Basin has been documented as
early as the Paleo-Indian period (prior to 8000 BC; Willey 1966). One of the
better-known sites of prehistoric occupation in Illinois is at the present
location of the Starved Rock State Park. The park is situated on a bluff
along the Illinois River in La Salle County approximately 20 miles northwest
of Streator. Occupation of this site dates to Archaic times (8000 BC -
1000 BC) . When the French explorers (Marquette and Joliet) reached Illinois
2-26
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in the early 1670s, they found many Indians inhabiting other areas near
Starved Rock and a large Indian town at Kaskaskia.
Because the Streator FPA is situated along the Vermilion River and its
tributaries less than 20 miles from an area of major prehistoric settlement,
the potential for undiscovered archaeological resources in the area is great.
Considerable disturbance has occurred in the plow zone over large parts of the
study area. There should have been less disturbance on the gently rolling
land along the Vermilion River, Otter Creek, and Moon Creek, and in the Eagle
Creek-Spring Lake area. These areas, therefore, are potentially promising
locations for archaeological finds. Collectors in the Streator area have
uncovered many stone implements and projectile points along the Vermilion
River and its tributaries (Historical Centennial Program 1968).
2.4.2. Cultural, Historic, and Architectural Resources
Eight sites in the Streator FPA have been documented by the Illinois
Historic Sites Survey as having cultural, historic, or architectural signif-
icance (Figure 2-6; Historic Sites Survey 1972,1973). These are:
1) Streator Public Library - northwest corner of Bridge Street - Park
Street intersection
2) Residence - 408 South Bloomington Street
3) State Armory - south side Bridge Street, near Armory Court
4) Commercial building - north side Main Street, east of Vermilion
Street
5) Commercial building - north side Main Street, east of Wasson Street
6) Residence - 312 South Park Street
7) Residence - 108 South Water Street
8) Episcopal Christ Church - intersection of Bridge Street and
Vermilion Street, northwest corner
In addition, there is one site in Streator listed in the National Regis-
ter of Historic Places (Figure 2-6). This site, the Baker House, is situated
on the northeast corner lot at the intersection of Broadway and Everett
Streets.
As a result of a windshield/on-foot survey, three sites were identified
that may possess sufficient cultural, historic, or architectural significance
to warrant their inclusion in the National Register of Historic Places (Figure
2-6). These sites are: St. Stephen's Parish, the Slovak Lutheran Church at
Old Number Three, and the Crawford Farm west of Streator on Kangley Road (0.75
mile north of Route 18).
St. Stephen's Parish (Ecclesia St. Stefana - Kostol Sv Stefana on corner-
stone) may have been the first Slovak parish in America (St. Stephen's Parish
1966). It was established in the 1880s to serve the growing Slovak community
2-27
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v- • -WW^T^
•V'™' ^f*£ •***"&$
National Register Site
Potentially Significant Sites
Identified During Field Survey
• Illinois Historic Survey Site #• Potentially Eligible For National Register
Figure 2-6. Cultural, historic, and architectural sites in the
Streator FPA.
MILES
0 )
WAPORA, INC.
2-28
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in Streator that had come to work in the mines. The school associated with
the parish also may have been the first Slovak school built in America. The
parish remains as the sole visual representative of the Slovakian Catholic
heritage in Streator.
The Slovak Lutheran Church at Old Number Three, known as Holy Trinity,
was organized on 30 March 1884. During the summer of 1884 a small frame
church was built to serve the approximately 40 families that settled in the
area. TTiis church was the first Slovak Lutheran Church in America (Foelsch
1973).
The third potential site for inclusion in the National Register is the
Crawford farmstead west of Streator on Kangley Road. Situated between Bag
Creek and Spring Lake, the farm has been in the possession of the same family
for over 100 years. The property dates to Thomas Cravjford in the 1850s. The
brick farmhouse was built during 1878 by a Mr. Smith, who also constructed the
large barn during, the same year. Ten outbuildings complement the farm. All
buildings are painted red with white trim.
In addition to the three potential National Register sites, numerous
sites that possess cultural, historic, or architectural significance of lesser
importance were identified in the Streator study area (Figure 2-6).
1) Residence - south side Wilson Street across from Pleasant Street
2) Moon House - west of Streator, 0.5 mile on Route 18
3) Residence on Bridge Street immediately east of Armory
4) flag! Funeral Home - 205 High Street
5) Barnhart Cemetery - south of Mar ilia Park, 100 yards south of
Mar11la Road
6) Residence - intersection of Wasson Street and Kent Street, southwest
corner
7) Commercial section of Main Street, including both north and south
sides of street from Bloomington Street east to Illinois Street
8) Plumb House (Hotel) - intersection of Bloomington Street and Main
Street, northwest corner
9) Heenan Mercantile Company Building - intersection of Main Street
and Park Street, northwest corner
10) Plumb School - intersection of Sterling Street and Livingston
Street, northeast corner
11) Lincoln School - north side Charles Street between Illinois Street
and Powell Street
12) Residence - Court Street across from Wall Street
13) Residence - 213 South Park Street
14) Residence - 510 Broadway Street
15) Residence - intersection of Broadway and Sterling Street, northwest
corner
In conducting the cultural and historic resources survey, three nodes of
potentially architecturally significant houses were located. (Apparently
these were the "well-to-do" areas of Streator circa 1900.) They are: Broadway
Street; south of Main Street; and sections of old Unionville. There are,
however, no remaining visible signs of the ethnic neighborhoods present at the
turn of the century.
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2.5. Socioeconomic Characteristics
2.5.1. Base-year Population of the Streator FPA
The Streator FPA contains parts of five townships: Bruce, Eagle, and
Otter Creek Townships in La Salle County; and Reading and Newton Townships in
Livingston County (Figure 2-7). The study area includes the incorporated
areas of Streator and the Village of Kangley. Several nearby unincorporated
residential areas plus a considerable amount of presently undeveloped area
that may require sewer service from the Streator system also are included.
The City of Streator is the largest community in the area and is situated
mainly in La Salle County. The populations of various communities in the
Streator FPA, as reported in the 1970 Census (US Bureau of the Census 1973),
were as follows:
Streator (Bruce, Eagle, Otter Creek, and Reading Twps) 15,600
Kangley Village (Eagle Twp) 290
Streator West (unincorporated, Bruce Twp) 2,077
Streator East (unincorporated, Otter Creek Twp) 1,660
South Streator (unincorporated, Reading and Newtown Twps) 1,869
Total 21,496
The 1970 population of the five townships in which the FPA lies was 25,808.
This population was distributed as follows:
Bruce Township 16,747
Eagle Township 2,082
Otter Creek Township 3,003
Reading Township 2,975
Newtown Township 1,001
Total 25,808
Most of the population in the five townships (83%), thus, was located within
the boundaries of the Streator FPA.
Some developed areas and some individual housing units (mainly farm-
houses) in the Streator FPA are not included among the populated areas listed
in the 1970 Census (La Salle County Planning Commission 1977; Warren & Van
Praag, Inc. 1975). One area is along the western boundary of the FPA about
2.0 miles south of Kangley. It contains about 50 housing units, a population
of about 150 (based on 3 persons per dwelling unit in the Streator FPA). To
account for these outlying areas, a base-year 1970 population of 21,750 for
the Stro.ator FPA is a reasonable estimate. The 21,750 figure conforms with
the base-year population estimate used in the draft Facilities Plan (Warren &
Van Praag, Inc. 1975).
There are, however, certain differences between the base-year population
in the HIS and in the Facilities Plan. The base-year population used in the
Facilities Plan was taken from the 1967 population estimate for the "Streator
Planning Area" used in the Centennial City Plan of Streator, Illinois (Harlan
Bartholomew & Associates 1969). Additionally, Kangley was not included in the
"planning area" of the Facilities Plan. Nevertheless, the 21,750 population
2-30
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7
BRUCE TWP.
OTTER CREEK TWP.
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EAGLE TWP.
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-4-
018
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READING TWP.
LASALLE CO
LIVINGSTON C0~
NEWTOWN TWP.
Incorporated areas
Unincorporated residential
Manufacturing
MILES
I T I
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WAPORA.INC.
Figure 2-7. The Streator FPA and the 5-Township Area, La Salle and Livingston
Counties, Illinois.
2-31
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figure is considered a reasonable base-year 1970 population estimate for the
Streator FPA.
2.5.2. Population Trends and Forces
2.5.2.1. Recent Population Trends
A review of recent population trends for the City of Streator, the Strea-
tor metropolitan area (Kangley and incorporated and unincorporated sections of
Streator), the five townships in the FPA, and La Salle and Livingston Counties
revealed a pattern of little growth to slight decline in population (Appendix
S, Table E-l). The Streator metropolitan area (incorporated and unincorpo-
rated communities) increased in population from I960 to 1970 by 4.5%. This
primarily was caused by the addition of Streator West population (?,077 per-
sons) to the metropolitan area. Population that may have resided in the
Streator West area was not reported in the 1950 Census. Some residential
areas, however, were not included in Census reports of incorporated and unin-
corporated communities.
A pattern of slower growth rates (or accentuated declines in growth
rates) for counties and townships was revealed for the 1970 to 1975 period
compared to the I960 to 1970 period. The 1970 to 1975 percent change was
calculated at a 10-year rate for comparison with the rate oF change over the
10 years, 1960 to 1970. The five-township area declined in population at a
rate of 1.9% (per decade) from 1970 to 1975 compared to a 0.7 percent rate of
decline from 1960 to 1970. The two counties declined in population at a rate
of 3.1% (per decade) from 1970 to 1975 compared to a 0.6% increase from 1960
to 1970. Estimates were not available for the 1970 to 1975 population change
for the Streator metropolitan area.
The City of Streator has not grown substantially during this century
(Table E-2). Streator's population was slightly over 14,000 in the year 1900
and grew only to 15,600 by 1Q70. The City's Census-year population peaked at
16,8G8 in I960 and declined from 1960 to 1970.
The two largest 10-year population increases in Streator during this
century were during the two World War decades (about 500 persons over the WVI
period and about 1,500 over the WWII period). Factory employment tends to
increase heavily during war periods, drawing the marginally employed and
unemployed from farms and small communities to the factory towns and cities.
^rior to World War IT, there were high levels of unemployment and marginal
employment in Illinois. Many of the unemployed resided in rural areas and
provided a source for population growth in the cities. Because Farm popula-
tion has declined drastically, a large pool of marginally employed and unem-
ployed persons no longer exists.
During the period from 1960 to 1970, populations declined in several of
the communities in the vicinity of Streator. The population and rates of
population change for eleven communities within a 25-mile radius of Streator
with populations larger than 500 persons (except Kangley) were analyzed (Fig-
ure E-l and Table E-3). Overall, population declined by 1.3% from 1960 to
1970 in these communities. Declines were experienced mainly in the larger
communities. Streator is second in population of the eleven cities in the
25-mile radius area.
2-32
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Population in Livingston County increased slightly over the 10-year
period (+0.6%), as did the population of La Salle County (+0.5%). During the
period from 1970 to 1975, however, the population of La Salle County declined
at a 4.5% (per decade) rate. In Grundy County (adjacent to La Salle County on
the east; Figure E-l), population grew by 18.9% from 1960 to 1970 but only
grew by 2.8% during the period from 1970 to 1975. In Marshall County, to the
west, population declined by 0.4% from 1960 to 1970 and by 2.8% per decade
from 1970 to 1975.
Population changes in twenty townships in an approximate 25- by 25-mile
square around Streator also were examined (Figure E-2). Overall population
declined at a 10-year rate of 4.4% in this twenty township region (from 41,856
in 1970 to 40,930 in 1975). This compares to a same-period decline of 4.5%
for La Salle County and 1.9% for the five-township area containing the Strea-
tor FPA. The 4.4% decline from 1970 to 1975 compares with a 0.5% decline from
1960 to 1970 in the twenty-township total population, again showing a damp-
ening (an acceleration in the rate of population decline).
Dampened rates of growth in the twenty-township region are similar to
those in Illinois and the US. State of Illinois population grew at a rate
(per decade) of 2.3% from 1970 to 1975, compared to 10.3% from 1960 to 1970.
Estimated Illinois population declined from 1973 to 1975 (Illinois Bureau of
the Budget 1976). In the US, population grew at a rate of 13% during the
1960s but declined to an approximate 8% rate from 1970 through 1975.
In summary, based on recent trends, the population of the Streator FPA
either declined slightly from 1970 to 1975 or remained essentially unchanged.
Thus, by extension, the use of the estimated 1970 population as a 1977 base-
year population figure for the area is justified.
2.5.2.2. Forces Behind Population Changes
Trends in Birth Rate
A major reason for the substantial dampening in population growth is the
substantial decrease in birth rates over the past several years. Live births
in the US decreased from 2.3.7 (per 1,000 population) in 1960 to 14.8 (per
1,000 population) in 1975. In Illinois, live births decreased from 23.7 (per
1,000 population) in 1960 to 15.0 (per 1,000 population) in 1975 (Table E-4).
The decreased rates of population growth in the US and in the State may
affect Streator in two ways. First, the markets for their "export" products
are less than they would be otherwise, and thus, there is less need for a
ready labor supply. Second, there is less of a population base to provide a
labor force. Because the sum of population growth in local areas must be
consistent with total population growth, any change in overall population
growth rates will be reflected in local area growth rates.
Trends in Employment
Basic and Service Industry Employment
Industry can be classified into two broad categories: basic (or export)
industries and service (or local) industries. Basic industries are those that
2-33
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produce goods and services for "export" to other areas, as opposed to local
industries that serve the local population with trade and other services. In
the Streator FPA, basic industries include manufacturing, agriculture, ar,d
mining. All other employment would be local, that is, employment in indus-
tries serving the local population.
Two factors, basic employment and the "multiplier," generally are consi-
dered in analyzing employment trends and/or economic growth in small areas.
The multiplier is the ratio of total to basic employment. Basic employment
opportunities are a fundamental reason for population changes in a region.
Changes in the multiplier over time, however, cause alterations in total
employment different from changes in basic employment. Trends in local or
service employment can be analyzed directly, with trends in total employment
being the sum of the trends in the export and local categories.
Trends in Employment in the State and in La Salle and Livingston Counties
Basic, local, and total employment in La Salle and Livingston Counties
and in the State of Illinois during the period from I960 and 1970 were ana-
lyzed (Table E-5). Total employment rose in all three areas over the decade.
Basic employment in La Salle County declined slightly due to a sharp decline
in agricultural employment, moderated slightly by a modest increase in manu-
facturing employment. Mining employment was relatively unimportant. Basic
employment in Livingston County virtually was unchanged during this period.
There was a sharp decrease in agricultural employment. There was, however, an
increase in manufacturing employment, which was somewhat larger and was from a
relatively lower base than in La Salle County. Mining, as in La Salle County,
accounted for very little of the employment. The pattern of a decrease in
agricultural employment, a modest increase in manufacturing employment, and a
decline in overall basic employment was identified for the State as a whole.
Of the basic industries, manufacturing was the most important in terms of
number employed in the two counties.
In both counties, service industry employment increased during the 1960
to 1970 period (Table E-5). The multiplier for the two counties is low com-
pared to the multiplier for the State. This indicates that the basic indus-
tries, particularly the manufacturing industries, are relatively more impor-
tant in the two counties than in the State in terms of the makeup of employ-
ment and employment changes. The increase in the multiplier (from 2.096 in
1960 to 2.253 in 1970 for the two counties combined, a 7.5% increase) ac-
counted for all of the employment increase from 1960 to 1970.
The percent employed (the labor force participation rate) also increased
in each of the two counties and in the State from 1960 to 1970. While part of
this may reflect differences in unemployment levels during the two years,
there appears to be a basic, continuing trend toward higher percent employ-
ment, with increasingly larger numbers of women entering the work force. In
the future, this trend may be accelerated if social security rules with re-
spect to retirement and the earning of income by retired workers are relaxed.
Because of these trends, employment growth rates are somewhat larger than
population growth rates.
The percent employed in the two counties is lower than in the State. In
1970, the percent employed in Livingston County was 37.08% and was 38.64% in
2-34
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La Salle County, compared to 40.13% in the State. The proportion of persons
18 to 64 is lower in the two counties than in the State (US Bureau of the
Census 1973). Concurrently, there is a higher percentage of older persons in
the area:
7, under 18
% 18-64
% over 64
Streator
33.3
52.9
13.3
La Salle Co.
34.5
53.1
12.4
Livingston Co.
34.5
52.4
13.1
Illinois
34.2
56.0
9.8
The higher percentage of older persons is a direct result of the out-
ralgration of working-age population seeking employment opportunities else-
where. Of the areas listed, Streator has the largest proportion of persons
over 64. This is reflected in household size statistics for Streator; 2.94
persons per household in Streator compared to 3.09 for the State. This may
suggest a high proportion of households consisting of older couples without
children at home or of widowed individuals.
Suhstantial net out-migration is documented by the following data on
sources of population change for La Salle County from 1940 to 1970 (IIS Bureau
of the Census 1973):
1940-1950
1950-1960
1960-1970
Resident ial
Births
19,678
24,776
20,813
Res ident ial
Deaths
10,766
11,442
12,333
Natural
Increase
8,092
13,334
8,480
Net
Increase
2,809
10,190
609
Net-Out
Migration
6,093
3,144
7,871
The lack of opportunity in the area appears to he reflected in income statis-
tics as well as in migration statistics (US Bureau of the Census 1973). Based
on Census information, 1969 per capita income was 52,961 in La Salle County
and $2,919 in Livingston County, compared to $3,292 in Grundy County to the
east and $3,512 in the State. Although these figures are not corrected for
cost-of-living differences, they do suggest that higher real income opportuni-
ties may he available outside La Salle and Livingston Counties.
Because of the importance of manufacturing as a basic industry in the
study area, it is important to look at local manufacturing employment in some
detail and to analyze trends by individual industry. There have been some
sizable shifts in employment among the different industry categories from I960
to 1975 (Table E-6). Within the durables sector, there have been sizable
employment increases over the period as a whole for both counties in the
machinery and furniture categories. There have been sizable decreases in the
stone, clay, glass, and instruments category and in the metal category. Dur-
ables employment showed a decline from 1960 to 1975 in La Salle County, where-
as durables employment showed a substantial increase in Livingston County.
In 1975, almost 75% of all manufacturing employment in the two counties
was in the durables sector. For Livingston County, this represented a change
from less than 50?< in durables in 1960. Concomitantly, there was a sizeable
increase in Livingston County employment in the printing and publishing indus-
try, a non-durables industry.
2-35
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In addition to manufacturing, a sizable increase in employment has been
experienced in La Salle County in recent years in the construction industry.
This increase is attributable mostly to the La Salle County nuclear generating
station in Brookfield Township. Based on the latest information, construction
employment for the station peaked at about 1,700 workers in mid 1976. This
represents about half the estimated contract construction work force in the
County. Once construction is completed in the late 1970s, the permanent work
force will decline to a relatively small number in the service category.
Construction employment in the County is not expected to reach 1975 levels
again until the year 2000 (Langford 1977).
In La Salle County 6,973 people were manufacturing stone, clay, and glass
instruments, and other durables during 1975 (Table E-6). This shows the
importance of those industries, especially the glass industry, which is con-
centrated in Streator. In 1975, stone, clay, and glass accounted for 4,684
jobs, instruments for 2,268, and other durables for 21. The category ac-
counted for 43% of manufacturing employment in La Salle County in 1975. It
accounted for 54% in 1960. Relatively few were employed in this category in
Livingston County, but again, the figures show a decline from 1970 to 1975.
The recent decline in stone, clay, and glass industry employment in La
Salle County is mirrored in the most recent national statistics (Tables E-7
and E-8). Although employment in the stone, clay, and glass industry, and in
the glass industry in particular, continued to grow during the 1960s and into
the early 1970s, it showed declines during 1974 and 1975 (Table E-8).
Employment in the Streator area is a function not only of industry-
specific employment trends in the US but also of shifts in total employment
from one area of the country to another. Such shifts tend to affect Strea-
tor's export industry markets more directly than overall US trends. Employ-
ment shares indicate that overall manufacturing employment has not grown at
the same rate in the region that includes Illinois (East North Central Region,
Table E-9) as it has in other areas of the country. In general, industry
employment has been shifting away from the East (including the Midwest) to the
South and West.
Employment Trends in Streator
Employment in Streator is concentrated in manufacturing. According to
the 1972 Census of Manufactures, there were 4,900 persons employed in manu-
facturing in the City of Streator in 1967 and 4,600 in 1972. Manufacturing
employment in 1967 and 1972 represented a little more than 30% and a little
less than 30% of the 1970 Streator population, respectively. In La Salle
County, manufacturing employment was about 15% of the total population in
1970, and in Livingston County about 10%.
In the City of Streator during 1972, there were twenty-five manufacturing
establishments, fifteen of which employed twenty or more persons (US Bureau of
the Census 1976). Glass was the major product. Two glass companies, Owens-
Illinois and Thatcher Glass Manufacturing Company, maintain factories in
Streator. As discussed in Section 2.5.2.4., extremely fine, quality sand is
found in the area (a major reason for the location of the glass industry in
the area). Because of the importance of the glass industry, which accounted
for almost 70% of total Streator employment in 1977, glass company officials
2-36
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were interviewed to determine plans for expansion or contraction of operations
that could affect industry employment in Streator. The officials reported no
such plans. Clow Corporation, which manufactures clay products, recently
closed its Streator clay products operation.
Current (1977) employment in Streator was analyzed hy industry (Table
E-10). Total employment in the City is approximately 4,500 persons, just
tinder the 4,600 reported in 1972 in the Census of Manufactures. New major
industry has not been attracted to the area in recent years.
2.5.2.3. Other Indicators - Trends in Housing and New Subdivisions
There was a recent decline in new housing construction in La Salle County
(La Salle County Regional Planning Commission 1976a). During the period from
constructed compared to 1,581
to March 1975. Construction in
the earlier period to 215 units
April 1965 to March 1970, 3,066 units were
constructed during the period ^rom April 1970
Streator, however, increased from 190 units in
in the latter, an exception among La Salle County communities. The 1970 to
1975 increase in Streator may have been a reaction to depressed levels in the
1965 to 1970 period. During 1970 to 1975, housing starts in Streator were
30.0% of the total starts in the seven largest communities. During the period
from 1965 to 1970, Streator only accounted for 10.97. (Streator's 1970 popu-
lation was 23.9% of the total population in the seven communities.) Although
on an average larger than for the period 1965 to 1970, no definite trend is
apparent. During 1970 to 1975, net additions in Streator were slightly less
than 30% of total net additions in the seven largest communities. This was
due to a slightly higher demolition rate in Streator. The reported net change
in Streator (additions less demolitions) was 203 units over the 50-year per-
iod. The actual figure would be reduced by some portion of county demolitions
not reported by area (121) and by unreported demolitions.
There were 266 new owner-occupied and rental units constructed in the La
Salle County Townships of the Streator FPA during 1970 to 1976 (La Salle
County Regional Planning Commission 1976a). All of the 36 new rental units
and 209 of the 230 new owner-occupied units were within the City limits of
Streator.
Tn the Streator ??A, only one subdivision, a 5.1-acre plat
Township at the Streator boundary, to be subdivided into nine
proved during the 1972 to 1976 period (in 1974). In
total of 55 subdivisions were applied for
The trends in numbers of plats and lots
in Otter Creek
lots, was ap-
the County as a whole, a
from August 1972 through June 1976.
over the period since 1973 are as
follows (La Salle County Regional Planning Commission 1976b):
Approved plats
Disapproved or pending
Average lots/plat
Approved lots (approved
plats x average lots/plat)
1973
19
2
7.1
134.9
1974
13
1
12.4
L61 .2
JJLll
9
1.
3.7
73.3
46.2
(half year)
2-37
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The number of approved lots was lower in 1975 and early 1976 than in 1973 and
1974. Furthermore, the Planning Commission (1976b) reported that a "wind-
shield survey" conducted in May 1976 indicated that roads and other infra-
structures had been provided in most subdivisions but that there was very
little actual construction of housing.
Housing and subdivision statistics, evaluated with the population and
employment statistics for the 1970s, do not suggest any expectations of siz-
able population increases in La Salle County or in Streator. The main thrust
in the County is toward the upgrading of housing and home sites, not toward
providing net housing additions for additional population. There is an ap-
parent need for upgrading, particularly in Streator. Existing housing in
Streator is relatively low in value compared to other La Salle County com-
munities (Table E-ll). An inspection of aerial photographs showed that lot
sizes are generally small, further indicating low housing values.
2.5.2.4. Land Use and Availability of Land
In the Streator FPA, the major land uses in the central developed area
are residential, commercial, industrial, and public uses, including streets
and highways, railroads, and buildings and facilities. Beyond the developed
areas, the main land use is agriculture. The agricultural land in the area
has a relatively high value. Annual farm productivity ($63.27/acre) was one
of the highest in the State (US Bureau of the Census 1969). Woodland areas
lie along the stream valleys of the Vermilion River and Otter Creek to the
north and east. Quarry, sand, and gravel pits are scattered throughout the
area. Some of the largest deposits of silica sand in the world lie near
Ottawa. There also is substantial acreage in parks. These include Starved
Rock, Matthiessen, Buffalo Rock, and Illini State Parks along the Illinois
River to the north.
Around Streator, there is considerable acreage of both undeveloped wood-
land along streams (which appears to be the choice type setting for new devel-
opment in other areas of the County) and farmland. Availability of undevel-
oped land would not represent a limiting factor with respect to expansion in
the Streator FPA. The high present worth of land in farm use and the desire
of local inhabitants to continue this use could forestall industrial, commer-
cial, or residential expansion.
The Streator FPA is almost completely underlain by inactive coal mines.
This former "subsurface land use" could discourage expansion in the area.
Costs for adequate foundations for major industrial facilities are an impor-
tant consideration for future development. Except for the sand, clay, gravel,
and possibly residual elements of coal that conceivably could be mined in the
future, there are no known natural resources in the area that would attract
new mining or manufacturing industry.
Streator lies between two major Interstate highways, 1-80 and 1-55.
Streator is about 15 miles from the nearest interchange. This could be a
negative factor with respect to encouraging industrial expansion in the Strea-
tor area. Large commercial enterprises, including branches of major depart-
ment stores, tend to locate near interchanges to service large markets.
2-38
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2.5.3. Population Projections to the Year 2000
In view of the trends and analyses presented, it appears reasonable to
assume that no growth or even a slight decline in the Streator FPA population
will occur over the period from the present to the year 2000. No evidence
suggests that new industry may locate in the area. A projected year-2000
baseline population of 21,750 for the area (the same as the estimated popu-
lation for 1970 and 1977), therefore, appears reasonable.
Minor population fluctuations may occur annually between now and the year
2000. Minor fluctuations, however, are not predictable with any degree of
accuracy or reliability. In any event, they would not affect the ultimate
projected levels. It is estimated that the population of the Streator FPA
will remain essentially stable over the period through the year 2000.
Such a projection assumes a continuation of the various forces that have
been behind the recent population trends in the Streator FPA. These include
lower birth rates and reduced population growth in the US and Illinois and
limited new employment opportunities in the Streator area.
There has been a moderate downward trend in basic employment — mainly in
manufacturing. Decreasing employment is consistent with a stable level of
manufacturing operations and output, because labor productivity ••tends to in-
crease over time. There also may be some reduction in the market for Strea-
tor's goods. There has been a general employment movement from the East and
Midwest to the South and West that may reduce the market for products produced
in the East and Midwest areas.
Employment by the service sector in the Streator area has shown a modest
upward trend, as reflected in the multiplier. As a result, overall employment
appears to have remained essentially stable during the past few years. The
proportion of the population employed in the Streator area, however, has
increased. It is probably the result of larger percentages of women entering
the work force, and it may be augmented in the future by larger proportions of
retirement-age persons. As a result of this, out-migration has been larger
than it would otherwise have been to maintain a balance between jobs and
population. Population in the Streator FPA thus will remain about the same or
possibly decline slightly in the near future.
2.6. Financial Condition
2.6.1. Community Services
Persons living in the City of Streator and nearby areas receive a number
of community services, such as fire and police protection, garbage collection
and disposal, sewer service, and schools. The City of Streator is the major
supplier of such services. Schools are administered by school districts, and
water is supplied by a private company. The incorporated Village of Kangley
supplies water, street maintenance and repair, street lighting, and minor
services to its citizens.
2.6.1.1. Costs of Community Services
Total expenditures for services provided by the City of Streator during
fiscal year 1977 were a little over $3 million (Table E-12). The major cost
2-39
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items were police protection, fire protection, construction of local streets,
street maintenance, garbage collection and disposal, and sewer service. Both
"local" and "non-local" expenditures for street and bridges were over
$1,000,000, or more than twice the expenditures for the next largest item,
police protection. The costs for local services, including overhead items,
were slightly less than $2.4 million.
Expenditures for sewer service were more than $140,000, or about 6% of
all local costs. Unlike other categories, debt amortization is included in
this item, because this debt is in the form of revenue bonds. Sewer rentals
amounted to approximately 60% of sewer service costs (Table E-13).
Sewer service is provided to residential, commercial, and industrial
customers (Table E-14). Service is provided to most residences in the City of
Streator. There were 4,235 residences served in fiscal year 1977. At about
three persons per household, 12,700 persons were served, or about 80% of the
City's 1970 population. The sewer rental charge is $4 per quarter per house-
hold ($16 per year). Actual receipts were somewhat less, at $15.85 per resi-
dence, or about $5.28 per capita.
Water is provided by the Northern Illinois Water Corporation. The com-
pany serves Streator and nearby areas, except for Kangley that has its own
municipal service. Costs per residential customer were $93.17 during fiscal
year 1977 (or about $31 per capita per year assuming three persons per dwel-
ling unit; Table E-15). Costs for water service, therefore, are slightly less
than per capita costs for police protection (Table E-12).
For Kangley, revenues for water service and meters totalled $9,190 for
the year ending 30 April 1976. Based on a 1970 population of 290, this was
$31.69 per capita. Revenues in 1976 exceeded operating costs by about $2,000.
An analysis of the Village's Financial Statements and Accountant's Report for
fiscal year 1976, however, revealed that debt service on the water system
totalled about $5,000 (based on an outstanding debt of $58,000; Burkett and
Associates, Ltd. 1976). An additional $3,000, therefore, should be added to
the cost, making water service costs about $42.03 per capita. The Village is
currently investigating the possibility of constructing a water main from the
City of Streator and purchasing water from the Northern Illinois Water Company
(By letter, Mr. J. J. Yendro, PE, Chamlin & Associates, Inc., to V.S.
Hastings, WAPORA, Inc., 5 December 1977).
The people of Streator pay a local share for schools. They also pay a
local share for the County's community college, Illinois Valley Community
College, located near Oglesby. The combined equalized tax rate for these
schools for Bruce Township, where most of the people of Streator live, is
5.6342. It is 5.7779 for Eagle and 5.7679 for Otter Creek Township (La Salle
County Clerk's Office 1977). Practically all of the local share comes from
property taxes. Total assessment for the City of Streator in 1976 was
$55,392,519 (Kincannon 1977). Using 5.7 as the tax rate, the cost to the
people of Streator for the local share of all schools was about $3,150,000
(about $202 per capita based on a population of 15,600). Per capita local
costs for schools exceed per capita costs for all other local services com-
bined (Table E-12).
2-40
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2.6.1.2. Sources of Funds for Community Services
Total revenues of the City of Streator for fiscal year 1977 equaled total
disbursements (expenditures) by the City. The major source of funds (almost
$1.4 million) is local taxes (Table E-16). Substantial sums also are received
from Federal and State sources (about $1.2 million if funds of approximately
$647 thousand for arterial streets and bridges are included). About $355
thousand are received from licenses, fees, and rentals, including sewer ren-
tals.
Local property taxes and fire insurance taxes are paid by City property
owners, but sales taxes are paid partially by transients. As a rough esti-
mate, residents of the City pay $1.2 million in total local taxes, or about
$77 per capita.
Based on budget information from the local high school, local taxes cover
about 60% of the school costs. Most of the remainder is from State sources.
Tax sources represent about $279 per capita per year (City, $77, and school
services, $202). The source of funds for water service is by direct charge.
2.6.2. Indebtedness
Based on the City of Streator's fiscal-year 1977 Financial Statements and
Accountant's Report, the City is sound financially. The major debt, covered
by sewer revenue bonds issued in 1961, was for the replacement of the City's
wastewater treatment facilities. Bonds outstanding totalled $315,000 on 30
April 1977. The total annual debt service was about $30,000. It will remain
at this level through 1992. (Total debt service through 1992 will amount to
$443,128.) Funds to cover total sewer costs were derived from sewer rentals
($84,910; Table E-13) and general funds.
Other indebtedness included $100,000 in tax anticipation warrants, about
$130,000 in accounts payable including accrued payroll at the end of the
fiscal year, about $70,000 on a fire engine, $65,000 on a garbage truck, and
less than $1,000 on parking meters. Partially offsetting this indebtedness
were cash balances of over $65,000 in the sewerage revenue bond fund account,
$10,000 in the motor fuel tax fund, and over $17,000 in miscellaneous funds.
In addition, there is considerable equity in facilities and equipment, specif-
ically fire engines, garbage trucks, and parking meters.
2.6.3. Comparison of Expenditures, Revenues, Assessments, and Debt
Among Cities
Municipal finance characteristics of twenty cities in the vicinity of
Streator (in the fourteen-county North Central Illinois Region; Figure E-3)
for 1974 were examined and compared with those of Streator (Table E-17). The
cities range in population from 125,963 (Peoria) to 1,232 (Granville). Strea-
tor ranks as the seventh largest of the twenty cities, based on a population
of 15,600.
Streator's expenditures are at the median level. The level (at $128 per
capita) is much closer to the low (at $58 per capita) than to the high (at
$508 per capita) finance value. Streator's revenues per capita ($130) are
lower than the median level ($141), but its revenues still slightly exceed
2-41
-------
expenditures. Streator is in a particularly favorable relative position with
respect to per capita debt. Its $27 per capita is considerably less than the
median of $96 and substantially less than the high of $1,193 per capita.
Assessment per capita ($2,154) is somewhat less than median ($3,554) but not
by enough to affect Streator's rank among cities with respect to debt. Strea-
tor remains at a favorable seventeenth, with only $9 of debt per $1,000 as-
sessed value compared to the high of $298.
Streator's relative position in the rankings remains about the same among
the top ten cities in population and among ten cities in the mid-population
range (from Normal with about twice Streator's population to Clinton with
about half). With respect to expenditures, Streator ranks sixth out of ten in
both groupings. With respect to debt (expressed either on a per capita or per
$1,000 assessment basis), Streator ranks eighth out of the ten top cities and
ninth out of the ten mid-size cities.
The major portion of Streator's 1974 per capita debt, $23 of $27, was in
revenue bonds (Table E-17). This does not represent a general obligation of
the City. The revenue bonds are those covering the City's wastewater treat-
ment facilities.
The general picture of indebtedness was about the same in 1977 as in
1974. Based on the analysis of the 1977 Financial Statements, outstanding
revenue bond indebtedness was lower than in 1974, the City having reduced this
indebtedness during the interim. The revenue bond indebtedness stood at
$315,000 or $20 per capita compared to $358,000 or $23 per capita in 1974.
Other net indebtedness appeared to be somewhat higher.
If Streator were to increase its debt to the median of the twenty cities,
that is from $27 to $96 per capita (or by $69/capita), this would provide
about $1.08 million in funds (15,600 x $69/capita) . The average (arithmetic
mean) debt of the twenty cities at $101 per capita is slightly above the
median at $96 (Table E-18). Raising Streator's debt to this level (by $74 per
capita rather than $69) would yield about $1.15 million. Finally, if Streator
were to increase its per capita debt to the highest per capita debt level
among the twenty cities, that is from $27 to $1,193 per capita, this would
provide over $18 million in funds ($15,600 x $1,160/capita). This would raise
the debt to $378 per $1,000 of 1974 assessed valuation.
Streator's expenditures, revenues, and debt position also can be compared
with the expenditures, revenues, and debt position of large cities in the Ub
(Tables E-19 and E-20). Streator's financial requirements are very low and
its debt position is extremely low compared to large cities. Two cities, New
York and Washington, have higher per capita debts than Princeton, which has
the highest in the Streator region. One city, Atlanta, has about the same as
Princeton. The lowest per capita debt among the thirty largest cities in the
US is for San Diego. At $185, this is much higher than Streator's $27. In
summary, the financial burden of community services and debt to the people of
the Streator area is very moderate compared with the burden in other cities.
2-42
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3.0. EXISTING WASTEWATER FACILITIES AND FLOWS
3.1. Sewer System
The City of Streator has a combined sewer system that includes approxi-
mately 53 miles of sewers. It provides service to most of the City (Warren &
Van Praag, Inc. 1975). A small area, west of Bloomington Street and north of
1st Street, is served by a separate sanitary sewer system (about 3 miles of
sewers). Both systems are primarily clay sewer tile with okum-sealed joints.
There are some brick sewers in the combined sewer system. The location of the
sewer service area, the major interceptor sewers, and the treatment plant are
indicated in Figure 3-1.
In a combined system, both wastewater (dry-weather flow) and stormwater
are transported in the same sewers. Currently, when the capacity of the
Streatoc facilities is exceeded during wet-weather periods, the excess com-
bined flow escapes the sewer system without treatment (Warren & Van Praag,
Inc. 1975). Some of this flow is diverted to the Vermilion River or to its
tributaries by about fourteen diversion structures. The rest of the excess
flow is discharged to the mines via numerous (possibly as many as 500) drop
shafts installed throughout the sewer system. The drop shafts generally
protrude above base level in the sewers. Some, however, were installed flush,
or nearly so, with the bottom of the sewer. In these cases, dry-weather flows
are discharged to the mines as well.
The three major east-west interceptors (Prairie Creek, Kent Street, and
Coal Run) were inspected during Autumn 1977. All three were very old and were
in poor condition. Specific problems included:
• Ponding of sewage/stormwater flow
• Manholes with grit/sludge deposits hindering flow
« Surcharging of raw sewage into adjacent watercourses
« Stream flow entering the sewage system in large quantities
• Numerous by-passes to streams
• Curved pipe alignments along streams to follow natural drain-
ageways
• Presence of toxic gases in manholes caused by gases entering
through drop shafts (two men have been killed in Streator by
these gases)
• Presence of gasoline in the sewage flow.
A massive rehabilitation program is required if these interceptors are to be
used in the future. Findings during the inspections are detailed in Append!-
F.
