905R76113
UNITED STATES
ENVIRONMENTAL PROTECTION AGENCY
REGION 5
230 S DEARBORN ST.
CHICAGO, ILLINOIS 60604
JULY 1976
ENVIRONMENTAL
IMPACT STATEMENT
FINAL
Olentangy Environmental Control Center
and Interceptor System
Delaware County, Ohio Board of Commissioners
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905R76113
EPA-5-OH-Delaware-XX-WWTP&INT-76
Project No. C390698
FINAL ENVIRONMENTAL IMPACT STATEMENT
For The
DELAWARE COUNTY, OHIO BOARD OF COMMISSIONERS
OLENTANGY ENVIRONMENTAL CONTROL CENTER AND INTERCEPTOR SYSTEM
Prepared By The
UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
REGION V
CHICAGO, ILLINOIS
With The Assistance Of
ENVIRO CONTROL, INC.
ROCKVILLE, MARYLAND
APPROVED BY:
GEORGE R. ALEXANDI
REGIONAL ADMINISTRATOR
JULY 1976
tection
-
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SUMMARY SHEET
( ) Draft
(X) Final
U.S. Environmental Protection Agency Region V, Chicago
1. (X) Administrative Action
( ) Legislative Action
2. Major Conclusions of the Final EIS
a. The extent of future sewer capacity in Franklin County to
accomodate additional service areas is not clear. Capacity has
been a principal argument against regionalization in previous
discussions. Sewer capacitite were projected in 1969 by the
Franklin County Regional Planning Commission. The recent
infiltration-inflow analysis indicated wet weather capacity
constraints in the two areas of the system which have combined
sewers. Corrections have been proposed to alleviate these constraints
We were unable to obtain sufficient design engineering information
to evaluate the future capacity of the major columbus interceptors.
(Chapter 3, Section C-9-b)
b. The local site chosen in the Draft EIS, OR-3, remains the
best of the local alternatives.
(Chapter 4, Section C-l)
c. Six regional sub-alternatives have been developed for the
Final EIS. Their configurations and estimated costs are attached.
Five of these sub-alternatives have been eliminated on the basis of
sewer capacity, lack of design information, and institutional
feasibility. Sub-alternative six, involving a local treatment
plant for the Olentangy and Alum Creek basins, and regionalization
of the Scioto flow, has been chosen as being cost-effective and
institutionally feasible, although it is not the least-cost
alternative.
(Chapter 4, Section C-2)
d. The regional alternative for the Scioto Basin is preferred
to the local alternative because it has a lower cost and will
provide more rapid service to the Shawnee Hills area than the
local alternative. Muifield Village and Shawnee Hills, on the
west side of the river, will be permanently served by the Dublin
project, which provides for a northern interceptor extention
from Dublin to Delaware County. Providing service to this area is
desirable because it will help to relieve an area with existing
water quality problems. The remainder of the Scioto basin in the
Delaware County planning area may be served either by Columbus or
by Delaware County. This will be determined through additional
facilities planning performed by Delaware County.
(Chapter 4, Section C-4)
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e. The treatment plant will be sized as designed, at 1.5 MGD.
(Chapter 3, Section D-l)
f. There has been no demonstrated public health hazard from
sewage treatment plant aerosols. However, adverse impacts will be
mitigated if they become reasonably discernable.
(Chapter 5, Section B-2)
g. Ammonia control is anticipated to be sufficient as designed
in the proposed treatment facility. Breakpoint chlorination would
be the only alternative suitable for occasionally needed ammonia
control. The potential operational difficulties of this complex
process outweigh the benefits of additional removal.
(Chapter 4, Section E-2-f)
h. Chlorine limitation is essential to protect the varied, high
quality streamlife of the Olentangy River. Ozonation is recommended
for disinfection rather than chlorination-dechlorination. The
slight additional cost is justified to protect aquatic organisms.
(Chapter 4, Section E-2-f)
i. Secondary impacts from the proposed project will require
local planning efforts for mitigation.
(Chapter 5, Section C-2 and C-3)
3. Description of the Action
A sewage treatment plant of 1.5 MGD to be expanded to 3.0
MGD by the end of the 20 year planning period will be constructed
in South-Central Delaware County Ohio, between state route 315
and the Olentangy River, immediately above the Delaware-Franklin
county line. The treatment process is a two-stage activated sludge
facility, including phosphorus removal measures and tertiary rapid
sand filters. The effluent will be ozonated prior to discharge.
Sludge will be aerobically digested at the treatment site and then
hauled to a State-approved sanitary landfill site. The facility
will discharge to the adjacent Olentangy River, just above the
county line.
A new system of interceptors will be constructed in three phases.
Phase I will serve the Alum Creek Lake and Westerville Reservoir
areas, Powell Road east of route 315, and a residential area north
of Powell Road and west of route 315. It is Phase I which is currently
receiving the 75% federal grant. Phase II extends to serve additional
areas south of Alum Creek Lake and the Village of Powell and
up to Home Road in the Olentangy basin. Phase III extends around
Alum Creek Lake and adjacent areas, and in the Olentangy basin up to
Delaware Township. Muirfield Village and Shawnee Hills in the Scioto
basin will be permanently served by an interceptor extension via
the Dublin grant. Additional facilities planning at the time that
sewer service is extended into the planning area beyond Phase I
will determine the cost-effective alternative for service in the
remainder of the Scioto basin within the Delaware County planning
area.
11
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4. Environmental Impact
a. Water
The present waste load allocation and water quality standards
will be met by the project. Water pollution from malfunctioning
septic tanks will be gradually eliminated as homes are sewered.
Erosion, sedimentation, and turbidity will be minimized through
mitigative construction measures.
b. Air
Emissions from the treatment facility will not be a problem.
New growth will alter ambient air quality, and this must be considered
in future air permits. There has been no demonstrated evidence of
any health hazard from microbe transmission in sewage treatment
aerosols.
c. Land Use
Construction of the interceptors and treatment plant will have
a short term adverse impact. A landfill for sludge disposal is an
impact, more adverse than utilizing the sludge on land.
Secondary impacts will include increased rates of growth, and
growth following the interceptor patterns. A greater range of
housing types will be possible. Active local planning is necessary
to reduce runoff and erosion, maintain open space, and to provide
adequate public services.
d. Biology
Terrestrial plants and animals will be displaced by construction.
Revegetation after construction will provide considerable biological
recovery. The high quality biology of the Olentangy will be protected
by using ozonation for disinfection.
e. Sensitive Areas
An archeological survey of the treatment plant site is underway
and all adverse impacts to the possible cultural resources will be
mitigated. Highbanks Parks will be avoided in the interceptor
configurations. Impacts on endangered aquatic species cannot be
precisely delineated. Loss of prime agricultural land will occur
with increasing residential development. Recreational development
around the Alum Creek Lake will be greatly facilitated. Flood
plain development may be stimulated by the presence of sewers if
local land use controls are not adopted. Discharge to the Olentangy
Scenic River segment will be of exceptionally high quality.
111
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f. Aesthetics
The visual impacts of the treatment plant have been reduced
through landscaping and architectural design. The plant will
be largely screened from view in Highbanks Park. Odor and
noise problems are not anticipated to be significant, because of
mitigation.
5. Alternatives Considered
a. Flow Reduction in the proposed service area.
b. Interceptor phasing and construction alternatives.
c. Site Locations
1. local - 10 sites examined
2. regional - 6 sites examined, several configurations
considered.
d. Treatment Process
1. treatment and discharge to surface waters
2. wastewater reuse
3. land disposal
4. chlorine removal and ozonation
5. ammonia removal
e. Sludge Disposal - five alternative combinations examined
f. Discharge Points
1. at treatment plant
2. below scenic river segment
g. No Action
6. Federal^ Sjtate, and Local Agencies Notified of this Action
Federal
Senator John Glenn
Senator Robert Taft, Jr.
Representative Samuel L. Devine
Representative Chalmers P. Wylie
IV
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Council on Environmental Quality
Environmental Protection Agency
Army Corps of Engineers
Department of the Interior
Geological Survey
Fish & Wildlife Service
Dept. of Housing and Urban Development
Dept. of Health, Education, and Welfare
Dept. of Commerce
Forest Service
National Park Service
Ohio River Basin Commission
State
Honorable James A.Rhodes
Representative Mike Stinziano
Ohio Environmental Protection Agency
Ohio Department of Natural Resources
Ohio Water Development Authority
Ohio Department of Transportation
Ohio Department of Health
Ohio Historical Society
Ohio Attorney General
Local
Delaware County Board of Commissioners
Delaware County Engineer
City of Delaware
Delaware Co. Regional Planning Commission
v
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- Metropolitan Park District of Columbus & Franklin County
Franklin County Board of Commissioners
Director of Public Services, Columbus
Mid-Ohio Regional Planning Commission
Mid-Ohio Health Planning Federation
Franklin County Sanitary Engineer
Delaware Co. Health Planning Federation
City of Columbus
City of Westerville
City of Worthington
City of Dublin
Village of Powell
Westerville City Engineer
Delaware Co. Health Department
Delaware Soil & Water Conservation District
Columbus Department of Development
Columbus Department of Recreation & Parks
Berlin Township Trustees
Liberty Township Trustees
Orange Township Trustees
7. Dates
Statement made available to the Council on Environmental
Quality and the Public:
Draft February, 1976
Final August, 1976
Acknowledgements
This document was prepared with the assistance of Enviro
Control, Inc., Rockville, Maryland.
Portions of this Environmental Impact Statement were taken from
the "Sanitary Sewerage Facilities Plan for South-Central Delaware
County, Ohio", August, 1974, prepared by Burgess and Niple, Ltd.,
and its Supplement of December, 1974.
vi
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TABLE OF CONTENTS
Summary Sheet
Acknowledgements
Chapter 1 Background
A. Identification of Grant Applicant
B. Description of the Action Proposed in
the Facilities Plan
C. Location of the Proposed Action
D. Description of the Action Proposed in
the Draft EIS
E. Water Quality and Quantity Problems
in the Area
F. Other Water Quality and Quantity
Objectives
G. Costs and Financing
H. History of the Application
1-1
1-1
1-2
1-5
1-6
1-6
1-7
1-8
Chapter 2 The Environment Without the Proposed Action
A,
B,
C.
D,
Topography
Geology
1. Bedrock
2. Surficial
Soils
Groundwater
1. General
2. Water Quality and Quantity
3. Water Quality and Quantity Problems
4. Water Uses
Surface Water
1,
2,
3,
4
5,
6
7,
General
Water Quantity
Water Quality
Water Quality and Quantity Problems
Uses
Quality Management
Hazards
G.
H,
Water
Water
Flood
Biology
1. Plant Communities
2. Terrestrial Animals
3. Aquatic Animals
Air Quality
Land Use and Future Growth and Development
1. Overview
2. Regional context
3. Service Area
Historic and Archeological Sites
2-1
2-1
2-2
2-2
2-5
2-6
2-8
2-10
2-11
2-13
2-15
2-16
2-19
2-20
2-21
2-22
2-24
2-25
2-28
2-31
2-32
2-36
2-44
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J. Environmentally Sensitive Areas
1. Archeology 2-47
2. Geology/Topography/Steep Slopes 2-47
3. Plants and Animals 2-47
4. Prime Agricultural Lands 2-47
5. Recreation and Parks 2-47
6. Flood Plains 2-48
7. Aesthetics 2-48
8. Scenic River 2-48
9. Scenic Highway 2-48
K. Population Projections and Economic Forecasts
1. Overview 2-49
2. Selected Projections 2-49
L. Aesthetics 2-54
Chapter 3 Alternatives
A. Flow Reduction Measures 3-1
B. Interceptor Alternatives
1. Interceptor Phasing 3-3
2. Stream Crossings 3-6
C. Site Location
1. Introduction
a. Description of Alternatives 3-^12
b. Engineering Considerations 3-16
c. Land Use Considerations 3-17
d. Environmental Considerations 3-18
e. Biological Considerations 3-23
f. Institutional Considerations 3-23
2. Franklin County - 1-270
a. Overview 3-25
b. Site Selection 3~28
3. Powell Road - Olentangy
a. Overview 3~29
b. Site Selection 3-31
4. Powell Road - Powell
a. Overview 3-32
b. Site Selection 3-34
5. Stratford - Olentangy 3-36
6. Alum Creek 3-38
7. Other Basins 3-40
8. Delaware County - City of Delaware 3-40
9. Delaware County - Columbus
a. Overview 3-42
b. Sewer Capacity 3-51
c. Cost-Effectiveness 3-57
d. Environmental Effects 3-62
e. Institutional Considerations 3-63
10. Delaware County - Delaware City
Columbus 3-65
D. Treatment Process Alternatives
1. Treatment and Discharge to Surface
Waters 3-66
2. Wastewater Reuse 3-68
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3. Land Disposal
4. Additional Treatment Processes
E. Sludge Disposal Alternatives
F. Discharge Point Alternatives
1. Outfall Location
2. Outfall Design
G. No Action
3-69
3-70
3-70
3-73
3-73
3-75
Chapter 4 Final Selection Process and Description of
Proposed Action
A.
B,
C,
D,
No Action 4-1
Flow Reduction Measures 4-1
Treatment Plant Sites
1. Local Alternatives 4-2
2. Regional Alternatives 4-4
3. Customer Costs 4-5
4. Comparison of the Local and the Regional
Alternatives 4-8
Interceptor Alternatives
1. Interceptor Phasing 4-10
2. Construction Alternatives 4-10
3. Stream Crossings 4-11
Treatment Process Alternatives
1. Treatment Approaches 4-14
2. Additional Treatment Alternatives
a. Aquatic Biota 4-15
b. Impacts from Chlorine Discharges 4-17
c. Chlorination-Dechlorination and
Ozonation 4-18
d. Impacts from Ammonia Discharges 4-19
e. Nitrogen Removal 4-20
f. Conclusions on Additional Treat-
ment 4-22
Sludge Treatment Alternatives 4-22
Discharge Point Alternatives
1. Outfall Location 4-24
2. Outfall Design 4-24
Summary of the Proposed Action
1. Treatment Plant 4-25
2. Interceptors 4-25
3. Treatment Process 4-26
4. Sludge 4-26
5. Discharge Point 4-26
Chapter 5 Environmental Effects of the Proposed Action
F,
G,
H,
B,
Water Quality and Quantity
1. Flows
2. Waste Loads
3. Water Quality
4. Impacts
Air
1. Air Quality
2. Air-Borne Pathogens
5-1
5-4
5-6
5-9
5-12
5-13
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C. Land Use
1. Primary Land Use Impacts
2. Secondary Impacts on Land Use and
Growth
3. Planning Needs
D. Biology
1. Terrestrial Biota
2. Aquatic Biota
E. Environmentally Sensitive Areas
1. Archeology
2. Geology/Topography/Steep Slopes
3. Plants and Animals
4. Prime Agricultural Land
5. Recreation and Parks
6. Flood Plains
7. Aesthetics
8. Scenic River
9. Scenic Highway
F. Aesthetics
1. Visual Impacts
2. Odor Impact
3. Noise Impact
G. Reliability
H. Impact Summary
1. Short Term
2. Long Term
3. Irreversible/irretrievible
I. Recommendations and Grand Conditions
1. Specific Conditions
2. Advisory Conditions
5-19
5-21
5-26
5-28
5-30
5-33
5-34
5-34
5-34
5-34
5-35
5-35
5-35
5-36
5-36
5-40
5-43
5-47
5-49
5-50
5-51
5-52
5-52
Chapter 6 Federal/State Agency Comments and Public Participation
A. Previous Public Hearings and Meetings
1. Public Hearing on the Environmental
Assessment 6-1
2. Public Hearing on the Facilities Plan 6-2
3. USEPA Community Workshop 6-3
Correspondence Receiving by USEPA
1. Federal 6-3
State 6-4
Local 6-4
Public 6-5
B,
2.
3.
4.
5.
Summary of Issues Raised in the Correspondence
Received 6-6
C.
Public Hearing on the Draft EIS
1. Letters-Received by March 31, 1976
2. Response
3. Letters-Received after March 31, 1976
4. Response
Chapter 7 Bibliography
1. Selected References
2. Personal Communications
6-7
6-30
6-84
6-100
6-122
7-1
7-8
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Appendices
A. Final Effluent Limitations, OEPA Permit A-l
B. Surface Water
1. USGS Discharge Data B-l
2. Surface Water Quality B-6
C. Biology
1. Plants of Flint Ravine and Highbanks Park C-l
2. Endangered Wildflowers - Highbanks Park C-5
3. Animals of Franklin County C-6
4. Highbanks Park - Animals and Birds C-9
5. Waterfolw - 0'Shaughnessy Reservoir C-15
6. Aquatic Organisms and Pollution C-16
7. Alum Creek - Fish and Mollusks C-18
D. Population and Economic Projections
1. Introduction D-l
2. Description of Projections D-l
3. Evaluation of the Projections D-l
E. Alternatives Detailed Analysis
1. Franklin County - 1-270
a. Engineering Analysis E-l
b. Land Use Analysis E-2
c. Environmental Effects E-3
d. Biological Impacts E-3
e. Institutional Considerations E-5
2. Powell Road - Olentangy
a. Engineering Analysis E-6
b. Land Use Analysis E-6
c. Environmental Effects E-7
d. Biological Impacts E-8
e. Institutional Considerations E-8
3. Powell Road - Powell
a. Engineering Analysis E-9
b. Land Use Analysis E-10
c. Environmental Effects E-ll
d. Biological Impacts E-ll
e. Institutional Considerations E-12
4. Alum Creek
a. Engineering Analysis E-13
b. Land Use Analysis E-14
c. Environmental Effects E-15
d. Biological Impacts E-17
e. Institutional Considerations E-17
F. Computer Modeling of the Impacts on the Olentangy
1. D.O. F-l
2. Ammonia Level F-2
3. BOD F-3
4. Ammonia Flowing Load F-4
5. Organic Nitrogen F-5
G. Cost-Effectiveness - Sludge G-l
H. Chlorine and Ammonia Impacts
1. Chlorine
a. Aquatic Impacts H-l
b. Removal Methods H-4
2. Ammonia H-l3
I. Visability Analysis 1-1
J. Selected Correspondence J-l
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List of Figures
Chapter 1
1-1.
1-2.
Chapter 2
2-1.
2-2.
2-3.
2-4.
2-5.
2-6.
2-7.
2-8.
Chapter 3
3-1.
3-2.
3-3.
3-3.
3-4.
3-5.
3-6.
3-7.
3-8.
3-9.
3-10.
3-11.
3-12.
3-13.
3-14.
3-15.
3-16.
3-17.
3-18.
3-19.
3-20.
Chapter 5
5-1.
5-2.
5-3.
Regional Context
Service Area
Soil Associations
Groundwater - Well Development
Significant Biological Area
Increase of Earnings in the Region
Land Use for Delaware County
Land Use Plan for Delaware County
Historical Sites of the Service Area
Population Projections for a Region
Interceptors - Facilities Plan
Configuration
Existing Water Quality Problem Areas
a. Interceptor Crossings of the
Olentangy River
b. Interceptor Crossings of Alum Creek
Local Alternative Treatment Plant Sites
Regional Alternative Treatment Plant
Sites
Franklin County - 1-270 Alternatives
Powell Road - Olentangy Alternatives
Powell Road - Powell Alternatives
Stratford - Olentangy Alternatives
Alum Creek Alternatives
Delaware County - Delaware City
Delaware County - Columbus
Subalternative #1
Subalternative #2
Subalternative #3
#4
#5
1-3
1-4
2-4
2-7
2-23
2-33
2-37
2-40
2-45
2-52
Subalternative
Subalternative
Subalternative #6
The Columbus Sewer Interceptor Trunks
Diagram of Proposed Sewage Treatment
Plant
Sewage Outfalls
3-2
3-4
3-8
3-10
3-14
3-15
3-26
3-30
3-33
3-37
3-39
3-41
3-44
3-45
3-46
3-47
3-48
3-49
3-53
3-67
3-74
The 7-day, once in 10-year Low Flow in
the Olentangy River 5-2
Distances from Treatment Plant to
Highbanks Park Sites 5-16
Annual Wind Pose 5-17
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5-4. Line of Sight Profile 5-38
5-5. Area of Visibility of the Proposed
Plant 5-39
5-6. Common Indoor and Outdoor Noise Levels 5-44
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List of Tables
Chapter 2
2-1.
2-2.
2-3.
2-4.
2-5.
2-6.
2-7.
2-8.
2-9.
Chapter 3
3-1.
3-2.
3-3.
3-4.
3-5.
Chapter 4
4-1
4-2
Chapter 5
5-1.
5-2.
5-3.
5-4.
Groundwater Quality 2-9
Reservoirs 2-12
Olentangy Discharge 2-13
Surface Water Quality 2-15
Water Quality of the Olentangy River 2-17
Air Quality Data - Franklin County 2-29
Anticipated Public Sewer Service Assumed
in the Projections 2-50
Population Projections by Townships 2-51
Population Projections as Estimated in
the Facilities Plan 2-51
Proposed Alternative Sites 3-13
Distance from Site Center to Nearest
Existing Structure or Parkland 3-20
Capacity of Columbus Trunk Sewers 3-54
Estimated Capital Costs, Regional
Alternatives 3-59
Capital Costs 3-60
Existing Houses by Sewer Phases 4-5
Relative Costs of Sanitary Sewer
Service 4-7
Waste Loads of the Olentangy River 5-5
Comparison of Waste Loads 5-5
Sources of Odors in Municipal Wastewater
Treatment Plants 5-42
Maximum Anticipated Noise Level in dBA
at Various Distances from the Proposed
Blower Building 5-46
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CHAPTER I
BACKGROUND
A. Identification of Grant Applicant
The grant applicant for the proposed Olentangy Environmental
Control Center and Interceptor System, Delaware County, Ohio,
is the Delaware County Board of Commissioners. The Grants
Administration project number is (C390698). The Sanitary
Sewerage Facilities Plan for South-Central DelawareCounty, Ohio
was prepared in July, 1974, revised in August, 1974, and sup-
plemented with the Response to U.S. Environmental Protection Agency
Region V Questions in December, 1974. The project is number
10 on the Ohio Priority List. The final effluent limitations
permit issued by Ohio EPA for the originally proposed project
is included in Appendix A.
e- Description of the Action Proposed in the Facilities Plan
A sewage treatment facility of 1.5 MGD, with a peak capacity
of 3.4 MGD will be constructed in south central Delaware County,
Ohio, between State route 315 and the Olentangy River. This will
serve the area for the 20 year planning period. Ultimate capacity
beyond the planning period is 6 MGD, as stated in the Facilities
Plan.
The treatment process is a two-stage activated sludge facil-
ity, including phosphorous removal measures. This is followed by
tertiary rapid sand filters, chlorination, ana post-aeration.
Sludge will be aerobically digested at the treatment site,
and then hauled to a State-approved sanitary landfill site.
The facility will discharge to the Olentangy River adjacent
1-1
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to the treatment plant site just above the Delaware-Franklin
County line.
A new system of interceptors will be built to serve the
Olentangy Environmental Control Center, in three phases.
Phase I will serve the Alum Creek Lake and Westerville
Reservoir areas, Powell Road east of route 315, and a residen-
tial area north of Powell Road and west of route 315. Phase II
extends to serve additional areas south of Alum Creek Lake.
The south part of the 0'Shaughnessy Reservoir on the Scioto
will be included at this time. Sewers will extend up to Home
Road in the Olentangy basin, branching to serve the Catriage
Road area and the Powell area. Phase III extends around Alum
Creek Lake and adjacent areas; extensively along the O'Shaughnessey
Reservoir and its surrounding basin; and in the Olentangy basin
up to Delaware Township. The construction of collecting sewers
will be a local responsibility.
C. Location or the Proposed Action
The service area proposed for the next 20 years is in
south central Delaware County, Ohio, located between Columbus
(Franklin County) and the city of Delaware (Delaware County).
Figure 1-1 illustrates the regional context of the service
area. Figure 1-2 details the service area and the proposed
project location. The Scioto River and three of its tributaries,
the Olentangy River, Alum Creek, and Big Walnut Creek parallel
each other in Delaware County.
Southern Delaware County has traditionally been an agricul-
tural area, but with expansion of the Columbus metropolitan
1-2
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L
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area it has experienced increasing residential growth and
a decrease in working farms. Northern Franklin County has
undergone more intense suburban development than has Delaware
County. The planning area includes part or all of the townships
of Scioto, Concord, Liberty, Berlin, Orange, Genoa, and Berkshire.
Major communities in the area are Powell, and Shawnee Hills
D. Description of the Action Proposed in the Draft EIS
A sewage treatment plant of 1.5 MGD to be expanded to 3.0 MGD
by the end of the 20 year planning period is to be constructed in South
Central Delaware County, Ohio, between S.R. 315 and the Olentangy
River, immediately above the county line (site OR-3). The two-
stage activated sludge treatment facility includes phosphorus
removal measures, tertiary rapid sand filters, and chlorination
facilities. Sludge will be aerobically digested at the treatment
plant and then hauled to a State-approved sanitary landfill site.
The facility will discharge to the Olentangy River in Franklin
County, below the 1-270 interchange in the vicinity of Longfellow
Avenue.
A new system of interceptor sewers will be constructed in
three phases. Phase I, receiving immediate funding, will serve
the Alum Creek Lake and Westerville Reservoir areas, Powell
Road east of route 315, and the Village of Powell. Phase II
extends to serve additional areas south of Alum Creek Lake.
The south part of the 0'Shaughnessy Reservoir on the Scioto
River will be included at this time. Sewers will extend up to
Home Road in the Olentangy basin. Phase III extends along
Alum Creek Lake and adjacent areas, the Scioto basin, and the
Olentangy basin, up to Delaware Township.
1-5
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£. Water Quality and Quantity Problems in the Area
Regional water supply is obtained increasingly from streams
and reservoirs because of quality and/or quantity limitations
of the groundwater of this area. Reservoirs have been constructed
on all of the major streams of Delaware County. Streamflow
and flooding are regulated by these structures. Several existing
treatment facilities discharge into area streams. Most soils
of Delaware County have severe limitations for septic tanks and
existing on-lot systems have resulted in nuisance conditions
and degraded water quality.
F. Other Water Quality and Quantity Objectives
The Federal Water Pollution Control Act Amendments of
1*72 (P.L.92-500) require:
a. Secondary treatment of wastes for municipal sewage
and best practicable treatment for industrial discharges
by July 1, 1977. b. Best practicable waste treatment tech
nology for municipal wastes and best available treatment
for industrial wastes by July 1, 1983. c. Issuance of
permits for all point-sources discharges under the National
Pollutant Discharge Elimination System (NPDES). The NPDES
permit states the allowable waste loading and flow volume
that can be discharged to a receiving stream or lake.
The National Flood Insurance Act of 1968 requires the
designation of flood-prone areas in the United States and
participation by appropriate communities and homeowners to
qualify for national flood insurance protection. The designated
communities who are participating in the program in southern
1-6
-------
Delaware County include Powell, Galena, and Delaware.
Shawnee Hills and Ostrander have been designated but are not
participating in the flood insurance program. The unincorporated
area of Delaware County has not been designated. In northern
Franklin County, Columbus, Westerville, Worthington, Dublin,
and also the unincorporated area have been designated and are
participating in the flood insurance program. In the partic-
ipating communities of both counties, although initial flood
maps are available, detailed flood maps are not yet completed.
Zoning will be required upon the completion of the detailed maps.
A 20 mile segment of the Olentangy has been designated
as a State Scenic River, including the portion in southern
Delaware County. Several species on the list of Ohio Endangered
Wild Animals have been found in the Olentangy. The stream
supports a diverse biological life and is a valuable natural
and scientific resource.
water-based recreation is popular in mid-Ohio and Delaware
County is the site of several large parks, lakes, and high
quality streams.
G. Costs and Financing
The cost for the construction of the Olentangy Environmental
Control Center (1.5 MGD) and interceptors (Phase 1) was $11.05
million in January, 1975. Delaware County will be responsible
for financing 25% of the project while 75% will come from
Federal grants. Chapter 4 will discuss additional costs.
1-7
-------
ti- History of the Application
The following is a chronological listing of major steps and
events in the processing of the grant application.
1964 "Comprehensive Master Plan, Delaware County, Ohio."
"Delaware County Ohio Comprehensive Water and Sewer-
age Development Plan."
Jan. 197U "Feasibility Survey and Report for Sanitary
Service and Sewage Treatment Facilities."
July, 1970^ Application for grant filed with Ohio Water
Development Authority.
Sept. 1970 General plan and preliminary design for wastewater
treatment plant submitted to State of Ohio
Department of Health for approval at site north
of Powell Road and other sites. Revised March,
1971. Approved April, 1971 by the State of Ohio.
Oct. 1970 County placed under permit by Ohio Water Pollution
Control Board.
Oct. 1971 Location of treatment plant switched to east
of Route #315, immediately north of the county
line.
June, 1972 Ohio Water Pollution Control Board adopted
orders restricting "on-lot disposal systems"
and ordered County to file detailed plans and
specifications for wastewater treatment works.
Design of detailed plans initiated September, 1972.
Nov., 1972 Application for permit to construct submitted
to Ohio EPA.
July, 1973 Havens and Emmerson report on treatment plant odors
July, 1973 Detailed plans of Olentangy River - Powell
Road Interceptor Sewer and Olentangy Environmental
Control Center submitted to Ohio EPA. Environmental
Assessment also submitted following interim
procedures of April 3, 1973. Approval of detailed
plans by Ohio EPA in November, 1973.
Aug., 1973 Mid-Ohio Regional Planning Commission A-95
review approval.
Aug., 1973 "Evaluation of the Proposed Olentangy Environmental
Control Center" by Ohio EPA.
1-8
-------
Aug., 1973
Aug., 1973
Aug., 1973
Sept., 1973
Oct., 1973
Jan., 1974
Feb., 1974
April, 1974
May, 1974
June, 1974
July, 1974
July, 1974
Aug., 1974
Sept. 1974
Oct., 1974
Jan., 1975
Jan., 1975
March 19, 1975
"Draft Preliminary Final Report on Compatability
Factors of a Proposed Delaware County Sewage
Treatment Plant with Highbanks Metropolitan
Park," for the Metropolitan Park District
of Columbus and Franklin County."
Olentangy designated as a State Scenic River.
Ohio EPA approved of site east of Route #315.
Initiated preliminary planning for Alum Creek
Lake sewerage facilities.
"Policy Plan, Delaware County, 1970-1990"
by Delaware County Regional Planning Commission.
Public hearing on proposed Olentangy treatment
plant and interceptors.
Settlement agreement between Delaware County
and Metropolitan Park District of Columbus
and Franklin County regarding treatment plan
site east of route #315.
Authorization by Delaware County for preparation
of Facilities Plan.
Ohio Priority list approved by USEPA; Delaware
County ranked #10.
Review of draft of "Facilities Plan" by Ohio
EPA. Comments to the Applicant, July, 1974.
Draft "Facilities Plan" formally available;
copies sent to U.S. EPA.
Public hearing on the Facilities Plan.
Project approved for funding by Mid-Ohio Regional
Planning Commission and the State Clearinghouse.
Revised Facilities Plan submitted to Ohio
EPA and USEPA.
Informal review of Facilities Plan by USEPA;
additional information requested.
Ohio EPA certified the Facilities Plan to
USEPA.
Additional information on the questions to
the Facilities Plan received by USEPA.
Meeting with Delaware County officials and
USEPA.
1-9
-------
March 28, 1975 Delaware County filed a Step 3 grant application
with Ohio EPA.
March 28, 1975 Notice of Intent to prepare an EIS issued by
USEPA.
July 10, 1975 Step 3 grant application received by USEPA.
February, 1976 Draft Environmental Impact Statement distributed,
March 16, 1976 Public Hearing on the Draft EIS.
March 30, 1976 Deadline for comments on the Draft EIS.
1-10
-------
CHAPTER 2
THE ENVIRONMENT WITHOUT THE PROPOSED ACTION
A. Topography
Delaware County is a part of the upper Scioto drainage
basin. Disregarding the stream valleys, the county is almost
a level plain, with gently rolling glacial moraines rising
above this plain and some isolated gravel hills in the eastern
part of the county. Ground elevations in the central and western
portions of the county are around 950 feet above sea level and
in the eastern part around 1,200 feet above sea level, all
sloping slightly to the south.
This reasonably flat topography is one of the prime require-
ments for agriculture, housing or industrial development. The
major streams and Valleys are very important in the development
of flood control, water supply and recreational programs. The
Highbanks bluffs provide a valuable scenic resource in southern
Delaware County.
B. Geology
1. Bedrock
The bedrock underlying Delaware County consists of a series
of limestones, shales and some sandstones. The limestones
include the Columbus, Delaware and Monroe Formations, Shales
found within the county include the Bedford, Ohio, Olentangy
and Sunbury Formations. Berea Sandstone and the Cuyahoga
Formation, consisting of sandstone and sandy shales, complete
the list of bedrock formations.
2-1
-------
2. Surficial
Glaciers of the Illinoian and Wisconsin ages covered all of
Delaware County, with the earlier Illinoian till being swept
away by the more recent Wisconsin glaciers, about 23,000 years
ago. The glacial till covers almost all of the bedrock, except in
river valleys, where streams have cut through the till to expose
the ancient bedrock. The glacial till in the western half of the
county contains much limestone and dolomite and is highly calcar-
eous. In the eastern half of the county, large amounts of sand-
stone and shale and smaller amounts of limestone and dolomite
occurs in the moderately or slight calcareous till. Various
land forms were deposited in Delaware County by the glacial
outwash. The Powell End Moraine runs west to east through the
southern part of Delaware County, across the village of Powell
and Highbanks Park, and then northward to the east of Alum Creek.
C. Soils
The soil associations of Delaware County are presented in
Figure 2-1. Each major soil association contains many soil series,
some of which may have very contrasting characteristics to others
within the association. The soil series are described and mapped
in detail in the county Soil Survey, which should be consulted
for descriptions of the soil associations and for site-specific
information (U.S. Dept. of Interior, 1969).
The soils found in the county developed on glacial till or its
alluvium. The various soils are a result of different parent mater-
ials from the till and underlying bedrock of limestone, shale,
2-2
-------
and sandstone, and of variations in natural drainage. The native
vegetation was mixed hardwood forest.
About 86 percent of the terrestrial area of Delaware County
is soils of the Soil Conservation Service's capability classes
I and II. These areas may be considered to be prime agricultural
land, having soils with either few, or slight and correctable
limitations for farm use.
The most relevant soil characteristic in the development of
sewerage facilities is the suitability of a particular soil for
septic tank disposal field. This is dependent upon the permeabil-
ity of the soil at the depth of the tile and below. A severe
limitiation is imposed upon the suitability of a particular
soil for such use by the presence of solid bedrock, a dense
compact layer, or a layer of clay that interferes with adequate
filtration and movement of the effluent from the soil. Conversely,
in areas that are highly permeable, or where creviced or shattered
bedrock is present near disposal field, care must be taken to
avoid contaminating nearby groundwater supplies with the effluent.
If the soil has a water table over the disposal field, or
the area is subject to flooding, the system will not function
regardless of the soil permeability.
The permeability of most soils in the county is relatively slow
and septic tank disposal fields must be carefully installed.
Septic tanks should not be concentrated on slowly permeable soils
because they absorb effluents slowly and may become saturated in
a short time. Of the soils found in the major soil associations,
the Morley, Blount, Pewamo, Bennington, Alexandria, Cardington,
2-3
-------
UNI
N
-------
and Milton soils are considered to have severe limitations for the
use of septic tanks due to slow permeability and/or poor drainage,
or shallow depth to bedrock, or steep slopes. Fox, Ockley, and
Thackery soils are the only ones considered to have slight or
moderate limitations. Though the majority of the soils are rated
poor, comprising about 97% of the surface area of Delaware County,
this rating does not imply that they cannot always be used for
septic tank disposal fields. However, it does indicate that the
limitations for such use are difficult to overcome and very careful
planning and design are needed.
D* Groundwater
1. General
An underground water supply, whether for small domestic needs
or for the large requirements of a city or industry, can only
be obtained where geologic formations are present in such
a manner as to transmit water. Formations that are capable
of transmitting water are said to be permeable and are called
aquifers. Generally, sand and gravel deposits are the most
permeable and, consequently, the most important sources of
underground water. Clay, silt, and shale are the least permeable.
The geologic formations which occur at, or near, the surface
in the county comprise two general classes: (1) consolidated
sedimentary layers of limestone, sandstone and shale, which form
the bedrock, and (2) the unconsolidated glacial deposits of clay,
sand and gravel. The Olentangy River is approximately the dividing
line separating the limestone in the west half and the shales and
sandstones in the east half of the county, and the state as well.
2-5
-------
Figure 2-2 is a generalized map, prepared from Ohio Department
of Natural Resources data, depicting potential underground
water supplies and also presents the locations of a number
of typical wells found throughout the county.
2. Water Quality and Quantity
The areas where wells yielding less than five gallons per
minute can be developed consist mainly of thin to thick glacial
drift, composed basically of clayey till, overlying shale.
Where wells in these areas are finished in the limestone formations
beneath the shale bedrock supplies may be developed, but due to
the high degree of mineralization, quality is a deterrent to its
use.
For most of the west half of the county, where yields of 100
to 500 gallons per minute can be developed, limestone is the prime
aquifer. The glacial drift, though relatively thick, and ranging
from thin lenses of sand and gravel interbedded in clay to thick
layers of sand and gravel, seldom yields domestic supplies. For
this area, it may be said that the quantity of underground water
available increases with depth, but the mineralization also in-
creases; hence, the quality may be a deterrent for a specific use.
The area along Alum Creek, where yields of 100 to 500 gal-
lons per minute can be developed, consists of interbedded sand
and gravel deposits underlying thick till beneath the Alum Creek
valley, and yields may be as high as 200 gallons per minute.
Those areas in the county where yields of 5 to 25 gallons per
minute can be developed mainly consist of thin to thick lenses of
sand and gravel interbedded in clayey till, overlying sandstone or
2-6
-------
thin shale formations, with sandstone predominating east of Big
Walnut Creek. Wells finished in sandstone have reportedly yielded
as high as 70 gallons per minute, but the average yield is more
likely to be less than 25 gallons per minute.
In an attempt to generalize the underground water resources
in the county, it may be said that, using the Olentangy River as
the dividing line, the east half of the county has quality
but not quantity, the west half quantity but poor quality.
•*• Water-Quality and Quantity Problems
Iron levels may affect water taste, spot laundered clothes,
and stain plumbing fixtures. Not more than 0.3 mg/1 of soluble
iron is recommended for public water supply sources in EPA's
Water Quality Criteria 1972. Some of the well levels exceed this
in Delaware County, as listed in Table 2-1 .
The 1972 criteria recommend that sulfate be less than 250
mg/1 to avoid problems with taste and with laxative effects
to those not accustomed to high sulfate levels. Some wells
exceed this recommendation.
Taste problems also occur with high levels of chlorides in
drinking water. A maximum of 250 mg/1 is set in the 1972 criteria.
One well listed sharply exceeds this level.
2-8
-------
Table 2-1
DELAWARE COUNTY
A
27 ft. deep
Gravel
B
125 ft. deep
Limestone
GROUND WATER
(For locations, see
Fe S04
mg/1 mg/1
1.3 125
.2- 878 -
3.6 928
QUALITY
Figure
Cl
mg/1
7.2
42-
45
2-2)
Dissolved
Solids
mg/1
571
1,720-
1,780
CaC03
mg/1
432
1,210-
1,280
305 ft. deep
Limestone
.26
1,630
18
2,840
2,010
D
36 ft. deep
Gravel
.11
70
4.0
407
374
E
494 ft. deep
Limestone
8.8
22
9,330
16,000
4,100
2-9
-------
Dissolved solids include various specific substances as
chloride and sulfate, so high levels would have the undesirable
aspects of their component substances. The 1962 Public Health
Service Drinking Water Standards recommend a limit of 500 mg/1
for total dissolved solids (TDS). Well water samples of Table
2-1 generally exceed this recommendation.
Groundwater in the county tends to be hard, as reflected
in the high calcium carbonate values. Households utilizing
well water often have water softeners to correct this problem.
Malfunctioning on-lot sewage systems have the potential to
pollute groundwater, particularly in the shallow gravel aquifers.
About one-third to one-quarter of the population of south central
Delaware County is presently served by well water. Water softening
costs and increasing power costs for well pumping are making
groundwater wells a less attractive water supply alternative for
home use than the Del-Co water company's surface water supply.
4. Water Uses
Groundwater is used for domestic and farm purposes,
although surface water is becoming more popular for domestic use.
Extensive industrial water consumption has not been possible
in central Ohio, due to limited water supplies. Southern Delaware
County has only slight industrial development of any kind at the
present time. Water quality and quantity problems would limit
the value of the local groundwater for extensive industrial use.
Within Franklin County, only about 10 percent of the municipal
water supply comes from groundwater.
2-10
-------
E. Surface Water
1. General
Four south-flowing streams, the Scioto River, Olentangy
River, Alum Creek, and Big Walnut Creek cross Delaware County in
nearly parallel north-south courses, with the last three being
tributaries to the Scioto. Big Walnut Creek is not within the ;
service area of this project.
Delaware Lake, on the Olentangy River, and Alum Creek
Lake on Alum Creek are federally owned and operated for flood
control, recreation, water supply (taken only on an emergency
basis from the Delaware Lake), and allied purposes. Recreation
areas are operated by the Ohio Department of Natural Resources.
Hoover Reservoir, on Big Walnut Creek, and O'Shaughnessy Reservoir,
on the Scioto River, are owned by the City of Columbus and provide
water supply storage. These water bodies are shown in Figure 1-1
and additional information is provided in Table 2-2. Delaware
County has several ponds created in old borrow pits, but no
major natural lakes.
The Scioto and the Olentangy Rivers are considered navigable
by the U.S. Army Corps of Engineers, but traffic is limited to
pleasure craft. The Olentangy River has been designated a State
Scenic River from the Delaware Dam (in northern Delaware County)
to Wilson Bridge Road (in northern Franklin County).
2-11
-------
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2-12
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2. Water Quantity
Appendix B lists the U.S.G.S. stream gaging records
for area streams for the water year 1974, (Note: To convert
cfs to MGD, multiply by 0.646; to convert MGD to cfs, multiply
by 1.55). Flow in all of the major streams of the service area
is regulated by artificial lakes and dams (Figure 1-1).
Discharge to the Olentangy River from Delaware Lake is
regulated as follows during low flow periods:
Table 2-3 Olentangy Discharge '__
Period Scheduled Discharge
1-10 July 10 c.f.s.
11-20 July 25
21-31 July 35
1-20 August 40
21-31 August 35
1 September-31 October 20
Minimum Release 5
Source:U.S. Army Corps of Engineers 7/31/75(Appendix J).
Low-flow discharges as listed above are released from storage
when inflows are insufficient to maintain the required flows.
For other periods of the year normal inflow is released back
to the river, with the guaranteed minimum release being 5 cfs.
Summer flows may be less than stated in Figure 2-3, if the
higher releases are not possible, U.S.G.S. stream gaging records
have been used to analyze low flow values (see letter, Appendix J).
Extreme low flow on the Olentangy River prior to the construction
of Delaware Dam, the historical natural 7-day, once in 10-year
low flow, was 0.9 cfs at the Stratford gage and an estimated
1.0 cfs at the Delaware-Franklin County line. U.S.G.S. stream
gage records, since the advent of Delaware Dam, indicate that the low
2-13
-------
flow value, the historical modified 7-day, once in 10-year
flow, was 10.2 cfs at the Worthington gage (the Stratford
station having been discontinued), and an estimated 9.7 cfs
upstream at the Delaware-Franklin County line. For planning
purposes in this EIS, a low flow value is being used in this
document to reflect the present minimum release of 5.0 cfs.
This results in the adjusted minimum release 7-day, once in
10-year low flow, 4.73 cfs at the Delaware-Franklin County
line, developed in Figure 5-1. Although the historicial
modified low flow values have been higher than this since the
river has been regulated, the adjusted minimum release flow
value is all that can be assured by the present regulation
schedule. The average stream flow of the Olentangy at the
Worthington gage is 441 cfs for the published period of record,
1955 to 1974.
Increasing the minimum release of Delaware Dam from 5 cfs
would involve modifying the use of Delaware Lake. The draw-
down to increase the assured minimum release to 10 cfs would
infringe upon the sediment reserve capacity and adversely affect
recreation usage. Increasing the flow beyond 10 cfs would impact
recreation uses more severely and reduce flood control capability.
The studies required for any flow increase would take about nine
months, and funds from the U.S. Army Corps of Engineers are not
presently available for this purpose. EPA cannot use its funds
for sewage treatment facilities for this purpose. If the stated
purposes of Delaware Lake, such as flood control and recreation,
are adversely affected, authorization by Congress would be required,
2-14
-------
A letter from the Huntington District of the Corps of Engineers,
in Appendix J, explains the flow augmentation requirements,
and also discusses the problems of building an additional
reservoir to augment low flows. Flow on Alum Creek at Africa
Road was unmeasurably low at times in 1963-65. Regulation
by the dam and Alum Creek Lake will augment these extreme low
flow conditions by providing the 5 cfs minimum release.
3. Water Quality
Water quality data for Delaware County are available
from several sources. Each is based on a limited number of
samples. The following is a summary of data collected at
water supply intakes:
Table 2-4.
SURFACE WATER QUALITY
Delaware County, Ohio
Sunbury Delaware
Big Walnut Olentangy
Creek River
Turbidity Units
Color Units
Total Solids
Total Alkalinity as CaC03
Total Hardness as CaC03
pH
Calcium as CaC03
Magnesium as Mg
Sodium as Na
Total Iron as Fe
Manganese as Mn
Sulfates as 804
Nitrates as N03
Chlorides as Cl
Fluorides as Fl
(All units in milligrams per
PH).
0
7
286
125
212
7.5
4
19
14
0.1
0
40
-
26
0.2
liter except
30
13
422
140
228
7.7
-
9
17
1.2
0
75
17.1
28
0.2
turbidity,
Westerville
Alum
Creek
35
3
584
244
424
7.
-
50
54
1.
0
-
2.
70
0.
color, and
8
1
5
3
2-15
-------
A summary of water quality sampling on the Olentangy
River is shown in Table 2-5. This also includes water quality
standards for certain parameters. Note that improvements of the
sewage treatment facilities upstream in the City of Delaware
has occurred subsequent to some of these records and this
is anticipated to lead to better effluent quality. Additional
water quality records for the Olentangy River and Alum Creek
can be found in Appendix B. Quality of the water on these streams
within Franklin County tends to be higher upstream and decreases
downstream, as a result pollution from the Columbus urban
area. Appendix B includes water quality data for selected
stations on the Scioto River.
4. Water Quality and Quantity Problems
The Scioto Basin Report prepared by Ohio EPA indicates
that standards for fecal coliform bacteria are violated in
the Olentangy River. This is indicative of problems both with
municipal sewage treatment and septic tank malfunctioning,
with subsequent stream contamination.
Overloaded sewage treatment facilities were present at
the City of Delaware prior to the rebuilding of their 2.5 MGD
treatment plant, completed in December of 1974. Much of the
existing water quality data reflect these old conditions.
The new facility should improve water quality but the system
has been prone to frequent upsets from industrial wastes,
leading to less effective treatment than its design capabilities.
Presently, applications are being made for additional phosphorus
removal, ammonia removal, and control of the upsets. Downstream
2-16
-------
Table 2-5. Water Quality of Olentangy River
Data Source
River Reaches
Measured from the
Proposed Site (miles
Conditions
No. of Observations
* Dates of
Observations
DO 1n mg/1
BODS In mg/1
'KH, as N 1n mg/1
N03 as N in mg/1
Organic N In mg/1
Total P In mg/1
Temp. In 'C
pH
Total Conforms
In 100 ml
Fecal Conforms
In 100 ml
Fecal Streptococci
In 100 ml
T.S.S. In mg/1
T.D.S. 1n mg/1
Cl " In wg/1
re (dissolved) 1n^t8/l
Cd 1nlfl/l
Cr tn^tj/1
Zn 1rynw •• "0-tntc"*
5.6 1205* b S30-tnte...
200
26-6. 8xl04
6-65
...
40.4-73.2
...
a. 274-394
b. 274-394
a. 24-60
b. 24-50
a. 200-300
b. 200-300
500
32-43 250
| : l.ooo
<, ... ... ' ... i . 5
<2-31
<20-80
...
<25-58
<3-8
t. 0.0
b. 0.0
...
t. 17
b. 17
...
...
! ' 100
; i.ooo
56-86
500
200
7-43
29-156 1~
•Only one observation per sampling location
"With on* low value of 1.4 oo/l of D.O. at Station 5
between the Delaware STP't Sanitary Land Fill tnd Quarry
1 ***Too numerous to count
a.During low flow periods
b.Othir than low flow periods
Source: Enviro Control, 1975
2-17
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in Franklin County, the Worthington Hills treatment plant
is a small, overloaded facility, (design capacity, 280,000
gallons per day) which is scheduled to be phased out in 1977
via the conditions of its discharge permit.
The septic tank ordinance which Delaware County enacted
in 1974 provides for systems on one-acre minimum lots. This
should help to have better functioning systems, with proper
enforcement. The soils of the county still have general limi-
tations for this type of system. Small package treatment
plants must be properly maintained and operated to be effective
at preventing water pollution.
The Olentangy and Scioto Rivers and Alum Creek are all water
quality limited stream segments in Delaware County. The Scioto
Basin Report lists point discharges in the area. Nonpoint
sources of pollution, such as stormwater and agricultural
runoff may also adversely affect area streams. The Basin Report
also contains waste load allocations for these streams.
Low flows can be a problem in streams because of increased
concentrations of the various pollutants. A diagram of water
uses and discharges under low flow conditions for the Olentangy
River is shown in Figure 5-1.
During low flow in the Scioto River, polluted conditions
exist as far as 50 miles downstream from Columbus. With Best
Available Treatment (as defined by Ohio EPA) pollution would
be expected to extend to about 13 miles below the Jackson
Pike Treatment Plant. Stream degredation takes the forms of
oxygen depletion, and excessive levels of fecal coliform bacteria,
2-18
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ammonia, fluorides, and some heavy metals (cadmium, zinc,
lead, iron), (Ohio EPA, 1975). Upstream conditions in the
tributaries to the Scioto within Franklin County do improve,
but high levels of fecal coliforms and low dissolved oxygen
levels present problems in Alum Creek, and high levels of
nutrients and fecal coliforms occur in the Olentangy River.
The final report of the National Eutrophication Survey
indicate that the O1Shaughnessy Reservoir is eutrophic, and
ranks last in trophic quality among the 20 Ohio lakes sampled
in 1973 for a combination of six parameters (EPA, 1975-c).
The preliminary report for Delaware Lake also indicates
eutrophication for that reservoir, which ranks 14th out of the
20 lakes studied (EPA, 1975-a). Hoover Reservoir likewise
is eutrophic, and ranks fifth in the overall trophic quality
of the 20 lakes (EPA, 1975-b).
5. Water Uses
Surface water is an important recreational resource in
Delaware County. Stream corridors and the numerous impoundments
provide extensive water-based recreation for the region. Pleasure
craft utilize the Scioto and Olentangy Rivers. The Olentangy
has been designated a State Scenic River for 20 miles in southern
Delaware and Northern Franklin Counties. Wildlife and aquatic
biota utilize the surface water bodies and the streams are
classified as a warm-water fishery.
Water for human consumption is provided from the Hoover
and O'Shaughnessy Reservoirs, which are owned by the City
of Columbus. Delaware Lake is Federally owned, but is providing
2-19
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only an emergency water supply. Federally owned Alum Creek
Lake will provide water for the Columbus area. An emergency
water supply intake for Columbus is located at the mouth of
the Olentangy River, but has yet to be utilized. Southern
Delaware County receives over half of its water supply from
surface waters, via the Del-Co Water Company. Water is withdrawn
from the Olentangy River north of Home Road and is piped throughout
the southern part of the county. A future water storage tank
will help to reduce withdrawals from the stream during periods
of low streamflow. Most of this water is for domestic use
in southern Delaware County, as there is very little industrial
development, and many farmers use the lower quality but cheaper
groundwater for farming purposes. Alum Creek provides part
of the water supply for the City of Westerville, to supplement
the city's small reservoir. About 90 percent of Franklin County's
municipal water supply comes from surface water sources.
Existing sewage treatment plants are located at Delaware,
on the Olentangy; at Worthington Hills, on the Olentangy
(to be phased out by 1977); and at Columbus (Jackson Pike and
Southerly) on the Scioto. These points are shown in Figure 1-1.
6. Water Quality Management
Section 208 of the Federal Water Pollution Control Act
Amendments of 1972 provides for areawide planning for waste
treatment management in large urban-industrial areas, or other
areas of the nation which have severe and complex water quality
problems. The Governor of Ohio has submitted a proposal for
USEPA approval. Section 208 planning would be done for Franklin
2-20
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County and the surrounding tier of townships by the Ohio
EPA. Part of the planning work would be sub-contracted to
the Mid-Ohio Regional Planning Commission. As of May, 1976
this proposal has not yet been approved.
The Ohio Environmental Protection Agency has the respon-
sibility for implementing Section 303 of the 1972 Amendments
whereby water quality problems are identified and overall
pollution abatement strategies are established for all major
river basins in the state. The Scioto River BasinWaste Load
Allocation Report is a part of the 303(e) Continuing Planning
Process, and includes all area streams.
A Title 10 grant by the Department of Commerce is presently
being used to study the Scioto River.
7. Flood Hazards
Flooding in the project area has been largely eliminated
through the construction of reservoirs on all major streams and
their resulting regulation. The natural occurrence of flooding
is greatly reduced for all but the most extreme and highly im-
probable storms.
The Delaware County treatment facility and lift stations
will be built above the calculated historical 100 yr. flood
plain, however, some of the landscaping for the facility will
occur in the flood plain.
2-21
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F. Biology
1. Plant Communities
The original vegetation of Delaware County was forest,
largely removed by early settlers for farming. The Beech-Maple
association predominates, especially on moraines, although
there are also some Oak-Hickory forests. Along the rivers
the Sycamore-Cottonwood-Box Elder association is found. Quite
a bit of osage orange was planted as hedge rows by farmers.