The trunk and lateral lines generally are in good condition (Warren & Van
Praag, Inc. 1975). Infiltration (groundwater seepage into the lines), how-
ever, has become a problem due to the age of the system and the type of mate-
rials used to seal pipe joints. Infiltration increases flows to the treatment
plant, reduces the wastewater capacity in the sewers and at the plant, and
increases the frequency and volume of overflows to surface waters. Stormwater
inflow to the system from roof and foundation drains also contributes to the
problem.
3-1
-------
*-• — «*— >tf
I K--1 !».,«,-;,„: II
Mojor Interceptors
Sewer Service Area
Wastewater Treatment Plant
Figure 3-1. Location of the sewer service area, the major inter-
ceptors, and the wastewater treatment plant in the
Streator, Illinois, FPA.
3-2
MILES
I
WAPORA, INC.
-------
3.2. Treatment Facilities
The Streator wastewater treatment plant was designed to provide secondary
treatment for an average daily flow of 2.0 mgd. Sewage flow is measured with
a Parshall flume. Pretreatment is provided by bar racks, a barminutor, an
aerated grit chamber, and a preaeration tank. Sewage undergoes primary treat-
ment in settling tanks and then is treated biologically by a conventional
activated sludge unit. Secondary settling is provided, and the treated sewage
is discharged through a cascade aerator. The aerator is used to increase the
dissolved oxygen level in the effluent. Sludge is digested anaerobically and
is stored on-site in sludge lagoons.
The treatment plant was inspected during October 1977 (Appendix F). The
plant was in excellent condition, reflecting regular maintenance and repair.
With minor improvements, the facilities can be incorporated in an upgraded or
expanded system. Various components have deteriorated through normal use over
a 22-year period, and some areas of the plant do not meet OSHA safety stan-
dards.
3.3. Wastewater Flows
3.3.1. Industrial Wastewater Survey
During the facilities planning process, Warren & Van Praag, Inc. (1975),
conducted an industrial wastewater survey to determine the quantities and
strengths of industrial wastewaters and the methods of discharge. To update
and expand the data base, industries that initially responded were contacted
again by telephone during Autumn 1977. Most of the industries were unable to
supply specific information on the chemical characteristics of their waste-
waters. None of the industries contacted expressed any plans for expansions
of their plants or for increases in water consumption in the near future.
The recent survey indicated that the documented industrial wastewater
flows accounted for 75.8% of the total industrial water consumption (504
million gallons) in the Streator FPA during 1976 (Table 3-1). Approximately
74.5% of the wastewater is discharged to the mines, and 25.5% is discharged to
the sewer system. The glass industries are the major water consumers and
dischargers in Streator. Owens-Illinois, Inc.; accounted for 72% of the docu-
mented industrial wastewater flow, and Thatcher, Inc. accounted for 10%. The
respective contributions of this industrial group to drop shafts and city
sewers is approximately the same as for the total industrial wastewater flows,
76% and 24%, respectively.
Documented industrial wastewater flows were separated to show the amounts
of contaminated process water, clean cooling water, and sanitary wastes dis-
charging to the mines and to the sewers (Table 3-2). For those few industries
from which such specific data were not available, estimates were made based on
data for similar industries. When this was not possible, the wastewater
flows, less estimated sanitary wastes, were assumed to be contaminated pro-
cess waters. Estimates of sanitary wastes were based on an employee genera-
tion of 30 gallons per working day, except in those cases where available data
provided a more accurate determination. The various wastewater flows were
3-3
-------
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adjusted upward (by a factor of 1.319) to account for total 1976 industrial
water consumption (504 million gallons -f- 382 gallons = 1.319). Industrial
flows by category and discharge method are summarized below:
Average Million Percent
Daily Flow Gallons of
Industrial Wasteflows (mgd) per year Total
Contaminated Industrial Wastes to Sewers 0.241 88.1
Contaminated Industrial Wastes to Mines 0.739 269.7
Clean (cooling water etc.) Wastes to Sewers 0.034 12.5
Clean (cooling water etc.) Wastes to Mines 0.260 95.0
Sanitary Wastes to Sewers 0.076 27.9
Sanitary Wastes to Mines 0.029 10.5
1.379 503.7 100.0
Approximately 21.4% of the total industrial wastewater flow is uncontaminated
cooling water, approximately 7.6% is sanitary waste, and the remaining 71% is
wastewater contaminated to some degree by industrial processes.
3.3.2. Domestic Wastewater Flows
Domestic wastewater flows to the treatment facilities were determined
from water consumption records. During 1976, a total of 3.0 mgd of water was
distributed to all users (Northern Illinois Water Corporation 1977). Thus
1.62 mgd were consumed by commercial, municipal, and residential users (3.0
mgd minus 1.38 mgd for industries). Assuming the population of the water
service area was equivalent to the population of the Streator FPA minus the
population of Kangley that uses groundwater (21,750 - 290 = 21,460; Section
2.5.1.), the rate of use was approximately 75.5 gallons per capita per day.
In the sewer service area (not as large as the water service area), there
are approximately 12,700 residents (Section 2.5.1.), and at 75.5 gallons per
capita per day, they used 0.96 mgd. If it is assumed that 80% of the water is
discharged to the sewer system (generally 60% to 80%; Metcalf & Eddy, Inc.,
1972), 0.77 mgd were directed to the wastewater treatment plant during 1976.
Based on the same assumptions, residents in the Streator FPA but outside the
sewer service area (21,460 - 12,700 = 8,760) consumed 0.66 mgd of water and
generated 0.53 mgd of domestic wastewater. A significant portion of this
wastewater flow is discharged to the mines.
3.3.3. Inflow/Infiltration
The wastewater measured at the treatment plant averaged 2.03 mgd during
1976 (Nichols 1977). The difference between the measured, annual average
flow, and the combined, theoretical industrial and domestic wastewater flows
(1.17 mgd) is 0.91 mgd. This value represents the estimated average inflow
This assumption implies that there are approximately 3 people per
residence (21,460 people in the service area -i- 7,087 residential
customers = 3.03). Statistics for Streator show that there are 2.94
persons per household (Section 2.5.2.2.).
3-6
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and infiltration (I/I) to the treatment plant. It, however, reflects flows
over the entire year during both dry-weather and wet-weather conditions. The
I/I flow entering the sewer system and reaching the treatment plant during
storm events is considerably higher.
Data for sewage treatment plant flows, rainfall occurrences, groundwater
depths, and total monthly water consumption were collected to provide the
necessary information for an I/I analysis. It was assumed that estimated
sewage flows based on water distribution records could be subtracted from
actual sewage flows to indicate the extent of inflow and infiltration that
could be correlated with rainfall and groundwater. Fieldwork for determina-
tion of I/I, however, was not possible. No subsystem within the sewer system
was found in which all incoming and outgoing flows confidently could be mea-
sured. The amount of input from roof and foundation drains, cracked and broken
sewer lines, stormwater runoff, and other sources, and the amount of flow
discharged from the sewer system to the mines and to surface waters could not
be determined.
The I/I entering the sewer system could be significantly larger than the
I/I reaching the plant. An unknown quantity of both dry-weather and wet-
weather sewer flows, which includes I/I, is discharged to the mines via drop
shafts in the sewer system (Section 3.1.). In addition, some of the flows are
discharged to surface waters from cracked and broken sewer lines.
3.4. Wastewater Quality
The wastewater treatment plant originally was designed to treat an or-
ganic loading of 3,400 pounds BOD5 (204 mg/1) and 4,400 pounds SS (264 mg/1)
per day. The design loadings were based on a tributary population equivalent
to 20,000 at 100 gallons per capita per day, 0.17 pound BOD5, and 0.22 pound
SS per capita per day. The total daily average loading for the period from
July 1976 to June 1977 is presented in Table 3-3, along with treatment plant
performance records. The average BOD- loading is about 200 pounds per day
larger than the loading presented in the draft Facilities Plan (Warren and Van
Praag, Inc. 1975). In addition, the average BOD,, concentration in the plant
effluent has increased from 5.5 mg/1 in 1973-1974 to 14.5 mg/1 in 1976-1977
(Nichols 1977). This is unusual for an area that has achieved little, if any,
growth. The increased use of garbage disposals and/or different industrial
discharges often can result in an increased organic loading to a wastewater
treatment plant.
Using design loading values of 0.17 pound of BOD^ and 0.22 pound of SS
per capita per day and assuming a population of 12,700 within the service
area, a total of 2,159 pounds of BOD5 and 2,794 pounds of SS should reach the
wastewater treatment plant. Based on the plant records, however, the influent
contains about 60% of the expected BOD5 and SS loads (Nichols 1977). Some of
this load is discharged to the mines and to surface waters. In addition,
because wastewater flows are higher than predicted for the population served,
significant dilution of wastewater occurs due to excessive I/I.
3-7
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Table 3-3. Performance of the Streator wastewater treatment plant during the
period from July 1976 to June 1977 (Nichols 1977). The average
flow was 1.8 mgd.
Percent
Influent Effluent Purification
BOD 1,310 Ibs/day 218 Ibs/day 83
83 mg/1 14.5 mg/1
SS 1,651 Ib/day 78 Ibs/day 95
111 mg/1 5.2 mg/1
DO 7.9 mg/1
The Streator wastewater treatment plant has authorization to discharge
under National Pollutant Discharge Elimination System (NPDES) permit number
IL0022004. The discharge presently is meeting the interim effluent limita-
tions of 20 mg/1 BOD and 25 mg/1 SS. After the facilities have been ex-
panded, the wastewater treatment plant will have to meet more stringent ef-
fluent requirements. The final NPDES permit will require an effluent quality
of 4 mg/1 BOD 5 mg/1 SS, 1.5 mg/1 NH_-N, and fecal coliform counts not
larger than 20CT per 100 milliliters (30-day average). If the City of Streator
appplies for and receives a "Pfeffer exemption," the effluent limitations for
r and SS would be changed to 10 mg/1 and 12 mg/1, respectively. Ammonia-
nitrogen and fecal coliform requirements would remain the same.
3.5. Future Environmental Problems Without Corrective Action
Existing environmental problems associated with the wastewater collection
and treatment facilities will persist and could worsen if no corrective action
is taken. Presently, pollutant loads to surface waters from the sewer system
and the treatment plant are significant and, to a certain degree, are respon-
sible for water quality problems in the Vermilion River and its tributaries in
the Streator study area. In-stream conditions sometimes exist that are haz-
ardous to both aquatic life and public health and that could affect down-
stream uses of surface waters (Section 2.3.1.3.).
Based on the effluent limitations of the final NPDES permit or the less
stringent limitations under the "Pfeffer exemption," the treatment facilities
will have to be upgraded (Section 3.4.). The NPDES permit imposes limitations
on combined sewer overflows to surface waters and to the mines. These are:
1) Secondary-tertiary facilities must have capacity for and must
treat all flows up to 2.5 times design average flow
2) All flows to combined sewer systems that exceed 2.5 times the
design average flow and that cannot be reasonably eliminated
A "Pfeffer exemption" may be granted when an effluent, whose dilution
ratio is less than one to one, does not cause a violation of any appli-
cable water quality standards (IPCB 1977).
3-f
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must receive at least primary treatment and disinfection for up
to 10 times design average flow ... to be treated by the
secondary-tertiary facilities
3) Flows in excess of (2) above may be required to be treated to
prevent water quality violations, to remove floating debris and
solids, and to prevent depression of oxygen levels below those
specified in Rule 203 (d) of the Illinois Pollution Control
Board regulations (1977)
(4) The annual average quality of all flows discharged in (1), (2),
and (3) above must not exceed 30 mg/1 BOD and 30 mg/1 SS.
The City of Streator will be in violation of the conditions in its NPDES
permit if it does not provide the treatment necessary to achieve effluent
regulations.
In addition, because of the deteriorated condition of the three inter-
ceptor lines and the age of the trunk and lateral lines, inflow and infiltra-
tion to the collection system will increase. This will increase flows dis-
charged to the mines and the frequency and volume of overflows and bypases to
surface waters. Flows to the treatment plant also will increase, as well as
the operation and maintenance costs to treat the flows. I/I already contrib-
utes 45% of the average daily flow to the plant (Section 3.3.3.).
Discharges of raw sewage from the interceptors to surface waters and
ponding of wastewater flows will continue if the deteriorated interceptors are
used in the future. Blockages or constrictions in the interceptors because of
deterioration or subsidence could cause wastewater flows to back up and create
nuisance conditions. Drop shafts in the sewer system that discharge flows to
the mines also could become blocked. Reduction in the amount of flow to the
mines would result in lowered water levels in the mines and thus would in-
crease the potential for subsidence (Appendix B). If the sources of water for
mine recharge and the discharges to the mines remain the same, mine leachates
will continue to contribute similar pollutant loads to Prairie Creek and the
Vermilion River (Appendix D).
These conditions may be modified based on the final determination of
a cost-effective solution to the potential mine subsidence problem.
3-9
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4.0. ALTERNATIVES
4.1. Objectives
Wastewater management alternatives for the Streator FPA, as presented
herein, were developed to meet the needs/requirements of the current and
future service area population and to conform with State and Federal regula-
tions. The principal objective was to reduce pollutant loads to surface
waters (Section 2.3.1.3.). All alternatives must provide treatment to achieve
the effluent requirements of the final NPDES permit or those under a possible
"Pfeffer exemption" (Section 3.4.). Alternatives also must include measures/
facilities to eliminate the escape of untreated wastewater from cracked and
broken sewer lines and the discharge of untreated combined sewer overflows to
surface waters. In addition, because leachates from the mines mix with sur-
face waters, alternatives must include measures to reduce to varying degrees
pollutant loads discharged directly or indirectly to the mines via the sewer
system.
Another common objective was to develop alternatives that would not
increase the potential for subsidence. Because hydrostatic levels in the
mines should be maintained and because water level fluctuations should be
minimized (Appendix B), alternatives include measures to continue recharge
(inflow) comparable to the domestic, industrial, and stormwater flows cur-
rently entering the mines.
The third objective was to minimize costs for construction and for opera-
tion and maintenance of the appropriate wastewater control system. All facil-
ities are sized to reflect a zero growth population projection (Section
2.5.3.).
4.2. System Components and Component Options
The development of wastewater management alternatives began with the
identification of possible functional components that would comprise feasible
and implementable wastewater collection and treatment systems. The functional
components considered are:
• Flow and Waste Reduction — includes infiltration/inflow reduction
and water conservation measures
• Collection System — includes sewer separation, rehabilitation of
the combined sewer system, and service area extensions
• Wastewater Treatment — includes expansion of plant capacity, addi-
tional treatment to meet effluent limitations, and construction of
facilities to store and/or treat excess combined sewer flows not
discharged to the mines
• Recharge to Subsurface Mines — includes recharge from a storm-
water collection system, recharge from the combined sewer system,
and recharge of treatment plant effluent
4-1
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• Mine Leachate Control — includes collection and treatment of
mine leachates
e Permanent Subsidence Control — includes backfilling of mines
with solids.
The methods considered for fulfilling the functions of each of these six
system components are termed "component options" or "options."
The selection of options for one component is, to some extent, dependent
on options considered for other components. lor example, the type of collec-
tion system being considered can modify the quality of wastewater entering the
treatment plant and, thus, the level of treatment required to meet effluent
limitations. If rehabilitation of the combined sewer system at Streator were
chosen as a collection system option, the influent would be more dilute than
if construction of a separate sanitary sewer system were chosen. This is an
example of functional dependence when consideration of one component option
may either preclude or necessitate consideration of a dependent option in
another component. This type of dependence normally can be distinguished from
design dependence when the capacity, length, strength, area, etc., of an
option depends on the selection of options in a separate component. For
instance, the options for industrial wastewiter disposal will affect the
hydraulic design of wastewater treatment processes.
In the following sections, component options for the Streator wastewater
facilities will be identified and discussed to the extent necessary to justify
or reject their inclusion in system-wide alternatives. Reasonable combina-
tions of component options will be combined to define system alternatives.
Often a change in an independent option within one component will not affect
substantially the overall cost-effectiveness of an alternative. In these
instances, sub-alternatives will be identified so that decisions on the spe-
cific independent options can be made separately from the comparisons between
system alternatives.
4.2.1. Flow and Waste Reduction
4.2.1.1. Infiltration/Inflow Reduction
The actual amount of I/I presently entering the Streator sewer system is
unknown. The treatment plant flow records, however, reveal that the amount of
I/I is significant (Section 3.3.3.). Based on characteristics of the combined
sewer system such as age, type of joints, and physical condition, the maximum
infiltration rate was estimated to be 90,000 gallons per mile of sewer per
day, or approximately 5.0 mgd (Warren & Van Praag, Inc. 1975).
The amount of inflow to the sewer system can not be quantified because
all sources and their flows are unknown. The amount of I/I that can be elim-
inated depends on the collection system option utilized (Section 4.2.2.).
Construction of a new sewer system would reduce infiltration signifi-
cantly. New sewers would be constructed from the most modern materials and
would have almost water-tight joints. The maximum infiltration rate for new
sewer systems should be 250 gallons or less per inch of sewer pipe diameter
per mile per day (Metcalf & Eddy, Inc. 1972). Based on the length of the
4-2
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Streator sewer system (56 miles) and the average sewer pipe diameter (9
inches), the amount of infiltration to a new sewer system would be approxi-
mately 126,000 gallons per day or 2,250 gallons per sewer mile per day. This
represents a reduction in the maximum infiltration rate of about 97.5%.
The use of the existing sewers in collection system options would require
a sewer system survey and subsequent rehabilitation work. The average infil-
tration eliminated by previous rehabilitation work in the Midwest is approxi-
mately 62% (Warren & Van Praag, In. 1975). Rehabilitation of the sewer system
at Streator, therefore, could reduce the maximum infiltration to approximately
34,200 gallons per mile per day. If the interceptors (4.7 miles of sewers)
were replaced and the collector lines were rehabilitated, the infiltration
rate could be reduced further.
Inflow would be reduced significantly by rehabilitation and/or construc-
tion of a new sewer system. If the interceptors were replaced, a major source
of inflow (stream flow into cracked and broken interceptors) would be elimi-
nated. Sewer separation would eliminate all stormwater inflow to the treatment
plant.
4.2.1.2. Water Conservation Measures
Because the per capita amount of water consumed in the Streator FPA is
relatively small, water conservation measures would be marginally effective in
reducing wastewater flows to the treatment plant and, thus, are not necessary.
Water consumption for the commercial, municipal, and residential uses averaged
75.5 gallons per capita per day during 1976 (Section 3.3.2.). Assuming that
80% of water consumed in the sewer service area enters the sewer system, an
average flow of only about 60 gallons per capita per day was conveyed to the
wastewater treatment plant.
4.2.2. Collection System
4.2.2.1. Sewer Separation
Sewer separation would require installation of a new sanitary sewer
system. Such a system would reduce significantly the amount of I/I reaching
the treatment plant and would eliminate the discharge of untreated sewage to
the mines. The existing combined sewer system would be rehabilitated and
modified to discharge stormwater to the mines (Section 4.2.4.).
The option for sewer separation is similar to the alternative recommended
in the draft Facilities Plan (Warren & Van Praag, Inc. 1975), except that the
collector and interceptor sewers were sized to reflect a zero-population
growth projection (Section 2.5.3.). Interceptor routes would be changed
slightly to avoid areas where the potential for subsidence is high (Appendix
B). Light-weight, plastic-type sewer pipes and joints could be used to pro-
vide flexibility, and timber cradles and concrete supports could be provided
to distribute the weight of the interceptor lines. Such measures would mini-
mize the potential for damage to new sewers from future subsidence.
4.2.2.2. Rehabilitation of the Combined Sewer System
This option includes continued use of the existing combined sewer system
after rehabilitation. The three main interceptors would be replaced to reduce
4-3
-------
the amount of I/I at the treatment plant and to eliminate discharges to sur-
face waters from cracked and broken sections. The interceptors would be sized
to eliminate all combined sewer overflows to surface waters.
The existing system would continue to discharge combined sewer flows to
the mines. This discharge is necessary for mine recharge (Section 4.2.4.).
The discharge of combined sewer flows to the mines, however, would require
approval from the Illinois Pollution Control Board and the Illinois Mining
Board (By letter, Mr. Roger A. Kanverva, IEPA, to Mr. Charles Sutfin, US-EPA,
Region V, 18 July 1978).
If combined sewer flows could not escape to the mines, the entire sewer
system would have to be enlarged considerably. Similarly, treatment and/or
storage facilities would have to be sized to accommodate all combined sewer
flows. Such a project would be prohibitively expensive and would cause exten-
sive disturbance and disruption in Streator.
Rehabilitation of the collector lines also would be required. A sewer
system evaluation survey would be conducted to detect significant sources of
I/I. In addition, drop shafts in the system that are found to be level with
the bottom of sewers or manholes would be raised, if possible, to prevent the
discharge of dry-weather flows to the mines. Not all of these drop shafts,
however, will be located.
4.2.2.3. Service Area Options
Two service area options are being considered. One is maintaining the
present size of the service area. The other is extending sewer service to
unsewered sections of the Streator FPA. Areas include South Streator, East
Streator, and West Streator (Figure 4-1). The layout of additional sanitary
sewers was presented in the draft Facilities Plan (Warren & Van Praag, Inc.
1975). The system, however, has been re-sized for a zero-growth population
projection.
Federal funding for the extension of sewer service to unsewered areas
depends on compliance with requirements presented in Program Requirements
Memorandum (PRM) 78-9 (US-EPA 1978). The Village of Kangley does not meet all
of the funding requirements. Septic tank systems currently are being used on
suitable soils (Section 2.2.3.1.). Some wastewater may be discharged directly
or indirectly as septic tank effluent to mined-out areas beneath the Village.
There is no evidence, however, of a public health hazard or a suface water
quality violation that can be attributed to wastewater disposal practices in
the area. No mine leachates have been observed near Kangely (Appendix D).
Potable water is obtained from groundwater sources, but the aquifers are
protected from downward contamination by the relatively impervious character
of the clays and shales above them (Section 2.3.3.). Extension of sewers to
Kangley, therefore, would not be cost-effective and was eliminated as a viable
extension.
Extension of sewers to those areas being considered may be eligible for
Federal funding. Many of the lot sizes are too small to be suitable for
septic tank systems. Some residential lots have septic tanks without absorp-
tion fields that discharge effluents to the mines. It is not known if these
discharges cause violations of State water quality standards, because it is
4-4
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Existing Sewer Service
Area
Proposed Extensions to Service Area
City Boundary
Figure 4-1. The existing sewer service area and the proposed
service area extensions in the Streator, Ulinois,
FPA.
MILES
0 I
WAPORA, INC.
4-5
-------
not clear to what extent mine leachates adversely affect surface water quality
(Appendix D) and to what degree unsewered areas contribute to the pollutant
concentrations of the leachates. To comply with the Private Sewage Disposal
Licensing Act and Code of 1974 and other, State regulations (IPCB 1977), it
will be necessary to eliminate discharges of septic tank effluents and other
sanitary wasteflows to the mines from the unsewered areas. Additional facili-
ties planning will have to determine whether this can be accomplished most
cost-effectively by means of collector sewers or by alternative on-site dis-
posal systems. It would not appear to be cost-effective for the different
unincorporated areas to build their own collection and treatment facilities.
4.2.3. Wastewater Treatment
4.2.3.1. Treatment Plant Design Capacities and Industrial Wastewater
Disposal Options
Two treatment plant design capacities are being considered. One is the
existing 2.0 mgd capacity, and the other is a 2.6 mgd capacity. The capacity
options are dependent on the size of the service area and on industrial dis-
posal options.
There are several options for the disposal of industrial wastewaters.
The options being considered include:
• Continued discharge of wastewaters (sanitary wastes, cooling water,
and contaminated process water) to both the sewer system and to the
mines (Section 3.3.1.)
• Continued discharge of cooling and process waters to both the sewer
system and the mines, and discharge of all sanitary wastes to the
sewer system
• Continued discharge of cooling water to both the sewer system and
the mines, and discharge of all sanitary wastes and process water
to the sewer system.
The existing treatment plant capacity would be sufficient if current
industrial discharge practices (Scenario A, Table 4-1) were continued; if all
industrial sanitary wastes were directed to the sewer system (Scenario B); if
all industrial sanitary wastes were directed to the sewer system, and if the
sewer service area were expanded (Scenario C) ; or if all industrial sanitary
wastes and process water were directed to the sewer system (Scenario D). The
treatment plant would have to be expanded if all industrial sanitary wastes
and process water were conveyed to the sewer system, and if the sewer service
area were expanded (Scenario E).
All discharges to the mines would require permits from the IEPA and the
Illinois Mining Board (By letter, Mr. Roger A. Kanerva, IEPA, to Mr. Charles
Sutfin, US-EPA, Region V, 18 July 1978). The State, in attempting to reduce
organic loads, may not allow the discharge of sanitary wastes to the mines.
Conversely, the State may allow the discharge of cooling and process waters to
the mines. Not all of the process water, however, may be considered innocuous
and suitable for mine recharge. When industries apply for appropriate permits
to discharge to the mines, the process water will be analyzed. Results may
4-G
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Table 4-1. Average daily dry-weather flows to the 2.0 mgd treatment plant
and to a 2,6 mgd treatment plant. Flows are based on service
area options and industrial wastewater disposal options. Methods
used to estimate flows are presented in Section 3,3,
Flows to the 2.0 mgd plant (mgd)
Current flows (Scenario A)
Domestic 0.77
Industrial 0.351
Total 1.121
Current flows plus industrial sanitary wastes presently discharged to
the mines (Scenario B)
Domestic 0.77
Industrial
(existing) 0.351
(additional sanitary wastes) 0.029
Total 1.150
Current flows plus additional domestic flows and industrial sanitary
wastes presently discharged to the mines (Scenario C)
Domestic
(.existing) 0,77
(additional) 0.53
Industrial
(existing) 0.351
(additional sanitary wastes) 0.029
Total 1.680
Current flows plus industrial sanitary wastes and process water presently
discharged to the mines but no additional domestic flows (Scenario D)
Domestic 0.77
Industrial
(existing) 0.351
(additional sanitary wastes) ' 0.029
(additional process water) _0_. 739
Total 1.889
Flows to a 2.6 mgd plant (mgd)
Current flows plus additional domestic flows and industrial sanitary wastes
and process water presently discharged to the mines (Scenario E)
Domestic
(existing) 0.77
(additional) 0.53
Industrial
(existing) 0.351
(additional sanitary wastes) 0.029
(additional process water) 0.739
Total 2,419
4-7
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show that only a small percentage of the process water is suitable for mine
recharge. If this were the case, some of the process water would have to be
pretreated prior to mine discharge or conveyed to the treatment plant. Regard-
less, pretreatment of some process water may be necessary before conveyance to
the treatment plant.
The two treatment capacity options are not dependent on the amount of I/I
associated with the different collection options (Section 4.2.1.1.), The
sewer separation option would contribute a maximum infiltration rate of only
0.126 mgd. The rehabilitation of the combined sewer system would contribute
more infiltration than sewer separation, but excess combined flows would be
treated at separate facilities and not at the treatment plant. Stormwater
inflow would be reduced significantly by rehabilitation of the existing system
and would be eliminated by sewer separation. Extension of sanitary sewers
would not contribute excessive infiltration.
4.2.3.2. Level of Treatment
Four levels of treatment are being considered for dry-weather flows. The
treatment options include:
• Existing secondary treatment (Section 3.2.) with continuous effluent
recharge to the mines
• Upgraded secondary treatment — existing secondary treatment with
nitrification and disinfection
• Tertiary treatment — existing secondary treatment with nitrifi-
cation, chemical coagulation, multi-media filtration, and disin-
fection
• Tertiary treatment without chemical coagulation.
Nitrification would be provided by the addition of one 150 horsepower blower
in the activated sludge unit. Disinfection would be provided by chlorination.
Options that involve nitrification and filtration include a side—line flow
equalization basin after preliminary treatment to reduce diurnal flow peaks
and to optimize the performance of the additional unit processes.
Treatment options with stream discharge are not dependent on plant capac-
ity options, but are dependent on collection system options. Collection
options will have different amounts of I/I entering the sewers and, thus, will
affect the concentrations of constituents in the treatment plant influent. The
level of treatment required to achieve effluent limitations for stream dis-
charge will depend on influent concentrations. If I/I were significant, the
plant influent would be dilute and, thus, would not require as high a level of
treatment as an influent that would be more concentrated.
The use of a separate sewer system would require tertiary treatment to
meet the final NPDES permit requirements (Section 3.4.). The amount of I/I
would be minimal, and the influent would not be diluted significantly. If a
"Pfeffer exemption" is applied for and granted, chemical coagulation (tertiary
treatment) would not be necessary to meet the less stringent effluent limita-
tions .
4-8
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With a rehabilitated combined sewer system, the plant influent may be
dilute enough so that the final NPDES permit requirements could be met by
tertiary treatment without chemical coagulation. Requirements under the
"Pfeffer exemption" could be met by an upgraded secondary treatment. The
ability of the existing secondary treatment to meet effluent requirements is
unknown. The influent will have to be analyzed after the combined sewer
system is rehabilitated to determine the required level of treatment. The
influent should be sampled during dry-weather periods. Treatment must be
sufficient to meet effluent limitations during periods when the influent would
be most concentrated.
Existing secondary treatment with continuous effluent recharge to the
mines is an option that would not require upgraded treatment. The effluent
would be discharged to the mines and may not have to meet requirements for
stream discharge. This option also would use the mines for additional treat-
ment. Analyses of mine leachates indicate that the physical, chemical, and
biological processes occurring in the mines effectively remove BOD and sus-
pended solids (Appendix D) . The leachates analyzed during wet-weather condi-
tions generally had BOD concentrations that were at levels required by the
final NPDES effluent limitations. The recharge of secondary effluent would
have to be approved by the Illinois Pollution Control Board and the Illinois
Mining Board. In addition, the leachate quantity and quality would have to be
monitored during both dry-weather and wet-weather periods to assess the im-
pacts of leachates on the quality of surface waters.
4.2.3.3. Treatment of Excess Combined Sewer Flows
The use of the rehabilitated combined sewer system would require treat-
ment of excess wet-weather flows at the end of the collection system. Some
sewer flows during wet-weather periods would be discharged to the mines, but
there still would be flows conveyed to the treatment plant in excess of plant
capacity. These flows can not be discharged to surface waters without appro-
priate treatment (Section 3.5.). Treatment options for excess wet-weather
flows include:
• Primary treatment (12.3 mgd), followed by chlorination
• Storage (12.3 mgd), followed by primary treatment and chlorination
at a slower rate (4.8 mgd)
• Storage (12.3 mgd) and mine recharge (4.8 mgd) without primary
treatment or chlorination.
Mine recharge of excess combined sewer flows would require permits from the
Illinois EPA and the Illinois Mining Board.
The ultimate storage volume and rate(s) of treatment are dependent on the
design storm and the associated amount of excess combined sewer flows after
rehabilitation of the combined sewer system. The amount of I/I that would
enter the rehabilitated collection system and the amount of combined flows
that would be discharged to the mines, however, are not known at this time.
Therefore, the amount of excess flow for a design storm can not be determined.
Once the sewer system is rehabilitated, the amount of excess flow should be
measured to determine the ultimate storage volume and rate(s) of treatment.
4-9
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The excess flow would be larger if sewers were extended to presently unsewered
areas and/or if industrial process waters were conveyed to the plant. The
final design of facilities would depend on the results of analysis required
under PRM 75-34 (US-EPA 1975b; also referred to a Program Guidance Memorandum
61).
To compare treatment options and their costs, the amount of excess com-
bined sewer flow that would require treatment was estimated using the Needs
Estimation Model for Urban Runoff (US-EPA 1977c). A 10-year design storm was
assumed. It also was assumed that no combined sewer flows would be discharged
to the mines. The amount of excess flow was calculated to be 12.3 million
gallons. A storage capacity of 12.3 mgd, therefore, would have to be provided
to accommodate this flow. The design discharge rate, based on storm intervals
averaged over a 10-year period, was calculated to be 4.8 mgd. Rates of treat-
ment, therefore, could range from 12.3 mgd to 4.8 mgd.
4.2.4. Mine Recharge
Mines beneath Streator would be recharged most cost-effectively by dis-
charges from both the collection system and an effluent recharge system.
Recharge would depend on collection and treatment options. If sanitary sewers
were constructed in the presently sewered area, stormwater collected by the
existing sewer system would be discharged to the mines through drop shafts.
If the existing system were rehabilitated, combined sewer overflows would be
discharged to the mines during wet-weather periods.
Both of the collection options would eliminate flows discharged to the
mines during dry-weather periods (Section 4.2.2.). Sewer separation would
convey all domestic and industrial (dry-weather) flows to the treatment plant.
Rehabilitation of the existing system would eliminate the present discharge of
dry-weather flows to the mines. Drop shafts level with the bottom of the
collection system would be raised (where possible) to intercept only wet-
weather flows. A means to recharge the mines during dry-weather periods,
therefore, would be necessary to maintain water levels in the mines and to
minimize the potential for subsidence, A system to pump wastewater treatment
plant effluent to the mines would provide the necessary amount of recharge.
Stream flow during periods of low-flow would not be sufficient to provide the
required amount of recharge and stream dilution (necessary for pollutant loads
discharged from the treatment plant and other sources of pollution in the
Streator FPA). The impoundment upstream from Streator does not have a supply
large enough for both existing water users and mine recharge during drought
periods.
The recharge system would extend to both presently sewered and unsewered
areas to ensure sufficient and even distribution of treated effluent in the
mines (Warren & Van Praag, Inc. 1975). This would be necessary because the
mines are partially interconnected (Appendix B), and thus, mine recharge can
not be directed only to areas with a greater subsidence potential. Water re-
charged only to mines with unstable conditions may diffuse to other mines and
may not be sufficient to minimize the potential for subsidence.
A storm that generates an average rate of rainfall for a 30—minute duration
that would be equaled or exceeded on the average of once in a 10-year
period.
4-10
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Depending on wastewater treatment options (Section 4.2.3.2.), the re-
charge system would be used on a continuous or intermittent basis. If treat-
ment options include upgraded treatment and stream discharge, treated effluent
would be recharged to the mines only during dry-weather periods when storm-
water would not be recharging the mines. If treatment only involves existing
secondary treatment, effluent would be recharged continuously. The option to
store but not treat excess combined sewer flows would require use of the
recharge system following wet-weather periods.
If treated effluent were recharged only during dry-weather periods, storm
sewers and additional drop shafts would be installed in the presently sewered
area to direct more stormwater to the mines (Warren & Van Praag, Inc. 1975).
If sewers were separated, storm sewers would be necessary, because only storm-
water would be discharged from the existing system to the mines. The flows
discharged to the mines would be less than the combined sewer flows currently
discharged during wet-weather periods. No dry-weather flows would enter the
existing system, and I/I would be reduced significantly after rehabilitation.
If the existing sewers were rehabilitated, storm sewers would be necessary,
because less flow would be discharged to the mines during wet-weather periods.
The amounts of domestic and industrial flows collected by the sewer system
would be comparable to present flows, but the amount of I/I that would enter
the system and that would be discharged to the mines would be reduced substan-
tially. Storm sewers and additional drop shafts would help minimize the
required capacity of new interceptors and facilities to treat excess combined
sewer flows. Larger interceptor capacities and treatment facilities would be
more expensive than the storm sewers and would result in higher operation and
maintenance costs.
Storm sewers would not be installed in the presently sewered area if
effluent were recharged continuously or if excess combined sewer flows were
recharged to the mines. This would ensure that there would be sufficient
capacity in the mines for the recharge of excess combined sewer flows and
effluent during wet-weather periods.
If sewer service were extended (Section 4.2.2.3.), storm sewers would not
be installed in those presently unsewered areas. If sanitary sewers were
constructed, wasteflow (sanitary and industrial) presently discharged to the
mines would be conveyed to the treatment plant. During dry-weather periods,
this flow would be returned to the mines via the effluent recharge system.
During wet-weather periods, this flow would be returned to the mines if treat-
ed effluent were recharged continuously, but it would not be returned if
effluent were recharged only during dry-weather periods. The dry-weather
flow, however, probably would not be significant enough to minimize the poten-
tial for subsidence in unsewered areas. The flow was estimated conservatively
to be 0.53 mgd (Section 3.3.2.), assuming that all per capita flows from
residents presently not receiving sewer service or living in Kangley are
discharged to the mines. In addition, not all of this flow is discharged to
the mines, and not all of the flow discharged is from those areas considered
for sewer extension. The dry-weather flow contributed to the mines from these
areas could be considerably less than 0.53 mgd and probably does not need to
be replaced by stormwater contributions. In addition, construction of storm
sewers would be very expensive and would not be cost-effective. The capital
costs for storm sewers in presently unsewered areas, as outlined in the draft
Facilities Plan (Warren & Van Praag, Inc. 1975) would be approximately $14.7
4-11
-------
million, and operation and maintenance costs would be about $532,500 per year
(at January 1978 price levels).
Stations recording water levels in the mines would be installed through-
out the presently sewered and unsewered areas, as described in the draft
Facilities Plan (Warren & Van Praag, Inc. 1975), and would be monitored con-
tinuously. The monitoring program should begin as soon as the existing sewer
system is rehabilitated, whether it is to be used as a combined sewer or as a
storm sewer. Monitoring would indicate if storm sewers are necessary in
presently sewered and unsewered areas to maintain water levels. Monitoring
also would show how water levels vary during dry-weather and wet-weather
periods, and when and how much effluent should be recharged. If excess com-
bined sewer flows were recharged to the mines (during wet-weather periods)
monitoring would be necessary to prevent mine overloading and potential above-
ground flooding.
4.2.5. Leachate Control
The impact of mine leachates on water quality can be controlled either by
collection and treatment or by reducing pollutant loads discharged to the
mines. Collection and treatment does not appear to be cost-effective. Field
investigations indicated that leachates may not have a significant adverse
effect on water quality in the Vermilion River, at least during high river
flows (Appendix D). Construction of a collection system also would be ex-
tremely difficult. Leachate discharges to the Vermilion River occur along the
stream banks and are under water during high river flows. Leachate discharges
to Prairie Creek emerge on steep slopes and are scattered widely. Leachate
channels at the base of the slopes are in the floodplain that is inundated
during high water conditions.
Component options previously mentioned would reduce pollutant loads
discharged to the mines and would improve the quality of leachates over time.
Eliminating the discharge of dry-weather flows from the collection system to
the mines and reducing direct discharges from residences and industries would
reduce the concentrations of BOD^, ammonia-nitrogen, and fecal coliform in the
leachates. Smaller pollutant loads from leachates to the Vermilion River may
be sufficient to eliminate any adverse impacts leachates may have on water
quality in the river.
4.2.6. Permanent Subsidence Control
The various wastewater and stormwater management options considered in
the development of system alternatives included maintenance of the water level
in the mines to minimize the potential for subsidence. Such a management
program, however, will not eliminate the potential for subsidence. Options
for permanent subsidence control are discussed below.
The most widely used method of alleviating subsidence in undermined areas
is backfilling the mine voids with mine refuse or other inexpensive materials
(US Bureau of Mines 1976). This provides lateral support to mine pillars and
vertical support to the mine roof and overburden. The US Bureau of Mines has
sponsored such backfilling work in Pennsylvania in conjunction with the Penn-
sylvania Department of Environmental Resources. From 1964 through 1975, they
jointly completed thirteen projects totaling 860 acres of surface area. These
4-12
-------
efforts cost approximately $9 million to protect property valued at over $121
million.
The Bureau of Mines conducted or participated in numerous demonstration
projects during recent years to develop a pumped-slurry technique to fill
inaccessible mine voids (US Bureau of Mines 1976). Granular material is
injected hydraulically into the mine voids via drop shafts. This eliminates
the need for mine dewatering and the subsequent hazard of subsidence during
the interim. When resistance to slurry distribution is encountered, the
slurry must be injected under pressure (60-80 psi). This ensures adequate
distribution of the solids within the mine. The estimated cost per surface
acre (assuming 50% extraction and 6-foot ceilings) for filling by this method
has ranged from $30,000 to $36,000 (By phone, Mr. Tom Glover, US Bureau of
Mines, Illinois State Office, to Mr. Dan Sweeney, WAPORA, Inc., 2 March 1978).
This cost, however, assumes that mine-waste solids for fill are available
on-site at no cost.
This technique could have some promise for application at Streator but
would be plagued by two significant problems. Because of the pressure that
must be utilized to inject the slurry, the mine system involved must be a
relatively closed one. It would be extremely difficult, however, if not
impossible, to cap drop shafts and discharge points from the mines at Streator.
Uncapped drop shafts would act as pressure release points, emitting jets of
mine water. Secondly, no on-site source of no- or low-cost fill material is
readily available in the Streator area. Therefore, transportation and material
costs could increase the total cost of the technique considerably.
The US Bureau of Mines has utilized sand for backfill material in in-
stances where mine refuse materials were not available. Sand, when mined
commercially, can be purchased for $1 to $2 per ton. Fly ash also has been
utilized in Pennsylvania as a backfill material and is usually available at no
cost as a waste product from coal burning power plants.
Law Engineering Testing Company (LETCo) estimated the total volume of
mine voids in the Streator area to be 148.5 million cubic yards. If the
hydraulic fill technique could be applied, the estimated cost would be from
$17 to $20.5 million, plus any cost for the solid material and crushing that
would be required for the slurry. If sand were available at an average cost
of $1.50 per ton and if transportation costs averaged $2 per ton, the cost
would be increased by an additional $800 million (148.5 million cubic yards,
and 1.5 tons of sand per cubic yard). Although fly ash can be obtained for
free and some utilities might even pay to have large quantities hauled away,
Streator is not in close proximity to any coal burning power plant (approxi-
mately 25 miles distant). Transportation costs, especially with the need for
pneumatically sealed bulk tank trucks, would increase the cost of the tech-
nique substantially.
Permanent subsidence control in areas that are most susceptible to sub-
sidence would be technically and economically more feasible. A technique that
could be used would be to form grout columns in critical mine voids. Grout
columns would provide supplemental mine roof support. The procedure involves
injecting a mixture of granular material and cement into the mines through
drop shafts to form pyramidal shaped columns. After injection, the grout
gains strength and becomes incompressible relative to other types of backfill
4-13
-------
material. The amount of material required per column is roughly equivalent to
the cube of the thickness of the void (i.e., a 6-foot ceiling would require
216 cubic feet of material) . The presence of water in mine voids and past
caving, however, could hinder the use of this technique at Streator.
The costs of any permanent subsidence control measure would be consid-
erably larger than the costs of recharge options. In addition, permanent
subsidence control would not be eligible for Federal funding under the Con-
struction Grants Program, because it would be considered much more than a
mittgative measure (By conversation, Noel Kohl, US-EPA, Region V, to Gerard
Kelly, WAPORA, Inc.). Recharge options would be grant eligible, because they
would minimize impacts of collection options by maintaining water levels in
the mines without affecting the current potential for subsidence (By letter,
John T. Rhett, US-EPA, to Charles H. Sutfin, US-EPA, April 1979; Appenxix J).
4.3. System Alternatives
Based on the component options, thLrty-six alternatives have been de-
veloped. The alternatives are combinations of various collection, treatment,
and mine recharge component options. Although many of the alternatives con-
tain several of the same options, each alternative contains a unique set of
options. The thirty-six alternatives were separated into four general groups
(Table 4-2). The nine alternatives in each group share one or more common
options.
Alternatives in the first group include a separate sanitary sewer system.
The treatment options consist of complete tertiary treatment, tertiary treat-
ment without chemical coagulation, and secondary treatment with continuous
effluent recharge to the mines. The last two options assume that a "Pfeffer
exemption" would be granted. Mine recharge would be provided by stormwater
discharges from the existing collection system, an effluent recharge system,
and storm sewers and additional drop shafts in presently sewered areas if
effluent were recharged only during dry-weather periods.
Alternative la is identical to the alternative proposed in the draft
Facilities Plan, except that storm sewers in presently unsewered areas are not
inlcuded (Warren & Van Praag, Inc. 1975). These storm sewers would discharge
an amount of stormwater to the mines (during wet-weather periods) larger than
the amount currently discharged. These sewers, therefore, would not be neces-
sary to maintain existing water levels in the mines. Alternatives that do not
include storm sewers in presently unsewered areas would not increase the
potential for subsidence. In addition, these sewers proposed Ln the draft
Facilities Plan would increase the total capital cost of an alternative by
$18,608,500 (Section 1.2. and Table 4-3).
Alternatives in the second group include rehabilitation of the existing
combined sewer system. The three main interceptors would be replaced with
interceptors sized to eliminate all overflows to surface waters. The alter-
natives assume that the discharge of combined flows to the river would be
permitted. The mines also would be recharged by an effluent recharge system
and storm sewers and additional drop shafts in presently sewered areas if
effluent were recharged only during dry-weather periods. Excess combined
sewer flows would be treated by a primary treatment (12.3 mgd) system followed
4-14
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by chlorinatlon. The options to treat dry-weather flows include tertiary
treatment without chemical coagulation, upgraded secondary treatment, and
existing secondary treatment with continuous effluent recharge to the mines.
All of the treatment options assume that a "Pfeffer exemption" would be
granted.
Alternatives in the third group include the same collection system as in
the second group. Options to treat dry-weather flows and to recharge the
mines also are similar. Excess combined sewer flows would be stored and
treated at a rate of 4.8 mgd by a primary system followed by chlorination.
Alternatives in the fourth group include the same collection system and
options to treat dry-weather flows as in the second and third groups. Excess
combined sewer flows would be stored and conveyed to the mine recharge system
at a rate of 4.8 mgd. Storm sewers would not be installed in the presently
sewered area to ensure that there would be sufficient capacity in the mines
for discharges from the sewer system and the recharge of excess flows and
effluent during wet-weather periods.
4.4. Alternative Costs
Alternatives that include sewer separation, extension of sewers, an
expanded plant capacity, and/or upgraded treatment are more expensive than
those alternatives that do not include these options (Table 4-3). Total
capital costs for the alternatives range from $16.1 million (Alternative 4h)
to $33.6 million (Alternative la). Total operation and maintenance costs
range from $140.5 thousand per year (Alternative 2h) to $424.0 thousand per
year (Alternative la). Average annual equivalent costs range from $1.5
million (Alternative 4h) to $3.5 million (Alternative la).
Seventy-five percent of the total capital cost eligible for funding under
the Construction Grants Program will be paid for by Federal and/or State
governments. The capital costs eligible for fundings will include the cost
for mine recharge (By letter, John T. Rhett, US-EPA, to Charles H. Sutfin,
US-EPA, April 1979; Appendix J). Twenty-five percent of the capital cost and
100% of the operation and maintenance costs will be funded locally by an
undetermined combination of municipal bonds, new sewer connection fees, and
user charges.
Equivalent annual cost is the expression of a non-uniform series of expen-
ditures as a uniform annual amount to simplify calculation of present
worth. Present worth may be thought of as the sum that, if invested now
at a given rate, would provide exactly the funds required to make all
necessary expenditures during the life of the project.
4-19
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5.0. IMPACTS OF COMPONENT OPTIONS AND SYSTEM ALTERNATIVES
5.1. Atmosphere
5.1.1. Air Quality
The potential atmospheric emissions that could result from the construc-
tion and operation of wastewater management alternatives include fugitive dust
and other particulates, aerosols, hazardous gases, and odors. Implementation
of control measures during the construction and operation of the facilities
would reduce the impacts of these atmospheric emissions to negligible levels.
5.1.1.1. Construction Impacts
Fugitive dust emissions may occur in connection with the stockpiling and
handling of dry, finely divided materials (such as chemicals for wastewater
treatment), but are of concern primarily with respect to project construction.
The types of construction activities ordinarily associated with the creation
of dusty conditions include land clearing, blasting, demolition, excavation,
loading, transporting, unloading, leveling, and grading. In addition, the
increased vehicular highway and access road traffic associated with the trans-
portation of the construction crew members, their equipment, and the required
materials to and around the project area would be expected to increase the
local levels of dust, especially in the case of unpaved access roads. There
also would be exhaust emissions of carbon monoxide, hydrocarbons, nitrogen
oxides, sulfur oxides, and particulate matter associated with the increased
vehicular traffic, as well as with any stationary internal combustion engine
that may be utilized at the construction site. Emissions from a stationary
point source that may be associated with construction, such as a cement batch-
ing plant, present much less of a problem, because the emissions can be re-
duced substantially through the utilization of baghouse filters, cyclones,
various types of scrubbers, and other air pollution control devices. Alter-
natives that include sewer separation, extension of sanitary sewers, construc-
tion of storm sewers, and/or plant expansion would be responsible for more
construction-related atmospheric emissions than alternatives that do not
include these component options.
5.1.1.2. Operation Impacts — Aerosols
Aerosols are defined as solid or liquid particles, ranging in size from
0.01 to 50 micrometers Cum) that are suspended in the air. These particles
are produced at wastewater treatment facilities during the various treatment
processes, especially those involving aeration. Some of these aerosols could
be pathogenic and could cause respiratory and gastrointestinal infections.
Bacteria are between 0.3 and 15 ,um, and viruses are between 0.015 and 0.45 pm
(Jacobson and Morris 1976). Both can be found in fine liquid droplets, at-
tached to solid particles, or individually airborne.
Concentrations of bacteria and/or viruses in aerosols that could be
generated during various stages of wastewater treatment, however, have been
found to be insignificant (Hickey and Reist 1975). The vast majority of
aerosolized microorganisms are destroyed by solar radiation, dessication, and
other environmental phenomena. There are no records of disease outbreaks
resulting from pathogens present in aerosols. No adverse impacts, therefore,
are expected from aerosol emissions for any of the alternatives.
5-1
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5.1.1.3. Operation Impacts — Gases
Gaseous emissions could be associated with the operation of the waste-
water treatment plant. Explosive, toxic, noxious, lachrymose (causing tears),
and asphyxiating gases found at treatment plants include chlorine, methane,
ammonia, hydrogen sulfide, carbon monoxide, and oxides of nitrogen, sulfur,
and phosphorus. Discharges of these gases could be hazardous to public health
and/or could affect adversely the environment. The knowledge that such gases
could escape from a plant in dangerous or nuisance concentrations might affect
adjacent land uses. Gaseous emissions, however, can be controlled by proper
design, operation, and maintenance.
5.1.1.4. Operation Impacts — Odor
Incomplete oxidation of organic material containing sulfur or nitrogen
can result in the emission of byproducts that may be malodorous. The most
frequently emitted odors found in a study of 300 wastewater treatment plants
were methylmercaptans, methylsulfides, and amines. These odors were followed
by indole, skatole, and hydrogen sulfide and to a lesser extent by sulfur
dioxide, phenolics, and chlorine compounds (US-EPA 1976a). Some organic
acids, aldehydes, and ketones also may be odorous either individually or in
combination with other compounds. Sources of wastewater treatment related
odors include:
• Fresh, septic, or incompletely treated wastewater
• Screenings, grit, and skimmings containing septic or putres-
cible matter
e Oil, grease, fats, and soaps from industry, homes, and surface
runoff
a Gaseous emissions from treatment processes, manholes, wells,
pumping stations, leaking containers, turbulent flow areas, and
outfall areas
• Chlorinated water containing phenols
• Raw or incompletely stabilized sludge.
No odor problems associated with any of the alternatives are expected ^o
occur if the wastewater treatment facilities are designed, operated, and
maintained properly. Upgraded treatment with nitrification and chlorination
would result in fewer odors than the existing secondary treatment. The option
to treat the excess combined sewer flows would result in fewer odors than the
option to store the excess flows before treatment.
5.1.2. Sound
Noise would be associated with each of the alternatives. Possible im-
pacts on local sound levels would be related primarily to construction activi-
ties and, thus, would be of relatively short duration. The extent of the
impacts would vary depending on the amount of construction required for each
alternative. Illinois noise regulations do not apply to noise caused by
construction (IPCB 1973).
5-2
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Noise generated at the treatment plant site would be related to upgrading
and/or expansion of treatment facilities and to construction of storage and/or
treatment basins for excess combined sewer flows. The highest sound levels
would occur during excavation, which would produce approximately 55 dBA 1,000
feet from the center of activity. This level would be in accordance with
US-EPA guidelines to protect public health and welfare (US-EPA 1974).
Noise created by the construction of sanitary and storm sewers and the
mine recharge system would have more widespread impacts, as construction would
extend into residential and other noise-sensitive land use areas. Alterna-
tives that include sewer separation would have the most severe impacts, be-
cause a new sanitary sewer system would be installed throughout the entire
presently sewered area.
It was estimated that sewer line construction (8-hour construction day)
would produce the equivalent daytime sound level of 57 dBA at 500 feet. This
estimate was made based on equipment generally used during sewer line con-
struction and sound levels that result from the use of the equipment (Table
5-1). The day/night sound level during sewer line construction would be
approximately 65 dBA. Such levels would exceed US-EPA guidelines by 10 deci-
bels (US-EPA 1974). Streator, however, is an urban area, and the existing
day/night sound level at locations surveyed (Section 2.1.3.) was 62 dBA, which
exceeds the US-EPA guidelines by 7 decibels.
Table 5-1. Equipment used and resultant sound levels during construction of
sewer lines (US-EPA 1975a).
Equipment
Backhoe
Truck
Air Compressor
Paving Breaker
Crane, Mobile
Welding Machine
No. of
Units
1
1
1
1
1
1
A-weighted
sound level
(dBA) at 50 feet
85
81
88
83
83
1
Usage „
Factor
0.4
0.16
0.51
0.25
0.16
0.25
1
1
1
Estimated.
>
"Fraction of time equipment is operating at its loudest mode.
5-3
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Noise during the operation of the wastewater treatment facilities would
be generated predominantly by pumps and aeration equipment. Some alternatives
would generate more noise than others, depending on the treatment processes.
Upgraded treatment with nitrification would require an additional blower. The
recharge system would require pumps, and the extent of sound level impacts
would depend on whether recharge was on a continuous or an intermittent basis.
Pumps also would be required for storage of excess combined sewer flows, but
not for their treatment.
No adverse impacts due to operation are anticipated. A typical pump
(above ground and not enclosed) generates a sound level of 70 dBA at 50 feet.
The noise contribution of such a pump at the nearest residential property line
would be approximately 44 dBA. If such a pump were to operate continuously,
it would increase daytime sound levels from 46 decibels to 48 decibels and
nighttime sound levels from 43 decibels to 47 decibels at the property line.
Both of these levels are in accordance with Illinois noise regulations (IPCB
1973). The day/night equivalent sound level, Ldn, is estimated to increase
from 50 dBA to 54 dBA. This level is less than the level recommended by EPA
to protect public health and welfare with an adequate margin of safety (US-EPA
1974). Nevertheless, above-ground pumps would be enclosed and installed to
minimize sound impacts.
5.2. Land
5.2.1. Subsidence Potential
The alternatives being considered would have no adverse effect on geolog-
ic conditions in the study area. Each alternative has been designed to main--
tain the present hydrostatic head in the mines (Section 4.2.4.), and there-
fore, none of the alternatives would increase the potential for subsidence.
The alternatives would have the same potential for subsidence as the "no
action" alternative, because the amount of mine recharge would be approxi-
mately equivalent to the current amount.
5.2.2. Terrestrial Vegetation
Alternatives would have adverse impacts on vegetation, including direct
vegetation losses from clearing and indirect losses caused by soil compaction
and by soil erosion. The extent of disruption would depend on the amount of
construction required for the different alternatives. Impacts would be asso-
ciated with the following component options:
• Construction of a new sanitary sewer system (sewer separation)
• Rehabilitation of the combined sewer system, including replace-
ment of the major interceptors
• Extension of sanitary sewers
• Construction of a recharge system.
Component options would involve construction activities in residential areas,
along streets and city rights-of-way, and adjacent to streams. Agricultural
lands would not be affected by any of the component options. Similarly, park
5-4
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vegetation would not be disturbed by construction activities. No endangered
or threatened plant species are known to occur in the Streator FPA (Section
2.2.A.3.).
5.2.2.1. Sewer Separation
Sewer separation would result in the greatest amount of disruption to
terrestrial vegetation. It would involve installation of sanitary sewers
throughout the presently sewered area. In addition, because the new sanitary
sewer system would parallel and/or transect the Vermilion River, Prairie
Creek, and Coal Run, construction would result in more floodplain habitat dis-
ruption than the other collection system options. Approximately 4.5 miles of
wetlands would be disturbed if sanitary sewers were installed. Assuming a
100-foot construction right-of-way, about 54 acres of riparian vegetation
would be lost. The loss could be more extensive if construction accelerates
erosion in adjacent areas.
The riparian forests in the study area are dominated by bur, black, and
white oaks, with scattered cottonwoods and weeping willows (Section 2.2.4.2.).
The subcanopy and understory, however, are dominated by river, silver and
sugar maples, and black cherry. This indicates that the original oak-hickory
forests of this region are being replaced by more mesic forest associations.
Large openings in the forest canopy would be created by construction clearing.
These openings would tend to favor the reproduction and growth of oaks over
maples, because oaks are shade intolerant and sprout quickly.
5.2.2.2. Replacement of Interceptors
The effects of construction activities for this collection option would
be similar but less extensive than those from the construction of a new sani-
tary sewer system. The major interceptors intermittently follow the Vermilion
River, Prairie Creek, and Coal Run. Approximately 3.2 miles of wetlands would
be disturbed if the major interceptors were replaced. Assuming a 100-foot
construction right-of-way, about 39 acres of floodplain vegetation would be
removed.
5.2.2.3. Sewer Extensions and Recharge System Construction
Activities related to the extension of sanitary sewers and construction
of a recharge system would occur primarily along streets and city-owned
rights-of-way. Impacts on vegetation should be minimal.
5.2.3. Wildlife
Wildlife would be affected by construction activities. Impacts would
depend on the amount of construction. Most birds and mobile mammals, rep-
tiles, and amphibians that reside on or near proposed construction sites would
migrate from disturbed areas. In residential areas, birds, squirrels, rac-
coons, rodents, and other animals that are acclimated to human activities
would reoccupy the disturbed areas shortly after construction activities
cease.
Construction along segments of interceptor routes would affect animals
that reside in or partially depend on habitats bordering streams. White-
5-5
-------
tailed deer, beavers, squirrels, rabbits, and several migratory and non-
migratory bird species utilize these habitats. The smaller mammals and rep-
tiles would incur the highest mortality rates under stressed conditions.
Displacement of most animals, however, would be temporary, coinciding with the
duration of construction. Currently, there are no animal species inhabiting
the Streator study area that are listed as endangered or threatened at either
the State or the Federal levels (Section 2.2.5.2.).
5.3. Water
5.3.1. Surface Water
Wastewater management alternatives developed for the Streator FPA would
reduce pollutant loads discharged to surface waters and would result in
improved in-stream water quality, especially during periods of low flow. All
of the alternatives provide a level of wastewater treatment in excess of the
current level of treatment. The alternatives also eliminate discharges of
untreated sewage to surface waters from deteriorated sewer lines and from
combined sewer overflows. In addition, mine leachate quality could be im-
proved by eliminating direct wastewater discharges from residences in the
present sewer service area to the mines and by minimizing discharges of dry-
weather wastewater flows from the combined interceptor sewers to the mines.
Specific water quality improvements from alternative wastewater manage-
ment programs can not be predicted and compared. The data on in-stream water
quality, flow and physical characteristics of the Vermilion River and its
tributaries, and pollutant loadings from the various sources in the Streator
FPA are insufficient or are not available (Section 2.3.1.3.). Wasteloads
generated by the different alternatives and/or component options, however, are
estimated and compared in the following sections.
5.3.1.1. Effluent Quality and Pollutant Loads of Alternatives
The quality of the wastewater treatment plant effluent and the quantity
of pollutants that would be discharged to surface waters and underground mines
in the Streator FPA would vary according to the component options selected for
wastewater collection, treatment, and recharge to the mines. Wastewater
pollutants of primary concern include oxygen consuming materials (measured as
BOD ), suspended solids (SS), ammonia-nitrogen, and fecal coliform bacteria.
Concentrations of these pollutants in the effluent would be regulated by
effluent limitations imposed by the conditions of the final NPDES permit or by
those under a "Pfeffer exemption" (Section 4.3.).
Discharges to Surface Waters
Treated Effluent
Wasteloads from the treatment plant would depend on the effluent require-
ments and the treatment plant capacity. The existing 2.0 mgd plant, upgraded
to meet requirements of the final NPDES permit, would discharge 66.7 pounds of
BOD /day and 83.4 pounds of SS/day. A 2.6 mgd plant meeting the same effluent
concentrations would discharge 86.7 pounds of BOD^/day and 108.4 pounds of
SS/day. The 2.0 mgd plant, upgraded to meet the less stringent effluent
requirements of a "Pfeffer exemption," would discharge 166.8 pounds of
5-6
-------
BOD,-/day and 200.2 pounds of SS/day. A 2.6 mgd plant meeting the less strin-
gent requirements would discharge 216.8 pounds of BOD,-/day and 260.2 pounds of
SS/day.
Treated Excess Combined Sewer Flow
Alternatives that use the combined sewer collection system provide treat-
ment of excess combined sewer flow produced during wet-weather periods prior
to discharge to the Vermilion River. It was estimated using the Needs Esti-
mation Model for Urban Runoff (Section 4.2.3.3.) that the excess flow reaching
the end of the collection system during a typical 10-year storm would dis-
charge 1,673 pounds of BOD,-/day to the Vermilion River after primary treat-
ment. If the excess combined sewer flow were stored for 2.1 days (the 10-year
mean number of days between storms) and then treated, the BOD- load to the
Vermilion River would be 794.3 pounds/day. Both of these BODj. loads were
estimated assuming that 4,289 pounds of BOD would enter the combined sewer
system during a 10-year storm, that approximately 35% of the wet-weather flow
in the collection system (12.3 mgd X 0.35 = 4.3 mgd) would be discharged to
the mines, and that primary treatment would have a 40% BOD,, removal effi-
ciency. The BOD,, concentration of the treated excess flow would be 25 mg/1
for both of the treatment options. Wasteloads discharged would not be any
larger if sewers were extended, because I/I into the new sewers would be
insignificant.
Discharges to the Mines
Treated Effluent
Alternatives that utilize the existing secondary level of treatment
include continuous discharge of treated effluent to the mines for additional
treatment. No ammonia-nitrogen control or disinfection is provided. The
effluent would have BOD,, and SS concentrations of 20 mg/1 and 25 mg/1, respec-
tively, regardless of the treatment plant capacity. The existing 2.0 mgd
plant would discharge 333.6 pounds of BOD^/day and 417 pounds of SS/day to the
mines. The 2.6 mgd plant would discharge 433.7 pounds of BOD /day and 542.1
pounds of SS/day.
During dry-weather periods when the mines, would have to be recharged to
maintain water levels, all alternatives that normally include effluent dis-
charge to the Vermilion River would provide discharge of treated effluent to
the mines. The effluent discharged to the mines would have the same concen-
trations as the effluent discharged to the Vermilion River. Loads to the
mines would depend on the required frequency and rate of recharge.
Treated Excess Combined Sewer Flow
One group of alternatives that uses the combined sewer system includes
storage and discharge of excess combined sewer flow to the mines. Assuming
that excess flow would contain 2,788 pounds of BOD /day (without primary
treatment; 4,289 Ibs X 0.65) during a 10-year storm ana that storage would be
for 2.1 days, excess flow would contribute 1,328 pounds of BOD /day.
5-7
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Combined Sewer Overflows
Approximately 35% of the wet-weather flow collected in the combined sewer
system would overflow to the mines. During a 10-year storm, an estimated
1,501 pounds of BOD /day would enter the mines.
Stormwater
New storm sewers in the presently sewered area would discharge stormwater
to the mines. Based on the EPA model (US-EPA 1977c), approximately 1,042
pounds of BOD would enter these storm sewers during a 10-year storm. As-
suming that 50% of the stormwater runoff would be discharged to the mines,
approximately 521 pounds of BOD_ would enter the mines.
Domestic Discharges
For those alternatives that do not include sewer extensions, residences
in presently unsewered areas (Figure 4-1) would contribute 1,489 pounds of
BOD,-/day to the mines. This loading was estimated assuming that approximately
8,7oO residents are not in the presently sewered area (Section 3.3.2.) and
that 0.17 pounds of BOD are discharged per capita per day (Section 3.4.).
Summary of Pollutant Loads
Estimated BOD loads that would be discharged to underground mines and
surface waters in the Streator FPA during a 10-year storm are listed in Table
5-2 for each alternative. Wasteloads to surface waters would be largest for
alternatives that include the treatment and discharge of excess combined sewer
flow without storage. Alternatives that include sewer separation and contin-
uous effluent recharge would involve no direct discharges to surface waters.
Alternatives that include continuous effluent recharge and recharge of excess
combined sewer flow also would have no discharges to surface waters. All
alternatives that include intermittent effluent recharge to the mines would
eliminate discharges to surface waters during dry-weather periods.
Wasteloads to underground mines would be largest for alternatives that
include discharge of excess combined sewer flows to the mines and no expansion
of the sewer service area. Wasteloads to mines would be smallest for those
alternatives that include sewer separation and stream discharge.
Industrial wasteloads to the mines were not predicted for alternatives.
Some process water, cooling water, and sanitary wastes currently are dis-
charged to the mines (Section 3.3.1.). The quality of most of these indus-
trial wastewaters is unknown. IEPA may determine that present industrial
wastewater disposal practices should not continue (Section 4.2.3.1.).
5.3.1.2. Quantity and Quality of Mine Leachates
The quantity and quality of mine leachates that discharge to surface
waters in the Streator FPA depend to a large extent on the flows and waste-
loads discharged to the mines. The mined-out areas under Streator, however,
are extensive, and the volumes of minewater are large (Appendix B) . The
5-5
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Table 5-2. BOD_ wasteloads that would be discharged to surface waters and
underground mines during a 10-year storm for each alternative.
loads presently discharged to the mines from industries
are not included. BOD^ loads in stormwater runoff and mine
leachates that would discharge to surface waters similarly are
not included.
Wasteloads (Ibs/day)
Discharges to Discharges to
Alternatives Surface Waters the Mines Total
la
Ib
Ic
Id
le
If
ig
Ih
li
2a
2b
2c
2d
2e
2f
2g
2h
2i
3a
3b
3c
3d
3e
3f
3g
3h
3i
4a
4b
4c
4d
4e
4f
4g
4h
4i
1
1
1
1
1
1
1
1
1
1
86
66
66
216
166
166
-
-
-
,759
,739
,739
,889
,839
,839
,673
,673
,673
883
863
863
,013
963
963
796
796
796
86
66
66
216
166
166
-
-
-
.7
.7
.7
.8
.8
.8
.7
.7
.7
.8
.8
.8
.2
.2
.2
.3
.3
.3
.5
.5
.5
,7
.7
.7
.8
.8
.8
2
2
1
2
3
2
2
3
2
1
3
1
2
3
2
2
'3
2
1
3
1
2
4
2
2
4
2
3
4
3
521
,010
521
521
,010
521
433.
,822.
333.
,022
,511
,022
,022
,511
,022
,934.
,323.
,834.
,022
,511
,022
,022
,511
,022
,934.
,323.
,834.
,829
,318
,829
,829
,318
,829
,262.
,651.
,162.
7
6
6
7
6
6
7
6
6
7
6
6
2
2
1
3
5
3
3
5
3
3
4
3
2
4
2
3
4
2
2
4
2
2
4
2
3
4
2
3
4
3
607
,076
587
737
,176
687
433
,822
333
,781
,250
,761
,911
,350
,861
,607
,996
,507
,905
,374
,885
,035
,474
,985
,731
,120
,631
,915
,384
,895
,045
,484
,995
,262
,651
,162
.7
.7
.7
.8
.8
.8
.7
.6
.6
.7
.7
.7
.8
.8
.8
.7
.6
.6
.2
.2
.2
.3
.3
.3
.2
.1
.1
.7
.7
.7
.8
.8
.8
.7
.6
.6
5-9
-------
specific hydraulics of minewaters and processes in the mines that affect
leachate quality largely are unknown. In addition, leachates have not been
monitored over a period of time sufficient to characterize leachate quality
and flow during dry-weather and wet-weather periods. Available data (Appendix
D) only represent conditions existing during field investigations by WAPORA on
7 September, 3 October, and 19 December 1977. More detailed investigation.",
are required to characterize both average and extreme conditions.
Leachate flows and possibly the number of leachate sites may vary ac-
cording to the amount of inflow to the mines associated with the different
alternatives. Leachate flows during dry-weather periods should be similar for
all alternatives, because recharge would consist only of treated effluent.
Alternatives that rely more heavily on mine discharges during wet-weather
periods may result in larger leachate flows.
Because alternatives would reduce pollutant loads to the mines, all
alternatives should improve the quality of mine leachates. The process,
however, would take a long time. Alternatives that involve smaller discharges
of pollutant loads to the mines (Section 5.3.1.1.) may cause leachate quality
to improve at a faster rate. It is expected that all alternatives that in-
clude upgraded treatment would reduce ammonia-nitrogen concentrations in mine
leachates, which presently are considered high (Appendix D).
5.3.1.3. Non-point Source Pollutant Loads Generated by Construction Activ-
ities
Construction activities can contribute significant pollutant loads to
surface waters. The major non-point source pollutant is sediment. Other
pollutants include organic matter, plant nutrients, and pesticides. Impacts
from siltation and sedimentation, however, should be of short-term duration.
Water quality and riverbed characteristics would revert quickly to present
conditions.
Collection system options and mine recharge options could have adverse
impacts because they involve construction over large areas. Work along pres-
ent interceptor routes adjacent to Prairie Creek and Coal Run could result in
significant sediment runoff. Alternatives that have the most potential for
sediment-related impacts include sewer separation. They would require ex-
tensive construction activities throughout the present service area.
Upgrading and/or expansion of the treatment plant and construction of
storage facilities for excess combined sewer flows also could increase sedi-
ment loads to surface waters. Because the topography at the plant site is
flat, the potential for significant siltation and sedimentation can be mini-
mized by conventional control measures.
5.3.1.4. Aquatic Biota
All alternatives developed for the Streator FPA would reduce wasteloads
discharged to surface waters and, therefore, would improve water quality.
Improvements could be most significant in Prairie Creek and Coal Run where
combined sewer overflows and untreated sewage from deteriorated sewer lines no
longer would be discharged. Based on an IEPA survey of benthic macroinverte-
brates, the Vermilion River in the Streator FPA is classified as "semi-
polluted or unbalanced" (Section 2.3.1.4.). Whether this status could be
5-10
-------
changed by wastewater management alternatives can not be determined. Alterna-
tives that would result in smaller discharges of pollutant loads would have a
greater potential to affect positively the aquatic biota.
Localized and short-term impacts on the aquatic biota could result from
increased sediment loads caused by construction activities. Short-term im-
pacts could be most significant along Prairie Creek and Coal Run where much
construction would occur. Most fish and mobile macroinvertebrates would avoid
the areas of in-stream disturbance. Sedimentation, however, would bury and
suffocate macroinvertebrates and other organisms that have limited mobility.
In general, siltation and sedimentation can degrade or destroy habitats and
can be responsible for reduced species diversity.
Adverse impacts to the aquatic biota may result from alternatives that
include chlorination prior to stream discharge. Presently, the effluent from
the existing treatment plant is not chlorinated. Tsai (1973) documented the
reduced occurrence of fish and macroinvertebrates downstream from plants
discharging chlorinated sewage effluent. No fish were found in water with a
chlorine residual greater that 0.37 mg/1, and the species diversity index
reached zero at 0.25 mg/1. A 50% reduction in the species diversity index
occurred at 0.10 mg/1. Arthur (1972) reported that concentrations of chlorine
residual lethal to various species of warm water fish range from 0.09 to 0.30
mg/1. Many wastewater treatment plants have effluents with chlorine residual
concentrations of 0.5 to 2.0 mg/1. A study of 20 plants in Illinois showed
that effluent concentrations ranged from 0.98 to 5.17 mg/1 (Snoeyink and
Markus 1974). Those alternatives that include chlorination will require
especially careful operation and routine monitoring to ensure that concentra-
tions of chlorine residual do not exceed 0.09 mg/1.
5.3.1.5. Water Uses
Improved water quality resulting from reduced wasteioads to the Vermilion
River may cause recreational use of ,the river segment downstream from the
wastewater treatment plant and Prairie Creek to increase. The recreational
activity that might benefit the most (is fishing if the species diversity and
population sizes increase. The knowledge that the water quality of the river
is improved also might result in more canoeing and swimming. Those alter-
natives that would result in the most significant quality improvements would
have the greatest effect on recreational uses. The alternatives would not
affect the other uses of surface waters in the Streator FPA (Section
2.3.1.2.).
5.3.2. Groundwater
The groundwater quality of underlying aquifers is dependent on both the
renovation of minewaters and the vertical leakages through the relatively
impermeable clay and shale layers in the Pennsylvanian strata (Section
3.3.3.). Recharging the mines with treated wastewater would not be expected
to have any immediate effects on minewater quality due to the slow movement of
water. A gradual improvement of the minewater quality, however, may occur.
Impacts on the quality of groundwater resources would be negligible due to the
slow renovation of minewaters and the low rate of leakage to usable ground-
water sources. Any impact on groundwater quality would be similar for each of
the alternatives.
5-11
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5.4. Cultural Resources
5.4.1. Archaeological Resources
No known or documented archaeological sites exist in the presently sew--
ered area or adjacent areas that may receive sewer service. The files of the
Illinois Historic Sites Division, however, indicate two unidentified archaeo-
logical sites in the Streator service area (By letter, Ms. Anne Manuell,
Illinois Department of Conservation, Historic Sites Division, to Mr. George
Bartnik, WAPORA, Inc., 21 December 1977). No information is available con-
cerning the occupation period(s) of these sites. The first site is situated.
along Prairie Creek north of Bluff Street and east of Kelly Street. The
second site is situated north of the Vermilion River in the vicinity of Barr
Street. A survey would be necessary to determine the exact locations of these
sites and if they would be impacted by construction activities.
5.4.2. Cultural, Historic, and Architectural Resources
Eight sites in the Streator FPA have been documented by the Illinois
Historic Sites Survey as having cultural, historic, or architectural signif-
icance (Section 2.4.2.). Another site, the Baker House, is listed on the
National Register of Historic Places. In addition, a windshield/on-foot
survey located two sites that potentially are eligible for nomination to the
National Register of Historic Places. None of these sites would be impacted
directly by any of the proposed alternatives, because construction activities
would be limited to street corridors.
Construction activities, however, could involve disturbance of up to 7.0
miles of brick streets. The majority of brick streets are aggregated in four
areas:
• An area roughly bounded by Monroe Street to the east, Van Buren
Street to the west, Sumner Street to the north, and La Rue
Street to the south
• An area rougly bounded by Park Street to the west, Illinois
Street to the east, Bridge Street to the north, and Spring
Street to the south
• An area roughly bounded by La Salle and Washington Streets to
the north, 12th Street to the south, Bloomington Street to
the east, and Coal Run to the west
• A 1.0-mile stretch of Main Street from Bloomington Street on
the west to Otter Creek Road on the east.
The brick streets are not historically significant, but they are aesthetic
reminders of the city's past. There is local interest in Streator concerning
preservation of the remaining brick streets.
Certain areas of the city may possess cultural resources of sufficient
significance to warrant establishment of historic districts. These areas are:
Old Unionville, Broadway Street, Main Street, and an area roughly corre-
sponding to the third brick street area listed above. In these areas, the
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brick streets would function as an integral facet of the potential district's
integrity. An in-depth survey would be needed to ascertain the feasibility of
establishing historic districts.
5.4.3. Coordination with the State Historic Preservation Officer
Consultation and coordination with the State Historic Preservation Offi-
cer (SHPO) concerning cultural resources is mandatory. This coordination
should occur as detailed plans for construction of the collection system and
the recharge system are developed.
5.5. Socioeconomic Characteristics
5.5.1. Construction Impacts
All alternatives would require some excavation of streets in the City of
Streator. The construction activities would disrupt temporarily normal traf-
fic patterns and could increase local travel costs. Road detours also would
disrupt business and shopping patterns temporarily, possibly adversely af-
fecting those businesses in close proximity to construction sites and bene-
fiting those along the detour routes. Those alternatives that include sewer
separation, installation of storm sewers, and extension of sewers to presently
unsewered areas would have a more extensive and longer excavation phase than
other alternatives that do not include these component options. Local econom-
ic losses related to construction, however, would be short-term and could be
offset by economic gains generated by the construction labor force spending in
Streator. In general, no significant net loss in City sales tax receipts is
expected.