Several significant plant areas have been identified
within Delaware County, some of which have been declared Natural
Areas or Nature Preserves by the Ohio Department of Natural
Resources, (Figure 2-3). No known survey of the aquatic plants
of Delaware County has been undertaken.
The Seymour Nature Preserve is located in the Olentangy
River drainage basin, south of the City of Delaware and north
of Winter Road. This preserve is considered a good second
growth Oak-Hickory area. This acreage has been donated to
the State of Ohio.
The Welch Beechwoods area is located in the Scioto River
drainage basin south of the O'Shaughnessy Dam with the majority
of the area lying in Franklin County. This Beech-Maple forest
contains large three foot diameter beech trees.
The Wildcat Creek area is located in the Olentangy River
drainage basin in the vicinity of Home Road. This is a privately
owned area containing a mixed mesophytic community, with beech,
maple and oak. It also contains a rich herbaceous flora in
a scenic ravine with a stream and pond.
2-22
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The Highbanks Nature Preserve, encompassing an area of
over 200 acres, is located entirely within the Highbanks
Metropolitan Park. The majority of the park lies within Delaware
County, just north of the Delaware-Franklin County line between
U.S. Route 23 and the Olentangy River. The area remains in
good natural condition. Appendix C lists the plants of Highbanks
Park and the wildflowers of the park which appear on the
Ohio Endangered Species list. This park is considered to have
Statewide significance as a natural area.
Flint Ravine south of Highbanks Park in northern Franklin
County has been essentially maintained in its wild state and
has been identified as a noteworthy natural area by the Ohio
Biological Survey.
2. Terrestrial Animals
Farmland, woodlots, natural area parks, and streamside
areas provide the principal habitats for wildlife in the area.
The valuable plant areas just discussed above would also have
significance as wildlife habitat.
In Delaware County one would expect to find small animals
such as squirrels, rabbits, foxes, wood chucks, raccoons,
skunk, weasels, mink, opossums and muskrats. Deer also occur
in central Ohio. A variety of game birds, water birds, birds
of prey, and woodland and field birds live in the county, as
well as reptiles and amphibians. Appendix C lists the ter-
restrial animals and some birds of Franklin County. The animals
and birds of Highbanks Park are also listed in Appendix C.
2-24
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Bald eagles are occasionally observed as transient
visitors to Delaware County, although the species has not
nested there within memory. Most of those observed are
immature birds, who are found aroung the area's streams
and Delaware Lake (Good, 1976). An immature eagle was
noted for over two weeks in February, 1976 at the Delaware
Lake wildlife area (Ohio Biological Survey, 1976). Above
40° N. latitude, which runs through Columbus, the northern
subspecies of bald eagles is found. The southern subspecies
is designated as occurring south of 40° N. latitude. It is
the southern subspecies, Haliaeetus leucocephalus leucocephalas,
which is on the United States List of Endangered Fauna. Both
subspecies are on the Ohio List of Endangered Wild Animals.
3. Aquatic Animals
The O'Shaughnessy Reservoir is located on the Scioto River
in southwestern Delaware County. This 1,000 acre reservoir
supports large mouth bass, crappies, several catfish species,
bluegill sunfish, and green sunfish (Strom, 1976). Appendix C
lists migratory waterfowl observed here.
Hoover Reservoir is located on Big Walnut Creek in Delaware
and Franklin Counties and contains approximately 3,300 acres of
impounded water. It is much used for fishing and contains walleye
pike, white bass, two crappie species, muskellunge, bluegill sun-
fish, large mouth bass, and three species of catfish. (Strom,
.1976.) .
The borrow pits located in Delaware County can be considered
as having fish species similar to those for all borrow pit ponds
2-25
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surveyed statewide. Thirty-four species were found to
inhabit borrow pit ponds when surveyed on a statewide basis.
Bluegill sunfish and large mouth bass were the most common
species represented.
The Scioto River in Delaware County supports a diverse
biological community. North of the City of Columbus the stream
is moderately degraded, while downstream from the city the
Scioto River has a greatly reduced biological diversity, limited
mostly to pollution-tolerant organisms, a few species occurring
in great numbers. Diversity and pollution is discussed in
Appendix C, "Aquatic Organisms and Pollution".
Alum Creek has supported a variety of fish and mollusks,
as presented in Appendex C. The ecology of Alum Creek has been
altered recently by the flooding of the Alum Creek Lake early
in 1975. Within the impoundment changes in the numbers of
species and kinds of species will occur, but no known studies
have been conducted yet on the new lake. The Environmental Impact
Statement prepared for the Alum Creek Lake project in 1972 by
the U.S. Army Corps of Engineers predicted that 19 of the fish
species would be able to live only in streams, while 32 fish
species could continue to live in the new lake habitat. Game
fishes expected to flourish in the lake would include white
and black crappie, large mouth black bass, bluegill sunfish,
bullhead catfishes, and various.sunfishes. The lake has been
stocked with bluegill sunfish, crappies, walleye pike, and
large mouth bass. (Strom, 1976). Carp and gizzard shad
would also inhabit the lake, as would some minnow species.
2-26
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Only 3 or 4 of the 27 known naiad mollusks of Alum Creek are
expected to be able to survive in the impoundment. Other kinds
of benthic (bottom-dwelling) invertebrates were studied prior
to reservoir construction (Olive, 1971). The effect of impoundment
on these animals has not been estimated, but species composition
may be expected to change.
The Olentangy River has regional to national significance
as a valuable biological resource. It has been designated as
a State Scenic River between the Delaware Reservoir and the
Wilson Bridge Road at Worthington (Franklin Co.) in 1973.
The aquatic insects of the Olentangy have been inventoried,
as well (Olive, 1971; Olive and Smith, 1975). The sampling
station just above the Delaware-Franklin County line for
freshwater invertebrates has a relatively high species diversity.
About 70 percent of the sampled benthic invertebrates are
considered pollution sensitive organisms. Of the clean-water
indicator species that were collected, caddisflies, stoneflies,
and mayflies were included. Pollution-tolerant oligochaetes
were also collected and accounted for an average of 27 percent
of the benthic invertebrates. The high diversity of kinds of
species present indicates a healthy stream condition, despite
the presence of the oligochaetes.
The Olentangy is a healthy, attractive stream supporting
a diverse biological life, providing a recreational resource
as well as a site for ecological study. Artificial lake con-
struction and urbanization have altered most of the regional
stream corridors of the area, adding to the uniqueness of
2-27
-------
this portion of the Olentangy. Appendix J contains letters
with additional biological information on the stream.
G. Air Quality
Delaware County has been identified as having attained
the National Ambient Air Quality Standards for total suspended
particulates (TSP), sulfur dioxide (SC>2) and carbon monoxide (CO )
The Ohio EPA has established ten air quality monitoring
stations in Franklin County. Data collected from several of
these stations for particulates, sulfur dioxide, and nitrogen
dioxide is summarized in Table 2-6. State standards for
particulates require that the annual geometric mean not exceed
60 micrograms per cubic meter (pg/m ), and that the 24-hour
concentration not exceed ISQ/ug/m more than once per year.
In the absence of data representing the annual geometric mean
for particulates, Table 2-6 includes the arithmetic average
for 1974. Arithmetic means are generally somewhat higher than
geometric means. Thus, this data cannot be thoroughly evaluated
in terms of its exact relation to maximum standard values.
However, in the absence of data given in terms of geometric
means the data can be used for a general view of particulate
levels in this area.
Regarding levels over a 24-hour period, an examination
of daily data indicates that of 20 to 212 days sampled at
various stations from April 1974 to February 1975, 0 to 18
days (the number of days varying at different stations) had
concentrations of particulates in excess of maximum standard
2-28
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levels. The maximum 24-hour levels recorded were 236 and
222/ig/m at the Ohio State Fairgrounds and East llth Avenue,
respectively.
State standards for sulfur dioxide require that the annual
arithmetic mean not exceed 60jug/m and that levels during a
24-hour period not exceed 260>ig/m more than once per year.
Ohio EPA data for sulfur dioxide are available for the period
from April 1974 to February 1975. During this time the arith-
metic mean was 31>ig/m , well below maximum standards. Although
this figure is not based on a complete annual record, it is
an indication of levels over a long-range period. Average
levels of sulfur dioxide during 1970 ranged from 10 to SOjug/m ,
with higher levels concentrated in the center of Columbus.
Examination of OEPA daily data from the same period indicate
that of 19 to 36 days sampled at three stations, no days had
sulfur dioxide concentrations in excess of maximum standard
values.
Standards for nitrogen dioxide require that the annual
arithmetic mean not exceed lOOjag/m . The data summary in Table
2-6 indicates that for a 10-month period the mean value was
50jug/m . This figure can be used as an indication of what
average annual values may be.
2-30
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H. Land Use and Future Growth and Development
1. Overview
Growth of population and industry has been occurring to a
large extent, north of the center of Columbus. This trend
has influenced growth in the project area in the past and
can be expected to have an expanding influence in the future.
Other major factors enhancing growth potential in the project
area are its excellent arterial and feeder system of highways,
its large tracts of relatively inexpensive, level land, its
easy access to major centers of employment, and its excellent
recreation amenities. Poor waste assimilative capacities
of the soil in most of the project area, combined with the
lack of sewering, and a past building ban, is the major impediment
to future development. However, private package systems and
on-lot systems are still capable, if public sewering is not
implemented, of accommodating significant amounts of development
within the county.
Most future development in the project area can be expected
to be residential. However, rising costs of land in Franklin
County and Columbus combined with the availability in the pro-
ject area of large, level, and comparatively inexpensive tracts
of land near railroads and highways will encourage significant
future industrial development. Commercial development within
the project area will be primarily neighborhood-oriented. The
highest rates of residential and commercial development can be
expected in Orange and Liberty Townships. Most development in
Concord Township will be residential and most
2-31
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will occur in the Shawnee Hills-Dublin area. In Liberty Township
considerable amounts of residential development will occur
around Powell and some industrial development will occur along
U.S. 23 and the Chesapeake and Ohio Railroad. Several portions
of Orange Township will experience considerable residential
development, while land adjacent to the Penn Central Railroad
has a potential for industrial development. Some scattered
areas of residential development may be expected in Berlin
Township. Strict zoning regulations in Genoa Township, if
continued, would limit development to moderate amounts of
residential and industrial uses.
2. Regional Context
The Columbus region has an excellent potential for future
growth and development. As Figure 2-4 indicates, high earnings
growth is projected for services, manufacturing, and government
in Franklin, Delaware, and Pickaway Counties. Several factors
provide the Columbus region with an excellent potential for
future growth and development. Columbus is excellently located
with respect to consumer markets. It is within 600 miles of
60 percent of the nation's markets and is thus attractive
to industries with national markets. Columbus also has a major
airport, Port Columbus International Airport, and is serviced
by three trunk railroads, one of which, Penn Central, is con-
siderably improving its present facilities. Columbus is also
located at the intersection of Interstate Highways 70 and 71,
providing rapid automobile and truck access in all directions.
2-32
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The Ohio State University and several other accredited
colleges and universities are located in Columbus, attracting
major education-related resources into the region. The state
capital and numerous state and federal administrative organizations
provide large amounts of stable employment, while the headquarters
of numerous bank holding companies, insurance companies, and
savings and loan associations provide substantial amounts of
investment capital. Columbus also has a diversity of research
and development activities. It is evident that Columbus has
a diverse employment base with a well-educated labor force,
thereby minimizing the severe fluctuations in employment that
are common to more industrially-based regions.
There are numerous activity-oriented recreation facilities
in Franklin County and nature-oriented recreation facilities
within the other counties. Columbus*s generally level topography
and subsoils are suitable for construction of buildings so
that costs for building factories, distribution facilities,
and transportation arteries are minimized. Finally, deposits
of coarse sands, gravel, and limestone support a significant
quarrying industry.
Although Columbus has considerable potential for future
growth and development, there are major factors which inhibit
growth in the Columbus region. These include lack of deposits
of minerals, coal, oil, clays, gas, or other deposits to support
most basic processing industries and an insufficient water
supply to support industrial development which requires sub-
stantial amounts of water, such as steel making, paper mills,
2-34
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and large chemical industries. In addition, Columbus is in
competition with other lake-basin centers in the attraction
of industry.
A number of special factors determine the location of
growth and development within the Columbus region. The major
growth-oriented purposes that the outlying areas of Delaware
County serve are for low density housing, inexpensive land for
industrial development, and recreational land. The major factors
in determining to what extent each outlying county serves
various growth-oriented purposes are: (1) accessibility to
major areas of employment (2) accessibility to residential
services; (3) provision of sewer, water, gas, and electricity;
(4) quality and regional scarcity of recreational resources;
(5) directions of growth within Columbus and Franklin Counties;
and (6) the availability of sizable tracts of low cost land
which does not require costly modification to make it suitable
for development.
When Delaware County is analyzed in terms of the above
factors, a picture of strong potential for growth emerges.
The northern portions of Columbus have the most desirable
centers of employment and excellent highway arterials making
the southern portions of Delaware County very accessible to
these desirable areas of employment. These highway arterials
also give easy and rapid access from the southern portions
of Delaware County to residential services in the City of
Delaware, Westerville, and downtown Columbus. In addition,
Delaware County has widespread provision of water, gas, and
2-35
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electricity services and large surpluses in facilities for
most of those recreational activities for which there are
insufficient facilities in the rest of the region. Finally,
growth in Franklin County is occurring primarily to the north
toward Delaware County and, to a lesser extent, to the east
and southeast,as numerous large tracts of land suitable for
residential subdivisions or industrial activities are presently
being held for speculative purposes.
3. Service Area
Most of the land in the planning area is either used for
agricultural, residential, or recreational activities or
is held for speculation and future development. Industrial
and commercial uses occupy a very small part of the total
land area. (Additional information describing current land
uses was given in Appendix D of the Draft EIS).
T'ia most current available representation of land use
planning in Delaware County (1973) is shown in Figure 2-5.
The predominant residential feature of the planning area
is the occurrence in roadside strips and small subdivisions
of single-family detached homes interspersed with older, rural
farm homes. Commercial uses generally consist of service
stations, motels, restaurants and convenience stores widely
scattered along transportation arterials or clustered near
areas of residential concentration. Most manufacturing is
concentrated in the area west and south of the City of Delaware.
Elsewhere, industrial uses in the area are restricted to those
of a few scattered light industries along U.S. Route 23 and
the railroads.
2-36
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Land used for transporation is so located as to provide
excellent accessibility to most portions of the project area
by private vehicle. However, the capacity of most existing
roads is not adequate to handle high volume traffic flows
and will need modification to handle the increased residential
population projected for the future. Agriculture is a major
land use; however, large areas of agricultural land are held
as speculative investments.
Land devoted to recreational uses is abundant and over-
supplies local needs, but because of the regional orientation
of most of the recreation facilities, they are used extensively
by residents of other counties. The proximity and recreational
demand of the nearby, rapidly expanding Columbus metropolitan
area are significant factors which greatly influence Delaware
County's recreation system. Delaware County has almost half
of the total acreage of regional recreational facilities in
the entire seven-county region surrounding Columbus. Delaware
County also has nearly half the total acreage of outstanding
natural areas and over one-third of the total acreage of natural
environment areas, as defined by the Ohio Department of Natural
Resources, including Highbanks Metropolitan Park.
The most current and detailed land use plan that describes
the Delaware County is the concept plan developed by Surveys
Unlimited (1973). It describes and/or delineates the planned
location of the following land use elements for a 20-year
planning period:
2-38
-------
- Regional role of Delaware City
- Major commercial areas
- Major industrial areas
- Major residential areas
- Major public and semipublic areas
- Major vacant and open space areas
- Major improvements to the transportation system.
The geographical location of these plan elements is shown
in Figure 2-6.
This concept plan recommends that Delaware City be the
center of major commercial, administrative, health, and civic
needs in the county. The increasing countywide orientation
to Columbus makes the achievement of this concept less realistic,
New major areas of residential development are expected in these
portions of the project area:
North and southeast of Powell
North and south of Lewis Center
East and west of Interstate 71
North and south of Powell Road.
Major areas of residential expansion in the project area
are expected north of Westerville and south and west of Shawnee
Hills. Expansion of commercial areas is encouraged for Powell
and Westerville in the plan.
The concept of planned commercial development is based
upon the recommendation that growth of a countywide market
be encouraged to locate in the City of Delaware and that
convenience uses be encouraged in scattered areas thoughout
the county. Major industrial development in the plan is recom-
mended in the following portions of the project area:
South of Home Road along the Chesapeake and
Ohio Railroad
2-39
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- Along the Penn Central Railroad south of Powell
Road and east of U.S. Route 23
Northeast of Westerville along Maxtown Road
Near the intersection of U.S. Route 36 and
Interstate 71
Near the intersection of Big Walnut Road and
Interstate 71
- Along U.S. Route 23.
The plan's concept of recreational development centers
around the development of additional facilities in the Highbanks
Park and the Alum Creek Reservoir. Major areas of open space
preservation are recommended in certain watersheds and along
major drainageways. Recommendations for transportation include
the improvement of the capacity of most existing arterial roads
and collectors and the building of an interchange with Interstate
71 at County Road 109.
Information gained from various population, land use, and
socio-economic trends helps define aspects of growth and develop-
ment in the service area. Population trends show that popu-
lation growth is occurring at an increasingly high rate. Land
use trends show that there are large concentrations of both
speculative land tracts in Liberty and Orange Townships and
recent residential development in Concord, Genoa, and Liberty
Townships. Since 1964 there have been more housing starts
in the service area than in the much larger area comprising
the rest of the county. Land use trends also reveal that signi-
ficant decreases have occurred recently in farm populations,
and that an increasing percentage of workers are commuting
to Franklin County.
2-41
-------
Current demand for residential development is indicated
by the strong demand for year-round homes whose location satis-
fies both vacation needs and easy accessibility to year-round
employment. Seasonal vacation homes are generally constructed
in those areas located within several hours highway travel from
major metropolitan areas and having considerable recreational
amenities. The service area exhibits both of these character-
istics; it is possible to live in the service area, commute
to Columbus, and still have a house that is located in a high
quality vacation environment.
Residential development is currently constrained by a
strict septic tank ordinance. Although there is currently no
actual building ban, a septic tank ordinance affects develop-
ment by demanding the use of central sewering systems in all
but the smallest subdivisions of less than five lots and increas-
ing the total cost of homes serviced by septic fields. This
requirement increases the total cost of new homes serviced
by septic fields because of two factors. First, each septic
field must be built on a lot covering a minimum of one net acre.
Second, there are special requirements in each septic system
for two tanks and drains to protect against limited drainage.
Strict zoning in Genoa Township and floodplain zoning
provisions in Liberty and Concord Townships are the only current
major zoning constraints to development in the service area.
There is zoning throughout the service area which varies from
township to township. However, in most areas it is flexible
enough to provide for a wide range of types of development.
2-42
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Most of the zoning regulations have provisions which would
allow high density developments such as planned unit devel-
ments (PUD), townhouses, and apartment buildings. However,
at present, Genoa Township alone provides for a minimum residential
lot size of one acre. Liberty and Concord Townships have rudi-
mentary floodplain zoning provisions which restrict development
in floodplains.
Most future growth and development will be residential.
However, moderate amounts of industrial development can be
expected in some areas and small amounts of neighborhood
commercial development can be expected near areas of major
residential growth. Rising land costs in the service area
will preclude any significant development of new recreation
areas. Major expected areas of residential growth and develop-
ment are:
- along U.S. Route 23
- along State Route 315
- around the interchange of U.S. Route 36 with Inter-
State 71
- Shawnee Hills, Dublin, and the Village of Powell
- around the proposed interchange of Interstate 71
with Lewis Center and Big Walnut Roads
- northwest of the intersection of U.S. Route 23
and Powell Road
Chapter 7 of the Facilities Plan has indicated a number
of specific residential development areas proposed for Delaware
County:
- Olentangy Woods, a 400 acre area to be annexed to
Powell.
- Green Meadows Village in Orange Township. This
is a proposed planned unit development (PUD) with
2,024 units on 500 acres.
- Muirfield Village is predominantly within Franklin
County, southwest of Shawnee Hills. It is planned
for 500 units plus golf courses.
2-43
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- In the Alum Creek basin, 1,000 acres are
planned for development along Powell Road.
- At Powell Road and Interstate 11, 350 acres
are scheduled for 2,100 development units.
- By Westerville Reservoir, 400 acres can be
developed with 400 homes.
- On Powell Road between Interstate 71 and the
railroad, 6,000 development units are forecasted.
Major expected areas of industrial growth and development are
along or near the Chesapeake and Ohio Railroad, the Penn Central
Railraod, and the proposed interchange of Interstate 71 with
Lewis Center and Big Walnut Roads. Commercial growth and develop-
ment is expected to be oriented primarily to neighborhood needs.
As such, some small commercial enterprises can be expected to
locate near areas of growth and development.
I. Historic and Archeological Sites
Several historic buildings and archeological sites within
Delaware County are on the National Register of Historic Places.
Other sites or buildings have state or local significance.
Information for this compilation was provided by the Ohio
Historical Society. Figure 2-7 illustrates the site locations.
One site on the National Register within the planning area
is the Highbanks Park Works, which is believed to be a forti-
fication of the Adena Indians. This site is located within
the Highbanks Metropolitan Park. The earthworks consist of
four elongated mounds about 3 feet high with a 3-7 feet deep
moat, extended about 1500 feet in a semi-circle. The site has
been disturbed very little since the time of its prehistoric
occupation, which makes it especially valuable. The site probably
represents a major fortified settlement of the Cole Indians,
possibly descendants of the Ohio Hopewell Indian population.
.2-44
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It was first surveyed by Colonel Charles Whittlesey in 1836,
with his account being published by the Smithsonian Institution
in 1847. In 1951, the site was studied by Dr. Raymond S. Baby
and the Ohio Historical Society.
Highbank Park Mound 1 (Muma Mound) and Highbank Park Mound
2 (Orchard Mound) of the Adena culture have recently been added
to the National Register of Historic Places. They also are
located within the Highbanks Metropolitan Park in Orange Township.
The Muma Site has been partially excavated and is approximately
54 feet in diameter and 3 feet high. The Orchard Mound is
a small mound 1.5 to 2 feet in height.
There are several other archeological sites located within
the 20 year service area. These sites are shown on Figure 2-7
along with other significant historic sites.
A preliminary survey of the proposed treatment plant site
by the Ohio Historical Society has yielded cultural materials,
including flint chips, spearpoints, scrapers, knives, and fragments
of stone tools. The site was perhaps occupied by Paleo-Indians
(ca. 10,000 - 8,000 BC), Archaic (8,000 - 1,000 BC), Adena
(1,000 BC - AD 200), Hopewell (200 BC - AD 500) and Cole (ca. .
AD 700 - 1,300) peoples. Slightly greater concentrations of
material was found at the higher elevations, near S.R. 315,
which is typical of the Olentangy Valley. Appendix J includes
correspondence with the Ohio Historical Society on archaeological
matters.
2-46
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J. Environmentally ; Sensitive Areas
1 . Archeology
Three significant archeological sites within the Highbanks
Park have been described in Section I. A preliminary evaluation
of the proposed treatment plant site has been undertaken by
the Ohio Historical Society.
Slopes
The shale Highbanks Bluffs on the Olentangy River are a
significant regional feature.
3 . Plants and Animals
The following animals have been found in or near the Olentangy
River and are on the Ohio list of Endangered Wild Animals:
Mollusks: Quadrula cylindrica cylindrica - Cob Shell
Epioblasroa torulosa rangiana - Northern Riffle Shell
Pleurobema clava
Simpsonaias ambigua
Fish: Etheostoma maculatum - Spotted Darter
Bird: Haliaeetus leucocephalus - Bald Eagle
Immature bald eagles have been observed as transient to
Delaware County. Particularly significant biological areas include
the natural areas of Highbanks Park.
4 • Prime Agricultural Lands
About 86'tt oi Delaware County is in Capability Classes I
and II, which is considered ideal for farming, and is a valuable
resource .
5. Recreation and Parks
Major regional parks include the newly developing Alum
2-47
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Creek Lake facilities and the Highbanks Regional Park. Two
youth camps are located at Flint Ravine on the Olentangy,
south of Highbanks Park and another is located south of Delware
City. Delaware County's stream corridors provide valuable
water based regional recreation - fishing, boating and scenery.
Along the Olentangy River, within Franklin County, an extensive
park and trail system has been developed or is being planned.
Priority I potential parkland is designated along the Olentangy
to 1-270. A mixture of park and residential areas is planned
below that interchange. (Columbus Dept. of Recreation and Parks,
1974). Existing downstream parks include the Miller-Antrem
Tract, the Olentangy Parkway, Whetstone Park, Clinton Park,
and the campus of the Ohio State University (Malcolm Pirnie,
1975) .
6- Flood Plains
Flood plains are a natural part of the river. Flooding is
structurally controlled in the service area. Flood insurance
has been discussed in Chapter 1.
7. Aesthetics
Presently southern Delaware County has extensive areas
of open space and a predominantly rural character. A farmland
vista is seen from the overlook at the Highbanks bluffs.
8. Scenic Rj,ver
The Olentangy River has been designated as a state Scenic
River in the southern part of Delaware County.
9- Scenic Highway
The Ohio Department of Transportation has designated
2-48
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State Route 315 along the Olentangy River as a Scenic
Highway (Cook, 1976).
K> Population and Economic Projections
1. Overview
Significant future economic and population growth can be
expected in the planning area. Reasonably accurate projections
of population in the planning area are 22,500 for 1980; 32,000
for 1985; 39,900 for 1990; and 61,300 for 2000. These can
be compared to a highly accurate estimate of 13,196 on July 1,
1973. No projections were found which predicted future economic
growth in either Delaware County or the planning area. However,
the 1972 PEERS projections provide a reasonably accurate view
of future economic and population growth in a region consisting
of Franklin, Pickaway and Delaware Counties. Appendix D pre-
sents the reports studied and the evaluation methodology used.
2. Selected Projections
The evaluation in Appendix D yields several economic
and population projections which project future trends in
a reliable manner. The economic projections are Population
Estimates and Projections and the 1972 OBERS Projections.
The population projections are Population Estimates and Pro-
jections, Population Projections, and the 1972 OBERS Projections,
Tables 2-7, 2-8 and Figure 2-8 describe the projected
information. Table 2-9, as a comparison, lists the population
projections made in the Facilities Plan.
2-49
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Table 2-7. Anticipated Public Sewer Service Assumed in the
Projections
Township
1975
1980
1985
1990
Berlin
Concord
Delaware
Genoa
Liberty
Orange
Partial Sewering
City already
sewered
Partial Sewering
Very little
Sewering
Partial Sewering
Partial Sewering
Partial Sewering
Sources: Adapted from U.S. Bureau of the Census, 1975
Delaware County Regional Planning Commission, 1973
The two economic and three population projections provide
a baseline which can be used to estimate the socio-economic
environment without the proposed action. The value of this
baseline is influenced strongly by the length of the period
of projection and the probable accuracy of each of the five
projections on which it is based. Generally, the longer the
period of projection, the more uncertain the results, therefore,
the probable accuracy of each of the projections varies. The
regional economic and population projections in the 1972 OBERS
Projections are expected to be highly accurate. The 1973 population
and economic estimates presented in Population Estimates and
Projections are also expected to be accurate. The Columbus
Area Chamber of Commerce maintains, though, that certain economic
indicators point to greater regional population growth than
is estimated by this method. Population projections can be
2-50
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Table 2-8. Population Projections by Townships
Township
Berlin
Concord
Genoa
Liberty
Orange
Total
Delaware
Total
Uel aware County
1970
1,412
2,732
3,096
2,625
1,902
11,767
16,928
28,695
42,908
1975
1,778
3,412
3,735
3,353
2,174
14,452
18,621
33,073
NA
1980
2,134
4,094
4,296
" '6,073
5,924
22,521
20,483
43,004
75,695
1985
2,661
5,119
5,155
7,773
11,324
32,032
22,020
54,052
NA
1990
3,459
7,501
6,444
9,716
12,824
39,944
23,674
63,618
112,010
1995
NA
9,754
7,734
12,145
14,748
NA
24,854
NA
NA
2000
7,784
12,631
9,394
14,575
16,951
61 ,341
26,097
87,438
148,434
Source: U.S. Bureau of the Census, 1970; Delaware County Regional
Planning Commission, 1973
Table 2-9.
Population Projections as Estimated in
the Facilities Plan
Townships
Berlin
Concord
Genoa
Liberty
Orange
1980
2,100
4,170
4,722
4,014
2,899
1990
3,500
6,356
7,144
5,731
4,417
Source: Burgess and Niple, Ltd., 1974
2-51
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expected to be fairly accurate because it is based on detailed,
current, and ongoing knowledge of development in Delaware
County. A factor which hinders its use as a projection of
population without sewering is that it assumes sewering in
most portions of the project area in the near future. However,
considerable future development can be expected in the project
area even if a public wastewater treatment system is not imple-
mented .
The populations projected for each township differ from
those projected in the facilities plan. Projections for most
townships are higher than those projected in the Facilities
Plan. A comparison of Table 2-8 with Table 2-9 shows that the
projections of population in 1980 and 1990 for Liberty and
Orange Townships are considerably higher than those of the
Facilities Plan. The differences between the two sets of
projections for Berlin, Concord, and Genoa Townships are much
more moderate. The high rates of growth projected by this
study for Liberty and Orange Townships are not only supported
by the best population projection, but are also further sub-
stantiated by a detailed analysis of land use trends, as dis-
cussed in Section H of this chapter.
According to calculations based on the population pro-
jections in Table 2-7, the population that would be served
by the proposed sewerage system would be 11,421 by 1985 and
28,591 by 1995. This estimate of the actual population served
is subject to a number of variables: the overall population
growth, the phasing of interceptor construction, the develop-
2-53
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raent of new housing served by the system, and the percentage
of older housing which connects to the sewerage system and aban-
dons septic tanks and package plants.
L. Aesthetics
Most of south central Delaware County is comprised of farm-
land or scattered single family homes. Several small communities
are within the planning area and some commercial development
exists along the major highways. The river corridors and their
impoundments add to the visual interest of the county. The
terrain grows steeper near the rivers, most intensively at
the 100 foot Highbanks bluffs. Woodlands and parklands con-
tribute to the natural beauty of the area. A 20 mile segment
of the Olentangy has been designated as a State Scenic River.
State Route 315 has been designated as a Scenic Highway along
the Olentangy River.
2-54
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CHAPTER 3
ALTERNATIVES
A. Flow Reduction Measures
The service area has no existing interceptor sewers, with
the present on-lot sewage treatment systems. Therefore, an in-
filtration-inflow analysis is not required. Roof drains, found-
ation drains, and other clear water connections to the sanitary
sewers are prohibited by a 1969 Delaware County resolution.
With the advent of the services of a water supply company
in the service area a good quality water supply has become avail-
able to Delaware County residents. This tends to increase
water use, above the older, more conservative usage patterns
with well water. Wastewater production might be decreased
by the reduction of water use by the residents of the service
area. This could occur through increasing the cost of water
the use of water-saving appliances, or consumer education on
the importance of the water resource and its conservation.
Water conservation could also be increased by utilizing water
recycling or composting toilets. Existing plumbing would have
to be converted to use either type of system. In 1975, one
brand of composting toilet, according to its manufacturer,
cost $615 to $735 per unit, plus venting and installation.
In additon to the toilets, a grey-water system would have to
be provided to accommmodate sink and bathtub wastewater. If
septic tanks were abandoned, they would have to be filled in
as a safety measure.
Individual systems such as these are not eligible for Federal
sewage treatment grants. Funding home systems would have to be
an individual or local matter.
3-1
-------
Facilitie
N
Figure 3-1.
GRAVITY S
CONSTRUCT
GRAVITY !
CONSTRUC'
_._._.. GRAVITY
CONSTRUC
••••••• FORCE MA
REGIONA1
LIFT STi
REGIONAI
TREATMEN
-------
B. Interceptor Alternatives
1. Interceptor Phasing
The proposed interceptor lines from the Facilities Plan and
Phase I plans and specifications are shown in Figure 3-1.
Planning phases are expressed in terms of 10-year intervals,
using 1975 as a baseline for Phase I. The first phase consists
of a short line along the Olentangy River to Powell Road and
a proposed residential development and existing homes leading
to a major system in the Alum Creek Basin. This would serve
outlying areas north of Westerville in the vicinity of Westerville
Reservoir, and the area around Alum Creek Lake.
During Phase II, it is proposed to construct extensions
along the Olentangy River to include the Village of Powell
and more northerly areas, an expansion of the Alum Creek network,
and the completion of a force main to serve the lower Scioto
Basin, including Shawnee Hills. During Phase III, it is proposed
to construct an extension of the sewer system northward in all
basins. (Burgess and Niple, Ltd. 1974). While the Facilities
Plan and this Environmental Impact Statement considers all three
interceptor phases, the immediate USEPA grant for 75 percent of the
interceptor construction costs will only apply to Phase I of this
project. Completion of the collection sewers is a local finan-
cial responsibility. All of the interceptors proposed in the
Facilities Plan are still subject to USEPA grant eligibility
and cost allowability determinations.
A map supplied by the Delaware County Health Commissioner
(May, 1975) shows that significant septic tank problem areas
exist in Shawnee Hills, Powell, Seldom Seen Road, Carriage
3-3
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Drive, Hyatt, Lewis Center, Cheshire, and the southern end
of U.S. 23 (see Figure 3-2). Smaller problem areas occur in
various areas in Liberty, Orange, Genoa, and Berlin Townships.
Scattered rural development has led to scattered problem areas
in the southern part of the county. Water quality problems
result from untreated or poorly treated runoff from cesspools,
septic tanks, and package plants and are caused by both the
unsuitability of soils in the area for use as septic tank fields
and operational problems of small sewage treatment systems.
The Delaware County Engineer's Office has estimated that
400 homes and the equivalent of another 430 homes (commercial
and recreational) will be served by the initial phase of the
project. These are predominantly in the Alum Creek basin.
Phase I would serve approximately 16 percent of the total
existing homes in the three phases of the service area.
Substantial additional flow is contributed by non-residential
users. Phase II adds significantly to the number of users
by including Powell, Shawnee Hills, and additional subdivisions
and rural areas. It is not until the proposed Phase III, however,
that over half of the present homes would be served.
Rapid population growth is aniticipated in the service area,
which will increase the number of persons served by the system.
Connecting to the system will be mandatory for homes constructed
after the formation of the sewer district in 1969. In addition,
Amended Substitute Senate Bill 311 has recently become Ohio law.
This permits the County Commissioners to resolve that a house
that is within 200 feet of an existing sewer right-of-way must
tap into the sewer system. Delaware County is planning to
3-5
-------
encourage voluntary tap-ins by a variable fee schedule, which
will increase after the first year that houses are able to
connect to the sewer system, thus making early tap-in less
expensive.
The Phase I configuration is designed to protect the
Westerville and Alum Creek Reservoirs. Existing population
centers are fragmented making it difficult to initially serve
most of the area's residents. If the sewerage system connects
to a local plant in Delaware County, the basic phasing plan
of Figure 3-1 would be retained. The system would be slightly
modified for the regional subalternative. The details of this
will be discussed later in this chapter.
Each phase of interceptor construction could be modified
in order to provide service to different areas, if desired.
A step II grant application for preparing the detailed plans
and specifications for the Powell area is on the Ohio Priority
List. However, it has been assigned a number that is outside
of the projected funding range for this year. Temporary waste
treatment facilities - package treatment plants or sewage
treatment lagoons - could be designed for the recreation areas
on Alum Creek Lake, if Phase I of the interceptors were to
serve a different part of Southern Delaware County.
2. Stream Crossings
Placement of sewer interceptor lines across or beneath
stream beds can cause temporary or permanent disruption of
stream flow and bed materials, and a corresponding increase
in sedimentation. This may in turn lead to adverse impacts
on water quality and sensitive biological organisms. These
3-6
-------
impacts can be minimized by careful consideration of:
Number of crossings
Placement of crossings
Construction phasing
Construction techniques
Minimizing the number of crossings and correct placement of
those that are necessary are both important early in the plan-
ning process because these crossings affect emplacement of
lines that lead away from the stream. Construction phasing
provides assurance that such adverse impacts as erosion or
sedimentation, which might occur during temporarily delayed
construction, would be minimized. Construction techniques
are related to crossing emplacement in that bedrock depth
and soil type are determining factors in the identity of the
environmental problems posed and both the cost and technical
feasibility of the construction methods used.
The common method for minimizing stream crossings in a
basin is to align interceptors along both sides of the river.
This permits connections to any portion from outlying areas
with the use of gravity flow interceptors. This scheme is used
on both the Scioto and Alum Creek Watersheds in the Delaware
County Facilities Plan interceptor plans because of the difficulty
of constructing a crossing of the reservoirs. The present
design for the Olentangy River includes ten stream crossings
between Winter Road on the north and the Delaware-Franklin
County line (Figure 3-3). Some of these crossings are designed
to avoid areas in which rock excavation or deep entrenchment
would be required; others are so located to avoid forested
3-7
-------
l>-^v;":^- 'vT—
lllW "~ T-, *l yl >? V /' X' "^\ - JPl V^ ' S '
Figure 3-3-a.
Interceptor Crossings
of the
Olentangy River
Phase I
••••••••••••HIM Phase II
arrows indicate
....
crossing locations
8
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I Figure 3-3-a.
Interceptor Crossings
of the
Olentangy River,continued
Phase III
arrows indicate
crossing locations
-. I
-------
Figure 3-3-b.
Interceptor Crossings
of Alum Creek
• ••••••••••• Phase I
Phase II
arrows indicate crossing locatio
>/\ ^/', '>A
- ^'— ~O-&
3-10
-------
areas; others are used to enhance gravity flow. The large
number of crossings also facilitates connection with future
housing developments and prevents developers from constructing
their own lines across the Olentangy in order to connect with
sewer service. In certain reaches of the river, these objectives
may also be accomplished at some additional expense with a
double line system. Section 10 Permits will ber required for
stream crossings of the Olentangy River by the U.S. Army Corps
of Engineers.
Three stream crossings of Alum Creek below the dam are
indicated in the Facilities Plan for Phase I of the project, as
shown in Figure 3-3. These have been planned for environmental
and engineering reasons. A double line system would be an alter-
native for two of these crossings. One crossing of the Scioto
River was proposed in the Facilities Plan, just above the county
line.
Several construction techniques may be used for stream
crossings. Total or partial diversion of the river could be
utilized during construction. The crossing may be directly
dredged, or it can be bored under the streambed with no surface
disruption. Section 404 Permits may be required by the U.S.
Army Corps of Engineers for fill projects. All crossings of
the Olentangy will require the approval of the Ohio Department
of Natural Resources, because it is a State Scenic River.
3-11
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C. Site Location
1. Introduction
a. Description of Alternatives
There exist a number of possible local and regional alter-
natives to the proposed action. The ones discussed here are all
alternatives which have been suggested by local and regional
officials, engineers involved in the wastewater management of the
project, and other interested parties.
The local alternatives are discussed first. Although the term
local is used to designate the Delaware County alternatives in this
report the system proposed in the Facilities Plan has been considerably
expanded from the Feasibility Survey. (Burgess and Niple, 1970).
Originally the project was only serving the Olentangy basin, but it
has been expanded to include the Scioto and Alum Creek basins. The
local alternatives are comprised of 13 possible plant sites located
on the three basins of the planning area (see Table 3-1 and Figure
3-4). The first two letters in each site code denote the river basin,
for example SR denotes Scioto River,and the number that follows is
assigned on a general south to north basis in each basin.
The local alternatives are discussed in Sections 2 through 7.
These alternatives are grouped into geographic areas such that
many site characteristics within each group are similar. This
facilitates selection of the best alternatives, since one site
can be selected from each group based on the relative merits within
the group. These sites are then compared in Chapter 4.
The regional alternatives involve construction or use of other
facilities than the one proposed by Delaware County. These are
illustrated in Figure 3-5. Merger of the service area with
3-12
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3-13
-------
DELAWARE COUNTY, OHIO
miles
I I I I I I I
0246
Figure 3-4. Local Alternative Treatment Plant Sites
Source: Enviro Control, Inc., 1975
3-14
-------
Regional Plant Site
Figure 3-5. Regional Alternative Treatment
Plant Sites
3-15
-------
Delaware City and/or Columbus may require construction of new
facilities, or augmentation or increased use of existing ones.
A number of sub-possibilities are discussed in Sections 8
through 10.
b. Engineering Considerations
It is assumed that the engineering study of local alternatives
is limited primarily to the.,,STP sites and the additional sewer
and pumping requirements for conveying the sewage from the col-
lection point to the proposed sites. The collection point of the
sewer network would be located at the Olentangy River and Powell
Road. Therefore, change of sewer system configuration would
not influence the engineering work of a given site.
The criteria or evaluative parameters considered for the local
alternatives are listed as follows:
- Pumping facilities requirements in the context of topo-
graphical characteristics of the site.
- Structural requirements for flood damage control as
related to the site location, if it is in the floodways.
- Sewer requirements as a function of site location with
respect to the collection point of the sewer network.
- Outfall pipe and work in the context of outfall location.
- Excavation work related to subsurface conditions and
slope of the site.
- Modification of buildings according to land availability.
- Additional river, highway, or railroad crossings as a
function of site location.
The criteria considered in the valuation of the regional
alternatives are similar to those for the local alternatives,
but on a larger scale. However, the regional alternatives
emphasizes system configuration, available facilities and
3-16
-------
interceptor network, and the system requirements. Therefore, some
information, such as requirements for flood abatement, excavation
work and building modification, would lose its significance in the
evaluation of the regional alternatives. Uniform soil conditions have
been assumed to be applicable for the whole region so that the cost
of trenching and excavation for a linear foot of sewer of a given
diameter would be the same throughout the whole area. Local conditions
can, however, increase construction costs, and these are noted where
applicable.
For each regional alternative, the available facilities
and interceptors are estimated for their available hydraulic
capacity and level of sewage treatment, the expansion of existing
treatment facilities and interceptor sewers, or construction
of a new wastewater treatment plant, its collection system and
pumping facilities. Appendix E presents a detailed discussion of
the engineering considerations.
c. Land Use Considerations
Land use is considered in this report in the analysis of
all alternatives except for the regional alternatives. Those
areas of concern which are covered in the land use analysis
in Appendix E for each alternative are:
- Current land use at site
- Current land use in vicinity
- Primary impacts of plant
*
- Secondary impacts of plant
- Primary impacts of sewers and outfall pipe
- Secondary impacts of sewers and outfall pipe.
3-17
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Since the eventual service area of each of the alternatives is
identical, differential land use impacts between the alternatives
studies are limited to local effects due to the plant or the outfall.
Thus, the geographic scope of the land use analysis of each alternative
is limited to an area within one mile of the plant, one mile of the
outfall and outfall line, and downstream from the outfall.
There are, however, three major land use problem areas
associated with the analysis of alternatives. These are:
- Secondary effects associated with any downstream
changes in water quality
- Compatibility with present land uses on and near
the site
- Compatibility with potential or probable future land
uses on or near the site.
The secondary effects associated with any changes in water
quality downstream from treatment plant outfalls are primarily
related to impacts on recreation uses located near Alum Creek
and the Olentangy River. Many of these uses depend, either
directly or indirectly, on water quality.
d. Environmental Considerations
Four major areas of environmental problems for all the
alternatives are considered. They are water quality impacts,
visual impacts, noise, and odor problems. Appendix E discusses
these considerations for each alternative.
To define and even quantify water quality impacts resulting
from an alternative action, the existing water quality condi-
tions are examined and compared with the stream water quality
standards establshed by the Ohio EPA. Violations of these standards
are reported and responsible source types are identified. Conformity
3-18
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of all alternative actions with the Scioto Waste Load Allocation
is examined and discussed. The stream quality projected by
the computer simulation, which utilized the spatial distribution
of pollution sources as inventoried in the Waste Load Allocation
Report of the Scioto River Basin, is compared with the stream
water quality standards to assess any water quality degradation
in the future at the low flow values used for this modeling.
After all the above analyses are undertaken, the compatibility
of the alternative action with the environment in terms of
water quality is then assessed.
Visual impacts of the treatment plant are determined by the
architectural design of the plant itself, by the effectiveness
of screening and by the distance to receptors. It can be seen
from Table 3-2 that the plant and its surroundings would be
within 1/2 mile and presumably clearly visible from residences
at all local alternative sites. In certain areas existing trees
provide screening to hide the plant and blend it into the
surrounding area. In order to make the plant aesthetically
pleasing, architectural modifications and landscaping have been
planned for the proposed facility. These modifications would
ensure that the visual impacts of the plant would be considerably
less detrimental to nearby residential or recreational land uses.
Compatibility of the project noises with its environment
depend heavily on the noise levels that have been experienced
in the project area. For example, locating a sewage treatment
plant close to a heavily traveled highway interchange would
probably be very compatible, because the noises from the plant
might be well masked by the traffic noises.
3-19
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Table 3-2. Distance From Site Center to Nearest
Existing Structure or Parkland as of 1973
Site Code
OR1
OR2
OR3
OR4
OR5
OR6
OR7
OR8
OR9
OR10
AC1
AC2*
Distance to Nearest
Structure (parkland)
in mi
0.2
0.4
0.2
0.1
0.0 (0.3)
0.2
0.2
0.1
0.1
0.0 (0.1)
0.3
0.2
Distance to Nearest
Downwind Structure
(parkland) in mi
0.2
0.4
0.6
0.1
0.0
0.2
0.2
0.4
0.1
0.0
0.3
0.4
(0.3)
(0.3)
(0.2)
*as of 1961
Source: Enviro Control, Inc., 1975
3-20
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The second factor is the location of the sensitive receptors.
Receptors farther from noise sources receive less impact.
Increasing the distance or presence of noise barriers between
the noise source and receptor are effective ways of minimizing
noise impact. These are the evaluative criteria to be used
here for the assessment of noise impact.
The same considerations would be applicable to the study
of odor problems. Sources of odor, location of sensitve
receptors, prevailing wind direction, atmospheric stability,
and the topographical influence on the wind field are essential
factors for odor problem assessment.
The water quality data in the study area are limited. Most
of the water quality data do not tell whether they were taken
during the day or night. At night, respiration and the absence
of photosynthesis can deplete dissolved oxygen more severely
than during the day. Too few field observations prevent any
statistical analyses. This makes the comparison of the collected
data with the stream water quality standards difficult, because
some of the standards are statistical in nature. However, they
serve some qualitative guide for the assessment of the water
quality impacts.
The same limitation and uncertainty have to be reserved to
explain the results of water quality computer modeling, which
can nevertheless be a useful tool to depict the variation of
water quality parameter with river reaches. Extending its
3-21
-------
uses beyond that would be erroneous.
Two assumptions have to be made in order to delineate the
water quality effects resulting from alternative future actions.
First of all, the Basin Waste Load Allocation Program is assumed
to be effectively implemented so that the stream water quality
standards as required by the stream classification can be
achieved. The second is that the effluent quality of any pollu-
tion sources would be effectively regulated by the responsible
authority to the extent that the best practicable waste treatment
technology (BPWTT) processes allow.
In identifying the noise sources in the sewage treatment
plant, the assumption is made that the only noise sources
are the air diffusers and the mixing action in the aeration
tanks. The other noise sources, such as pumps, exhaust fans,
exhaust of generators would be fully enclosed and properly
muffled so that the residual noise levels at the property
line of each alternative site are less than the existing ambient
noise levels.
In the case of odors, it is assumed that the influent wet wells,
and pump building will be enclosed and that the exhausts will be
treated with ozone to reduce odors. The sand filtration and sludge
concentration buildings would be fully enclosed and ventilation
exhausts would be equipped with activated carbon adsorption
columns for odor removal. Therefore, the only possible sources of
odors are the aerators and the clarifiers. Odors from the aerators
usually are not strong and can be minimized by maintaining high
DO levels in the aerator liquor. Odors from the clarifiers can be
reduced by lowering weir drops.
3-22
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e. Biological Considerations
The Olentangy River near the Franklin-Delaware County line
supports a diverse and abundant benthic fauna and fish population,
as indicated in Chapter 2.
Research evidence indicates that the fish in the area of
the plant's outfall and downstream could be harmed by the
concentration of discharged chlorine or ammonia under certain
conditions. Appendix E discusses the biological impacts for each
alternative. Chapter 4 and Appendix H address chlorine and ammonia
impacts and mitigation in detail.
f• Institutional Considerations
Several other institutions have various responsibilities
relevant to the proposed wastewater treatment plant to be
located either in southern Delaware County or on various
alternative sites. On the state level, the Ohio Environmental
Protection Agency (OEPA), the Ohio Department of Natural Resources,
the Ohio Water Development Authority, and the Ohio Department
of Transportation are pertinent to the project. The most
important institutions are local. They include Delaware County,
Delware City, Columbus, Westerville, and Worthington. If the
proposed project has an extended outfall in Franklin County near
1-270, then Delaware County would have to obtain the Federal
Highway Administration's permission to use rights-of-way.
The OEPA, created by Section 3745 of the Ohio Revised Code,
is given comprehensive water resource management responsi-
bilities. Following these responsibilities and acting under
Section 6117.34 of the Ohio Revised Code, the OEPA upon
complaint by the State Board of Health, has ordered Delaware
3-23
-------
County to construct wastewater treatment facilities. Delaware
County's Facilities Plan had been certified by OEPA before
before it was formally sent to USEPA. If Delaware County's
plans include any contractual agreement with another political
entity for the joint usage or construction of any facilities,
this contractual agreement must be approved by OEPA as stipulated
by Section 6117.42 of the Ohio Revised Code. The Ohio Department
of Natural Resources is inolved in the designation of scenic
rivers and state endangered species.
The Ohio Water Development Authority was established in
1969 to help fund the wastewater and water management facilities
of local communities. Delaware County is planning to use an
OWDA loan to pay its 25 percent share of the proposed project.
The Ohio Department of Transportation may be relevant to
the project. If the Delaware County plant is located at the
proposed site, a mitigative measure would be placing the outfall
along State Route 315 to its interchange with Interstate 270.
This action would require the use of state rights-of-way and
the obtaining of a permit from the Ohio Department of Transpor-
tation to do so.
The most relevant institutions to the proposed project are
those that exist at the local level. The Delaware County Com-
missioners established on June 2, 1969 a County Sewer District
under Section 6117 of the Ohio Revised Code. As a County Sewer
District, Delaware County is also authorized to enter into
contracts with other political entities for the connection of
sewers or the point usage of sewage facilities. Also, under
307.15 of the Ohio Revised Code, Delaware County can contract
3-24
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with any municipality in its borders to assume full responsibility
for providing sewer service to that municipality.
Both the Delaware City and the Columbus sewer systems are
provided for by Article XVIII, Section 3 of the Ohio Constitu-
tion. This Article enable municipalities to "exercise all powers
of local self-government" including the providing of sewer service.
In addition, Columbus's City Charter specifically creates a sewer
system to be operated by the city's Department of Public Service.
The other local institutions which may be involved in the proposed
project aretne City of Westerville and the City of Worthington
in Franklin County. If the proposed plant is located at an
alternative site on Alum Creek, an outfall can be placed in
Westerville, provided Westerville agrees and leases the needed
land to Delaware County. The City of Worthington would be
involved in the obtaining rights-of-way for an extended outfall.
2. Franklin County - 1-270
a. Overview
The proposed sites in Franklin County are located west of the
Olentangy River near the 1-270 outerbelt. They are designated
OR-1 and OR-2 from south to north. These sites are being considered
due to the recommendation of Dr. Carol Stein of the Ohio State
Museum of Zoology who suggested in public hearing that the plant
be constructed so as to empty into the Olentangy in Franklin
County south of the northern loop of Interstate 270. The main
intent was to place the effluent in the portion of the river which
has already been biologically degraded through channelization and
highway construction. While a precise location was not selected
by Dr. Stein, we have selected two sites in open areas north and
3-25
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DELAWARE CO "
FRANKLIN CO
KEY
Trunk Line ,
Force Main — . —
Outfall Line« « •
Local Plant Site
Scale in Miles
Figure 3-6* System Requirements for the Franklin County 1-270 Alternative
Source: Enviro Control, Inc., 1975
3-26
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south of the outerbelt, east of the Chesapeake and Ohio tracks.
These are shown in Figure 3-6.
Site OR-1 is located south of 1-270, east of the Chesapeake
and Ohio tracks, north of Snouffer Road and almost a mile west of
the Olentangy River. The available land is about 1/2 mile square.
The elevation here is about 860 feet, or 100 feet above the river
level. The grade in the site area, however, is not very steep.
The site was set back from the river due to both residential
housing density and steep slope near the river. The site was
not located further south due to lack of available land outside
the flood plain.
Site OR-2 is located immediately north of the previous site
on the north site of the outerbelt. The area is bounded on the
north by a forested area and a small stream. As such, it is
smaller than the previous site, measuring only 1/4 mile on a side.
The elevation is similar extending from 860 to 870 feet. This was
the only site in this general area which was not obviously in an
existing subdivision.
Most of the important characteristics of sites OR-1 and OR-2
are similar. Both are located at relatively high elevations,
about a mile from the river. The effluent discharges from either
location would be in the same river reach. The current land uses,
however, are somewhat different. The necessary system changes
from the basic plan here would include additional interceptor
line in Franklin County, a pumping station, and an extended outfall
pipe.
3-27
-------
b. Site Selection
Site OR-1 is the preferred site in this group. Its selection
is based on slight but important differences in engineering, land
use, environmental and biological impacts. Institutional,
political and legal considerations would be essentially the same
since both sites are within the corporate boundaries of Columbus
«*••>*
and the outfalls would also run through Worthington. Appendix E
contains a detailed analysis of these alternatives.
3-28
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3. Powell Road - Olentanqy
a. Overview
The three sites on the Olentangy River near Powell Road
are designated OR-3, OR-4, and OR-5 from south to north. They
were originally suggested by Burgess and Niple, Ltd. in their
Feasibility Survey and Report for Sanitary Service and Sewage
Treatment Facilities (1970). All three have been subsequently
discussed as the major three feasible alternatives in the
Facilities Plan (Burgess & Niple, 1974). The southernmost
site, OR-3, was chosen in the Facilities Plan, (see Figure
3-7 for site locations).
Site OR-3 is located on the west bank of the Olentangy ap-
proximately 1.2 miles south of Powell Road (Ohio 750) in Dela-
ware County. The site is only 900 feet north of the Delaware-
Franklin County line is on the lowest usable land within the
county at an elevation of 770 feet above sea level. The site
size is about 1/3 mile on a side. It is 0.2 mile from the
nearest structure according to 1973 data.