Construction requirements would include building materials, sewer pipes,
and equipment. Streator was a major producer of clay products and still
produces bricks as well as concrete blocks. Successful bidding for some of
the building materials by local producers could stimulate temporarily the
City's economy. The impacts of this stimulus, however, would be small.
1 5.5.2. Employment Impacts
5.5.2.1. Construction
The construction requirements for wastewater facilities in Streator would
draw on the contract construction labor force that currently exists in La
Salle and Livingston Counties. It is estimated that the construction of
facilities for the lowest capital cost alternative (4h) would require approxi-
mately 400 workers over a 1.0-year period. Approximately 470 workers would be
needed over a 2.0-year period for the highest capital cost alternative (la).
These figures assume that about half of the estimated gross capital costs for
each alternative would be for labor and that the cost per year per worker for
pay, fringe benefits, and labor overhead would total $20,000.
The contract construction employment in La Salle and Livingston Counties
for 1975 and the projected employment for 1980 and 1985 are as follows (Lang-
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ford 1977):
Estimated number of persons employed per year
County 1975 1980 1985
La Salle 3,489 3,455 3,245
Livingston 786 851 _ 896
Total 4,275 4,306 4,141
The labor required for construction of the lowest and highest cost alterna-
tives represents only 9% and 11% of the 1975 contract construction labor force
(4,275 as shown above), respectively. The construction force, therfore,
probably would not need to expand to construct wastewater facilities, and
thus, there would be no new significant employment to stimulate the local
economy.
5.5.2.2. Operation and Maintenance
Additional income from O&M employment would not affect city businesses.
The estimated average annual O&M costs for the various alternatives (Table
4-3) range from $140,500 (Alternative 2h) to $424,000 (Alternative la).
Assuming that one-third of the O&M costs would be used for labor and that the
annual gross labor cost per employee would be $15,000, Alternatives 2h and la
would require 3 and 9 employees, respectively. Because there are currently
two O&M employees, between 1 and 7 new employees would be necessary. Even if
the facilities created additional jobs for 7 people, there would not be enough
additional income generated to stimulate the local economy.
5.5.3. Project Benefits
All of the alternatives developed for the Streator FPA would improve
substantially the city's sewer system and would reduce pollutant loads dis-
charged to surface waters. The water quality of the Vermilion River would
improve, especially during low-flow conditions. This improvement could in-
crease the recreational use of the river and adjacent lands. Improved collec-
tion of storm and wastewaters could reduce local flooding of yards and base-
ments. These improvements would tend to increase property values and make
Streator generally more attractive. Any financial benefits resulting from
improvements, however, are expected to be minimal when compared to the cost of
even the lowest cost alternative. The community's ability to fund any of the
alternatives would not be improved.
Because all alternatives eliminate some discharges to the mines, they all
include a mine recharge system. The intent of the recharge system is to
maintain water levels in the mines. The potential for subsidence would not
change, therefore, providing a recharge system would not result in any new
benefits.
5.5.4. Costs
5.5.4.1. Local Costs
Total estimated costs for wastewater collection and treatment facilities
are presented in Appendix G and are summarized in Table 4-3 (Section 4.4.).
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Seventy-five percent of the total capital cost eligible for funding under the
Construction Grants Program would be funded by Federal and/or State
government. Twenty-five percent of the total capital cost and 100% of the
operation and maintenance (O&M) costs would be funded locally by an
undetermined combination of municipal bonds, new sewer connection fees, and/or
user charges. Alternatives 2h and la have the lowest and highest O&M costs,
respectively, and represent the lowest and highest local cost alternatives.
The average annual equivalent cost over a 20-year period would be $531,000 for
Alternative 2h and would be $1,286,600 for Alternative la (Table 5-3). The
annual local costs would depend on the actual interest rate paid on bonds.
The current interest rates for municipal bonds range from about 5% to 7%.
In addition to the local costs for alternative wastewater management
programs, there is an annual cost to retire the remaining debt on the existing
facilities. The debt was $300,000 at the end of fiscal year 1978. If the
debt were paid off over the next twenty years, the annual cost would be
$15,000.
5.5.4.2. Per Capita Costs
The per capita costs of alternatives would depend on the size of the
population served. The annual per capita costs over a 20-year period would be
$42 for Alternative 2h and would be $61 for Alternative la. Alternative 2h
does not provide service for presently unsewered areas, and therefore, per
capita costs are based on the population currently being served (12,700).
Alternative la provides a separate collection system for both presently
sewered and unsewered areas. The per capita costs for this alternative are
based on 1970 population statistics for Streator, Streator West, Streator
East, and South Streator (21,206 persons, Section 2.5.1.).
5.5.4.3. Per Capita Income
The 1978 constant dollar per capita income was estimated to be $5,500 for
the presently sewered areas and $5,800 for the combined sewered and unsewered
areas. These figures are based on the average estimated 1972 constant dollar
per capita income for 1970, 1975, and 1980 in the five townships in the Strea-
tor FPA (Langford 1977). The estimated 1972 per capita income was adjusted to
1978 dollars by using the average annual increase in the Consumer Price Index
(6.5% from 1972 to 1977) over the 6-year period from 1972 to 1978. The
average annual equivalent cost per capita would be 0.76% and 1.05% of the
estimated per capita income for Alternatives 2h and la, respectively.
5.5.4.4. Allocation of the Average Annual Equivalent Cost
Costs for the existing wastewater collection and treatment facilities at
Streator are being paid for by sewer rental billings (user charges) and gen-
eral revenue funds. During fiscal year 1977, 80% of the sewer rental billings
were allocated to residential customers, 12% to industrial customers, and 8%
to commercial customers. Assuming that the allocation of the total average
annual equivalent cost were similar to the allocation of sewer billings,
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Table 5-3. Local costs for Alternatives 2h and la over a 20-year period
($ X 1,000) .
Alternative 2h
Present Worth
Capital Cost 4,258.8
O&M Cost 1,532.9
Total 5,791.7
Average Annual Equivalent
Capital Cost 390.5
O&M Cost 140.5
Total 531.0
Alternative la
Present Worth
Capital Cost 9,407.2
O&M Cost 4,625.8
Total 14,033.0
Average Annual Equivalent
Capital Cost 862.6
O&M Cost 424.0
Total 1,286.6
Note: The local, total present worth is determined by adding 25% of the
total capital cost to the present worth of the O&M cost over the
20-year analysis period. The present worth of salvage is not
deducted because the local share of the total capital cost must be
financed. The present worth of O&M is determined by multiplying
the non-uniform series factor (10.91) by the average annual O&M cost.
The average annual equivalent capital cost is determined by multi-
plying the capital recovery factor (0.0917) by the present worth of
the capital cost. In all calculations, an interest rate of 6.625%
was used.
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the annual costs to the different customers for the lowest and highest O&M
cost alternatives (Table 4-3) would be as follows:
Alternative 2h Alternative la
Residential $424,800 $1,029,280
Industrial 63,720 154,372
Commercial 42,480 102,928
There are an estimated 4,235 households in the presently sewered area
and a total of 7,069 households in the combined sewered and unsewered areas.
The annual cost per household therefore, would be $100 for the lowest O&M cost
alternative and $146 for the highest O&M cost alternative.
If a certain percentage of the average annual equivalent cost were paid
for by general revenue funds, additional funds would be necessary. Presently,
40% of the costs are covered by general funds. These could be provided by
raising property taxes. The increase in property taxes would be larger for
higher valued land than lower valued land. User charges, on the other hand,
would tend to be based on hookups or water use.
5.6. Financial Condition
5.6.1. Debt Financing
All of the wastewater management alternatives would require capital
financing. At the end of fiscal year 1977, the City of Streator had insignif-
icant liquid assets and, thus, would have had to issue bonds for the entire
present worth of the local capital cost of the chosen alternative. This
assumes that O&M costs would be offset by user charges, connection fees,
and/or general funds without Incurring debt.
Revenue bonds probably would be issued to finance the capital costs.
This type of financing would commit sewer system revenues toward debt payment.
Revenues would have to be sufficient to retire the debt within a given time
period. There are no State restrictions on revenue bonds or rate limitations
for debt payment. In addition, a referendum would not be required. This type
of financing currently is being used to finance the existing debt on sewer
facilit ies.
5.6.2. Debt Criteria
The amount of debt a local government may incur safely depends on several
criteria, which include (Moak and Hillhouse 1975):
• The community's population dynamics and economic stability
• The community's financial management system
• The amount of debt overlapping governments incur
• The residents' willingness to support the debt.
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In general, Streator's economic base appears secure enough to incur some
debt. The population is stable, but there is no indication that population
will Increase (Section 2.5.3.)- Similarly, there is no indication that em-
ployment in Streator will increase. The major source of employment is manu-
facturing, and within this, one major industry, glass. Streator, therefore,
does not have a diversified economic base, and the long-term ability to sup-
port debt depends on the viability of one industry. The glass industry,
however, has a valuable resource base in the form of high quality sand, and Lt
appears that it will continue to be viable in the foreseeable future.
The City of Streator has been able to obtain the revenues necessary to
meet its debt obligations incurred to date. The amount of revenue require-
ments needed to meet commitments for any of the alternatives, however, will be
large compared to previous revenue requirements.
If sewer service were extended beyond the existing service area, commit-
ments from potential users to appropriate charges would be required. The City
would prefer to incorporate the potential sewer service extension areas. This
would solve the problem of securing charge commitments. Revenues, however,
could be assured by outside authorities, such as IEPA or the Illinois Depart-
ment of Public Health, requiring hookup to the sewer system. Such hookups
would require that appropriate payments be made for service.
There are no significant, long-term, overlapping government debts in the
area that would compete for general revenue funds. The debt on the high
school will be paid off in early 1979. The debt on the elementary school
includes a fire prevention bond issue that will be paid off in 1981 and a
building bond issue that will be paid off in 1984. Because the elementary
school debt will be retired in the near future, resources presently committed
to this debt will be available for sewer service debt payments.
Users of the wastewater facilities would not receive any significant
direct financial benefits from improvements. Improved facilities, however,
would enhance the environment and would tend to result in increased property
values. Residents might be more willing to support a debt issue if they
believed that their property values would go up as a result of system improve-
ments. No attempt has been made, however, to assess the impacts of alterna-
tives on property values.
5.6.3. Debt Ratios
In addition to qualitative criteria used to assess the financial feasi-
bility of incurring debt, there are standard debt ratios used by credit-rating
agencies, investment bankers, and large institutional investors. These quan-
titative measures generally are used to analyze full-faith and credit debt
limits. Full-faith and credit debts are financed by general obligation bonds
that are retired by tax revenues. Revenue bonds that would be issued for
improvements to wastewater facilities, on the other hand, would be retired by
revenues generated by the service (i.e., user charges and connection fees).
These revenue bonds for sewer service depend on the general economic resources
and health of the community and, thus, have the same base of support as gen-
eral obligation bonds. Therefore, quantitative criteria for general obli-
gation bonds are used in this analysis.
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The debt ratios used to evaluate financial feasibility of alternatives are:
• Net direct and overlapping tax-supported debt per capita
• Net direct and overlapping tax-supported debt to adjusted
assessed valuation of property
• Net direct tax-supported debt service to revenue (budget)
• Net direct and overlapping tax-supported debt to personal
income.
The net direct and overlapping tax-supported debt for this analysis is the
present worth of the capital cost plus the outstanding debt on the existing
facilities ($300,000). The present overlapping government debt on the ele-
mentary school is not included, because it will be retired very early in the
life of any implemented alternative. The debt service is the average annual
equivalent capital cost plus the debt service on the existing debt, which is
$15,000 when refinanced over a 20-year period. Estimates of population,
adjusted assessed valuation of property, revenue, and personal income used in
the debt analysis are as follows:
City of Existing Expanded
Streator Service Area Service Area
Population 15,600 12,700 21,206
Property Value
($ X 1,000) 166,179
Revenue
($ X 1,000) 3,024 not applicable not applicable
Personal Income
($ X 1,000) 85,800 69,850 122,995
Estimates of property value for the existing and expanded service areas could
not be determined because of insufficient information.
The debt ratios resulting from the lowest and highest O&M cost alterna-
tives were estimated for the City of Streator, the existing service area, and
the expanded service area (Table 5-4). Estimates indicate that the debt that
would be incurred if the lowest O&M cost alternative (2h) were chosen would be
financially feasible. The debt would not exceed the criteria for local govern-
ment debt (Table 5-5).
The highest O&M cost alternative does not appear financially feasible,
based on debt ratios. The debt per capita and the debt to personal income
would be high, and the criterion for debt service to revenue would be ex-
ceeded.
5.6.4. Comparative Debt Per Capita
The 1975 debt per capita estimates for 20 cities in the North Central
Illinois Region are presented in Table 5-6. The total debt per capita for
Streator was $25. This debt is very low compared to the debt per capita
estimates for most of the 19 other cities. The new debt per capita for Strea-
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Table 5-4. Debt ratios for Alternatives 2h and la.
City of Existing Expanded
Streator Service Area Service Area
Alternative 2h
Debt Per Capita $292 $359 NA
Debt to Property Value 2.7% NC NA
Debt Service to Revenue 13% NA NA
Debt to Personal Income 5.3% 6.5% NA
Alternative la
Debt Per Capita $622 NA $458
Debt to Property Value 5.8% NA NC
Debt Service to Revenue 29% NA NA
Debt to Personal Income 11% NA 7.9%
NA - not applicable
NC - not calculated due to insufficient information
Table 5-5. Criteria for local government full-faith and credit debt
analysis. (Adapted from Moak and Hillhouse 1975, and
Aronson and Schwartz 1975).
Debt Ratio Standard Upper Limit for Debt
Debt Per Capita
Low Income $ 500
Middle Income 1,500
High Income 5,000
Debt to Market Value of
Property 10% of current market value
Debt Service to Revenue 25% of the local government's
(or Budget) total budget
a
Debt to Personal Income 7%
Not an upper limit, but the national average in 1970.
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Table 5-6. Total outstanding debt per capita3 in 1975 for 20 cities in the
North Central Illinois Region (Illinois Department of Business
and Economic Development 1976).
City Outstanding Debt per Capita ($)
Princeton $1,134.50
Granville 448.90
Peru 380.20
East Peoria 339.30
Normal 238.00
Bloomington 196.70
Havana ' 166.80
Ottawa 164.00
La Salle 155.20
Morton 154.60
Eureka 135.70
Morris 129.50
Clinton 89.40
Pontiac 83.80
Piano 75.00
Peoria 54.60
Henry 46.00
Wyoming 33.60
Streator 25.00
Pekin 22.30
Equals the sum of general obligation bonds, revenue bonds, and other
forms of debt, divided by the 1970 municipal population-
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tor, however, would be considerably higher once an alternative is implemented.
This debt per capita will include the present worth of the capital cost and
the outstanding debt on the existing facilities (presented in Table 5-4 for
the lowest and highest O&M cost alternatives). If the lowest O&M cost alter-
native were chosen, the Streator debt per capita ($292) would rank fifth among
the 20 cities. The highest cost alternative would create a debt per capita
that would rank second ($622).
5.7. Public Health Considerations
Each wastewater management alternative developed for the Streator FPA has
a potential public health related risk. In general, the potential effects are
related to pathogenic organisms present in municipal wastewater and their
possible transmission to the public and to chemicals in the wastewater and the
possible contamination of water supplies. All of the alternatives, however,
have smaller potential risks than the possible risks associated with the
present wastewater management practices. All alternatives would eliminate the
discharge of untreated sewage from deteriorated sewer lines and combined sewer
overflows to surface waters. Alternatives also would eliminate direct dis-
charge of residential wasteflows to the mines in the presently sewered area.
Alternatives that include extension of sewer service would eliminate the
use of septic tank systems and residential wastewater discharges to the mines
in the presently unsewered areas. Use of septic tank systems frequently
results in contamination of soil, groundwater, and surface waters and con-
stitutes a public health hazard (Patterson and others 1971). Even if systems
are designed, installed, and maintained properly, soil absorption fields
eventually fail as the soils become clogged by chemical, physical, and bio-
logical processes. In the Streator FPA, many residences have septic tanks
without absorption fields that discharge to the mines. These systems cannot
be relied on to remove either fecal bacteria or significant amounts of dis-
solved organic material from the household sewage. In addition, only 15% to
30% of the BOD,, is removed by these septic tanks (Patterson and others 1971).
All of the treatment options included in the alternatives involve a
greater level of treatment than the present level and, therefore, reduce
public health related risks. All options include either chlorination of
treated wastewater before discharge to the Vermilion River or disposal of
treated wastewater into the mines without chlorination. Neither of these
practices are employed presently. Disinfection removes a significant number
of bacteria, although it does not remove all pathogenic organisms from the
effluent. Furthermore, chlorination of wastewater can result in the formation
of halogenated organic compounds that are suspected of being toxic to man
(US-EPA 1976b). Rapid mixing of the chlorine and design of contact chambers
to provide long contact times, however, can achieve the desired disinfection
and the minimum chlorine residual discharge (US-EPA 1977a).
Treated wastewater and excess combined sewer flows would not be disin-
fected prior to mine recharge. Processes that occur in the mines provide
significant treatment, including removal of large amounts of bacteria (Ap-
pendix D). Mine leachates that would result from alternatives using the
existing secondary treatment and continuous effluent recharge may contain
slightly higher fecal bacteria concentrations than leachates that would result
from alternatives using upgraded treatment and effluent recharge only during
dry-weather periods.
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A potential risk of all alternatives is the generation of pathogenic
aerosols at the wastewater treatment plant and their transmission to the
public (Section 5.1.1.2.). Alternatives that include a larger (2.6 mgd) plant
capacity and/or additional treatment processes may result in higher rates of
aerosolization than those alternatives with the 2.0 mgd plant capacity and the
existing secondary treatment. Alternatives that include the option to store
and then treat excess combined sewer flows also may have higher rates of
aerosolization than those alternatives that include the option to only treat
those flows. The concentrations of viable aerosols generated by any of the
alternatives and the possibility of disease transmission, however, are con-
sidered insignificant (Hickey and Reist 1975).
5.8. Aesthetic Impacts
Aesthetic considerations are related primarily to the location of the
collection, treatment, and disposal facilities and to the treatment processes.
Some aesthetic aspects such as odor, noise, and disruption are discussed in
other sections. This section considers the visual impacts of the wastewater
management alternatives.
All alternatives would involve construction activities that would create
short-term visual impacts. Construction at the plant site would be required
for upgrading and/or expansion of existing facilities and for additional
facilities to store and/or treat excess combined sewer flows. Impacts, how-
ever, would be minimal, because most of the site is visually isolated from
other land uses. Sewer separation and rehabilitation of the combined sewer
system would have impacts, but the present aesthetic conditions would be
restored after construction.
The locations of most above-ground facilities are identical for all
alternatives. Visual impacts, therefore, would be similar. Slightly larger
treatment facilities and adjacent facilities to store and/or treat excess
combined sewer flows would have no significant impact. Stations to monitor
water levels in the mines would be located throughout the service area for all
alternatives. These stations, however, would be small and their visual impact
would be minimal.
The water quality of mine leachates would improve over time, but iron
deposits and the hydrogen sulfide odors may remain essentially the same.
Aesthetically, the leachate discharges may continue to be unsightly and malo-
dorous.
5.9. Secondary Impacts
The population of the Streator FPA is stable and is not limited by the
availability of wastewater collection and treatment facilities (Section
2.5.3.). Wastewater management alternatives would not determine the extent
and location of future residential, commercial, or industrial development.
None of the alternatives, therefore, would have any significant secondary
environmental or socioeconomlc Impacts. Air quality and water quality would
not be degraded by alternative program-related growth. Alternatives would not
affect the local economy. Any secondary impacts would be construction-related
and, thus, minimal and short-term.
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Some development may be directed away from the central business district
to presently unsewered areas if sewers were extended, but it would not be
significant. If sewers were extended, property values in presently unsewered
areas would tend to increase, and residents might spend some income on home
improvements. The spending, however, would not stimulate the local economy
significantly.
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6.0. THE PROPOSED ACTION
The alternative that was selected as the most cost-effective wastewater
management plan for the Streator FPA is Alternative 2e (Table 4-2). This
alternative would achieve the environmental objectives and would be finan-
cially feasible. The collection system consists of a rehabilitated combined
sewer system. Wastewater treatment includes upgraded secondary treatment at
the existing 2.0 mgd treatment plant. Excess combined sewer flows (flows not
discharged to the mines or treated at the plant) would receive primary treat-
ment and chlorination prior to discharge to the Vermilion River at the exist-
ing outfall. The mines beneath Streator would be recharged with effluent from
the treatment plant during dry-weather periods. During wet-weather periods,
the mines would be recharged with overflows from the combined sewer system and
with stormwater from new storm sewers in the presently sewered area. The
estimated total capital cost for Alternative 2e is $21,932,800. The annual
operation and maintenance (O&M) cost is approximately $266,500.
6.1. The Selection of Component Options
The selection of component options that comprise the most cost-effective
alternative involved the consideration of effectiveness in eliminating envi-
ronmental problems and in complying with discharge requirements; costs, in-
cluding the local share of the capital cost and the O&M cost; land require-
ments and extent of construction disruption; and public acceptability. The
selection process also involved coordination between US-EPA and State agen-
cies, such as IEPA, the Illinois Department of Public Health, and the Illinois
Department of Mines and Minerals (Section 4.2.).
The discussion below will present in summary form the rationale used to
select the component options that appear most cost-effective at this point in
the planning process. A matrix comparing the major impacts of system alterna-
tives on the different environmental components was not developed. A matrix
for thirty-six alternatives could not provide practically a summary of impacts
for comparison and selection of the most cost-effective alternative. In
addition, impacts of alternatives on some environmental components can not be
quantified until additional studies are conducted (see Chapter 7), and differ-
ences between some impacts are insignificant. Often the only major differ-
ences are construction and/or O&M costs.
6.1.1. Collection System
The proposed action includes the continued use of the existing collection
system as a combined sewer system. The three major interceptors (Prairie
Creek, Kent Street, and Coal Run) would be replaced and other segments of the
system would be rehabilitated (Section 4.2.2.2.). The extent of rehabili
tation would depend on the findings of a recommended sewer system evaluation
survey. The total capital cost of this component option would be $14,473,428
and the annual O&M cost would be $10,300.
This option would meet several objectives. The new interceptors and the
rehabilitation would reduce significantly I/I at the treatment plant and would
eliminate discharges of raw sewage to surface waters from cracked and broken
sewers (Section 3.1.). The interceptors would be sized to eliminate combined
sewer overflows to surface waters. Some combined sewer flows would continue
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to discharge to the mines (Section 4.2.2.2.)- These discharges would help
maintain water levels in the mines during wet-weather periods and would de-
crease the needed capacity (size) of the new interceptors. It is expected
that the State will allow the discharge of combined sewer flows to the mines
(By letter, Mr. Roger A. Kanverva, IEPA, to Mr. Charles Sutfin, US-EPA, Region
V, 18 July 1978).
Sewer separation is considerably more expensive than the preferred option
and would cause significant construction-related impacts (Section 5.O.). The
installation of sanitary sewers in the presently sewered area would be
$4,280,800 more costly than the rehabilitation of the existing system. The
annual O&M cost would be $21,000 higher.
Sewer extensions were not included in this component option. Additional
facilities planning will be required to determine how to cost-effectively
dispose of domestic sewage in the presently unsewered areas (Section
4.2.2.3.). Extension of sewers would cost approximately $10,391,600, and the
annual O&M cost would be about $9,600 (see Alternative 2f, Table 4-3 and
Appendix G).
6.1.2. Wastewater Treatment
6.1.2.1. Treatment Plant Design Capacity
The proposed action includes use of the 2.0 mgd design capacity at the
existing plant for average daily dry-weather flows. This capacity would
accommodate present domestic and industrial flows (1.121 mgd), additional
flows from presently unsewered areas (0.53 mgd), and industrial sanitary
wastes presently discharged to the mines (0.029 mgd; Section 4.2.3.1.). It is
assumed that the State will not allow untreated sanitary wastes to be dis-
charged to the mines (By letter, Mr. Roger A. Kanverva, IEPA, to Mr. Charles
Sutfin, US-EPA, Region V, 18 July 1978). These flows, unlike combined sewer
flows, are not diluted by stormwater.
The use of the 2.0 mgd capacity plant assumes that the present discharge
of industrial cooling and process waters to the mines will be allowed to
continue by State agencies once NPDES permits are issued (By letter, Mr. Roger
A. Kanverva, IEPA, to Mr. Charles Sutfin, US-EPA, Region V, 18 July 1978)
The existing plant capacity, however, would have to be expanded to 2.6 mgd if
sewer extensions were determined to be cost—effective, and if much of the
process water were considered unsuitable for mine discharge and if industries
did not choose to treat their process water prior to discharge to the mines.
If all industrial process water presently discharged to the mines (0.739 mgd)
were conveyed to the treatment plant and if- sewer service were not extended,
the existing plant capacity (2.0 mgd) would be sufficient.
The expansion of the capacity of the treatment plant would cause minimal
construction-related impacts but would increase costs significantly. Expan-
sion of the treatment plant, which would provide upgraded secondary treatment,
would increase the total capital cost of the proposed alternative by $767,460
and the annual O&M cost by $3,100. The extension of sewers would increase the
total capital cost and the annual O&M cost by $11,159,100 and $12,700,
respectively (these costs are for sewers only; see Alternative 2d, Table 4—3
and Appendix G).
6-2
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6.1.2.2. Level of Treatment
Alternative 2e (the preferred alternative) includes upgraded secondary
treatment, which consists of the existing secondary treatment plus nitrifi-
cation and disinfection (Section 4.2.3.2.)- This level of treatment should
produce an effluent that meets the less stringent effluent requirements for
stream discharge under a possible "Pfeffer exemption" (10 mg/1 BOD,-, 12 mg/1
suspended solids, 1.5 mg/1 ammonia-nitrogen, and fecal coliform counts not
larger than 200 per 100 milliliters; Section 3.4.).
It is assumed in Alternative 2e that the "Pfeffer exemption" will be
granted (By letter, Mr. Roger A. Kanverva, IEPA, to Charles Sutfin, US-EPA,
Region V, 18 July 1978). There are generally no BOD/SS-related water quality
problems in the Vermilion River (Section 2.3.1.3.) and discharges of effluent
containing 10 mg/1 BOD and 12 mg/1 SS are not expected to cause a violation
of any applicable water quality standard. A higher level of treatment, there-
fore, is not necessary if upgraded secondary treatment results in an effluent
that can meet the requirements of the "Pfeffer exemption."
The quality of the treated effluent, however, depends not only on the
level of treatment but also is contingent on the quality of the influent.
Because the existing combined sewer system will be used, there still will be
infiltration/inflow (I/I) to the system following rehabilitation. The waste-
waters conveyed to the treatment plant will continue to be diluted. Thus, the
amount of I/I will affect the concentrations of constituents in the influent.
The necessary level of treatment will be determined by the extent of dilution
(Section 4.2.3.2.). After the collection system is rehabilitated, influent
concentrations will have to be determined.
If the amount of I/I were small, the concentrations of BOD and SS in the
influent may be sufficiently high so that upgraded secondary treatment would
not remove sufficient oxygen demanding substances (BOD) and SS to meet the
effluent requirements with a "Pfeffer exemption." If this were the case, a
higher degree of treatment would be necessary. Tertiary treatment without
chemical coagulation could produce the necessary quality effluent. This level
of treatment would increase the total capital cost of the recommended alter-
native by $747,000 and the annual O&M cost by $37,400 (see Alternative 2b,
Table 4-3 and Appendix G) . Full tertiary treatment would not be necessary if
a combined sewer system were used.
The influent, however, may be sufficiently dilute so that the existing
secondary treatment, with the addition of a chlorination process, would meet
effluent requirements with a "Pfeffer exemption." If only chlorination facil-
ities were added to the existing facilities, the total capital cost of the
recommended alternative would be reduced by $532,260 and the annual O&M costs
would be reduced by $2,600.
Existing secondary treatment and continuous effluent recharge to the
mines for additional treatment would not be permitted by IEPA if the effluent
did not meet requirements for stream discharge (By letter, Mr. Roger A. Kan-
verva, IEPA, to Mr. Charles Sutfin, US-EPA, Region V, 18 July 1978). IEPA
believes that discharges to the mines should be provided a level of treatment
comparable to that required for discharge to surface waters. In the agency's
opinion, the waters in the abandoned mines are "waters of the State," and the
point-source discharges to them should be treated accordingly.
6-3
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6.1.2.3. Treatment of Excess Combined Sewer Flows
Alternative 2e includes primary treatment and chlorination of excess
combined sewer flows. This option to control excess combined sewer flows is
acceptable to the State, as it provides for the elimination of combined sewer
overflows to surface waters and provides for compliance with current regu-
lations of the Illinois Pollution Control Board (By letter, Mr. Roger A.
Kanverva, IEPA, to Mr. Charles Sutfin, US-EPA, Region V, 18 July 1978). The
option to store excess combined sewer flows and then recharge the mines with
these flows would not be acceptable to the State. Discharges to the mines
would have to meet the same requirements as for stream discharge.
Storage of excess flows (12.3 nigd), followed by primary treatment and
chlorination at a slower rate (4.8 mgd) also would be acceptable to the State
(By letter, Mr. Roger A. Kanverva, IEPA, to Mr. Charles Sutfin, US-EPA, Region
V, 18 July 1978). This option would decrease the total capital cost of the
recommended alternative by $349,900. This option, however, would increase the
annual O&M cost by $72,100. It also would require additional land for a
storage basin. A basin designed to accommodate 12.3 mgd would require 2.5
acres if the basin were 15 feet deep. An acceptable site for such a basin is
not readily available, especially a site that does not have a high potential
for subsidence.
6.1.3. Mine Recharge
The proposed action would provide for mine recharge via the combined
sewer system, storm sewers, and an effluent recharge system (Section 4.2.4.).
The recharge should be sufficient to maintain water levels in the mines and,
thus, minimize the potential for subsidence (Section 4.2.4.). During
wet-weather periods, combined flows would be discharged to the mines from drop
shafts located throughout the existing collection system. Additional storm-
water would be directed to the mines by storm sewers and drop shafts that
would be installed in the presently sewered area. During dry-weather periods,
treatment plant effluent would be pumped to the mines via a recharge system
that would extend to both presently sewered and unsewered areas. Stations
recording water levels in the mines would be installed throughout the recharge
area and would be monitored continuously. Changing water levels would indi-
cate when the recharge system should be used or when recharge has been suffi-
cient.
6.2. Total and Local Costs
Alternative 2e has a total capital cost of $21,932,800 and an annual O&M
cost of $266,500 (based on January 19?8 price levels; see Appendix G). The
average annual equivalent cost over a 20-year period (with a 6.625% interest
rate) is $2,088,600. Of the 36 alternatives developed for the Streator FPA,
the total capital cost for this alternative ranks 29th, the annual O&M cost
ranks 21st, and the average annual equivalent cost ranks 30th (Table 4-3,
Section 4.4.).
The local costs of this alternative include 25% of the total capital cost
eligible for funding under the Construction Grants Program and 100% of the
annual O&M cost, plus the remaining debt on the existing facilities (Table
6-1). The mine recharge costs will be eligible for Federal and/or State
funding. The present debt is $300,000, which would increase the annual local
6-4
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cost of the alternative by $15,000 over a 20-year period. Local costs would
be funded by an undetermined combination of municipal bonds, new sewer
connection fees, and/or user charges.
The financial feasibility of the proposed action was evaluated by deter-
mining debt ratios on the debt that would be incurred to finance the local
share of the total capital cost (Table 6-2; see Section 5.6.3. for methodology
and debt criteria). Alternative 2e would be financially feasible. The debt
to personal income ratio in the presently sewered area (8.3%) would exceed the
1970 national average (7.0%), but no standard upper limit for debt would be
exceeded (Table 5-5). The debt per capita for the City of Streator would rank
fourth among the 20 cities In the North Central Ilinois Region.
6.3. Minimization of Adverse Impacts
Some adverse impacts would be associated with the proposed action. There
are, however, a variety of legal requirements and other measures that are
intended to minimize adverse impacts. To the extent that these measures are
applied, many adverse impacts could be reduced significantly or eliminated.
Potential measures to minimize impacts related to the construction and opera-
tion of the proposed wastewater facilities are discussed below.
6.3.1. Minimization of Construction Impacts
Construction activities could cause significant impacts. Impacts would
be associated primarily with the rehabilitation of the collection system,
including the replacement of the three major interceptors, the installation of
the effluent recharge system and the storm sewers, and the construction of
facilities to treat excess combined sewer flows. Adverse impacts, however,
can be controlled, and most should be of short duration. Plans and specifi-
cations must include mitigative measures as discussed in the following para-
graphs.
Fugitive dust at the various construction sites can be reduced through
various techniques. Construction sites, spoil piles, and unpaved access roads
can be wetted periodically to minimize dust. Spoil piles also can be covered
with matting, mulch, and other materials to reduce susceptibility to wind
erosion. Street sweeping at access sites would control loose dirt that could
be "tracked" onto roadways by construction equipment. Trucks hauling spoil
from excavation and trenching sites should have covers on their loads to
eliminate the escape of dust while in transit to disposal sites.
Proper maintenance of construction equipment would minimize emissions of
hydrocarbons and other fumes. Air pollution control devices also could be
used on stationary internal combustion engines.
Burning of construction-related wastes would be controlled by regulations
of the Illinois Pollution Control Board (1977). The rules allow burning of
landscape waste only at the place where the waste is generated; when atmos-
pheric dispersion conditions are favorable; if no visibility hazard is cre-
ated; and in sparsely populated areas.
A careful analysis will have to be conducted to select a site for facil-
lities to treat excess combined sewer flows. The facilities for primary
treatment must have a capacity for 12.3 mgd. Such facilities should not be
6-5
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Table 6-1. Local costs ($) of Alternative 2e for wastewater fa.cili.ti.es
at Streator, Illinois. A 20-year analysis, period was us,ed.
Costs
Present Worth
Capital Cost 5,483,200
O&M Cost 2^,907,515
Total 8,390,715
Average Annual Equivalent
Capital Cost 502,809
O&M Cost 266,500
Subtotal 769,309
Existing Annual Debt 15,000
Total 784,309
Note: See Table 5-3 for methodology used to calculate local costs.
Table 6-2. Debt ratios of Alternative 2e for wastewater facilities
at Streator, Illinois.
City of Existing
Streator Service Area
Debt Ratios
Debt Per Capita $371 $455
Debt to Property
Value 3.5% NC
Debt Service to
Revenue 17% NA
Debt to Personal
Income 6.7% 8.3%
NA - not applicable
NC - not calculated due to insufficient information
Note: See Section 5.6.3. for methodology used to determine debt ratios
and for debt criteria.
6-6
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located above an abandoned mine and/or in an area where there is a potential
for subsidence (Appendix B). These areas could not support such facilities.
There are areas near the treatment plant that are not undermined and, thus,
would be appropriate for a storage basin.
Measures also should be taken to minimize the potential for damage to new
interceptors, storm sewers, and the recharge system from possible future sub-
sidence. Where possible, routes should be changed to avoid areas that have a
high subsidence potential. Light weight pipes, flexible joints, and timber or
concrete supports could be provided where necessary. The facilities planners
will determine what would be necessary and appropriate during detailed plan-
ning.
Where land is disturbed and soils are exposed, measures must be taken to
minimize erosion. US-EPA's Program Requirements Memorandum 78-1 (1977b)
established requirements for the control of erosion and runoff from construc-
tion sites. Adherence to these requirements would minimize the potential for
problems to ,a large extent. The requirements include:
• Construction site selection should consider potential occurrence
of erosion and sediment losses
• The project plan and layout should be designed to fit the local
topography and soil conditions
• When appropriate, land grading and excavating should be kept
at a minimum to reduce the possibility of creating runoff and
erosion problems that require extensive control measures
• Whenever possible, topsoil should be removed and stockpiled
before grading begins
• Land exposure should be minimized in terms of area and time
• Exposed areas subject to erosion should be covered as quickly
as possible by means of mulching or vegetation
• Natural vegetation should be retained whenever feasible
• Appropriate structural or agronomic practices to control runoff
and sedimentation should be provided during and after construc-
tion
• Early completion of a stabilized drainage systems (temporary
and permanent systems) will reduce substantially erosion potential
• Access roadways should be paved or otherwise stabilized as soon
as feasible
• Clearing and grading should not be started until a firm con-
struction schedule is known and can be coordinated effectively
with the grading and clearing activities.
6-7
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The number of pipes crossing streams should be minimized to protect water
quality and aquatic biota. Where crossings are necessary, careful planning
could minimize adverse effects. Installation of pipes across streams should
be scheduled during low-flow conditions, usually during the late summer. Low
flows would transport: smaller sediment loads downstream. Some project area
waterways also are dry at that time of year. Potentially erodible bank-cuts
must be stabilized so that a storm event would not cause significant erosion.
Where significant stream flow would be encountered, temporary diversion chan-
nels with artificially stabilized banks or culverts should be used to minimize
the potential for erosion. Regardless, Section 10 (Rivers and Harbors Act of
1899) and/or Section 404 (PL92-500) permits would be required for all stream
crossings.
Disturbed land should be regraded, compacted, and revegetated immediately
after construction. Construction sites should be restored to their original
condition as closely as possible. Native vegetation should be used. Such
efforts would facilitate re-establishment of wildlife habitats.
The National Historic Preservation Act of 1966, Executive Order 11593,
the Archaeological and Historic Preservation Act of 1974, and the 1973 Proce-
dures of the Advisory Council on Historic Preservation require that care must
be taken early in the planning process to identify cultural resources and to
minimize adverse effects on them. US-EPA's final regulations for the prepara-
tion of EISs (40FR168L8) also specify that compliance with these regulations
is required when a Federally funded, licensed, or permitted project is under-
taken. Due to the lack of adequate information on existing archaeological
resources at some potential construction sites (along proposed routes for
storm sewers and the recharge system), a survey by professional archaeologists
would be necessary to identify potentially significant areas. In addition, it
may be necessary to provide archaeological expertise during construction in
critical areas to avoid destruction of archaeological resources. If not
already identified, project delays due to involvement with discovered archaeo-
logical sites would be costly. For this reason, adequate ground coverage
surveys during the planning period are advisable. Consultation with the State
Historic Preservation Officer (SHPO) should be undertaken by the City and its
facilities planners concerning cultural resources before the commitment of
capital for project construction.