Site OR-4 is on the flood plain or river terrace on the
east bank of the river about 0.25 mile south of Powell Road.
Elevation here is between 770 and 780 feet above sea level.
This site is smaller than OR-3 and only has an area 0.2 mile
square. It is about 0.1 mile from the nearest residence as
of July 1975.
Site OR-5 is also on the east bank but to the north of
Powell Road. It extends from the road northward for only 0.15
mile before being intersected by a small stream. In an east-west
direction the terrain becomes very steep about 0.2 mile back
3-29
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*t*:' i; '• V^7 • ''v^'V-' : -i
M-W' I ^fe%>^
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.v
Figure 3-7.
Powell Road-
Olentangy Alternatives
and Outfall Route
Alternatives
^
4-
0 h
scale in miles
-------
from the river. The entire site is on steeper terrain than
either OR-3 or OR-4, ranging in elevation from 770 to 800
feet. There is a residence on the site itself.
b. Site Selection
Site OR-3 is the preferred site in this group based mainly
on cost, engineering considerations, and biological and other
environmental impacts. Differences in land use impacts are
deemed to be minimal between the sites. Institutional consid-
erations are not a problem within the Delaware County Sewer
District.
The major engineering differences between the three sites
involve differences in line length, site size, and subsurface
conditions. These last two considerations influence the ease
and expense of excavation and other construction. The sites
are equal in terms of pumping facilities and number of required
river crossings.
We have selected site OR-3 as the best site in this group.
The optimal course of action of locating the sewage outfall
relatively downstream makes this site equivalent or better
from a biological as well as an engineering standpoint. (The
alternatives for an exact discharge point are discussed in
Section F of this chapter.) Site OR-3 has slight advantages
with respect to current land use and a slight disavantage
with respect to aesthetic environmental impacts. Appendix E,
Section 2 presents further information on these sites.
3-31
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4. Powell Road - Powell
a. Overview
The two proposed sites near the Village of Powell are
designated OR-6 and OR-7 from south to north. These sites
are under consideration due to suggestions by Mr. Edward
Hutchins, Director-Secretary of the Metropolitan Park District
of Columbus and Franklin County, and Dr. Robert Teater, Director,
Ohio Department of Natural Resources, that the plant be located
on high ground 3/4 to 1 mile west of the river to minimize
encroachment on Highbanks Park. We have selected one site
(OR-7) adjacent to Powell Road which we feel is representative
and fulfills the intent of removing the plant from the park
vicinity. Burgess and Niple, Ltd. have selected a site near
the county line (OR-6) to fulfill the same criteria.(See
Figure 3-8 for site locations).
Site OR-6 is on land immediately east of the Chesapeake
and Ohio tracks and immediately north of the Delaware-Franklin
County line. We have determined that it would be advantageous
to modify this location slightly by moving it 0.25 mile north-
ward along the tracks to remove it from residences immediately
south of the county line. There is about 1/2 mile square of
available land. The elevation is about 900 feet on relatively
level land.
Site OR-7 is located on the south side of Powell Road about
0.6 mile west of the Olentangy. The site extends 0.3 mile
east-west and 0.2 mile north-south. It is immediately adja-
cent to Powell Road to the north and the forested area of
Bartholomew Run to the south. The elevation is 890 feet.
3-32
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Local Plant Site
1 MILE
Figure 3-8. System Requirements for the Powell
Source: Enviro Control, Inc., 1975
Road-Powell Alternative
3-33
-------
The major differences in use of the two sites are engin-
eering and cost considerations involving pumping requirements
and force main length. Environmental factors which interact with
these are biological impacts from sedimentation and noise, as
well as effects on planned land use development in the area.
Relative land use impacts are also a consideration.
b. Site Selection
Site OR-7 is the preferred site in this group. The differences
between the sites, however, are relatively minor. Engineering
and cost differences are the main factor in favor of Site OR-7.
Although some land use and biological considerations argue against
this selection, they can be largely corrected by proper mitigative
procedures. Environmental influences are nearly identical and it
is again not necessary to consider institutional aspects extensively.
With respect to land use, however, Site OR-7 is at a
disadvantage. The site is near the center of one of the four
major development areas in the recently completed plan for
the Village of Powell (Lando and Bohm, 1975). Placement of
the plant at this site would necessitate some changes in the
Powell plan. Land use in the area is presently unintensive
and a slight modification to the plan should not cause any
major long-range problems. Another factor is that Site OR-6
is adjacent to a rail line and hence is an area with greater
industrial development potential than Site OR-7. The plant
would be more compatible with this type of use than with the
residential uses planned for OR-7.
3-34
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sites. Visual impact, odor, and noise are equal, since housing
densities near both sites are the same. Neither site would
impact on recreational or other sensitive areas. Water quality
would be similar, but the biological impact of water quality
changes would be more extensive at Site OR-7 unless a mitigative
outfall relocation was used.
Site OR-7 would have some biological impact on the nearby
forested scenic ravine at Bartholomew Run. This impact would
include noise disturbance and sediment runoff, mostly during
construction. Site OR-6, on the other hand, is within 1/2 mile
of a small creek and woods area near the county line. While
little noise impact would be expected, sediments could still
be important here. Sediment problems could be avoided
at both sites by use of proper construction procedures. See
Appendix E, Section 3 for further analysis of these sites.
3-35
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5. Stratford - Olentangy
This section evaluates three sites on the Olentangy River
south of the town of Stratford. These sites were firat proposed
to accomodate a regional facility combining the service areas
of Delaware City and southern Delaware County and may be seen in
Figure 3-9. All of the sites are poorly suited geographically
for use in treating the southern Delaware County area alone.
**ta..i
In addition, since these sites were first proposed, (Burgess and
Niple, 1970) the Del-Co water company supply intake has been
constructed about 2,5 miles south of Site OR-7. The use of any
of these three sites would involve either outfall relocation or
relocation of the drinking water supply intake. Sewage would
have to be pumped uphill from the downstream collection point.
Because of these problems, these sites have presently little to
offer as alternatives and are eliminated here from further dis-
cussion.
3-36
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KEY
Force Main •
Local Plant Site
Lift Station
Booster Station
Scale in Miles
Figure 3-9. System Requirements for the Stratford-Olentangy Alternative
Source: Enviro Control, Inc., 1975
3-37
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6. Alum Creek
The two proposed sites on Alum Creek are widely separated
geographically, one being in the southern part of the county and
the other in the north near Killbourne. The sites are designated
AC-1 and AC-2 from south to north. Site AC-1 was suggested by
Burgess and Niple Ltd. (1974) as being a possible site on a basin
other than the Olentangy. "Site AC-2 was suggested by Finkbeiner,
Pettis and Strout (1969) as a site for a 1.25 MGD plant to service
the northern Alum Creek Area. Since the time of this proposal,
Alum Creek Lake, an intended recreational and drinking water
source, has been constructed downstream from the site. This
eliminates site AC-2. Site locations are indicated in Figure 3-10.
Site AC-1 is located 0.3 miles east of Alum Creek, and 0.9
miles north of the Delaware-Franklin county line. It is across
the creek and 0.6 miles east-south-east of the intersection of
Powell Road and Worthington-Galena Roads. The available land
that is clearly above the floodplain measures 0.4 miles east-west
by 0.5 miles north-south. The elevation is 820-840 feet or
15-35 feet above normal creek water level. The grade here is
rather flat and there were no buildings or forests on the site
in 1973. Distance to nearby structures is shown in Table 3-2.
Appendix E, section 4, contains a more detailed analysis of this
site.
3-38
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afpw<
i /v \lrf , • \ VN
//'' i:"''' - •' '- ••
\ sl .»' \' M K./7f\N \ •- .'-*;'«~-^- ,-jU-v^l n4 V »vV
Scale in Miles
KEY 0 1
Trunk Line —
Force Main —. — . — •
Outfall Line
Local Plant Site X
Lift Station •
Figure 3-10. System Requirements for the Alum Creek Alternative
Source: Enviro Control, Inc., 1975
3-39
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7. Other Basins
On the Scioto Basin, a site was proposed in 1969 by Fink-
beiner, Pettis and Strout for a 0.50 MGD plant to service the
northern Scioto Basin. This site is designated SR-3 to differ-
entiate it from the regional site at the Columbus Southerly
Plant (SR-1) and from the Frank Road Plant (SR-2) in Franklin
County, which will both be discussed in Section I. Site SR-3
is located 0.5 mile south of the Ohio 198 bridge over the
Scioto River near Radnor. Figure 3-4 indicates these sites.
Site SR-3 is not suitable for the presently proposed
facility. Large amounts of additional force main and large
numbers of pumping stations would be required. The cost in
both construction and energy commitments would be prohibitive.
In addition, the discharge would be into the Scioto only a few
miles above the O'Shaugnessy and Griggs Reservoirs, which are
primary drinking supplies for Columbus. This site will be removed
from further consideration due to these extreme problems.
8. Delaware County - City of Delaware
The wastewater treatment plant for this alternative could
be either the existing Delaware City wastewater treatment plant
upgraded to the required capacity or a totally new plant located
between the population centers of the two jurisdictions. However,
the latter has been already eliminated from consideration.
This alternative (Figure 3-11) expands the existing treatment
facilities at the City of Delaware. The Delaware wastewater
plant was upgraded in 1974 and has a hydraulic capacity of
2.5 MGD. Additional improvements are being planned to meet
existing needs. The plant uses contact stabilization process for
3-40
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KEY
Existing Trunk Line
Proposed Trunk tine ••••••i
Force Main ••*•».,
OCMJt
Regional Plant Site f
Lift Station •
Booster Station O
Figure. 3-11 Delaware County-Delaware City Regional Alternative.
Source: Envlro Control, Inc., 1975
3-41
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sewage treatment, which is one version of the activated sludge
treatment process. The concentrated sludge is consequently
disposed of by sanitary landfill.
The system requirements for this subalternative are the
upgrading of the plant components from 2.5 MGD to 4 MGD in
the first year of the project, 5.5 MGD total in the 10th year,
and 8.5 MGD in the 20th year "of the project., A sep.ond,.stage
of the activated sludge process with clarification, and de-
chlorination and post-aeration of the effluent would be added
in the expanded plant to-meet.the effluent standards promulgated
" ' ' • ' ., *
by the Ohio EPA. As Figure 3-11 shows, an additional force
main 20 inches in diameter and 22,800 feet (4.3 miles) long
would be needed to convey the Delaware County sewage from
the Powell area to the plant. The two booster stations
would be expanded in terms of system head of lift. The system
head for each booster station would be 290 feet in order to
overcome the frictional loss and the elevation differences.
The costs of constructing these force mains and of pumping
the sewage, presented in detail in the Draft EIS, have elim-
inated this alternative. The Draft EIS estimated the present
worth value at $27.6 million and the equivilent annual cost
as $2.2 million.
9. Delaware County - Columbus
a. Overview
Six possible subalternatives are discussed here for the inter-
county connection of sewer systems. Several of the subalternatives
developed in the Draft EIS (#2, 3, and 4) have been eliminated from
this discussion. The DEIS alternative two involved force main
3-42
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transport down the Olentangy River interceptor to the Jackson Pike
plant. This was shown to be costly and the construction of a new
sewer through central Columbus is also difficult. The DEIS alter-
native three routed all sewage down Alum Creek interceptor. This
would involve extensive pumping, and capacity problems in the
Alum Creek interceptor. DEIS alternative four proposed pumping
sewage from the Scioto basin to the Olentangy while the Alum Creek
load remained separate. The Alum Creek Interceptor has capacity
limitations and the Scioto basin can be the most readily region-
alized, as will be discussed below.
The new set of six regionalization subalternatives for Delaware
County and Columbus are shown in Figures 3-12 through 3-17.
Detailed sewer routings or designs have not been attempted.
Treatment is at the Jackson Pike plant for the Scioto and Olentangy
Interceptors, and at Columbus Southerly for the Alum Creek and
Big Walnut Interceptors.
The first subalternative is equivalent to alternative one of
the Draft EIS. The presently proposed sewer configuration would
be retained, but the local treatment plant would be replaced
with an interceptor connecting the system to the 36" Olentangy
Interceptor in Franklin County. About 7600 feet of force main
would be required. The terminus of the Olentangy Interceptor is
8 1/2 feet higher than the treatment plant elevation, requiring
the use of a force main and lift station to interconnect the
systems. Table 3-4 in section C presents cost approximations
for this configuration relative to the other alternatives. The
use of a force main for the Olentangy connection would reduce or
eliminate the difficulties of elevation and narrow rights-of-way
3-43
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Delaware County • Columbus Alternative
Subilternitive 1
5 MILES
Figure 3-12.
COLUMNS SQUTHEKLY
I
- —— — — Exlstlm Brivlty litiroiptor
mm in Pnpiit* Gravity lotireiptir Diliwiri Co.
*****-*** Proptttt Sravity litireiptit frakli* Ci.
Firei Mains
DlnetlM if Fliw
TnitMiit Plait
3-44
-------
Delaware County • Columbus Alternative
Subalternative 2
5 MILES
Figure 3-13.
Existing Gravity Interceptor
iiniiiiniiiii Proposed Brivity Interceptor Delaware Co.
s~s~**™~' Proposed Gravity Interceptor Franklin Co.
•• Force Mains
Direction of Flow
Treatment Plant
3-45
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Delaware County • Columbus Alternative
Subalternative 3
I
SMILES
Figure 3-14,
Existing Gravity Interceptor
" ""•" Proposed Gravity Interceptor Delaware Co.
Proposed Gravity Interceptor Franklin Co.
Force Mains
Direction of Flow
Treatment Plant
3-46
-------
Delaware County • Columbus Alternative
Subalternative 4
Figure 3-15.
I
Existing Gravity Interceptor
•• MIIIIII Proposed Grivity Interceptor Deliwire Co.
"*"•"•"•''• Proposed Gravity Interceptor Franklin Co.
••• Force Mains
pV Direction of Flow
• Treatment Plant
3-47
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Delaware County • Columbus Alternative
Subalternative 5
Figure 3-16
Existing Gravity Interceptor
' mi Proposed Gravity Interceptor Delaware Co.
x*v~>**v-s> Proposed Gravity Interceptor Franklin Co.
• •• Force Mains
|V Direction of Flow
• Treatment Plant
3-48
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Delaware County • Columbus Alternative
Subalternative 6
OLENTAN6Y
ENVIRONMENTAL
5 MILKS
s
H'jCOLUMBUS SOUTHERLY
12 i
Figure 3-17.
----- Existing Grivity Interciptor
I"1"1' ..... ii Proposed Gravity Intarciptor Delaware Go.
"•vs^Mfl'XM* Proposid Gravity Interceptor Franklin Co.
......... Forca Mains
Diriction of Flow
Treatment Plant
3-49
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encountered with the previous concept of using a gravity inter-
connection. Legal and institutional considerations will be
discussed in a later section.
The second subalternative (comparable to #5 in the Draft EIS)
utilizes each basin for transport to the Columbus treatment
facilities. All force main transport between basins would be
eliminated. Pumping would be necessary for the Olentangy basin
sewer system, as discussed for subalternative #1. The Scioto
interceptor is being planned to extend up to the Franklin-
Delaware county line in the proposed Dublin, Ohio project.
Pumping may be necessary in the Scioto basin, depending on
sewer elevation. This would be for a very short distance,
however. Thfe Alum Creek basin would be connected via force main
to the 36" sewer in Westerville and flow into the Alum Creek
interceptor in Franklin County. This distance is about two
miles from the basin's pumping station collection point, pro-
posed in the Facilities Plan. The force main and lift station
would be required because of the relatively high elevation of
the sewer in Worthington and the relatively low collecting point.
Subalternative three regionalizes all three basins, as in
subalternative two, except that the Alum Creek flow is diverted
to the 84" Big Walnut interceptor, below the Hoover Reservoir
in Franklin County. About 20,000 feet of force main will be
necessary for this to accommodate elevation differences.
The force main would be routed north of Westerville.
Subalternative four sends the Scioto flow directly to the
Jackson Pike Plant, as in subalternative two. Both flows
from the Olentangy basin and the Alum Creek basin would be
3-50
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pumped to the Big Walnut Interceptor. The Alum Creek - Big
Walnut connection would be larger than in subalternative three.
to handle the additional Olentangy flow.
Subalternative five again utilizes the Scioto basin regional-
ization connection. Alum Creek flows would be pumped to the
Olentangy basin, which would be connected via force main to the
Olentangy Interceptor in Franklin County, as has been previously
described.
Subalternative six is comparable to subalternative five except
that a treatment plant comparable to the proposed Olentangy
Environmental Control Center will be built at site OR-3 to
treat effluent from the Alum Creek and Olentangy basins.
Sewage flows are considered equivalent for all three basins
in the Delaware County planning efforts (Gilbert, 1976). At the
end of the twenty year planning period 3 MGD, or 1 MGD per basin,
is anticipated to be generated within the service area. The
ultimate design size for southern Delaware County, beyond the 20
year planning period of the Facilities Plan and the EIS, is 6 MGD
or 2 MGD per basin. At 3 MGD the Delaware County flow is about 2.5%
of the Jackson Pike plant flow, 3% of the Southerly plant flow, or
1.3% of their combined flows. A hydraulic interconnection has been
proposed between the two facilities. Additional improvements for these
facilities are proposed in the Columbus Facilities Plan, currently
under study by USEPA in another EIS.
b. Sewer Capacity
The incremental sewage load imposed on either Columbus treatment
facility by a regional alternative would not require present capacity
upgrading of the treatment plants, since the peaking factors used in
3-51
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treatment plant design would be large.enough to compensate for
the small flows in question. In addition, the use of gravity
sewers may permit the sewage to arrive at the treatment facilities
outside of the peak flow periods from the Central Columbus area.
The four major interceptor lines of concern here in the
Columbus Service Area are shown in Figure 3-18: the East
Scioto Trunk, the Olentangy Trunk, the Alum Creek Trunk, and
the Big Walnut Trunk.
An analysis of the Columbus trunk sewers was conducted by
the Franklin County Regional Planning Commission and concluded
in the Water-Related Facilities Plan in 1969. The study reveals
that the infiltration and abuse allowance for sewer trunk design
in the 1954 Plan (Franklin County Regional Planning Commission,
1954) are greater than those recommended in most engineering
manuals and higher than those used in other cities. The first
column in Table 3-3 provides, at various points, the actual
sewer capacity in cubic feet per second for each of the major
trunk sewers. Column "A" is the sewage flow at those points
on the basis of the 1954 design criteria and 1985 distributed
population. Column "B" is the sewage flow on the basis of the
1954 design criteria modified to reflect only those total acres
that would be developed by 1985. Column "C" is the sewage flow
at each point based on 1985 population distribution, with the
peak flow factor applied only to the average sanitary flow.
The latter criteria modification reflects the approach in
general engineering practice that design flow is equal to a
factored sanitary flow plus an infiltration allowance. It
is different from general engineering practice to apply a peak
3-52
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Scale
KEY
5 mi
Existing Trunk Line
Proposed Trunk Line
Regional Plant Site
Figure 3-i8.
c°lumbus Sewer Interceptor Trunks
Source: Adapted from Franklin County Regional Planning Commission, 1969
3-53
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Table 3-3. Capacity of Columbus Trunk Sewers
Sewer
East Scioto Trunk
Bethel Road
Fishinger Road
Griggs Dam
Olentangy Trunk
Outerbelt
S.R. 161
Morse Road
North Broadway
Frambes
Alum Creek Trunk
Westervllle
Morse Road
U.S. 62
Broad Street
Livingston Avenue
Big Walnut Trunk
Havens Corners Road
U.S. 40
Outfall
Capacity
in cfs
33
52
155
48
53
77
115
184
87
130
205
205
252
190
190
290
Flow in
A
44
60
180
35
56
84
117
139
62
141
200
231
279
117
163
217
cfs
1}
30
45
105
28
48
74
106
128
53
132
191
218
264
85
124
173
£
28
42
125
22
40
59
86
106
47
109
159
189
236
82
116
164
Source: Franklin County Regional Planning Commission, 1969
3-54
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flow factor to an infiltration allowance as is done in the
1954 criteria. The most generous allowance in the 1954 criteria
might indicate that there is excess capacity available for
additional service areas beyond the present service area,
such as southern Delaware County.
As indicated in Table 3-3, the Olentangy and Alum Creek
Trunks would be marginally loaded by 1985 populations under
criteria "A" and "B", but would have excess capacity under
criteria "C". The excess capacities of the Olentangy Trunk
by 1985 would be 16 cfs (10.9 MGD) at Outerbelt 1-270 and 23
cfs (14.9 MGD) at S.R. 161, more than that ultimately needed
by southern Delaware County. The excess capacity of the Alum
Creek Trunk by 1985 would be 30 cfs (19.4 MGD), which again
would be more than what the southern Delaware County would
need.
The Franklin County interceptors have been designed for
an ultimate development capacity of 10 to 12 persons per acre
within the county. Presently only areas in central Columbus
have a development density that is this high.
The Infiltration/Inflow Analysis for Columbus (Malcolm
Pirnie, Inc., 1975) has been approved by Ohio EPA and is
currently under review by USEPA. This report indicates that
the existing sewer system encounters capacity restrictions
during periods of wet weather flow in the combined storm and
sanitary sewer areas of Columbus study area 9 was combined
and includes the Olentangy Scioto Interceptor Sewer (OSIS),
which is the segment that connects the Olentangy and the Scioto
Trunks to the Jackson Pike treatment plant. The construction
3-55
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of two 108" sewers is proposed in the infiltration/inflow
analysis to correct this problem and to reduce sewer overflow
The estimated capital costs for this improvement are $46
million.
Overflows from the Main Street Combined Sewer Area (Study
Area 21), are proposed to be corrected by a new 108" inter-
ceptor from the Alum Creek Storm Stand-by Tank to the inter-
section of the Alum Creek and Big Walnut interceptors. This
storage capacity will allow peak wet weather flows to be
adequately dampened. Capital costs for this proposal are
estimated at $10.6 million (Malcolm Pirnie, Inc., 1975). The
rehabilitation proposals for other portions of the Columbus
interceptor system are also presented in this document. These
corrections will lead to a more effective control of overflow,
and its subsequent pollution.
The amount of sewer capacity utilized by Delaware County
flows in the regionalization subalternatives at the end of the
twenty year planning period, would be 1.0 MOD per basin with
higher peak flows. Initial flows would be considerably lower
than 1.0 MGD.
Columbus has presented extensive plans for expanding its
sewer system to serve Franklin County in its Facilities Plan,
particularly in the Big Walnut basin.
Westerville's sewer system is presently being rebuilt to
carry flows both by the Alum Creek Interceptor and the Big
Walnut Interceptor. This has been done to avoid a downstream
section of limited capacity in the Alum Creek Interceptor.
Dublin's present Facilities Plan proposes an interceptor
3-56
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from the city, on the west side of the Scioto River, extending up
to the Muirfield Village development in Southern Delaware County.
A second barrel for the west side of the Scioto basin, up to
Dublin, has been planned, but is presently encountering constructidn
delays. In the meantime, the east barrel is used.
While the infiltration/inflow analysis for Columbus generally
indicates existing capacity in the major Franklin County interceptors,
(except for the combined sewer areas in wet weather^ this type of repoi
does not evaluate the future capacity of the system, but only its
present condition. One variable for future capacity, already dis-
cussed, is the proposed correction of the major wet weather capacity
problems of the combined sewer areas. Rehabilitaiton will occur in
other selected portions of the system, as well. Another set of
variables the rate of sewer extensions and the pattern of
population growth within Franklin County, for which the system
has been designed. This will determine the volume added to the
present sewage flows in the various interceptors. Another variable
is that the maximum downstream interceptor capacity may be reached
prior to the full use of the upstream interceptor capacity, creating
a downstream "bottleneck". Therefore, despite the generous initial
design of the Columbus system discussed previously, these variables
make it difficult to evaluate how long interceptor capacity will be
available. This factor makes it questionable to plan for the
addition of the total Delaware County flow to the Columbus system on
a long-term basis.
c. Cost-Effectiveness
Capital costs, on a January 1975 bid basis, have been provided
by Delaware County for the proposed Olentangy Environmental Control
3-57
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Center, $3.4 million, and the Phase I interceptor network, $7.6
million. Present construction costs and any additional mitigative
measures would add to these amounts. Capital costs for the six
regional subalternatives will be based on a relative comparison
with the basic system proposed in the Facilities Plan. Table 3-3
summarizes these relative costs for the local alternative at site
OR-3 and the six regional alternatives. The component costs in
Columns A through H have been detailed in Table 3-4. These capital
costs were extrapolated from cost estimates for the Phase I inter-
ceptors and exclude costs for easements, road crossings, and overhead,
Sewer easement costs will depend upon the length and route of the
pipe. Land crossings will likewise relate to a particular con-
figurationi length and location. Overhead is usually estimated
as a percentage of the fixed costs, so it will be proportional.
Operation and maintenance costs will be discussed shortly.
Each alternative in Table 3-3 has its required components indicated,
and a total is presented at the right, which gives a relative cos.t-
ranking. The majority of the interceptor system would be comparable
for all of these alternatives so these basic costs are not included
in this comparison.
On the basis of this comparison of estimated capital costs, the
local alternative is clearly the most expensive. The next most
costly plan is regional subalternative six which retains the local
treatment plant, but omits pumping the Scioto basin effluent to the
Olentangy basin. Subalternative two is least costly of all the
regional choices. However, connection directly to the Alum Creek
interceptor in Franklin county is presently impractical, because
of its downstream capacity constraint. The City of Westerville
3-58
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Table 3-5 CAPITAL COSTS
:omponent
Item
Estimated
Component
Cost
Proposed Olentangy Treatment Plant
$3,400,000
B
Olentangy-Scioto basins;force main
$182,000 lift station $400,000
$582,000
Olentangy-Alum Creek basins;force
main $320,705 lift station $455,000
$776,000
D
Scioto basin connection estimate
$200,000
Olentangy basin connections force
main $130,340 lift station $400,000
$431,000
Alum Creek basin connection; force
main $171,000 lift station $400,000
$571,000
Alum Creek-Big Walnut basins;force
main $342,000 lift station $500,000
$842,000
H
Alum Creek-Big Walnut basins
Larger size estimate
$1,142,000
3-60
-------
is presently constructing additional sewers to divert part of its
flow down the Big Walnut interceptor, to relieve part of the
capacity burden on the Alum Creek interceptor. Subalternative five
is the next most economical. It would involve sending one-third of
the flow down the Scioto and two-thirds down the Olentangy. Using
the Olentangy interceptor for two-thirds of the flow may stress the
downstream interceptor capacity. Very close in cost is subalternative
three, which overcomes the Alum Creek interceptor capacity problem
by using the Big Walnut interceptor, instead. Subalternative one is
next most costly, and would put the total flow to the Olentangy inter-
ceptor. This would be likely to cause capacity problems compared
to dividing the flow between more than one basin. Finally, sub-
alternative four overcomes the possible lack of capacity in the
Olentangy interceptor by sending that flow plus that of Alum Creek to
the Big Walnut interceptor, which is presently under-utilized. The
Scioto basin flows would be sent to Columbus via that system.
Operation and maintenance costs are higher with the use of force
mains, because of energy costs associated with the pumping. Pumping
longer distances is more costly than pumping short distances, because
of the need to overcome friction in a longer length of pipe. Hence,
in Table 3-5 the more costly the component (B-H), generally the more
costly its O&M costs. This is because the more costly componants
involve greater distances. The O&M costs for the treatment plant
are presented in the Facilities Plan, assuming a 1.5 MGD plant for all
twenty years of the planning period:
a) Years 1-5
1) Constant O&M costs (total), $94,000
2) Variable O&M costs, increase from 0 to $35,000 per year
3-61
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b) Years 6-20
1) Constant 0 & M costs (total) $129,000
2) Variable 0 & M costs, increasng to $30,000 per year.
Operation and maintenance costs for the utilization of the
Columbus treatment facilities would be reflected in the charges
to sewer customers, which will be discussed in Chapter 4.
d- Environmental Effects
The regional alternatives employ the two Columbus treatment
plants for part or all of the southern Delaware County flow.
For all subalternatives except 6 the water quality impacts would
occur in the Scioto River, as the receiving stream for the Columbus
facilities. For these other five subalternatives, no direct water
quality impacts due to the treated effluent would be identified
in the Olentangy River. However, water diversion from the Olentangy
would be an impact below the county line during low flow periods.
This would be slightly reduced if the Del-Co water company uses
stored water, and does not withdraw directly from the Olentangy
during drought periods. Low flows make it more difficult to sustain
downstream river ecosystems. At the same time, there will be no
possible effluent pollution from a plant at the county line. Septic
tanks will gradually be replaced by central treatment service with an
improvement anticipated in the water with quality of area streams
and reservoirs. Stream impacts on the Scioto river would be a
minimal addition to the existing impacts. The flow at 3 MGD, in
twenty years, will only be 1.3% of the combined capacities of both
Columbus treatment plants, or 2.4% of their present combined dry
weather flows. The present impacts to the Scioto from the Columbus
treatment facilities is indicated in the water quality data for the
3-62
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Scioto River, and in Appendix B. Both municipal wastewater
treatment and other discharges contribute to the Scioto impacts.
Chapter 2 also discusses the Scioto water quality issue. The
present Environmental Impact Statement on the Columbus Facilities
Plan will address these impacts in greater detail.
The gravity sewers in the regionalization proposals may permit
the sewage flows to arrive at the treatment facilities outside
of the Columbus peak flow times. The domestic sewage should not
upset the biological treatment processes. Since existing sewage
treatment capacity would be used, no additional noise, odor or
aesthetic problems would be created.
Subalternative five combines impacts of the regional alter-
natives, above, with the impacts of local sewage treatment facility
at site OR-3. One-third of the flows will be sent to the Jackson
Pike plant and two-thirds of the flows will be treated on the
Olentangy River within Delaware County.
e. Institutional Considerations
Four basic methods exist under Ohio law to permit the imple-
mentation of the regional subalternatives. Three of these involve
the creation of a special intergovernmental district while the
fourth provides for the use of contract between governmental
entities.
In Ohio, three types of special districts are authorized to
provide for sewage collection and treatment: a conservancy district
(Chapter 6101, O.R.C.), a santiary district (Chapter 6115, O.R.C.),
and a regional water and sewer district (Chapter 6119, O.R.C.).
All three of these special districts are established through the
filing of a petition in the court of common pleas. The petition
3-63
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establishing either a conservancy or a sanitary district must be
signed by a governing body of an incorporated political subdivision
within the district or by a substantial number of property owners
within the district. The petition establishing a regional water
and sewer district must be signed by the governing body of one of
the counties, townships, or municipal corporations to be included
in the district. Provisions are made for public hearings and for
filing objections to the petition for each of the three types of
special districts. The plans for improvements which each type of
district would propose after its formation are subject to court
review.
The use of a contract between Delaware County and Columbus
would be more simple and direct than the establishment of a sep-
arate district (Sections 6117.41-.44, O.R.C.). Each party would
be responsible for the sewers within their respective county.
The contract would provide the necessary financial arrangements
for implementing a regional system. The user charge system which
is developed will require the approval of USEPA.
Regionalization between Southern Delaware County and Columbus
has been discussed in 1969, 1973, 1975, and in the Draft EIS (see
Burgess and Niple letter, Appendix J). Sewer capacity has been
indicated as preventing regional sewage service on a long term
basis.
The idea of "home rule" is very strong in both Delaware
County and Columbus. This idea of local self-government includes
an implicit belief that a political entity has the right and
responsibility to provide sewer service and should not give up
this aspect of self-government. Columbus feels that it first
3-64
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must use its sewer capacity to provide service to those areas
of Franklin County which need sewer service before providing
service to another county. As a semi-rural area Delaware
County is conscious of its autonomy being threatened by the
expanding Columbus metropolitan area. These attitudes would
have to be surmounted before a regional alternative could be
implemented.
10. Delaware County - Delaware City - Columbus
The existing Delaware Sewage Treatment Plant would be
phased out by the 10th year of the planning period if this
alternative is implemented. As in the Delaware County -
Columbus alternatives Columbus Southerly and/or the Jackson
Pike plant would be utilized as the regional wastewater
treatment facility. The total sewage flow from the City of
Delaware and southern Delaware County combined would ulti-
mately average approximately 8.5 MGD (13.1 cfs).
The system configuration would be essentially the same as
that indicated in Figure 3-1. However, the proposed Olentangy
sewer trunk in Delaware County would have to be increased in
size and would have to be extended up to the existing Delaware
Sewage Treatment Plant site, which would be used as the sewage
collection point for the City of Delaware sewer system and the
downstream Olentangy flows. Regionalization interconnection
alternatives would be similar to those discussed in the pre-
vious section.
3-65
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This alternative is being eliminated because of the
costs of phasing out the existing Delaware City treatment
facility. All three entities, Columbus, Delaware County,
and Delaware City would have to agree to this alternative,
which would be more difficult than having regionalization
decisions made by only Delaware County and Columbus, as pre-
viously discussed. In addition, this alternative would reduce
the flow in the Olentangy River, an adverse impact during low
flow periods. Sewer capacity in Franklin County would be a
greater problems because of the greater volume of flow.
D. Treatment Process Alternatives
!• Treatment and Discharge to SurfaceWaters
A high degree of treatment is required for the proposed
Delaware County facility to protect surface waters. The biological
treatment alternative is a two-stage conventional activated
sludge treatment process followed by tertiary rapid sand filters.
Phosphorus reduction is also necessary and will be incorporated
within this system. The overall facility would include comminution,
raw sewage pumping, chlorination to control septicity, as necessary,
first stage aeration tanks and clarifiers for carbonaceous
biochemical oxygen demand (BOD) reduction, second stage aeration
tanks and clarifiers for ammonia-nitrogen reduction, tertiary
sand filters, either chlorination and post aeration, or ozonation,
and sludge treatment. Facilities for feeding chemicals for
phosphorus reduction would also be provided. Disinfection will
be discussed in a later section. The treatment process is
shown schematically in Figure 3-19. The initial size being
funded is 1.5 MGD with a peak capacity of 3.4 MGD.
3-66
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3-67
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Some regional treatment plant alternatives would utilize
existing treatment facilities at Columbus. These facilities
are described in detail in the Columbus Facilities Plan.
The two major sewage treatment plants in Columbus are activated
sludge facilities. The Jackson Pike Wastewater Treatment Plant
currently treats a dry weather average daily flow of about 80
MGD and has a capacity of 120 MGD (Malcolm Pirnie, Inc. July 1975),
The Southerly Wastewater Treatment Plant has a dry weather
average daily flow of about 45 MGD and has capacity of 100 MGD.
Each of the facilities consists of grit removal tanks, preaeration
tanks, primary tanks, aeration tanks, final settling tanks,
and chlorine contact tanks.
For southern Delaware County a 3.0 MGD plant, with peak
capacity of 4.5 MGD, is anticipated by the end of the 20-year
planning period. The population to be served by the facility is
projected to be 28,591 by the end of 20 years. The plans for
the initial 1.5 MGD plant are flexible enough to allow subsequent
additions of whatever size is designed to meet growth needs.
Ultimate ccapacity for the Delaware County facility is expected
to be 6.0 MGD, after the 20-year planning period.
2. Wastewater Reuse
Wastewater effluent reuse for industry, such as cooling
or quenching, or commercial activities, such as golf courses,
sod production, Christmas tree production, or hay production,
are local possibilities. However, the effluent quality required
for these reuse considerations may vary along with the quantity
that can be utilized. At present, there are no known potential
industrial or commercial users available in south-central
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Delaware County to reuse any wastewater effluent. In-home
reuse systems, using water recycling or composting toilets
have been discussed at the beginning of this chapter.
3. Land Disposal
Land for the irrigation apporach to land application require-
ments for moderately permeable soils, with good productivity when
irrigated, would range from>62-560 acres per million gallons per
day, plus buffer zones. Needed depth to groundwater is about
five feet. Generally, the soils in Delaware County do not
meet these requirements, as indicated in the County Soil Survey.
Due to the climatic conditions any irrigation would have
to be combined with an overland flow approach or storage lagoon
when the ground is frozen or when the irrigation approach is
hampered by natural rainfall. The Soil Survey lists under
irrigation soil features that the soils generally are of slow
or moderately slow permeability with medium to high water
holding capacity.
Secondary treatment plus chlorination, or its equivilent,
would be required prior to land treatment by one of two methods:
a. disposal on the soil, with the impacts on groundwater
not to exceed Federal Drinking Water Standards.
b. disposal on the soil, with underdrains and subsequent
discharge of the effluent to surface waters, to meet
discharge permit requirements.
The nearest suitable site for land disposal of sewage
has been shown in Figure 2-1. The site lies northwest of the
intersection of State Route 203 and Watkins Road, and would
require force main transport of wastewaters from southern
Delaware County.
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4. Additional Treatment Processes
More specialized treatment may be desirable to protect
the surface waters with certain discharge alternatives to
the Olentangy. They will be discussed in Chapter 4.
E. Sludge Disposal Alternatives
Three things must be done to the sludge before it reaches
its ultimate disposal site:. (1) The organic material in the
sludge must be oxidized so that it will not create odors;
(2) The pathogenic bacterial in the sludge must be killed;
and (3) Most of the water in the sludge should be removed
so that it can be handled economically.
There are a variety of processes used in treating sludge:
1. Thickening This process concentrates the liquid sludge
by gravity or air floatation.
2. Conditioning Conditioning sludge produces dewatering
when the organic material is broken down and water is released,
This may be accomplished by chemical conditioning, biological
digestion, or heat treatment.
3. Dewater ing Water is removed from the conditioned
sludge in this operation. Various methods for dewatering
include vacuum filters, centrifuges, gravity dewatering units
and filter presses, and sand drying beds.
4. Partial Disposal Incineration will oxidize all of
the volatile solids in the sludge and produces an inert ash.
5. Ultimate Disposal Sludge may be spread on land or
disposed in a sanitary landfill.
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Plan A
Aerobically biologically digested sludge is applied to farmland
in a liquid form. The sludge would be hauled from the treatment
facility to farmland by truck. This land disposal of sludge
has the advantage of recycling the nutrients contained in the
sludge. Arrangements for farmland availability would have
to be made for successful utilization of this alternative.
A sod farm in Ostrander produces sod on layers of compost and
sludge (Decker, 1975). Its president has expressed interest
in utilizing the sludge generated at the proposed facility.
The application site would have to be carefully chosen and
monitored, to avoid possible contamination of groundwater
from sludge components. Standby equipment would be provided
so that sludge could be dewatered for hauling to a sanitary
landfill during wet periods. Landfilling wastes the nutrient
value of the sludge, however.
Plan B
Aerobically biologically digest dewatered sludge is applied
to farmland. Transportation, land availability and nutrient
cycling considerations would be similiar to those of Plan A.
A sanitary landfill may be used for disposal when farmland
is not available or frozen.
Plan C
Aerobically biologically digested sludge is disposed in a
sanitary landfill. Transportation would be again by truck,
but no arrangements for farmland are necessary. A suitable
large and environmentally secure landfill site must be avail-
able. Nutrients would not be returned to productive use.
3-71
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Plan D
This provides for chemical conditioning of sludge prior
to incineration. Thickeners precede the vacuum filtration
of the sludge and its chemical conditioning. A holding tank
would be provided to store thickened sludge prior to vacuum
filtration. After conditioning the sludge it would be in-
cinerated and stored, before its ultimate disposal in an ap-
propriate sanitary landfill. The exhaust gases form the in-
cinerator could be a potential source of air pollution and
nutrients would also not be returned to agricultural use.
Plan E
This provides for heat treatment prior to the incineration
of the sludge. First, the sludge would be thickened and then
it would undergo the heat treatment for conditioning. A gravity
thickener would then concentrate the sludge further and also
allow it to cool and depressurize. Relatively small vacuum
filters would then be required to dewater the sludge prior
to incineration, and the ultimate disposal of the ash would
be in an appropriate sanitary landfill. This alternative may
have an air pollution potential from incineration and ties
up the nutrients in a landfill.
Composting
A cattle feeding operation in South Charleston, Ohio, is
presently composting manure (Nottingham, 1976). This town is
about 46 miles from the proposed treatment facility, on U.S.
42. Hauling costs would make this a less attractive alternative
than land application within Delaware County. The only other
existing area operation known to USEPA, Ohio EPA, and the
3-72
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Delaware County Engineer's Office is in conjunction with the
sod farm at Ostrander, mentioned previously as a potential
sludge utilizer.
Regional
If a regional treatment plan were chosen, utilizing existing
treatment facilities at Columbus, sludge would be thickened,
digested, heat treated, vacuum filtered, and incinerated. Some
of the sludge at Jackson Pike is anaerobically digested and
disposed of in a landfill or stored at a lagoon. The Columbus
Facilities Plan describes the facilities in greater detail.
F* Discharge Point Alternatives
!• Outfall Location
At treatment plant site location at OR-3, between the
Olentangy River and Route 315, the discharge point proposed in
the Facilities Plan is adjacent to the plant, immediately above
the Delaware-Franklin County line. An additional alternative,
designed to avoid the Scenic River segment, would be a location
south of the 1-270 interchange and below the artificial riffles
area of the Olentangy. Figure 3-7 illustrates these two routes.
Regional alternatives with Columbus would discharge at the
existing treatment plants on the Scioto River.
2. Outfall Design
Several outfall designs may be considered for this project.
Tsai (1971) studied the four types of outfall designs in Maryland,
Virginia, and Pennsylvania, shown in Figure 3-20» Because Type I
was located on one side of the river, its effluent mixed gradu-
ally downstream toward the opposite bank. Type II, located in
the center of the river on the bottom, permitted mixing of the
3-73
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TYPE I
TYPE II
TYPE III
WATER FLOW
TYPE IV
Figure 3-20. Sewage Outfalls Typed According To Locations and
Methods of Sewage Dilution in Stream
Source: Tsai, 1971
3-74
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effluent downstream toward both banks. Type III consisted of two
concrete barriers, each built out from one side of the stream,
allowing the sewage to discharge into the middle of the stream
and providing for thorough mixing of the effluent. Type IV had
multiple outlet ports across the river bottom. Tsai found Types
III and IV to have higher dilution efficiencies than Type I.
G. No Action
The no action alternative would continue to utilize on-lot
waste disposal systems—septic tanks and small aerobic package
plants—in south-central Delaware County.
In October, 1974, the county adopted home sewage disposal
regulations. One acre minimum lots are required for new systems.
New subdivisions of more than four lots must have a central sew-
age collection and disposal system. Construction requirements are
outlined for the various types of disposal systems. This should
result in the construction of better functioning systems within
the county, if the ordinanace is appropriately enforced. However,
the older systems will remain in use within the county. Periodic
maintance of all types of on-site systems is essential to their
proper functioning. Federal funds are not available under Public
Law 92-500 for upgrading or maintaining individual systems, so
this alternative would be solely a local responsibility.
3-75
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CHAPTER 4
FINAL SELECTION PROCESS AND DESCRIPTION OF THE PROPOSED ACTION
A. No Action
The no action alternative would result in the continued
use of septic tanks and small package plants of variable
treatment efficiency. Some continuing surface water pollu-
tion and nuisance conditions would be expected, due to the
poor soil permeability for on-lot systems, and the generally
poor reliability of package plants. Newly built septic systems
should be more appropriate to local conditions, due to the recent
stringent county septic tank ordinance. However, substantial
water quality problems in the Olentangy River in the recent
past have been due to loading from the Delaware City treatment
plant above Powell Road. Consistent operation of their new
facility and the planned upgradings will aid in improving
water quality in the stream, particularly above Powell Road.
The county septic tank ordinance will encourage spotty
patches of development on large lots, with four or fewer
adjacent lots, unless the subdivision is served by its own
package plant. Continued population growth would be expected
to occur without central sewage treatment facilities, but
probably at a slower rate.
B. Flow Reduction Measures
Utilizing flow reduction would have results similar to
the "no action" alternative. In fact, increasing water use
is anticipated in the area, from better availability, via
the Del Co water system, and population growth in the area.
4-1
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Home composting/reuse and grey water systems are not eligible
for 75 percent federal funding.
C. Treatment Plant Sites
1. Local Alternatives
The local sites selected in Chapter 3 were:
* AC-1, on Alum Creek, near Powell Road
* OR-1, south of the 1-270 Outerbelt
* OR-7, on Powell Road near Powell
* OR-3, on the Olentangy, above the County line.
Site AC-1 can be eliminated because of adverse impacts
on Alum Creek. While Alum Creek Dam has the same guaranteed
minimum release as the Delaware Reservoir, the average stream
flows are less than the Olentangy. The Olentangy is the source
for the surface water consumed in the service area and the use
of site AC-1 would divert all of the effluent to another basin.
Considerable additional pumping costs would be incurred to pump
wastes from both the Scioto and Olentangy basins to Alum Creek.
The outfall of the treatment facility would be above a water
supply intake for Westerville, possibly polluting this water
source. Creating a long mitigative outfall to a point below
Westerville on Alum Creek would be costly and difficult because
of the lack of a suitable state highway right-of-way.
Site OR-1 has the advantages of isolation from parklands
and of discharging below the Olentangy Scenic River segment.
Problems with this site include only temporary isolation
from residential areas, and the necessity of setting up a
new sewer district with a portion of Franklin County, with
4-2
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resulting legal and institutional complications. Extra ex-
penses from additional sewer construction and uphill pumping
would be incurred. A similar discharge point below the Scenic
River segment could be utilized with other treatment plant
sites, if desired.
Site OR-7 also has the advantage of being located away
from the parkland view, and of being comparatively isolated from
residential development, for the present time. It would require
no modifications of the present sewer district. Considerable
extra engineering and operating costs would be encountered from
building force mains to pump the sewage uphill from the Olentangy
Valley to the plant site, and for the longer outfall back
to the river. Impact to water quality and aquatic life in
the Olentangy would depend upon the exact outfall location
chosen. Impacts of construction on the Barthlomew Run area
could be negative, unless appropriate conservation measures
were practiced. Isolation at this site, however, may only
be temporary, as the Powell area expands. The site is lo-
cated near one of the proposed activity centers of Powell's
land use plan (Nitschke, Godwin, Bohm, 1974).
Site OR-3, selected in the Facilities Plan, is the basic
site used here for engineering cost comparisons. It is gen-
erally isolated from residential land uses, but is directly
west of the river adjacent to Highbanks Metropolitan Park.
Existing river bottom trees, vegetation, and topography screen
the site from the view from most parts of the park. Most of the
site is likewise visually screened from the Highbanks overlook
4-3
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area. Maintenance of residential isolation would depend on
future land use decisions relating to the conversion of farmland
to suburban uses. Likewise, the future maintenance of the vista
from the Highbanks overlook depends on these land use decisions.
As with site OR-7, the impact on the Olentangy will depend
upon the outfall location. Noise and odor from the facilities
would be highly controlled at any of the sites chosen.
Of the local alternatives, OR-3 is the preferred one.
2« Regional Alternatives
In Chapter 3, regional alternatives involving Delaware
County and Delaware City, and Delaware County, Delaware City, and
Columbus have been eliminated. The remaining regional alternatives
involve Delaware County and Columbus.
From the discussion in section C-9-c of Chapter 3, sub-
alternatives one, two, and five may be eliminated because of
the relatively high potential capacity limitations in the
Columbus system. Subalternative three divides the Delaware
County flows, but still must utilize the Olentangy interceptor
which serves a highly developed area of Franklin County, and
has the potential to develop capacity limitations. Subalter-
natives four would require considerable design work to evaluate
the connection to the Big Walnut basin. Existing plans and
specifications would need to be modified for Phase I to reverse
flows to the Big Walnut basin. Coordination of flow volumes
with Franklin County service area flows would be needed to ensure
long-term capacity in the Big Walnut interceptor. Subalternative
six is the chosen regional Subalternative. Although relatively
4-4
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costly, it would utilize existing design to avoid delay in
sewer service to the Phase I Delaware County area. In
addition, plans can begin for earlier Scioto basin service,
by coordinating the present planning efforts in the northern
part of Dublin with Delaware County. This coordination would
substantially aid the institutional implementation of this
regional subalternative.
3. Customej: Costs
The following population table was recently compiled
by the Delaware County Engineer's Office. Existing houses
were counted from 1973 data.
Table 4-1. Existing Houses by Sewer Phases
Fringe Grand
Phase I Phase II Phase III Area** Total
Existing House 560 784 1,532 481 3,357
House Equivalent * 430 1,300 328 _^ 2,058
Subtotal 990 2,084 1,860 481 5,415
Building permits, 1973 to present *** 290
5,705
* Flow of 400 gallons per day.
** Adjacent area to Phase III within the service area
as shown on Exhibit 2 of the Facilities Plan.
*** Townships of Berlin, Concord, Genoa, Liberty, and
Orange.
Phase I will serve 560 existing homes, an additional 40 new
homes since 1973 (estimated proportionally), and the flow
equivalent of another 430 homes, for a total of 1030 "houses."
4-5
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Table 4-2 compares the costs to homeowners for sewer
connection in the City of Columbus and in the Delaware
County service area. The latter cost estimates are based
upon system proposed in the Facilities Plan. Monthly service
charges are additional, and will be discussed shortly. On-
lot system costs are high in Delaware County because of the
strict requirements of the recent septic tank ordinances.
The cost of the treatment plant estimated for January
1975 bids, based on the Facilities Plan system is $3,400,000,
including an estimated $233,485 for mitigative aesthetic measures,
The Phase I interceptor system cost is $7,647,000, for a total
of $11,047,00 plus any other mitigative measures. The local
collection sewer system is an additional cost to be borne
entirely by Delaware County. The costs to the homeowner listed
in Table 4-2 are also additional. Capital costs per existing
house or house equivalent for Phase I of the local Delaware
County system are:
Total (100%) Local Share (25%)
Treatment Plant $ 3,301 $ 825
Phase I Interceptors $ 7,424 1,856
$ 10,725 $ 2,681
The per "house" estimate assumes that all 600 existing homes
and the other institutional users, equivalent to 430 homes,
are participating in the system. Section B-l of Chapter 3
has discussed homeowner participation in the central sewage
system.
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Table 4-2. Relative Costs of Sanitary Sewer Service
Source: Delaware County Engineer's Office
DELAWARE COUNTY
CITY OF COLUMBUS
Capacity Charge
Permit Fee
House Lateral**
Septic Tank Re-
moval & Plumbing
Changes
On-Lot Septic or
Aeration System
*
Existing
House
$1,300*
25
500
305
to
460
-
$2,130-
$2,285
New
House
$2,000*
25
500
-
-
$2,525
On-Lot
Septic or
Aeration
System
-
$ 100
-
-
2,500
to
. 3,200
$2,600-
$3,300
Existing
House
$ 360
25
500
305
to
460
-
$ 1 , 1 90
$1,345
New
House
$360
25
500
-
-
$885
On-Lot
Septic or
Aeration
System
-
$ 30
-
- '
800
to
1,200
$ 800-
$1,230
* Dependent on many different variables, such as project costs, interest
rate, length of financing period, etc. This is the current amount pro-
jected on present estimated values of the many variables. For existing
homes, the County plans to develop a method whereby a home owner may
pay the capacity charge over a number of years.
**The house lateral (to be installed by property owner) estimate was made
by evaluating the lengths of laterals required for the Parkmoor Subdi-
vision. The longest lateral was 300 feet and the shortest 35 feet for
an average length of 89 feet. The current estimate of cost for in-
staNation of a 6" lateral per lineal foot was estimated to be $5.25
for a depth up to 8 feet and $6.00 for depths of 8 feet to 12 feet
(assuming average ground conditions). For example, assuming half the
lateral at a depth of less than 8 feet and half with a depth of 8 feet
to 12 feet, and a length of 89 feet ($5'25 * $6
results in a value of approximately $500.
-) x 89 = $500.18
4-7
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Monthly service charges to the sewage treatment customer
are planned to be about $15 per month in Delaware County.
Columbus charges are based upon the metered volume of water
use, rather than a flat fee. Household use levels would fall
into the first monthly rate category of 25,000 cubic feet or
less. Within the Columbus corporate limits in 1976 this cost
is $4.78, for communities jwith contracts with Columbus, $7.17,
and for non-contract communities, $8.37. Cost increases are
foreseen in the future. This rate structure will be revised
shortly to conform to EPA's user charge regulations. This will
probably eliminate the price distinctions outside of the City
of Columbus, unless they were based on cost differences associated
with additional distance, or a related reason for extra costs.
A billing mechanism from Columbus for the Delaware Couunty sewer
district would have to be developed for any regional alternative
chosen.
4. Comparison of the Local and the Regional Alternatives
The regional alternative is being selected because of its
lower cost and its ability to provide more rapid service to a
part of the Scioto basin with existing water quality problems.
By adopting regional subalternative six, the Olentangy Environ-
mental Control Center will serve the Olentangy and Alum Creek
basins. The grant for the proposed first phase of the Delaware
County system will be used to construct the 1.5 MGD treatment
facility and Phase I of the interceptor system, which has been
planned only for these two basins.
In the Scioto basin Step 2 planning may proceed via the
4-8
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Dublin grant application, C391244-010, to prepare plans and
specifications for an interceptor on the west side of the
Scioto River in southern Delaware County to serve Muirfield
Village and Shawnee Hills. Appropriate institutional arrange-
ments will have to be implemented for Delaware County to pay
for the local share of the interceptor segment within the
County, and for treatment of its sewage flows at the Jackson
inn-".**
Pike plant in Columbus.
At the present time there is no clear indications of
whether or not the remainder of the Delaware County planning
area within the Scioto basin would be best served by the
Olentangy Environmental Control Center or by Columbus and the
Dublin interceptor. Either of these alternatives may subse-
quently be determined cost-effective by Ohio EPA and USEPA.
In any event, additional facilities planning elements will be
developed by Delaware County at the time that sewer service in
the remaining part of the Scioto basin planning area is desired.
This analysis must examine the Scioto basin sewer capacity in
detail. Delaware County has the responsibility to provide a
level of treatment adequate to maintain water quality standards
in the Scioto basin portion of the county whether or not region-
alization of the remainder of its planning area is, in fact,
feasible. In either event, flows from Shawnee Hills and Muirfield
Village will continue to be served by the extension of the Dublin
interceptor.