Appropriate planning can control construction-related disruption in the
community. Announcements should be published in newspapers and broadcast
through other news media to alert drivers of temporary closings of primary
traffic routes during sewer rehabilitation and installation of storm sewers
and the recharge system. Traffic control may be needed at points where cer-
tain construction equipment would enter onto public streets from access areas.
Special care should be taken to minimize disruption of access to commercial
establishments and to frequently visited areas. Planning of routes for heavy
construction equipment should include consideration of surface load restric-
tions to prevent damage to streets and roadways.
6.3.2. Minimization of Operation Impacts
Impacts related to the operation of the proposed wastewater facilities
would be minimal if the facilities were designed, operated, and maintained
properly. Aerosols, gaseous emissions, odors, and noise from the various
6-8
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treatment processes can be controlled to a large extent. Above-ground pumps
would be enclosed and installed to minimize sound impacts. The effluent
discharged from the treatment plant will be regulated by the conditions of the
NPDES permit. The permit will specify the discharge quality (Section 4.3.)
and will require regular monitoring of the effluent. Periodic plant inspec-
tion will be conducted by IEPA. If the conditions of the permit are violated,
enforcement actions will be taken against the City of Streator to ensure
compliance. Special care will have to be taken to control chlorination and
effluent concentrations of chlorine residuals (Section 5.3.1.4.).
Federal Guidelines for Design, Operation, and Maintenance of Wastewater
Treatment Facilities (Federal Water Quality Administration 1970) require that:
All water pollution control facilities should be planned and de-
signed so as to provide for maximum reliability at all times. The
facilities should be capable of operating satisfactorily during
power failures, flooding, peak loads, equipment failure, and main-
tenance shutdowns.
The facilities planners for the City of Streator should consider the following
types of measures (if not implemented previously) to ensure system relia-
bility:
• Duplicate sources of electric power
• Standby power for essential plant elements
• Multiple units and equipment to provide maximum flexibility in
operation
• Replacement parts readily available
• Holding tanks or basins to provide for emergency storage of overflow
and adequate pump-back facilities
* Flexibility of piping and pumping facilities to permit rerouting
of flows under emergency conditions
• Provision for emergency storage or disposal of sludge
• Dual chlorination units
• Automatic alarm systems to warn of high water, power failure, or
equipment malfunction
• No treatment plant bypasses or upstream bypasses
• Design of interceptor to permit emergency storage without causing
back-ups
• Enforcement of pretreatment regulations to avoid industrial waste-
induced treatment upsets
• Flood-proofing of treatment plant
• Plant Operations and Maintenance Manual to have section on emergency
operation procedures
• Use of qualified plant operators.
Through the incorporation of these types of measures, the facilities would be
virtually "fail-safe," ensuring that effluent limitations would be met during
the system's entire design life.
Proper and regular maintenance of collection, treatment, and recharge
components is essential to maximize efficiency and to prevent adverse impacts.
Federal and State O&M guidelines and regulations should be followed. Special
care should be taken to maintain the combined sewers, the storm sewers, and
6-9
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the recharge system to ensure maximum mine recharge and, thus, to minimize the
potential for subsidence. Drop shafts, where possible, should be inspected
regularly so that they do not become blocked. If records from the mine re-
charge monitoring stations indicate that the amount of flow recharged to the
mines is decreasing, drop shafts may be becoming blocked, and additional drop
shafts may be necessary if the existing ones can not be kept open.
The provision for stations to record water levels in the mines and for
continuous monitoring is critical. When water levels begin to decline, the
effluent recharge system can be activated to minimize the potential for sub-
sidence. When water levels begin to increase above present levels, the system
can be deactivated to prevent overcharging and above-ground flooding. An
automatic alarm system can be installed to warn the treatment plant operator
when water levels are changing.
Industries discharging process and cooling waters to the mines would
require appropriate permits from State agencies (Section 4.2.3.1.). Treatment
prior to mine discharge may be considered necessary to minimize the potential
impact of leachates on the water quality of surface waters.
Domestic discharges to the mines would have to be eliminated in compli-
ance with the Private Sewage Disposal Licensing Act and Code of 1974 and other
State regulations. If extensions of sewers to presently unsewered areas were
not considered cost-effective, alternative on-site disposal systems would be
developed to sewer these areas.
6.4. Unavoidable Adverse Impacts
There is a general amount of disruption associated with the implemen-
tation of the proposed action that cannot be avoided. Construction activities
would create dusty and noisy conditions that would degrade the aesthetic
quality of affected areas. Traffic congestion may be created when sewers are
rehabilitated and when storm sewers and the effluent recharge system are
installed. Some loss of vegetation and wildlife habitat and some erosion and
siltation/sedimentation are inevitable. Impacts, however, should be minimal
and/or of short duration.
Discharges from the proposed treatment facilities would have some effect
in the mixing zone and some lesser effect downstream. The effects tradition-
ally have been considered acceptable when the economics of wastewater treat-
ment are considered. Impacts would be less if discharges met the conditions
of the final NPDES permit (specifying 4 mg/1 BOD and 5 mg/1 SS as opposed to
10 mg/1 BOD, and 12 mg/1 SS), but the costs would be considerably larger.
Discharges, however, would not cause the violation of any in-stream water
quality standard. Current uses of the Vermilion River and the aquatic biota
would not be affected adversely.
The proposed action would not eliminate mine leachate flows to surface
waters. Thus leachates would continue to contribute pollutant loads to sur-
face waters in the Streator FPA. Leachates would have some effect on water
quality, but the impacts should be reduced as pollutant loads discharged to
the mines are controlled (Appendix D). Leachates still would contain signif-
icant concentrations of coliform bacteria and iron and would create malodorous
and unsightly conditions near leachate discharge points.
6-10
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6.5. Irretrievable and Irreversible Resource Commitments
The construction and operation of rehabilitated and upgraded wastewater
facilities at Streator would cost a considerable amount of money and would
consume a large amount of resources (Section 6.2.). The types of resources
that would be committed through the implementation of the proposed action
include public capital, labor, energy, and unsalvageable materials.
Non-recoverable resources would be foregone for the provision of improved
water pollution control.
The proposed action proposes the use of most of the existing facilities.
These facilities represent a significant commitment of resources previously
made by the City of Streator. Commitment of additional resources to rehabili-
tate deteriorated components and to comply with current regulations, there-
fore, would not only achieve present environmental objectives but also would
extend the longevity of past investments.
Capital expenditures and resource requirements for the construction of
facilities would be significant. A large construction labor force (approxi-
mately 550 workers for one year; Section 5.5.2.1.) and considerable construc-
tion equipment would be needed for the different component systems. A large
amount of materials also would be consumed, especially pipes for new inter-
ceptors, storm sewers, and the effluent recharge system. In addition, a
substantial amount of energy resources would be consumed, primarily through
combustion of fossil fuels by construction equipment.
Annual O&M expenditures, including labor, would be considerably higher
than present expenditures, but other resource commitments would not increase
substantially. The annual O&M cost would increase from $111,338 (disburse-
ments during fiscal year 1977; Table E-12) to approximately $266,500 (139%
increase). Six plant operators would be necessary (Section 5.5.2.2.). Addi-
tional energy would be required for an extra blower to provide sufficient
nitrification and for pumping treated effluent to the mines during dry-weather
periods. New disinfection facilities also would consume energy, as well as
chlorine. Other additional chemicals would not be utilized.
6.6. Relationship Between Short-term Uses of Man's Environment and Mainte-
nance and Enhancement of Long-term Productivity
The short-term disruption and commitment of resources associated with
construction and operation of rehabilitated and upgraded wastewater facilities
would be necessary to improve water pollution control and to minimize the
potential for subsidence. Environmental impacts and resource requirements,
however, would be offset by water quality improvements and stabilized mine
conditions. Long-term, significant environmental benefits would be derived
from short-term, minimal environmental costs.
6-11
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7.0. RECOMMENDATIONS
Alternative 2e was developed as a conceptual scheme to control water
pollution in the Streator FPA and to minimize the potential for subsidence.
More facilities planning, however, is necessary before the recommended alter-
native can be implemented. Additional studies that are necessary were pre-
sented in previous sections of this EIS and are discussed together below.
These studies will enable all components of the proposed action to be designed
and implemented. The sequence of interdependent recommendations is presented
in Figure 7-1.
Before any additional planning is done to refine the proposed action, it
is critical to confirm the feasibility of certain assumptions that were incor-
porated in the alternative. The assumptions include: 1) that a "Pfeffer
exemption" would be granted and 2) that the discharge of combined sewer flows
(wet-weather flows) from the collection system, stormwater, and treatment
plant effluent to the mines would be approved. The City of Streator should
apply for a "Pfeffer exemption" and should start the process of obtaining
permits to discharge to the mines. This will require consultation and coor-
dination with the IEPA, the Illinois Pollution Control Board, the Illinois
Department of Mines and Minerals, and the Illinois Mining Board.
7.1. Collection System
A thorough sewer system evaluation survey is necessary before the exist-
ing collection system can be rehabilitated. Such a survey would detect sig-
nificant sources of I/I and would indicate the extent of rehabilitation re-
quired. Drop shafts to the mines also would be located, and those found to
be level with the bottom of sewers or manholes would be raised during reha-
bilitation, if possible, to prevent dry-weather flows from discharging to the
mines.
The facilities planners should evaluate the cost-effectiveness of sewer
extensions. As part of the analysis, they should conduct a survey in pre-
sently unsewered areas (areas considered for sewer extensions; Figure 4-1) to
determine if septic tank systems are suitable for these areas, and to identify
which systems are malfunctioning and which residential lots have septic tanks
without absorption fields that discharge effluents to the mines. All require-
ments of PRM 78-9 should be met (Section 4.2.2.3.). Detailed plans for sewers
and for alternative on-site disposal systems should be developed to evaluate
which course of action would be most cost—effective.
7.2. Wastewater Treatment
7.2.1. Treatment Plant Design Capacity
Before the wastewater treatment plant is upgraded, industries should
obtain permits from the appropriate State agencies to continue discharging
process and cooling waters to the mines. The plant capacity assumed in the
proposed action would have to be expanded if 1) sewer extensions were deter-
mined cost-effective, and 2) if much of the process water were considered
unsuitable for mine discharge and if industries were to choose not to treat
their process water prior to discharge to the mines (Section 6.1.2.1.).
7-1
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7.2.2. Level of Treatment
After the three major interceptors are replaced and the other segments of
the collection system are rehabilitated, the strength of the wastewater en-
tering the treatment plant (the influent) should be analyzed to determine the
level of treatment required to meet the effluent limitations. It presently is
assumed that upgraded secondary treatment would provide the necessary removal
of oxygen demanding wastes, suspended solids, and ammonia. A higher level of
treatment, however, might be required if I/I were reduced considerably by the
replacement of interceptors and rehabilitation and if the influent were much
more concentrated (Section 4.2.3.2.). Results, however, might indicate that
the existing secondary treatment (with chlorination) would be sufficient. The
influent should be analyzed during a dry-weather period, when the influent
would be more concentrated than during a wet-weather period.
7.2.3. Treatment of Excess Combined Sewer Flows
The facilities planners should conduct a cost-effectiveness analysis on
the volume of excess combined sewer flow that needs to be treated and on the
required level of treatment. For this alternative component to be eligible
for Federal/State funding, the specific requirements of PRM 75-34 (US-EPA
1975b) must be met. After the collection system is rehabilitated, analyses
should be conducted to determine I/I, its quality, and peak pollutant loads.
Treatment options then should be developed, specifying the ultimate storage
volume and rate(s) of treatment, and should be assessed in terms of their en-
vironmental impacts and costs. Special attention should be given to the se-
lection of sites for the facilities to avoid areas with subsidence potential.
7.2.4. Sludge Management
Once the required level of wastewater treatment has been determined, the
facilities planners should develop sludge management strategies and should
evaluate their cost-effectiveness. Existing facilities should be inspected
closely, as damages have been observed (Appendix F).
7.3. Mine Recharge
Stations recording water levels in the mines should be installed as soon
as possible. These stations are necessary to characterize the hydrology of
the mines and to verify the need for mine recharge components. Water levels
were measured as part of previous investigations (Appendix B), but long-term
data are necessary to determine the effects of storm events and seasonal
trends. It also will be critical to see how water levels differ in the future
from present conditions and how they fluctuate after the collection system is
rehabilitated. It may not be necessary to install storm sewers and additional
drop shafts or to construct an effluent recharge system. A determination
will be made by the City's facilities planners regarding what is essential to
maintain water levels in the mines.
Storm sewers and additional drops shafts, however, would help minimize the
required capacity of new interceptors and facilities to treat excess com-
bined sewer flows (Section 4.2.4.).
7-3
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If storm sewers and/or an effluent recharge system were determined to be
necessary, an archaeological survey might be required. After the detailed
plans for recharge components are developed, the State Historic Preservation
Officer should be consulted to ensure that construction would not affect
significant archaeological resources.
Once the proposed action is implemented, including a mine recharge
scheme, the water quality of surface waters and the impacts of leachates on
water quality should be investigated. The quantity and quality of leachate
flows should be monitored over a sufficient period of time to characterize
dry-weather and wet-weather conditions and to assess weather-related impacts.
Other sources of pollution in the Streator FPA (i.e., treatment plant efflu-
ent, combined sewer overflows, and discharges from cracked and broken sewer
lines) would be controlled, and it might be possible to determine if leachates
were having an adverse impact on water quality. The quality of mine leach-
ates, however, should improve over time as pollutant loads currently dis-
charged to the mines are eliminated.
7.4. Financing
After additional facilities planning, when the specifics of the proposed
action have been refined, the best manner of financing the local costs and of
phasing the project should be determined. The share of construction and
operation costs to be borne by industrial users should be determined (as
required by Federal regulations—39FR5261). This would permit a more real-
istic estimation of the costs to local residents.
7-4
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8.0. GLOSSARY OF TECHNICAL TERMS
Alluvium. Detrital material, such as silt, clay, sand, or gravel, depos-
ited by moving water.
Ammonia-nitrogen. Nitrogen in the form of ammonia (NH,.) that is produced
in nature when nitrogen-containing organic material is biologically
decomposed.
Anticline. A fold in which layered strata are inclined down and away from
the axes.
Argillaceous. Of rocks or sediments made of or largely composed of clay-
size particles or clay minerals.
Biochemical oxygen demand (BOD). A bioassay-type procedure in which the
weight of oxygen utilized by microorganisms to oxidize and assimilate
the organic matter present per liter of water is determined. It is
common to note the number of days during which a test was conducted
as a subscript to the abbreviated name. For example, BOD,, indicates
the results are based on a five-day long (120 hours) test. The BOD
value is a relative measure of the amount (load) of living and dead
oxidizable organic matter in water. A high demand may deplete the
supply of oxygen in the water, temporarily or for a prolonged time,
to the degree that many or all kinds of aquatic organisms are killed.
Determinations of BOD are useful in evaluating the impact of waste-
water on receiving waters.
Carbon monoxide (CO). A colorless, odorless, and very toxic gas that is
formed by the incomplete oxidation of carbon. It is released from
motor vehicles, furnaces, and other machines that burn fossil fuels.
Coliform bacteria. Members of a large group of bacteria that flourish in
the feces and/or intestines of warm-blooded animals, including man.
Fecal coliform bacteria, particularly Escherichia coli (E. coli),
enter water mostly in fecal matter, such as sewage or feedlot run-
off. Coliforms apparently do not cause serious human diseases, but
these organisms are abundant in polluted waters and they are fairly
easy to detect. The abundance of coliforms in water, therefore, is
used as an index to the probability of the occurrence of such disease-
producing organisms (pathogens) as Salmonella, Shigella, and enteric
viruses. The pathogens are relatively difficult to detect.
Combined sewer. A sewer, or system of sewers, that is used to collect and
convey both sanitary sewage and stormwater runoff. During dry-
weather periods, most or all of the flow in a combined sewer is com-
posed of sanitary sewage. During a storm, runoff increases the rate
of flow and may overload the sewage treatment plant to which the sewer
connects. At such times, it is common to divert most or all of the
flow, without treatment, into the receiving water.
8-1
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Decibel (dB). A unit of measurement used to express the relative inten-
sity of sound. For environmental assessment, it is common to use a
frequency-rated scale (A scale) on which the units (dBA) are corre-
lated with responses of the human ear. On the A scale, 0 dBA repre-
sents the average least perceptible sound (rustling leaves, gentle
breathing), and 140 dBA represents the intensity at which the eardrum
may rupture (jet engine at open throttle). Intermediate values
generally are: 20 dBA, faint (whisper at 5 feet, classroom, private
office); 60 dBA, loud (average restaurant or living room, play-
ground) ; 80 dBA, very loud (impossible to use a telephone, noise
made by food blender or portable sanding machine; hearing impair-
ment may result from prolonged exposure); 100 dBA, deafening noise
(thunder, car horn at 3 feet, loud motorcycle, loud power lawn
mower).
Dissolved oxygen (DO). Oxygen gas (02) in water. It is utilized in res-
piration by fish and other aquatic organisms, and those organisms
may be injured or killed when the concentration is low. Because much
oxygen diffuses into water from the air, the concentration of DO is
greater, other conditions being equal, at sea level than at high ele-
vations, during periods of high atmospheric pressure than periods
of low pressure, and when the water is turbulent (during rainfall,
in rapids, and waterfalls) rather than when it is placid. Because
cool water can absorb more oxygen than warm water, the concentra-
tion tends to be greater at low temperatures than at high tempera-
tures. DO is depleted by the oxidation of organic matter and of
various inorganic chemicals. Should depletion be extreme, the water
may become anaerobic and could stagnate and stink.
Drift. Rock material picked up and transported by a glacier and deposited
elsewhere.
Fissle. Capable of being split along the line of the grain or cleavage
plane.
Interceptor sewer. A sewer designed and installed to collect sewage from
a series of trunk sewers and to convey it to a sewage treatment plant.
Inversion. A condition of the atmosphere in which an air mass is trapped
by an overlying layer of warmer air and cannot rise. During an in-
version, polluted air spreads horizontally, rather than vertically,
so that contaminants are not dispersed widely. Air pollution epi-
sodes commonly are associated with prolonged inversions.
Lateral sewer. A sewer designed and installed to collect sewage from a
limited number of individual properties and to convey it to a trunk
sewer. Also known as a street sewer or collecting sewer.
Leachate. A solution formed when water percolates through solid waste,
soil, or other materials and extracts soluble or suspendable sub-
stances from the material.
8-2
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Lithology. The description of the physical character of a rock as deter-
mined by the eye or with a low-power magnifier, and based on color,
structure, mineralogic components, and grain size.
Loam. Soil mixture of sand, silt, clay, and humus.
Loess. An unsorted, wind-flown deposit of fine-grained soil material, pre-
dominately silt or very fine sand.
Macroinvertebrates. Invertebrates that are visible to the unaided eye
(retained by a standard No. 30 sieve, which has 28 meshes per inch
or 0.595 mm openings); generally connotates bottom-dwelling aquatic
animals (benthos).
Mesic. Characterized by intermediate and generally optimal conditions
of moisture.
Moraine. A mound, ridge, or other distinctive accumulation of sediment
deposited by a glacier.
Nitrate-nitrogen. Nitrogen in the form of nitrate (NO.,). It is the most
oxidized phase in the nitrogen cycle in nature and occurs in high
concentrations in the final stages of biological oxidation. It can
serve as a nutrient for the growth of algae and other aquatic plants.
Nitrite-nitrogen. Nitrogen in the form of nitrite (N0_). It is an inter-
mediate stage in the nitrogen cycle in nature. nitrite normally is
found in low concentrations and represents a transient stage in the
biological oxidation of organic materials.
Nitrogen dioxide (NO ) . A reddish-brown gas that is toxic in high concen-
trations. It is a precursor of photochemical smog. The odor is
strong and irritating. It is produced by the oxidation of nitric
oxide in the atmosphere.
Outwash. Sand and gravel transported away from a glacier by streams of
meltwater and either deposited as a floodplain along a preexisting
valley bottom or broadcast over a preexisting plain in a form similar
to an alluvial fan.
Photochemical oxidants. Secondary pollutants formed by the action of sun-
light on nitric oxides and hydrocarbons in the air; they are the
primary components of photochemical smog.
Piezometric level. An imaginary point that represents the static head of
groundwater and is defined by the level to which water will rise.
Plagioclase feldspar. A common rock-forming mineral having the general
formula (Na,Ca)AL(Si,Al)Si.O,., also known as sodium-calcium feldspar.
3-3
-------
Primary treatment. The first stage in the treatment of wastewater in
which floating wastes and settleable solids are removed mechanically
by screening and sedimentation.
Sanitary sewer. A sewer that conveys only domestic, industrial, and com-
mercial wastewaters. Stormwater runoff is conveyed in a separate sys-
tem.
Secondary treatment. The second stage in the treatment of wastewater in
which bacteria are utilized to decompose the organic matter in sew-
age. This step is accomplished by introducing the sewage into a
trickling filter or an activated sludge process. Effective secondary
treatment processes remove virtually all floating solids and settle-
able solids, as well as 90% of the BOD and suspended solids.
Storm sewer. A conduit that collects and transports stormwater runoff.
In most sewerage systems, storm sewers are separate from those carry-
ing sanitary or industrial wastewater.
Study Area. The Streator Facilities Planning Area as shown in Figure 1-2.
Syncline. A fold having a stratigraphically younger rock material in its
core; it is concave upward.
Tertiary treatment. Wastewater treatment beyond the secondary, or biolog-
ical, stage that includes removal of nutrients, such as phosphorus
and nitrogen, as well as a large percentage of suspended solids. It
produces an effluent with high water quality. Tertiary treatment
also is known as advanced waste treatment.
Till. Unsorted and unstratified drift consisting of a hetergeneous mix-
ture of clay, sand, gravel, and boulders that is deposited by and
underneath a glacier.
Trunk sewer. A sewer designed and installed to collect sewage from a
number of lateral sewers and to conduct it to an interceptor sewer
or, in some cases, to a sewage treatment plant.
8-4
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9.0. LITERATURE CITED
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Pollution Control, Springfield IL.
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IL.
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Vermilion River. Urbana IL, 10 pp.
Illinois Pollution Control Board (IPCB) 1973. State of Illinois noise
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Illinois Pollution Control Board. 1976. State of Illinois air pollution
control regulations. Springfield IL.
Illinois Pollution Control Board. 1977. Rules and regulations, chapter
3: water pollution. Springfield IL.
Illinois State Geological Survey. Boring file for Streator, Illinois.
Urbana IL.
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Information Please Almanac, Atlas, and Yearbook. 1977.
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9-3
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APPENDIX A. AIR QUALITY AND WATER QUALITY STANDARDS APPLICABLE TO THE
STREATOR, ILLINOIS, FPA
-------
Table A-l. National ambient air quality standards applicable to the
Streator, Illinois, FPA (36FR8186). The standards for the
State of Illinois are equivalent except as noted (IPCB 1976).
Total Suspended Particulates (TSP)
(micro grams /cubic meter) _
annual geometric mean
maximum 24-hour concentration3
Sulfur Dioxide (S02)
(micrograms/ cubic meter)
annual arithmetric average
maximum 24-hour concentration3
maximum 3-hour concentration3
Carbon Monoxide (CO)
(milligrams/cubic meter)
maximum 8-hour concentration3
maximum 1-hour concentration3
Primary
75
260
Secondary
150
80 (0.02 ppm)
365 (0.14 ppm)
1,300 (0.5 ppm)
10 ( 9 ppm) 10
40 (35 ppm) 40
Photochemical Oxidants
(micrograms /cubic meter)
maximum 1-hour concentration3
Nitrogen Dioxide (N02)
(micrograms /cubic meter)
annual arithmetric average
Hydrocarbons (NMHC)
(micrograms/cubic meter)
maximum 3-hour concentration
(6-9 a.m.)
160 (0.08 ppm)
100 (0.5 ppm)
160
100
160 (0.24 ppm)b 160b
Not to be exceeded more than once a year per site.
Guidelines only, not standards at the Federal level. They
are State standards.
NOTE: Values in parts per million (ppm) are only approximate.
A-l
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Table A-2. General water quality standards for Illinois (IPCB 1977).
Parameter
Aesthetic Quality
Dissolved Oxygen
pH
Temperature
Radioactivity
Phosphorus
Ammonia Nitrogen
(as N)
Arsenic (total)
Barium (total)
Boron (total)
Cadmium (total)
Standard
Freedom from unnatural sludge or bottom deposits,
floating debris, visible oil, odor, unnatural plant
or algal growth, unnatural color or turbidity, or
matter in concentrations or combinations toxic or
harmful to human, animal, plant or aquatic life of
other than natural origin.
Shall not be less than 6.0 mg/1 during at least 16
hours of any 24-hour period, nor less than 5.0 mg/1
at any time.
Shall be within the range of 6.5 to 9.0 except for
natural causes.
(1) There shall be no abnormal temperature changes
that may adversely affect aquatic life unless
caused by natural conditions.
(2) The normal daily and seasonal temperature fluc-
tuations that existed before the addition of
heat due to other than natural causes shall be
maintained.
(3) The maximum temperature rise above natural
temperatures shall not exceed 5°F.
(4) The water temperature shall not exceed the
following temperatures during more than one
percent of the hours in the 12-month period
ending with any month or exceed these temper-
atures by more than 3°F at any time:
December-March 60°F April-November 90°F
(1) Gross beta concentrations shall not exceed
100 pico curies per liter (pCi/1).
(2) Concentrations of radium 226 and strontium 90
shall not exceed 1 and 2 pico curies per liter
respectively.
Phosphorus as P shall not exceed 0.05 mg/1 in any
reservoir or lake, or in any stream at the point
where it enters any reservoir or lake.
1.5 mg/1
1.0 mg/1
5.0 mg/1
1.0 mg/1
0.05 mg/1
A-2
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Table A-2. (concluded)
Parameter
Chloride
Chromium
total hexavalent
total trivalent
Copper (total)
Cyanide
Fluoride
Iron (total)
Lead (total)
Manganese (total)
Mercury (total)
Nickel (total)
Phenols
Selenium (total)
Silver (total)
Sulfate
Total Dissolved Solids
Zinc
Toxic Substances
Fecal Coliforms
Nondegradation
Standard
500. mg/1
0.05 mg/1
1.0 mg/1
0.02 mg/1
0.025 mg/1
1.4 mg/1
1.0 mg/1
0.1 mg/1
1.0 mg/1
0.0005 mg/1
1.0 mg/1
0.1 mg/1
1.0 mg/1
0.005 mg/1
500. mg/1
1000. mg/1
1.0 mg/1
Any substance toxic to aquatic life shall not exceed
one-tenth of the 48-hour median tolerance limit
(48-hr. TLm) for native fish or essential fish
food organisms.
Based on a minimum of five samples taken over not
more than a 30-day period, fecal coliforms shall
not exceed a geometric mean of 200 per 100 ml,
nor shall more than 10% of the samples during any
30-day period exceed 400 per 100 ml.
Waters whose existing quality is better than the
established standards at the date of their adoption
will be maintained in their present high quality.
Such waters will not be lowered in quality unless
and until it is affirmatively demonstrated that
such change will not interfere with or become injurious
to any appropriate beneficial uses made of, or pre-
sently possible in such waters and that such change is
justifiable as a result of necessary economic or social
development.
A-3
-------
Table A-3. Illinois public water supply water quality standards (IPCB 1977)
Constituent Concentration (mg/1)
Arsenic (total) 0.1
Barium (total) 1.0
Cadmium (total) 0.01
Chloride 250
Chromium 0.05
Foaming Agents 0.5
Iron (total) 0.3
Lead (total) 0.05
Manganese (total) 0.05
Nitrate-Nitrogen 10
Nitrite-Nitrogen 1
Oil (hexane-solubles or
equivalent) 0.1
Organics
Carbon Adsorbable
Carbon Chloroform Extract (CCE) 0.7
Pesticides
Chlorinated Hydrocarbon Insecticides
Aldrin 0.001
Chlordane 0.003
DDT 0.05
Dieldrin 0.001
Endrin 0.0005
Heptachlor 0.0001
Heptachlor Epoxide 0.0001
Lindane 0.005
Methoxychlor 0.1
Toxaphene 0.005
Organophosphate Insecticides
Parathion 0.1
Chlorophenoxy Herbicides
2,4-Dichlorophenoxy-
acetic acid (2,4-D) 0.02
2,4,5-Trichlorophenoxy-
proprionic acid (2,4,5-
TP or Silvex) 0.01
Phenols 0.001
Selenium (total) 0.01
Sulfate 250
Total Dissolved Solids 500
A-4
-------
APPENDIX B. EVALUATION OF THE POTENTIAL FOR GROUND SURFACE SUBSIDENCE
-------
INTRODUCTION
Law Engineering Testing Company (1978) investigated subsurface con-
ditions in the Streator, Illinois, area to determine the potential for
ground subsidence associated with the abandoned coal mines. The investiga-
tions were necessary to address major project-related issues, including
whether current discharges to the mines are preventing subsidence and what
effect not pumping wastewater and/or stormwater into the mines would have
on subsidence, and the effect of subsidence on the project life of the
existing sewer system or a new sewer system.
The investigations of the potential for subsidence consisted of four
parts: 1) literature review; 2) field investigation; 3) laboratory testing;
and 4) data evaluation. Findings, summarized below, pertain to the fol-
lowing :
• Geology and subsurface conditions
• Subsurface water conditions
• Coal mining
• Ground subsidence
• Factors related to subsidence
• Stability evaluation.
They will be critical to the selection of the most cost-effective wastewater
management program.
GEOLOGY AND SUBSURFACE CONDITIONS
Geologic studies of Streator and surrounding areas have been pub-
lished by the Illinois State Geological Survey (ISGS) since the late 1800's.
A comprehensive review and synthesis of the geology of this area was com-
pleted by Willman and Payne (1942). This study has served as the primary
geologic reference for the present evaluation of potential mine subsidence.
Law Engineering Testing Company (LETCO) concentrated on the engineering
characteristics of the Pleistocene deposits (glacial drift) and Pennsyl-
vanian strata, because they directly influence the assessment of subsidence
potential and related problems.
Throughout Illinois, overburden deposits consisting of Quaternary-aged
glacial drift (Figure B-l) and stream alluvium overlie thick sequences of
Paleozoic sedimentary rock. A generalized geologic column for the Streator
area was developed from the geologic literature and from borings drilled by
LETCO (Figure B-2, Tables B-l and B-2). A total of thirteen soil and rock
borings, ranging in depth from 53.3 feet to 114.0 feet, were drilled (Figures
B-3 and B-4). Typical subsurface profiles based on interpretation of the
subsurface conditions in the Streator area are summarized in Figures B-5
through B-9.
B-l
-------
EXPLANATION
HOLOCENE AND WISCONSINAN
.''•".-' -_v/j Alluvium, wnd iun«
"• '' i and <]ra«« Kfracn
WISCONSINAN
WOOOFOROtAN
CZ]
Ground morain*
ALTONIAN
ILLINOIAN
Worain« and ndgtd drift
(- I Ground m
KANSAN
Till ptam
DflirruESS
(M)
Figure B-l. Generalized glacial geology of Illinois (Piskin and Bergstrom 1975)
B-2
-------
FROM LETCO BORINGS
FROM GEOLOGIC LITERATURE
PLEISTOCENE DEPOSITS
(16' - 601)2
PLEISTOCENE DEPOSITS
(201 - 501)2
GENERALLY ABSENT
UNIT 56
BRERETON LIMESTONE (3')
in
Z
in
Z
2
a
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SHALEY SILTSTONE
(7- -49')
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SHALE WITH
SOME UNDERCLAY
(6 - 13")
LOCAL CPAL (O - t
SHALE !0 - 4')
SANDSTONE
(BORINGS TERMINATED)
UNIT S3
SILTY SANDSTONE
13' - TO")
UNIT 52
SILTY CLAYEY SANDY SHALE
(20' - SO'}
HERRIN NO. 6 COAL
TYP. 4'
UNIT 48
HARD BLACK SH6ETY SHALE
(f-3'l _ _
UNITS 47 - 44
SHALE
(T • 12")
UNIT 43 LOCAL COAL
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UNIT 42 UNDEBCLAY
(0 -.4'!
UNIT 41
VERMILLION SANDSTONE
(15' -7S'|
After Willman and Payne 1942
I
"Typical range of thickness
Figure B-2. Typical geologic section in the Streator, Illinois, area.
B-3
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MtMVATIONB
Figure B-3.
Location of borings, mine shafts, and mineholes in the Streator,
Illinois, area.
B-6
-------
N
O
$ LETCO BORINGS
A BORINGS BY OTHERS
2000
SCALE IN FEKT
Figure B-4. Location of LETCO borings drilled in the Kangley, Illinois, area.
B-7
-------
Figure B-6
Figure B-5. Index map for subsurface profiles in the Streator, Illinois, area.
B-8
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LEGEND
GLACIAL. OVERBURDEN
ROOF ROCK
COAL
PREDOMINANTLY SHALE
MINED OUT COAL
SCALE:
V 1 " » 40 FT
H 1" - 2000 FT
Figure B-7.
East - west subsurface profile along Coal Run, Streator, Illinois.
The orientation of the profile is shown in Figure B-5, and boring
locations are shown in Figure B-3.
B-10
-------
U
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ar
WEST
EAST
640
620 •-
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B-24
640
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-- 540
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480
LEGEND
NOTE« THB SUBSURrACS CONDITIONS EXTRA-
POLATED BETWEEN THESE BORINGS ARE
ESTIMATED BASED ON REASONABLE
GKOLOGICAL. ENGIN KERIN<1 JUDGEMENT.
SCAL.E:
PREDOMINANTLY SHALE
MINED OUT COAL
V 1" = 40 FT
H I " = 2000 FT
Figure B-8. East - west subsurface profile along LaRue Street, Streator, Illinois,
The orientation of the profile is shown in Figure B-5, and boring lo-
cations are shown in Figure B-3.
B-ll
-------
NORTHWEST
650 .....
630 --
610 ..
590 -'
570 __
550 ..
530 -.
510 ..
490
LEGEND
GLACIAL. OVERBURDEN
590
-- 550
-• 530
.. 510
490
MTtUn HOOF ROCK
SCALE: V 1 •• •» 40 FT
H 1 " APX 1 OOO FT
COAL
PREDOMINANTLY SHALE
NOT*! THE SUBSURFACE CONDITIONS EXTRA-
POLATED BETWEEN THESE 3ORINGS ARE
ESTIMATED BASED ON REASONABLE
GEOLOGICAL ENGINEERING JUDGEMENT.
Figure B-9.
East - west subsurface profile, Kangley, Illinois. The orientation
of the profile and boring locations are shown in Figure B-A.
B-12
-------
Pleistocene Deposits
Surface and near surface soils in the Streator area consist of glacial
lake deposits laid down during the Wisconsinan stage of glaciation. (Piskin
and Bergstrom 1975). The glacial drift regionally ranges in thickness from
tens of feet to a few hundred feet. The soils are heterogenous deposits of
sands, clayey silts, and silty clays with varying amounts of gravel. No
detailed correlation of these deposits was possible between the widely spaced
borings, however, silty sands and sands predominate in the central portion
of Streator, with the amounts of silts and clays increasing towards the north
and south. Results of standard penetration tests indicate the presence of
very stiff to hard silts and clays and firm to dense sands.
The total thickness of the glacial drift can be estimated by comparing
ground surface contours with bedrock topography. The total thickness is
generally less than 50 feet and is typically 25 to 40 feet (Figures B-6,
B-7, B-8, and B-10). Less than 30 feet of glacial drift exist in the areas
around Coal Run, Prairie Creek, the Vermilion River, and the southwest part
of town. Generally, the thicker deposits are in the east and northeast parts
of Streator.
In the vicinity of Kangley, the thickness of surficial deposits is more
variable. Depths range from less than 40 feet to more than 70 feet (Figure
B-9).
Bedrock
Bedrock in the study area and in about two-thirds of Illinois is sedi-
mentary in origin and is part of the Pennsylvanian System. These rocks gen-
erally exhibit repeating lithologic sequences within the stratigraphic
column. A given sequence is referred to as a cyclothem and ideally consists
of a basal sandstone, overlain by shale, limestone, underclay, and coal beds,
which are overlain in turn by shales and limestones. In actuality, this
ideal sequence seldom occurs, and only portions of the cyclothem are present.
The cyclothem of particular interest is the Brereton cyclothem, which
is part of the Carbondale Formation and the Kewanee Group (Willman and others
1975). The Brereton is described as "the thickest and one of the most vari-
able cyclothems in the area" (Willman and Payne 1942). The major signifi-
cance of this sedimentary sequence to subsidence evaluation in the Streator
area is the potential for variation with respect to thickness and composition
of both mine floor and mine roof units. A generalized section of the Brere-
ton cyclothem is presented in Figure B-2. This cyclothem is about 85 feet
thick in the Streator area and thins towards the northwest. A typical thick-
ness in the vicinity of Kangley is about 60 feet.
The most important commercial unit of the Brereton cyclothem is the
Herrin No. 6 coal. In older geologic publications, this coal is called the
Streator No. 7 coal. Another coal unit, the Colchester No. 2 coal is found
at the base of the Carbondale and has been deep mined to some extent in
Streator and Kangley. The No. 2 is referred to as the La Salle coal in
older geologic publications.
B-13
-------
NOTBl TH« CONTOUR* ON THIS ISOPACH
MAP A»« ESTIMATED BASCO OH
NCASONABUE (UCOi-OfilC A4.
JUD6CMKNT
Figure B-10. Generalized thickness (in feet) of pleistocene deposits in the
Streator, Illinois, area.
B-14
-------
Mine Roof Rock
The rock units that constitute the roof overlying the Herrin No. 6 coal
are primarily gray or greenish/gray sandy shale or shale-like siltstone.
The thickness of these units ranges from less than 10 feet to more than 50
feet. With respect to the evaluation of subsidence potential, the following
are particularly relevant:
» The roof rocks are primarily sandy shale and shaley siltstone. In
place and immediately after coring, these rocks are generally in-
tact with relatively few joints or partings. However, after exposure
to drying and without confinement, these units tend to shrink and
separate along bedding planes.
• In fresh samples of core, the hardness was generally soft to medium
hard. The hardness tended to increase after exposure to air.
Natural moisture contents ranged from 6% to 14% of the dry weight.
• The thickness of rock above the roof of the mines is variable
(Figure B-ll). Roof rock generally is thinnest in the southwest
and northwest parts of town. Thicknesses of less than 20 feet are
common. The thickness of roof rock, however, increases towards the
east to more than 60 feet.