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Interceptor Alternatives
1. Interceptor Phasing
The proposed Phase I of the interceptor system is desirable
to protect drinking water supplies at the Westerville and Alum
Creek Reservoirs. Package plants at recreation sites would
provide only a temporary solution to the area sewage treatment
needs. Furthermore, they wquld discharge directly into the
reservoir and provide less reliable treatment than would the
larger facility. Sewage treatment lagoons are also a short-term
possibility, but would require larger amounts of land.
The present population of southern Delaware County is
predominantly scattered along the major roads, rather than
clustered in villages. As discussed in Chapter 3, this makes
it very difficult to serve the existing population in an efficient
manner. The Village of Powell is one population center adjacent
to the proposed treatment plant site which could be served
along with Phase I with a minimum of additional interceptor
construction. However, the grant application to design the
Powell interceptors is ranked too low on the Ohio priority
list to be within present funding range. The Scioto basin
sewers, proposed for Phase II in the Facilities Plan, must be
modified to proceed earlier along the west bank, to Muirfield
Village and Shawnee Hills, to implement the regional alterna-
tive. This should be accomplished through modification of
the Dublin Facilities Plan.
2* Construction Alternatives
As discussed in Section B-2 of the last chapter, gravity
4-10
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sewers are preferred over force mains, whenever this layout is
practical. Major pumping will be necessary to lift the sewage
from the Alum Creek basins into the Olentangy basin. Pumping
within the Scioto basin will be based on future engineering
design work. Some force mains will be used around Alum Creek
Reservoir to serve desired areas.
The location of the outfall sewer line will depend upon
the choice made for the outfall site, as discussed subse-
quently in Section G of this chapter.
3- Stream Cross ings
The interceptor configuration of the Facilities Plan has
3 crossings on Alum Creek (two in Phase I and two in Phase II)
and 10 crossings of the Olentangy River (two for Phase I, two
for Phase II, and six for Phase III). On the Olentangy, five
of the crossings occur above Home Road and five occur at or
below Home Road. These two areas are substantially different
in both topography and the availability of highway rights-of-way.
The topography below Home Road on the east bank of the river
is much steeper than upstream and is interrupted by a substan-
tial number of gulleys and small waterways. Shale lies near
the surface in this area. It would be difficult and expensive
to lay a sewer line entirely on the east bank in this area.
Because there is no highway right-of-way on the east bank, it
would be necessary to locate the sewer line through forested
areas. Some damage to the wooded area would result. The five
river crossings in this southern area are therefore justifiable
insofar as both costs and adverse environmental impacts would
4-11
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be less than those incurred by the alternative of dual inter-
ceptors.
North of Home Road, however, the emplacement of an interceptor
line along both east and west banks would serve to eliminate five
river crossings with some additional impact on the terrestrial
environment. The topography here is less steep than further
downstream, and Perry, Taggart, and Chapman Roads could provide
convenient rights-of-way for the line. With the use of two lines
the required size of each interceptor would be less. However,
this alternative would generate more sediment and erosion
problems than would a single interceptor, and would be more
costly. The stream crossings have also planned to enhance
gravity flow. Therefore, we would recommend construction of
the single interceptor.
The Alum Creek stream crossings are required for the
desired sewer configuration. The Scioto crossing will depend
upon the final disposition for servicing the east side of
the basin. Rock in this area makes sewer construction
difficult.
No information is available concerning aquatic life dis-
tribution on a fine geographic scale for the area streams.
No particular short stretches of river are known to possess
important habitat requirements compared to others. Therefore,
recommendations for small changes in interceptor crossing
locations cannot be made. The safest way to compensate for
this gap in information is to reduce impact of the crossings
through well-chosen construction phasing and techniques.
4-12
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Well-planned construction phasing takes into consideration
the adverse effects of construction sites on which work is
delayed awaiting construction elsewhere. These delays usually
result from attempts to reduce costs of mobilizing earth moving
equipment by clearing all sites at once. Such a policy would
result in an increased load of sediments and pollutants washed
into the stream as well as onto adjoining farm, residential,
or forested areas. The preferred phasing policy would call for
completion of all construction phases on each river crossing
site or on small segments of line construction before proceeding
to the next section. This will prove more expensive in short-
term costs but advantageous in the long run because it would
minimize pollution runoff and lengthy habitat disturbance.
Stream crossing construction techniques may involve diver-
sion or partial diversion of the river. Total diversion of the
Olentangy River or of Alum Creek would be unwise and unnecessary
due to the lack of a suitable diversion course and the low
water volume in the river. Other possible techniques involve
dredging, which causes extensive sediment problems, boring
under the riverbed, which is costly and disruptive because
of a large construction area, or partial diversion with temporary
impoundment.
Diversion of half of the river at a time is the method
recommended for this project. This entails building an em-
bankment completely around the construction channel for half
of the river width at a time. Both the building of the embank-
ment and the channelization of the stream could cause increases
4-13
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in erosion and turbidity in the stream due to increased velocity.
This would, in turn, cause some detrimental impacts on downstream
aquatic life. The impacts of this construction technique can
be reduced through:
Use of sandbags or other noneroding material for embank-
ment stabilization
Agreement with the operators of Delaware and Alum Creek
Lakes to keep the river near low flow
Minimal dredging
Rapid completion of the crossing
Re-seeding and/or replanting of the vegetation of the
stream bank, combined with temporary stabilization
material.
Resurfacing over the upper cement pipe casing with the
original bottom sediments and restoring the original
topographic contour of the river bottom.
These measures should all be used in conjunction in order
to achieve optimization of cost and reduction of damages.
E. Treatment Process Alternatives
1. Treatment Approaches
Water reuse is presently an impractical alternative in
southern Delaware County because of a lack of potential large-
scale users. Home water reuse systems are not eligible for
federal funding.
Land disposal as a possible treatment alternative is strongly
limited by general poor soil suitability and shallow depth to
4-14
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bedrock. Transportation expenses to the nearest suitable site
would be high, because it would require pumping and is about
18 miles away from the planning area. Many acres of land would
need to purchased for the disposal site. A secondary wastewater
treatment facility would be required for pre-treatment.
Treatment at the existing Jackson Pike facilites with
discharge to the Scioto River will be used for the Scioto
basin flows.
Treatment and discharge to the Olentangy River is the
recommended alternative for the remainder of the service area.
The biological treatment process proposed in the Facilities
Plan, and outlined in Section D-l of Chapter 3, would be utilized,
Disinfection will be discussed in the next section. Additional
treatment methods must be considered for the protection of
stream life. The facility is designed for 1.5 MGD initially,
with a planned expansion to 3.0 MGD. Peak flow capacities
are 2.25 and 4.5 MGD for each phase, respectively.
2- Additional Treatment Alternatives at the Local Site
a- Aquatic Biota
The bottom dwelling (benthic) animal community in the
Olentangy River downstream from the City of Delaware is not
nearly as abundant and diverse as the grouping and number
of clean water indicator species found further downstream
at Powell Road (Olive, 1975). The numbers of mayflies, stone-
flies, and caddisflies in this stretch of the river significantly
increase upon reaching the Powell Road area of the river and
further downstream, thus indicating the influence that the
4-15
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Delaware sewage treatment plant has upon the benthic macro-
invertebrates of the river. It is apparent that the increase
of the clean-water indicators, the mayflies, stoneflies, and
caddisflies, (which are also excellent fish food sources) in
the area of Powell Road marks the area of the river where
it significantly recovers from the effects of sewage effluent
from Delaware City. Sewage treatment at Delaware has been
upgraded since many of these data were collected, and addi-
tional improvements are planned.
The fish populations in the stretch of the river between
Powell Road and the river crossing of Route 23 are similar to
those found in the Powell Road area (Griswold, 1975). This
abundant and diverse benthic population extends downstream
past county line to the foot of the artificial riffle-pool
area below 1-270.
The largest populations of desirable game fish species
are found at the artificial riffle-pool structures about two
miles downstream from the plant site. These structures,
built to supply the fish with habitats, are effective as
indicated by the increased numbers of fish being caught by
fisherman and by electroshocking collection data for this
area. These channel modifications might also be responsible
for the greatly decreased number of naiad mollusks found in
this area. No specific data on this artificial fish habitat
area have been collected, but the benthic community in this
stretch of the river is even more abundant than that found
and described at Powell Road by Olive (1975). Presumably,
4-16
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such bottom-dwelling animals as the larvae of mayflies, stone-
flies and caddisflies must be present here in large numbers
because they are essential as a food source for the fish
reported to be here.
b. Impacts from Chlorine Discharges
The adjusted minimum release 7-day, once in 10-year low
flow value (4.73 cfs at the proposed site) has been used
for the calculations in determing the chlorine and ammonia
concentrations in the river at the point of plant discharge.
Because future drought conditions are possible in the area,
and past release patterns in excess of 5 cfs from Delaware
Lake may not be maintained. The use and consideration of these
river conditions are necessary for an accurate assessment
of the possible adverse impacts to the aquatic biota of the
river from this plant.
The concentration of chlorine in the effluent of the proposed
plant is expected to be 0.5 mg/1. At 1.5 MGD the concentration
of residual chlorine during this low flow period in the immediate
area downstream from the outfall would be approximately 0.17 mg/1,
When the 1.5 MGD plant is expanded to 3 MGD at a future date,
the chlorine residual concentration in the immediate area
downstream from the outfall during low flow period would
be approximately 0.25 mg/1. This is the concentration that has
caused fish species diversity to go to zero (Tsai, 1971) .
At the average stream flow of 441 cfs, the chlorine residual
concentration would be 0.003 mg/1 instream, at the 1.5 MGD
phase, and 0.006 mg/1 at the 3.0 MGD phase.
4-17
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Combinations of chlorine with ammonia and organic matter
may occur to the detriment of aquatic life. Thus, toxicity
to aquatic life does not solely depend upon the amount of
chlorine added, but also upon the concentration of residual
chlorine remaining and on the relative amounts of free chlorine
and chloramines present. Chloramines are formed whenever
water containing ammonia, ammonium hydroxide, or ammonium
ions is chlorinated. The Fish and Wildlife Service has con-
tested the plant's discharge limitations in a letter to
Mr. Ned Williams, Director of the Ohio EPA (Appendix J).
This letter recommends a concentration of residual chlorine
in the receiving waters not exceeding 0.003 mg/1 in order
to protect aquatic life. This level as recently been con-
firmed for warm water fish (Brungs, 1976). Appendix H discusses
the aquatic impacts in more detail.
c- Chlorination-Dechlorination and Ozonation
The most common disinfectants are the oxidizing chemicals
such as bromine, iodine, chlorine, ozone, and other non-oxidizing
chemicals such as acids and alkalies. Bromination, chlorination,
and iodination of the sewage effluent leave bromine, chlorine,
and iodine, respectively, in the effluent. Disinfection by
addition of acids or alkalies is not effective unless the
ph value of the water is less than 3 or greater than 11. Except
for ozonation, all the disinfection treatment processes which
involve the addition of chemicals, discussed above, leave
significant amounts of dissolved solids in the effluent. These
methods are further discussed in Appendix H. It is our conclu-
4-18
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sion that ozone would be the most cost-effective choice
for this facility. The chlorination th.at is retained
for influent septicity control will be satisfactorily
removed by oxidation during the treatment process.
d. Impacts from Ammonia Discharges
In surface and ground waters, ammonia is usually formed
by the decay of nitrogenous organic matter. Unpolluted rivers
generally contain low ammonia concentrations, usually less
than 0.2 mg/1 as nitrogen. Ammonia is soluble in water and
reacts with it to form ammonium hydroxide, which readily
dissociates into ammonium and hydroxyl ions. This tends to
increase the pH level. At higher pH levels, the ammonium
ion readily changes to the unionized form, NHg , which is
harmful to fish (Becker and Thacher, 1973).
The toxicity of ammonium salts and ammonia to aquatic
life is thus related to the amount of ammonia, which is a function
of the pH of the water. A relatively high concentration of
ammonia in water at a low pH may not have toxic effects on
fish life, but the percent of the unionized ammonia would
increase as the pH is increased and also as temperatures
increase. The toxicity of ammonia to fish life is also
increased significantly with a decrease in dissolved oxygen
levels. Upstream ammonia contributions will also vary the
ammonia impact at a given discharge point. Appendix H discusses
the impacts of ammonia in greater detail.
4-19
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e. Nitrogen Removal
The chief nitrogeneous pollutants in municipal wastewaters
have been categorized (Taras e_t &1. , 1971) into three groups;
ammonia nitrogen, organic nitrogen, and nitrite and nitrate
nitrogen. Ammonia nitrogen in wastewater is formed by the
enzymatic breakdown of urea, proteins, and other nitrogen-
containing substances. Most of the organic nitrogen is
wastewaters is in the form of amino acids, polypeptides,
and proteins. Nitrite and nitrate are the end products of
the oxidation of ammonia in the wastewaters.
In considering nitrogen removal measures, it is ammonia
with which we are concerned, based on biological toxcicity. To
avert excessive ammonia levels, the effluent must be nitrified.
The proposed Olentangy Environmental Control Center has been
designed for two stage suspended growth nitrification. Com-
paring the proposed facility to the operating El Lago, Texas
plant, low levels of ammonia will be obtained, according to
the EPA Municipal Environmental Research Laboratory evaluation.
For comparable efficienty, the effluent ammonium (NH^ ) nitrogen
content would be 1.0 mg.l or less 95 percent of the time, and
0.35 mg/1 or less 50 percent of the time. Similar effluent
qualities have been observed at two stage nitrification plants
in Marlborough, Massachusetts; Livermore, California and
Manassas, Virginia.
Unionized ammonia (NHo) may be less than these values,
depending on the particular relationship of temperature and
pH conditions. Given the relationships listed in Table H-5,
4-20
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of Appendix H, at 25°C and a pH of 8, the 1.0 mg/1 of ammonium,
NH4+, will indicate a total ammonia concentration of 1.06 mg/1,
of which the additional 0.06 mg/1 will be unionized ammonia,
NH.J. Thus 95 percent of the time, the total ammonia concentration
would be about two thirds of the permit limit of 1.5 mg/1. Opera-
tion conditions that would be expected 50 percent of the time yield
0.35 mg/1 of ammonium and thus 0.37 mg/1 of total ammonia and 0.02
mg/1 of unionized ammonia, at a pH of 8 and 25 >C. This is about
one quarter of the permit level. Appendix H discusses ammonia
dilution in the stream.
Ammonia removal methods, beyond the nitrification process
planned for the proposed facility, are limited for practical
purposes to breakpoint chlorination. Anaerobic denitrification
discussed in the Draft EIS, removes another forms of nitrogen,
nitrate nitrogen.
The breakpoint chlorination units would have to be followed by
dechlorination and post aeration units. All of these have greater
requirements than the units required only for chlorine disinfection
of the effluent. Detailed controls would be required for operating
this complex system. Since this system would be needed only for oc-
casional use, operation of the system could be poor, due to operator
unfamiliarity. This could result in more environmental damage than
benefit. Inventories of toxic chlorine and sulfur dioxide would
have to be maintained at the plant, as well. For these reasons,
breakpoint chlorination is not recommended. Treatment efficiency
at the proposed facility is estimated to be high enough to protect
the stream.
4-21
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Additional improvements proposed for the Delaware City treat-
ment plant, upstream, will help to reduce the total level of
ammonia in the Olentangy River.
f. Conclusions on Additional Treatment
In order to protect the high quality aquatic life of the
Olentangy River, chlorine limitation in the effluent is necessary.
Ozonation is the most effective way for achieving this, as it
avoids the use of chlorine for disinfection. Ozone has no
apparent toxic impacts to the aquatic life, it requires chemical
production only on demand, and does not add dissolved solids to
the stream. The chlorinated hydrocarbon levels from a chlorinated
effluent would be very low because of post-aeration, stream dilution,
and short contact time in the stream. The use of ozone would have the
advantage of virtually eliminating these chlorine compounds in the
effluent. (Section D-l of Chapter 3 has described the occasional use
of chlorine to control influent septicity). Ozone will provide pos-
itive disinfection for the treatment plant effluent and positive
protection to the diverse ecology of the Olentangy River at a reason-
able cost. Ozonation is therefore recommended for disinfection at
this treatment facility.
The proposed two stage suspended growth nitrification system will
be adequate to control ammonia at the proposed facility.
F. Sludge Treatment Alternatives
For all of the sludge alternatives discussed in Section E
of Chapter 3, the truck transportation involved in sludge dis-
posal could create a traffic nuisance and consume energy. The
transportation units would have to secure, to prevent leaks,-
spills, or create odors.
4-22
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Energy and chemical requirements differ for the alternatives.
Aerobic digestion requires more electrical power than incinera-
tion or heat treatment. Fuel requirements are greatest for
incineration and heat treatment. Chemical requirements are
greatest for incineration, with dewatered aerobic sludge second,
heat treatment third, and none required for liquid aerobic sludge.
Aerobic digestion is a less complicated process than incin-
•••s-M
eration or heat treatment, providing for a greater ease of
operation.
It is desirable that the process of treating sludge not
produce undesirable odors or otherwise create a nuisance,
be reliable, consume a minimum of energy resources, produce
a satisfactory product, provide some degree of flexibility,
and be economical. Cost-effective analysis of these five
alternatives, A through E is presented in Appendix G. Plans
A and C have similarly low present worth and average annual
equivalent costs, with Plan B coming next. It is recommended
that Plan C be implemented. Initially, the dewatered sludge
can be transported to a landfill while sludge tests are being
performed and suitable sites are investigated for either liquid
or dewatered sludge application. Use of sludge for sodfarming may
become a viable alternative. A combination of Plans A, B, and C can
be utilized in the future, provided that Plan C is implemented in-
itially and the sludge proves to be satisfactory f6r land application.
The landfill will be present as a back-up measure, if land application
is not feasible. Sludge resulting from the Scioto basin flows
traveling to Columbus will be incinerated at the Jackson Pike Plant.
The Columbus EIS awill address these particular sludge handling
alternatives in detail.
4-23
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G. Discharge Point Alternatives
1. Outfall Location
Although an extended outfall was suggested in the Draft EIS,
an outfall at the plant site is preferred after further study.
Extensive concern was raised in comments on the Draft EIS about the
adverse impacts of the extended outfall. Because of rock, narrow
rights-of-way, elevations, and other construction obstacles, the
cost of this alternative has been extimated to be over 2% times
higher than the $1.2 million first proposed in the Draft EIS.
Extensive park and recreational activity is found on the Olentangy,
even downstream from the Scenic River segment, and additional park-
lands are proposed in this area. The City of Worthington has
expressed concern over the desirability of the outfall location and
its willingness to provide the final right-of-way for the outfall.
The alternative chosen is to discharge effluent adjacent to the
treatment plant into the Olentangy River, just above the Delaware-
Franklin County line, with effluent quality appropriate to protect
stream life. A Settlement Agreement on this location was reached
early in 1974 between the Delaware County Board of Commissioners and
the Metropolitan Park District Board of Commissioners. Discharge
Scioto basin flows traveling to the Jackson Pike Plant will be
discharged through the existing outfall into the Scioto River.
2« Outfall Design
Of the four outfall types discussed obn Section F-2 of Chapter
3, types III and IV provide a quick mixing of the effluent and river
water, but produce a zone of concentrated effluent across the river
which caused heavy fish depletion and a barrier that adversely
affected fish movement and migration. In contrast, the effluent
4-24
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leaving a Type I outfall traveled a greater length of the river
and required a longer time before it became completely mixed with
the water across the stream. Thus, the effluent underwent a better
dilution and natural purification. The mixing zone in this type of
design contained less concentrated sewage effluent when compared to
the other three types of outfalls. From the standpoint of fish
and aquatic life protection, the primitive Type I outfall is a better
design than the other more complicated types (Tsai, 1971). It is
recommended for the Delaware County treatment plant. The outfall
will be submerged, in order to prevent excess foaming.
H. Summary of the Proposed Action
1. Treatment Plant
The treatment facility will be located above the Delaware-
Franklin County Line, between the Olentangy River and state
route 315 (site OR-3), as proposed in the Facilities Plan. It
will initially be a 1.5 MGD plant, expanding by the end of the
20-year planning period to 3.0 MGD. Peak flows for each phase
will be 2.25 MGD and 4.5 MGD, respectively. The Scioto basin
flow, from Muirfield Village and Shawnee Hills, will be treated
at the existing Jackson Pike plant in Columbus.
2. Interceptors
A new system of interceptors will be built to serve the
Olentangy Environmental Control Center, in three phases. Phase
I will serve the Alum Creek Lake and Westerville Reservoir areas,
Powell Road east of S.R. 315, and a residential area north of Powell
Road west of S.R. 315. Phase II extends to serve additional areas
south of Alum Creek Lake. Sewers will extend up to Powell and Home
Road in the Olentangy basin, branching to serve the Carriage Road
area and more of Powell. Phase III extends around Alum Creek Lake
4-25
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and adjacent areas, and in the Olentangy basin up to Delaware -
Township. Muirfield Village and Shawnee Hills, in the western half
of the Scioto basin, will be served via Dublin. The remainder of
the Delaware County planning area within the Scioto basin will be r -
served by Delaware County or by Columbus, pending the results of a
cost-effective analysis at the time that sewer service is desired
for this area.
3. Treatment Processes
Tertiary sewage treatment will consist of a 2-stage biologi-
cal activated sludge process, including phbsphorus reduction followed
by rapid sand filtration. Disinfection will be accomplished by
ozonation. A high quality effluent will result. The discharge per
permit for the facility is shown in Appendix A.
4. Sludge
The sludge generated by the treatment process will be
aerobically digested and trucked to a state-approved sanitary
landfill site. Use of sludge for sodfarming may be a viable
future alternative.
5. Discharge Point
Discharge will be adjacent to the treatment facility, just
above the Delaware-Franklin County line.
4-26
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CHAPTER 5
ENVIRONMENTAL_EFFECTS OF PROPOSED ACTION
A. Water Quality and Quantity
1. Flows
A schematic presentation of the adjusted minimum release
7-day, once in 10-year low flow along the Olentangy River is
given in Figure 5-1. When the Olentangy Environmental Control
Center is constructed, it will be sized to discharge 1.5 MGD
(2.33 cfs) of effluent into the Olentangy River just above the
the Delaware-Franklin County line and be expanded to 3 MGD
(4.65 cfs) by the end of the 20-year planning period. To arrive
at the flow value used in Figure 5-1, it has been assumed
that Del-Co Water Company would not withdraw water from the
Olentangy River during 7-day, once in 10-year low flow periods.
This assumption is justified by the fact, that, during low
flow periods, the intake would be so close to the river bed
so that, for drinking purposes, extensive purification work
would be required to remove the silt content and turbidity
from the raw water. The Del-Co Water Company has a storage
reservoir with a capacity to meet 60-day water demand by its
customers, and the Company plans to expand the reservoir to
«
a 90-day capacity (Gilbert, 1975). One of the objectives of
expanding the storage reservoir is to reserve water for dry
weather periods during which withdrawal and purification of
water from the Olentangy River would be difficult. This will
also prevent the aggravation of low flow stream conditions.
Muirfield Village uses water from the City of Columbus.
The Del-Co Water Company and the City of Delaware are the sole
5-1
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sources of surface water supply systems serving the remaining
planning area. The water withdrawn by the Del-Co Water Company
would be returned to the Olentangy River in the form of sewage
effluent, shortly downstream of where it is withdrawn, except
for the losses due to consumption, exfiltration, evapo-transpiration,
and the part of the surface water which would be regionalized in
the Scioto basin. This is a long-term, beneficial impact, of
Class II irreversibility. Whatever transfer of Del-Co water
from the Olentangy basin to the Scioto basin, occurs through regional
treatment would be a long term, adverse impact, of Class II
irreversibility. However, the magnitude of this will be extremely
small unless the remainder of the Scioto basin in the Delaware
County planning area were to be served by Columbus. Also, the
Olentangy River joins the Scioto, so flows would remain within
the greater drainage basin.
The irreversibility of environmental impacts is divided into
two groups for this report. Class I impacts are those which
are absolutely irreversible, such as labor and fuel. Class II
impacts are for all practical purposes irreversible, unless
very extensive and costly efforts are made to alter them.
Examples of these impacts would be major treatment plant
structures, and large scale biological changes.
Streamflow in the Scioto River and Alum Creek will be virtu-
ally unaffected by this project. Phasing out septic systems
will alter the water regieme slightly, by returning water to
the Olentangy rather than to the soil. This will slightly
tend to reduce groundwater recharge, which would be a long-term,
adverse impact of Class II irreversibility. However, an increasing
5-3
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proportion of this water will be supplied by the Olentangy,
rather than from groundwater as discussed in Chapter 2. This
factor greatly reduces the significance of this particular impact.
2. Waste Loads
The waste loads and their geographical distributions were
investigated and compiled in the Scioto River BasinWaste Load
Allocation Report (Ohio EPA, 1974). This report was the result
of a basin plan study specifically required by Section 303(e)
of the Federal Water Pollution Control Act of 1972. Table
5-1 tabulates the existing loads of BOD , total dissolved
solids (TDS), ammonia (NH ), and fecal coliforms in the Olentangy
River reach between the Delaware Dam and the river mouth, at
the confluence of the Olentangy River and the Scioto River
in Franklin County. Their allowable loads (Ohio EPA, 1974)
are also indicated in Table 5-2. The allowable loads were
derived from the assumed low river flow of 9.7 MGD (15 cfs)
and the water quality standards for the Olentangy River in
the Scioto River Basin Waste Load Allocation Report. This
low flow differs from the adjusted minimum release 7-day,
once in 10-year low flow of 4.7 cfs at the site, which is
less than one-third of the amount used for calculation in
the waste load allocation program. The safety factor assigned
in the waste load allocation program is approximately 2.0
or slightly larger, which will not be able to provide the
marginal safety if the adjusted minimum release 7-day, once
in 10-year low flow does occur. Even the historical modified
7-day, once in 10-year low flow is 9.7 cfs at the county line,
or about two-thirds of the flow used for modeling.
5-4
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Table 5-1. Waste Loads of the Olentangy River Reach Between
the Delaware Darn and the River's Mouth
Variables
Load entering from
upstream
Load Added this Reach
Allowable Load
BOD 5
Ib7day
178.2 «...
59.4
768.1
*too
IDS
in Ib/day
22,194
4,293
20,250
numerous
NH3 as N
in Ib/day
14.8
113.5
117.1
to count
Fecal Col i form
in 10lO/day
19.48
tntc*
7.35
Source: Ohio EPA, 1974
Table 5-2. Comparison Between the Waste Load of the
Proposed OECC Plant and the Allowable
Load of the Olentangy River
A S& Hr*i«a
in mg/l(MPN/100 ml) \^^} (1° /da
BOD,-
0
TSS
IDS
NH3as N
Fecal
Col i forms
Phosphorus
Oil & Greases
Chloride
8.0
8.0
596
0.5
(200)
3.0
10
90
200.4
200.4
14,930
12.55
(2.27)
75.15
250.5
225.45
Allowable Load of the
Olentangy River with
x Built-in Safety Factor
y) in Ib/day (1010/day)
768.1
—
20,250
117.1
(7.35)
—
—
10,125
Source: Ohio EPA, 1974
5-5
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The pollutant loads from the proposed plant based on its
projected 20-year capacity of 3 MGD and its designated effluent
quality standards are presented in Table 5-2. All parameters
appear acceptable. This is a long term, beneficial effect
which would be reversible, if treatment levels were decreased.
3^ Water Quality
Based on the initial design capacity (1.5 MGD) of the pro-
posed plant, a computer simulation was conducted using the Ohio
EPA computer model of the water quality conditions (Burgess &
Niple, Ltd, 1974) for the river segment between the proposed
plant site with discharge just above the Delaware-Franklin
County Line and the U.S.G.S. gage station approximately 2.6
miles downstream from the site. The river dilution flow was
assumed to be 8.6 MGD (13.3 cfs), the water temperature 25° C,
and the flow velocity 0.33 feet per second. This 8.6 MGD flow
is slightly less than the 9.7 MGD flow used by Ohio EPA to cal-
culate the wasteload allocation. However, it is higher than
both the historical modified 7-day, once in 10-year low flow of
6.27 MGD and the adjusted minimum release 7-day, once in 10-year
low flow of 3.05 MGD. The dissolved oxygen (D.O.) concentration
and BOD5, NH,, and organic nitrogen loads were calculated by the
computer program. This program is based on the Streeter-Phelps
equations for mixing two pollutant streams. The computer results
are given in Appendix F.
In Appendix F two D.O. sags are noticed at the mixing
points of the proposed Delaware County plant and the Worthington
Hills STP. However, all the D.O. values are well above the 6.0
mg/1 standard promulgated by the Ohio EPA for this river system.
5-6
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An increase of 0.02 mg/1 of ammonia concentration from the
upstream concentration of 0.5 mg/1 is calculated at the mixing
point of the plant. This increase is attributable to the
effluent of the plant. The ammonia concentration remains
approximately constant with flow downstream and experiences
a rise of 0.31 mg/1 at the mixing pbint of the Worthington
Hills STP. The stream water,quality standard for NH in this
river segment is 1.5 mg/1, therefore, no violation of ammonia
concentration is anticipated from the proposed action. This
would be true at the point where an extended outfall would
discharge as well. As discussed in Chapter 4, this level
of NH is sufficient to protect aquatic life in this river
segment.
The flowing load of BOD at the proposed site would be
270 pounds per day (Appendix F) which would be less than the
allowable BOD load (Table 5-2)established in the Waste Load
Allocation Report. The waste load of ammonia at the proposed
site would be 36 pounds per day of nitrogen compared to the
allowable load of 117.1 pounds per day (Appendix F). Therefore,
no violation would be observed. The organic nitrogen load at
the proposed site would be 89.0 pounds per day. No allowable
load for organanic nitrogen has yet been promulgated. It
should be noted that this computer simulation is based on
a low flow of 8.6 MGD (13.3 cfs) which is higher than the
low flows developed for this site in Chapter 2. To quantify
the effects when the historical modified or the adjusted
minimum release 7-day, once in 10-year low flows do occur,
additional computer simulation would have to be conducted,
5-7
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both for developing a new waste load allocation and for modeling
the instream water quality conditions.
No apparent violations of the present water quality standards
and allowable waste load allocations would be caused by the pro-
posed treatment facility. It is anticipated that some violations
would occur if the historical modified or the adjusted minimum
release 7-day, once in 10 year low flow is reached, because
the present waste load allocations are based on a higher low
flow value than these values. The long-term effect to water
quality would be beneficial, until flow becomes very low,
below the value used to calculate the present waste load
allocation, when the effect becomes detrimental. Inadequate
treatment could make these effects uniformly detrimental.
However, the facility is designed to provide a very high degree
of treatment.
Phasing out the overloaded Worthington Hills package plant in
1977 will aid in improving water quality in the Olentangy. This
action is not included in the scope of the proposed project,
however. The Olentangy Interceptor to Columbus terminates by
the Worthington Hills facility, but the plant's'flow has not yet
been incorporated into the Columbus system.
The proposed improvements and an upgraded permit for the
Delaware City treatment facility will likewise benefit the
Olentangy River. These improvements are also beyond the scope
of this EIS. Water quality in the Scioto River and in Alum Creek
will also be improved, due to the gradual phasing out of malfunc-
tioning septic tanks in the service area, and a reduction in the
percentage of new septic tanks installed. This is a long term,
5-8
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beneficial effect, which would be reversible if use of the
central sewerage system were decreased.
4. Impacts
The water temperature, pH value, concentrations of dis-
solved oxygen, nitrate, total dissolved solids (TDS), chloride,
dissolved iron, chromium, zinc and copper are well within the
present water quality standards. Considering that the effluent
from the proposed plant would have at least 6 mg/1 of DO,
maximum BOD5 of 8 mg/1, and the present allowable waste loads
for BOD and none of these should present significant problems.
These impacts are benficial and long term, but could be threat-
ened by less adequate treatment. Extreme low flow would create
adverse impacts, due to the comparatively high figure used for
the low flow value in the waste load allocations.
Ammonia standards are reported to have been violated approxi-
mately 10 per cent of the time in the past samples. (Ohio EPA,
1974). Under the assumption that the waste load allocation
program (Ohio EPA, 1974) would be successfully implemented,
the instream ammonia concentrations would be so reduced that
the ammonia concentration at the mixing point of the proposed
plant site would be within the 1.5 mg/1 limit at all times.
This is a long term benefit which used for calculating the
present waste load allocation.
The fecal coliform concentration of the river water has
been reported many times as "too numerous to count" (Ohio
EPA, 1974). The same situation has occurred throughout the
entire river segment, indicating that it is highly polluted
5-9
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by municipal sewage. (Municipal sources are specified be-
cause among the total source loads of BOD5, TSS, phosphorus,
NH , and total Kjeldahl nitrogen. The municipal sources account
for more than 95 per cent and their discharges correlate well
with the fecal coliform loads). These municipal sources include
the Delaware Sewage Treatment Plant and small package treatment
plants of various commercial facilities and educational insti-
tutions (Ohio EPA, 1974). Septic tank runoff also contributes
to increased colifrom levels in the area is streams. The ef-
fluent limitation on fecal coliforms is 200 per 100 ml, thereby
assuring that the fecal coliform load from the proposed plant
is kept within the allowable load standards of the stream.
To achieve this goal, the plant will be designed with an ozone
system for disinfection. The public health aspects are long
term and benficial, if not reversed by inadequate treatment.
The biological implications of this are discussed in Appendix H.
Discontinuing the use of septic tanks and package plants
will help to improve water quality. Improved operation of existing
sewage treatment facilities must also be persued to effect stream
clean-up. The Worthington Hills treatment plant is to be phased
out in 1977. The City of Delaware is proposing treatment improvements
in its Plan of Study. A cleaner water supply for Delaware County
and Columbus will result from this project, which is a long term,
beneficial, reversible impact. The water supply reservoirs will
be protected and the Del-Co water company's Olentangy intake will
withdraw cleaner water.
No effluent quality standards have been established for
other constituents such as iron, cadmium, chromium, zinc,
5-10
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and copper. Any industrial wastewaters which contain high
concentrations of these constituents would be adequately pre-
treated in accordance with EPA regulations before discharge
into the sewage collection system.
Wells located downstream from the proposed sewage treatment
facilities along the Olentangy River at Worthington Hills will
not be adversely impacted by the treated effluent. Septicity
from BOD levels will not harm wells. Nutrients are not considered
a defined pollutant with respect to drinking water, so no impact
is anticipated. Nitrate levels in the treated effluent will be
1.0 mg/1 as nitrogen, or less. Drinking water standards are 10.0
mg/1 as nitrogen. Disinfection of the effluent will assure very
low coliform bacteria levels. In addition, penetration of water
through soil or sand to the water table filters out bacteria.
Some adverse impacts on water quality can result from the
project construction. Erosion and siltation problems associated
with sewer construction, dissolved oxygen depletion, BOD, and
turbidity associated with the dredging activities for sewer
river crossings and outfall work are the major concerns.
Erosion due to plant construction could have some effects
on water quality such as increase of turbidity, total suspended
solids, and total settleable solids. Upon discharging these
materials into the river, siltation might result in the down-
stream segment where flow velocity decreases below that required
to maintain the load in suspension and it drops out, modifying
the channel form. Turbidity of the water will occur, even with
low levies of sediment being added to the water. These impacts
will be largely mitigated by sediment basins and other erosion
5-11
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control techniques at the construction site.
Dredging activities required by the construction of sewer
river crossings and effluent outfall structures may cause some
water quality problems. Turbidity will increase, particularly
if there is much silt and clay in the riverbed. Dissolved
oxygen depression would be a consequence of the high chemical
oxygen demand by the re-entrainment of river bed sediments,
particularly if this occurs during warm weather. Levels of
total sufides, usually considered toxic substances and chemical
compounds of high oxygen demand, would increase near a dredging
site (Jeane & Pine, 1975). Although the river bed of the
Olentangy River is essentially of calcareous nature, the low
stream velocity at low flow cannot preclude the existence
of some organic sediments. The dissolved oxygen depletion
may occur during dredging periods, but will not be so significant
as reported elsewhere where it dropped below 4.0 mg/1 (Jeane
& Pine, 1975), because of less organic content of the bottom
sediments of the Olentangy River. The degree of depletion of
dissolved oxygen due to river dredging cannot be quantified
without knowing the oxygen demand of the river sediment. Some
fo these impacts are short term, as turbidity while others are
long term, as sedimentation. These will be largely mitigated
by control measures, but the remaining impacts are adverse,
and are essentially irreversible (Class II).
B. Air
1. Air Quality
The anticipated emissions of total suspended particulates
and sulfur dioxide from the proposed treatment plant are of a
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minor nature, similar to that of space heating for a small
industrial facility. No incineration of sludge is proposed
for Delaware County.
Residential development is anticipated to increase with
the advent of central sewage treatment facilities in Southern
Delaware County. This, along with associated commercial and
industrial activity, will have some adverse impact on future
ambient air quality. This a long term adverse impact of irre-
versibility Class II. This change must be taken into account
for any new point source requiring an air quality permit.
Any carbon monoxide mantenance problems developing along
transportation corridors will be addressed in highway Environ-
mental Impact Statements.
2. Air-Borne Pathogens
Research has demonstrated that microorganisms are emitted
to the atmosphere by aerosols generated from sewage treatment
processes (Fair and Wells, 1934), (Randall and Ledbetter, 1966),
(Adams and Spendlove, 1970), (Pereira and Benjaminson, 1975).
Extensive literature reviews by USEPA (1975-d) and Hickey and
Reist (1975) have been inconclusive about the existence of a
health risk, at the present level of scientific knowledge. It
is, therefore, the conclusion of USEPA that no demonstrable
health hazard has been shown to exist with respect to the
operation of activated sludge facilities, such as those
proposed by Delaware County.
As the aerosols leave the sewage treatment plant the local
microclimate affects their dispersion patterns and microbial
survival rates. The bacteria and viruses will remain viable
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and travel farther, in general, with increased wind velocity,
increased relative humidity, lower temperatures, and darkness.
Resistance to environmental stress and increased viability also
is highly dependent upon the particular species and its life
cycle stage.
Studies have indicated rapid aerosol bacterial die-off with
increased distance from the source (Ledbetter and Randall,
1965). For example, downwind from a trickling filter treatment
plant coliform bacteria were found to be on one occasion:
100 yards 159/m3
300 yards 70/m3
600 yards 7/m3
0.8 mile 3/m3
At another plant, these results were obtained:
130 feet 490/m3
300 yards 183/m3
0.5 mile 109/m3
(Adams and Spendlove, 1970)
Although we know that respiratory and intestinal pathogens may
be present in aerosols downwind from sewage treatment facilities,
we have no sound basis for making conclusive judgments as to the
public health significance of this fact. The infection mechanism,
once bacteria are inhaled or ingested, is not well enough documented
to determine the threshold dose of the organism necessary for in-
fection traceable to treatment works.
The significance of air-borne pathogens from sewage treatment
facilities to the human population is presently the subject of an
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epidemiological research study by EPA, scheduled for completion
by January, 1977. The John Egan Water Reclamation Plant of the
Metropolitan Santiary District of Greater Chicago at Schaumburg,
Illinois, has been the subject of this two year study, calcu-
lated to compare the health of 1000 randomly selected surrounding
households before and after the treatment facility was put in
operation. Periodic clinical examiniations of volunteer residents
and health experience surveys are being employed for this purpose.
Ambient air, water, sewage, and soils will also be sampled for
the presence and quantity of infectious bacteria, viruses,
and parasites.
The aeration tanks of the proposed Olentangy Environmental
Control Center, when measured from aerial photographs, are about
1900 feet (0.36 mile) WNW from the bluff overlook point of
Highbanks Park (Figure 5-2), about 3600 feet (0.68 mile) SSW
from the central picnic area of the Park, and 4800 feet (0.91
mile) SSE from the northern picnic area of the Park. Prevailing
winds are from the south and south-southwest, as illustrated
in the wind rose of Figure 5-3. Thus, winds crossing the
treatment facility will also cross portions of Highbanks Park
under prevalent conditions. However, the distances present
assure considerably reduced levels of microorganisms in the
aerosols generated in the sewage treatment process. As pre-
viously discussed, the actual viability is influenced by a
number of environmental variables, in addition to distance.
While there has been no demonstrated evidence of any public
health hazard from microbe transmission in sewage treatment
aerosols, the intent, purpose, and spirit of the National
5-15
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5-16
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Figure 5-3
N
LEGEND
ALL STABILITY CLASSES COMBINED
1-3 4-6 7-10 11-16 17 +
KNOTS
SE
ANNUAL WIND ROSE
Source: Malcolm Pirnie, Inc., 1975.
5-17
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Environmental Policy Act (NEPA) indicate that adverse impacts
should be mitigated if reasonably discernable. Presently the
adverse impacts are not so discernable, in light of both the
current state of scientific knowledge and the distances generally
prevelant from the areas of intensive use in Highbanks Park. If
future evidence, such as that derived from epidemiological studies,
indicates that the proposed Delaware County sewage treatment
facilities present a demonstrated public health hazard, miti-
gation would be in order and required to be implemented.
If total suppression of aerosols were then deemed necessary
the aeration tanks could be covered and the air treated to
remove the aerosol droplets prior to discharge outside of the
enclosure. A preliminary capital cost approximation for this
was provided by EPA's Municipal Ehvironmental Research Laboratory
in Cincinnati. Actual costs would reflect such variables as
foam, humidity, condensation traps, accessibility to diffuser
equipment, filter housing, and aesthetic mitigation. This
preliminary analysis determined that the aeration basins would
be provided with six-inch thick concrete covers and that each
basin would be equipped with a separate set of dual filters
for air treatment prior to discharge to the atmosphere. The
first roughing filter would be constructed similar to a mist
eliminator, and the polishing filter would be made of a fiber-
glass matting material. The estimates are as follows:
Tank cover costs $49,400
Filter costs 1,000
Ductwork costs 9,000
Subtotal T59,400
Total Capital costs $71,000
(120% of subtotal)
5-18
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The filters would have to be periodically changed as a part of
the maintenance program. Air would pass through the filters
from the aeration pressure. The covering would be designed not
to retard the aeration process.
In addition to the epidemiological study discussed above,
EPA is funding a study comparing the health of sewer maintenance
workers and highway workers in Cincinnati, Ohio. These studies
and other research programs which will be pursued will help in
evaluating the public health aspects related to sewage treatment
facilities. If a health hazard from aerosols is, in fact, demon-
strated, aerosol suppression methods will be studied and installed.
C. Land Use
1. Primary Land Use Impacts
Immediate land use changes occuring from the proposed action
will be at the treatment plant site and along interceptor routes.
The Olentangy Environmental Control Center will be located in what
is presently farmland. Interceptors will follow existing rights-
of-way when possible, about half of the time. Most interceptors
will follow road alignments or stream drainage patterns.
Surrounding land uses — farmland, parkland, and residential
areas — will be impacted by the treatment facility, although
these impacts have been greatly reduced through various mitigative
measures. After construction is completed, architectural treatment
and landscaping will contribute to the attractiveness of the treatment
plant site, and largely screen it from surrounding areas. The exten-
sive odor and noise controls will be discussed in Section F of this
chapter. The treatment plant is a long-term, adverse structure
serving a beneficial purpose. It is in irreversibility Class II.
5-19
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Revegetation of the interceptor routes will help to blend
them into their surroundings. No exposed pipes will be present
in the interceptor system, except those crossing beneath bridges.
Stream crossings of interceptors will be buried.
Interceptors are long term, beneficial structures of irre-
versibility Class II. Their construction causes short term
adverse impacts which may be mitigated to a large extent.
Building materials, labor and energy for both the plant and the
sewers are irreversible Class Ix long term commitments with
short term beneficial aspects to the economy from their con-
struction.
Energy will be consumed in project construction. This is a
short term, irreversible (Class I) adverse impact. Energy
will also be required for treatment plant operation and force
main pumping. This is a long term, adverse impact which is
in irreversibility Class I.
Sludge disposal will occur at an approved sanitary landfill
site. This should minimize the hazard of ground water contamin-
ation from landfill leachate. If land application of sludge is
later utilized, such as for sod production, properly chosen
sites and correct seasonal application will minimize water
pollution. The use of trucks for sludge transport to the landfill
site may create a slight adverse traffic nuisance in some areas,
with Class II reversibility. Route planning and timing
will serve to minimize this problem. Landfilling sludge is
a long term, adverse impact of Class II irreversibility. It is
less beneficial than returning the sludge nutrients to the land.
5-20
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2. Secondary Impacts on Land Use and Growth
Secondary impacts of the treatment plant and interceptors
may include those associated with industrial and residential de-
velopment, changes in land values, shifts in the centers of
retail trade concentration, shifts in the location of the
most attractive recreational sites, and changes in the pattern
of recreational activities. Secondary impacts on growth which
derive from the proposed action are determined by a comparison
of the amount and types of development which would occur without
the project, the "no-action" alternative.
One secondary growth impact resulting from implementation
of the proposed action would be an increased rate of growth
in population and in economic activity in the project area.
However, if no public sewering were to be provided throughout
the project area, there would still be some growth, because
the project area is highly attractive to residential and light
industrial development and on-lot systems could be designed to
accommodate new growth. Population growth is a long term im-
pact, reversible, beneficial to the local economy, but adverse
to the existing environment. The absence of public sewering
will not preclude development, unless a building ban is re-
issued for the area but will instead alter development patterns
:and rates as determined by the present county septic tank and
package plant controls. Section c-3 of Chapter 4 has shown that
initial costs to the homeowner will be roughly comparable either
for on-lot or the central treatment system.
5-21
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Because of poor local conditions for septic systems, a building
ban was previously in effect before the development of plans
for a central sewage system.
Patterns of growth will be influenced by the interceptor and
collector sewer configuration, because it is less costly to
connect collecting sewers close to the main sewer lines.
This will be particularly true when the sewers follow roads.
Part of the relative increases in rates of population growth
that could be caused by the proposed action relate to the
construction of additional higher density housing, such as
apartments and trailer courts, and planned unit developments
(PUD), if permitted by local zoning.
The increased growth of population potentially attracted by
public sewering would cause a number of related impacts. These
impacts would be moderate compared to the growth occuring without
the proposed action, as some growth would occur under those circum-
stances. However these impacts could have a large absolute impact
on the environment, when compared to the existing environment
without the proposed action and the existing population.
The impacts are:
Increased erosion
Increased stormwater runoff
More polluted stormwater runoff
- Reduction of prime agricultural land and wildlife
habitat
Development pressure on remaining farmland
Increased siltation in local stream
- Air pollution increases
5-22
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Increased burdens on school systems road and other
public services.
Increased solids waste volumes.
Increased erosion would result from construction of new
homes and other buildings on the easily erodable soils that
exist in most parts of the project area. Increased siltation
in local streams would result from increased soil erosion on
t. rj + tt
the slopes. This siltation could combine with increases in
stormwater runoff to produce increased flood levels during
rain storms. Increased stormwater runoff would result from
increases in impermeable areas resulting from increased
development. Erosion control requirements in the area, if
initiated, would aid in greatly reducing these impacts. More
polluted stormwater would primarily result from rain flushing
oils and other petro-chemicals from paved areas. Estimating
the quantitative measure of stream pollution resulting from
urbanization is very difficult. Stormwater retention basins
and a stormwater pollution abatement program could minimize
these adverse effects. Soil loss is an adverse long term impact
of ineversibility Class II.
New housing will remove land from agricultural and wildlife
uses. Zoning could aid in retaining these land uses. The remaining
farmland may undergo intense pressure for development via taxes
or other mechanisms. Taxation and zoning methods could seek
to retain prime agricultural land in active farming uses. These
mitigative measures would have to be initiated at the state
or local levels. Farm land and habitat loss are long term
adverse impacts of irreversibility Class II.
5-23
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In general, increased growth would increase the local
costs of providing various community services, such as schools,
and roadsx but presumably would be accompanied by an expanded
tax base. It is quite possible that revenues gained from
this increased growth would not completely cover the extra
expenditures necessary to provide the services to support
the growth or that there would be a lag time between the need
for the services and the ability to initiate and/or fully
finance the services. Local planning efforts here are essential
to minimize or reduce this problem. These would be adverse
impacts of short to long term duration which are reversible.
Present solid waste service in southern Delaware County is
provided by private haulers, with disposal at the approved
Butterfield sanitary landfill which is also privately owned.
It has an anticipated service life of ten years, based on serving
a population of 15,000. Assuming a per-capita quantity of 3
pounds per day, an average rate of 7,500 tons of refuse through
1990 will be produced in this part of the county (assuming a
1990 population of 30,000). Several sites in the county are
suitable for future landfill development. One in particular is
a clay pit in the vicinity of Sunburg and Galena. The 100 acres
available for landfill development would have an estimated service
life of 40 years for all of Delaware County.
An energy/resource recovery facility would be an alternate
to landfilling solid waste. Metals and glass would be recycled,
compostable substances could be used for agriculture, and other
burnable substances could serve to generate electricity, such as
5-24
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as at a system proposed for Columbus.
A number of other impacts which might result from the
implementation of the proposed action are directly related
to the types of growth and development that are facilitated
by public sewering. These impacts are:
Leapfrog development, whereby suitable areas in
northern Franklin County might be bypassed
Increased speculation
Changed spatial locations of new subdivisions with
respect to streams
Lower total cost of sewage treatment over the long
term.
Public sewering may possibly cause development to leapfrog
past areas in Franklin County which have not yet developed to
an extent commensurate with efficient utilization of their
sewers and roads. The advent of public sewering, would in-
crease development in the project area somewhat more than
the "no action" alternative. Hence, the amounts of excess
development will be proportionate and only slightly leapfrog
beyond that which is now taking place and likely to continue.
Extensive and rapid development is occuring in northern
Franklin County at the present time. Speculation, which is
already generally high in areas expected to receive public
sewering, is not expected to be greatly increased. These are
adverse, short term impacts which may be reversed.
The Delaware County septic tank ordinance would encourage
choppy development patterns of homes on large lots. Subdivisions
of greater than four units require waste treatment through
means other than septic fields; package plants must discharge
5-25
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into continuously flowing streams. Hence, without central
sewage treatment, development of the larger subdivisions with
package plants would be largely restricted to the proximity
of perennial streams. With the proposed project, development
of subdivisions could occur in a greater variety of locations
and would tend to cluster near the interceptors for economical
sewer layouts. Real estate development would not be attracted
to perennial streams for sewage treatment reasons,, except where
the interceptors and streams parallel each other or for aesthetic
reasons. These are long term, Class II irreversible impacts
which are generally beneficial. Stream corridors are ideal
areas for recreation and preservation of open space and high
quality natural environments. This could be accomplished
if appropriate land use controls or incentives were adopted
locally.
The costs of first building a septic field or package
system and then, at some time in the future, replacing it
with a public sewer connection are duplications of expensive
items as has been shown in Chapter 4, and therefore costly
in terms of both public and private capital. Tapping into
the new system will be mandatory only for homes constructed
in 1969 or later, or for homes designated to tie in by the
County Commissioners.
3. Planning Needs
Current growth pressure in the project area will necessitate
vigorous local and regional planning. These growth pressures
both complicate and magnify the importance of the planning
5-26
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process. Population will grow significantly, employment struc-
tures will change, and already high accessibility will increase
in all portions of the project area. Growth is anticipated
under any of the alternatives for sewage treatment, but is
expected to occur more rapidly with a central sewage system.
Development pressures, unless properly guided, will degrade
valuable local recreational, scenic, and natural resources
and burden municipal services. Many mitigative measures can
be locally initiated to reduce the primary adverse effects
of this particular project, as discussed in the preceeding para-
graphs. However, planning to mitigate secondary impacts will
necessitate implementation of an overall planning program that
is well coordinated between the local, county, and regional
levels, not crisis-oriented, and dynamic in its ability to
meet a changing social and technological environment and future
contingencies. This must be accomplished at the local rather
than the federal level, because EPA has limited land use imple-
mentation ability.
Some of the possible types of local participation and
regulation which would serve to mitigate the secondary growth
impacts of the proposed central sewage system are:
a. Flood plain management
Federal flood insurance program (Chapter 1)
Local zoning and land use controls for flood
plain development
b. Stormwater management
Non-point pollution source study in 208 planning
area
5-27
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- Retention of wetlands and other natural
areas
Site design requirements for run-off control,
particularly for large developments
Stormwater retention systems and other storm-
water systems designed to reduce adverse water
quality impacts
c. Erosion and sedimentation control
Land use controls for steep slope development
Agricultural soil conservation techniques
Construction site management
d. Agricultural land preservation
Reduced real estate assessments for non-development
for a certain time period
Transferable development rights; allowing farm
owners to sell their development rights (not their
property) to a developer, who may build with a
higher density in a more developed area.
D. Biology
1. Terrestrial Biota
The proposed treatment plant site is presently a culti-
vated field. The only trees on the site are those along the
river bank on the east side of the site. These trees are the
typical river bottom species that are commonly found throughout
the county. They include cottonwood, sycamore, boxelder, maples,
and oaks. These trees will not be affected by this project and
serve as a portion of the buffer between the plant and the
areas across the river, in addition to the site landscaping.
The plans for the treatment facility include the planting of
various evergreen and deciduous trees around the site to
provide a scenic and aesthetic buffer. The planting of these
5-28
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additional trees is desirable because they would provide
food and cover habitat for the various birds in the area.
The wildlife that might live along or near the river banks
adjacent to this site should not be significantly affected
by the operation of this plant and those directly displaced
would be able to migrate to natural areas near the treatment
facility, if the populations in the remaining natural areas
were small enough to accommodate these additional individuals.
Problems would arise if the adjacent habitat were too small
to hold additional individuals, or if noise levels from the
treatment facility were too high for wildlife to tolerate.
The woodland vegetation to be crossed by the interceptor
lines for this project include such upland associations as
oak-hickory areas, beech-maple areas, and river bottom areas
which contain sycamore, cottonwood and boxelder trees. The
oak-hickory association is found on many sections of the hill-
tops where the soil is low in lime content, well-drained, and,
in most instances, sandy. These trees grow in soils which have
a fairly low pH; thickets of laurel, blueberries, and huckle-
berries are prominent as their understory. The more prevalent
upland wildlife species in these areas include such species
as quail, rabbit, squirrel, large mammals such as deer, smaller
mammals such as mice, moles, and shrew, and a variety of passerine
(perching) birds. In addition, some higher food chain carnivore
species such as hawks, owls, foxes, and skunks presumably
inhabit these areas and have stable populations.
The beech-maple association and the typical river bottom
5-29
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sycamore-cottonwood-boxelder areas are common along the streams
and river areas in the county. These tree types are character-
istically found in the lower elevations, along watercourses,
that have moist soil conditions. Wildlife species common in
the upland forest areas are also usually found in these areas
in fairly abundant numbers. Such species as the muskrat, mink,
river otter, raccoon, possum, reptiles, and amphibians are
presumably also abundant in these areas.
The use of various highway rights-of-way to install the
interceptor lines will greatly reduce the amount of vegetation
to be removed in construction. About 50% of the interceptors
are planned to follow existing rights-of-way. The use of
rights-of-way is the more acceptable method for placement of
pipelines, because this location causes much less disruption
to the environment than crossing tracts of natural areas. The
wildlife in the areas that must be crossed by open trenches
would be temporarily displaced to similar habitat areas nearby,
Revegetation of construction routes will aid in habitat restor-
ation.
Interceptor routes will avoid the significant natural
areas of the county, (see Figures 2-3 and 3-1).
The adverse impacts of the facility and interceptors on
terrestrial biota have been largely reduced to short term
impacts, which are reversible.
2. Aquatic Biota
The possible adverse effects of chlorine and ammonia on
aquatic life have been discussed in Chapter 4 and Appendix H.
5-30
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Although this facility will not violate the present waste
load allocation, its effluent will change the present stream
conditions, because the concentration of substances in the
effluent will not be identical to their present concentrations
instream. These additions of substances from the effluent
will probably alter the stream ecology. This is because different
species have different tolerances of the various substances
found in water. For example, the increases in nitrogen and
phosphorus will alter the numbers of species and kinds of
species of algae in the stream. This change in composition
of the aquatic food supply will affect the numbers and kinds
of species which feed upon the algae, and so on, to other mem-
bers of the aquatic food chain. The nature and extent of these
changes is extremely difficult to quantify. These impacts are
short term and reversible, if the old species can migrate to
the area from upstream. The impacts may be adverse below
the outfall. At the same time, upstream segments of the Olentangy
and the other streams will be benefitted as septic tanks are
removed and water quality improves. Other streams will receive
receive a similar benefit from sewering.
Stream temperature may also be affected by the effluent
temperature. This could also affect the composition of stream
life or their reproductive patterns. This effect cannot be
quantified at this time.
Sedimentation resulting from erosion can be harmful to
aquatic plants and animals. Suspended sediments can obstruct
the amount light penetrating to the stream bottom and this
5-31
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can adversely affect the bottom-lying and floating microscopic
algae. Siltation can blanket animal habitats, clog gills and
respiration and interfere with filter-feeding or sight-feeding
species. As discussed earlier, these adverse impacts are
anticipated to be substantially mitigated, but would be of irre-
versibility Class II.
Five species of mollusks and fish which have been found in
this part of the Olentangy River have been listed by the State
of Ohio as endangered. It is very difficult to evaluate their
present status in the river. Locating rare species is difficult
simply because there are so few of them. In addition, the spotted
darter lacks an air bladder, which makes it difficult to catch
by the conventional fish-survey methods. The exact ecology of
these particular species is not well understood, which complicates
an evaluation of why these particular species are endangered.
Some generalizations can be made, however. Ohio mollusks have
a greatly reduced habitat, because of construction of artificial
lakes. These animals can dwell in natural, free flowing rivers,
but not in impoundments. Channel modification eliminates the
natural variability of a stream bed, with a general adverse
effect on the aquatic ecosystem, whose members each require or
prefer a slightly different set of surroundings. The naiade
mollusks have complex life cycles, involving a specific host
species to harbor the larvae. If the host is not present,
that species could not reproduce sucessfully. Water pollution
from chemicals and sediments can adversely affect both fish
and mollusks. There are fewer and fewer streams which can
support a diverse, natural biological population.
5-3 2
-------
The most extensive ecological studies of the Olentangy, in
which insects (Olive, 1971), and fish (U.S. Fish & Wildlife
Service, 1975) have been surveyed, indicate a healthy stream,
which supports a good variety of desirable aquatic life. In
addition, it is known that the five endangered species have
been and may still be present in this segment of the Olentangy.
Because of this diminishing ecosystem type, and not just the
endangered species, it is important to maintain the upstream
segment of the Olentangy in as healthy and unpolluted state
as is possible. Tertiary treatment, phosphorus removal, and
ozonation will aid in maintaining a high quality effluent
to protect stream life.
E. Environmentally Sensitive Areas
1. Archeology
The interceptors will totally bypass Highbanks Park, with
its three National Register archaeological sites. The treatment
plant site, OR-3, has been the subject of a preliminary archaeo-
logical survey by the Ohio Historical Society. We have been in
communication with the Ohio State Historic Preservation Officer
(see Appendix J). Additional surveys will be made as necessary
to determine the archaeological value of the site, in compliance
with the procedures for the protection of historic and cultural
properties of the Advisory Council on Historic Preservation
(36 CFR Part 800). If mitigation is indicated, it may include
salvage of cultural materials from the site prior to con-
struction.
5- 33
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2. Geology/Topography/Steep Slopes
The interceptor routes will avoid the shale Highbanks bluffs.
3. Plants and Animals
The natural areas of Highbanks Park will be avoided entirely
by the sewer configuration. Treatment levels have been designed
to protect the high quality Olentangy biota.
4. Prime Agricultural Lands
As residential and commercial-industrial development of
southern Delaware County occurs, one secondary environmental
effect will be the loss of agricultural land. This is an
adverse, long term effect of Class II reversibility, which might
be mitigated at the local level, via zoning and/or taxation rates.
5. Recreation and Parks
Regional sewage treatment will greatly facilitate recrea-
tional development and parks around Alum Creek Reservoir.
Highbanks Regional park will be out of the path of the inter-
ceptors, which will follow highways at the edge of the park. It
will be able to utilize the central treatment system.for its sewage
flows. The sewage treatment plant will be isolated from most
areas of the park by natural trees and shrubbery, and by the
landscaping and mounding surrounding the facility. At the Highbanks
bluff overlook the view of the treatment plant will be similarly
screened by vegetation and topography so that very little, if
any, of the facilities will be noticable. This will largely
mitigate this adverse long term impact. Subsequent sections
will discuss aesthetics in greater detail.
The advent of sewers will facilitate development of the area,
including land in the vista seen from the Highbanks bluff.
5- 34
-------
Acquisition of the propertyf or of scenic easements on the
property, or other measures ought to be taken locally to ensure
the continuance of a pleasing rural view.
Improved sewage treatment will enhance streamside recreation
in the Franklin County parks along the Olentangy.
6,. Flood Plains
The Olentangy Environmental Control Center is located above
the historical 100 year flood plain. All of the major area
streams have regulated flows, which greatly reduces the flood
hazard. Liberty and Concord townships have flood plain land
use regulations. New sewers will facilitate flood plain
development, which is a long term, adverse impact of irre-
versibility Class II. This may be mitigated by local land use
controls and, in participating areas, federal flood insurance
provisions.
7. Aesthetics
Development permitted and encouraged by the advent of sewers
will alter much of the present rural character of southern Dela-
ware County, as the area becomes more suburbanized.
The treatment plant itself is provided with extensive controls
for odors, noise, and visual appearance. (See Section F.)
8. Scenic River
The effluent discharged to the scenic river segment will be of
a very high quality. The treatment facility will be screened off
from the river by mounds and vegetation. Stream crossings will be
designed to reduce construction damage to the stream.
The secondary growth impacts from population growth and develop-
ment in the Olentangy basin may adversely impact water quality.
5-35
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Recently, section 1501.17 of the Ohio Scenic Rivers Act has been
declared unconstitutional by the Franklin County Court df Common
Pleas. The case is presently under appeal. This section gives
the Ohio Department of Natural Resources' Director the authority
to approve government project outside of corporation boundaries.
However, this approval is only advisory for federal actions.
9^ Scenic Highway
The treatment plant will be screened from the scenic highway
by extensive landscaping and mounds.
F. Aesthetics
1. Visual Impacts
The visual impact is a function of the area within which
a structure may be seen, the number of people in a position
to see it and the aesthetic response to this sight. The area
of visibility surrounding the proposed treatment plant is
determined by a line-of-sight analysis based upon the as-
sumption of a plant height of 18 feet, a general tree height
of 40 feet and an observer height of 6 feet.
It is further assumed that an observer within a wooded
area could see out of it, but that an observer outside of a
wooded area could not see through it. Sixteen equally spaced
radial line-of-sight transects, were constructed from the
plant site to the maximum limits from which the proposed plant
could be seen. These transects are shown in Appendix I. An
example of the graphic line-fo-sight analysis is presented
in Figure 5-4.
The location of the radial transects and the interpolated
area of visibility of the plant are presented in Figure 5-5.
5-36
-------
The area of visibility is an elipse in which the major axis,
about 4500 feet long, extends along the Olentangy Valley and
the minor axis, about 3000 to 4000 feet long, extends across
the valley. It is noteworthy that because of the roughly
convex curvature of the Highbanks, the plant would not be
visible from the very top of the bluffs and hill at an ele-
vation of 890 feet above sea level, were it not for the trees
•MMff
Which block this view. Ridges which extend normal to the
Olentangy Valley and buildings, particularly in Mount Air,
also obstruct visibility.
The people who might be affected by this visual impact
include the fraction of the visitors to the Highbanks Park
who visit the scenic overlook site at points 100 to 130 feet
above the river. Also about 18-20 home dwellers in the northern
part of Mount Air, about a dozen home dwellers along the Olentangy
River in Delaware County south of Powell Road and drivers
along State Route 315 south of Powell Road will be affected.
In this context the Highbanks Park has established three
picnic areas
On the bottomlands of the Olentangy River about 5000
feet north of the proposed plant site
On the bluff above the Olentangy River about 4000
feet north of the proposed plant site
On the bluff above the Olentangy River about 4000
feet north northeast of the proposed site
Except for the extensive screening provided by trees along
the Olentangy River and screening provided by tree planting
about the site the plant would be visible from the first site.
Mounding will help to screen the site further. Because of
5-37
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• west
east-
940 -
930 -
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900 -
890 -
880 -
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780 .
770
760
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1000 2000 3000
Distance in 1000's feet from the site
4000
5000
Figure 5-4 . A Line of Sight Profile (Profile 5)
Source: Enviro Control, Inc., 1975
5-3 8
-------
1000
1000 2000 3000 1000 5000 6000 7000 FEET
1 KILOMETER
CONTOUR INTERVAL 10 FEET
DATUM IS MEAN SEA LEVEL
Figure 5- S Area of Visibility of Proposed Plant
Source: Enviro Control, Inc., 1975
5-39
-------
both the convexity of the topography and the screening effects
of trees in an intervening ravine the plant would be obscured
from the second picnic area, designed for group events. Similarly,
the proposed plant would be obscured from the third picnic
area both by the convexity of the topography and the intervention
of trees. However, the proposed plant would be visible through
the trees from certain vantage points along the proposed nature
trail in Highbanks Park. This is a long term adverse effect
of irreversibility Class II.
The plan for the proposed plant and the site has an unusually
large number of provisions designed to enhance the visual impact.
The building design is compatible with the rural-suburban char-
acter of the neighborhood and landscaping has been carefully
planned to include trees and mounds that will screen the site.
2^_ Odor Impact
Odors in the proposed plant will occur from septic condi-
tions in wet wells in the primary stage or as a result of
upsets during the secondary stage of treatment. Substances
which cause odorous emissions are hydrogen sulfide and ammonia.
Other inorganic odors include sulfur dioxide or carbon disulfide.
Organic odors identified are mercaptans, proteins degraded by
bacteria, which often transform into various amines. The odor
threshold, or minimum level detectable by people, of concen-
trations of mercaptans, certain amines, or hydrogen sulfide
•
is about 10 times lower than that of sulfur dioxide, and it,
in turn, is 10 times lower than the threshold for ammonia.
When several odor-producing chamicals are emitted simultane-
5-40
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ously, there are synergistic effects. However, accurate
determination of these combined effects is difficult.
The sources of odors in municipal wastewater treament
plants are presented in Table 5-3. These odor problems are to
be prevented by proper plant design or eliminated by add-on
treatment methods.
All of the unit operations in the proposed treatment plant
are aerobic, hence all of the gaseous by-products produced
during sewage decomposition should be theoretically, odorless.
Septic odor-producing conditions may develop, however, in
Certain areas. These areas include the raw sewage lift station,
the tertiary filter building, and the sludge concentrator
building.
The raw sewage may be septic as it comes into the plant
prior to its combination with activated sludge. Odor from
fresh sewage is minimal and is confined to the lift station.
In long sewer lines at low flow rates with no storm or ground
water additions, sewage may become septic. Chlorination will
be used to control odors here, as necessary.
In addition to the chemical control of odors in the raw
sewage, the lift station air vent will be equipped with an
ozonation system. This will effectively keep any lift station
odors from reaching the outside atmosphere, and must be properly
maintained in order to be effective.
The tertiary rapid sand filter and sludge concentrator
building air vents will be equipped with activated carbon
filters. Activated carbon will absorb and adsorb any odorous
compounds and prevent their reaching the outside atmosphere.
5- 41
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5-42
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Proper maintenance is the responsibility of the plant operator
and is necessary to ensure adequate odor control. The wastewater
from the periodic backwashing of the tertiary filters will
be returned to the aerators for treatment. Therefore, no odor
problems will result from filter backwashing.
Any odor problems are a reversible adverse impact, of
short or long term, depending-upon their origin. These
measures will mitigate these adverse effects.
3. Noise Impact
Unwanted sound, or noise, is generated by most mechanical
equipment including that proposed for the Olentangy Environ-
mental Control Center. Noise can have an adverse impact on
people that ranges from simple annoyance to psychological
stress. The extent of the impact depends primarily on the
loudness, pitch, intermittency, and familiarity of the noise
reaching sensitive human receivers (Wolsho et al., 1974).
Noise levels are typically measured in decibels in the "A"
scale (dBA). The scale emphasizes a certain set of frequencies
to which the human ear is most sensitive. Examples of common
indoor and outdoor noise levels are listed in Figure 5-6.
Noise can be attentuated, i.e., reduced, before it
reaches sensitive human receivers. Distance, vegetation, and
topography, including hills and walls, can reduce noise levels
significantly. Vegetation must be quite dense to attenuate
noise. In a dense evergreen woods with a visibility of 70-100
feet, the attenuation of sound is approximately 18 dBA per
1000 feet. Trees with tall trunks to a height of 6 to 8 feet
and spaced about 10 feet apart provide no attenuation (Embleton
5-43
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COMMON OUTDOOR
NOISE LEVELS
Jet Flyover at 1000 ft
Gas Lawn Mower at 3 ft
Diesel Truck at 50 ft
Noisy Urban Daytime
Commercial Area
Heavy Traffic at 300 ft
Quiet Urban Daytime
Quiet Urban Nighttime
Quiet Suburban Nighttime
Quiet Rural Nighttime
NOISE LEVEL
(dBA)
•110
•100
- -90
--80
Gas Lawn Mower at 100 ft
70
- 60
- 50
- 40
30
20
10
COMMON INDOOR
NOISE LEVELS
Rock Band
Inside Subway Train (New York)
Food Blender at 3 ft
Garbage Disposal at 3ft
Shouting at 3ft
Vacuum Cleaner at 10 ft
Normal Speech at 3 ft
Large Business Office
Dishwasher Next Room
Small Theatre, Large Conference Room
(Background)
Library
Bedroom at Night
Concert Hall (Background)
Broadcast and Recording Studio
Threshold of Hearing
Figure 5-6 . Common Indoor and Outdoor Noise Levels
Source: U.S. Department of Transportation, 1973
5-4 4
-------
and Thiessen, 1962). Planting vegetation to improve the
aesthetic appearance of the noise-generating area has also
been shown to reduce local sensitivity to noise without actually
reducing the noise levels (Sexton, 1969).
The treatment plant equipment that may cause a significant
noise impact on receivers outside the plant area includes the
blowers and the emergency power generator. The large pumps
will also produce high noise levels, but this equipment will
be located below ground level and the noise impact will be
limited to plant personnel who must service this equipment.
The nearest non-plant receivers include a residence and
a park approximately 400 feet and 1000 feet away, respectively,
from the proposed site of the blower building. Ambient noise
levels measured in the park ranged between 35 dBA and 45 dBA,
with a bird call raising the level to 52 dBA (Battelle, 1973).
The blowers, with their piping and blow-offs are capable of
routinely producing noise levels exceeding 100 dBA at a distance
approximately three feet from the uncovered operating equipment
(Allis Chalmers, Inc., 1975). However, this equipment would
be housed in a structure with 8-inch thick cement block walls,
1-1/4-inch thick urethane insulation, and 5/8 inch thick
redwood veneer. If the blow-off is either vented inside the
building, or adequately muffled and vented outside, the total
noise level immediately outside the building should be consis-
tently below 90 dBA. Using a maximum noise level of 90 dBA
immediately outside the building, the noise levels at various
distances from the building are shown in Table 5-4.
5-45
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Table 5-4,.
Maximum Anticipated_Noise Level in dBA,at Various
Distances fronrtneProposed Blower Building
Distance
in ft. 50 100 200 500 1000 2000
Noise Level
in dBA 78 75 72 68 64 57
Source: Enviro Control, Inc,.,, 1975
These levels are derived by the dissipation law of sound
pressure, assuming the absence of sound barriers. The Delaware
County Engineer has provided the following noise data from
existing wastewater treatment plants:
Somerset, Ohio 0.25 mgd
Positive displacement blowers - outdoors
50 ft. - 73 Decibels
200 ft. - 56 Decibels
800 ft. - less than 50 Decibels - could not hear blowers
Oberlin, Ohio 2.3 mgd - Single stage - 3 blowers
Centrifugal Blowers - inside brick building
Readings taken with windows open
5 ft. outside of window - 87 Decibels
50 ft. - 71 Decibels
200 ft. - 56 Decibels
Waverly, Ohio 1.0+ mgd - Single stage - 3 blowers
Centrifugal Blowers - inside brick building
Reading taken with windows open
50 ft. - 76 Decibels
200 ft. - 54 Decibels
5-46
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McConnelsville, Ohio 0.5 mgd - Single stage - 3 blowers
Centrifugal Blowers - inside brick building
Readings taken with windows and doors closed
50 ft. - 66 Decibels
200 ft. - less than 50 Decibels
These buildings are of block with brick veneer, but lack vege-
tation or topographic screening. The noise levels diminish
more rapidly than the theoretical values presented in the
preceeding table.
The treatment plant site will be surrounded by existing
and planted vegetation, and mounds, which will serve as additional
sound barriers. Lagging the piping, i.e., covering it with
sound-deadening insulation, may further reduce outside noise
levels, if this is necessary. (Allis Chalmers, Inc., 1975).
These precautions, together with the distances to the sensitive
receivers, (see Figures 5-3, 5-4) should result in a minimum
acoustical impact from this noise source. Moreover, the strategic
placement of the blower building and emergency power generator
housing with regard to existing and proposed topography, and
the planting of aesthetically pleasing vegetation, should
ensure local acceptance of the minimum acoustical impact.
The remaining noise levels are an adverse short or long term
impact of a reversible nature.
G. Reliability
The subject of reliability can be broken into two major topics.
These are the probability of meeting an effluent standard speci-
fication for a given material, or effluent reliability, and the
percent of time that a system is in full operation, or system
5- 47
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reliability. Reliability data for wastewater treatment are
very limited in amount at the present time. EPA's Municipal
Environmental Research Laboratory in Cincinnati has compared
the proposed Olentangy Environmental Control Center to an
existing 1.5 MGD tertiary treatment facility at Ely, Minnesota.
The Ely plant includes flow equalization, two-stage lime clari-
fication, dual-media filtration, and chlorination. Three years
of operating data were analyzed, and the conclusion made
that the tertiary plant on-line system reliability was 99.27%.
The plant had 5 or 6 operators and two mechanics on the day
shift, two operators on the afternoon shift/ and two operators
on the night shift, and was supervised by a full-time graduate
sanitary engineer. Good reliability was related to the process
piping flexibility, dual unit process utilization, and operator
attention.
The proposed Delaware County facility has good piping
flexibility and dual unit construction. The County has recently
improved the design from better than Class II reliability, to
Class I reliability, the most stringent group, by improvements
to the standby electrical system (USEPA, 1973). The treatment
units will be located above the 100 year flood elevation. A
standby generator may be used in the event of a power failure.
At the 1.5 MGD phase, the interceptor sewers may safely store
wastewater for up to 16 hours without causing sewage backup
problems in homes. A detailed alarm system is built into the
treatment process monitoring equipment. Industrial wastes, a major
cause of process failure, are at a minimum in the service area.
Radio service will be provided, in case of telephone failure.
5-48
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A stockpile of emergency equipment and spare parts will be
maintained for the system. The Operation and Maintenace
Manual will include a section on emergency operations.
In addition, no bypass to the stream is designed either
in the treatment plant or interceptor system. Personnel
schedules for operating the plant have not yet been made.
Effluent reliability may be statistically described by
a central value, the geometric mean,and a measure of the expected
deviation, the spread factor. The value of the geometric
mena will depend on the details of the treatment process.
The spread factor has been more uniform for the plants
studied, ranging from 1.5 to 2.2. The higher the spread factor,
the less reliable the process. The spread factor
for Delaware County is estimated at 1.7, by comparison with
the existing El Lago, Texas two stage nitrification treatment
plant. This means for example, a random sample of the effluent
would have an ammoninium nitrogen level of 0.2 to 0.6 mg/1,
at the 85% confidence level.
H. Impact Summary
1. Short Term - Adverse
Stream turbidity
Energy consumption during construction
Pressure community services
Speculation
Disruption of terrestrial biota
Impact on aquatic biota
Noise impacts from the treatment plant
Odor impacts from the treatment plant
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2. Long Term - Adverse & Beneficial
Returning water frrom the Olentangy to the Olentangy
(beneficial)
Transfering some water from the Olentangy to the Scioto
River (adverse)
Reduction of groundwater recharge (adverse)
Meet present water quality standards and the waste load
allocation (beneficial)
».?•»•#
Reduction of septic tanks (beneficial)
- Decrease in coliform bacteria in Olentangy (beneficial)
Cleaner water supply (beneficial)
Stream sedimentation (adverse)
Air quality changes (adverse)
Interceptor presence (beneficial)
Treatment plant presence (adverse/ but serves a beneficial
purpose)
Energy consumption during operation (adverse)
Building materials commitment (adverse and beneficial)
Landfilling sludge (adverse)
Population growth (beneficial and adverse)
Possibility of greater housing variety (beneficial)
Soil loss from erosion (adverse)
Loss of prime agricultural land (adverse)
Loss of habitat (adverse)
- Air pollution from population growth (adverse)
- Development away from streams (beneficial)
Impact on aquatic biota (adverse and beneficial)
Flood plain development (adverse)
Visual impacts of the treatment plant (adverse)
Noise impacts from the treatment plant (adverse)
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Odor impacts from the treatment plant (adverse)
3* Ir r ever s ible/1r retr iev ible
a. Class I absolutely irreversible
Energy consumption - construction and operation
Labor - construction and operation
Commitment of building materials
k• Class II irreversible for all practical purposes
Returning water to the Olentangy from the Olentangy
Transfering some water from the Olentangy to the Scioto River
Reduction of groundwater recharge
Turbidity and sedimentation
Air quality changes
Landfilling sludge
Interceptor presence
Treatment plant presence
Soil loss
Farmland and habitat loss
Development away from streams
Flood plain development
- Visual impacts of the treatment plant
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I. Mitigation Summary
1. Specific Conditions
Discharge permit has been issued by the State
Sewage treatment
* tertiary
* phosphorus removal
* ozone disinfection
* discharge location
* odor and noise controls
Erosion and sedimentation control at treatment plant site
and along interceptor routes
Landscaping - plant site and interceptor rights-of-way
Archaeological mitigation, if necessary
Aerosol mitigation, if necessary
- Service of Muirfield Village and Shawnee Hills by the
Scioto Interceptor (Dublin grant)
2. Advisory recommendations
Outfall design
Stream crossing methods
Explore sludge use on land
Local planning efforts and land use controls
Improving Delaware City treatment plant (Delaware City grant)
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CHAPTER 6
FEDERAL & STATE AGENCY COMMENTS AND PUBLIC PARTICIPATION
Public Hearing on the Environmental Assessment
The hearing on the Olentangy Environmental Control Center
and Interceptor Sewers for Subdistrict 1-A of the Delaware
County Sewer District, Delaware County, Ohio was held at
10:00 a.m. on Tuesday, January 29, 1974, at the conference
room of District Six of the Ohio Department of Transportation,
Delaware, Ohio.
Major issues discussed:
* proper planning and provision for future development
and growth in the county
* avoid water pollution problems which now exist via sew-
age treatment facilities
* coordinate the sewer system with the new water system
* problem soils in the county for septic tanks; malfunc-
tioning
* local sewer planning efforts to connect into the county
interceptors
* impact of the project on natural areas and reducing
harmful impacts to the Olentangy area
* conflict of proposed site with Highbanks Park
* petition (144 signatures) citing inadequacies of the
Environmental Assessment and requesting an EIS on project
* desire for more information about sewer routes and phasing
and population served
* history of sewer planning effort
* possibility/probability of treatment plant breakdown
* alternate treatment plant location by 1-270 to also
serve Worthington Hills
* impacts of population growth on transportation and schools
* financing of the project — with and without new de-
velopment
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* high degree of sophistication of the treatment system
A complete transcript is included in the Facilities Plan.
Public Hearing on the Facilities Plan
The hearing on the Sanitary Sewerage Facilities Plan for
South-Central Delaware County, Ohio was held at 10:00 a.m.
on Wednesday, July 31, 1974, in the Common Pleas Court
Room, Courthouse, Delaware, Ohio.
Major issues discussed:
* problem of poor soils and malfunctioning septic tanks
* EIS for the project requested
* impact on Scenic River, on Highbanks Park
* petition presented at the January hearing
* phasing of sewers and dates of construction
* adequacy of capacity of the treatment facilities
* alternative of going to Columbus
* possibility of meeting the future "no discharge" al-
ternative
* irreversible and irretrievable aspects of the project—
loss of farmland, river valley
* odors and noise from treatment plant
* impact of sewer line construction
* impact on Bartholomew Run area by the interceptors
* serving existing problem areas first
* have water system and now need sewer system to handle
the wastewater
* impact on Olentangy mollusks and other biota
* take time to do good planning before development
* land use rights and restrictions
A complete transcript is included in the Facilities Plan.
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3. Summary of concerns raised at the USEPA Community Workshop
May 21, 1975, 7:30 p.m. Olentangy High School Delaware,
Ohio.
Major issues discussed:
* sludge disposal
* overloading of interceptors
* EIS process, delay and rising project costs
* Columbus use of Delaware County for water supply
* compatability of a treatment plant with its surroundings
* need for orderly and coordinated development afforded
by sewage treatment
* Highbanks view; seeing area for oneself
* serving present sewage problems vs. future growth
* noise, odor problems of treatment plant
* existing malfunctioning septic tanks
* needs of county residents vs, county visitors
* protection of water supply
* question of diverting water from different basins
* recycling of effluent
* What site alternatives were proposed?
* Possibility of connecting to the Columbus interceptor
line which ends at Worthington Hills.
B. Correspondence Received Relating to the Draft EIS - US EPA
( * = letter reproduced in Appendix J)
1. Federal
Senator John Glenn July 2, 1975
Congressman Samuel L. Devine August 24, 1973
October 12, 1973
April 17, 1975
May 28, 1975
July 2, 1975
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U.S. Dept. of the Interior, Bureau of Outdoor Recreation
April 5, 1974
April 10, 1975
U.S. Dept. of the Interior, Fish & Wildlife Service
* July 21, 1975
U.S. Army Corps of Engineers, Ohio River Division
April 11, 1975
U.S. Army Corps of Engineers, Huntington District
April 16, 1975
May 15, 1975
July 31, 1975
2. State
Representative Mike Stinziano August, 1975
Representative Walter D. McClaskey April 15, 1975
Representative Lawrence E. Hughes April 15, 1975
Ohio Department of Natural Resources April 30, 1975
August 13, 1975
Ohio Department of Transportation April 16, 1975
Ohio Environmental Protection Agency January 14, 1975
March 11, 1975
3. Local
Delaware County Regional Planning Commission
April, 1975
Mid-Ohio Health Planning Federation April 28, 1975
Health Department, Delaware City and County
April 11, 1975
City of Westerville, City Engineer April 9, 1975
June 5, 1975
W.R. York, Mayor, Galena April, 1975
Metropolitan Park District of Columbus and Franklin County
November 4, 1974
December 12, 1974
February 5, 1975
March 6, 1975
March 14, 1975
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March 24, 1975
April 8, 1975
June 10, 1975
July 3, 1975
August 12, 1975
August 21, 1975
August 27, 1975
4. Correspondence Received from the Public Relating to the
Draft EIS by USEPA (* = letter reproduced in Appendix J)
The Nature Conservancy, Ohio Chapter
Rivers Unlimited, Cincinnati
Trent D. Sickles, Columbus
Mary Lynn Jacobsen,
Susan B. Henrickson and Wade-Shuta Campfire Girls,
Worthington
Nationwide Development Co. Columbus
Barbara M. Cape Powell
Roger Maize Delaware
Larry H. Lape Delaware
Del-Co Water Co. Delaware
Ohio Conservation Foundation Cleveland
J. Vaughn Barnhard Westerville
* Walter T. Momot Columbus
Richard S. McCutchen Columbus
Lynn Edward Elfner Delaware
* John R. Schutte Powell
* Carol B. Stein Columbus
Edmond L. Robbins Harlem Twp.
Ronald C. Sloter Delaware
E. Osborn Delaware
Carl E. Evans Delaware
Delaware County Farm Bureau Federation Delaware
Don E. Fisher Powell
Porter Twp. Trustees Sunbury
Larry Mitchell Ostrander
Liberty Twp. Civic Association Powell
Thomas E. McNamara Delaware
C.B. Percy Lewis Center
Charles H. Perkins Westerville
John D. Wolf Delaware
John G. Whitney Sunbury
Russell Tones Delaware
Sierra Club, Central Ohio Group
John H. Law Delaware
Edward A. Bischoff Powell
Karen L. Rodde Delaware
George W. Hockaden Powell
K.E. Snyder Delaware
Concord Twp. Trustees Delaware
John A. Chapman Powell
L.R. Schreiber Delaware
Delaware Area Chamber of Commerce Delaware
Virgil E. Newell Lewis Center
Ralph E. Scott Delaware
6-5
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Jane & Robert Smith Columbus
Clifford W. Andretch, Jr. Dublin
Mack Fulton Delaware
David Wallace Columbus
James D. Klingbeil Powell
John J. Hohl Westerville
Sharon Heit & class Columbus
Robert L. white Columbus
Mr. & Mrs. B.T. Mindlin Columbus
John C. Gunnin Columbus
Ohio Equities, Inc. Columbus
James M. Merkel Columbus
Patrick E. Blayney Westerville
Von Hill Columbus
Everett Baxter Radnor
Del-Co Water Co. Delaware
Walter T. Momot Columbus
John R. Schutte Powell
League of Women Voters Delaware
Lovell M. Parsons Westerville
Lisa Roberts Columbus
Nick Gatz Worthington
Sondra L. Davis Worthington
Mary Gene Maher Worthington
Jane A. Healey Columbus
Mrs. Russell Davis Powell
Dorothy R. Schaffner Columbus
William Havener Columbus
David Wallace Carroll
*0hio Biological Survey Columbus
5. Summary of Issues Raised in Letters to USEPA prior to Draft EIS
1. Request for the preparation of an Environmental Im-
pact Statement.
2. General interest in participating in the Draft EIS.
3. Inadequate Environmental Assessment; need to examine
alternatives; land disposal.
4. Aggravating and expensive delays in the construction
of needed sewage treatment facilities.
5. Immediate sewage problems in southern Delaware County;
poor soils for sewage treatment; health hazard and
water pollution implications.
6. Impacts of sewage effluent on water quality and aquatic
life in the Olentangy; State Scenic River.
7. A central sewerage system is imperative for sound,
orderly development, and growth and prosperity in
Delaware County.
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8. A central sewerage system subsidizes new development,
without serving existing development.
9. Downstream impacts of effluent in Franklin County
on the Olentangy River.
10. Pollution in the Alum Creek watershed and effect on
Westerville drinking water supply.
C. Public Hearing on the Draft EIS
This hearing was held on Tuesday, March 16, 1976, from
2:00-5:00 pm and from 7:00-11:00 pm at the Berlin Township
House, Delaware, Ohio.
Complete hearing transcripts may be viewed at USEPA, Region
V, Chicago, the public libraries in Columbus and Delaware, Ohio,
and at the Delaware County Engineer's Office.
Following is a hearing summary and the responses of USEPA.
(C=Comment and R=Response.)
1. Earl Richards, Deputy Director, Ohio Environmental Protection
Agency
C= Mr. Richards indicated that Ohio EPA supported the system
presented in the Facilities Plan, as approved by Ohio EPA.
R= Ohio EPA certified the Facilities Plan in January 1975.
C= Development will continue to occur without a central sewage
system. On-lot or package plants will pollute ditches and
major water bodies.
R= This has been noted in the "no action" alternative discussion
in Chapters 3 and 4.
C= The extended outfall proposed in the Draft EIS would be
environmentally disruptive; both it and additional treatment
would be too costly and not cost-effective.
R= The problems with the extended outfall are discussed in section
G-l, Chapter 4. Conclusions or additional treatment are found
in section E-2 of Chapter 4.
C= Ohio EPA has verified conclusively that water quality require-
ments can be met with the treatment plant proposed in the
Facilities Plan.
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R= Chapters 4 and 5 address water quality impacts, including those
pertaining to chlorine and ammonia.
C= Flow figures for the Olentangy River have historically been
greater than those reported in the Draft EIS. OEPA records
for 1955-1974 indicate the lowest flow of record as approxi-
mately 13 cfs.
R= The low flow discussion has been expanded in section E-2 of
Chapter 2.
C= A computer analysis has been made by OEPA and shows that
chlorine removal would be necessary only under certain con-
ditions to prevent toxicity to aquatic life. Ammonia levels
will be safe.
R= Our discussion of chlorine and ammonia is in Chpater 4 and
Appendix H.
C= A need exists for proper sewage treatment.
R= Agreed.
2. Fred Stultz, County Engineer, Delaware County
Mr. Stultz presented an overview of the treatment plant and
interceptors proposed in the Facilities Plan, with the
assistance of:
Paul Shephard, Burgess and Niple, Ltd.
Al Siler, Burgess and Niple, Ltd.
3. Gary Gilbert, Assistant Sanitary Engineer, Delaware County
Mr. Gilbert addressed comments made in a letter from Delaware
County to USEPA. These will be discussed in the following
section of this chapter.
4. Clyde E. Lewis, Special Counsel, Delaware County Commissioners
C= Mr. Lewis discussed the poor present water quality of the
Olentangy River.
R= Water quality is discussed in section E-3 of Chapter 2, and
in Appendix B.
C= The effluent will be 98.5% pure.
R= A high quality effluent is needed to meet the NPDES Permit,
Appendix A.
C= No fish are in the Olentangy because of the management of the
Delaware Dam. There is extensive fishing in local reservoirs.
R= The first statement is not supported by U.S. Fish and Wild-
life research* of fish populations and fishing use, Appendix J.
Local reservoirs are stocked to improve fishing.
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C= The project will benefit Franklin County by providing a cleaner
water supply.
R= This benefit is noted in section A-4 Chapter 5.
C= Sewage treatment will be a benefit.
R= See Chapter 5.
5. John W. Arthur, USEPA Environmental Research Laboratory,
Duluth, Minn.
C= Dr. Arthur discussed the total residual chlorine level of the
proposed effluent. He recommended a lower level of 0.003 mg/1,
in concurrences with the February 19, 1976 memo of Dr. William
Brungs, (see Appendix J). Studies relating to the toxic levels
of chlorine on freshwater fish and invertebrates were cited.
R= This level has been adopted for the Final EIS, Chapter 4.
6. Robert L. Trowbridge, Vice President, Powell Merchants
Association
C= Mr. Trowbridge indicated that the 32 members of his associ-
ation support central sewage treatment for southern Delaware
County, (as proposed in the Facilities Plan), to support human
needs and growth.
R= Comment noted.
7. Von Hill, Director, Environmental Research and Action
C= Mr. Hill indicated that his group is statewide with about
50 members, and asserted that local Congressman Sam Devine
did not support recent water pollution control legislation.
R= Mr. Hill later clarified his position on Congressman Devine's
voting record, see late letters.
C= A high-voltage power line crosses the service area and residents
in the area of these lines have experienced increased static
electricity and interference in communications.
R= This power line already exists and will not be influenced by
the proposed project.
C= Secondary impacts on land use have not been fully explored
in the Draft EIS; no economic analyses of increased costs of
governmental services.
R= A detailed regional or economic plan is beyond the scope of
this EIS, as noted in section C of Chapter 5.
C= Air pollution was dismissed in draft EIS.
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R= This section has been augmented in Chapter 5.
C= There was no discussion of solid waste or of possible air
pollution from incineration.
R= Solid waste services are discussed in section C of Chapter 5.
Incineration of sludge is not proposed, see section E of
Chapter 3.
C= There may be open burning at construction sites.
R= Regulation of this would be a local responsibility.
C= Land disposal of sludge as fertilizers is desirable; wood
chips from construction may be used in a composting process.
Compost can prevent dangerous pathogens and will not contain
any dangerous heavy metals to harm the soil. Extensive use
could be made of the compost.
R= Composting is discussed in section E of Chapter "3.
C= There is a need for improved sewage treatment, but he would
prefer a different site.
R= Site conclusions are made in Chapters 3 and 4.
C= A second public hearing in Northern Franklin County is
indicated.
R= This is not possible because of time restraints. Many
Franklin County residents attended this March hearing.
8. Jo Ann Giesekef Alliance of Northwest Communities
Ms. Gieseke indicated that her group represents nine civic
associations in Columbus and Arlington. The group adopted
a resolution on March 8, 1976, opposing construction of the
sewage treatment plant, unless there are no adverse effects
on Highbanks Park and the Olentangy River. They request a
more complete EIS on the alternatives.
R= Comments noted.
9. Dwight Elyf speaking for Mr. and Mrs. Courtland P. Ely,
parents
C= Mr. Ely indicated that his parents desire modern sewage
treatment. His family has been familar with the area's
septic tank problems. The central sewage system will be
well designed and reduce pollution of the Olentangy River.
R= Comment noted.
C= Delaware County has given much to Franklin County in the
past and now it is time for reciprocation.
R= Comment noted.
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10. John D. Wolf, President-Elect, Delaware Area Chamber
of Commerce
C= Mr. Wolf stated the long-time support of his group for
a new sewage treatment system. It is important for
orderly development. People within the county have spent
many years planning the system.
R= Planning was initiated in 1969.
C= He feels that existing problems are more important than
the possibility of fish kills. The average stream flow
is high enough so that chlorine would not be a problem.
R= While the average stream flow is high, low flow conditions
present serious biological problems unless mitigative measures
are used.
C= Mr. Wolfe presented a demonstration indicating dilution of
chlorinated effluent by the stream.
R= Section E-2 of Chapter 4 and Appendix H discusses chlorine
impacts in detail.
11. Dayton D. Robbins, Superintendent, Division of Sewerage and
Drainage, Columbus Department of Public Service.
C= Mr. Robbins indicated support for most of the conclusions of
the Facilities Plan. He objected to the extended outfall
proposed in the Draft EIS. The stream biota is presently
surviving in a polluted stream.
R= The extended outfall is discussed in section F of Chapter 4.
C= There are park areas below the extended discharge outfall and
there would be an environmental impact on Columbus. Having
the discharge of effluent remote from the treatment plant
would encourage poor operation of the facilities.
R= Parkland areas have been noted in section G of Chapter 4.
Reliability is included in section G of Chapter 5.
C= Building improved fish habitat would be more cost-effective
than 2.7 miles of 42 inch sewer. If an extended outfall is
used, treatment should also be upgraded.
R= Preservation of this natural portion of the Olentangy
River is encouraged. The habitat construction was designed
to mitigate some of the adverse effects of stream channeliza-
tion. Treatment additions are discussed in section E-2 of
Chapter 4 and in Appendix H.
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12. Roger Wells, Superintendent of Parks, Department
of Recreation, Columbus
C= Mr. Wells indicated that his department is in the city
park system, which differs from the County Metropolitan
System. The Department is concerned about impacts to
the Olentangy River in the Columbus area because they
already own 460 acres of parkland along this stream.
Sewage effluent could impair recreational use of river. The
Watercourse Plan has designated area between Olentangy
and State Route 315 as Priority I parkland and endorses
preservation of open space around Highbanks Park.
R= Parks along the Olentangy River are discussed in section
J-5 of Chapter 2.
13. George R. Gehrkens. Olentangy Scenic River Advisory Council
C= Mr. Gehrkens stated that poor quality in the Olentangy
detracts from its enjoyment.
R= Section E-3 in Chapter 2 presents water quality data.
C= His group feels that the sewage treatment plant is necessary
for river clean-up. Presently, raw sewage flows to the
river.
R= Central sewage treatment will remove part of the Olentangy
pollution load and gradually aid in eliminating septic tanks,
as sewer lines are extended.
C= The river is scenic and there is a need to preserve open space
as the county grows.
R= Agreed.
C= A greater guaranteed minimum release could augment flow in the
Olentangy River.
R= This would be very difficult to achieve, and is discussed in
section E-2 of Chapter 2.
14. Michael McClaran, West Lakeview Residents Association, Columbus
C= Mr. McClaran noted the potential danger to aquatic life from
chlorine and ammonia during low flows.
R= Section E-2 of Chapter 4 and Appendix H cover these topics.
C= Interceptors would encourage extensive exploitation of this
part of the county by land developers and speculators. There
is a problem of growth for its own sake.
R= Extensive speculation has already occurred in Delaware County,
as noted in Chapter 2, section H.
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C= Development on the flood plain would be encouraged.
R= Some townships have flood plain land use regulation,
and some areas will be subject to flood insurance requirements,
C= Aesthetic qualities of Highbanks Park would be diminished.
R= Section E-5 of Chapter 5 addresses park impacts.
C= A regional system has advantages, and he urges it adoption.
R= Chapter 4 compares local and regional alternatives.
15. Larry R. Schreiber
C= Mr. Schreiber emphasized that improved sewage treatment is
necessary, citing groundwater pollution problems prior to
the development of a central water utility.
R= A building ban was in effect prior to the development of
the Facilities Plan.'
C= There is a need for a priority of human needs over
biological impacts; proceed with the project.
R= A properly designed project can serve both human and
biological needs.
16. Ken Manning
C= Mr. Manning stated that clean water and proper sanitation
are essential. He feels that extensive planning has gone
into all phases of the project and that he is pleased with
this sort of governmental service.
R= Comment noted.
17. Thomas W. Singell. Westerville City Engineer
C= Mr. Singell stated that he was representing the City of
Westerville and that the City has sent letters to EPA
indicating concern over water quality in the Alum Creek
basin. A central sewage treatment system is necessary to
protect water supplies.
R= The letters have been received by USEPA and are reproduced
either in the Draft EIS or later in this chapter. Phase I
of the proposed system is designed to protect the Wester-
ville Reservoir.
18. Carl H. Fritsche. Trustee, Del-Co Water Company
C= Mr. Fritsche supports a central treatment facility for the
future health and growth of the county. He indicated the
extensive planning efforts of the County Commissiqners on
the project to respond to a need.
R= Comment noted.
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19. Vincent G. James
C= Mr. James stated that he had been critical of the
wastewater treatment plant for a long time. He feels
that its prime benefit is to developers.
R= Homes to be served in Phase I are discussed in section
C-4 of Chapter 4.
C= Lots of sincere, hard work went into the Facilities Plan
but the Plan won't solve the existing problems for many
years.
R= Facilities planning is for a 20-year period. Phase I
of the project, presently being funded, can serve only
a portion of the planning area.
C= The Columbus treatment plant smells bad and isn't working
well.
R= Solids processing has created problems at the Columbus
facilities. This will be addressed in the forthcoming
EIS on the Columbus Facilities Plan.
C= The Draft EIS doesn't discuss using package plants. They
can be made to operate correctly and malfunctions will
only hurt a small area. Package plants would save money
in interceptor construction and have greater flexibility.
R= The package plant alternative was discussed in the Facilities
Plan.
C= The federal grant should go to serve the existing population.
R= Federal grants are used to fund cost-effective projects.
Phase I includes 600 existing homes, and has been determined
to be cost-effective. The present population is widely
scattered, which makes sewering everyone at once very difficult,
C= There is a lack of enforcement of septic tank regulations,
and a real need for enforcement.
R= Septic tank ordinance enforcement is a county responsibility.
C= The EIS should consider the alternative of septic tank
maintenance.
R= This is included in section A of Chapter 3.
20. John Yiamouyiannis
C= Or. Yiamouyiannis discussed the reservoirs constructed in
Delaware County and the need for stream clean-up. Rivers
are used, and the pollution is discharged downstream.
R= Comment noted.
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C= Nitrates are a potential health hazard in drinking
water. Chlorinated hydrocarbons from chlorination,
are a potential health hazard in drinking water.
R= Section A-4 of Chapter 5 and section E-2 of Chapter 4
and Appendix H discuss these issues.
C= There is a need for truely modern on-lot systems, with
recycling toilets and a grey-water system. This would
reduce pollution and be less prone to obsolescence.
R= See section A of Chapter 3 for this topic.
C= The cost per household of the proposed system is very
high and the money could be used for a system that is
better in its long-term concept.
R= Costs are detailed in section C-3 in Chapter 4. Federal
funding cannot be used for some types of systems.
C= The proposed system is supporting developers.
R= Much of the land in the area is being held for speculation
or planned for development. Thus any system that EPA can
fund has the potential of being used by new development.
Existing homes are discussed in Chapter 4, section C-3.
21. Patrick R. Dugan
C= Mr. Dugan stated that the problem was what to do with the
effluent, rather than whether or not to provide adequate
waste treatment. Need for a metropolitan approach.
R= Comment noted.
C= Sending effluent to Worthington seems to be an admission
of the potential low quality of the effluent.
R= The extended outfall is discussed in section G-l of Chapter 4,
Additional treatment is discussed in section E-2 of Chapter 4,
C= Working plants don't achieve 98.5% removal.
R= The efficiency of this tertiary plant must be high enough
to achieve its discharge permit conditions. Section G of
Chapter 5 discusses reliability.
C= All treatment plants are designed with a bypass.
R= This one is not, either in the treatment facility or the
interceptor system.
C= BOD and suspended solids in the Olentangy are inevitable.
R= At controlled levels, to meet permit conditions.
"6-15
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C= The use of chlorine is creating potential problems.
R= Section E-2 of Chapter 4 deals with this issue.
22. Morris Robinson
C= Mr. Robinson stated that central sewage was-necessary
for high density development and that few present residents
would benefit from it.
R= The phase being funded (Phase I) will serve 600 existing
homes and the equivalent of 430 homes of park and commercial
flows.
C= The County Health Department should enforce regulations
on existing systems.
R= This is a county responsibility.
C= People have been saying that the river is muddy, rather
than bad.
R= High turbidity has been observed in the Olentangy by EPA.
Section E-3 of Chapter 2 discusses water quality.
23. Jack M. Foulk, Administrative Assistant to Congressman
Chalmers P. Wylie
C= Mr. Foulk read a letter from Chalmers Wylie which protested
the proposed treatment plant site as being noncompatible
with Highbanks Park.
R= Park impacts are covered in sectionsE-5 and F of Chapter 5.
C= The treatment facility would also impact riverside parks
and residential areas in Columbus and Worthington.
R- Downstream parks are addressed in section E-5 of Chapter 5.
C= Chlorine and unionized ammonia would harm fish, as indicated
by the Fish and Wildlife service.
R= Section E-2 and Appendix H discuss this.
C= Regionalization would be better environmentally and financially.
R= Chapter 4 compares local and regional choices.
24. Robert W. McAdamsf Manager, Del-Co Water Company, Inc.
C= Mr. McAdams addressed his company's interest in a high quality
river, and present hazards from on-lot treatment systems.
R= Coliform levels are high in the stream, at times. The bacteria
are attributable from upstream treatment facilities and the
on-lot systems.
6-1 6
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C= There is a need for good sewage treatment.
R= Agreed.
25. John R. Schuette
C= Mr. Schuette stated that the altenative chosen should
meet the needs and budget of the area.
R= Agreed.
C= River crossings will be limited by construction costs.
Silt will not be a problem because of rock bottom and
because of high releases from the upstream dam.
R= Section D-3 of Chapter 4 discusses stream crossings.
C= Concern for fish kills by Franklin Co. is unwarrented
because of post fish kills from the municipal zoo's
package plant on the Scioto River.
R= Later phases of this system will eliminate this package
plant.
C= Salt used on highways near the Olentangy River hasn't killed
fish.
R= Controlling these chemicals is important to protecting the
river.
C= The need for good sewage treatment should outweigh concerns
for fish.
R= Proper sewage treatment systems will also be designed to
protect fish and other aquatic animals and plants.
C= The possibility of dilution through an increased minimum
release would be a solution.
R= The increase of the minimum release is covered in section
E-2 of Chapter 2.
C= There are real difficulties in on-lot systems working in the
local soils.
R= This has been noted in section C of Chapter 2.
26. Philip S. Jastram, Clintonville Area Commission, Columbus,
Ohio
C= Mr. Jastram indicated that good care must be taken of river
resources. There is a need to resolve all questions before
the treatment plant is built.
R= This is the purpose of the EIS process.
6-17
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C= He expressed concern over chlorine and ammonia 'levels
and impact on fish.
R= Section E-2 and Appendix H discuss these topics.
C= There is a need to understand secondary impacts and
development.
R= As discussed in section C of Chapter 5, a detailed
land use plan is beyond the scope of this EIS.
Presently, 208 planning may be initiated in the area
by Ohio EPA.
27. William D. Anqol
C= Mr. Angol stated that good sewage treatment to meet
human needs is more significant that fish.
R= Good sewage treatment will meet both needs.
C= Concern for the health of children playing in streams
was expressed.
R= Proper effluent disinfection is essential at the existing
and proposed treatment facilties.
28. Carl Berke
C= Mr. Berke noted the upstream growth of Columbus andqrowth into
Delaware County. Delaware County must bear the cost of
this. The sewage system is necessary.
R= Comment noted.
C= The effluent, however, presents problems for the quality
of the stream.
R= impacts of effluent is discussed in Chapters 4 and 5.
C= The solution is a regional sewage system to correct the
problems of the area, on a long term basis.
R= Regional and local alternatives are compared in Chapter 4.
C= No 208 planning was undertaken in the region when funds were
available for it.
R= Section 208 planning has been encouraged by EPA.
2y. James Brimeyer, City Manager, Worthington
C= Mr. Brimeyer objected to the extended outfall, which would
be located in Worthington and discharge in a residential
and proposed park area, which is not addressed in the Draft
EIS. The outfall is not the least-cost mitigative alternative,
and will have adverse social and environmental impact. The
cost will probably be greater than that stated in the draft
6-18
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C= EIS. Constructing the outfall will create extensive
damage along Route 315.
R= Section G-l of Chapter 4 discusses the extended outfall.
C= Additional treatment would protect all aquatic life and
human activities, along with Type I outfall.
R= Additional treatment is studied in section E-2 of Chapter 4
and in Appendix H.
C= Flow augmentation from Delaware Lake dam or additional
retention areas are an alternative.
R= Section E-2 of Chapter 2 covers the difficulties of this
proposal.
C= Worthington would not support granting easements for the
outfall.
R= Comment noted.
30. Otis Huff
C= Mr. Huff stated that area rivers are being polluted by
package plants and septic tanks. A treatment plant would
do a better job.
R= As the interceptor lines are extended, local water quality
will improve.
C= Much good agricultural land has been used for reservoirs
to supply water for Franklin County.
R= Comment noted.
31. Gary R. Moore
C= Mr. Moore opposes the treatment plant site proposed in the
Draft EIS because of its adverse impact to Highbanks Park.
R= Park impacts are covered in Chapter 5, sections E-5 and F.
C= There is clearly a need for improved sewage treatment, but
by a facility which will not multiply the problems.
R= Agreed.
C= Many existing problem areas won't be served until 1996.
Development areas will be served in the first phase.
R= The planning has been undertaken for a 20-year period,
and not just for the immediate grant. As has been discussed
in the EIS t speculation is occuring in all portions of the
planning area.
6-19
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C= Chlorine will eliminate a high quality fishery,
and State Endangered Species.
R= Correction for this is proposed in section E-2 of
Chapter 4.
C= Use of the extended outfall would just move the problem
downstream.
R= Section G-l of Chapter 4 discusses this difficulty.
C= Noise levels will be in conflict with park use.
R= Noise mitigation is covered in section F-3 of Chapter 5.
C= Any odors would blow towards the park, with the prevailing
southwest winds.
R= Odor control is discussed in section F-2 of Chapter 5.
C= In the Draft EIS, 14 of 22 impacts are adverse.
R= Adverse and beneficial impacts may differ in degree, as well
as in kind. The net effect of this facility would be beneficial
Adverse impacts may often be mitigated.
C= Alternatives which much be considered are: upgrading on-lot
treatment and regionalizaing with Columbus, along with a 208
Plan.
R= Federal funding cannot be used for on-lot systems. Regional-
ization is discussed in Chapter 3 and 4. USEPA has encouraged
208 planning for the Columbus area.
32. Helen Gross, Greater Clintonville Community Council, Inc.,
Columbus
C= Ms. Gross stated that the officers and trustees of her group
unanimously oppose the proposed treatment plant site because
of conflicts with the park and impact on aquatic life.
R= Comment noted.
C= They recommend the study of other alternatives,
R= Alternatives are covered in Chapter 3, including some new
regional ones.
33. Tom H. Naqel
C= Mr. Nagel asserted that the EIS lacks essential data. Water
quality data are old and sketchy.
R= Additional water quality data have been added to Appendix B.
6-20
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C= Question of air-borne pathogens is inadequately
addressed.
R= Section B-2 of Chapter 5 expands upon this issue.