• The siltstones are fairly thick bedded, however, numerous shale-like
laminations and severely weathered zones were encountered in the
borings. Several very soft zones or small voids were encountered,
indicating areas of probable roof collapse. LETCO Boring B-25 en-
countered two such voids, each approximately 2 feet thick (Table
B-l, Figure B-3).
Herrin No. 6 Coal
The Herrin No. 6 coal has been mined extensively in the Streator area.
The literature indicates that the thickness of the coal seam generally ranges
from 3.0 to 5.0 feet. Results of LETCO borings and logs of old mine shafts
indicate an average thickness of 5.4 feet (Table B-l). The coal appears to
thin east, west, and south from Streator, but it is very thick in the Klein
Bridge-Heenanville area, north of Kangley (Willman and Payne 1942), where it
is locally 9.0 feet thick.
The regional dip of the bedrock to the east-southeast is apparent in
the coal (Section 2.2.2.1.). Seam elevations are approximately 550 to 570
feet msl at the Vermilion River and decrease to around 510 to 530 feet msl
along the east side of the study area (Figure B-12).
The coal is rarely flat-lying and has been described as "having a
variable attitude with broad undulations 40 to 50 feet in amplitude" (Willman
and Payne 1942, p. 131). These broad undulations are the result of an uncon-
formity within the Brereton cyclothenij caused by a period of erosion of the
underlying sandstones prior to deposition of the coal. Outcrop elevations
along the Vermilion River vary as much as 25 feet within a horizontal dis-
tance of 100 feet, and drop shaft (minehole) depths vary as much as 20 feet
within several hundred feet.
B-15
-------
0 2OOO
SCALE IN FEET
\ i'l
\ -i i
MOTEl THE CONTOURS ON THIS ISOPACH
MAP AUK ESTIMATED BASED ON
REASONABLE GEOLOGICAL.
JUDGEMENT
Figure B-ll. Approximate thickness (in feet) of mine roof rock in the
Streator, Ilinois, area.
B-16
-------
NOTE) THE CONTOURS Of* THIS
MAP AWE ESTIMATED BASED ON
REASONABLE GEOLOGICAL. JUDGEMENT
Figure B-12.
Contours of the base of the Herrin No. 6 coal in the Streator,
Illinois, area. Values are feet msl.
B-17
-------
The top of the coal, in addition to exhibiting broad undulations, is
very irregular. There are numerous depressions in the surface, 1.0 to 1.5
feet in depth, 5.0 to 6.0 feet in width, and as much as 20 feet long. These
depressions are filled with roof clay, and where they occur, the top of the
coal is missing (Cady 1915). The irregularities affect the thickness of the
seam and probably are associated with stream channel scouring. The scouring
is locally very severe and occasionally causes the coal to pinch out entire-
ly. Depressions are more predominant in the southern part of the Streator
area.
There is a prominant claystone or shale split in the lower portion of
the coal, locally known as the "blue band", which is normally 3.0 inches to
1.0 foot thick. This parting is widespread and resulted in large quantities
of spoil left in the mines. The coal above the split is relatively free
from bedded impurities. The coal exhibits a distinct and uniform cleating,
oriented N30°W.
Coal in the Kangley area has been found very near the base of the gla-
cial drift (Table B-2 and Figure B-9). The coal was generally 7.0 to 8.0
feet thick and had a 7.0 inch to 1.0 foot clay seam in the middle portion.
Roof rock in this area is generally very thin to non-existent. The two
LETCO borings in the Kangley area showed no appreciable coal, indicating that
it possibly was mined and that the roof has collasped. Large quantities of
coal remain unmined north of Kangley because of poor roof conditions.
Mine Floor Units
The Herrin No. 6 coal rests on soft shales and/or underclays that form
the floor of most of the mines. The shales range from a slate-like shale to
a shale with thin layers of underclays and are generally from 10 to 12 feet
thick. These shales are generally soft to medium hard and typically black
to dark gray or olive in color. Most are fairly slate-like and contain abun-
dant plant fossils and fish bone debris. The underclays are variable in
thickness, ranging from 1.0 to 4.0 feet. They rarely occur immediately be-
neath the coal and have been mined commercially in the south part of Streator.
Vermilionville Sandstone
Underlying the shales and underclays is the basal member of the Brere-
ton cyclothem, an argillaceous-to-silty, fine grained, thick bedded, compe-
tent sandstone, known as the Vermilionville Sandstone. The majority of the
LETCO borings terminated in the upper part of this unit.
An unconformity within the Brereton cyclothem occurs at the top of this
sandstone unit, where portions of the upper surface appear to have been chan-
neled prior to deposition of the Herrin coal. This channeling accounts for
the broad undulations and some local thickening of the coal.
Lower Coals
There are locally four cyclothems underlying the Brereton cyclothem in
the Streator area. Each of these contains a coal seam and can be summarized
as follows:
B-18
-------
Typical Thickness Typical Depth
Cyclothem Coal Member (feet) (feet)
Brereton Herrin No. 6 4-6 60 - 100
St. David No. 5 2.5 162
Summum Summum No. 4 2.5 160 - 185
Lowell No. 3 1.5-2.3 180-200
Liverpool La Salle No. 2 2.0-3.4 190 - 240
In addition to the Herrin No. 6 coal, the only coal mined to any extent
in the Streator area was the No. 2 coal. This is a very high quality coal
and was mined using the longwall method. The No. 2 coal also was mined in
the Kangley area.
A local coal seam, 8.0 inches to 1.0 foot thick, was encountered about
15 feet below the No. 6 coal in several of the borings. This thin coal seam
has been reported in the literature and may be found over much of the Strea-
tor area. This coal probably was not mined to any extent.
The No. 5 coal has been found only in the north part of Streator, near
the golf course, in a CW&V shaft. It was very impure and contained about
50% shale.
SUBSURFACE WATER CONDITIONS
The Streator area is underlain by abandoned coal mines, the majority
of which are presently flooded. From the time the mines were closed, natural
infiltrating water, stormwater runoff, and wastewater have entered or been
discharged to the mines and have completely inundated them. The water levels
in the mines are such that the roof rock and overlying soils also are inun-
dated to a certain extent.
Appreciable downward seepage of mine water from either the Herrin No.
6 or the La Salle No. 2 coal mines to lower lying aquifers, such as the
Galena-Platteville Group and the Glenwood-St. Peter Formation, should be
minimal because of the relative impervious character of the shales and silt-
stones of the Pennsylvanian System. The amount of seepage is probably less
than the natural infiltration to the mines because of the thicker sequences
of rock below the mines.
Historic Water Levels
Pumps were used during mining operations to drain the mines. Old
drawings and maps show pump shafts in the eastern part of Streator where the
coal was lowest. The size of the pumps used and the quantities of water
removed from the mines are not known. A retired mine inspector reported that
in most areas the mines were wet and pumps were required.
Mine records indicate that occasional "quick sand" conditions were en-
countered when roof rock was penetrated. In these cases, perched water from
the overlying glacial deposits drained into the mines.
B-19
-------
After abandonment of the mines and the pumping ceased, the mines ap-
parently were flooded slowly through natural infiltration and possibly as a
result of some wastewater disposal. According to interviews with local
residents, during the localized reopening of the mines in the 1930s, the in-
dividual mines were pumped prior to any pillar robbing.
Present Water Levels
LETCO monitored water levels in the abandoned mines from September 1977
to April 1978. Fifty-three mineholes were monitored, as shown in Figure B-13.
Water level readings represent the static head of the water in the mines
(piezometric levels; Table B-3). At most locations, the water levels fluc-
tuated less than 3.0 feet, however, fluctuations of as much as 20 feet were
noted at several locations. Significant fluctuations probably are attribut-
able to clogged mineholes or to mines with limited storage capacities that
are isolated from adjacent mines.
Figure B-14 is a piezometric contour map illustrating water level ele-
vations measured on 22 April 1978. The water levels shown are considered
typical and representative of existing water level conditions. Some seasonal
fluctuations, however, occur. The contours indicate a general downward gra-
dient towards the west. At a documented subsidence location, water was
observed flowing rapidly towards the river (Figure B-17, Table B-5, Location
No. 5), which confirms the westward gradient.
A comparison of mine level elevations (Figure B-12) with the recorded
water levels (Figure B-14 and Table B-3) indicates that the mines are flooded
except along the river and that under normal conditions water levels are
generally elevated 20 to 60 feet above the roof of the major mines. Based
on an average coal seam thickness of 5.0 feet and on knowledge that some
mining spoil was left in the mines, LETCO estimated that roughly 20 billion
gallons of water are presently in the mines. This estimate includes the
large Acme Coal mine to the east and the two CW&V No. 2 mines to the north-
east of Streator (Figure B-16).
COAL MINING
History
Streator and Kangley are in the oldest mining district of the State.
The two workable coal seams in the area, the Herrin No. 6 and the La Salle
No. 2, have been mined extensively. The location of the No. 6 hindered the
development of the deeper No. 2 coal for many years, although the deeper coal
is of a better quality.
Coal mining began in the 1860s, reached its peak in the 1890s, and be-
gan to decline around 1900. The majority of the mines were abandoned between
1885 and 1917. A period of renewed mining activity occurred in the early
1930s, when many of the abandoned mines were pumped dry and the pillars were
robbed (Angle 1962). The last notable production was in 1948, when 6,403
tons were mined in a slope mine near the Vermilion River in the southern part
of Streator (Renz).
B-20
-------
Figure B-13.
Location of mineholes used to monitor water levels in the abandoned
mines beneath the Streator, Illinois, area.
B-21
-------
Table B-3. Water levels in the mineholes. The values indicate the static hea.d
of the water in the mines (in feet).
Map Location
(Figure B-13)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34.
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
Approximate
Ground
Surface
Elevation*
632
630
631
635
628
618
618
618
616
628
626
626
624
620
626
623
621
624
625
621
622
619
619
619
620
618
620
617
620
620
618
620
620
612
612
613
590
612
613
613
614
615
615
619
619
619
617
617
621
615
632
620
620
9/15/77
50.5
55.5
49.0
40.8
43.0
44.0
41.0
49.0
40.0
37.0
40.0
40.0
36.0
25.0
27.0
45.0
38.0
41.3
Monitoring Dates
9/24/77 10/5/77 2/19/78 3/15/78
28.5 30.0 29.0
54.3
56.3
47.0 47.0 46.0
39.0
37.5 37.5 37.0
42.0
49.0 48.0 47.5
40.6 42.3 41.0
45.5
42.8
41.3
45.2
40.3
47.6
40.3
39.2
38.9
23.5 39.7 34.0
19.9
20.0 20.8 19.0
46.0
40.0
20.0 19.0
24.0
42.0
43.8
44.4
51.2
28.0 12.0 11.0
54.0
52.0
40.0 40.7 40.0
41.0 42.5 41.0
19.0 19.3 18.0
14.5 17.0 15.0
47.0
42.0
3/22/78 4/22/78
29.3
38.0
45.0
33.2
38.4
50.0
43.0
44.0
42.1
42.0
48.0
42.0
42.0
40.0
40.0
35.9
27.0
16.0
27.0
19.0
42.0
15.0
48.0
40.0
36.0
42.3
15.5
12.0
* Based on USGS map; values are feet msl
B-22
-------
NOTEl TH« CONTOURS ON THIS
MAP ARC SSTIMATED BASED ON
REASONABLE GEOLOGICAL. JUDGEMENT
Figure B-14.
Contours of mine water levels measured on 22 April 1978
Values are feet msl.
B-23
-------
The Chicago, Wilmington and Vermilion (CW&V) Old No. 1 mine was the
largest mine in the area and covered almost the entire area of section 25 of
township 31N, R. 3E. This mine was abandoned in 1892. The CW&V Coal Company
also operated several other large mines in Streator. The Acme Coal Company
was the second largest producer and ran the second largest mine until its
abandonment in 1917.
Extent
The present condition of the mines prohibit inspection, therefore, the
extent of mining must be based on available documents (maps), which may or
may not reflect the final configurations of the mines. Composite mine boun-
dary maps (Figures B-15 and B-16) were developed by LETCO from unpublished
mine maps prepared by ISGS and the late F. H. Renz, past Streator City Engi-
neer. The boundaries were drawn primarily from photographs of individual maps
of various scales and should be considered approximate. Furthermore, areas
shown as unmined may have been mined and not mapped.
The irregular pattern or absence of mining in an area may be indicative
of poor roof rock or abnormal water problems. A review of the mine notes in-
dicated that roof failures and cave-ins did occur. The H&N Plumb Mine, in
northeast Streator, was severely plagued with water problems until its aban-
donment in 1940 (Angle 1962).
Methane gas was present to some extent during mining operations. Iso-
lated pockets of gas occasionally accumulated in the higher rolls in the coal.
Post-mining accumulations of methane also have been reported (Table B-5), and
some mineholes and abandoned mine shafts have caught fire and/or exploded.
The extent of interconnections between the mines cannot be determined
completely. Connections between many of the mines were inferred on several
mine maps prepared by Renz. It was common practice for miners to dig small
emergency escape tunnels from one mine to another. It also is possible that
pirate mining and pillar robbing may have created interconnections at various
locations. Some of the interconnections, however, may have been sealed off
by subsequent roof collapse.
Methodology
The majority of the Herrin No. 6 coal was mined by the room and pillar
method. Using this method, coal is removed by mining relatively long narrow
rooms and cross cuts, usually at right angles to these rooms. The remaining
coal is left in the form of pillars, or ribs, that support the weight of the
rock overlying both the pillars and the mined areas. The amount of coal ex-
tracted using this mining method ranged from 40% to 70%. Table B-4 lists
typical coal extraction ratios and general mine dimensions for several mines
in the Streator area.
The most economical results were obtained by advancing the room entry
to its full length and then mining the coal back towards the haulageway. This
would allow pillar drawing to begin as soon as the room was completed. The
extent and amount of pillar drawing is unknown, however, several Renz mine
maps indicate areas where all of the pillars were pulled.
B-24
-------
,' ACME COAL CO.
j ABD. I»I7
HARRISON
C.C. NO. 4
ABD. 1*11
STREATOR CLAY
MFG. CO. ABD 192J
Figure B-15. Boundary map of mines in the Streator, Illinois, area.
B-25
-------
N
a.
SCALE IN FEET
Figure B-16. Boundary map of mined area in the Kangley, Illinois, area.
B-26
-------
Table B-4. Typical coal extraction ratios and mine geometry.
Approximate
Extraction
Ratio
Mine (%)
CW&V Old No. 3
Harrison
CW&V Old No. 1
Stobbs @ Sterling St.
Hunts No. 3
CW&V No. 3
CW&V No. 2
South Howe
Luther & Taylor
New No . 4
North Howe
Large Acme
Bargern
Crew
78
61
66
67
66
69
53
64
69
58
69
53
Typical
Room
Width
(feet)
14
20
10
15-20
20
22
18
14
20
14
20-25
16
Typical
Pillar
Width
(feet)
4
12-14
5
10-19
10
8-15
16
8
9
10
10
14
Remarks
Rooms 220' Long
Rooms 200-240' Long
<'"
All Pillars Pulled
Rooms 300 ' Long
Rooms Approximately
70' Long
Pillars Pulled
Pillars Pulled
B-27
-------
Strip mining and open pit mining were used to some extent in southwest
Streator near the Vermilion River. The overburden is sufficiently thin there
to permit that type of mining.
The majority of the spoil and coal by-products were disposed of in
large waste piles located around Streator and Kangley. Over the years, these
piles have degraded and have been partially eroded. An indeterminant quan-
tity of spoil also was left in the mined-out rooms of the mines.
Mining of Lower Coals
The only other coal seam mined to any extent was the La Salle No. 2
coal seam, found at depths ranging from 181 feet to 244 feet. The No. 2 was
a much higher grade coal than the Herrin No. 6. It generally was mined using
the longwall method of mining, which allows for up to 95% recovery of the
coal. Because of this method of mining, the Streator area became known as
the Longwall District.
The longwall method involves mining a long, continuous working face.
The roof is supported for only a short distance behind the advancing "long
wall." Behind this support zone, the roof is allowed to fall, occasionally
resulting in considerable disturbance of the ground surface. The haulageway
and shafts generally are supported by pack walls built of mine timbers or
mine waste materials. The amount of subsidence in a longwall mining area
depends to some degree on the quality and the quantity of the waste materials
used for support. If the material were rock and if it were carefully placed,
it may act as a vertical support for the roof much in the same way as coal
pillars support the roof when the room and pillar method is used (Ganow 1975).
MINE SUBSIDENCE
History
There have been numerous accounts of subsidence associated with coal
mining in the Streator study area since the initiation of mining operations.
Evidence of subsidence varies from gentle distortions that crack plaster and
jam doors and windows to large pot holes along streets that have affected as
many as three houses.
During the early mining period, "sink holes were abundantly present and so
numerous that they constituted a serious hazard to farming operations" (Quade
1935). One subsidence occurrence so badly damaged a tract of land and a
building that the coal company deeded a new tract of land to the owner and
reconstructed the building (Quade 1935).
The Renz maps show scattered areas as reserved (not mined), including
downtown areas between Hickory and Bridge Streets, from Bloomington to Ster-
ling Streets. In 1883, the CW&V Coal Company sold the mineral rights, thereby
reserving the coal to the property owners in the downtown area, for $0.50/sq.
ft. (Angle 1962). The coal also is shown as reserved under St. Mary's Hospi-
tal, at the corner of Bloomington and Spring Streets.
B-28
-------
Table B~4. Typical coal extraction ratios and mine geometry.
Approximate
Extraction
Ratio
Mine (%)
CW&V Old No. 3
Harrison
CW&V Old No. 1
Stobbs @ Sterling St.
Munts No. 3
CW&V No. 3
CW&V No. 2
South Howe
Luther & Taylor
New No . 4
North Howe
Large Acme
Bargern
Crew
78
61
66
67
66
69
53
64
69
58
69
53
Typical
Room
Width
(feet)
14
20
10
15-20
20
22
18
14
20
14
20-25
16
Typical
Pillar
Width
(feet)
4
12-14
5
10-19
10
8-15
16
8
9
10
10
14
Remarks
Rooms 220' Long
Rooms 200-240' Long
All Pillars Pulled
Rooms 300' Long
Rooms Approximately
70' Long
Pillars Pulled
Pillars Pulled
B-27
-------
Strip mining and open pit mining were used to some extent in southwest
Streator near the Vermilion River. The overburden is sufficiently thin there
to permit that type of mining.
The majority of the spoil and coal by-products were disposed of in
large waste piles located around Streator and Kangley. Over the years, these
piles have degraded and have been partially eroded. An indeterminant quan-
tity of spoil also was left in the mined-out rooms of the mines.
Mining of Lower Coals
The only other coal seam mined to any extent was the La Salle No. 2
coal seam, found at depths ranging from 181 feet to 244 feet. The No. 2 was
a much higher grade coal than the Herrin No. 6. It generally was mined using
the longwall method of mining, which allows for up to 95% recovery of the
coal. Because of this method of mining, the Streator area became known as
the Longwall District.
The longwall method involves mining a long, continuous working face.
The roof is supported for only a short distance behind the advancing "long
wall." Behind this support zone, the roof is allowed to fall, occasionally
resulting in considerable disturbance of the ground surface. The haulageway
and shafts generally are supported by pack walls built of mine timbers or
mine waste materials. The amount of subsidence in a longwall mining area
depends to some degree on the quality and the quantity of the waste materials
used for support. If the material were rock and if it were carefully placed,
it may act as a vertical support for the roof much in the same way as coal
pillars support the roof when the room and pillar method is used (Ganow 1975).
MINE SUBSIDENCE
History
There have been numerous accounts of subsidence associated with coal
mining in the Streator study area since the initiation of mining operations.
Evidence of subsidence varies from gentle distortions that crack plaster and
jam doors and windows to large pot holes along streets that have affected as
many as three houses.
During the early mining period, "sink holes were abundantly present and so
numerous that they constituted a serious hazard to farming operations" (Quade
1935). One subsidence occurrence so badly damaged a tract of land and a
building that the coal company deeded a new tract of land to the owner and
reconstructed the building (Quade 1935).
The Renz maps show scattered areas as reserved (not mined), including
downtown areas between Hickory and Bridge Streets, from Bloomington to Ster-
ling Streets. In 1883, the CW&V Coal Company sold the mineral rights, thereby
reserving the coal to the property owners in the downtown area, for $0.50/sq.
ft. (Angle 1962). The coal also is shown as reserved under St. Mary's Hospi-
tal, at the corner of Bloomington and Spring Streets.
B-28
-------
Documented Subsidence
As part of their investigations, LETCO reviewed old photographs of sub-
sidence cases and interviewed local citizens to document areas of past subsi-
dence. Figure B-17 and Table B-5 summarize 33 known cases of subsidence.
Most of the documented cases are based on personal communication and reflect
subsidence generally over the past 20 years. Remedial measures, in most cases,
have consisted of repairing the affected utilities and backfilling with any
available miscellaneous material. For the most part, subsidence has not
seriously affected structures, although bracing systems sometimes have been
required.
Subsidence generally was abrupt, occurring with no warning. The deeper
depressions probably were associated with gradual raveling and sluffing of roof
material, which weakened support for the glacial drift and caused subsidence.
Subsidence associated with deep mining of the No. 2 seam occurred as
large sags approximately 4.0 to 6.0 inches deep. These sags usually formed
immediately after mining and are common to this mining method (Quade 1935).
No areas of recent subsidence were found that can be related to longwall mining.
Future Subsidence
Records of recent (last 20 years) subsidence and the presence of sub-
surface voids indicate that subsidence is not "complete", as might be ex-
pected when compared to other mined areas. The time and location of future
subsidence cannot be predicted in the Streator area. Certain areas, however,
are more susceptible to subsidence than others, as will be discussed below.
FACTORS RELATED TO SUBSIDENCE
Geologic Features
The areas of documented subsidence in Streator generally coincide with
one or more of the four following subsurface conditions:
1) Thin roof rock (Figure B-ll)
2) Thin glacial drift (Figure B-10)
3) Thin roof rock and thin glacial drift
4) Soft or fractured roof rock.
The relationship between subsurface conditions and areas of known subsidence
is shown in Figure B-18. The amount and rate of subsidence generally is less
where the overburden and roof rock is thick (Dunrad 1976). Thp nresence of
a competent zone of rock, typically comprised of sandstone or limestone, also
tends to retard or restrict roof failures. There is, however, a general ab-
sence of massive competent rock above the coal in the Streator area.
Another factor related to geologic features and the potential for sub-
sidence is the quality of the strata underlying the coal seams. Soft under-
B-29
-------
3
3
N
7
3
6 3-5
3 33
13
:\ .--
11
.3
IS
14
3
JLIl.
17
" ' ' ' L-<
; 3 - 'T-,;'--,
* 20 i LlL-'V
!l Jl.
23 1
27
26
30
Figure B-17.
3
31
Location of documented ground subsidence in the Streator, Illinois,,
area.
B-30
-------
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Figure B-18.
Subsurface conditions of areas of known subsidence. Numbers
refer to subsidence locations shown in Figure 17 and Table B-5.
B-34
-------
lying strata can cause pillars to settle and/or result in a bearing capacity
failure of the pillars.
Another possible cause for subsidence associated with the room and
pillar method of mining is the deterioration of the pillars, roof, and floor
with time. The net effect of water and chemical reaction with the different
units is not well defined.
Hydrologic Factors
The existing water levels in the mines and overlying strata minimize
the stress within the roof rock units. Lower water levels would increase
the stress and thus would increase the load to be carried by the immediate
roof, pillars, and floor.
If mine recharge were restricted to natural infiltration, only a small
portion of the present amount of recharge would enter the mines (Section
2.3.3.). Declines in water levels of as much as 20 feet would be expected.
If sewage discharges to the mines were eliminated and only stormwater
were allowed to enter the mines, the amount of recharge would not be suf-
ficient to maintain the water levels during dry periods of the year. The
Streator area can be quite dry in the summer months, which causes groundwater
levels and river flow to drop significantly. A fluctuating water table would
increase the danger of mine instability.
Mining Conditions
Subsidence usually occurs at the time of mining or shortly thereafter.
Room and pillar mining generally causes more severe subsidence problems than
the longwall method, because of the greater potential for differential move-
ment. Subsidence associated with longwall mining generally occurs during
mining operations and is usually in the form of large sags, which have a
depth roughly three-quarters of the thickness of the coal seam. Subsidence
associated with room and pillar mining is more isolated and depends primarily
upon:
1. Coal Extraction Ratios
2. Dimensions of pillars
3. Sizes of rooms and roof spans
4. Strength of roof, coal, and floor.
The coal extraction ratio is the area of mined coal divided by the total
area. Extraction ratios of typical mines in the Streator area, based on the
Renz mine maps, ranged from 50% to 78% prior to any pillar drawing or rob-
bing (Table B-4). Approximate room dimensions and pillar sizes also are pre-
sented in Table B-4.
B-35
-------
The extent of pillar drawing during mining and the amount of subse-
quent pillar robbing are unknown. Pillar robbing in abandoned mines was
prevalent in the 1930s, especially in southwest Streator south of the Vermi-
lion River.
STABILITY EVALUATION
Stability Criteria
There are three general conditions that determine the stability of an
underground room and pillar coal mine. These are: 1) the stability of the
roof; 2) the stability of the pillars; and 3) floor deformation. The latter
may involve either settlement of a pillar and/or bearing capacity failure of
a pillar with associated lateral or upward movement of the floor. If the
immediate roof is unstable, the other conditions are of relatively little
significance. Where the roof is marginally stable, deformation of the pillars
and/or floor can affect adversely the roof rock.
Existing Conditions
In general, data derived in this study of the Streator area indicate
that the roof is marginally stable to unstable. This is based on measured
properties of the roof rocks, stability computations involving simple beam
theory, and correlation with documented subsidence areas. Factors of safety
of less than 1.0 were computed for several cases using existing subsurface
conditions. Examination of the rock core from the roof revealed primarily
soft shale or siltstone and an absence of any competent layer or zone that
would retard progressive roof failure.
The stability of the pillars with respect to crushing can only be es-
timated. Intact samples could not be obtained for testing, and examination
of the pillars to determine the effects of joints and chemical deterioration
in the coal mass is not physically possible because of the flooded condition
in the mines. However, based on the pillar dimensions obtained from study of
mine maps, it is likely that some pillar yielding and crushing has occurred.
In general, the floor of the mines consists of shale and no thick plas-
tic underclay immediately underlying the pillars. Underclays, however, were
encountered within a few feet below the base of the pillars in several of
the borings. The strength of the shale samples is relatively low, indicating
that softening has occurred over the more than 50 years since the mines were
inundated.
Impact of Lower Mine Water Levels
Lower water levels in the mines, resulting from restricted discharge to
the mines, would increase stress within the roof rock units. The computed
factors of safety for roof stability were reduced by approximately 25%. In-
duced stress associated with lower water levels also could be expected to
initiate settlement or bearing capacity failures of the pillars and floor.
B-36
-------
CONCLUSIONS
1. The abandoned mines are flooded, and the present wastewater/stormwater
disposal practices are responsible for the elevated water levels in the
mines.
2. Conditions conducive to subsidence exist in the Streator area. The most
susceptible areas are those where thin roof rock and/or thin glacial over-
burden exist. Although the only evidence of subsidence in the Kangley
area are a few depressions in a lawn, poor quality and thin sections of
roof rock make this area also susceptible to subsidence.
3. Recent ground subsidence has occurred and probably will continue based on
present conditions.
4. In the northwest part of Streator, weak and thin roof rock material in-
dicates areas particularly susceptible to future subsidence.
5. Areas in the central and eastern part of Streator may be less sensitive
to changes in mine water levels. These are areas of substantial roof
rock thickness. The mines there also are lower topographically, and thus,
the water levels in the mines would tend to fluctuate less.
6. Significant lowering of the existing water levels would increase stresses
in the roof, pillars, and floor and, therefore, would increase the potential
for subsidence. There is no "safe" level at which mine water should be
maintained. Fluctuation in water levels must be minimized. Inundated mines
would cause drying and subsequent deterioration of the pillars and any
wooden roof support system.
7. Lowering existing water levels can be prevented by maintaining recharge
equal to the present sanitary and industrial inflows to the mines. Ad-
ditional discharges will have to make up for flows diverted from the mines.
Recharge will have to be regulated carefully to maintain stable levels.
f
8. There are areas where recharge is not needed and where present discharges
may be eliminated:
a. No recharge is needed in unmined areas.
b. No recharge may be needed in mines immediately adjacent to discharge
(leachate) areas.
9. Elimination of discharges to the abandoned mines would not eliminate
totally leaching discharges to the Vermilion River, because natural in-
filtration to the mines would continue. The leachate quantity, however,
would be considerably less. The mines would never completely drain
naturally. Drainage is a function of floor elevation and natural seepage.
Because of the general eastward dip of the coal away from the discharge
points along the river and the sometimes severe rolling of the coal,
pumping would be necessary to dewater the mines.
B-37
-------
APPENDIX C. PLANTS, FISHES, AND MACROINVERTEBRATES FOUND IN
THE STREATOR, ILLINOIS, FPA
-------
Table C-l. Scientific equivalents of common plant names cited in text or
observed by WAPORA, Inc., during December 1977. Nomenclature
is that of Fernald (1950).
Common Name
American elm
Basswood
Bitternut
Black cherry
Black oak
Boxelder (river maple)
Buckeye
Bur oak
Butternut
Buttonbush
Catalpa
Cottonwood
Hackberry
Hawthorn
Hazelnut
Hop-hornbeam
Horse chestnut
Maple-leaved viburnum
Mulberry
Northern red oak
Norway maple
Pinacled dogwood
Green ash
Red mulberry
Rose
Scarlet oak
Shagbark hickory
Silver maple
Slippery elm
Smilax
Spirea
Sugar maple
Sycamore
Tree-of-heaven
Viburnum
Weeping willow
White ash
White oak
Wild crab
Willows
Scientific Name
Ulmus americana
Tilia americana
Carya cordiformis
Prunus serotina
Quercus velutina
Acer negundo
Aesculus glabra
Quercus macrocarpa
Juglans cinerea
Cephalanthus occidentalis
Catalpa speciosa
Populus deltoides
Celtis occidentalis
Crataegus sp.
Corylus americana
Ostrya virginiana
Aesculus hippocastanum
Viburnum acerifolium
Morus sp.
Quercus rubra
Acer platanoides
Cornus racemosa
Fraxinus pennsylvanica
Morus rubra
Rosa sp.
Quercus coccinea
Carya ovata
Acer saccharinum
Ulmus rubra
Smilax sp.
Spirea sp.
Acer saccharum
Platanus occidentalis
Ailanthus altissima
Viburnum sp.
Salix babylonica
Fraxinus americana
Quercus alba
Pyrus coronaria
Salix sp.
C-l
-------
Table C-2. Scientific equivalents of common fish names cited in text.
Nomenclature is that of Bailey (1960).
Common Name
Black crappie
Bluegill
Channel catfish
Flathead catfish
Green sunfish
Largemouth bass
Quillback 'carpsucker
Red shiner
Smallmouth bass
White crappie
Scientific Name
Pomoxis nigromaculatus
Lepomis macrochirus
Ictalurus punctatus
Pylodictis olivaris
Lepomis cyanellus
Micropterus salmoides
Carpiodes cyprinus
Notropis lutrensis
Micropterus dolomieui
Pomoxis annularis
C-2
-------
Table C-3. Number of fish species and organisms found in the Vermilion
River near Streator IL. Sampling was conducted during June and
July 1966 (Illinois Natural History Survey 1966).
Common Name
Bigmouth shiner 2
Blackstripe topminnow* 5
Bluntnose minnow 32 10
Central common shiner 36 18
Flathead minnow 6
Golden redhotse ~ 6
Golden shiner* 17 3
Green sunfish* ~ 1
Horneyhead chub 3
Johnny darter 3
Largemouth bass 3 1
Northern creek chub*
Northern rock bass
Orangespotted sunfish 1 3
Quillback carpsucker* 1 2
Redfin shiner
Red shiner 16
River carpsucker* 1
Shorthead redhorse
Suckermouth minnow 1
White crappie - 1
2
Number of species 15 9
Number of fish 129 45
Station Station Station Station
#16 #9 #15 #26
7
17
14
5
63
1
1
3
3
1
1
1
57
Scientific Name
Notropis dorsal is
Fundulus notatus
Pimephales notatus
Notropis chrysocephalus
Pimephales promelas
Moxostoma erythrurum
Notropis stramineus
Lepomis cyanellus
Hybopsis biguttata
Etheostoma nigrum
Micropterus salmoides
Semotilus atromaculatus
Ambloplites rupestris
Lepomis humilis
Carpiodes cyprinus
Notropis umbratilis
Notropis lutrensis
Carpiodes carpio
Moxostoma macrolepidotum
Phenacobius mirabilis
Pomoxis annularis
Notropis rubellus
1
49
12
143
* Relatively pollution tolerant
#16, 1.5 miles southwest of Cornell (12 miles upstream from Streator)
#9, 3 miles south of Streator (upstream) at the Rt. 17 bridge
#15, South Streator, immediately upstream from Streator
#26, 4 miles east of Leonore (10 miles downstream from Streator).
C-3
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C-4
-------
APPENDIX D. WATER QUALITY INVESTIGATIONS IN THE STREATOR, ILLINOIS, FPA
-------
INTRODUCTION
The segment of the Vermilion River in the Streator FPA receives pollutant
loads from several sources in addition to the sewage treatment plant (STP)
(Section 2.3.1.3), Pollutant sources include mine leachates, stormwater run-
off, combined sewer overflows, and flows from broken or cracked sewer lines.
Much of the stormwater runoff, combined sewer overflows, and flows from
damaged sewer lines enter the Vermilion River via Coal Run and Prairie Creek.
These two tributaries drain most of the Streator urban area, and major sewer
interceptors are located along their banks.
Leachates originate from the abandoned coal mines beneath Streator that re-
ceive domestic and industrial wastewaters and combined sewer overflows. It
appears that leachates enter the Vermilion River directly or via Prairie
Creek. Leachate points discharging to the Vermilion River were located by
WAPORA, Inc., during a field inspection on 7 September 1977. The river flow
was low at .the time (320 cfs near Leonore, Illinois). Discharges were identi-
fied as mine leachates by the red stained areas (caused by ferric compounds)
along the river bank at the point of seepage. Most of the sites are within
the river channel and are under water during high river flows. Points at
which leachates discharge to the Vermilion River are shown in Figure D-l and
are described in Table D-l.
IEPA INVESTIGATION, 1974
IEPA conducted a detailed sampling program on the river near Streator on
24 October 1974 during preparation of the draft Facilities Plan. This was a
study to determine how mine leachates affect water quality in the Vermilion
River. Single, grab samples were collected at different leachate sites and
at various points along the Vermilion River and its tributaries. Six out of
the 14 sampling locations were along the Vermilion (Figure D-2). Table D-2
presents the results of the analyses (on the significant water quality para-
meters) for those Vermilion River samples. The river flow during the study
was 20 cfs, which was near the minimum flow of 16 cfs recorded during the
1974-1975 water year. This low flow condition did not allow for much dilution
of pollutant loads, and thus, water quality impacts could be detected for this
critical stream condition. Results from Station 7M reflect water quality
conditions at the dam. Although the data do not represent true upstream river
conditions due to the effects of the impoundment, the data represent back-
ground conditions necessary to detect downstream changes in river water quality.
The data from Station 11M indicate that there were significant changes in
water quality within less than 1.0 miles downstream from Station 7M. How-
ever, no significant pollutant sources, including mine leachates, have been
identified within that segment of the river. The fecal coliform count at
Station 11M violated the State standard of 200/ml. Iron and ammonia-nitrogen
concentrations also increased, although neither violated standards. The con-
centration of total phosphorus (17 mg/1) was extremely high for a river sample.
Raw sewage has an average concentration of about 10 mg/1 total phosphorus
(US-EPA 1976c). Therefore, the high concentration reported cannot be indic-
ative of average conditions and may be the result of a sampling, analytical,
or'reporting error.
D-l
-------
Figure D-l. Location of mine leachates discharging to the Vermilion River
in the Streator, Tllmois, IPA on 7 September 1977.
MILES
I ' I
0 I
WAPORA, INC.
D-2
-------
Table D-l. Locations at which mine leachates discharge to the Vermilion River
in the Streator, Illinois, FPA. Leachate sites were located during
field investigation conducted on 7 September 1977.
Location Description
1-11 On the east bank of the Vermilion River between Egg Bag
Creek and Prairie Creek. Individual discharges were
small but larger than trickles.
12 Discharges into Prairie Creek approximately 50 feet upstream
from its confluence with the Vermilion River. Leachate
flow originates approximately 200 feet from the creek.
Several small seepage points contribute to the flow in the
main leachate channel. The channel supports massive algal,
bacterial, and fungal growths and is malodorous. The flow
near Prairie Creek was large.
13 Upstream from Prairie Creek, approximately 50 feet down-
stream from the STP discharge. Leachate volume was small.
14 Upstream from the STP outfall, directly under the high
tension lines at the south end of the STP property. The
leachate discharge was small.
15 At the southern border of Streator and La Salle County,
at the west end of 12th Street. The discharge was not
small but not nearly as large as the discharge at 12.
16 and 17 Located close together, in Livingston County just upstream
from the Highway 23 bridge.
D-3
-------
IEPA water quality sampling station
IEPA 1974 special study sampling station
Figure D-2. IEPA water quality sampling locations in the Streator,
Illinois, FPA.
MILES
I ' I
0 I
WAPORA.INC.
D-4
-------
Table D-2. Summary of water quality data obtained at sites in the Streator
FPA (Adapted from IEPA Special Analysis 1974), Values in excess
of the current State water quality standards are marked with an
asterisk (*).
Sample
Designation
(listed from Fecal
upstream to
downstream)
7M
11M
14M
5M
6M
12M
DO
(mg/1)
7.7
7.1
9.1
5.8
4.4*
8.2
pH
8.1
7.5
7.8
7.6
7.6
7.8
Coliforms
(///100ml)
50
4,200*
5,700*
300,000*
17,900*
7,400*
Cu
(mg/1)
0.01
0.00
0.00
0.01
0.01
0.00
Fe
(mg/1)
0.3
0.9
1.0
1.3*
0,7
1.1*
NH3-N
(mg/1)
0.1
0.7
0.7
3.3*
*
2.9
1,4
Total :
(mg/1
0.20
17.
7,4
3.7
3.5
3.6
D-5
-------
Station 14M is located approximately 3.5 river-miles downstream from
Station 7M. A few small leachate flows discharge into the Vermilion River
between the two sampling locations. Other pollutant sources include urban
runoff and the flow from Coal Run that receives raw sewage from sewer over-
flows and a broken interceptor. This raw sewage probably caused the fecal
coliform count increase at this station. Other constituents indicative of
increased wasteloads did not increase. The DO concentration was higher than
at the previous station. The ammonia level remained constant, and the phos-
phorus concentration decreased to 7.4 mg/1.
The water quality conditions at Station 5M show a considerable change from
conditions measured at Station 14M. The data appear to reflect the impacts
of the effluent from the Streator STP, which is located approximately 0.5 miles
upstream from the station. Concentrations of fecal coliforms and ammonia-
nitrogen (principal pollutants discharged) increased, and the DO concentration
decreased as a result of the discharge of oxygen consuming matter. State
water quality standards for fecal coliforms, iron, and ammonia-nitrogen also
were violated. However, the treatment plant is not the only pollutant source
upstream from Station 5M. Some mine leachate points occur along the Vermilion
downstream from Station 14M and several significant leachate flows discharge
into Prairie Creek, which joins the Vermilion upstream from Station 5M. Urban
runoff and combined sewer overflows along the Kent Street and Prairie Creek
interceptors also contribute pollutant loads to the river.
The data in Table D-2 for Station 6M, like data for Station 5M, reflect
poor water quality conditions and probably also indicate effects of upstream
pollutant loads. The low DO concentration of 4.4 mg/1 indicates that the
point of maximum oxygen utilization in the decomposition of organic matter
probably is located doxmstream from Station 5M and near Station 6M. The
State standards for DO, fecal coliform, and ammonia-nitrogen were violated at
this point.
Station 12M is about 3.0 miles downstream from Station 5M and about 1.5
miles downstream from Station 6M, located at Klein Bridge (the location of
Illinois Water Quality Station DS-05). The water quality data reviewed for
this station indicate that the Vermilion River is recovering by this point
from the impacts of the various wasteloads. DO concentration increased from
4.4 mg/1 at Station 6M to 8.2 mg/1 at Station 12M. Concentrations of fecal
coliform and ammonia-nitrogen decreased from those concentrations at Station
6M. The fecal coliform level, however, still violated the State standard.
The contribution of relatively sewage-free flow from Otter Creek, the largest
tributary in the Streator FPA, could have improved water quality in the Ver-
million River by diluting the water in the main stem.
WAPORA INVESTIGATIONS, 1977
Field investigations conducted by WAPORA, Inc., were designed to determine
the chemical characteristics of the mine leachates and to determine if
leachates have an adverse impact on water quality of the Vermilion River.
Water quality impacts would dictate the types of wastewater management alter-
natives that need to be developed.
D-6
-------
Sampling excursions were conducted on 3 October 1977 and on 19 December
1977. During both excursions, flow in the Vermilion River was high. The flow
near Leonore was 6,330 cfs on 3 October 1977 and 5,480 on 19 December 1977.
Only two of the leachate sites located on 7 September 1977 (#12 and #14,
Figure D-l) could be sampled. All other sites were under water. Additional
leachate sites, however, were located along Prairie Creek and sampled.
Leachates along Prairie Creek are discharged from the hillside where mining
occurred. The leachate sites are situated high enough above the stream chan-
nel that high stream flows would not cover the seepage points. No leachate
sites were located along Coal Run. The floodplain of the stream is broad and
the hydrologic gradient of the mines trends away from Coal Run (Appendix B).
Stream and leachate sampling sites are shown in Figure D-3 and are described
in Table D-3. Samples of the Vermilion were taken along the east bank and
not at mid-stream, because the river flow was too high and fast. Results of
water quality analyses are presented in Tables D-4 and D-5.
Leachates that were sampled appear to originate from one mine, the Chicago,
Wilmington, and Vermilion "Old" No. 1. This mine is the largest in the area
(Appendix B) and must receive considerable flows from residences, industries,
commercial establishments, and combined sewer overflows. Several physical,
chemical, and biological processes occur in the water-filled mine and alter
the characteristics of leachates. These processes include sedimentation of
suspended solids, dissolution of minerals in the geologic formation, chem-
ical and biological decomposition of organic matter, and bacterial die-off.
The rates of these processes depend on the chemical and biological character-
istics of the waters, the physical characteristics of the mine, including the
surface area in contact with the water, the hydrologic gradient, and
retention time. Filtration between the mine and points of seepage also alter
the water quality of leachates.
The chemical characteristics of leachates indicate that the water undergoes
a high level of treatment in the mine (Tables D-4 and D-5). The leachates
were very clear and their BOD^ was low, indicating that there is some sedi-
mentation, filtration, and decomposition of organic matter. Ammonia concen-
trations and fecal coliform counts, however, were high, confirming domestic
wastewater contributions to the mine. The leachates were also malodorous.
The odors are due to sulfides, indicating that the dissolved oxygen in the
mine waters may be quite low, lower than the concentrations at the leachate
sampling sites. The high ammonia and low nitrate concentrations further
attest to the reducing environment of the mine.
The leachates had high alkalinity and hardness levels and had a neutral pH,
ranging between 6.8 and 7.3. In the mine, carbonic acid is formed by solution
of carbon dioxide in water and causes the dissolution of minerals in the for-
mation. Carbonate minerals in solution then buffer the pH. Because a
reducing environment is indicated, the pH should not be lowered significantly
by the oxidation of pyrite (FeS2)• Iron concentrations in the leachates were
high, indicating that there may be other sources of iron.
Leachates from the mines appear to affect water quality in Prairie Creek,
Prairie Creek, however, exhibited degraded waters upstream from the leachate
sampling stations. The fecal coliform count and the chemical oxygen demand
were greater at sampling location F than at any of the leachate sampling
D-7
-------
• STREAM SAMPLING SITE
• LEACHATE SAMPLING SITE
A STP OUTFALL
L
G-l
G-2.
G-3«
J 9LUFC
LorcE ST1
«OS»ECT II \ I
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Figure D-3.
Location of stream, leachate, and STP outfall sampling sites in
the Streator, Illinois, FPA. Sampling was conducted on 3 October
1977 and 19 December 1977.
D-8
-------
Table D-3. stream, leachate, and STP outfall sampling sites in the Streator,
Illinois, FPA. Sampling was conducted on 3 October 1977 and 19
December 1977.
Location Description
A On the Vermilion River approximately 140 feet upstream
from the Coal Run confluence.
B On Coal Run approximately 150 feet upstream from its
confluence with the Vermilion River.
C On the Vermilion River approximately 300 feet downstream
from the Coal Run confluence.
D-l On the Vermilion River at the south end of the STP
property, upstream from mine discharge #14.
14 Mine leachate discharging into the Vermilion River from the
river bank upstream from the STP outfall, directly under
the high tension lines at the south end of the STP property.
Flow was larger than observed on 7 September 1977.
D-2 On the Vermilion River downstream from mine discharge #14,
approximately 150 feet upstream from the STP outfall.
STP Approximately 300 feet upstream from Prairie Creek.
The outfall pipe was under water during both sampling visits.
E On the Vermilion River between the STP outfall and the Prairie
Creek confluence at the CB&Q RR bridge.
F On Prairie Creek approximately 100 feet upstream from G-l.
G-l Discharge into Prairie Creek farthest upstream. The flow
in the channel comes from a large, gently sloping area where
there are several seepage points.
G-2, Discharges to Prairie Creek originating from the side of a
G-3, steep hill. The flows are large and malodorous. The
G-4 channels are red stained (from ferric compounds) and support
large algal, bacterial, and fungal growths.
G-5 Mine leachate channel at the source and approximately 60 feet
upstream from where flows enter Prairie Creek. (Table D-l, #12)
On Prairie Creek approximately 25 feet upstream from its
confluence with the Vermilion River. Because of the high
flow in the Vermilion River, flows from the Vermilion River
and Prairie Creek were mixing.
On the Vermilion River approximately 300 feet downstream from
the Prairie Creek confluence.
D-9
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locations (Figure D-3). The nitrate concentration was high, and the iron
concentration exceeded the Illinois stream water quality standard. LeachateSj,
however, contained higher concentrations of ammonia, total dissolved solids,
and iron. Leachates also had higher alkalinity and hardness levels and lower
dissolved oxygen concentrations. Downstream from the leachate discharges, at
sampling location H, the BOD^ level was the same as at location F, but fecal
coliform counts, ammonia, and iron concentrations were higher. Because the
distance between sampling locations F and H is less than 0.25 mile, the water
quality degradation most probably was attributable to the mine leachates and
not to other pollutant sources.
Leachates do not appear to have an adverse impact on the water quality of
the Vermilion River (Tables D~4, D-5). Constituent concentrations downstream
from the STP and downstream from Prairie Creek, between river sampling loca-
tions E and I, did not differ significantly. Impacts attributable to leach-
ates along Prairie Creek, however, are difficult to differentiate, because
pollutant loads from the STP enter the Vermilion River less than 0.25 mile
upstream from the Prairie Creek confluence. Impacts at river sampling loca-
tion H could be caused by loads from the STP and/or from leachates entering
Prairie Creek.
Impacts from leachate pollutant loads may be greater when flows in the
Vermilion River are low. There would be less flow available for dilution.
Loads from leachate sites, however, may not be as large during low flow
periods when no stormwater enters the mines. Leachate flows observed at
locations 12 and 14 on 3 October 1977 and on 19 December 1977 (those sites
discharging to the Vermilion River that were not under water) appeared to be
larger than flows observed on 7 September 1977.
Pollutant loads of certain constituents from the Prairie Creek leachate
sites (G-l through G-5) and in Prairie Creek upstream from these sites (F)
were calculated and are presented in Table D-6. Some of these combined loads
were substantial, and if leachate flows and concentrations are anywhere as
high when flows in the river are low as when flows are high, the impacts
could be significant. The BOD5 load from the leachate sites along Prairie
Creek was calculated to be 188 Ibs/day, and the 6005 load in Prairie Creek
upstream (location F) was calculated to be 236 Ibs/day. The total 6005 load
to the Vermilion River from Prairie Creek, therefore, was approximately 424 Ibs
/day. The BOD5 load from the STP during the period from July 1976 to
June 1977 was 218 Ibs/day, at 14.5 mg/1. It must be realized, however, that
the BOD5 load in the Vermilion River at sampling location A was approximately
118,149 Ibs during 3 October 1977, substituting the flow near Leonore for
the flow at Streator.
Pollutant loads from the STP and Coal Run appear to have little impact on
the water quality of the Vermilion River (Table D-5). Pollutant loads from
leachates, from the STP, and from Coal Run may have a more significant impact
when flows in the river are low. At the time of sampling, the water quality
of Coal Run was poor, particularly because of the high fecal coliform count
and the high iron concentration. The iron may enter the stream via leach-
ates, although no leachate discharge points were located. A major source of
pollutants must be the broken interceptor along the streambank downstream
from Highway 23. Flow from the interceptor was observed entering the creek.
The odor at this location was very strong.
D-14
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The impact of pollutant loads entering the Vermilion River between river
sampling locations A and I appears negligible. Water quality upstream from
Coal Run and downstream from Prairie Creek was similar. The fecal coliform
count and the iron concentration were particularly high at both locations.
D-16
-------
APPENDIX E. SOCIOECONOMIC STATISTICS
-------
Table E-l. Population trends in the Streator FPA and in La Salle and Living-
ston Counties, Illinois (US Bureau of the Census 1973; Illinois
Bureau of the Budget 1976; Langford 1977) .
10 Year
Percent Change Rate
1970 1975 1960-1970 1970-1975*
Streator 16,868 15,600 n.a. -7.3
Streator Metropolitan Area
Streator 16,868 15,600 n.a.
Kangley 267 290 n.a.
Streator W. (not reported) 2,077 n.a.
Streator E. 1,517 1,660 n.a.
S. Streator 1,923 1,869 n.a.
Total 20,575 21,496 — +4.5
Five Townships
Bruce
Eagle
Otter Creek
Reading
Newtown
17,750
2,109
2,296
2,882
952
16,747
2,082
3,003
2,975
1,001
16,500
1,990
2,954
3,030
1,085
Total 25,989 25,808 25,559 -0.7 -1.9
Two Counties
-4.5
La Salle
Livingston
110,800
4,0,341
111,409
40,690
108.900
40,800
+0.5
+0.6
n.a. — not available
Total 151,141 152,099 149,700 +0.6 -3.1
E-l
-------
Table E-2. Population of the City of Streator, Illinois, from 1900 to 1970
(US Bureau of the Census).
Census Population
1900 14,079
1910 14,253
1920 14,779
1930 14,728
1940 14,930
1950 16,469
I960 16,868
1970 15,600*
* The actual 1970 population within the 1960 corporate limits was 15,120.
E-2
-------
Figure E-l, Communities within a 25-mile radius of Streator, Illinois, with
a population larger than 500 persons (except Kangley).
E-3
-------
Table E-3. Population changes in communities (with populations larger than
500 persons, except Kangley) within a 25-mile radius of Streator,
Illinois (US Bureau of the Census 1963 and 1973).
Ottawa
Streator
La Salle
Peru
Pontiac
Marseilles
Oglesby
Seneca
Wenona
Tonica
Kangley
Table E-4.
U.S.
Illinois
1960
19,408
16,868
11,897
10,460
8,435
4,347
4,215
1,719
1,005
750
267
Total 79,371
1970
18,716
15,600
10,736
11,772
9,031
4,320
4,175
1,781
1,080
821
290
78,322
Live births per 1,000 population in the US and
1960 to 1975 (US Department of Commerce 1976;
Please Almanac, Atlas, and Yearbook 1977).
April July April Dec.
1960 1965 1970 1970
23.7 19.4 18.4 18.2
23.7 19.6 18.5 18.3
July
1972
15.6
15.9
Percent Change
-3.5
-7.5
-9.8
+12.5
+7.1
-0.6
-0.9
+3.6
+7.5
+9.5
+8.6
-1.3
Illinois from
Information
July July Dec. Dec.
1973 1974 1974 1975
14.9 14.9 14.9 14.8
15.1 15.2 15.0 15.0
E-4
-------
Ottawa^"]"
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[ | Ransom
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SUNBURY
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-17
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WAPORA.INC.
Figure E-2. Tovmships around Streator, Illinois, showing population changes
from 1970 to 1975 (Langford 1977) .
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-------
Table E-9. Relative share of total US manufacturing employment by region
(Adapted from US Bureau of the Census 1976).
Share (Percent)
Region
East North Central
Northeast
West North Central
South
West
1958
26.5
34.0
6.0
21,9
11.5
1963
26,3
32.0
6.0
23.3
12.5
1967
26.5
30.1
6.0
24.6
12.5
1972
25.8
27.2
6.3
28.1
12.6
1975
25.3
26.7
6.8
28,2
13.1
E-10
-------
Table E-10. Employment by industry in the City of Streator, Illinois
(Illinois Manufacturers Directory 1977).
DURABLES
Stone, clay, glass; Instruments; all other durables
Stone, clay, glass (SIC 32)
1. Owens-Illinois, Inc.
2. Thatcher Glass Mfg. Co., Inc.
3. Streator Brick Systems, Inc.
4. Tranco, Inc.
5. Neumann & Sons, Inc.
6. Arco Concrete, Inc.
Instruments (SIC 38)
none
Other durables (Miscellaneous, SIC 39)
7. Ken-Lite Neon Co.
Sub-total
Machinery & transportation equipment
Non-electrical machinery (SIC 35)
8. Streator Dependable Mfg.
9. Meyers Sherman Co.
10. Flink Co.
11. Appliance Engineering
12. Streator Machine Co.
13. S & F Machine Co.
14. Mushro Machine & Tool Co.
Electrical machinery (SIC 36)
15. Teleweld, Inc.
Transportation equipment (SIC 37)
16. Anthony Company
17. Kennedy Truck Body Mfg.
Sub-total
Metal Industries
Primary metals (SIC 33)
18. Plymouth Tube
Fabricated "metals (SIC 34)
19. Knoedler Manufacturers, Inc.
20. Enterprise Industries, Inc.
21. Mays Welding Shop
2.200
900
94
45
10
8
7
3,264
125
120
63
5
3
2
1
167
18
554
Sub-total
75
65
1
216
glass
glass
brick, bldg face
Insulating materials
concrete blocks & products
ready mix concrete
signs and displays
materials handling equipment
conveying, sewer cleaning
equipment, vacuum trucks
spreaders, snow plows
automatic cut-off machines
machine work
machine work
machine work
50 elec. heating equipment, etc.
truck and dump bodies, hoists,
cranes, and lift gates
truck bodies, hoists
75 steel tubing
tractor and truck seats
structural steel and steel
joists
welding
E-ll
-------
Table E-10. (concluded)
Furniture, lumber and wood products (SIC 24, 25)
none
Durables sub-total 4.034
NON-DURABLES
Food & kindred products (SIC 20)
22. Sunstar Foods, Inc.
23. Illinois Valley Ice Cream Co.
24. Cinshan Foods, Inc.
25. Streator Coca Cola Bottling Co.
Sub-total
Printing and publishing (SIC 27)
26. Times-Press Pub Co.
27. Riverside Graphics
28. B & D Custom Printing
Sub-total
Chemical and allied (SIC 28)
29. Borden, Inc., Chem. Div.
(Smith-Douglas)
Sub-total
Textile mill & fabricated textile
Textile mill products (SIC 22)
30. Morris Foundations, Inc.
All other non-durables
Rubber, plastics (SIC 30)
31. Tuscarora Plastics, Inc.
Non-durables Sub-total
85
50
42
23
200
salad dressings, syrups,
peanut butter, mixes
ice cream, dairy products
ice cream
soft drink bottling
60 publishing and printing
5 printing
2 printing
67
125 fertilizer, chemicals
125
55 ladies' foundation garments
Sub-total 55
60 foam packaging materials
Sub-total 60
507
GRAND TOTAL 4.541
E-12
-------
Table E-ll. Number of owner-occupied single dwelling units on less than 10 acres
of land and with no business establishment on the property during
1975 (La Salle County Regional Planning Commission 1976a).
Less $5,000 $10,000 $15,000 $20,000 $25,000
Than to to to to to $35,000
$5.000 $9,999 $14,999 $19,999 $24.999 $34.999 or more
Streator 191 1,058 1,150 714 302 161 80
Total, seven
communities 512 3,333 5,688 3,672 1,952 1,549 804
% in Streator 37.3% 31.7% 20.3% 19.4% 15.5% 10.4% 10.0%
E-13
-------
Table E-12. Disbursements by the City of Streator, by type of service
provided, for fiscal-1977, 1 May 1976 to 30 April 1977
(Kincannon 1977).
Total Per
Annual Capita
Cost Cost
Police and police retirement $502,754 $32.23
Fire protection and fireman retirement, emergency services 396,510 25.42
Streets, local and local share of arterials 388,345 24.89
Local streets, bridges, sidewalks 268,859
Street lighting & traffic control 62,694
Excess of disbursements over fuel tax
and grant receipts, arterials 56,792
Garbage disposal 307,375 19,70
Sewer Service 140,543 9,01
Operating costs 111,338
Debt amortization 29,205
Public parks 132,162 8.47
Municipal public library 64,938 4,16
Health & safety 55,399 3,55
Parking meter installation and operation 40,839 2,62
Public buildings & grounds, electrical dept, 32,928 2.11
Golf course operating costs 27,617 1,77
Swimming pool operating costs 25,969 1.66
Capital investment in public transit^ 6,235 0,40
Executive, accounting, finance, legal dept,c 178,005 11.41
Changes cash balances, other net interest and debt, misc. 77,676 4.98
Sub-Total 2,377,295 152,39
Maintenance of arterial streets and construction
of Broadway Viaduct (disbursement of motor fuel 646,766 41.46
tax share and grant funds).
Total $3,024,061 $193,85
aBased on 1975 population of 15,600,
From Federal counter cyclical funds; includes fund administration and
otherwise unallocated counter cyclical funds,
/•»
Includes expenditures for public benefits and municipal retirement,
E-14
-------
Table E-13, Disbursements and rentals and fees for city sewers and for other
services (Kincannon 1977),
Disbursements Rentals & Fees Differences
Sewage disposal
Swimming pool
Golf course
Parking meters
Police
$140,543
25,969
27,618
40,839
502,754
$84,910
14,371
23,121
37,400
46,107*
$55,633
11,598
4,498
3,439
456,647
*
Fines. These include fines for parking meter violations.
E-15
-------
Table E-14. Streator sewer service, number of customers, and rental receipts
(Kincannon 1977),
Customer
Class
Residential
Industrial
Commercial
Number
of
Customers
4,235
38
308
Receipts ,
Fiscal
1977
$67,145,55
10,448.90
6,431,01
Rental
Receipts per
Customer
$15,85*
274,97
20,88
Total 4,581 $85,025.46 $18.56
For customer receiving service all year, rental is $16.00 ($4,00 per quarter)
E-16
-------
Table E-15, Costs of water supply to customers in Streator area (year-to-date,
December 1976; Northern Illinois Water Company 1977).
Customer Class
Residential
Commercial
Industrial
Number of
Customers
7,087
556
40
Billings
$660,331
133,114
220,106
Cost per
Customer
$93.17
239.41
5,502.65
Public
(City & Schools) 4 16,421 4,105.25
E-17
-------
Table E-16. Revenues to the City of Streator by source of funds for fiscal-
year 1977, May 1976 to 30 April 1977 (Kincannon 1977),
Local Taxes
Sales
Property
Fire insurance
Licenses, fees, misc.
Police fines
Business licenses
Parking meter fees
Golf course fees
Swimming pool fees
Franchises
Misc. revenues, rentals
Sewer rentals
Rentals
Miscellaneous
Federal & State sources
(other than arterial streets)
Federal revenue sharing
Federal CETA program
Federal counter cyclical
State income tax share
State and private arterial
streets, viaducts
State motor fuel tax
Constr. grants, state
Private sources
$759,603
677,880
5,986
46,107
38,773
37,400
23,120
14,371
12,151
98,270
84,846
64
187,378
432,078
27,309
$1,44-3,469
270,193
84,910
578,723
646,766
Per Capitaa
$92,53
48.69
43.45
0.38
17.32
5.44
37.09
252,638
103,871
18,763
203,451
Sub-Total $2,377,295
152.39
41.46
Grand Total $3,024.061
193.85
Based on 1975 population of 15,600.
Comprehensive Employment and Training Act funds that are used to
help pay for city employees,
E-18
-------
BUREAU
"f
.Piano
KENDALL
1
I LA SALLE
Princeton
•
I KENC
Wyoming
STARK
I
- _/Gr<
Per i
••
LaSalle
Ottawa
•
Granville
PUTNAM
MARSHALL
PEORIA
1 [
I I
_Streator
Morns
GRUNOY
I
L
Peoria* _
%East
Peoria
WOODFORD
•Eureka
LIVINGSTON
Pontiac
I I
• Morton |— •
Pekin 1
Norrr
>Havana
MASON
\
TAZEWELL
Normal
Bloomington
MCLEAN
L...
DEWITT
Clinton
MILES
I
20
Figure E-3. Extent of the North Central Illinois Region and its location
in Illinois.
E-19
-------
Table E-17.Selected items of municipal finances in 1974 in 20 North Central
Illinois Cities and Streator's rank among cities (Illinois
Department of Business and Economic Development 1976; US Bureau
of the Census 1973).
Revenue Per
Municipality
Peoria County
Peoria
Tazewell County
Pekin
East Peoria
Norton
La Salle County
Ottawa
Streator
Peru
La Salle
McLean County
Blooming ton
Normal
Livingston County
Pont lac
Bureau County
Princeton
Wood ford County
Eureka
Grundy County
Morris
Kendall County
Piano
DeHitt County
Clinton
Mason County
Havana
Marshall County
Henry
Stark County
Wyoming
Putnam County
Granville
High
Median
Low
Assessed
Valuation
Per Capita
$4.757
4.081
6.160
5,498
3.487
3,154
4",0<2
3.858
4.643
2,539
3.373
4,004
2.962
. 4,313
3.520
2.518
2,642
2,265
2.227
2.540
6.160
3.554
2.227
Total
$175
146
201
138
152
130
135
179
335
100
142
602
93
136
121
256
171
101
83
69
602
141
69
Property
Taxes
$52
55
54
33
45
39
31
39
64
22
53
52
22
32
29
33
46
16
51
12
Capita
Sales
Taxes
J48
39
27
42
37
38
47
38
49
10
33
47
30
49
28
31
46
35
—
25
Debt Per CapiU
Other
$76
52
120
63
70
53
61
102
222
68
55
503
42
54
64
192
79
50
32
32
Expenditures
Per Capita
$154
122
171
115
141
128
127
159
316
109
125
508
81
150
84
260
172
70
58
93
508
128
58
General
Obligation Revenue
Total
$25
24
97
87
•
177
27
347
170
68
136
14
1,193
145
143
87
94
177
50
35
459
1.193
96
14
Bonds
$20
5
95
--
72
—
..
27
39
72
7
73
114
103
44
--
106
50
"-
H
Bonds
—
$6
—
87
92
23
337
141
29
64
2
1,122
32
40
43
94
55
—
35
449
O'.her
$5
13
1
—
13
4
10
2
--
5
—
•" "
«
*
"'
-"
17
--
*~
*"
Debt P«r
$1,000
Assessed
Valuation
$5
6
16
16
51
9
E5
44
15
54
4
298
49
33
25
37
67
22
16
181
298
29
4
Streator's Rank
13th
14th
10th
17th
17th
Note: High and low cities are different cities for various items in table. Median city figures are figures between
tho^e for the 10th and llth cities for each item in the table. Debt per $1,000 assessed valuation is calculated
from dtta provided and 1970 population for cities.
E-20
-------
Table E-18, Total debt of 20 cities in the North Central Illinois Region during
1974 (Illinois Department of Business and Economic Development 1976;
US Bureau of the Census 1973). Total debt is estimated by multiply-
ing 1974 debt per capita by 1970 population.
Debt per
City Capita($) Population. 1970 Total Debt ($1.000s)
1. Princeton 1,193 6,959 8,302.1
2. Normal 136 31,343 4,262.6
3. Peru 347 11,772 4,084.9
4. Ottawa 177 18,716 3,312.7
5. Peoria 25 125,963 3,149.1
6. Bloomington 68 39,992 2,719.5
7. East Peoria 97 21,265 2,062.7
8. Morton 87 12,217 1,845.9
9. La Salle 170 10,763 1,829.7
10. Morris 143 8,194 1,171.7
11. Pekin 24 31,375 753.0
12. Havana 172 4,376 752.7
13. Clinton 94 7,570 711.6
14. Granville 459 1,232 565.5
15. Eureka 145 3,028 439.1
16. Streator 27 _____ 15,600 _ _ _ _ 421.2
17. Piano 87 " 4,664 405.8
18. Henry 70 2,610 182.7
19. Pontiac 14 9,031 126.4
20. Wyoming 35 1,563 54.7
Totals 368,233 37,153.5
Average debt $101/capita
E-21
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E-23
-------
APPENDIX F. FINDINGS FROM THE INSPECTION OF THE MAIN INTERCEPTORS
AND TREATMENT FACILITIES
-------
INTRODUCTION
The main interceptors and treatment facilities presently serving the City
of Streator were inspected by WAPORA, Inc. , during the Fall of 1977 to assess
their condition and to determine their potential for future use. Presented
below are the findings of the inspection.
MAIN INTERCEPTORS
The three major east-west interceptors (Prairie Creek, Kent Street and
Coal Run) were inspected to assess the condition and nature of manhole
structures, interceptor pipelines, and drop shafts. A lamping technique was
used at selected manhole inverts to determine interceptor alignment.
Prairie Creek
The Prairie Creek interceptor, approximately 10,800 feet (2 miles) in
length, has diameters ranging from 24.0 inches to 48.0 inches. A majority of
the interceptor is constructed of brick, and all of the manholes are either
of brick or block construction.
Ponding of flows was observed along a stretch of the interceptor on Bluff
Street. Lamping was not possible due to high flows. Local subsidence could
have restricted flow in the sewer line and, thus, caused the ponded condition.
The roadway adjacent to the interceptor appeared to have sunk 2 to 3 inches.
Another major problem observed in the interceptor was the presence of gaso-
line upstream and downstream from the pumping station located at Prairie
Creek and Van Buren Street. At the corner of Bluff and Van Buren Streets, a
manhole in the interceptor line had an 8.0 inch overflow pipe to a drop shaft
located adjacent to the manhole.
Kent Street
The Kent Street interceptor is approximately 8,400 feet (1.6 miles) in
length. Interceptor pipes range in diameter from 15.0 inches to 36.0 inches
by 54.0 inches square. This interceptor is quite old. The majority of man-
holes along this interceptor are made of brick, and ladders have wooden rungs.
Ponding of flows within manholes was observed along two segments of the
interceptor. The first area was along the upper reaches of the pipeline
along Kent Street. Three manholes in a row had restricted flows. The second
area was at the western end of the interceptor near the Vermilion River. In
addition, a concrete aqueduct (crossing a ravine and an intermittent stream)
leaked raw sewage into the stream. Several manholes downstream from this
point also had restricted flows, but they did not discharge into a watercourse.
Discussions with staff of the Streator Public Works Department during Septem-
ber 1977 revealed that the area is "usually" in this condition and that a
TV inspection was performed to determine the cause of the problem. Root
growth was identified as the prime cause of flow obstruction. Lamping during
the recent investigation in both of these areas could not be accomplished
owing to the amount of water within the manholes.
F-l
-------
Coal Run
The Coal Run interceptor is approximately 6,000 feet (1.1 miles) in lengthj
with diameters ranging from 15.0 inches to 24.0 inches. The line was con-
structed during the WPA period (the mid-1930s). The manholes are constructed
mainly of brick. Most of the wooden rungs in the manholes have rotted away.
Grit and sludge deposits were observed at the bottom of the manholes. This
indicated a lack of maintenance. In one section of the interceptor along Coal
Run between Park and Monroe Streets, flow from Coal Run was observed entering
the interceptor via a concrete, manhole-like structure below the stream grade.
Farther downstream, about a 10-foot section of the interceptor was broken.
Sewage flow was discharging from the interceptor into the creek and then
river flow was entering the interceptor.
Sewage was ponded in some of the manholes along the Coal Run interceptor.
The deepest ponding was observed at Charles Street east of its intersection
with Powell Street. Because of the ponding in the manholes, lamping of the
interceptor was not possible. One of the previously documented cases of
sewer line subsidence occurred on Powell Street just south of the Coal Run
interceptor (verbal communication with local officials). The subsidence
could have damaged the sewer and created the ponded condition in the manhole
The manholes on the Coal Run interceptor may have been ponded because they
were overloaded. No drop shafts were found along the interceptor route to
alleviate overflow conditions.
TREATMENT FACILITIES
The wastewater treatment facilities were inspected by Clark, Dietz & Asso-
ciates— Engineers, Inc., for WAPORA, Inc., during October 1977. Improvement
needs are presented below.
Parshall Flume, Bar Racks, and Barminutor
The effectiveness of these structures was determined to be adequate for
existing flows. The float mechanism that provides automatic control of the
barminutor and the on-site flow indicator for the Parshall flume need to be
replaced. A handrail around these facilities and guards around moving equip-
ment are needed.
Aerated Grit Chamber, Preaeration Tank
The existing aerated grit chamber and the preaeration tank are housed in a
single structure, separated by a common wall. The physical condition of this
unit is generally good, but the concrete walls near the grit truck loading
area need to be repaired. A handrail is needed around the structure.
Primary Tanks
The existing primary settling tanks are in sound structural condition and
have adequate capacity for existing flows. The present walkways over the
influent and effluent channels should be replaced with aluminum grating,
F-2
-------
and a handrail should be provided around the tanks. The existing scum col-
lection equipment is inefficient and should be replaced.
Aeration Tanks
The existing aeration tanks appear to be in good physical condition and
have adequate capacity for present flows. Comments concerning handrail and
walkways for the primary tanks also apply to the aeration tanks.
Final Settling Tanks
The existing final settling tanks are in good condition, appear to be
structurally sound, and have adequate capacity for existing flows. Comments
concerning the handrail and walkways around the primary tanks and aeration
tanks also apply to the final settling tanks.
Sludge Digesters
The existing sludge digester facilities include two anaerobic digesters
(45 feet in diameter). The existing plant was designed for two stage diges-
tion, but due to the odor problem in the uncovered secondary digester, only
the primary digester is used. Settlement of both digesters during the first
few years after construction caused extensive damage to the stairway and
landing at the entrance to the digesters. There does not appear to be any
structural damage to the digesters themselves, however, their condition must
be evaluated more closely. The cover on the primary digester leaks. This
may have been caused by settling. Both the cover and the entrance area
should be repaired or replaced as necessary.
It is recommended that two additional flow measurement devices be placed
subsequent to the distribution structure where the return sludge is conveyed
either to the primary settling tanks or to the aeration tanks. Presently,
there is a flow measurement device prior to the distribution structure. An
additional flow measurement device also should be placed in the waste sludge
line between the primary tanks and the anaerobic digesters. Flow measure-
ments taken at these locations will aid the plant efficiency, help establish
a representative sampling program, and determine the volumes being treated.
Magnetic flow meters are recommended for these applications.
Miscellaneous Construction and Equipment
It is recommended that the following additional structures and equipment
be provided to modernize the plant: garage and work area, hoisting equipment,
tools, and laboratory equipment that will update the plant.
F-3
-------
APPENDIX G. PRELIMINARY COST ESTIMATES OF SYSTEM ALTERNATIVES
-------
COST METHODOLOGY
1.) Costs for the sanitary sewer system were determined from the draft
Facilities Plan (Warren & Van Praag, Inc. 1975). The layout of the
system outlined in the Plan was used. Costs were recalculated to
reflect pipe sizes for a zero-population growth projection. The
costs for the sewer system evaluation survey and for rehabilitation
of the existing combined sewer system also were used. Costs to
minimize subsidence damage to the collection system, including
costs for slight changes in interceptor routes, light-weight sewer
pipes, flexible joints, timber cradles, and concrete supports (Section
4.2.2.1.) are not included.
2.) Costs for the mine recharge system were derived from the draft
Facilities Plan, including costs for storm sewers in presently
sewered areas, the drilling of additional mineholes, and the
effluent recharge system. The cost of the effluent recharge system
would not be greater for alternatives including expansion of the
sewer service area because the proposed system would discharge
effluent to the mines in both presently sewered and unsewered areas
for all alternatives.
3.) Capital costs include additions, replacements, and/or modifications
to the existing collection system and treatment facilities. The
costs are only for liquid handling.
4.) Costs for materials, construction, and operation and maintenance
were updated to January 1978 price levels. Capital costs for treatment
units and sewers were based on US-EPA indexes for Chicago of 292.2
and 318.5, respectively. The Engineering News Record Index for
Chicago of 2,786.82 also was used.
5.) Costs for flow equalization were determined for units sized to 20%
of the average design flow (2.0 mgd and 2.6 mgd).
6.) Costs for miscellaneous construction and equipment, and improvements at
the treatment plant were determined by Clark, Dietz & Associates -
Engineers, Inc., after inspection of the facilities (Appendix F).
7.) Costs for site work, and electrical and piping costs were estimated
to be 10% of the capital costs for treatment facilities.
8.) Salvage value was determined using straight-line depreciation for a
planning period of 20 years. The service life of land was consid-
ered permanent. The service life of structures, including build-
ings, concrete process units, conveyance pipelines, etc., was
assumed to be 40 years. The service life of process equipment,
such as clarifier mechanisms, standby generators, etc., was assumed
to be 20 years. The service life of auxiliary equipment, including
instruments and control facilities, sewage pumps and electric motors,
mechanical equipment such as compressors, aeration system, chlorinators,
etc., was assumed to be 15 years and was given a zero salvage value
for the 20-year planning period.
G-l
-------
9.) Present worth of salvage value, operation and maintenance costs, and
average annual equivalent costs were determined using a discount rate
of 6 5/8%.
10.) Present worth of salvage costs were determined using a present worth
factor of 0.2772 (salvage value X 0.277 = present worth of salvage).
11.) Present worth of O&M costs were determined using a non-uniform series
factor of 10.91 (average annual O&M cost X 10.91 = present worth of
O&M) .
12.) Average annual equivalent costs were determined using a capital
recovery factor of 0.0917 (total present worth X 0.0917 = salvage
annual equivalent cost).
G-2
-------
Alternative la.
A. Collection System
Separate sanitary sewers in presently
sewered and unsewered areas.
New Sanitary Sewers in Service Area
Cost $ (x 1,000)
Pipe Size
8"
10"
12"
IS-
IS"
Linear Feet
262,840'
171,540'
7,500'
9,000'
16,400'
Capital
11,302.0
824.0
442.5
657.0
1,541.6
Salvage
5,651.0
412.0
221.3
329.0
770.5
O&M
13.7
1.1
.5
.6
15.4
Subtotal 14,767.1 7,383.8 31.3
New Sanitary Sewers in
Unsewered Areas
7.2
.7
.4
• 4
.2
Subtotal 8,182.4 4,091.0 9.6
8"
10"
12"
15"
18"
21"
138,280'
11,320'
6,000'
4,800'
1,600'
7,200'
5,946.0
532.0
354.0
350.4
150.4
849.6
2,973.0
266.0
177.0
175.2
75.1
424.8
B. Treatment Method
Tertiary treatment with
expanded (2.6 mgd) plant
capacity.
Preliminary Treatment (Existing) 15.1
Flow Equalization 418.5 209.3 2.9
Primary Treatment 160.0 80.0 13.0
Activated Sludge & Nitrification 253.5 61.7 70.3
Secondary Clarifiers 217.0 62.3 20.6
Chemical Treatment 25.0 48.4
Multi-media Filters 593.8 296.9 63.9
Chlorination 94.8 33.6 20.6
Misc. Construction & Equipment 20.0
Site Work, Electrical & Piping 173.0
Improvements 209.0
Subtotal 2,164.6 743.8 254.8
G-3
-------
Alternative la.
C. Recharge System
Mine discharge from old sewers
and storm sewers in presently
sewered area, and effluent
recharge during dry-weather
periods.
Storm Sewers in Service Area
Effluent Recharge System
Subtotal
Cost $ (x 1.000)
Capital
3,437.2
1,077.7
4,514.9
Salvage
1,718.6
538.9
2,257.5
O&M
111.7
16.6
128.3
D. Net Capital Cost
Capital Cost 29,629.0
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 37,628.8
Present Worth of Salvage Value -4,010.0
Net Capital Cost 33,618.8
14,476.1
424.0
E. Total Present Worth
38,244.6
F. Average Annual Equivalent Cost
3,507.0
G-4
-------
Alternative Ib.