C= There is no detail on how existing sewage problems
will actually be eliminated. This make it impossible
to assess the proposed beneficial impact. Few of the
existing problem areas will be served by Phase I.
R= House counts are presented in section B-3 of Chapter 4.
The dispersed population patterns of the area make it
difficult to provide interceptors to everyone at once.
Water quality in the Olentangy will be improved by this
project and by improvements to the Delaware City facilities.
C= Alternatives to a sewage treatment plant are poorly addressed;
should a plant be built at all? Alternatives include:
Petaluma-type limited growth ordinances/
R= These ordinances would be a local rather than a federal
responsibility. A building ban was previously imposed on
the county.
C= Use disincentive water rates;;
R= Part of water comes from wells. Del-Co Water Company might
consider this alternative.
C= Flow reduction measures^
R= Section A of Chapter 3 covers flow reduction.
C= Strict enforcement of septic tank- ordinances and scheduled
inspections of septic tanks;
R= Enforcing county laws is a county responsibility.
C= Condemnation of properties presenting a public health hazard.
R= This is a local responsibility.
C= The sewage treatment plant will degrade the scenic segment of
the Olentangy. There is a lack of interceptors to these
areas.
R= Development along the Olentangy is presently scattered and
this makes it difficult to sewer.
C= Pollution in the Olentangy from the upstream Delaware city
treatment plant is a problem.
R= This is presently being addressed in a Plan of Study to improve
treatment facilities. A stricter discharge permit may be imposed
in 1977, when the present permit expires.
6-21
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C= One secondary impact would be erosion and sedimentation
from residential development.
R= Ordinances to control this would be a state or local
responsibility.
C= Impacts of chlorine and ammonia will kill fish. Aquatic
life below the extended outfall is also valuable.
R= Chapter 4 deals with these problems.
C= The region serves as a buffer zone between Columbus and
Delaware.
R= Southern Delaware County is largely rural, at present.
C= Fifteen of 22 long term impacts are adverse. All short
term impacts are adverse.
R= Because of differences in degree, and mitigation possi-
bilities, the net result is a benefical project.
C= Secondary impacts are inadequately addressed. A New Jersey
study indicates that the problems created may exceed the
problems solved.
R= We obtained a copy of this study in the middle of our analysis
of secondary impacts. Time did not permit the application of
its analytical methodology to this project in more detail.
C= Draft EIS states that 95% of the pollution comes from Delaware
plant upstream; only a net improvement of 5% for a massive
expenditure.
R= The project will also benefit the Scioto and Alum Creek
Watersheds. Substantial improvements also are planned
at Delaware City.
C= There is a need for more emphasis that the project will
serve developers rather than existing residents. Phase I
serves 2 large potential developments and 13.4% of the
existing population. Not until Phase III will half of the
present population be served. This is a misuse of public
funds.
R= A diffuse population is difficult to serve. Six hundred
existing homes are in the Phase I area, plus additional
park and coiranercial areas.
C= "Environmental Control Center" is a euphanism.
R= This is the name used in the Facilities Plan.
34. W. Raymond Mills
C= Mr. Mills reference the Columbus Watercourse Plan. He
expressed concern over the impacts to fish from chlorine
and ammonia levels, particularly during the treatment
6-22
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C= plant malfunctions. There should be no malfunctions.
R= Reliability is covered in Chapter 5, section G.
Chlorine and ammonia are dealt with in Chapter 4,
section E-2 and Appendix H.
C= The existing Delaware sewage treatment plant is the best
location alternative, if the plant were upgraded to the
proposed level for the Olentangy facility.
R= Chapter 3 discusses the difficulties of this alternative.
C= This would also aid in relieving existing pollution problems.
.»«•»
R= Plans are being made for improving the Delaware City facility.
C= Regionalizing the Scioto River and Alum Creek basin with
Columbus would eliminate the need for future Olentangy
River plant expansion, with its possible detriment to
the stream. It will be in the best interest of Columbus
to protect its water supply.
R= Chapter 4 compares local and regional alternatives.
C= Secondary impacts will be generated, such as increased energy
consumption, but people's freedom of choice will be maintained,
Ideally, no additional population growth should be generated.
R= Costs to the homeowner for septic tanks or central sewage
service willl be comparable in Delaware County, for the first
year. Sewer charges are lower in Franklin County than are
proposed for Delaware County, which would make the Columbus
area more attractive. Detailed local planning is beyond the
scope of this EIS, as described in section C of Chapter 5.
C= Costs should be equivalent to a septic system to reduce secon-
dary impacts, rather than less than septic tank costs. Any
surplus funds generated could be used for better operating
personnel, for malfunction prevention, or to aid existing
residents to be connected to the system.
R= Costs are developed in Chapter 4, section C-3.
35. Joseph M. Demarchi, Alum Valley Association, Worthington
C= Mr. Demarchi stated that his group represents about 100
members living in the Alum Creek Dam area. They are in
favor with proceeding with the system presented in the
Facilities Plan.
R= Comment noted.
C= Regionalization with Columbus would provide poor service
and doubled charges, to what city residents pay.
R= Service charges are covered in Chapter 4, section C.
6-23
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36. A. J. Coyle/ President, Knolls Civic Association,
Columbus
C= Mr. Coyle stated that his group represents 1500
families on the west bank of the Olentangy River.
They are concerned about possible malfunction of the
proposed facility. This would degrade the biological,
recreational, and aesthetic qualities of the river.
R- Reliability issues are discussed in section G of Chapter 5.
C= Regionalization with Delaware City would provide many
benefits.
R= Chapter 3 discusses why this would be a problem.
C= It will be 20 years until some existing residents are
served.
R= This is the length of the planning period.
C= Flows do seem low at times in the Olentangy.
R= Section E-2 of Chapter 2 covers low stream flows.
37. David Wallace, Sierra Club, Central Ohio Group
C= Mr. Wallace said that his group recognizes the need for
adequate wastewater treatment, but feels that the Draft
EIS inadequately addresses primary and secondary impacts.
There needs to be an analysis of economic, ecological and
sociological conditions affecting growth.
R= A growth study to this degree of detail is beyond the scope
of this EIS. Impacts have been addressed for the proposed
treatment plant size and for a future expansion. If growth
is slower than has been described here, the addition would
not be made or would be made at a later date. Chapter 5
addresses impacts for the chosen alternative.
C= Is the growth desirable?
R= This is a local judgment.
C= This growth will have impacts on energy and resources.
R= Chapter 5 addresses this.
C= More impacts are adverse than beneficial in the Draft EIS.
R= The degree of impacts makes the net result of the project
beneficial.
C= Local planning effoorts necessary to mitigate are not described
in the detail.
6-24
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R= Detailed development of plans is a local responsibility,
see section C-3 of Chapter 5.
C= Using the extended outfall is an uncoordinated approach
to solving the problem. Impacts will still occur down-
stream.
R= Our present position is covered in section G-l of Chapter 4.
C= Lack of evidence of health hazard from airborne pathogens
does not mean that one does not exist.
R= Section B-2 discusses the pathogen issue in Chapter 5.
C= Regional alternatives with Columbus need to be considered;
you may have an advantage in incoming flows at the treatment
plant, due to lags in travel time.
R- Chapter 4 compares local and regional alternatives.
C= Flow reduction was not seriously considered.
R= Section A expands on this topic in Chapter 5.
C= Powell and Shawnee Hills should be served in Phase I.
R= Section B-l of Chapter 3 discusses the status of the Powell
grant. The alternatives for Shawnee Hills are covered in
Chapter 3, section C-9.
C= The no action alternative was given little consideration.
R= Section G of Chapter 3 and A of Chapter 4 cover this
alternative.
38. Robert S. Dixon
C= Mr. Dixon stressed that the proposed system would not solve
the existing problems for 20 years and that the costs would
far exceed those of inspecting and enforcing present systems.
R= Twenty years is the usual planning period for the Facilities
Plan. Costs for the proposed system may be seen in Chapter 4,
Enforcement is Delaware County's responsibility.
C= Development need not be a sell-fulfilling prophecy.
R= Development is subject to local controls.
39. Richard P. Fahev
C= Mr. Fahey discussed the legal means for instituting regional-
ization. He indicated that while a regional water and sewer
district must be approved by local government, either a con-
servancy district or a sanitary distict may be formed by
citizen petition. These alternatives are essential for the
EIS.
6-25
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R= The legal discussion has been expanded in section C-9-e,
Chapter 3.
C= The Water Pollution Control Act Amendments speak of
restoring and maintaning waters.
R= Agreed.
40. Frances Pierce
C= Ms. Pierce discussed the present sewage problem in the
county and the need for effective planning on a regional
basis.
R= Agreed.
C= Area residents have a genuine problem in getting septic
tanks to work.
R= Agreed.
C= Land use planning is needed, rather than denial of sewage
services to manage area growth.
R= This sort of planning presently occurs at the local level.
C= She is willing to pay her share of the cost for effective
treatment. There is a need to go ahead and build the best
system to serve problem areas.
R= Comment noted.
C= Questions citizen control of a conservancy district. What
is the public recourse?
R= Conservancy districts are covered in section C-9-e of
Chapter 3.
41. Nancy W. Ingling
C= Dr. Ingling emphasized that the proposed treatment plant
would serve developers and solve few existing sewer problems.
R= The project has been planned in phases. Six hundred existing
homes plus other flows are in the Phase I area.
C= There are questions of reliability and of the possibility
of achieveing a silent, odorless facility.
R= Reliability is covered in section Gf in Chapter 5. Odor
and noise control is discussed in Chapter 5, section F.
C= A scenic river and populated residential area is a poor
treatment plant location. This will lower the quality of
life for people.
R= Chapters 3 and 4 present sites and site selection.
6-26
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C= She favors regionalization with existing Columbus plants.
R= Regionalization conclusions are covered in Chapter 4.
42. Marilyn Sue Kinsey
C= Ms. Kinsey stated that she was opposed to the proposed
treatment plant site because it would impare residential
areas and occupy a distinctively beautiful site. An
alternate location is necessary.
R= The conclusions of the Final EIS are developed in
Chapters 4 and 5.
43. Marie Hensel
C= Ms. Hensel recommends that funds could best be used for
upgrading on-lot treatment systems.
R= Federal funds aren't eligible for this purpose? it would
have to be a local effort.
C= Developers will be benefited by a central system.
R= So will homes with present septic tank problems,,
44. Robert Beynon
C= Mr. Beynon emphasized that the sewage problem is a
Delaware County matter and that the county, by itself,
must solve the problem.
R= EPA is responsible for the use of its 75% grant for
funding the project.
45. Barbara M. Cape
C= Ms. Cape stated that septic tanks are not a compatible
area solution. Package plants have maintenance problems
that are difficult to control.
R= Agreed.
C= Absence of central sewerage won't hold back developers.
With a central system, better quality treatment may be
obtained.
R= Agreed.
C= Doesn't like the treatment plant location, but regional-
ization would limit the control of the system.
R= Section C-9-e of Chapter 3 covers institutional consider-
ations.
6-27
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46. Allan Ichida
C= Mr. Ichida stated that the Olentangy River is a
potential health hazard, due to pollution. Now is
the time to clean up the stream.
R= Water quality data are presented in Appendix B and
Chapter 2, section E-3.
47. John D. Wolfe
C= Mr. Wolfe emphasized that planning has been ongoing
since 1969 to try to produce sewage treatment facilities.
R= Agreed.
C= Low flow fish kills are less of a problem than continued
stream pollution.
R= Both are problems that this EIS seeks to resolve.
C= Reservoirs in the area have limited discharge point
alternatives.
R= Agreed.
C= The Metropolitan Park District had agreed to the treatment
plant and discharge point of the Facilities Plan.
R= A copy of this legal agreement is reproduced in the
Facilities Plan.
48. John Yiamouyiannis
C= Dr. Yiamouyiannis stressed that viable on-lot treatment
is possible.
R= Sections A and B of Chapter 4 discuss this topic.
C= The planned system won't correct existing problem areas.
R= Some of the problem areas, notably in the Alum Creek basin,
will be served by Phase I.
C= On-lot solutions would aid in preserving low population
density.
R= This is true under the present County septic tank ordinance.
C= He questions the cost per customer and who will be paying for
these costs.
R= Costs are discussed in Section C-3 of Chapter 4.
C= On site inspections and enforcement are weak.
R= This is the responsibility of Delaware County.
6-28
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49. Clyde E. Lewis, Special Counsel, Delaware County
Commissioners
C= Mr. Lewis stated that Franklin County's concern about
environmental quality in Delaware County has been
recent, and these are poor reasons for preventing con-
struction of needed treatment facilities.
R= Comment noted.
5U. Neil Looker
C= Mr. Looker indicated that some Franklin County residents
had been previously concerned with the construction of
dams in Delaware County; their environmental interest
wasn't recent. He stated that sewer lines have been
constructed in areas of Franklin County and are unused.
R= Comment noted. Sewer capacity in Franklin County will
be discussed in the EIS on the Columbus Facilities Plan,
in preparation by EPA.
C= There would be some support for regionalization by the
people of Columbus.
R= Some persons have indicated this at the hearing and in
letters to EPA.
51. Dean Miller, Delaware County Commissioners
C= Mr. Miller indicated that Columbus refused the regional-
ization alternative in 1969 because of sewer capacity.
R= Delaware County has documented this by a copy of the
letter in the Feasibility Survey. (Burgess and Niple,
1970) Appendix J
C= The county is changing and must plan to meet these changes
R= Agreed.
52. Jim Whitney, Delaware County Commissioner
C= Mr. Whitney expressed county pride in the scenic segment
of the Olentangy River, lying entirely within Delaware
County, and with deciding for its future.
R= Comment noted. The scenic river extends to 1-270 in
Franklin County.
53. Kenneth Reed, Delaware County Commissioner
C= Mr. Reed emphasized that people should contact the county
for the details of hook-ups to their homes. The county
would be glad to listen to reasonable arguements, and has
spent seven years planning and collecting information.
6-29
-------
R= The plans and specifications are available at the
County Engineer's office.
54. Lee Surrey
C- Mr. Surrey indicated that he wanted the exact statistics
on the number of homes that the project would serve and
cost clarification.
R= Section C-3 of Chapter 4 details this information.
55. Henry Shaw, Delaware County Prbsecutor
C= Mr. Shaw cited examples of treatment facilities in
Pennsylvania which were not nuisances and which improved
their environment.
R= Comment noted.
D. Correspondence received by USEPA commenting on Draft EIS.
1. Letters - received by March 31, 1976.
6-30
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PUNM:
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Mr. Harlan Hir
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The proposed
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to using our
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halmers P. Wylie, 15th District of Ohio
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Wolf and his greed
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CM
:iVIC ASSOCIATION
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WORTHINGTON. OHIO
1367 Oaicview Dr.
March 2k, 1976
Branch
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1976, in regard to the pro-
uthern Delaware Co. (project
to the manager of our water
hington Kills have a normal
ons per person per day." -
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r to you, Mr. Hiniken, manager
Ke said that 280 to 330 gallons
per person. Six month figures
Ions ner day, Flrpjring 4 persons
2 gallons per person per cay
average is 326 gallons per
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Harlan D. Hirt, Chief
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230 South Dearborn Street
Chicago, Illinois 60604
Dear Mr. Hirt:
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Dr. Robert W. Teater, Director, Department
of Ohio, shares credit for suggesting "... that tl
ground three-fourths to one mile west of the river
on Highbanks Park" (p. 3-37). Two sites are sugg
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40 CFR, Sec. 6. 214(b)(2) because it commits to un
and fails to "... preserve the unique and signific
plain as an environmental resource ..." when th
alternatives available.
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are also interested in KighbanXs Metropolitan
to express our concern that the proposed
hare a detrimental effect on the park ar.d
This is too nice and unique a park to have
y the proposed facility.
Sincerely,
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2. Response
(Including public hearing submissions not included in the
hearing transcript.)
1. Delaware County Engineer 2-23-76
Response: a. Streamflow
An expanded discussion of this topic appears in section E-2 of
Chapter 2, along with the rationale for using the calculated low
flow figure. Flow augmentation is difficult, as noted in that
section and in Appendix J.
b. Worthington Hills treatment plant
This facility will be phased out in 1977, because of its permit
stipulating zero discharge at that time. Its flow is less than
that proposed for the Delaware County facility. Increased quantities
of this quality would severely impact the stream particularly during
low flow periods.
c. Outfall sewer construction
Section G-l of Chaper 4 discusses our present position on the
extended outfall.
d_. Public input
Public input is an important part of the EIS process. Extensive
public interest has been shown in this project at the public hearings
and in the numerous letters received by EPA. Additional cost and
streamflow information, for example, have been presented in the
Final EIS, in response to requests from the public.
e. Service to Powell
The present status of the Powell grant is discussed in section B-l
of Chapter 3.
f. Population
The referenced error has been corrected to 28,591.
2. William Brungs, USEPA Environmental Research Laboratory, Duluth,
Minn. 2-19-76
Response: This recommendation has been incorporated into section E-2
of Chapter 4 and Appendix H.
3. Bernard Griswold 2-23-76
Response: a^ Regionalization
This is discussed in Chapter 3 and 4.
6-84
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b. Extended Outfall
Additional discussion is provided in section G-l for the outfall
and in section E-2 for additional treatment, both in Chapter 4.
The discussion of area parks has been extended throughout the
Final EIS.
c. Streamflows
New information may be seen in section E-2 of Chapter 2. This is
consistent with the guaranteed minimum release.
4. City Engineer, Westerville, Ohio 3-2-76
Response: These water quality concerns on Alum Creek are indicated
in section A-4 of Chapter 5.
5. Delaware County Engineer 3-10-76
Response: a. Extended Outfall
Section G-l of Chapter 4 deals with our current position.
b. Dechlorination
Section E-2 of Chapter 4 and Appendix H present our discussion
On the need for chlorine control.
c. Ammonia
The ammonia section, E-2 of Chapter, 4 has been revised for the
Final EIS.
d. Interceptors
These corrections have been made.
6- Sandra Hall 3-15-76
Response: a. Park Impacts
Section E-5 and F of Chapter 5 covers these.
b. Biota
See section D of Chapter 5.
c. Regionalization
Chapter 4 compares local and regional choices.
7. Lee Csuri, Trustee, Clintonville Area Residents Association,
Columbus 3-10-76
Response: a. Biota
Section D in Chapter 5 covers these impacts.
6-85
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b. Development
Section C discusses development in Chapter 5.
8. James and Ruth Oberla 3-16-76
Response: a. Development
See section C, Chapter 5.
tK Biota
Section D of Chapter 5 discusses aquatic life.
9. Marshall A. Moser, Jr., Executive Director, Ohio Chapter, the
Nature Conservancy 3-16-76
Response: a. Secondary impacts
Section C of Chapter 5 discusses these considerations? USEPA has
no major role in local land use controls, even though its projects
may have secondary impacts which will affect the local area.
b_. Regionalization
Chapter 3 has expanded considerations of cooperation between
Delaware and Franklin Counties.
c_>_ Extended Outfall
Additional discussion may be found in section G-l of Chapter 4.
10. Martha Murphy 3-16-76
Comment noted.
11. Gail Pipes 3-16-76
Comment noted.
12. Connie Schneider and Valerie Oberla 3-16-76
Response: a. Scenic River - See section E-8.
b. Biota - See section D.
c_. Downstream Impacts - See section A-4.
d. Odors - See section F-2.
e^. Aesthetics - See section F.
All of these are in Chapter 5.
6-86
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13. Connie Lynn Chalmers 3-26-76
Response: a. Aesthetics - See section F, Chapter 5.
b_. Scenic River - See section E-8, Chapter 5.
c. Biota - See section D, Chapter 5.
d_. Site Alternatives - See Chapters 3 and 4.
14. Steven and Paul McCaw 3-16-76
Response: a^ Aesthetics - See section Ff Chapter 5.
b. Noise - Section F, Chapter 5.
c. Odors - Section F, Chapter 5.
d_. Endangered Species - Section E-3, Chapter 5.
e. Chlorina and ammonia - Section E-2, Chapter 4.
f. Biota - Section D, Chapter 5.
g. Downstream impacts - Section A-4, Chapter 5.
h_. Regionalization - Columbus - Chapter 4 compares
this with local alternatives.
i. Regionalization - Delaware - Chapter 3 has eliminated
this alternative.
15. Lloyd P. May, M.D., Delaware County Health Commissioner
Response: a. Soil Unsuitability for Septic Tanks
This was emphasized in the Draft EIS and is included in section
C of Chapter 2.
b. Land Use
Future planning is important, at the local level. See section
C of Chapter 5.
c. Water Supply Protection
This desirable benefit is discussed in section A-4 of Chapter 5.
d. Need to Avoid Delay
Comment noted.
16. Lovell M. Parsons and Patrick E. Blavnev, Basic Design Associates,
Westerville3-9-76
Response: a. Septic tank impact
This impact was considered adverse with respect to groundwater
6-87
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and surface water quantity, as septic tanks provide moisture to the
soil and water bodies. Quality is also an important consideration.
b. Extended outfall
Our present position is presented in Chapter 4, section G-l.
c. Costs per customer
w
Section C-3 develops this topic in Chapter 4.
d. Mitigative measures adverse project effects
Cost for mitigative measures !are eligible for 75% federal funding.
These costs are discussed in section C-3 of Chapter 4 and are appro-
priately part of the total grant for project construction to reduce
adverse project effects.
e. Need for system
This has been established by comparison to the no action alternative,
f. Powell
The present status of the Powell grant application is covered in
section B-l in Chapter 3.
17. Richard P. Fahev 3-18-76
Response: a. Regionalization
These legal alternatives have now been explored in section C-9-e
of Chapter 3.
b_. Priority list
This project is serving a larger area than when it was first
planned. Its high ranking on the priority list reflects its being
a new treatment plant, its location to protect a scenic river,
a population that is larger than many projects, and being in the
Scioto basin, a high priority area for water quality control.
c. Extended outfall
See section G-l of Chapter 4 for the revised discussion.
18. James L. Brimeyer, City Manager, Worthington 3-18-76
This material was presented by Mr. Brimeyer at the public hearing.
19. Delaware Soil and Water Conservation District 3-19-76
Response: Severe soil conditions have been noted in section C of
Chapter 2, as well as in the Draft EIS.
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20. James Thompson 3-19-76
Response: a_. Biota ~ Chapter 5, section D.
b. Aesthetics - Chapter 5, section F.
21 • James F. Turnejry President, Northwest Area Civic Association,
Worthington
Response: Section G-l in Chapter 4 discusses our present position
on the extended outfall.
22. Natalie Yiamouyianuis 3-19-76
Response: a. Citizen participation
Public hearings on the Environmental Assessment and the Facilities
Plan were held by Delaware County on January 29, 1974 and July 31,
1974. An informal community meeting was held by USEPA on May 21,
1975. This was not required by our regulations, but was held to
augment public input into the EIS process. The March 16, 1976
public hearing on the Draft EIS lasted over seven hours. Numerous
letters have been received by USEPA from area residents.
b. Chlorinated hydrocarbons
Section A in Chapter 5 evalutes these compounds.
c_. Stream Discharge of Effluent
Alternatives have been discussed the beginning of Chapters 3 & 4.
d. Cost analysis
This is detailed in section C-3 of Chatper 4.
e. On-site treatment upgrading
Discussion of this may be found in section A of Chapter 3.
23. Shirley A. Decker, President, Worthington Hills Civic Association
3-22-76 and 3-24-76
Response: a. Well impacts
Additional discussion is in section A of Chapter 5.
b. Airborne pathogens
Section B-2 convers this topic in Chapter 5.
c. Odor
See section F-2 of Chatper 5.
d. Flow
This has been largely resolved by your letter of March 24, 1976.
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The figure used in the Draft EIS is 100 gallons per person per
day. This is an average figure, with some households using more
than others. Water supply figures tend to be higher than sewage
influent figures because of loss in the water transportation system
(perhaps 10%) and of losses due to evaporation, lawn watering, etc.
24. John Nesser 3-76
Response; a. Biological Impacts - Section D, Chapter 5.
b. Reliability - Section G, Chapter 5.
c- Flow - Section A-l, Chapter 5.
d. Noise - Section F-3, Chapter 5.
e. Odor - Section F-2, Chapter 5.
f. Development - Section C, Chapter 5.
g. Regional!zation - Chapters 3 and 4 develop the
regional alternatives.
25. Tom H. Nagel 3-22-76
Response; a. Reliability statistics - Chapter 5, Section G.
b. Chlorine and Ammonia Impacts - Section E-2 of
Chapter 4.
c. Water quality - Kppendix B.
d. Assigning values for adverse and beneficial impacts
This approach has not been chosen for this ECUS, because it
involves using a common denomenator to compare dissimilar things.
26. Martha Genheimer 3-20-76
Response; a. Site - Chapter 3 selects the local site.
b. Scenic River - Chapter 5, Section E-8.
c. Park Impact - Section E-5, Chapter 5.
27. Mr. & Mrs. K.L. Phelps 3-23-76
Response; a. Aesthetics - Chapter 5, Section F.
b. Biota - Chapter 5, Section D.
28. Laura Dees Kloth, Chairperson, Delaware County Environmental
Health Committee 3-22-76
Comments noted.
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29. Patrick E. Blavnev 3-76
Response; a. Site - Chapter 3 discussed site alternatives.
b. Growth - Section C-2, and C-3, Chapter 5.
c. Reliability - Chapter 5, Section G.
d. Low flow augmentation
This possibility is addressed in Section D of Chapter 2.
30. Melva Hunter, President
Stephanie Cannon, Land Use Chairman
League of Women Voters, Delaware 3-76
Comments noted.
31. U.S. Department of Health, Education and Welfare 3-25-76
Comments noted.
32. Alen Hershaft, Envio Control, Inc., Rockville, Md. 3-24-76
Response: a. Cost per Home
Section C-3 provides a cost breakdown in Chapter 4.
b. Flow Reduction
Section A-l discusses this in greater detail in Chapter 5.
c. Reuse
See Section A, Chapter 3.
d. Local Systems
Local and regional systems are compared in Chapter 4.
e. Regionalization with Columbus
See Chapter 4.
f. Water Quality Data
Additional data are in Appendix B.
g. Chlorine and ammonia
A new discussion may be found in Appendix H and Section E-2
of Chapter 4.
h. Low flow values
Section E-2 of Chapter 2 clarifies this.
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33. C. Joseph Cross, M.D. 3-19-76
Response: Air-borne pathogens are discussed in Section B-2 of
Chapter 5.
34. U.S. Department of the Interior 3-26-76
Response: a. Chlorine and Ammonia
Additional details are given in Section E-2 of Chapter 4.
b- Extended outfall
The present position is given in Section G-l of Chapter 4.
c. Stormwater management
Section C-3 addresses this topic in Chapter 5. Once 208
planning is initiated, non-point pollution sources will be studied
in part of the area.
d. Flood prone areas
Regulation of flood plain use is discussed in Section C of
Chapter 5.
e. Recreation impacts
Downstream recreation areas have been addressed in Chapter 5r
Section E-5.
f. Site OR-7
Zoning changes would be a local responsibility, for whatever
site is chosen. Site OR-7 has been eliminated because of substantially
higher costs.
g. Visual impacts
Except for several existing homes, any homes which would be
adversely affected visually by the facility would be new. Mitigative
landscaping and architecture would apply to the facility from any
view point.
h. Rights-of-way
Rights-of-way will be purchased and revegetated.
i. Water Quality
This has been changed to micrograms.
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j. Historical Sites
The addition of two archeological sites to the National
Register of Historic Places since the Draft EIS was prepared
is noted in Section I of Chapter 2.
k. Streamflgw
Section E-2 expands on the low flow issue in Chapter 2.
Chlorine and ammonia are discussed in Appendix H and in Chapter 4,
Section E-2.
1. Wildlife
Revegetation will occur along the interceptor routes. Land-
scaping is presented in the project's plans and specifications.
Secondary impacts to wildlife are discussed in Section C-2 of
Chapter 5.
m. DNR approval of river crossings
This has been noted in the Final EIS.
n. Visibility
Section F-l clarifies this point in Chapter 5. Vegetation
provides a substantial visual Buffer at most points on the
overlook.
o. Historical impact
We are in communication with the SHPO for historic impact
evaluation. Appendix J includes recent correspondence.
p. Prevailing winds and odor and noise
Sections A-2 and F discuss these topics in Chapter 5.
35. Andrew J. Ruzicho 3-16-76
Response; a. Regionalization
Chapters 3 and 4 discuss regionalization.
b. Treatment
The proposed plant is a tertiary facility, also utilizing
phosphorus removal and ozonation* this is a sophisticated and up-
to-date facility.
c. Biological impacts
These have been addressed in Chapter 5, Section D. Also chlorine
and ammonia are covered in Chapter 4 and Appendix H.
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d. Odors
No lagoons are proposed for this facility. Sludge facilities
and the tertiary filter are enclosed. Odor control is further
discussed in Chapter 5, Section F-2.
36. Marjorie A. Miller 3-76
Response; a. Impact of flow variations on possible malfunctions
Treatment plant reliability is discussed in Section G of
Chapter 5. Flow regulation is discussed in Section E-2 of Chapter 2,
High flow releases would reduce the proportion of effluent in the
stream, and not create any particular problems.
b. Expansion of plant size with increased community
growth
The present plant (1.5 MGD) will serve anticipated growth in
the area for perhaps 15 years. It may be easily added on to/ when
this is necessary.
37. Chuck Perkins 3-23-76
Need for sewage treatment for Delaware County.
Comments noted.
38. Robert J. Golten, National Wildlife Federation 3-26-76
Response; a. Population growth
Existing population is scattered along major roads or in small
subdivisions. Future population growth is anticipated in larger
clusters, such as PUDs, as well as continuing the present pattern.
Part of the growth will be induced by project construction and
part will not. Chapter 5, Section C-2 addresses secondary impacts.
b. Floodplain
Flood insurance is discussed in Chapter 1 of both the Draft
and Final EIS. Land use aspects are covered in Section C of
Chapter 5. Placing the plant above the historic 100 year flood
level on a regulated stream will provide flood protection. Other
aspects of system reliability are found in Section G of Chapter 5.
c. Nonpoint source pollution
Section C-2 addresses this topic in Chapter 5.
d. Aesthetics
Grant conditions will assure that the mitigative landscaping
and architectural measures are followed.
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e. Bald Eagle
The status of the bald eagle in Delaware County is clarified
in Section F-2 of Chapter 2.
f. Chlorine and ammonia
Chlorine and ammonia have been evaluated in section E-2 of
Chapter 4 and also in Appendix H. The plant proposed in the
Facilities Plan is already a tertiary one, with phosphorus removal.
The Draft EIS proposed an extended outfall to a downstream area of
lesser biological value.
39. Donald T. Williams/ Chief, Planning Division, U.S. Army
Corps of Engineers, Ohio River Division 3-25-76
Response: a. Title
The title of the Draft EIS is consistent with the title of
the Facilities Plan.
b. Alum Creek Lake
This has been corrected in the text of the Final EIS.
bo Low Flow
The Waste Load Allocation for the Scioto River was prepared by
Ohio EPA. USEPA approved it, based on our best knowledge of low
flows at that time. We have used the lower, low flow value in this
EIS, whenever possible.
d. Easements
This has been noted in section B-l of Chapter 3.
e. Permits
This also has been indicated in Section B-l.
f. Water withdrawal
This has been noted in the text.
g. Figure 3-1 and figure 4-2
The sewer illustrations have been revised as mucji as possible.
40. Edward F. Hutchins and Richard S. McCutchen, Metropolitan Park
District of Columbus and Franklin County 3-26-76
Response; a. Resources enhancement and non-degredation
The proposed tertiary facility is designed to enhance water
quality in the Olentangy River. Chapters 2 and 4 discuss the engineering
institutional aspects of implementing the regional alternatives.
6-95
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b. Aesthetics
Control of urbanization impacts is discussed in Chapter
The scenic route designation is included in Section J-9 of Chapter
2. Loss of farmland is discussed in Section E-4 of Chapter 5.
Except for a portion of the landscaping, the sewage treatment
facilities would be above the 100 year floodplain at site OR-3.
Purchase of scenic easements would preserve the vast majority of
the view.
c- Alternate sites
Site OR-6 and cost estimates are discussed in Chapters 3 and 4.
Additional capital costs of this alternative are considerable; only
a part of them (about $300,000) could be eliminated by reducing
some of the architectural and landscaping features added at site
OR-3. Detailed design for this alternative might be able to
utilize additional gravity flow. This level of design is beyond the
scope of this EIS.
d. Effluent discharge
Reports by Olive (1971) and Olive and Smith (1975) describe
the aquatic insects of the Scioto River system. Chlorine and
ammonia impacts are discussed in section E-2 of Chapter 4. The
chlorine and ammonia limit levels discussed in Appendix H correspond
to those in "Water Quality Criteria," 1972. Ohio EPA has certified
the Facilities Plan and has issued its discharge permit.
e. Worthington Hills STP
Enforcement efforts are presently focused on larger dischargers
than this small facility. In addition, the plant is scheduled
for a zero discharge in 1977.
f. Fecal Colffoapm Counts
The regulations cited apply to 303-e basin planning and to the
NPDES permit program, which are both state responsibilities in Ohio.
The major upstream point discharge is at the Delaware City treatment
plant, for which additional improvements are presently being planned.
Septic tanks are non-point sources, and are contributing to a part
of the Olentangy bacterial pollution.
g. Population
Section B-l in Chapter 3 describes the variable involved in
extending sewer services. The 6MGD projection is for an ultimate
size, beyond the 20 year planning period.
h. Delaware STP
Upsets at this facility are related to industrial waste and to
wet weather problems. This proposed facility will have minimal
industrial flows and will have a new exclusively sanitary sewer
system, so that these types of operation problems will not be present.
6-96
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i- Interceptors for new communities
An evaluation of funding eligibility will be made on each
interceptor, as it is presented to EPA for funding. The interceptor
is planned to serve existing homes and the proposed development,
as the rest of the sentence indicated. Phase I is presently the
only part of the sewer system for which a Step 3 grant application
has been made.
41. Philip J. Pollick, Chairman, Clintonville Area Commission,
Columbus 3-29-76
Response; a. Ammonia and chlorine impacts
Additional information on these subjects is given in Section E-2
of Chapter 4 and in Appendix H.
b. Secondary impacts
Sections C-2 and C-3 of Chapter 5 discuss EPA's limited abilities
to control secondary impacts and to initiate local land use planning
and stormwater management.
c. Floodplain
Placing the facilities above the 100 year flood plain, on a
regulated stream, has been used to protect them from flooding.
Other aspects of reliability are discussed in section G of Chapter
5. Flood plain zoning is included in the land use discussions.
42. W. Raymond Mills 3-29-76
ResponseS a. Treatment at Delaware STP
This alternative was eliminated in Chapter 3. Plans are being
made to improve the Delaware City facility and its proposed 1977
permit is more strict than the present one. Energy costs for pumping
are extensive, and there is a greater chance for breakdown here,
than with a gravity system. Additional treatment has been proposed
for the Delaware County plant. System costs are discussed in
Section C-3 of Chapter 4.
Chapter 4 compares local and regional alternatives. The cost-
effective alternative which EPA choses is not always the least
expensive one. Additional considerations include environmental
and institutional factors.
43. Francis W. Cavanaugh, Manager, Loch Lomond Enterprises,
Worthington 3-26-76
Response; a. Site OR-3
Comments noted. Section C-4 of Chapter 3 indicates the agricultural
use of site OR-3.
6-97
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b. Regional!zation
Chapter 4 compares local and regional alternatives.
c. Delaware STP
Improvements for this facility are proceeding separately, with
a plan of study under review by EPA.
44. Cynthia D. Barnes 3-25-76
Response; a. Site OR-3
Chapter 5 describes the impadts related to this site.
b. Additional treatment
Sections E-2 of Chapter 4 has re-evaluated this topic.
45. Mary Jo McCaw 3-27-76
Response: a. Recreation resource
The Olentangy is a valuable recreation resource.
b. Park impact
See Sections E-5 and F in Chapter 5 for a discussion of these
impacts.
46. John J. and Jane R. Kleber 3-29-76
Response: a. Regionalization
Chapter 3 Section 10 explains why regionalization with
Delaware City has been eliminated.
b. Park impact
Section E-5 discusses park impacts in Chapter 5.
47. Ned E. Williams, Director, Ohio Environmental Protection
Agency/includes responses from Ohio EPA, the Ohio .Department
of Natural Resources, and the Ohio Department of Economic and
Community Development 4-1-76
Response; a. Water quality requirements
Section E-2 in Chapter 4 discusses ammonia, chlorine and low
flows. Low flows are covered in Section E-2 of Chapter 2 as is
our rationale for the low flow value chosen for our calculations.
b. Extended outfall
Section G-l in Chapter 4 presents a discussion of the extended
outfall.
6-98
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c. Secondary impacts
A discussion of secondary impacts and mitigation is in
Section C of Chapter 5.
d. Ultimate capacity
This is 6MGD. This EIS addresses only the twenty year planning
period, however, which is estimated at 3MGD or less.
e. Short time uses/long term productivity
Chapter 5 addresses this topic both in the Draft and the
Final EIS.
f. Percentage of Columbus System capacity
These sections have been rewritten.
g. Industrial pre-treatment
The industrial pre-treatment regulations would apply.
h. Fish species
This information has been corrected in section P-3 of Chapter 2.
i. Ammonia removal
Section E-2 addresses this topic in Chapter 4.
j. Water release
No significant impacts are anticipated. The facilities are
located above the 100 year floodplain, and the reservoir is managed
for flcbod control.
k. Landscaping
A mixture of evergreens and deciduous trees has been planned
for landscaping at site OR-3.
1. 0-DNR spproval of sewers
Section B-2 of Chapter 3 notes this requirement.
6-99
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3. Letters Received After 3-26-76.
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ments concerning the Draft Environmental Im
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1. The existing problem areas won't be sei
firat ure:iH U> be nerved will be u vacant
muni. EPA regulations .'stipulate that S'
used to promote development .
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3. The estimated ehlonne level at low flow
amount considered toxic to aquatic life :
elimination of a recreation fishery 1 is tec
service as "high quality fishery compar;
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4. Species among those that could be elimil
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5. The proposal to pipe the effluent to a po:
amounts to sweeping the problem under
bypass the area of the most aquatic life
a sterilized river downstream. Upgrad;
fall location is imperative.
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Quoting Walter J. Cremean, former Columb
"odors from a sewage treatment plant are in
or chemical operation is subject to occasion!
of how well designed the plant might be. " A
Port Columbus showed the prevailing winds ;
time and thus would carry the odor directly t
use areas of Highbanks Park. These odors \
visitors' goals.
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Alvin IxMblinR, Esq.
Assistant Regional Counsel
Region V, U.S.E.P.A.
230 South Dearborn
Chicago, Illinois 60604
Re: Proposed Olentangy Environmental Control
Center, Draft EIS Project No. C 390698
Dear Sir:
Al , *^ f]
In our recent telephone conversation, I indicated that our offici
had undertaken a study of Ohio law relating to the manner by
which Delware County might avoid construction of the proposed
Olentangj' Environmental Control Center through agreement wi
the City of Columbus for the latter to accept and treat domestii
wastes generated in southern Delaware County. Enclosed is a
memorandum prepared by Ms. Malone which concludes that
ample statutory authority exists for implementation of such a
"Columbus alternative."
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6-121
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4. Response (to new issues raised)
1. Edward A. Bischoff 3/31/76
C- Purification capabilities of the Olentangy River
downstream from Delaware.
R- Improvements are being planned and a permit upgrading has
been proposed for 1977, to lessen the impacts of this
facility to the Olentangy.
C- High population projects^
R- The 3.0 MGD plant would probably not be used at full capacity
at year 20.
C- Zoning controls housing.
R- Present growth is constrained because of the septic tank
ordinance, requiring one acre lots, in most instances.
Higher density projects such as Planned Unit Developments
(PUDs), have been planned in the service area.
2* W. Jay and Helen Limbaugh 3/29/76
C- Well impacts from effluent.
R- Section A-4 in Chapter 5 discusses this topic.
3- L. D. Perry, Manager, Valley Utility Co. 3/30/76
Comments noted.
^* Von Hill, Director, Environmental Research and Action
Comments noted.
5- Gary R. Moore
C- Interbasin transfer of water.
R- Water supply via the Del-Co water company is from the
Olentangy River.
C- Withold funding until Columbus EIS is completed.
R- The two grants are separate actions by EPA.
C- Cost figures and conflict of interest.
R- The project costs for the interceptor system and treatment
plant proposed in the Facilities Plan were developed by
Delaware County and their consultants. In the Final EIS,
6-122
-------
the additional cost estimates for local alternatives were developed
by Enviro Control. The regional cost estimates were developed by
EPA.
6. Robert W. McAdams, General Manager, Del-Co Water Company, Inc.
3-29-76 Comments noted.
7. Joy E. Niswender 3-28-76
Comments noted.
8. William L. Foster 3-28-76
Comments noted.
9. Chalmers P. Wylie, Representative to Congress, 5-17-76, 6-7-76
C- Airborne pathogen hazard.
R- Section A-2 of Chapter 5 discusses this topic in detail.
C- Regionalization as a solution.
R- Chapters 3 and 4 have developed new alternatives on regionali-
zation.
10. David E. Northrop, Assitant Attorney General, State of Ohio
6-28-76
C- Legal research on regionalization.
R- This is summarized in section C-9-e of Chapter 3.
C- Desirability of regionalization.
R- Chapters 3 and 4 provide a new discussion of the regionali-
zation alternatives.
I1- Delaware County Engineer 5/3/76 (letter not reproduced)
This letter presents answers to information requested by
USEPA, which has been incorporated into the Final BIS.
Additional comments relate to the cost-effectiveness of the
regional sub-alternatives in the Draft EIS. The sub-
alternatives considered in the Final EIS are different than
those of the Draft document.
12. Delaware County Engineer 5/25/76
C- Definition of regional system.
R- Chapter 3 qualifies the use of the terms local and regional
in this EIS. Section A of Chapter 5 addresses water quality
impacts.
C- OEPA has modeled levels of chlorine and ammonia.
R- Chapter 5, section A-l addresses the differences in this low
flow modeling, and the values chosen for the EIS.
6-123
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C- Highbanks Park investment value.
R- These figures arose at the public hearing.
C- Sound levels.
R- This data has been added to the Final EIS in Chapter 5, section
F-3.
13. Delaware County Engineer 6-17-76
C- Ozone costs*
R- Environmental protection favors the additional expenditure for
ozone. Disinfection is only one part of sewage treatment costs.
C- Ozone leaves no indicator to judge the degree of disinfection.
R- In chlorination practice chlorine is not measured specifically,
but rather the oxidant level is measured. Similar approaches
can be used for ozone since it is also an oxidant. Additionally,
ozone can be measured in off-gases from contactors to judge
dosage control. While there is much experience that relates
chlorine oxidant level to disinfection efficiency, the actual
result is not available until 24 hours later when the microbial
tests are evaluated.
C- Ozone discharge to the atmosphere.
R- An ozone destruction system may be installed so there would be
no ozone discharge. These systems are'commercially available.
C- Ozone is experimental.
R- Full-scale ozone treatment has been documented on many drinking
water systems. Implementation for wastewater treatment is emer-
ging and there is no real reason that cross translation of
technology, especially on a high quality effluent such as will
be produced by the Delaware County tertiary plant, should incur
problems. Site visits to existing installations and progress
seminars may be arranged for the design engineers. Full-scale
treatment plants have been funded by the EPA construction grants
program, without any request that EPA assume responsibility for
using ozone. The U.S. Congress specifically dictates in P.L.
92-500 that new technology msut be applied to preserve the
Nation's waters.
C- Filtration would not work because of particle size.
R- The filters chosen for this estimate are capable of removing
particles in.the 2.0 to 5.5 millimicron range. (note: the
Health, Education, and Welfare letter has been reproduced
earlier in this section).
14. Ohio EPA May,1976
(note: technical data has not been reproduced).
6-124
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C- Low flow values.
R<- Chapter 2 has developed the low flow values for this EIS.
Item 1.11 is the release schedule, rather than the minimum
release. Item 1.21 is data from the USGS station near Delaware
City, rather than the nearby Vtorthington station. Item 1.22
will not alter the volume of effluent discharged. The 13 cfs
value is higher than the 9.7 cfs developed by USGS for the
historical modified 7-day, once in 10-year low flow.
C- Ammonia .values.
R- Chapter 2 has covered our low flow values. The corrections
of calculations in item 2.12 have .been noted in the Final
EIS. Chapter 4 discusses ammonia impacts and concentrations.
Ammonia removal is also discussed in Chapter 4.
C- Chlorination - dechlorination should be used only as needed.
R- The Final EIS recommends ozonation for disinfection.
C- Computer data are presented.
R- Low flows differ from our analysis.
6-125
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CHAPTER 7 BIBLIOGRAPHY
1. Sel ec ted _Re f e f_ence s
Adams, A.P. and J.D. Spendlove, 1970, Coliform Aerosols Emitted
by Sewage Treatment Plants, Science 169: 1218-1220.
Anonymous, November 1970, Ozone Bids for Tertiary Treatment,
Environmental Science and Technology, Vol. 4, No. 11.
Battelle Institute, August 1973, Preliminary Final Report on
Compatability Factors of a Proposed Delaware County Sewage
Treatment Plant With the Highbanks Metropolitan Park (Draft).
Becker, C.D. and T.O. Thatcher, 1973, Toxicity of Power Plant
Chemicals to Aquatic Life, United States Energy Commission by
Battelle Pacific Northwest Laboratories, Richland, Washington,
Wash-1249-UC-ll, Section D and G.
Blumenfeld, Hans, Winter 1954, The Tidal Wave of Metropolitan
Expansion, Journal of the American Institute of Planners.
Blumenfeld, Hans, 1955, The Economic Base of the Metropolis,
Journal of the American Institute of Planners.
Brungs, William, 1973, Effects of Residual Chlorine on Aquatic
Life, Journal of Water Pollution Control Federation 45 (10);
2180-2192.
Bureau of Business Research, 1960's, The Columbus Area Economy,
Structure and Growth, 1950 to 1985, The Ohio University.
Burgess and Niple, Ltd., 1970, Feasibility Survey and Report
for Sanitary Service and Sewage Treatment Facilities.
Burgess and Niple, Ltd., 1973, Environmental Assessment of the
Olentangy Environmental Control Center (superceded by the Fa-
cilities Plan).
Burgess and Niple, Ltd., July 1974, (revised August 1974), The
Sanitary Sewerage Facilities Plan for South-Central Delaware
County, Ohio.
Burgess and Niple, Ltd. and the Delaware County Engineer's
Office, December 1974, Response to U.S. Environmental Protection
Agency - Region V - Questions of October 22, 1974. (Supplement
to the Facilities Plan).
Burgess and Niple, Ltd., 10 April 1975, Letter to Fred L. Stults,
Delaware County Engineer.
Collins, H.F. and D.G. Deaner, August 1975, Sewage Chlorination
Versus Toxicity A Dilemma? Journal of the Environmental Engin-
eering Division, American Society of Civil Engineers, Vol. 101,
No. EE4.
7-1
-------
Columbus Area Chamber of Commerce, 1972, Population Growth in
Central Ohio, 1960 to 1970.
Columbus Area Chamber of Commerce, September 1974, Population
Projection, Columbus SMSA.
Committee on Water Quality Criteria, National Academy of Sci-
ences, National Academy of Engineering, 1972, Water Quality
Criteria, 1972, U.S. Environmental Protection Agency.
Cross, William P., 1965, Low-Flow Frequency and Storage-Require-
ment Indices for Ohio Streams, State of Ohio, Department of
Natural Resources, Division of Water, Bulletin 40.
Delaware County Board of Health, 1974, Home Sewage Disposal
Regulations.
Delaware County Regional Planning Commission, July 1973, Pop-
ulation Projections.
Delaware Regional Planning Commission, August 1973, Industrial
Data.
Delaware Regional Planning Commission, July 1975, Current
Housing Start Data.
Eliassen, R. and G. Tchobanoglous, 1975, Removal of Nitrogen
and Phosphorus from Wastewater: Environmental Science and
Technology, Vol. 3, No. 6-
Embleton, T.F.W. and G.J. Thiessen, January - February 1962,
Train Noises and Use of Adjacent Land, Sound.
Enviro Control, Inc. October 1975, Analytical Studies for
Assessing the Impact of Sanitary Sewage Facilities of Delaware
County, Ohio, Final Report under USEPA Contract no. 68-01-2853.
Fair, G.M. and J.C. Geyer, 1963, Water Supply and Wastewater
Disposal, John Wiley and Sons, Inc.
Fair, G.M. and W.F. Wells, 1934, Measurement of Atmospheric
Pollution and Contamination by Sewage Treatment Works, Proc.
19th Ann. Mtg. N.Y. Sewer Works Association.
Faulkner, C.E., July 1975, Acting Regional Director, U.S. Fish
and Wildlife Service, Letter to Ned Williams, Ohio EPA,
Finkbeiner, Pettis and Strout, 1979, Delaware County, Ohio
Comprehensive Water and Sewage Development Plan.
Franklin County Regional planning Commission, 1954, Metropoli-
tan Columbus Master Plan Study, Sewers and Sewage Treatment.
7-2
-------
Franklin County Regional Planning Commission, 1969, Water
Related Facilities Plan.
Jeane, G.S. II, and P.E. Pine, 1975, Environmental Effects of
Dredging and Soil Spoil, Journal of the Water Pollution Control
Federation, Vol. 47, No. 3-
Labrenz Riemer Inc., 1974, Watercourse Plant for Columbus and
Franklin County, Columbus Department of Recreation and Parks.
Ladislas, Segoe, and Associates, 1964, Comprehensive Master
Plan, Delaware County, Ohio, Prepared for the Delaware County
Regional Planning Commission.
Lando, Thomas J., and Friedrich Bohm, July 1975, The Birth of a
New Town, Cities and Villages.
Ledbetter, J.O. and C.W. Randall, 1965, Bacterial Emissions from
Activated Sludge Units, Ind. Med. and Surg. 34-130-133.
Liptak, B.C., 1974, Environmental Engineer's Handbook, Vol. 2,
Air Pollution, Chilton Book Company, Pennsylvania.
McKim, J.M., D.A. Benoit, K.E. Biesinger, W.A. Brungs- and R.E.
Siefert, 1975, Effects of Pollution on Freshwater Fish, Jour-
nal of Water Pollution Control Federation, 47 (6):JL742.
Malcolm Pirnie, Inc., December 1974, Columbus Metropolitan Area
Facilities Plan.
Malcolm Pirnie, Inc., May 1975, Environmental Setting, Columbus
Metropolitan Area Facilities Plan, Draft, Prepared for City of
Columbus, Dept. of Public Service, Division of Sewerage and
Drainage.
Metcalf & Eddy, Inc., 1972, Wastewater Engineering, pp. 501-503.
Mid-Ohio Regional Planning Commission, March 1971, The Mid-Ohio
Region Housing Market Outlook 1970-1980.
Mid-Ohio Regional Planning Commission, June 1972, Expanding the
Regional Plan.
Momot, Walter T., 9 June 1975, Associate Professor, Ohio State
University, Letter to Mr. Kent Fuller of USEPA, Chicago, Illinois,
Nitschke, Godwin, Bohm, 1974, Master Land Use Plan, Powell, Ohio.
Nitschke, Godwin, Bohm, August 1975, Alum Creek Reservoir Area
Study, Prepared for Delaware County Regional Planning Commission.
Odgen, J. Gorden III, 1965, Early Forests of Delaware County,
Ohio, Ohio Journal of Science 65:29-36
7-3
-------
Ohio Department of Natural Resources, Division of Water, 1963,
Water Inventory of the Scioto River Basin, Report #17, Ohio
Water Plan Inventory.
Ohio Department of Natural Resources, 1970, A Statewide Plan
for Outdoor Recreation in Ohio 1971-1977.
Ohio Department of Natural Resources, Natural Area and Scenic
River Planning Section, August 1972, The Olentangy Scenic River
Study.
Ohio EPA, Division of Planning, Environmental Assessment Section,
August 1973, Evaluation of the Proposed Olentangy Environmental
Control Center - Delaware County Wastewater Treatment Facility
Sub-District 1-A.
Ohio Environmental Protection Agency, June 1974, Scioto River
Basin Wasteload Allocation Report.
Ohio State University Museum of Zoology, Unpublished Records, 1975.
Ohio Revised Code Annotated, 1974.
Ohio Revised Code Annotated, 1975.
Olive, John H., 1971, A Study of Biological Communities in the
Scioto River as Indices of Water Quality, The Ohio Biological
Survey and the Water Resources Center, The Ohio State Univer-
sity, Research Project Completion Report No. B-008-Ohio.
Olive, John H., and Kenneth Smith, 1975, Benthic Macroinverte-
brates as Indexes of Water Quality in the Scioto River System,
Ohio, The Ohio Biological Survey - New Series Bulletin, Vol. V,
No. 2 (unpublished manuscript).
Pennak, Robert W., 1953, The Fresh-Water Invertebrates of the
United States, The Ronald Press Company, New York.
Pereira, M.R. and M.A. Benjaminson, 1975, Broadcast of Microbial
Aerosols by Stacks of Sewage Treatment Plants and Effects of
Ozonation on Bacteria in the Gaseous Effluent, Public Health
Reports 90:208-212.
Perry, Edward, 1974, The Effect of Stream Improvement Structures
on the Sport Fishery in a Channelized Section of the Olentangy
River, Master Thesis (Unpublished), Ohio State University.
Presley, T.A. D.F. Biship and S.G. Roan, 1972, Ammonia-Nitrogen
Removal by Breakpoint Chlorination, Environmental Science and
Technology, Vol. 6, No. 7.
Randall, C.W. and J 0. Ledbetter, 1966, Bacterial Air Pollution
from Activated Sludge Units, Am. Ind. Hygiene Assoc. J. 27:506-519
7-4
-------
Servizi, J.A. et al., 1969, Marine Disposal of Sediments from
Bellingham Harbor as Related to Sockeye and Pink Salmon Fisher-
ies, International Pacific Salmon Fisheries Commission, Progress
Report No. 23.
Sexton, B.H., July 1969, Traffic Noise, Traffic Quarterly.
Smith, R., December 1967, A Compilation of Cost Information for
Conventional and Advanced Water Treatment Plants and Processes,
U.S. Department of the Interior.
Smith, R., June 1969, Cost and Performance Estimates for Terti-
ary Wastewater Treating Processes, U.S. Department of Interior.
Stansberry, D.H., May 1972, Comments on the Draft Environmental
Statement, Alum Creek Impoundment, Alum Creek, Scioto River
Basin, Ohio. (Included in Final EIS on the Alum Creek Reservoir).
Stein, Carol B., 1963, The Uniondae (Mollusca: Pelecypoda) of the
Olentangy River in Central Ohio, Unpublished Master's Thesis,
The Ohio State University, Columbus Ohio.
Stein, Carol B., 1975, The Naiades (Phyllum Mollusca, Family
Uniondae) of the Olentangy River Between Powell Road and Inter-
state 270 Delaware and Franklin Counties, Ohio, Ohio State
University Museum of Zoology, Columbus, Ohio. (Unpublished).
Surveys Unlimited, October 1973, Policy Plan, Delaware County,
1970 to 1990.
Taras, M.J. et al., 1971, Standard Methods for the Examination
of Water and Wastewater, American Public Health Association.
Thruston, Robert V., Rosemarie C. Russo, and Kenneth Emerson,
1974, Aqueous Ammonia Equilibrium Calculations, Fisheries Bio-
assay Laboratory, Montana State University, Bozeman, Montana,
Technical Report No. 74-1.
Trautman, Milton B., 1957, The Fishes of Ohio, Ohio State Uni-
versity Press, Columbus.
Tsai, Chu-Fa, 1970, Changes in Fish Populations and Migration
in Relation to Increased Sewage Pollution in Little Patuxent
River, Maryland, Chesapeake Science, 11 (1):34-41.
Tsai, Chu-Fa, 1971, Water Quality Criteria to Protect the Fish
Population Directly Below Sewage Outfalls, The Department of
Forestry, Fish and Wildlife, Natural Resources Institute,
University of Maryland, Completion Report B-006-Md.
U.S. Army Engineer District, Huntington, W.Va., August 1971,
Final Environmental Impact Statement, Mill Creek Lake.
7-5
-------
U.S. Army Engineer District, Huntington, W.Va., Sept. 1972,
Final Environmental Impact Statement, Alum Creek Lake.
U.S. Bureau of the Census, 1950, Population of Counties by
Minor Civil Divisions: 1930 to 1950.
U.S. Bureau of the Census, 1962, County and City Data Book.
U.S. Bureau of the Census, 1967, County and City Data Book.
U.S. Bureau of the Census, September 1967, Areas of Ohio: 1960.
U.S. Bureau of the Census, 1970, Population and Housing.
U.S. Bureau of the Census, 1970, Number of Inhabitants.
U.S. Bureau of the Census, 1972, County and City Data Book.
U.S. Bureau of the Census, May 1975, Population Estimates and
Projections.
U.S. Department of Agriculture, Soil Conservation Service, 1969,
Soil Survey, Delaware County, Ohio.
U.S. Department of the Interior, National Park Service, 1972,
National Register of Historic Places, Inventory and Nomination
Form, Highbanks Park Works.
U.S. Department of Labor, Bureau of Labor Statistics, April 1975,
Employment and Earnings Statistics for the United States.
U.S. Department of Transportation, 1973, Fundamentals and Abate-
ment of Highway Traffic Noise.
U.S. Environmental Protection Agency, July 1975, A Guide to the
Selection of Cost-Effective Wastewater Treatment Systems, EPA
Technical Report.
U.S. Environmental Protection Agency, Office of Water Programs
Operation, April 1975, Sewer and Sewage Treatment Plant Construc-
tion Cost Index.
U.S. Environmental Protection Agency, Office of Water Programs
Operation, May 1975, Revised, Guidance for Preparing a Facility
Plan.
U.S. Geological Survey, 1975 Water Resources Data for Ohio 1974 ,
Part 1, Surface Water Records.
U.S. Geological Survey, 1974, Water Resources Data for Ohio 1973,
Part 2, Water Quality Records.
7-6
-------
U.S. Water Resources Council, April 1974, 1972 OBERS Pro-
jections, Volumes 1,3,5, and 7.
U.S. Water Resources Council, 30 July 1975, Principles and
Standards for Planning Water and Related Land Resources -
Change in Discount Rate, Federal Register.
Additions;
Arthur, John W., Andrew, Mattson, Olson, Glass, Halligan,
and Walbridge. 1975. Comparative Toxicity of Sewage-Effluent
Disinfection to Freshwater Aquatic Life. EPA Ecological
Research Series. EPA-600/3-75-012.
Brungs, 1976. See Appendix J.
Columbus Department of Recreation and Parks. 1974. Water-
course Plan for Columbus and Franklin County.
Decker, Henry F. 1975. Sewage Sod System Saves Time. Weeds,
Trees, and Turf, June, 1975. pp.40-41.
Hickey, John L.S. and Parker C. Reist. 1975. Health Significance
of Airborne Microorganisms from Wastewater Treatment Processes.
Parts I and II. Journal of the Water Pollution Control Federation
47: 2741-2773.
Malcolm Pirnie, Inc. July, 1975. Infiltration/Inflow Analysis,
Columbus Metropolitan Area Facilities Plan. v. 1 and 2.
Mid-Ohio Regional Planning Commission. 1974. Regional Bikeway Plan.
New Jersey Department of Community Affairs. 1975. Secondary Impacts
of Regional Sewerage Systems, v.l.
Ohio Biological Survey. 1976."Bald Eagles in Ohio", The Surveyor,
April, 1976.
Ohio EPA. April, 1975. State of Ohio Annual Water Quality Report
(305(b)).
U.S. EPA. 1973. Design Criteria for Mechanical, Electric, and
Fluid System and Component Reliability. USEPA Technical Bulletin.
EPA-430-99-74-001.
U.S. EPA. 1975-a. Preliminary Report on Delaware Reservoir, Delaware
County, Ohio. National Eutrophication Survey,
U.S. EPA. 1975-b. Report on Hoover Reservoir, Delaware and
Franklin Counties, Ohio. National Eutrophication Survey/
Working Paper 403.
U.S. EPA. 1975-c. Report on O'Shaughnessy Reservoir, Delaware
County, Ohio. National Eutrophication Survey, Working Paper 407.
U.S. EPA. 1975-d. Final Environmental Impact Statement, O'Hare
Water Reclamation Plant.
-------
2 •
Allis Chalmers, Inc., 1975.
Beemer, Harold W., Chief, Engineering Division, Huntington
District, U.S. Army Corps of Engineers, 11 August 1975.
Brungs, William, EPA National Water Quality Laboratory, Duluth,
Minnesota, 14 August 1975.
Calgon Corporation, July 1975.
Caterpillar Manufacturing Company, 1975.
Decker, Jane M., Assistant Professor of Botany, Ohio Wesleyan
University, 7 August 1975.
DeGrave, Nick, Wyoming Bioassay Laboratory, EPA Project #802292,
Grandville, Michigan, 14 August 1975.
Faulkner, C.E., Acting Regional Director, United States Depart-
ment of the Interior, Fish and Wildlife Service, Recommendation
Letter to Mr. Ned Williams of the Ohio EPA, 21 July 1975.
Gilbert, Gary, Delaware County Santiary Engineer, August 1975.
Griswold, Bernard L., Ohio Cooperative Fishery Unit, The Ohio
State University, 1975.
Hinde Engineering Corporation, July 1975.
Lashutka, Greg, Staff Assistant for Ohio Affairs, Office of
Representative Samuel Devine, August 1975.
Levins, Ed., Washington Suburban Sanitary Commission, July 1975.
Mantor, R. , Superintendent, Delaware City Sewage Treatment Plant,
August 1975.
Mapes, Greg, Environmental Planner, Ohio EPA, August 1975.
May, Lloyd, Delaware County Health Commissioner, Delaware County
Health Department, July 1975.
Nottingham, James, Ohio Environmental Protection Agency, District
Engineer, July 195.
PCI Ozone Company, August 1975.
Smith, Robert, Advanced Waste Treatment Research Laboratory,
25 July 1975.
Sprague, Rex, City Engineer, City of Delaware, August 1975.
7-8
-------
Stein, Carol, Ohio State University Museum of Zoology, July 1975.
Thomas, James, Director of Research, Columbus Area Chamber of
Commerce, 29 July 1975.
U.S. Army Corps of Engineers, 1975.
Additions;
Cook, Frank, Landscape Architect, Ohio Department of Transportation.
April, 1976.
Gilbert, Gary, Delaware County Assistant Sanitary Engineer. 1976.
Good, E.E. Ohio State University. April, 1976.
Lanuners, Ken. U.S. Fish and Wildlife Service, Lebanon, Ohio.
May, 1976.
Nottingham, James. Ohio EPA, Central District Engineer. April, 1976.
Strom, Robert. Ohio Division of Wildlife. April, 1976.
7-9
-------
Appendix A
Final Effluent Limitations OEPA Permit No. K 901 AD
During the period beginning when (a) facilities becomes operational,
or (b) infiltration/inflow is eliminated, whichever occurs first
and is applicable, and continuing therafter, the 30-day average
quantity of effluent discharged from the wastewater treatment
facility shall not exceed 1.5 MGD and the quality of effluent
discharged by the facility shall be limited at all times as follows:
A. The arithmetic mean of the BOD^ samples collected in a
period of 30 consecutive days shall not exceed a concen-
tration of 8 mg/1 or a total quantity of 45.4 kg/day.
The arithmetic mean of these values for effluent samples
collected in a period of seven consecutive days shall
not exceed a concentration of 12 mg/1 or a total quan-
tity of 68.1 kg/days.
B. The arithmetic mean of the suspended solids values for
effluent samples collected in a period of 30 consecutive
days shall not exceed a concentration of 8 mg/1 or a total
quantity of 45.4 kg/day. The arithmetic mean of these
values for effluent samples collected in a period of seven
consecutive days shall not exceed a concentration of 12
mg/1 or a total quantity of 68.1 kg/day.
C. The effluent values for pH shall remain within the limits
of 6.0 to 9.0. The pH limitation is not subject to aver-
aging and must be met at all times.
D. The geometric mean of the fecal coliform bacteria values
for effluent samples collected in a period of 30 consecu-
tive days shall not exceed 200 per 100 milliliters. The
geometric mean of these values for effluent samples col-
lected in a period of seven consecutive days shall not
exceed 400 per 100 milliliters.
E. The Chlorine residual at the point of discharge shall not
exceed 0.5 mg/1 at any time.
F. The 30-day mean of ammonia nitrogen values for effluent
samples collected during the months of July thru October
shall not exceed a concentration of 1.5 mg/1 or a total
quantity of 8.5 kg/day. During the same period the 7-day
mean shall not exceed a concentration of 1.5 mg/1 or a
total quantity of 8.5 kg/day.
G. The 30-day mean of ammonia nitrogen values for effluent
samples collected during the months of November thru June
shall not exceed a concentration of 1.5 mg/1 or a total
quantity of 8.5 kg/day. During the same period the 7-day
mean shall not exceed a concentration of 1.5 mg/1 or a
total quantity of 8.5 kg/day.
A-l
-------
Appendix B
Surface Water
1. Discharge Data
SCIOTO RIVED BASIN
03228805 Alum Creek at Africa, Ohio
LOCATION. --Lat UOon'OO", long 82°57'17«, in SE V« sec. 1, T.3 B., R.18 »., Delaware County, on right bank «00 ft
(122 •) upstrean of bridge on Lewis Center Road, 1,200 ft (366 •} dovnstreai froi outlet of Alu« Creek dai, o. 1
• i (0. S kB) vest of Africa, 2.8 mi (U.5 kB) upstreal froi Hesterville Reservoir outlet, and 4.2 li (6.8 kB)
northwest of Westerville.
DRAIK1GE AREA. — 122 Bl* (316 k«*).
PERIOD OP RECORD. --Occasional low-flow Beasuresents, water year 1962, June 1963 to current year.
GAGE. — Hater-stage recorder. Datun of gage is 800.00 ft (243.840 •) above Bean sea level (levels by Corps ot
Engineers). Oct. 17, 1973 to July 9, 1971 nonrecording gage at bridge 100 ft (121.920 ») downstream at sue
datun. Prior to Oct. 17, 1973 water-stage recorder 600 ft (182.880 n) downstream at datuB 17.37 higher.
AVERAGE DISCHARGE. — 11 years, 125 ft'/s (3.510 »'/s) -
EXTREMES. — Current year: Baxinus observed discharge, 629 ft»/s (128 »3/s) Jan. 28, gage height, 23. 6« ft (7.205
a) ; Bininui daily, 0.81 ttVs (0.021 u'/s) July 11, 12.
Period of record: Maximum discharge, 6,160 ft3/s (171 a'/s) Bar. 10, 196U, gage height, 13.95 ft (1.252
•), from graph based on gage readings, site and datun then in use; no flow at tines 1963-65.
Flood of Bar. 5, 1963 reached a stage of 11.2 ft (4.33 n) , fro« floodmarks, discharge, 6,160 ft'/a (1IJ3
B'/S).
SEflAPKS. — Records good except for Oct. 17 to July 12, which are roor- Flow regulated by Alua Creek Lake since
October 1973. Water-quality records for the current year are published in Part 2 of this report.
DISCHARGE. IN CUBIC FEET PER SECOND, WATER YEAR OCTOBER 1973 TO SEPTEMBER 197*
DAY
OCT
NOV
DEC
JAN
FEB
MAR
APR
JUN
JUL
AUG
Source: (USGS, 1975, pt. 1)
SEP
1
2
3
4
5
6
7
e
9
10
11
12
13
14
15
16
17
16
19
20
21
22
23
24
25
26
27
28
29
30
31
TOTAL
MEAN
MAX
MIN
CAL YR
WTR YR
9.9
3.4
2.0
3.6
7.0
.9
• 1
.1
.1
.7
l.S
3.8
4.7
4.7
3.8
3.0
2.8
3.1
3.6
3.6
3.6
3.4
3.2
3.2
3.6
3.6
3.6 '
3.6
7,0
4.0
13
119.2 2.
3.85
13
1.1
1973 TOTAL
1974 TOTAL
20
26
31
30
2V
1H
12
12
11
10
9.9
9.5
b.O
15
19
18
18
19
Ib
18
16
21
22
45
170
180
252
329
531
522
436.4
81.2
531
8.0
69.620
47,605
354
350
347
323
300
314
266
247
210
191
170
163
163
161
155
150
146
144
159
220
260
260
254
228
205
258
254
250
PAP
c4c
231
23 1
7,226
233
354
144
.30 MEAN
.67 MEAN
229
212
210
210
210
210
212
212
210
205
205
210
205
199
197
206
212
216
231
300
M7
534
554
573
531
519
496
424
coo
DOT
cc 7
33 '
542
10.037
324
58V
197
163
130
52t>
500
470
444
432
429
426
415
410
400
391
364
352
345
316
272
230
210
203
200
210
210
220
280
283
278
260
267
9.345
334
528
200
MAX 3,540
MAX 589
265
270
260
250
241
229
220
212
210
200
196
177
175
152
1*0
180
ISO
160
180
185
185
166
150
1*0
129
13*
159
188
212
?4f)
c *U
y 7n
£ I U •
6,075
196
270
129
MIN I.I
MIN .64
283
327
336
369
364
360
350
350
350
338
334
329
320
320
316
308
300
286
261
270
265
258
2*5
235
223
21*
200
170
57
79
a,*37
281
369
57
5*
28
79
90
*0
17
17
29
79
72
76
78
68
26
76
71
39
7*
74
71
6U
67
70
68
68
60
52
51
52
Cp
JC
c^
3 J
1,819
58.7
90
17
54
5*
52
50
51
51
49
46
48
47
45
44
43
41
40
39
37
37
35
30
30
32
38
39
41
40
39
38
37
IS
j?
1,264
*2.1
54
30
»
34
32
31
31
27
23
20
15
10
.90
.84
.84
.89
1.2
3.7
6.0
8.0
8.0
b.O
8.0
8.0
8.0
11
10
9.0
9.0
9.0
9.0
9.0
o n
r • V
8C
• 3
370.87
12.0
3*
.8*
8.0
6.2
5.3
5.3
4.1
*.7
6.2
6.2
6.7
6.7
6.7
6.7
6.7
6.2
S.7
4.9
5.7
*.l
4.1
*.l
3.7
3.2
2.8
2.4
2.8
2.4
2.1
5.2
6.9
6.7
j2
164.5
5.31
12
2.1
9.7
8.5
1*
10 ,
9. 'a
9.0
8.5
8.5
8.5
8.5
8.1
13
7.6
7.6
7.6
13
13
13
12
12
12
11
11
11
11
11
11
11
1 1
10
311.7
10.4
I*
7.6
B-l
-------
SCIUTO RIVER BASIN
03221000 Scioto River below O'Shaughnessy Dai, near Dublin, Ohio
LOCATION.—Lat itO°oa«36", long 83°07'11", Delanare County, on left bank, 0.2 Bi (0.3 k») north of county line, 0.8
Bi (1*3 k») dovnstreaB from O'Shaughnessy Dan, and 3.0 mi (1.8 ki) north of Dublin.
DRAINAGE AREi.—980 BI* (2,538 km').
FESIOD OP RECORD.—April 1921 to current year.
GAGE.—Hater-stage recorder. Datun of gage is 775.00 ft (236.220 B) above lean sea level, adjustment of 1912.
Prior to Aug. 26, 1921, nonrecording gage at site 0.8 «i (1.3 km) upstreaB at sane datUB. tug. 26, 1921, to
Oct. 13, 1921, nonrecording gage at site 100 tt (30 n) downstream at sane datum.
HVF.RAGE DISCHARGE.—53 years, 78<4 ft^/s (22.20 »Vs).
EXTREHES.—Current year: Harimun discharge, 11,100 ft'/s (399 m'/s) Jan. 21, gage height, 11.59 ft (3.533 •);
Bininua, 21 ft'/s (0.68 B'/S) Aug. 30.
Period of record: Haxinum discharge, 55,200 ft'/s (1,560 m s/s) Jan. 22, 1959, gage height, 22.OK ft (6.718
B) , froB floodnark; ninimun, 0.1 ftVs (0.011 fflVs) Nov. 8, 1921.
Flood o£ March 25, 1913 reached a stage ot 24.6 ft (7.50 n), discharge, 71,500 ft»/s (2,110 • »/«) at Griggs
Dai, 9 BI (11 k«) downstream from gage, computed by C. E. Sherman, Ohio State University.
REMARKS. — Records good. Flow regulated since 192C n
t V3 V
Jy ~t ft
f C J U
4.897
630
4,100
98
424.401
332,929
2,490
1,730
1,090
835
1,050
917
778
597
479
428
386
342
353
473
715
692
453
331
358
554
B02
7H6
677
554
893
3,920
6,820
6,640
54on
, ^ vu
«. 4 Tfl
, * JU
27Q A
, IVU
48.853
1,576
6,820
331
MEAN
MEAN
1,700
1,030
820
760
570
480
420
370
400
410
370
320
280
330
526
2.140
4,4)0
4,870
10,300
13,100
13,400
11,000
8,560
6,670
4,870
3,630
4,190
4,090
3U i A
» 3* U
3.770
, C C U
2t p/i
, JCU
109,296
3,526
13,400
280
1,163
912
1,800
1,280
955
797
628
546
823
806
672
533
513
463
500
974
1,430
1,120
797
628
694
1,770
1,950
2,400
2,750
2.280
1,750
l.ObO
764
H14
31,487
1,125
2,750
463
MAX 8,130
MAX 13,400
1,310
1,680
1.520
1.230
1,040
1.130
1.280
1.190
1.030
1.100
1,560
1,590
1,340
1,110
823
1,150
1.650
1.610
1.240
901
781
709
740
717
679
628
781
874
1 gnn
I , t V U
4,750
4 . ft 1 tt
•* , P 1 VI
42,853
1,382
4,750
628
MIN 62
MIN 29
3,640
5.750
5,960
5,340
3,840
3,910
3,250
2,320
1,840
2,550
P.. 400
1,750
1,280
1.040
983
848
628
513
451
308
355
355
361
355
JOS
286
263
C JJ
8,048
260
S66
147
205
167
137
122
107
97
95
105
105
97
95
90
85
83
85
85
85
85
83
85
87
90
277
355
250
201
157
128
113
1 02
3,860
129
355
83
»
97
95
90
87
85
78
76
74
71
67
53
49
49
48
48
44
42
42
41
31
29
29
31
32
134
154
80
44
46
51
59
1,956
63.1
154
2<»
59
59
59
59
57
51
46
46
46
46
»4
42
44
44
44
46
53
46
39
34
32
34
34
36
34
32
' 32
41
4 |
34
4?
^c
1,356
43.7
59
32
71
78
100
76
71
128
140
105
85
78
76
87
488
631
520
305
189
134
102
102
95
92
71
67
67
65
65
65
63
5^
4.471
149
631
55
B-2
-------
SCIOTO BIVEB BASIN *
03227500 Scioto River at Coluabus, Ohio
LOCATION.—Lat 39051'31", long 83°00'33", Franklin County, on right bank at senage-treataent works of city of
Coluabus, 0.4 *i (0.6 k»)'dounstreaa froa bridge on Frank Road, 2.e ai (1.5 ki) upstrea* fro» scloto Big Ban,
and 5 ii (8 ki) dovnstreaa froa Ulentangy River.
DRAINAGE ABEA.--1,629 mi* (it,219 k»») •
PERIOD Or RECORD.—October 1920 to current year. Ronthly discharge only for tote periods, published In KSP 1305.
SAGE.—Hater-stage recorder. Datun of gag* is 680.00 ft (207.261 •) above aean sea level. Prloc to Oct. 1, 1921,
non record Ing gage at site 200 ft (61 •) upstreai at sane datui.
AVERAGE DISCHARGE.--51 years, 1,375 ft»/8 (38.91 m'/af .
EXTREMES.—current year: flaiisui discharge, 15,400 ft'/e (150 «'/s) Jan. 21, gage height, 18.18 ft (5.511 • );
ainimuii, 132 ft«/s (3.714 «Vs) July 21, 27, 28.
Period of record: naiimui discharge, 68,200 ft»/s (1.930 •»/») J«n- 2^, 1959, gage height, 27.22 ft (8.297
i), from high-water nark in veil, froi rating curve extended above 16,000 ft'/s (1,300 «3/s); liniiui, »2 ft*/*
(1.19 m'/s) Sept. 6, 1930.
Flood of liar. 25, 1913 reached a stage of 25.9 ft (7.89 •), discharge, 138,000 ftJ/s (3,910 •»/«)/
estiaated by Franklin County Conservancy District.
REBARKS.— Records good. Flow regulated by Griggs Reservoir 10.0 ni (16.7 ka) upstreas (see station 03221500),
O'Shaughnessy Reservoir 20.1 Hi (32.8 ki) upstreat (see station 03220500), and Delaware Lake 35 *i (56 Jen)
upstreaa fron station (see station 03225000). Records include only part of sewage return rlcw for city of
Columbus. Hater supply for city of Coluibus is obtained iron Scioto River downstreaa froi Griggs Dan, Big
walnut creek downstream from Central College, and fron well field in Alum Creek basin. For etateieot on
diversions fron Alui Creek basin and Big Halnut Creek, see REMARKS for stations 03229000 and 03229500. fater-
quality records for the current year are published in Part 2 of this report.
REVISIONS (HATER TEARS).—WSP 713: 1927(H) . WSP B03: 1922-21, 1926-30, 1932-33. MSP 1908: Drainage area.
DISCHARGE. IN CUBIC FEET PER SECOND. WATER YEAR OCTOBER 1973 TO SEPTEMBER 1974
DAY
OCT
NOV
DEC
JAN
FE8
MAR
APR
MAY
JUN
JUU
AUG
SEP
1
2
3
4
5
6
7
8
9
10
11
12
13
1*
15
16
17
18
19
20
21
22
23
2*
25
26
27
28
2Q
£ "
iti
JU
•\ \
J 1
TOTAL
ME AN
MAX
MIN
CAL ra
WTR YR
1.420
811
335
335
350
255
290
295
340
572
500
350
335
368
300
350
368
295
280
255
245
225
210
205
190
165
175
220
CTO
3 f D
ftC.fi
D3U
1.190
1.010
972
818
671
506
416
330
320
295
280
250
250
245
542
584
500
566
572
664
632
7*1
706
1.380
4,160
5,990
6,470
8,020
5. cm ft
t U3 V
5 tu ft
I OQ U
12.112 50.010
J91
l.«20
175
1973 TOTAL
197* TOTAL
1,667
8,020
2*5
753,277
608,764
5,8*0
4,550
2.880
1,680
2,060
2,020
1.870
1,570
1.120
972
874
783
888
1.080
1.270
1.470
1,310
867
734
1.550
1,970
2,0*0
1,670
1,470
1,360
*,530
11,100
10,000
a a aft
,CCU
6J A n
, C*U
*C C A
, 33U
88,538
2,856
11,100
73*
MEAN
MEAN
3,130
1,960
,500
,530
,360
,1*0
,070
972
951
1,110
1,0*0
923
769
7*b
1,160
3,090
5,890
7,200
11,600
13,800
1«,800
13,500
13,200
11,900
9,950
8.670
8,920
8,410
5 O -»ft
t O Jv
5C i f\
t D4 U
*• i i n
> 1 1 U
165,773
5,3*8
14,600
7*U
2.064
1,668
3,290
2,330
1,880
1,450
1,150
1,340
2.500
1,990
1,610
1,2*0
1,110
1,060
1,020
1,320
2,210
2,120
1,600
1.310
1,260
2,370
3,2*0
3,600
4.110
3,920
3,200
1,940
1,360
1,390
57.170
2,0*2
4,1*0
1,020
MAX 20,600
MAX 14,800
1.840
2.510
2,700
2,420
2,000
1.720
1.9*0
2,130
2,230
1,760
3,080
3,620
2,820
2,090
1.580
1,8*0
2,6*0
3,040
2,520
1,820
,640
,460
,290
,320
.340
.320
,420
,490
3. AtO
ff O JU
7 . 7ln
f • I JU
7 . IflO
• • JOv
76.320
2,462
7,730
1.290
MIN
MIN
5.980
8,460
9,280
11,900
7,220
5,950
4,980
4,230
3,560
3,920
3,6*0
3,0*0
2,*00
,900
,620
,410
,190
,080
,020
843
750
778
709
675
6*3
682
604
554
CAA
3 I/O
An A
ou*
90,138
3,00*
11,900
506
175
166
585
512
771
636
598
554
45*
448
598
*83
454
743
750
1,120
1,260
864
702
1,*20
757
530
425
397
805
835
828
669
500
436
C9A
JC*
Io yn
f UcU
?(*n
f 9U
21,548
695
1.420
397
579
419
353
332
2*5
J80
bla
284
269
255
236
232
212
198
*89
**8
326
212
212
241
477
750
2.140
1,100
1,080
1.170
656
512
»p|i
*c 3
*4A A
JO4
15,11*
50*
2,1*0
198
321
284
279
269
518
315
260
255
260
250
236
222
217
250
2*1
212
212
193
202
175
i79
212
227
188
179
170
166
170
1 AA
too
7,222
233
518
166
170
207
348
41*
222
198
207
212
236
222
202
207
207
289
217
202
643
310
321
300
212
212
236
202
190
217
227
375
CO 1
9V1
CO 1
3"!
•> Aft
JUU
8,695
280
643
170
630
397
929
591
460
52*
617
548
431
3S3
332
489
579
1,420
1.230
9S8
702
530
391
560
466
315
284
245
241
232
241
591
A 1 A
414
454
16,154
538
1.420
232
B-3
-------
SCIOTO RIVER BASIN
03226800 Olentangy River near Horthington, Ohio
lOCATION.—Lat 10006'37", long 83°01'5S". in KU 1/1 T.2 N., R. 18 H. , Franklin county, on left bank 350 ft (107 •)
dovnstrean from Interstate Highway 210 bridge, 1.5 mi (2.1 k«) northwest cf Worthington and 2.8 ml (1.5 k»)
npstreai fro* Rush Duo.
DRAINAGE 4BEA.--H97 HI' (1,287 k»*) .
PERIOD OP RECORD.--October 1955 to current year.
GAGE.—»ater-stage recorder. Datun ot gage is 713.20 ft (226.527 •) above lean sea level.
AVERAGE DISCHARGE.—19 years, 141 ftVs (12.19 «Vs) .
EXTREMES.--Current year: Baxinum discharge, 5,320 ft*/5 (151 B3/s| J»n. 23, gage height, 7.10 ft (2.256 »);
liniiua, 17 ft'/s (0.18 «3/s) Sept. 27.
Period of record: Maximum discharge, 16,500 ftj/s (167 st'/s) Jan. 21, 1959, gage height, 15.68 ft (1.779
•), fron high-water nark in well; minimum, 7.6 ft'/s (0.22 «»/£) tct. 8, 9, 1961.
1 Flood in January 19b2 reached a stage of 15.3 ft (1.66 «) , discharge, T5.100 ft»/s (128 **/s), froi
infomation by Corps of Engineers.
REMARKS. — Records good. Flow regulated by Delaware Lake 21 «i (31 k«) upetrean (see station 03225000). iatet-
guality records tor the current year are published in Part 2 of this report.
REVISIONS (WSTIR YEARS).--WSP 1625: 1952 (N). HSP 1908: Drainage area. HRD Ohio 1972: 1971 (H).
DAY
DISCHARGE. IN CUHIC FEET PER SECOND, WATER YEAR OCTOBER 1973 TO SEPTEMBER 197*
OCT
NOV
DtC
JAN
Ftb
APK
MAY
JUN
JUL
*UO
SEP
1
2
3
4
5
6
7
8
9
10
11
13
15
16
17
16
19
20
21
22
23
24
26
27
26
29
30
31
TOTAL
MEAN
MAX
MIN
CAL YR
KTR YR
48
60
46
38
41
39
33
34
34
110
59
49
42
47
34
106
60
47
49
41
29
27
26
24
25 •
26
25
26
68
1 A 1
IB j
264 -
1.738 1
56.1
264
24
1973 TOTAL
1974 TOTAL
304
271
256
233
123
118
71
45
45
46
45
45
45
45
61
186
leo
203
230
316
335
327
314
378
1.460
1.610
1.240
1.840
cc 7
35 f
2.820
3.748
458
2.820
45
221.
171,
3,050
2,040
895
399
665
688
719
593
222
210
210
210
220
372
474
538
400
170
220
280
820
780
640
538
621
2.010
3,840
3.040
1 . V JU
JP/l A
• CUV
28.939
93*
3.8*0
170
461 MEAN
OJO MEAN
600
450
300
410
438
432
241
413
370
236
200
190
18C
170
300
600
1,550
2,110
3,420
1,990
2,050
3,180
4,900
4,610
4,490
4,400
4.660
2,830
IT PO
, / C\f
Icon
, DC V
O-aft
V JU
49,890
1,609
4,900
170
607 MAX
*69 MAX
759
525
462
251
241
272
636
681
643
379
J05
294
277
J99
579
5*5
4U6
372
29*
b93
817
977
1,0*0
1,310
1,320
l.oau
261
366
16,08*
57*
1,320
2*1
5,500
4,900
432
681
S2b
525
673
572
621
945
961
1.1*0
2,720
961
658
426
420
600
1.000
1.300
1.000
450
500
440
380
420
480
510
390
370
950
I f 50 0
£ft A ft
f U UU
74,850
802
2.720
370
HIN 24
MIN 18
2,200
1,500
2,000
2,400
2.100
1,500
1,100
760
620
550
620
700
jj^y
350
260
261
272
317
299
226
170
142
135
170
204
217
191
138
1
20.140
671
2.400
83
76
117
163
236
226
170
135
123
152
135
132
346
366
600
572
322
256
379
236
136
98
95
1*2
1*2
462
17*
163
1*8
155
1 Oft
I VU
6,566
212
600
76
70
5*
*8
*6
*4
44
60
76
56
52
52
52
50
42
36
35
3b
35
35
*1
41
53
462
282
213
11*
159
88
74
66
2,515
83.8
-,6V
35
4S
36
34
29
45
41
34
32
32
34
36
34
34
29
24
21
20
20
20
20
88
32
36
40
34
32
32
32
38
40
36
1.060
34.2
88
20
36
36
53
72
64
55
51
46
46
50
40
46
50
58
53
SO
101
58
S3
i>7
51
36
34
27
29
30
32
70
86
98
Kl
3 1
1.635
52.7
101
27
83
76
178
174
204
294
288
191
90
79
55
152
Ml
317
322
305
213
101
53
38
60
36
30
24
21
20
18
41
182
109
3.865
129
322
la
B-4
-------
SCIQTQ BIVEB BiSIH ,
03225500 Olentangy River near Delaware, Ohio
LOCATION. — Lat <40°21'18", long 83°01'02", HE 1/M T.5 II., R. 19 «., Delaware County, on left bank 500 ft (152 •)
upstreai froa highway bridge, 1,000 ft (305 m) dovnstreai fro* Delaware Dai, 1,300 ft (396 •) npstrea* tiom
Norfolk and Hestern Railway bridge, and 1.0 «i (6.1 ki) north of Delaware.
DRAINAGE IDEA.—393 Hi* (1,018 ka*).
PERIOD OF RECORD.--October 1923 to September 1930, April 1938 to current year. Honthly discharge only for sole
periods, published in VJSF 1305.
GAGE.--Water-stage recorder and concrete control. Datui of gage is 799.58 ft (213.712 •) abore lean sea level
(levels by Corps of Engineers). Prior to Oct. 1, 1950, water-stage recorder at site 500 ft (152 •) downstream
at datum 76.7 ft (23.36 i) higher.
AVERAGE DISCHARGE. — 17 years, 310 ft'/s (9.799 «Vs) .
FXTREflES.--current year: MaxKun discharge, 14,230 ft'/s (120 • Vs) Jan. 26, gage height, 86.69 ft (26.423 • ) ;
aininui, 15 ft'/s (0.12 «J/s) liar. 28, 29,, gage height, 79.78 ft (21.317 •).
Period of record: nanmum discharge, 11,100 ft'/s (399 B>/s) Nar. 21, 1927, gage height, 16.9 ft (5.15 •),
site and datui then in use; minimum, 0.1 ft'/s (O.OQj o"/s) Aug. 20, 1930, Sept. 11-29, 1931.
PSflARKS.— Records good. Flo* completely regulated by Delaware Lake since 1951 (see station 03225000). Hater-
quality records tor the current year are published in Part 2 of this report.
DISCHARGE. IN CUBIC FEET PER SECONOt WATER YEAR OCTOBER 1973 TO SEPTEMBER 197*
DAY
OCT
NOV
DEC
JAN
FE3
MAR
APR
JUN
JUL
AUQ
SEP
1
2
3
4
5
b
7
8
9
10
,,
12
13
14
15
16
17
16
19
£0
21
22
23
J4
45
26
?7
iti
jn
C"
in
J U
j |
-i i
TOTAL
MEAN
M«X
MIN
CM. YR
»!R YR
27
27
26
27
27
27
27
27
111
76
49
32
25
25
in
78
51
51
36
24
24
2*
24
24
24
24
24
24
i n*i
| U3
1 QT
IT*
m_
1,658 1
53.5
280
24
1973 TOTAL
1974 TOTAL
280
280
2UO
1U5
141
BO
51
51
51
51
51
51
51
51
158
197
220
235
325
368
368
3b8
360
360
729
962
816
323
7«. i
f O^
J t 4 A
C V O^ U
1.047
368
2.640
51
171,586
136.910
2,6*0
1.710
515
311
4f>7
629
610
339
201
188
166
166
166
286
431
4B3
286
129
lt>9
193
639
648
540
415
353
1*640
2.9JO
2,390
14 An
• *ou
HO?
D Vc
786
22.768
734
2*930
129
MEAN
MEAN
440
235
305
368
246
181
235
201
18b
185
185
181
129
105
215
466
1.340
1,750
2,110
1,320
1,550
3,200
4,100
4,080
4,100
4,080
3,810
2,180
17 A A
V f 4 v
IP 7 A
f C f VI
uQ4
41,376
1.335
4,100
105
470 MAX
375 MAX
583
466
286
177
177
230
491
648
431
257
257
220
240
448
574
466
368
251
193
592
801
808
1,120
1,050
499
225
240
268
12,366
442
1,120
177
3,970
4,100
457
729
793
565
415
375
523
816
648
1.010
1.790
1.410
931
466
37S
531
918
1,040
620
339
375
325
220
311
375
305
274
240
A v\
OcJ
11 AA
1 1 DU
1A Art
9 OOU
20,819
672
1,790
220
MIN 16
MIN 20
931
1,210
1,720
1,440
1>680
U180
757
610
463
406
507
546
423
225
193
193
240
262
215
166
126
82
126
162
197
18b
138
119
i\<«
09
•a i
•1 1
15.120
5U4
1,940
31
82
105
181
210
173
119
105
105
108
108
108
181
406
557
406
185
145
14b
100
54
45
45
46
162
346
126
116
102
on
eg
70
(0
4,780
154
557
45
39
39
39
39
39
39
40
40
40
40
40
39
39
30
27
27
27
27
27
27
27
116
169
162
90
97
72
51
AC
43
3f.
CO
1.559
52.0
169
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
26
65
33
37
36
36
36
36
36
36
1A
3o
1A
JO
"1A
JO
973
31.4
85
26
*2
45
46
46
46
46
46
46
4S
45
45
45
45
45
45
45
45
45
45
40
37
37
37
37
37
37
37
38
39
m
38
4 a
JO
1,310
42.3
46
37
61
80
123
169
2*6
274
215
119
78
SO
37
56
201
286
286
220
132
42
25
25
25
25
25
25
21
22
24
45
ITT
177
9 A
20
3,13*
104
Z86
20
B-5
-------
2. Surface Water Quality
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B-6
-------
Sampling Station Locations 1971 (Olive Report)
Alum Creek
km from mouth
4
28
32
36
48
60
Olentangy River
km from mouth 23
39
47
74
88
S.E. Columbus
Westerville Treatment Plant
Below Westerville Reservoir
1-71
State Route 37
Myers Road
Highbanks area
Below Delaware City treatment plant
Above Delaware City below Delaware Lake
Above DelawHce Lake
Caledonia
B-7
-------
SCIOTO
0.3228805 ALUM CREEK AT AFRICA, OHIO
LOCATION.—tat «0°10tS6", Ion? 82057'«2", in SE V »ec.1, T.3 I., R.18 «., Delavare Count;, at gaging station on
lift bank at dovnstreaa side of brtd.ge on Orange Toinship (load 109, 0.3 it (0.5 Hi) vest of Africa, 0. J al (O.i
ka) dovnstreaa froi outlet of alua Creek daa, 2.7 li («. 3 fca) upstreaa tro» «e>ter>llle ie»er»oir outliit, and
•.2 ai (6.8 ka) northwest of Heater*tile.
J>
DRAINAGE ABE*.—122 ai> (316 ka<) .'
PEtlQD Of RECORD.—cheeical analfcei: Hater fear 1965 (partial-tocord station); October 1965 to Soptmber 1»70;
vater learr 1970-73 (partial-record station).
later teaperaturec: October 1965 to September 1970.•
SadiaeBt records: October 1969 to Deceabar 1972 (partial-record slit loo); January to June 1V73 (discontinued) .
IZI1IKS.—Flov affected by ice Jan. 8-11, Feb. 7-1H, 17-27. rlo> partiall; regulated by unfinished Alna Creek
Daa.
CHtHICAL AMALTSES, HATED TEAK OCTOBER 1972 TO SEPTEBBEE 1973
INSTAN- TOTAL
TANEOUS CAL-
TIME
01
5- CIUM
CHANGE ICM
TOTAL
MAG-
NE-
SIUM
(MGI
UATE (CFS) " (MO/LI C.G/L)
OCT.
OS.
DEC.
08.
MAR.
26.
27.
MAT
17.
JULY
17.
SEP.
07.
1972
1110
1520
1973
1030
. 13*0
1AOO
1425
1210
138
610
76
81
5%
15
2.
--
...
_-
--
»_
.-
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«
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--
—
--
-_
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OIS-
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rtONATE HONAfK SULMTE
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SB
97
— —
-- » ._
120
239 0 150
OIS-
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58
69
DIS-
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RIUF
tft
IMG/L)
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..
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HIUE
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DIS-
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NITRATE NITRATE
IN) IN)
DATE IMG/LI . (MO/LI
OCT.
OS.
DEC.
08.
MAR.
26.
J7.
MAY
17.
JULY
17.
SEP.
07.
1972
. -- --
2.3 • «
1973
1:6
.• -- *«
. -- --
.30
.37
TOTAL
PHOS-
PHORUS
IP) '
IMG/L)
«
• -.
.-
«
»
Mv
.01
HARD-
NESS
ICA,MG>
IMG/L >
V.
720
2SO
• _
.-
350
«
NON-
CAR-
BONATE
HARD-
NESS
(MO/LI
* •_
_.
..
^.
—
VM
--
SPE-
CIFIC
CON-
DUCT-
ANCE
IMICHD-
MHOS)
633
• '371
529
407
619
766
78 1
PM
(UNITS)
-j.
7.1
8.0
-.
—
7.3
'•«
DIS-
SOLVED
SOLIDS
(RESI-
DUE AT
160 C)
IMG/L)
vw
..
-w
oa
»
„.
"
TOTAL
RES!- TEMPER-
DUE ATURE
(MO/LI (DEO
— . li
-- 1
I
U
25
6»e ss
C)
.0
,5
.0
• 0
.0
U0
.5.
source: (USGS, 1973, pt.2)
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Appendix C Biology
part lv Plants of Flint Ravine and Hi£hbanks
%' - ,••'.-.. •-..-••.' ' \ •
. ;• - ,;• ,.-.. ... . TREES ....
.:.,t ..-.;. ' .- • . .' . •./--• / . • ••
Salicaccae - v.'illovr family . ' Ju<;landaceac - v/alnut
Salix ioncJjTolia . ; . ' . - "jugTanc~n~if,ra
0 discolor ' • ; " cinorea
« •"^"--« - • ••"•*• Carya ovata
' . '. ' " " glabra
.- - - " cordifoivnis
sericoa ' - '
Populus deltoides
Eotulaceaq - Mrch family'' •
Ostrya vii-£iniana
Carpinus carol iniana
TJrbicaceae - nettle family
UJjaus fulve
• " " amoricana
w racemes a
Celtis occidcntalis
Korus rubra
Posaceae - rose fawily
Anialanchier canadensis "
Prurms serotina • .
e -" lo^v
;-7" (flcditsiEt. triacantho
Ccrcis canadensis
.' Robinia pseudo-acacia
Olcaceae ,- olive f aiaily
1'foxinus ajncricana
* quadrangulata
SHRUBS
Asimina triloba
Benzoin acstivale
Cornus paniculata
Diorvilla diervilla
Evonyinus atroourpuroa
Gay3ussacia baccata
Haimnaniolis virj;iniana
.Tmijporus virginiana
Riboo cyncsbati
Viburnum prunifoliuui
Vibumuin ncorifolivca
P.hus toxicodondron
Fagaceao - teech family
" grandifoHa
Quercus alba
macrocarpa
n
w
n
n
rubra
vclutina
Aceraceae ~ maple family
.Acer saccharum
/ " saccharinum
•• . " rubriuh '
.' ; ' " . nigrum • • -•.'
- ' ""•"-• neguiido . . ..;",;" •
cay ~ s oapb'erry
glabra
- Linden family
. Corns ceae - dogwood fainily .
Cornus florida
Platanaceae - piano tree fanuly
Platanus occidentalis
Rhus glabra
Staphyloa trifoliata
Sambucus canadensis
Smilax'glauca
Smilax hispida
Srnilax VotundifoHa
Rubus allegnenionsis
Rubus occidentalis
Rubus vjllusus
Vncciniuw ponnsylvunicum
Psedora quincjuefolic
Vltis cordifolia
Source: Burgess and Niple, 1974.
-------
HERBS
FtrirSdophytcy
i'olyopdixirn virginiarmm
Adi ant un pcdatitm
Acpidiun ninr^infAle
Polys tic'iiu-i acrostichojdes
. Equicet/un ar/ense
Gram5.ne£i ~ £,rosa family
.Andropo^on fur cat us
11 scoparru.s
Digits ria ssi.r.&u.inalis
Panicum .vii gatina .
" anlurmald
Setaria gaauca
Agrostis alba
Danthonia splcata
Dactyl is glonerata
Poo. compress a
Poa pratcnsis
Glyceria nci-vata
Hystrix
CypornceaR - acilgo family
Cypcrun stri^osxis
" eryihrorhizos
Scirpus
Cai-ex strfordnca
11
vulpinoiclsa
" . penr.svlvanica
ii ~i,.~.i-X
. n
" laxiflora
it
' "- hyr,tor.icinura
" frunkii
" tribuloides
Aiparyl 1 idaoeae (Amaryllis family)
Hypoxis hirsuta
Iridaceae - Iris family
IrTsfVirginica - • •'
Sisyrihchium graminoides
Urticaccac - Nettle family
iffTica pracilis
" dioica
Laportea canadensis
Pilea pu/tiiitt
Bochmeria cylindrica
Parietaria pennsylvanica
S&mta la c'o ae - Sandal\vood family
umbellata
Arisiolochiaceae - Birth-.vort family
Asarvim canadfense
Folyg onac o ao - Buckwheat family
Rumox crispus
11 altissionus
11 obtusifolius
Polygonum avicularc
M
n
• n
aero
convulvultis
virginicum
Chonopodiacoae - C-oosefoot family
Chenopodium album
Atriplcx patula
* •' .
Amaranthacoap - amaranth family
. Anrni-aiiFhus' retrof lexus
Junoaccae - rush family
Juncus effucu&
11 tonuis
Ljlji_fi.coa_o - li]y family
Uvularia pc.rfoliata
Eryt.hr on :'. mi r: r;iu r ion nvun
11
K'. j -1:0.01,10.'; a
Poly f. o j : cd,.v.ra -b if 1 o r U,M
TrillJ v:w .-.eusi
CaryophylIgccae - pink family
' ^Stellaria media
Cerastium arvense
Sileno antirrhina
Saponaria officjnaljs
Portu_lacacL'ae - purslane family
Cliiy£biTia virginica
Ranunculacoao - crovrfood family
Tfaniuiculus rccurvatus
•" • .-. fascicularis
11 soptr.nl-rionalis •
11 abort i>a>s
C-2
-------
Trill ium grandiflorura
" cernuum
Smilax herbacea
•
Hepatica acutiloba
Anemone qu'mguefolia
11 can&densis
Isopyrum b.iternatum
Actaea alba
Berber i eUiceae - barberry family
Podophylluk po It a turn
Jeffersonia dipiiylla
Caulopbyllun thalictroides
Papaveraccae - poppy
Sanguinaria canadensis
TJicenti
it
Pumarjl^ceae^*- Fumitory family
cucullaria
canadensis •
Corydalis flava!a
Cruciferac - mustard family
LopidTuJa virginicum
" campcstro
Capsella bursa pastoris
Brassica nicra
''• Sisynbrium altissimum
• Barbaroa vulgaris
lodantlms pinnatifidus
Dontaria laciniota
Cardamino bulbosa
" . douglassii
Arabis 1 .rata
11 laevigata
SQJC i f r a g a c c a e ~ Scixifrago family
Heuchera aniericana
Mitella diphylla
Posaceac - Rose family
Fragaria virginiana
Potcntilla candensis
Geum canadensc
' " vernum
jgfiuminosQC-Pu1se family
Trifblium pratonso
n repcns
Lospodo7.«'x nu^.ustifolia
•Molilotus officjnalis
11 . nlba . .
)Icdicp£o r.ntiva •• , • .
Ajnphicnrpa
Thalictnm clioicura
" dasycarpum
Ancjnonella thalictroidos
Hopatica triloba
- spurge fondly
^
~ Acaiypha~virginica '
Viola ccae - violet family .
Kybanthus concolor
Viola cucullata
" Bororia
pallcns
puboscens
scabriuscula
rostrata
N
it
it
Onagraccae -.HVening primrose family
Oenothera bionnis
Circaea lutotiana
Umbelliforae - Parsley
inai' i 1 and i c a
.- . ."" trifoliata " .
Erigenia bulbosa
"Chaorophylluni procumbens
'Osmorrhiza claytoni
.' " - longistylis
Cryptotaenia canadensis
Zizia aurea
Axtgeliea 'atropurpurea
Daucus carota
Uoracleum Idnatum " . •- -
Pastinaca sativa . ,
Tacnidia integcrrima • . '
Hypericaceae - St John's Wcrt family
Hypericum puncfcatum
11 perforatum
PriTiTulacoae - Primrose family
Lysircachia niunniularia
Steironema ciliatum
Apooynaceae - Dogbane family
Apocynum cannabinum
Asclcpiadaceao - Milkweed family
Asclepias syriaca
Asclepias guadritolin
-------
Oxfvl'iclaccDo - Y.'ood corrol family
' Oxalis cormculata
" ' stricta
Gcraniaceao -- Geranium family
Geranium IAP culatum
Er odium cicularium
V o i rb onae e aq - Vervain family
Verbena stricta
Lippia lanceolata
I^xbiatao - M5irk Fanily
Teucrium crmadcnse
Wepeta cataria
" hederacea
Prunella \T.i3garis-
lAinivtm amplexicaule
Loonurus cardi.aca
llonarda
lledeoma
1'cntha
Llcntha piper ita .
Lye opus ain.fjricanum
Blophilia hirsuta
Solanaccae - Jliglitshade fajnily
dulcajnara
11
Borr.p;:irac,cae - Borage family
"""^loVtcVnTia virginica
- LithosperraiOT arvonse
ngrura
Datvira stranonium
Scrophulariaccac -
family
Verbascujn "blattaria
Penstcinon jiirsutus
Mimulus ringens
Veronica pDrcgrina
11 arvens is
Podicularis canadensis
Acanthaceae - Acanthus f arrdly
UTwKhera tanericana
Plantaf,inaceac ~ Plantain family
lanceolata
najor
.eao - T!adder family
nparino
11 circaczans
•w concipiium
" asprellum
).'itchella rcpono
lloustonia cnorulca
Cucurhitacoao - Gourd family
~~ Sicyos an£Ulatus
Echinocystis lobata
Caiaper.ulaccae ~ Bluebell family
" ""
.Campanula ar.icricana
Conpositac - Compos ite family
Vernonia altjsnima
Eupatoriujn pupureum
11 perfoliatum
" urticaef oliiua
Solidaj;o nenuoralis
Solidago f3exicavlis
Solicago caesia
Aster laterif lorus
" nacrophyllus
" ericoidcs
Eri^crou annuus
11 philadelphius
An^bonnar i a pi ant ag inif ol ia
Ambrosia trifida
M artcmisiifolia .
' XatitVii\ua canadcnse
Rudbockia laciniata
Actirioir.oris alternifolia
Bidens frondosa
-Helianthus diuaricatus
..Achilles millcfoliuk
Anthenia cotula
Senecio 'aurous
•Arctium lappa
Tarogopogon prat ens is
Tara>;acum off icinale
Sonchur, asper
Lactuca soariola
Pronanthes alba
11 crcpidinea
11 trifoliata
C-4
-------
part 2. Endangered Wildflowers at Highbanks Park
Jack-in-the-pulpit
Canada Lily
Indian Cucumber-root
Showy Orchis
Fringed Orchids
Ladies' Tresses
Twayblade Orchids
Coral-root Orchids
Ginseng
Rose-pink Gentian
Virginia Bluebells
Partridge Berry
White Baneberry
Club Moss
Arisaema triphyllum
Lilium canadense
Medeola virginiana
Orchis spectabilis
Habenaria spp.
Spiranthes spp.
Liparis spp.
Corallorhiza spp.
Panax quinquefolium
Sabatia angularis
Mertensia virginica
Mitchella repens
Actaea pachypoda
Lycopodium spp.
These are from the Ohio State list of Endangered Species,
C-5
-------
part 3. Animals of Franklin County
Amphibians and Reptiles of Franklin County
^Amphibians
Salamanders
Mudpuppy
Necturus m. maculosus
Red-spotted Nawt
Triturus v. viridescens
Jefferson's Salamander
Arnbystoma jeffersonianum
Spotted Salamander
Anbystoma maculatum
Marbled Salamander
Ambystoma opacum
Tiger Salamander
Ambystoma t._ tigrinum
Dusky Salamander
Desmognathus fuscus
Red-backed Salamander
Plethodon cinereus
Slimy Salamander
Plethodon g. glutinosus^
4 Toed Salamander
Hemidactylium scutatum
Reptiles
Turtles
Snapping Turtle
Chelydra s_._ serpentina
Painting Turtle'
Chrysemys picta margina
Box Turtle *
Terrapene c. Carolina
Musk Turtle
Sternotherus odoratus
Map Turtle
Spiny Softshelled Turtle
Amyda s. spinifera
Lizards
5 lined skink
Frogs and Toads
American Toad
Bufo terristris americanus
Fowlers Toad
Bufo woodhousii fowleri
Eastern Treefrog
Hyla v. versicolor
Spring Peeper
Hyla c. crucifer
Chorus Frog
Pseudoacris nigrita triseriata
Cricket Frog
Acris crepitans
Leopard Frog
Rana pipiens
P'ickerel Frog
Rana palustris
Wood Frog
Rana sylvatica
Bull Frog
Rana catesbeiana
Green Frog
Rana clamitans
Black Racer
Coluber c_._ constrictor
Black Rat Snake
Milk Snake
Lampropeltis doliata
triangulum
Garter Snake
Tharonophis^ s. sirtalis
Water Snake
Natrix s_._ sirtalis
Brown Snake
Queen Snake
Natrix septemvittata
Hog-nosed Snake
Heterodon p. olatvrhino
Source: Good, E. E., Ohio State University
In: Malcolm Pirnie, 1975. c_6
-------
Mammals of Franklin County
Farm Land Species
Forest Land Species
Wetland Species
Cottontail rabbit
Sylvilagus floridanus1
Fox squirrel
Sciurus niger^
Racoon
Procyon lotor2
Red fox
V ulpes fulva2
Woodchuck
Marmota monaxl
Weasels
Mustella frenata3
Mustella" rixosa^
Opossum
Didelphis virginiana2
Shrews
Blarina brevicauda^-
Crypto tis~parvus-T~
Sorex
White-tailed deer
Odocoileus virginianus2
Gray squirrel
Sciurua carolinensis1
Gray fox
Huskrat
Ondatra zibethicus z
Mink
Mustela vison3
Bog lemming
** y ^ ISA **^**j -fr^^*ii*t»^» »*^ ^
Urocyon cinereoargentus3 Synaptomys cooperi3
Red squirrel
Taftiiasciurus hudsonicus2
Flying squirrel
Glaucornys volans
Skunk _
Mephitis mephitis
Bats
Myotis lycifugus2 _
Pipi'iTrellus subflavus
Epltesicus fuscusl
Lasiurus borealis2
Lasiurus cinereus^
NycticeTus humeralis3
Chipmunk
Tamais striatus-'-
Common rat
Rattus norvegicus2
Moles
Parascalops breweri2
Scalopus aquaticus^
Ground squirrel
Citellus tridecemlineatus1
Mice
Zapus hudsonicus
Microtus pennsyTvanicus^
Peromyscus manlculatus^
Peromyscus leucopu¥I
Mus musculusT
1 «• abundant: easily seen or found in proper habitat.