A. Collection System
Separate sanitary sewers in presently
sewered area.
Cost $ (x 1,000)
Capital Salvage O&M
Subtotal 14,767.1 7,383.8 31.3
B. Treatment Method
Tertiary treatment with existing
(2.0 mgd) plant capacity.
Existing Treatment 103.2
Flow Equalization 336.0 124.5 2.6
Nitrification 25.0
Chemical Treatment 23.0 38.7
Multi-media Filters 524.4 262.2 49.1
Chlorination 90.1 30.2 15.8
Misc. Construction & Equipment 20.0
Site Work, Electrical & Piping 101.9
Improvements 209.0
Subtotal 1,329.4 416.9 209.4
C. Recharge System
Same as # la.
Subtotal 4.514.9 2,257.5 128.3
D. Net Capital Cost
Capital Cost 20,611.6 10,058.2 369.0
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 26,176.5
Present Worth of Salvage Value -2,786.2
Net Capital Cost 23,390.3
G-5
-------
Alternative Ib.
E. Total Present Worth 27,416.2
F. Average Annual Equivalent Cost 2,514.1
G-6
-------
Alternative Ic.
A. Collection System
Same as #la.
Subtotal
B. Treatment Method
Same as #lb.
Subtotal
Cost $ (x 1,000)
Capital Salvage
22,949.5
1,329.4
C. Recharge System
Same as #la.
Subtotal 4,514.9
D. Net Capital Cost
Capital Cost 28,793.8
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 36,568.1
Present Worth of Salvage Value -3,919.4
Net Capital Cost 32,648.7
E. Total Present Worth
36,779.2
F. Average Annual Equivalent Cost 3,372.7
11,474.8
416.9
2,257.5
14,149.2
O&M
40.9
209.4
128.3
378.6
G-7
-------
Alternative Id.
A. Collection System
Same as It la.
Subtotal
Cost $ (x 1,000)
Capital Salvage
22,949.5
11,474.8
O&M
40.9
B. Treatment Method
Tertiary treatment without
chemical coagulation and
with expanded (2.6 mgd)
plant capacity.
Subtotal
2,139.6
743.5
206.4
C. Recharge System
Same as #la.
Subtotal
4,514.9
2,257.5
128.3
D. Net Capital Cost
Capital Cost
Service Factor 29,604.0
(1.27; engineering, administra- *
tion, and contingencies)
Total 37,597.1
Present Worth of Salvage Value 4,010.0
Net. Capital Cost 33,587.1
14,476.1
375.6
E. Total Present Worth
37,684.9
F. Average Annual Equivalent Cost
3,455.7
G-8
-------
Alternative le.
A. Collection System
Same as #lb .
Siob total
Capital
Cost $ (x 1,000)
Salvage
14,767.1 7,383.8
O&M
31.3
B. Treatment Method
Tertiary treatment without
chemical coagulation and
with existing (2.0 mgd)
plant capacity.
Subtotal
1,306.4
416.9
170.7
C. Recharge System
Same as #la.
Subtotal
4,514.9 2,257.5
128.3
D. Net Capital Cost
Capital Cost
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 26,147.2
Present Worth of Salvage Value -2,786.1
Net Capital Cost 23,361.1
20.588.4 10,058.2
E. Total Present Worth
26,964.7
F. Ayejrage Annual Equivalent Cost 2,472.7
G-9
-------
Alternative If.
A. Collection System
Same as #la.
Subtotal
Cost $ (x l^QOOj
Capital Salvage 2&M_
22,949.5 11,474.8
40.9
B. Treatment Method
Same as #le.
Subtotal
1,306.4
416.9
170.7
C. Recharge. System
Same as #la.
Subtotal
4,514.9
2,257.5
128.3
D. Net Capital Cost
Capital Cost
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
28,770.8 14,149.2 339.9
Total 36,538.9
Present Worth of Salvage Value -3,919.4
Net Capital Cost 32,619.5
E. Total JPresent Worth
36,327.8
F. Average Annual Equivalent Cost 3,331.3
G-10
-------
Alternative lg.
A. Collection Systems
Same as ftla.
Subtotal
Capital
Cost $ (x 1,000)
Salvage
22,949.5
11,474.8
O&M
40.9
B. Treatment Method
Existing secondary treatment
with expanded (2.6 mgd) plant
capacity and additional treat-
ment in the mines.
Preliminary Treatment (Existing)
Primary Treatment
Activated Sludge
Secondary Clarifiers
Misc. Constructions Equipment
Site Work Electrical & Piping
Improvements
-Subtotal
160.0
228.5
217.0
20.0
62.5
209.0
897.0
80.0
58.3
62.3
15.1
13.0
70.3
20.6
200.6
119.0
C. Recharge System
Continuous effluent recharge,
and mine discharge from old
sewers.
Subtotal
1,077.7
538.9
16.6
D. Net Capital Cost
Capital Cost
Service Factor 24,924.2
(1.27; engineering, administra- -
tion, and contingencies)
Total 31,653.7
Present Worth of Salv-rc,e Value -3,383.5
Net Capital Cost 28,270.2
12,214.3
176.5
G-ll
-------
Alternative Ig.
E- Total Present Worth 30,195.8
F. Average Annual Equivalent Cost 2,769.0
G-12
-------
Alternative Ih.
^- Collection System
Same as #lb .
Subtotal
Cost $ (x 1,000)
Capital
14,767.1
Salvage
7,383.8
O&M
31.3
B. Treatment Method
Existing secondary treatment
with existing (2.0 mgd) plant
capacity and additional treat-
ment in the mines.
Subtotal
C. Recharge System
Same as #lg.
Subtotal
209.0
1,077.7
0
538.9
103.2
16.6
D. Net Capital Cost
Capital Cost
Service Factor 16,054.3
(1.27; engineering, administra-
tion, and contingencies)
9,047.4
151.1
Total 20,389.0
Present Worth of Salvage Value -2,506.2
Net Capital Cost 17,882.8
E. Total Present Worth
19,531.3
F. Averaqc Annunl Equivalent Cost
1,791.0
G-13
-------
Alternative li.
A. Collection System
Same as #la.
Subtotal
Cost $ (x 1,000)
Capital Salvage
22,949.5 11,474.8
O&M
40.9
B. Treatment Method
Same as #Ih.
Subtotal
209.0
103.2
C. Recharge System
Same as #lg.
Subtotal
1,077.7
538.9
16.6
D. Net Capital Cost
Capital Cost
Service Factor 24,236.2
(1.27; engineering, administra-
tion, and contingencies)
Total 30,780.0
Present Worth of Salvage Value -3,327.9
Net Capital Cost 27,452.1
E. Total Present Worth
29,205.3
12,013.7
160.7
F. Average Annual Equivalent Cost 2,678.1
G-14
-------
Alternative 2a.
A. Collection System
Combined sewer system in presently sewered
area, with rehabilitation and replacement
of interceptors. Sanitary sewers in
presently unsewered areas.
Upgraded Combined Sewers;
Cost $ (x 1,000)
Pipe Size
12"
15"
18"
21"
24"
27"
36"
42"
48"
54"
60"
72"
Linear Feet
800'
3,600'
2,400'
800'
600'
1,200'
2,000'
6,800'
6,800'
4,000'
4,000'
2,800
Capital
47.2
262.8
225.6
94.4
74.4
163.2
430.0
1,700.0
2,053.6
1,348.0
1,672.0
1,352.4
Salvage
23.6
131.4
112.8
47.2
37.2
81.6
215.0
850.0
1,020.0
674.0
836.0
676.2
O&M
.05
.3
.2
.1
.1
.3
.5
2.1
2.3
1.4
1.6
1.3
SSESa-Existing Sewers
Rehabili tation
New Sanitary Sewers for
Unsev;ered Areas
Subtotal
9,423.6
260.0
1,712.8
8,182.4
19,578.8
B. Treatment Method
Flows conveyed to plant treated
as in #ld. Excess combined sewer
flows treated by primary (12.3 mgd)
and chlorination facilities.
Dry-weather Flow Treatment 1,884.8
Combined Sewer Overflow Treatment
Primary Treatment 514.4
Chlorination 216.1
4,711.8
4,091.0
8,802.8
Subtotal
2,615.3
629.9
257.2
87.5
974.6
10.3
9.6
19.9
172.8
7.7
14.4
194.9
Sewer System Evaluation Survey
G-15
-------
Alternative 2a.
C. Recharge System
Mine discharge from combined and
storm sewers in presently sewered
area, and effluent recharge during
dry-weather periods.
Cost $ (x 1.000)
Capital Salvage O&M
Subtotal 4,514.9 2,257.5 128.3
D. Net Capital Cost
Capital Cost
Service Factor 26,709.0 12.034.9 343.1
(1.27; engineering, administra
tion, and contingencies)
Total 33,920.4
Present Worth of Salvage Value -3,338.8
Net Capital Cost 30,586.6
E. Total Present Worth 34,329.8
F. Average Annual Equivalent Cost 3,148.0
G-16
-------
Alternative 2b.
A. Collection System
Combined sewer system with rehabilitation
and replacement of interceptors.
Cost $ (x 1,000)
Capital Salvage OSM
Upgraded Combined Sewers 9,423.6 4,711.8 10.3
SSES-Existing Sewers 260.0
Rehabilitation 1,712.8
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 22,679.8
Present Worth of Salvage Value -2,133.2
Net Capital Cost 20,546.6
E- Tgj.g.1 JPresent Worth 23,862.1
Equivalent Cost 2 188.2
Subtotal 11,396.4 4,711.8 10.3
B. Treatment Method
Flows conveyed to plant treated
as in' #le. Excess combined sewer
flows treated as in #2 a.
Subtotal 1,946.8 731.4 165.3
C. Recharge System
Same as #2a.
Subtotal 4.514.9 2,257.5 128.3
D. Net Capital Cost
Capital Cost 17,858.1 7,700.7 303.9
3-17
-------
Alternative 2c.
A. Collection System
Same as #2a.
Subtotal
B. Treatment Method
Same as #2b.
Subtotal
Capital
19,578.8
1,946.8
Cost $ (x 1,000)
Salvage
8,802.8
731.4
O&M
19.9
165.3
C. Recharge System
Same as #2a.
Subtotal
4,514.9
2,257.5
128.3
D. Net Capital Cost
Capital Cost 26,040.5
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 33,071.4
Present Worth of Salvage Value -3,266.4
Net Capital Cost 29,805.0
11,791.7 313.7
E. Total Present Worth
33,227.5
F. Average Annual Equivalent Cost
3,047.0
G-18
-------
Alternative 2d.
A. Co lice ti.0 n_ Sy s t e m
Same as "2a.
Subtotal
Capital
19,578.8
Co£t $ (x 1,000)
Salvage O&M
8,802.8
19.9
B. Treatment Method
Upgraded secondary treatment
with nitrification and chlor-
ination and expanded (2.6 mgd)
plant capacity. Excess combined
sewer flows treated as in #2a.
Preliminary Treatment (Existing)
Flow Equalization 418.5
Activated Sludge & Nitrification 253.5
Secondary Clarifiers 217.0
Misc. Construction & Equipment 20.0
Site Work, Electrical & Piping 114.4
Improvements 209.0
Combined Sewer Overflow Treatment 730.5
Subtotal 1,962.9
209.3
61.7
62.3
344.7
678.0
15.1
2.9
70.3
20.6
22.1
131.0
C. Recharge System
Same as r2a.
Subtotal
4,514.9
2,257.5 128.3
D. Net Capital Cost 26,056.6
Capital Cost
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 33,091.9
Present Worth of Salvage Value -3,251.6
Net Capital Cost 29,840.3
11,738.3 279.2
G-19
-------
Alternative 2d.
E. Total Present Worth 32,886.4
F. Average Annual Equivalent Cost 3,015.7
G-20
-------
Alternative 2e.
A. Collection System
Same as #2b.
Subtotal
Cost $ (x 1,000)
Capital Salvage OSM
11,396.4
4,711.8
10.3
B. Treatment Method
Upgraded secondary treatment with nitri-
fication and chlorination and existing
(2.0 mgd) plant capacity. Excess combined
sewer flows treated as in #2a.
Flow Equalization 336.0
Nitrification 25.0
Misc. Construction & Equipment 20.0
Site Work, Electrical & Piping 38.1
Improvements 209.0
Combined Sewer Overflow treatment 730.5
Subtotal 1,358.6
469.2
127.9
C. Recharge System
Same as #2a.
Subtotal
4,514.9
2,257.5
128.3
D. Net Capital Costs
Capital Cost j.7, 269.9
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 21,932.8
Present Worth of Salvage Value -2,060.5
Net Capital Cost 19,872.3
7,438.5
266.5
G-21
-------
Alternative 2e.
E. Total Present Worth 22,779,8
F. Average Annual Equivalent Cost 2,088.6
G-22
-------
Alternative 2f.
A. Collection System
Same as #2a.
Subtotal
Capital
19,578.8
Cost $ (x 1,000)
Salvage O&M
8,802.8
19.9
B. Treatment Method
Same as #2e.
Subtotal
1,358.6
469.2
127.9
C. Recharge System
Same as #2a.
Subtotal
4,514.9
2,257.5 128.3
D. Net Capital Cost
Capital Cost 25,452.3
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 32,324.4
Present Worth of Salvage Value -4,219.1
Net Capital Cost 28,105.3
E. Total Present Worth
31,117.6
F. Average Annual Equivalent Cost 2,853.5
15,230.8 276.1
G-23
-------
Alternative 2g.
A. Collection System
Same as #2a.
Subtotal
Capital
Cost $ (x 1,000)
Salvage O&M
19,578.8
8,802.8
19.9
B. Treatment Method
Flows conveyed to plant treated
as in #lg. Excess combined sewer
flows treated as in #2a.
Subtotal 1,467.5
465.3
128.1
C. Recharge System
Continuous effluent recharge,
and mine discharge from combined
sewers.
Subtotal
1,077.7
538.9
16.6
D. Net Capital Cost
Capital Cost 22.124.0
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 28,097.5
Present Worth of Salvage Value -2,716.6
Net Capital Cost 25,380.9
E. Total Present Worth
27,176.7
9.807.0
164.6
F. Average Annual Equivalent Cost
2,492.1
G-24
-------
Alternative 2h.
A. Collection System
Same as #2b.
Subtotal
Capital
11,396.4
Cost $ (x 1,000)
Salvage O&M
4,711.8
10.3
B. Treatment Method
Flows conveyed to plant treated
as in #lh. Excess combined sewer
flows treated as in #2a.
Subtotal
939.5
344.7
113.6
C. Recharge System
Same as //2g.
Subtotal
1,077.7
538.9
16.6
D. Net Capital Cost
Capital Cost 13,413.6
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 17,035.3
Present Worth of Salvage Value -1,550.0
Net Capital Cost 15,485.3
E. Total Present Worth
17,018.2
5,595.4
140.5
F. Average Annual Equivalent Cost 1,560.6
G-25
-------
Alternative 21.
A. Collection System
Same as #2a.
Subtotal
Cost $ (x 1,000)
Capital Salvage
19,578.8
8,802.8
O&M
19.9
B. Treatment Method
Same as #2h.
Subtotal
939.5
344.7
113.6
C. Recharge System
Same as' #2g.
Subtotal
1,077.7
538.9
16.6
D. Net Capital Cost
Capital Cost 21,596.0
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 27,426.9
Present Worth of Salvage Value -2,683.2
Net Capital Cost 24,743.7
E. Total Present Worth
26,381.3
F. Average Annual Equivalent Cost 2,419.2
9,686.4
150.1
G-26
-------
Alternative 3a.
A. Collection System
System is the same as #2a but
different pipe layout to con-
vey excess combined sewer flows
to storage.
Upgraded Combined Sewers
Pipe Size
Linear Feet
12"
15"
18"
21"
24"
27"
36"
42"
48"
54"
60"
800'
3,600'
2,400'
800'
600'
1,200'
2,000'
6,800'
7,200'
4,000'
6,000'
SSES-Existing Sewers
Rehabilitation
New Sanitary Sewers for
Unsewered Areas
Cost $ (x 1,000)
Subtotal
Capital
47.2
262.8
225.6
94:4
74.4
163.2
430.0
1,700.0
2,174.4
1,348.0
2,508.0
9,028.0
260.0
1,712.8
8,182.4
19,183.2
Salvage
23.6
131.4
112.8
47.2
37.2
81.6
215.0
850.0
1,087.2
674.0
1,254.0
4,513.8
4,091.0
8,604.8
O&M
.1
.3
.2.
.1
.1
.3
.5
2.1
2.4
1.4
2.4
9.9
9.6
19.5
B . Treatment Method
Flows conveyed to plant treated
as in #ld. Excess combined sewer
flov/s conveyed to storage facili-
ties (12.3 mgd) and treated by
primary (4.8 mgd) and chlorina-
tion facilities.
Dry -weather Flow Treatment
1,884.8
Storage (12.35 mgd) 187.0
Pumping 181.0
Combined Sewer Overflow Treatment
Primary 365.4
Cblorination 118.0
Subtotal
2,736.2
629.9
50.0
182.7
38.5
901.1
267.3
G-27
-------
Alternative 3a.
C. Recharge System
Sane as #2a.
Subtotal
D- Net Capital Cost
Capital Cost
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total
Present Worth of Salvage Value
Net Capital Cost
•4,514.9
26,434.3
33,571.6
-3,258.6
30,313.0
2,257.5 128.3
11,763.4 415.1
E. Total Present Worth 34,841.7
F. Average Annual Equivalent Cost
3,195.0
G-28
-------
Alternative 3b.
A. Collection System
System is the same as #2b but
different pipe layout to convey
excess combined sewer flows to
storage.
Cost $ (x 1,000)
Capital Salvage OSM
Upgraded Combined Sewers 9,027.2 4,513.6 10.0
SSES-Existing Sewers 260.0
Rehabilitation 1,712.8
Subtotal 11,000.0 4,513.6 10.0
B. Treatment Method
Flows conveyed to plant treated
as in #le. Excess combined sewer
flows treated as in #3a.
Dry-weather Plow Treatment 1,216.3 386.7 154.9
Storage and Pumping 368.0 50.0 69.8
Combined Sewer Overflow Treatment 483.4 221.2 24.7
Subtotal 2,067.7 657.9 249.4
C. Recharge System
Same as #2a.
Subtotal 4,514.9 2,257.5 128.3
E. Net Capital Cost
Capital Cost 17,582.6 7,429.0 387.7
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 22,329.9
Present Worth of Salvage Value -2,057.9
Net Capital Cost 20,272.0
G-29
-------
Alternative 3b.
E. Total Present Worth 24,501.8
F. Average Annual Equivalent Cost , 2,246.8
G-30
-------
Alternative 3c.
A. Collection System
Same as #3a.
Subtotal
Cost $ (x 1,000)
Capital Salvage
19,183.2
O&M
8,604.8
19.5
B. Treatment Method
Same as #3b.
Subtotal
2,067.7
657.9
249.4
Sub total
C. Recharge System
Same as #2a.
D. Net Capital Cost
Capital Cost
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total
4,514.9
32,722.6
Present Worth of Salvage Value -3,191.2
Net Capital Cost 29., 531.4
E. Total Present Worth
33,864.9
2,257.5
128.3
25,765.8 11,520.2 397.2
- Average Annual Equivalent Cost 3,105.4
G-31
-------
Alternative 3d.
A. Collection System
Same as #3a.
Subtotal
Cost $ (x 1,000)
Capital Salvage O&M
19,183.2
8,604.8
19.5
B. Treatment Method
Flows conveyed to plant and
treated as in #2d. Excess
combined sewer flows treated
as in #3a.
Upgraded Secondary Treatment
Storage and Pumping
Combined Sewer Overflow Treatment
Subtotal
1,232.4
368.0
483.4
2,083.8
333.3
50.0
221.2
604.5
108.9
69.8
24.7
203.4
C. Recharge System
Same as #2a.
Subtotal
4,514.9
2,257.5
128.3
D. Net Capital Cost
Capital Cost
Service Factor
(1.27; engineering, administra-
tion and contingencies)
Total
Present Worth of Salvage Value
Net Capital Cost
25,781.9 11,466.8
32,743.0
-3,176.4
29,566.6
351.2
E. Total Present Worth
33,398.2
F. Average Annual Equivalent^ Cost
3,062.6
G-32
-------
Alternative 3e.
A. Collection System
Same as #3b.
Subtotal
Cost $ (x 1,000)
Capital Salvage O&M
11,000.0
4,513.6
10.0
B. Treatment Method
Flows conveyed to plant
treated as in #2e. Excess
combined sewer flows treated
as in #3a.
Subtotal
1,479.5
395.7
200.3
C. Recharge System
Same as #2a.
Subtotal
4,514.9
2,257.5
128.3
D- Net Capital Cost
Capital Cost 16,994.4
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 21,582.9
Present Worth of Salvage Value =-1,985 .3
Net Capital Cost 19,597.6
E. Total Present Worth
23,291.7
7,166.8
338.6
F. Average Annual Equivalent Cost
2,135.9
G-33
-------
Alternative 3f.
A- Collection System
Same as #3a.
Subtotal
• Cost $ (x 1,000)
Capital Salvage O&M
19,183.2
8,604.8
19.5
B. Treatment Method
Same as #3e.
Subtotal
1,479.5
395.7
200.3
C. Recharge System
Same as #2a.
Subtotal
4,514.9
2,257.5
128.3
D. Net Capital Cost
Capital Cost 25,177.6
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 31,975.6
Present Worth of Salvage Value -3,118.6
Net Capital Cost 28,857.0
E. Total Present Worth
32,654.8
F. Average Annual Equivalent Cost 2,994.4
11,258.0
348.1
G-34
-------
Alternative 3g.
A. Collection System
Same as #3a.
Subtotal
Capital
Cost $ (x 1,000)
Salvage
19,183.2
8,604.8
O&M
19.5
B. Treatment Method
Flows conveyed to plant treated
as in #lg. Excess combined sewer
flows treated as in #3a.
Expanded Secondary Treatment
Storage and Pumping
Combined Sewer Overflow Treatment
Subtotal
737.0
368.0
483.4
1,588.4
120.6 106.0
50.0 69.8
221.2 24.7
391.8
200.5
C. Recharge System
Same as #2g.
Subtotal
1,077.7
538.9
16.6
D. Net Capital Cost
Capital Cost 21,849.3
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 27,748.6
Present Worth of Salvage Value -2,641.4
Net Capital Cost 25,107.2
9,535.5 236.6
E. Total Present Worth
27,688.5
F. Average Annual Equivalent Cost
2,539.0
G-35
-------
Alternative 3h.
A. Collection System
Same as #3b.
Subtotal
Capital
Cost $ (x 1,000)
Salvage
11,000.0
4,513.6
OSM
10.0
B. Treatment Method
Flows conveyed to plant treated
as in #lh. Excess combined
sewer flows treated as in #3a.
Secondary Treatment
Storage and Pumping
Combined Sewer Overflow Treatment
Subtotal
209.0
368.0
483.4
1,060.4
0.0
50.0
221.2
271.2
91.5
69.8
24.7
195.1
C. Recharge System
Same as #2g.
Subtotal
1,077.7
538.9
16.6
D. Net Capital Cost
Capital Cost 13,138.1
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 16,685.4
Present Worth of Salvage Value -1,474,7
Net Capital Cost 15,210.7
5,323.7
221.7
E. Total Present Worth
17,629.4
Average Annual Equivalent Cost
1,616.6
G-36
-------
Alternative 3i.
A. Collection System
Same as #3a.
Subtotal
Cost $ (x 1,000)
Capital Salvage OSM
19,183.2
8,604.8
19.5
B. Treatment Method
Same as #3h.
Subtotal
1,060.4
271.2 195.1
C. Recharge System
Same as #2g.
Subtotal 1,077.7
D. Net Capital Cost
Capital Cost 21,321.3
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 27,078.1
Present Worth of Salvage Value -2,608.0
Net Capital Cost 24,470.1
538.9
16.6
9,414.9 231.2
E. Total Present Worth
26,992.5
F. Average Annual Equivalent Cost
2,475.2
G-37
-------
Alternative 4a.
A. Collection System
Combined sewers in presently
sewered area with rehabilitation
and replacement of interceptors.
Sanitary sewers in presently
unsewered area. (Cost same as #3a.)
Subtotal
B. Treatment Method
Flows conveyed to plant treated
as in #ld. Excess combined sewer
flows conveyed to storage facili-
ties (12.3 mgd) and pumped to re-
charge system at a rate of 4.8 mgd.
Dry-weather Flow Treatment
Storage and Pumping
Subtotal
Cost $ (x 1,000)
Capital Salvage OSM
19,183.2
2,139.6
368.0
2,507.6
8,604.8
743.5
50.0
793.5
19.5
206.4
69.8
276.2
C. Recharge System
Recharge of excess combined sewer
flows, mine discharge from combined
sewers, and effluent recharge during
dry-weather periods.
Subtotal
1.077.7
D. Net Capital Cost
Capital Cost 22,768.5
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 28,916.0
Present Worth of Salvage Value -2, 752.7
Net Capital Cost 26,163.3
538.9
9,937.2
16.6
312.3
G-38
-------
Alternative 4a.
E. To taI Pres ent Wor th 29,570.5
F. Average Annual Equivalent Cost 2,711.6
G-39
-------
Alternative 4b.
A. Collection System
Same as #3b.
Subtotal
Cost $ (x 1,000)
Capital Salvage O&M
11,000.0
4,513.6
10.0
B. Treatment Method
Flows conveyed to plant treated
as In #le. Excess combined sewer
flows treated as in #4a.
Dry-weather Flow Treatment
Storage and Pumping
Subtotal
1,306.4
368.0
1,674.4
416.9
50.0
466.9
170.7
69.8
240.5
C. Recharge System
Same as #4a.
Subtotal
1.077.7
538.9
16.6
D. Net Capital Cost
Capital Cost 13^752.1
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 17,465.2
Present Worth of Salvage Value -1,528.9
Net Capital Cost 15.936.3
E. Total Present Worth
18,850.4
5,519.4
267.1
F. Average Annual Equivalent Cost
1,728.6
G-40
-------
Alternative Ac.
A. Collection System
Same as #4a
Subtotal
B. Treatment Method
Same as #4b.
Subtotal
C. Recharge System
Same as #4a.
Subtotal
D. Net Capital Cost
Capital Cost
Service Factor
(1. 27; engineering, administra-
tion, and contingencies)
Total
Present Worth of Salvage Value
Net Capital Cost
E. Total Present Worth
F. Average Annual Equivalent Cost
Cost $ (x 1,000)
Capital Salvage O&M
19,183.2 8,604.8 19.5
1,674.4
1.077.7
27,857.8
-2,662.2
25,195.6
28,213.3
466.9 240.5
538.9 16.6
21,935.3 9,610.6 276.6
2,587.2
G-41
-------
Alternative 4d.
A. Collection System
Same as #4a.
Subtotal
Cost $ (x 1,000)
Capital Salvage O&M
19,183.2
8,604.8
19.5
B. Treatment Method
Flows conveyed to plant
treated as in #2d. Excess
combined sewer flows
treated as in #4a.
Expanded and Upgraded
Secondary Treatment
Storage and Pumping
Subtotal
1,487.2
368.0
1,855.2
446.9
50.0
496.9
142.5
69.8
212.3
C. Recharge System
Same as #4a.
Subtotal
1,077,7
538.9
16.6
D. Net Capital Cost
Capital Cost 22,116.1
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 28,087.4
Present Worth of Salvage Value -2,670.5
Net Capital Cost 25^416.9
E. Total Present Worth
9,640.6 248.4
28,126.9
F. Average Annual Equivalent Cost
2,579.2
G-42
-------
Alternative 4e.
A. Collection System
Same as #3b.
Subtotal
Cost $ (x 1,000)
Capital Salvage OSH
11,000.0
4,513.6
10.0
B. Treatment Method
Flows conveyed to plant
treated as in #2e. Excess
combined sewer flows
treated as in #4a.
Subtotal
1,095.2
174.5
121.6
C. Recharge System
Same as #4a.
Subtotal
1,077.7
538.9
16.6
D. Net Capital Cost
Capital Cost
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 16,729.6
Present Worth of Salvage Value -1,447.9
Net Capital Cost 15,281.7
13,172.9 5,227.0 148.2
E. Total Present Worth
16,898.6
F. Average Annual Equivalent Cost
1,549.6
G-43
-------
Alternative 4f.
A. Collection System
Same as #4a.
Subtotal
B. Treatment Method
Same as #4e.
Subtotal
C. Recharge System
Same as #4a.
Subtotal
D. Net Capital Cost
Capital Cost
Service Factoi
(1.27; engineering, administra-
tion, and contingencies)
Total
Present Worth of Salvage Value
Net Capital Cost
Cost $ (x 1,000)
Capital Salvage
19,183.2
1,095.2
1,077.7
27,122.2
-2,581.2
24,541.0
E. Total Present Worth
26,261.5
F. Average Annual Equivalent Cost
2,408.2
8,604.8
538.9
OfiM
19.5
174.5 121.6
16.6
21,356.1 9,318.2 J57.7
G-44
-------
Alternative 4g.
A. Collection System
Same as #4a.
Subtotal
Cost $ (x 1,000)
Capital Salvage O&M
19,183.2
8,604.8
19.5
B. Treatment Method
Flows conveyed to plant treated
as in #lg. Excess combined sewer
flows treated as in #4a.
Expanded Secondary Treatment
Storage and Pumping
Subtotal
897.0
368.0
1,265.0
200.6
50.0
250.6
119.0
69.8
188.8
C. Recharge System
Continuous effluent recharge and
recharge of excess combined sewer
flows. Mine discharge from com-
bined sewers.
Subtotal
1,077.7
538.9
16.6
D. Net Capital Cost
Capital Cost 21,525.9
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 27,337.9
Present Worth of Salvage Value -2,602.3
Net Capital Cost 24,735.6
9,394.3 207.1
E. Total Present Worth
26,995.1
?rage Annual Equivalent Cost
2,475.4
G-45
-------
Alternative 4h.
A. Collection System
Same as #3b.
Subtotal
Cost $ (x 1,000)
Capital. Salvage O&M
11,000.0
4,513.6
10.0
B. Treatment Method
Flows conveyed to plant treated
as in #lh. Excess combined sewer
flows treated as in #4a.
Secondary Treatment
Storage and Pumping
Subtotal
209.0
368.0
577.0
50.0
50.0
103.2
69.8
173.0
C. Recharge System
Same as #4g.
Subtotal
1.077.7
538.9
16.6
D. Net Capital Cost
Capital Cost 12,654.7
Service Factor
(1,27; engineering, administra-
tion, and contingencies)
Total 16,071.5
Present Worth of Salvage Value -1,413.4
Net Capital Cost 14,658.1
5,102.5
199.6
E. Total Present Worth
16,835.7
F. Average Annual Equivalent Cost
1,543.8
G-46
-------
Alternative 4i.
A. Collection System
Same as #4a.
Subtotal
B. Treatment Method
Same as #4h.
Subtotal
Cost $ (x 1,000)
Capital Salvage O&M
19,183.2
577.0
8,604.8
50.0
19.5
173.0
C. Recharge System
Same as #4g.
Subtotal
1,077.7
538.9
16.6
D. Net Capital Cost
Capital Cost 20,837.9
Service Factor
(1.27; engineering, administra-
tion, and contingencies)
Total 26,464.1
Present Worth of Salvage Value -2,546.7
Net Capital Cost 23,917.4
E. Total Present Worth
26,198.7
F. Average Annual Equivalent Cost
2,402.4
9,193.7
209.1
G-47
-------
APPENDIX H. CLIMATOLOGICAL DATA AND POINT SOURCES OF ATMOSPHERIC EMISSIONS
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APPENDIX I. IEPA POSITION LETTER, 18 JULY 1978
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Ilinois Environmental
Agency 2200 Churchill Road,Springfield, Illinois 62706
217/782-1654
Streator E.I.S.
::;; i n K---7"' "~i
Mr. Charles Sutfin, Director - ^
Region V - Water Division
U.S. Environmental Protection Agency • tf
230 South Dearborn Street -
Chicago, Illinois 60604 -~ <^
c ...
Dear Mr. Sutfin: ~_ ££
In response to your request, Mr. James Leinicke of this Agency met on
June 21 with representatives of the Region V Planning Branch to discuss
and resolve issues relating to the completion of the E.I.S. for
Streator. The following summarizes the points discussed, the conclusions
which were reached, and identifies those issues which may as yet not be
fully resolved:
Pfeffer Exemption; The State will not grant a Pfeffer Exemption for the
Streator project until we have received an appropriate application from
the community justifying the exemption. However, our preliminary
assessment leads us to conclude that the exemption will probably be
justified. It is reasonable to proceed on the completion of the E.I.S.
using this assumption.
Leachate Control; We concur with the findings of the E.I.S that the
control of leachate from the abandoned mines is not feasible. We believe
that so long as all discharges to the mines are provided a degree of
treatment comparable to that required for discharge to surface waters,
then a reasonable effort to improve leachate quality has been made. In
our opinion, the waters in the abandoned mines are "waters of the state"
rather than groundwater, and the point source discharges to them should
be treated accordingly. The leachate streams we regard as "non-point"
pollution sources, as they cannot be attributed to any particular
discharger.
Industrial Flows: It was determined that for the purpose of assuming a
design capacity for the proposed improvements to the Streator treatment
plant, the E.I.S. would assume that all industries currently discharging
wastewaters to the mines would continue to do so, but with the addition
of appropriate treatment facilities. As the flooded mines are to be
considered "waters of the state" rather than "groundwater", NPDES Permits
will be required for these industries, rather than permits under the Safe
Drinking Water Act. The State will issue the NPDES Permits.
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Page 2
Unsewered Areas: Corrective action is required under state law to
eliminate the discharge of septic tank effluent into the mines in the
unsewered areas. Additional facilities planning will be required of
Streator to determine whether this can be accomplished most
cost-effectively by means of collector sewers or new on-site disposal
systems.
Combined Sewer Control; The combined sewer program recommended in the
E.I.S. is quite acceptable to the State, as it provides for compliance
with our Chapter 3, Rule 602(C) and provides for the elimination of
combined sewer overflows into residences. It is Illinois' position,
however, that all work recommended for Streator by the federally prepared
E.I.S. should be regarded as grant "allowable".
Legality of Mine Discharges: It is our belief that there is no conflict
between the proposal to continue discharges to the mines and our Chapter
3, Rule 207, as the mine waters have no conceivable use as potable water
supplies. However, Mr. George Lane of the Bureau of Mines and Minerals
has called to our attention two issues which have not as yet been clearly
dealt with in the E.I.S.;
1. Under State law, no person may legally "open" an abandoned mine,
which includes drilling holes into the mines or discharging wastes
into mines, without obtaining a permit from the Illinois Mining
Board. Apparently, Streator and several industries in the area are
currently in violation of this law and may be subject to regulatory
action. Any further drilling into the mines should also be carried
out under permit.
2. It is unclear whether Streator and the local industries have any
legal right to use the abandoned mines. While the E.I.S. identifies
areas claimed for future mining, it is unclear who owns the mineral
rights to the mines receiving the discharges and to the adjacent
areas. Mr. Lane pointed out that there is considerable activity in
the State in securing mineral rights even for "old" coal fields, and
that Streator may find itself in a legal entanglement if someone
wished to resume mining in this area. This appears to be a point of
some significance which should be addressed very thoroughly if
continued discharge to the mines is to be recommended.
I hope this letter addresses your concerns with regard to the Streator
E.I.S. As you can see, certain problems remain to be resolved. We
suggest in particular that your E.I.S. preparation section make further
contact directly with Mines and Minerals to clarify the issues relating
to the legality of mine discharges.
1-2
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Page 3
If you have any questions or comments, please contact either myself or
Mr. James Leinicke of our Planning and Standards Section (217/782-2027),
Sincerely,
Roger fl. Kanerva, Manager
Divisidn of Water Pollution Control
RAK:JL:jb/3639/l-3
cc: Cindy Wakat
Wapora, Inc.
1-3
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APPENDIX J. US-EPA LETTER ON THE GRANT ELIGIBILITY OF THE
PROPOSED MINE RECHARGE SYSTEM, APRIL 1979.
-------
UNITED STATES ENVIRONMENTAL PROTECTiCN AGENCY
WASHINGTON, D.C. 20460
APR 1 8 1979
OFFICE OF-WATER AND
HAZARDOUS-MATERIALS
MEMORANDUM
Subject: Eligibility Determination for Streator, Illinois
From: ,^'john T. Rhett, Deputy Assistant Administrator YJ *-^-c—±
1 for Water Program Operations (WH 546) )
To: Charles H. Sutfin, Director
Water Division, Region V
This responds to your memorandum of March 14, 1979, on the above
subject, which requested a determination of the grant eligibility of the
proposed mine recharge system for Streator, Illinois.
A rehabilitated wastewater collection system has been proposed for
the City of Streator, located largely over abandoned coal mines, to
alleviate existing water pollution problems, A recharge system comprised
of mine water level monitoring equipment plus facilities for conveying
wastewater effluent into the mines is needed to prevent possible land
subsidence. In addition, a supplemental stormwater sewer to provide
further recharge may also be installed if further analysis shows that
additional recharge is necessary. Subsidence could occur if either the
collection system were rehabilitated or a new collection system were
constructed because such improvements would prevent the inflows of
wastewater that now maintain high water levels in the mines. If subsidence
did occur, it would jeopardize the rehabilitated sewer system and possibly
damage areas of the City located above the mine.
We find the proposed mine recharge system for Streator to be grant
eligible because:
1. the proposed recharge system is an integral part of the most
cost-effective alternative for abating the existing water
pollution problem and thus meeting the enforceable requirements
of the Act.
j-l
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2. the recharge system is a mitigation measure required to prevent
worsening of the land subsidence that would otherwise result
from rehabilitating the sewer system.
3. the recharge system is necessary for, and the least costly
means of, assuring the total integrity and performance of the
treatment works serving the community (40 C.F.R 35.925-13).
If additional analysis indicates that new stormwater sewers are
needed and would be the most cost-effective system, only the minimum
sewers necessary to prevent possible land subsidence would be eligible
for grant assistance.
J-2 '.'
U.S. GOVERNMENT PRINTING OFFICE: 1979 652-158
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