2 » common: frequently seen or found in proper habitat.
3 - uncommon: seen or found in proper habitat only occasionally or very
infrequently.
Sources: Good, E. E., Ohio State Univer»lty.
Ohio Department of Natural Resource*.
C-7
-------
Waterfowl and Shore Birds
Birds of Prey
Ducks, geese, swans
Wood duck
Aix sponsa*
Mallard duck
Anas platyrhynchos*
Black ducE
Anas rubripes*
Lesser scaup
Aythya affinis"
Common ^goldeneye
Bucephala clangula'*
Ring-necked duck
Aythya collaris0
Bufl
.-lehead duck
Bucephala albeola"
Redhead duck"
Aythy_a_ americana"
American widgeon duck
Marcea nmaricana"
Gadwelf ducTc
Anas strepera"
Shovele r'duck
Spatula clypeata0
American coot
Fulica americana0
Ring-necked grebe
Podiceps grisegena"
Horned grebe
Podicep_3_ auritua"
P ied-b ilIea~gr eb e
Podilymbus podiceps0
Common loon
Gavia immer0
Double-crested cormorant
Phalacrocorax auritus0
Great blue heron
Ardea herodias*
Green "heron
Butoridos virescens*
Little blue heron
Florida caerulea"
Common egret
Casmorodius albus0
Snowy egret
Loucophoyx thula"
Virginia rail
Rallus_ limicola"
Blue-winged teal
Anas discors"
Green-winged teal
Anas carolinenais0
CanvasUack
Aythya valisneria0
Whistling sv/an
Olor columbianus0
Snow goose
Chen hyperborea"
Blue goose
Chen caorulescens0
Canada goose
Branta canadensis*
Hooded merganser
Lophodytes cullatus*
Common merganser
Morqus merganser"
Rod-breasted merganser
Merqus aerrator*
Pintail duck
Anas acuta"
Ruddy duck
Oxyura ^amaiconsis0
Belted kingfisher
Megaceryle alcyon*
Bonapart's gull
Larus Philadelphia0
Herring gull
Larus argentatus"
Black tern
Chlidonias niger0
Caspian tern"
Hydroprogne caspia0
Common tern
Sterna hirundo"E
Killdeer
Charadris vociferus*
Sandpipers
Several species0
Least bittern
Ixobrychus exilis"
American bittern
Botaurus lentiginosus'
King rail
Rallus elegans0^
Ring-billed gull
Larus delawarensis"
Hawks
Sharp-shinned hawk
Accipiter striatus vel6x°E
Cooper's hawk
Accipiter cooperii*
Re d-tailed hawk
Butpo jamaicensis*
Marsh hawk
Circus cyaneus*
Sparrow hawk"
Pal co sparverius*
Red-shouldered hawk
Buteo lineatus*
Broad-winged hawk
Buteo platypterus*
Rough- legged hawk
Buteo lagopus"
V' Osprey
P and ion haliaetus0
Bald eagle "~
Haliaoetus leuco-
Owls
Barn owl
Tyto alba_*
Long-eared owl
Asio otus"
Short-eared owl
Asio f lammeus"
Saw whet' owl
Aegolius acadicus0
Screech owf
Otus asio*
Great horned owl
Bubo virginianus*
Barred owl
Strix varia*
Vultures
Turkey vulture
Cathartes aura*
Black vulture
Coragyps atratus
Upland Game Birds
Ring-necked pheasant
Phaaianus colchicus*
Bob-white quail
Co3 inu3 virginianua mexicanus*
Woodcock
i'hilohela minor*
* Nest
" Migrants
E Endangered Species (Ohio DNR)
r.n Endangered Species (Ohio DNR and U.S. Dep't, Interior)
"source^ "Good, E. E., Ohio State University ~~
C-8
-------
Part 4. Highbanks Park Animals and Birds
1
' £
^ 'a
a
CJ
•r-l
a
CO
Midland. Painted Turtle (Chrysem
Ul
j?
o
(,
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CI
• 1-4
t/1
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Eastern Spiny Softshell Turtle (Tj
Northern Black Racer (Coluber ci
' ^
&
Blue Racer (Coluber consfrictor i
o
•o
o
Northern Water Snake C\7atrix sip
•
^^
•4-*
d
"o
rrt in
Queen Snake (Natrix septemyittat:
Eastern Milk Snake (Lampropeltii
•H
-------
w
3
w
rl
r,r-av Fox (Urocyon cinereoargentei
o
1? '5
Woodchuck (Marmota monax)
TTaatPTn Chiomunk (Tamias striatu
•R0rf Snniri-el (Tamiasciurus hudsoi
tn
P.TNQV Snuirrel (Sciurus carolinensi
Fox Squirrel (Sciurus nigerj
en
r-t
tn
c
a
r-<
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Bl
«
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s^thPT-n Flvins Souirrel (Glaucom
Pr-airie Deer Mouse (Peromyscus
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a
o
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r-H
white-footed Mouse (Peromyscus
o
a
o
o
o
Bl
s.
*
-------
1
(it
Vultures and
In
•H
Turkey Vulture (Cathartes aura)
Sharp-shinned Hawk (Accipiter str
-- "in
10 *"*
Cooper's Hawk (Accipiter cooperii
Red-tailed Hawk (Buteo jamaicens
&
•Red-shouldered Hawk (Buteo lines
. 01
-.2
0>
Broad-winged Hawk (Buteo platypt
**^
Rough-legged Hawk (Buteo lagopus
tn
•o
m
Marsh Hawk (Circus cyaneus)
Osprey (Pandion haliaetus)
Sparrow Hawk (Falco sparverius)
Gallinaceous
olchicus)
o
Bobwhite (Colinus virginianus)
Ring-necked Pheasant (Phasianus
01
_ T3
Coots
American Coot' (Fulica americana]
Shorebir
• ¥
d
Killdeer (Charadrius vociferus)
American Woodcock (Philohela mi
T3
i-t
Common Snipe (Capella gallinago)
Upland Plover (Bartramia longicai
*— . 01
rt *~? O
Spotted Sandpiper (Actitis macular
(O
Solitary Sandpiper (Tringa solitari
•«
\'
Pectoral Sandpiper (Erolia melanc
; pusillus ]
w
Least Sandpiper (Erolia minutilla)
Setnipabnated Sandpiper (Ereunete
Grebe
ft
•«)
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01
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Flycatchers
"w
S
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tern Kingbird (Tyrannus tyrannus)
at 'Crested Flycatcher (Myiarchus
tern Phoebe (Sayornis phoebc) ~
co n en
rt .1-4 rt
WOW
4)
dian Flycatcher (Empidons.x viresc
^^
ill's Flycatcher (Empidonax trailli
st Flycatcher (Empidonax minimus
tern Wood Pewee (Contopus virens
rt co rt to
O fc 41 rt
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C-12
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Black-and-white Warbler (Mniofila varia)
01
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Worm-eating Warbler (Helmitheros vermi
^-*
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n.
s>
Golden-winged Warbler (Vermivora chrys*
Blue-winged Warbler (Vermivora pinus)
"cJ
Tennessee Warbler (Vermivora peregrina!
Orange-crowned Warbler (Vermivora cel%
Nashville Warbler (Vermivora ruficapilla)
Parula Warbler -(Parula americana)
Yellow Warbler (Dendroica petechia)
Ma'gnolia Warbler (Dendroica magnolia)
Cape May Warbler (Dendroica tigrina)
01
C
m
Black-throated Blue Warbler (Dendroica c
01
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L,
• *4
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Myrtle Warbler (Dendroica coronata)
Black-throated Green Warbler (Dendroica
t
Cerulean Warbler (Dendroica cerulea)
Blackburnian Warbler (Dendroica fusca)
"rt
t\
"rt
o
'3
Yellow-throated Warbler (Dendroica domir
•2
n
!>
Chestnut-sided Warbler (Dendroica pensyl
«<
Bay-breasted Warbler (Dendroica castanes
Blackpoll Warbler (Dendroica striata)
Pine Warbler (Dendroica pinus)
•
"w
•»H
01
a
Prairie Warbler (Dendroica discolor)
Palm Warbler (Dendroica palmarum)
Ovenbird (Seiurus aurocapillus)
Northern Waterthrush (Seiurus noveborace
Louisiana Waterthrush (Seiurus r.iOtacilla)
W
01
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House Wren (Troglodytes aedon)
Winter Wren (Troglodytes troglodytf
01
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Carolina Wren (Thryothorus ludovic
rt
"rt
3
Mockingbird (Mimus polyglottos)
Catbird (Dumetella carolinensis)
Brown Thrasher (Toxostoma rufum)
Thrushes
Robin (Turdus migrator ius)
Wood Thrush (Hvlocichla mustelipa;
Hermit Thrush (Hylocichla guttata)
Swainson's Thrush (Hylocichla ustu!
Grav-cheeked Thrush (Hylocichla n
.S
r-H
E3
«
Veery (Hylocichla fuscescens)
Eastern Bluebird (Sialia sialis)
Gnatcatchers to
oi
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rt
Blue-ffrav Gnatcatcher (Polioptila c
"rt
&
^
Golden-crowned Kinglet (Regulus si
rt
iH
-§
C!
di
Ruby-crowned Kinglet (Regulus call
1
Cedar Waxwing (Bombycilla cedror
Starling (Sturnus.vulgaris)
01
c
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O ' •£
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C-13
-------
Pine Siskin (Spinus pinus)
,-*
American Goldfinch (Spinuf; .ristis
S
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S
r— «
rt
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X
a
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Rufous -sided Towhee (Pipilo eryth
g
c
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01
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Grasshopper Sparrow (Ammodram
^^
Ul
-3
HJ
c
Vesper Sparrow (Pooecetos grami:
W
Slate-colored Jurico (Junco hyemal
— ».
TO
C
Tree Sparrow (Spizella arborea)
Chipping Sparrow (Spizella passer
Field Sparrow (Spizella pusilla)
Ul
>,
In
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d
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1— t
rt
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White-crowned Sparrow (Zoootricl
v
Ul
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•3
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•i-4
%
rt
rt
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White-throated Sparrow (Zonotricl
"o?
°.3
S
o
Fox Sparrow (Passerella iliaca)
Lincoln's Sparrow (Melospiza line
rt
C
rt
Swamp Sparrow (Melospiza georgi
£
+j
01
Sone Sparrow (Melospiza melodia)
i
Bachman's Sparrow (Aimophila ae
rt
.3
in
3
Kentucky Warbler (Oporornis formos
g
*— 1
M«imin«T Warbler (Oporornis philadt
'••i
Vpllowthroat (Geothlypis tric'has^
v^llow-breasted Chat (Icteria virens
Hooded Warbler (Wilsonia citrina)
f
Wilson's Warbler (Wilsonia pusilla)
-~ 5
01
r-innrla Ws^Wer (Wilsonia canadensi
3
•H
U
•r~l
4^
S
a
rt
1
4-»
«
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9
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Weaver Fine
rt
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01
11)
g
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fe
Ul
01
rt
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4)
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Blackbirds
^astern Meadowlark (Sturnella magi
^-*
Ul
g
o
•i-«
c
i (Richmondena cardinalis)
U
CD
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•£
4)
• o
Ul
4)
p^o^-vr-^asted Grosbeak (Pheuctici
indiffo Bunting (Passerina cyanea)
rt
C
0
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-c
4
i
4
B
1
•1
b
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fr
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3
p,lri,^ ps«^H fCarpodacus purpure
C-14
-------
part 5. Waterfowl at OfShaughnessy Reservoir
Mai lord
Black Duck
Gadwa11
P i nta f I
Green-winged Teal
Blue-winged Teal
Widgeon
Shoveller
Wood Duck
D j v i nc] Ducks
Redhead
Ring-necked Duck
Canvasback
Lesser Scaup
Common Goldeneye
Bufflehead
Ruddy Duck
Old-Squaw
Hooded Merganser
Common Merganser
Red-breasted Merganser
Geese and Swans
Canada Goose
Blue Goose
Whist I ing Swan
Rajl Family
Coot
Source: Burgess and NipTe, August, 1974.
C-15
-------
Part 6. Aquatic Organisms and Pollution
Aquatic organisms can be used as indicators of the quality
of their environment. Such a method is based on the assumption
that individuals and communities exhibit characteristic responses
to particular environmental conditions. Generally, organisms can
be divided into pollution-sensitive/pollution-tolerant, and facul-
tative (adaptable to a wide range of conditions) types, depending
on their tolerance to organic pollution.
Diversity of species and numbers of organisms within each
species are also used as indicators. Generally, communities
containing many species of similar abundance are characteristic
of high quality environments, whereas communities containing
few species, but great numbers of each species with unequally
distributed abundance are often characteristic of poor quality
environments. Communities of bottom-dwelling invertebrates,
fish, and microscopic and macroscopic vegetation can all be
used to identify the quality of the aquatic environment.
Freshwater invertebrates include a wide range of organisms,
from simple unicelluar protozoa to macroinvertebrates such as
mollusks and anthropods. Most of the larger invertebrates are
benthic, or bottom-dwelling organisms, representing various
stages of the life cycle. Those that are classified as pollu-
tion-sensitive invertebrates including gill-breathing organisms
such as immature stoneflies (Plecoptera), mayflies (Ephemerop-
tera), alderflies (Megaloptera), and caddisflies (Trichoptera),
all of which are insects. Pollution-tolerant forms include
worms (Oligochaeta), certain midges of the family Chironomidae,
leeches (Hirudinea), and pulmonate snails (Gastropoda).
C-16
-------
-2-
Facultative forms that are able to adapt to wide range of
conditions include immature beetles (Coleoptera) , dragonflies
(Zygoptera), dipterans including certain chironomids, black-
flies (Simulidae), and craneflies (Tipulidae), gilled snails
(Gastropoda) and fingernail clams (Pelecypoda).
C-17
-------
part 7. Alum Creek—Fish and Mollusks
' • FISHES OF ALUM CREEK
UPSTREAM OF WESTERVILLE, OHIO
. ' DELAWARE- COUMTY ' '. '
Common Name Relative Abundance a/
1. Least Brook Lamprey J'!b/ L b/
2. Eastern Gizzard Shad "~ ~" , •
3. Central Redfin Pickerel a/ M * "*
4. Central Quillback Carpsucker L
5. Black Redhorse * ' • -
6, Golden Redhorse . M
7. Hog Sucker * M
8. Common White Sucker ' 'M
9. Spotted Sucker-a/ ' " L
10. Carp , '•'... ...'.-
11. Goldfish b> (probable) . " . L b/ ,
12. Goldenshiner b/ L F/'
13. Northern Bigeye Chub .""
14. Western Blacknose Dace *
15. Northern Creek Chub * . M .
16. Southern RedJbelly Dace * b/ L b/
17. Silver Shiner * - . L ~"
18. Rosyface Shiner * - ,
19; Ohio Rosefin Shiner . M
20. Striped Shiner * - H .
21. Spotfin Shiner * ' ' L
22. Northeastern Sand Shiner . H
23. Northern Mimic Shiner . -
24. Silverjaw Minnow * . ' L"
25. Bluntnose Minnow . H
26. Ohio Stoneroller Minnow* ' H
27. Yellow Bullhead a_/ ~ . -. I
28. Black Bullhead . ' ~ L
29. Stonecat Madtom * ' L .
'30. Brindled Madtom ' . • • ' L
31. Fathead Minnow b/ . La/ b/
(Blackstripe topminnow) a/ . " — —
.32. Troutperch ~~ L
33. Brook Silversides ' •
34. White Crappie • L
35. Black Crappie b/ . L b/ '
36. Northern Rockbass L ~"
37. Northern Smallmouth Blackbass . M
38. Largemouth Blackbass a/ .M
39. Green Sunfish ~" ' •- . L
40. Bluegill Sunfish a/ ' , . M
41. Orangespotted Sunfish b/ H b/
42. Central Longear SunfisF a/ . . L "~
43. Pumpkinseed Sunfish a/ L
44. Blackside Darter L .
45. Ohio Logperch Darter L
46. Central Johnny Darter H
47. Greenside Darter »'« L
48. Eastern Banded Darter ft L
49. Rainbow Darter * •' M *
50. Barred Fantail Darter * . M
51. Mottled Sculpin * a/ b/ I a/ b/
(Central Redfin SculpTn) , ~ -~
C-18
-------
a/ Personal communication from personnel of the Ohio Department of
Natural Resources, data obtained from surveys made in Delaware County,
prior to 1971. L - Low, M - Medium, H - High.
b/ The list of fishes (Table IV) as it appeared in the Draft Environmental
Statement was examined by Mr. Charles F. Willis after consultation with
Dr. Ted M. Cavender, Curator of Fishes at the Ohio State University Museum
of Zoology. Those fishes footnoted b/ were added to the original list
after their examination. Those fishes marked with an asterisk (*) are in
the opinion of Dr. Cavender and Mr. Willis "non-lake" species and will be
extirpated from Alum Creek in the area of the flood pool.
Alum Creek prior to reservoir construction had a known naiad (freshwater
mussel, bivalve, mollusk) fauna of 27 species. The U. S. Bureau of
Sport Fisheries and Wildlife has advised that the naiad Simpsoniconcha
ambigua presently occurs in a few widely scattered populations throughout
its range. The naiad Villosa faba!is (Lea, 1831) occurs in Alum Creek
and is believed to be one of two or three populations in Ohio. This
species is found in firm sand-gravel substrates in flowing water. It
was formerly widely distributed from the Great Lakes area south to
Georgia and Alabama. In recent years Villosa faba!is has been found
in isolated populations within this range.
Source: U.S. Army, 1972.
C-19
-------
Appendix D
Population and Economic Projections
1 • Introduction
Projections are simply current guesses about future condi-
tions. Three major factors influence the probable accuracy of
any such guess about the future. These factors are the assump-
tions made, the methodology used, and the quality of the current
and historical data used. Assumptions are explicit statements
which define which past, current, or probable future conditions
influence a projection. A methodology is the procedure by which
basic data and assumptions are combined to project future con-
ditions. The quality of data is primarily determined by how cur-
rent and detailed they are, as well as by how descriptive they
are of the quantity being projected.
Three major types of projections are available for Delaware
County, its townships, and the variously defined regions surround-
ing the City of Columbus. These projections are for land use,
economic development, and population. The most important results
are highly interdependent, since predicted changes in one cate-
gory will directly influence changes in each of the other two
categories.
2. Descr igticm of Projections
The name, source, and description of each evaluated pro-
jection are listed in the following tables.Each description
contains a summary of the assumptions made, the methodology
used, and the type of data base.
3• Evaluation of the Projections
There are a considerable number of relatively recent popu-
lation, economic, and land use projections which could be useful
in the prediction of future population in the proposed project
area. Because each of these projections predicts different
results, each projection needs to be evaluated to ascertain its
probable accuracy. The procedure used in this evaluation el-
iminates those projections which are probably least accurate.
First, each projection is analyzed in terms of the appropriate-
ness of its methodology and the quality of its data base. Those
projections which have inappropriate methodologies or are based
on low quality data are eliminated. The remaining methodologies
are then evaluated to determine how reasonable their basic as-
sumptions are. The result of the entire evaluation procedure is
to isolate and use the best projections to develop a reasonably
accurate representation of the future.
D-l
-------
Table E-l. Population Projections
Nac'e and Sourer1
of Projection
Pppulation E_vUmates
and i'fon'ctions,
s¥i iesP-25, No. SW),
U.S. Bureau of the
Census, May 1975.
Ppjml.ition Project ion±
CoHimbiis 5MSA, Colu.nbu1;
Area Ch.imber of
Coimierrc, Research
Department, Septem-
ber 1971
197? OoLKS P_rojrct ions
Volume 5," Series I ," ifs.
Wiitcr Resources Council,
April 10, 1960
actuals
1965, 1970,
1980, and 19B5
projections
• Predicted change
in the employment
structure is the
chief determinant
of the future size
and composition of
population
• Past population
trends
• Projected economic
growth
• Age, sex, and race
distributions are
projected as
components
f A number of indepen-
dent projection
techniques are
used, Including
ones based on past
population trends,
projected pconc-rilc
growth, and pro-
jected labor force
participation
D-2
-------
Table E-2. Economic Projections
Name and Source
of Projection
Type of Projection Area Coverage
Time Coverage
Major Assumptions
Major Data Inputs
Methodology
Population Fstiu.ites and Economic (as
Projections, Scries P-?5, measured by
No. bSO, U.S. liure.iu of per-capita
the Census, Miy 19/5 income)
Counties, incor-
porated places,
areas, townships
and other govern-
mental units
1969 actuals i rstimates are based
on total money
income
1972 estimates
• 1970 Census Income
and related data
• 1969 and 1972
federal income
tax returns
• Is reflective of
corrections to
census data and
changes In
income, popula-
tion, and geo-
graphic boundaries
• State and county
money income
estimates prepared
by the Bureau of
Economic Analysis
Expand in<]___the_r
-------
Those economic projections which depend on an economic base
methodology are prone to error. "The Economic Base of the Metro-
polis ", a detailed article by Hans Blemenfeld in the 1955 issue
of the Journal of the Amer ican Institute of Planners (pg. 114-
132) provides substantive criticism of the use of economic base
studies as a projection tool. Because of this objection, economic
projections in Expand ing The Reg ional Pian and The Columbus Area
Economy, Structure and' Growth, 1950 to 1985 are each rejected.
The 1972~QBERS Projections makes use of some economic base meth-
odologies; however, substantial use of other methodologies as
independent checks on accuracy helps maximize the probable ac-
curacy of the projections. All the economic projections are based
on accurate data. However, since The Columbus Area Economy,
Structure and Growth,1950 to 1985 was published in the early
I960's, its data inputs do not totally reflect recent trends.
Some population projections depend strongly upon future em-
ployment figures projected by economic base studies. Expanding^
the Regional Plan appears to do this, and economic base studies
are^Tefinitely EEe basis of a number of population projections
in The Columbus Area Economy, Structure and Growth, 1950 to 1985.
Past popuTation trends, however, are used as the basis of some
population projections in The Columbus Area Economy, Structure
and Growth, 1950 to 1985. These trends are based" on pre-1970
cFata and do not totally reflect current conditions. The Dela-
ware County Ohio Comprehensive Water and Sewer Development Plan
has an excellent methodology, but is based ^on data which is not
current. Population Projection, Columbus SMSA is based on cur-
rent data, but the methodology is based partially on economic
base study techniques. Because the accuracy of these economic
base techniques is probably low, the population projections
derived from them are also probably inaccurate.
There is only one actual land use projection examined that
would provide information relevant to the project. This is The
Mid-Ohio Region Housing Market Outlook 1920-198]). Other studies
only provide information about current land use trends or pre-
sent recommended concepts for the future distribution of land
use. Information on factors affecting the geographic distribu-
tion of land use are used to develop pro-
jections of geographical patterns of area growth. The method-
ology for The Mid-Ohio Region Housing Market Outlook 1970- 1980
uses population projections as a major Base in the prediction of
housing variables. However, these population projections are
based primarily on an economic base study. Since there is con-
siderable doubt as to the validity of projecting population on
that type of study, doubt must be cast on the probable accuracy
of the predicted housing variables.
An anlysis of the methodology and data inputs of the avail-
able projections serves to reduce a large number of projections
to a small number. The basis for the evaluative criterion of the
accuracy of this small number of screened projections is provided
by the explicit assumption on which each projective technique is
based.
D-4
-------
Three population projections need further evaluation. One,
Population Estimates and Projections, does not predict future
populations. Instead, it estimates population change between
April 1, 1970 actuals,as determined by the Census of Population,
and July 1, 1973 estimates. A primary assumption is that the
migration component of population change in an area can be accur-
ately determined from changes in residence noted on individual
income tax forms. This assumption seems reasonable. Its accur-
acy depends on the accurate projections of the conditions which
lead to migration. The 1973 estimates form the most highly ac-
curate documented estimates of recent population changes. Caution
should be used, though, in interpreting these estimates. The
Columbus Area Chamber of Commerce believes that certain local
economic indicators point to somewhat more population growth than
is indicated by the July 1, 1973 estimates (Thomas, private com-
munication, 1975). The 1972 PEERS Projections assumes that popu-
lation migrates to areas of economic activity and away from areas
of less economic activity. This assumption is reasonable; there-
fore, the 1972 OBERS Projections probably forms the most accurate
of existing projections of regional (Delaware, Franklin, and
Pickaway Counties) population change. Population Projections
was developed by the Delaware County Regional Planning Commission.
It assumes establishment of central sewage in the project area
by 1978 and is based on detailed, current, and ongoing knowledge
of development in Delaware County. This knowledge of local
development maximizes the probable accuracy of the population
projections for Delaware County and each of its townships. How-
ever, it should be noted that long-term projections for small
populations, such as those in each township, are highly prone
to error. This error is lowered by grouping the townships into
an approximation of the total project area.
Two economic projections need further evaluation. Population
Estimates and Projections estimates per capita income as of July 1,
1974. It is based on the accuracy of federal income tax returns,
so its estimates of income are reasonable. The 1972 QBERS Pro-
jections is based on factors which have influenced past regional
economic projections.
The one land use projection was discarded because it uses
an economic base study as a primary tool for projecting housing
demand. The discussion of geographic trends
should, however, shed some light on the amounts of probable future
growth of different types of land use.
D-5
-------
APPENDIX E
ALTERNATIVES - DETAILED ANALYSIS
1. Franklin County - 1-270
a. Engineering Analysis
Construction of the proposed facility at site OR-1 would
require three major modifications of the basic system: extension
of the large interceptor which collects from the three basins,
a pumping station, and a relatively lengthy outfall line.
Approximately 2 1/2 additional miles of 42 inch interceptor
line through Franklin County would be necessary to reach site
OR-1. This could be most easily laid near Ohio 315 south to the
1-220 interchange. Here it could utilize the river underpass
before running inland to the site.
Sewage would be regulated by the wet wells of a pumping
station located 3/4 mile south of the interchange and to the east
of Highway #315 and relayed to the site by a 16" force main for
one mile. The pumping station would have a system lift of ap-
proximately 130 feet and design peak flow of no less than 9 mgd.
Two minor highway ramp crossings for the 42" sewer line and a
highway crossing for the 16" force main would be required.
The outfall location here is of prime importance since
the major reasons for suggesting this site were to minimize
biological impacts. The outfall should be located downstream
of the areas of good aquatic habitat. This consideration would
place the outfall location about a half mile north of Ohio 161
and immediately downstream of the riffle area. A 1-1/2 mile
outfall pipe would be required in order to meet this demand.
To avoid major highway crossing and damage to forested areas,
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the outfall pipe would run southwestward for approximately half
mile, hence along Snouffer Road eastward, swing southward at
Highway #315, and cross this highway where the divided section
ends.
b. Land Use Analysis
Land use in the immediate vicinity is a mixture of speculative,
residential and agricultural. Major transportation arteries are
already in existence to the north and east of the site. Nearby
land includes forested and recreational areas utilized by fisher-
men. These and other unintensive uses are being diminished by
the continued expansion of metropolitan Columbus. Construction
and operation of both the plant and its sewer system could have
impact on area land uses.
The plant would have small impact at the site which is pre-
sently composed of small trees, undergrowth and some agricultural
fields. There are no commercial or industrial areas near by and
only light residential development at present. Secondary effects
might include limitation of the residential and commercial develop-
ment that usually occurs near major highway interchanges. Some
local depression in land values might also be expected.
The sewer and outfall lines would cause only temporary
disruption of surrounding land during construction. Recreation
and fishing should return to normal upon projection completion
since the pumping station and lines are to be underground
and the outfall would be located below the major fishing area.
Secondary effects of sewer construction might be to stimulate
some growth north of the plant if the Worthington Hills and
Mount Air areas were to be serviced.
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c. Environmental_Effects
Visual impact is extremely variable due to possible differ-
ences in plant design. If the present mitigative architecture
were used, this impact would not be a significant factor.
The plant would be clearly visible from the outerbelt.
Odor and noise would be much more adverse in this residen-
tial area than in other more rural sites. Prevailing winds would
carry odors northeast towards Mount Air or east over other outly-
ing suburbs of Columbus. The noise and odor reduction character-
istics in the plant design would be very carefully considered
here to satisfy nearby residents. The extra pumping station
required might also contribute a certain amount of noise but
this would probably be covered by the normal highway noise
at the interchange.
Water quality degradation is determined by both the effluent
concentration and the instream flow. Since the effluent concen-
tration is assumed to be the same at all sites and the instream
flow varies to only a minor extent, water-quality effects will
be nearly equal for all sites on the Olentangy.
Under most probable conditions, the impacts of the project
on the river water quality are expected to be insignificant for
DO, BOD5, NH3, and N03/ and TDS.
d. Biological Impacts
The major strong point in favor of sites OR-1 and OR-2 is that
they are better suited to reducing impacts on the natural environ-
ment than sites in Delaware County. This particularly concerns the
aquatic environment in the Olentangy River. There would also be
no destruction of established forest areas necessary at these sites.
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The Olentangy River in Franklin County has not been desig-
nated as scenic beyond Wilson Bridge Road and much of the river
species habitat has been reduced or destroyed by channelization.
The populations of both living and dead collected mollusk
specimens are low immediately north of the artificial fish
habitat area 3 miles south of Powell Road.
As has been reported by Griswold (letter, AppendixJ ),
populations of desirable fish reach a distinct peak north
of the artificial habitat area and drop abruptly south of
the area toward Henderson Road. Benthic organisms which are
the fish's main food supply are numerous and have a large
diversity and abundance north of the site at Powell Road (Olive
and Smith 1975). The outfall from the site should be placed
south of the 1-270 interchange about 1/2 mile north of Ohio
61 in order to avoid the desirable fishing area near the
interchange. Because of the relative scarcity of large organisms
downstream from the outfall, the placement of the plant and
outfall at site OR-1 would have relatively few noticeable
biological effects on the river.
The large influx of nutrients from the effluent would re-
sult in an increase in algae and bacterial growth. The growth,
however, is largely independent of location, depending instead
on the dilution of the effluent by the stream. As the most
southerly site, the greatest flow and hence the largest dilution
factor occurs at this point due to additions from upstream
tributaries. Water quality deterioration would be reduced
slightly for these same reasons.
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Three rare and endangered species of naiades (mollusks) and
one fish species have been found in past years near the site, as
reported in Chapter 2. The presence of these rare and endangered
species is an important consideration in treatment plant placement;
however, due to their low numbers, their range and present
existence in the river is poorly defined.
e. Institutional Considerations
Delaware County, as a County Sewer District under Section
6117 of the Ohio Revised Code, cannot condemn land in another
county for the construction of a wastewater treatment facility.
However, Section 6117.41 of the Ohio Revised Code does enable a
county to contract with another political entity for the joint
construction and usage of sewers and wastewater treatment fa-
cilities. Therefore, the proposed facility can be constructed
at site OR-1 within Columbus if it serves some area of Columbus
and perhaps Mt. Air and Worthington Hills within Franklin County
along with servicing Delaware County and if Delaware County and
Columbus agree to the necessary contract. It should be noted
that the northern areas of Columbus along the Olentangy River
are not yet being serviced by metropolitan sewers, but there
are some local sewer systems.
There are political obstacles, however, to the signing
of such a contract between Delaware County and Columbus.
Delaware County feels its autonomy threatened by the rapidly
growing Columbus metropolitan area while Columbus, cognizant
of Delaware County's attitude and concentrating on developing
its own Facilities Plan and expanding services within Franklin
County is not currently anxious to cooperate.
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As this is the site designed in the Facilities Plan, the
interceptor lines required are those outlined in Figure 3-1.
The site eliminates the necessity for any pumping stations
within the Olentangy Basin due to its low elevation. All in-
dications are that subsurface conditions would not pose any
particular construction problems at the site.
b^ Land_Use_Analysis
Site OR-3 is currently devoted to agriculture. It also
serves as a small part of a scenic vista from portions of the
Highbanks Metropolitan Park. Park authorities have expressed
considerable concern about impacts to recreational use in
adjacent parkland. It is possible that there would be slight
impacts on park users but the effect would not be severe enough
to change the land use of the park. Chapter 5 discusses these
points in detail.
Across Route 315 from the site, land is occupied by scat-
tered residences and a farm. There is also a subdivision several
thousand feet to the west-northwest. Significant residential
development could potentially occur in this and other nearby
areas.
A plant located here might limit future public access to the
river in this area. This access along the Olentangy River is
considered important by the Ohio Department of Natural Resources
in its Statewide Plan_fof__0utdoor Recreation in_0hic> IQH^ISZ?
(1970). Construction of the sewers would also cause changes in
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land use, such as differences in growth rates and types of
development. The exact location of the outfall could cause
land use changes by affecting downstream recreation. Main-
taining water quality for recreational purposes is viewed as
extremely important by the Columbus Department of Recreation
and Parks and is an integral component of the Watercourse
Plan for Columbus and Franklin County (1974).
c. Environmental Effects
Visual impact of the plant at this site is expected to be
minimal due to the extensively designed beautification program
in the Facilities Plan and natural riverside vegetation.
Odor problems from the plant are planned to be throughly
controlled.
Noise problems should not be significant here. Noise
levels at the park should be far below the decibel levels
recommended by HUD for recreational areas due to distance
and control measures.
Water quality in this section of the Olentangy has been
degraded both historically and presently due to upstream
sewage treatment facilities, sewage discharges from leaking
septic tanks and some nutrient runoff from surrounding farmland,
The plant would eventually help reduce the amounts of coliform
bacteria through treatment and disinfection. Levels of other
substances will be within the Olentangy waste load allocation.
Environmental effects are discussed in greater detail in
Chapter 5.
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d. Biological Impacts
The major impacts upon aquatic life that might occur in-
volve effects on populations of mollusks, fish, and benthic
organisms.
Changes in the populations of mollusks, fish, and benthos
could result from various chemical compositions of the effluent.
The main effects are due to oxygen depletion and toxic substances.
Adverse impacts on or the elimination of rare and endangered
species could occur with respect to the four mollusks and the one
fish. These species have been discussed in Chapter 2.
e. Institutional Considerations
A mitigative measure for site OR-3 is the placement of an
outfall along the sides and median strip of State Route 315 in
Delaware and Franklin Counties, past the interchange of State
Route 315 and Interstate 270 in Columbus. This is developed in
Section F of Chapter 3.
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3. _
a *
Construction of the proposed facility at Site OR-7 would
require a lift station located immediately south of Powell
Road and on the east bank of the Olentangy River. A 16-inch
force main 3000 feet in length would be required to deliver
the sewage from the Olentangy and Alum Creek Basins to the
site. The lift station would have a peak capacity of 6 MGD
and a total system head of 200 feet. One river crossing and
one highway crossing would be required for the force main
and would run along Powell Road east to the river. The force
main and interceptor system carrying sewage from the Scioto
Basin would need to be re-routed; however, no significant
change in length of line would be required.
The extent of outfall work depends on the selected out-
fall location. Two possible locations are proposed. One
is located immediately south of Powell Road, and the other
approximately 1-1/8 river miles south of Powell Road at the
county line. The two would require 3,000 and 10,000 feet of
outfall pipe, respectively. Both would need to cross Ohio
315 once. The general route would be east along Powell Road,
crossing Ohio 315 at the intersection and then following Ohio
315 south-south easterly for about a mile. This route has been
shown in Figure 3-8. The route would then turn east toward
the river near the county line. In the entire biologically
active scenic river segment, additional outfall piping would
be necessary. The incremental piping requirements would
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be the same as those of Site OR-3.
The site is on flat terrain and there is no indication
of near surface bedrock which would increase construction
problems. Some grading work accompanied by rapid planting
of ground cover might be required on the southern end of the
site to reduce erosion into Bartholomew Run area.
k • k^1! _Use _Ana]Ly §.!§
Site OR-7 is currently open fields, possibly used for
grazing animals with some adjacent cropland. Forest area
adjoins the site on the south and partially surrounds it to
the west. None of this forested area is suitable for develop-
mental use due to the steep gradient. A small pond exists on
the western edge of the site and a road defines the eastern
border. There are several residences within 1/2 mile of the
site. The plant would be far enough away from the Highbanks
Park to ensure lack of impact.
Primary land use impact from the plant would be slight
aesthetic impact on drivers on Powell Road and possible changes
in the casual recreational use of the Bartholomew Run area.
Future impacts would be necessary changes produced in the
planning concept of the Village of Powell. Currently, plans
for the first development stages are centered around Site OR-7.
All sewer and outfall lines would be run along road rights-
of-way and so would have minimal impact on existing land use
except during construction. Secondary impacts, however, in-
volving recreational water use below the outfall would be
similar to those for OR-3.
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c. Environmental Effects
Impact of the proposed plant on visual aesthetics is in-
significant. Although the plant will be visible from Powell
Road, trees planted on the northern perimeter would eliminate
this impact. No additional expense or effort would be neces-
sary to accomplish this, since the basic plan already includes
significant tree and shrub plantings.
The prevailing wind flow would remain similar to the re-
gional pattern from the southwest. The development within a
one mile radius of the site is presently quite sparse so that
odor and noise problems would not be significant on residential
receptors. There could be odor impacts on Powell Road, but
these are planned to be controlled.
Water quality impacts would be identical with previously
described sites. The amount of impact on biological organisms
would be dependent on which of the possible outfall locations
were chosen.
d. Biological Impacts
Aquatic impacts all relate to the outfall location of the
plant at this site. There are three possible locations:
- on the Olentangy directly east of the plant
- south of the plant site on the Olentangy at the
Franklin-Delaware County line
- on the Olentangy in Franklin County south of
the artificial riffle-pool area.
Placement on the discharge on the river east of the site
would affect the naiad population in this area of the river.
The largest number of living naiades was found in this area
near Powell Road by Dr. Carol Stein (1975). Thus the possibility
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of adverse impacts to this population would be increased by
placing the outfall in this location. In addition, the pre-
viously discussed fish population, considered by the U.S.
Fish and Wildlife Service to be abundant and diverse in this
area, would also be impacted by the chlorine and ammonia dis-
charges from the plant at this location. The even more abundant
fish populations at 1-270 intersection would also be affected,
since the chlorine and ammonia concentrations in the discharge
would not be adequately reduced in the river. Use of the dis-
charge at the Delaware-Franklin County line has been previously
discussed for Site OR-3.
The site is not forested, thus no tree clearing would be
necessary to construct the plant at this site. This site is
close to Bartholomew Run, which is an area that contains a
mixture of upland vegetation in the higher areas and some low-
land and river bottom vegetation in sloping and lower areas.
The characteristic upland vegetation is comprised of such
species as beech, red and sugar maple, red oaks, white oaks,
and ash. The lowland river bottom vegetation is characterized
by sycamore, cottonwood, box elder, maples, yellow poplar,
and oaks. Some of these areas would have to be crossed in
order to place the plant's outfall at either the county line
or in Franklin County below the fish habitat area.
Rare and endangered species that may be impacted are the
aquatic naiad and fish species mentioned previously.
e. Institutional Considerations
The only course of action here which would involve institutional
considerations is the placement of an outfall in Franklin County
below 1-270.
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4• Alum Creek
a.
The construction of the proposed facilities at the site AC-1
would require some modification of the interceptor trunk, force
main and pumping facilities between the Olentangy River Basin
and the Alum Creek Basin as illustrated in the base layout of
the interceptor network, Figure 3-1.
The modification would require a lift station located
south of Powell Road at the Olentangy River to deliver the sew-
age from both the Scioto River Basin and the Olentangy River
Basin via a 20-inch force main eastward along the Powell Road
beyond the ridge line approximately 500 feet east of the Norfolk
and Western Railroad. From the ridge line, the sewage would be
conveyed to the plant by a gravity flow interceptor 42 inches
inches in diameter. The 42 inch interceptor would take the
route along the north side of the Powell Road eastward, pass
the Worthington-Galena Road where Powell Road terminates,
extend southeastwardly down the valley, cross the Alum Creek
via a river crossing, and reach the plant from the east. The
modified interceptor would require the addition of:
- 13,000 feet of 42-inch diameter gravity flow
interceptor line
- 16,000 feet of 20-inch diameter force main
- one lift station with peak capacity of 7 mgd and
system head of 330 feet
However, the following items could be eliminated from the basic
plan:
- 11,000 feet of 27-inch diameter gravity flow inter-
ceptor line
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- 13,000 feet of 18-inch diameter force main
- lift station with peak capacity of 2.3 MGD and
system head of 205 feet
The incremental cost for this modification excluding
pumping facilities is approximately $410,000. Adoption of
this alternative site would considerably increase the con-
struction and operation costs of the lift station due to
larger capacity and higher lift than the base system.
Three outfall locations are possible. One would dis-
charge into the river directly west of the site. Required
pipe length for this would be 1000 feet. The route has been
indicated in Figure 3-10. The other outfall location would
be at the Delaware-Franklin county line. The rationale for
this is that it would be possible for the City of Westerville
to relocate their drinking water intake north of this location
in Delaware County, with the County's permission. Line length
for this choice would be about 0.9 miles. The third location
would be in the City of Westerville. However, Westerville
would have to agree to lease the needed land to Delaware County.
The plant site is in a flat area with no forested areas.
The soils are silt loams with no limestone or bedrock in the
top five feet. Grading site preparation, and construction
would be simple and inexpensive at this site.
D • Land
Presently site AC-1 is used as an undeveloped open field.
The immediate vicinity includes residential, transportation
and recreational uses. Residences near the site are of low
density except 1/2 mile to the northeast where there is
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considerable development near the Westerville Reservoir*
Recreational use is also primarily in this sector near the
reservoir. The Alum Creek Reservoir is over two miles north
and would not be significantly affected.
Primary plant impacts would be minimal. Possible slight
impacts are odor impacts on nearby residences and recreation
acres to the northeast. The land on the site would probably
become residential in the near future, and plant construction
would limit this use.
Construction of sewer and outfall lines for site AC-1
would be similar in land use impacts to sites on the Olentangy
River. Although the interceptor system requires additions
and deletions for this site, most of these changes in are in
line sizing rather than routing. As with the Olentangy sites,
some temporary impact on stream recreation use would be expected
downstream from the outfall.
c. Environmental Effects
Environmental effects at this site include the aesthetic
impacts of visibility, odor and noise. In addition, however,
this site would be discharging water originally taken from
the Olentangy River by Del-Co water into Alum Creek and would
not rejoin its original water course until many miles downstream
at the confluence with the Scioto. Water quality impacts from
from the water diversion and from the discharge are compared
below with those expected to occur on the Olentangy.
The site would be quite visible from all directions
although following the presently proposed mitigative archi-
tecture for the plant would help minimize visual impact.
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The development on the north and northeast sectors approximately
1500 feet and further from the site may receive some odor
problems, because they are situated in the path of the local
prevailing winds? but odor control is planned. Noise problems
would be minimal since the plant could be located nearly 1/2
mile from the nearest residence.
The initial 1.5 MGD and projected 3.0 MGD sewage flows
would all originate from the Olentangy River due to the Del-Co
water supply which services all three basins. This would imply
a deficit of. about 3.0 MGD in the segment of the Olentangy
River south to the confluence of the Scioto River and Big
Walnut Creek, of which Alum Creek is a branch. This water
would be added to the normal flow of Alum Creek.
The exact effects of this withdrawal and diversion are
complicated by such factors as the schedule of withdrawal by
Del-Co water, use of holding and storage tanks by Del-Co water
use of hold and storage tanks by Del-Co water and the recent
construction of the Alum Creek Dam. Under the most probable
circumstances, however, the water diverted across basins would
be approximately 9 per cent of the median flow (66.6 MGD or
103.0 cfs) in the Olentangy River. This small amount would
have, at worst, minor adverse effects on the water quality in
the Olentangy. Lowflow effects would be more sever, however.
The water quality impact during the most severe conditions
would be similar to those discussed for sites OR-1, OR-3, and
OR-7. This could pose a significant problem to the Westerville
water supply if mitigative of ameliorative procedures discussed
above are not taken. Expected impacts on the water supply would
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include problems from ammonia, nitrates, and total dissolved solids.
6. Biological Impacts
Alum Creek has been described by U.S. Bureau of Sport
Fisheries and Wildlife (Corps of Engineers, 1973) as a
small mouth bass stream. The effects of the dam construction
and operation upon the aquatic biota in the portions of the creek
below the dam need to be investigated to accurately determine
the presence or absence of the benthos and fish populations that
were previously there, including endangered mollusk species. Only
when this investigation is completed can a rational decision to
use this site as an alternative be made.
No significant terrestrial habitat would be destroyed by the
use of this site. Scrub plant species would be removed and small
animals inhabiting the open field would relocate in nearby areas.
e- Institutional Considerations
The placement of the proposed plant on Alum Creek with an
outfall in Westerville below the Westerville water intake would
cause institutional and legal problems. Since Westerville is
located within Franklin County, Delaware County cannot condemn
easements within that municipality. Delaware County can place
an outfall within another county if they receive a permit to use
state-owned rights-of-way. However, there are no state highways
close enough to Alum Creek to make this action practical. However,
Delaware County can place the outfall in Westerville, if Westerville
agrees to lease the land to Delaware.
Institutional problems may be minimized if the outfall is located
in Delaware County. However, this would require the relocation of
Westerville1s water intake, north of the Delaware-Franklin County
line.
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Appendix fr Computer Modeling of the Impacts on the Olentangy
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APPENDIX H
CHLORINE AND AMMONIA IMPACTS
1. Chlorine and Ammonia Impacts
a. Aquatic Impacts
Research by the USEPA is presently underway at a sewage
treatment plant in Grandville, Michigan, which treats only
domestic sewage and contains no industrial inputs. Most of
the species of fish used for the experiments are the same
species present in the Olentangy River; thus, similar conclu-
sions can be drawn concerning the effects of the proposed
plant's discharges to the results of the experiments. Table
H-l presents the information obtained from the research group
at the treatment plant in Michigan. This table shows that
the species most sensitive to chlorine are such forage fish
as the shiners and minnows. These fish are large portions
of the diet of the larger and more desirable game fish, such
as the bass and sunfish. Additional information on chlorine
effects is supplied by Table H-2.
Tsai (1971) studied the diversity of fish, in three states,
in streams which maintained a residual chlorine concentration
of 0.5 to 2.0 mg/1 below sewage outfalls. He typically found
a clean bottom without living organisms in the immediate area
below these discharge locations. He found that the stream
bottoms near unchlorinated outfalls were usually covered by
large growths of wastewater fungi. The fish species diversity
showed a 50 percent reduction when the chlorine concentration
H-l
-------
Table H-l
Species
Chlorine Concentration in ppm
Golden Shiner
Pugnose Shiner
Northern Common Shiner
Fathead Minnows
Crappie
Bluegills
Largemouth Bass
test 1)
test 2)
test 1)
test 2)
0.040
0.045
0.051
0.095
0.082
0.127
0.278
0.195
0.241
* Median tolerance level (50 percent survival)
Source: DeGrave, 1975
Table H-2 Toxic Effects of Residual Chlorine on Aquatic Life
Species
Fathead Minnow
Black Bullhead
Yellow Bullhead
Smallmouth Bass
White Sucker
White Sucker
Walleye
Largemouth Bass
Phytoplankton
Largemouth Bass
Chlorine
Effect Endpoint Concentration
in opm
Safe concentration
Total kill - 96 hr.
Partial kill - 96 hr.
Sublethal stress
Threshold concen.
96-hour TL-50*
7- day TL-50
All killed in 3 days
96-hour TL-50
96-hour TL-50
Absent in streams
7-day TL-50
7-day TL-50
7- day TL-50
7-day TL-50
50% reduction in
photosynthesis and
respiration
12-hour TL-50
0.0165
0.16-0.21
0.07-0.19
0.04-0.09
0.04-0.05
0.05-0.16
0.082-0.115
0.154
0.099
0.099
0.1
0.132
0.132
0.15
0.261
0.32
0.365
Reference
Arthur & Eaton,
1971
Zillich, 1972
Zillich, 1969
Arthur, 1971
Arthur & Eaton,
1971
Arthur, 1971
Arthur, 1971-72
Tsai, 1971
Arthur, 1971-72
Arthur, 1971
Arthur, 1971
Arthur, 1971
Brook & Baker,
1972
Arthur, 1971-72
* Median tolerance level (50 percent survival)
Source: Becker and Thatcher, 1973; Brungs, 1973
H-2
-------
increased to 0.1 mg/1. The diversity then fell to zero at a
concentration of 0.25 mg/1, and no fish at all were found
in the water when the concentration was 0.37 mg/1. Tsai (1970)
concluded that those species which are sensitive to low dissolved
oxygen levels and organic enrichment decreased or disappeared
in the area. They were then replaced by other species which
were tolerant to the low dissolved oxygen levels and organic
enrichment and were able to increase their abundance. Species
found to be adversely affected included important game fish,
the smallmouth bass, largemouth bass, and black crappie.
Arthur (1971-72, as cited in Brungs, 1973) studied the
effects of chlorinated secondary wastewater treatment plant
effluent containing only domestic wastes on the amphipod,
Gammarus p s e ud o1i mn e a us, and the water flea, Daphnia magna. He
concluded that Daphnia magna is one of the more sensitve inverte-
brate species because it died when the residual chlorine concen-
tration reached only 0.014 ppm. It did have acceptable reproduction
at 0.003 ppm and below. The amphipod, Gammarus pseudolimnaeus,
had its reproduction reduced by residual chlorine concentrations
above 0.012 mg/1. There were no toxic effects observed when the
same wastewater was dechlorinated with sulfur dioxide.
Although there have not been any known studies of the
zooplankton assemblages in the Olentangy River, the common
species of the water flea, Daphnia, probably exists in the
river system. It is a very important food source for both
young and mature fish (Pennak, 1953). The amphipod, Gammarus,
is also a very common fish food and presumably is present
H-3
-------
in the Olentangy River system (Faulkner, 1975). Olive (1971)
reported the amphipod, Hyallella, to be present in the river
near Powell Road.
Arthur (1971-72, as cited by Brungs, 1973), using a calcu-
lated chlorine concentration of 0.03 mg/1, based on dilution of
a measured concentration of 2.0 mg/1, found that phytoplankton
photosynthesis was reduced by more than 20 percent of the value
obtained with a similar experiment using effluent having no resi-
dual chlorine. This effluent was dechlorinated by sulfur dioxide.
The Wyoming Bioassay Laboratory in Grandville, Michigan
(DeGrave, 1975) has conducted experiments on the effects of
100 percent dechlorinated effluent upon the following fish
species: fathead minnow, bluegill, largemouth bass, pugnose
shiner, pugnose minnow, common shiner, and golden shiner.
The effluent had been dechlorinated by sulfur dioxide. Except
for the pugnose shiner, no mortality was found to occur when
the fish were subjected to a 100 percent effluent solution
that was 100 percent dechlorinated. The pugnose shiner experi-
enced a 25 percent mortality under these conditions. Reasons
for this mortality are not known, but the information obtained
by these experiements shows that the forage species and the
largemouth bass and bluegill, could swim through 100 percent
dechlorinated effluent and survive.
b• Removal Methods
Bromination and iodination are not commonly used for sewage
treatment, being more costly than chlorination. Effluent disin-
fection by the addition of acids or alkalis requires large amounts
H-4
-------
of these substancies and then further requires neutralization
of the effluent to pH 7. Only the chlorination-dechlorination
and ozonation methods for disinfection and their cost-effective-
ness are considered here.
In a plant the size of the proposed Delaware facility,
chlorine as free chlorine gas is dissolved in a sidestream
of water. Once the gaseous chlorine (Cl~) goes into solution,
it reacts almost immediately with the water (H20) to form
hypochlorous acid (HOC1) and hydrogen and chlorine ions (H+
and Cl~). The hypochlorous acid (HOCl) ionizes to form hypochlorite
ions (OC1~) and hydrogen ions (H+). The ratio between elemental
chlorine (Cl~), hypochlorous acid (HOCl), and hypochlorite ions
(OC1~) depends on the pH of the solution. At the anticipated
pH level of the effluent, 6-7, hypochlorous acid (HOCl) should
comprise 60-80 percent of the chlorine added, and elemental
chlorine (Cl ) should be almost absent. These three forms of
chlorine are referred to as "free available chlorine residuals".
Ammonia (NH^), present in the wastewater, reacts with
the free available chlorine to form monochloramines (Nl^Cl),
dichloramines (NHC^), and nitrogen trichloride (NClj ) . At
the pH levels of wastewater, mono and dichloramines will pre-
dominate. These compounds are referred to as "combined available
chlorine residuals" and have some disinfecting ability; however,
this disinfecting property is considerably less than that of
free available chlorine residuals (Fair and Geyer, 1963).
By the addition of additional chlorine and the provision
of adequate detention time, the ammonia may be completely
oxidized, resulting in the formation and release of elemental
H-9
-------
nitrogen gas. This process is referred to as "breakpoint
chlorination" and is one method of nitrogen reduction in waste-
water. In general, the chlorine dosage required to achieve
breakpoint on a molar basis is twice that of the ammonia.
The necessary contact time must be determined by on-site tests
(Fair and Geyer, 1963) .
In addition to reacting with water and ammonia, chlorine
will also react with organic matter in the sewage, thereby
reducing the BOD but also forming complex organic chldramines.
Certain of these compounds are possible health hazards at high
concentrations.
Free and combined available chlorine compounds at varying
concentrations are toxic to aquatic organisms. Examples of
the effects of various concentrations of chlorine residuals
on various fish types are listed in Table H-l (Brungs, 1973;
Becker and Thatcher, 1973). The recommended safe level for
chlorine residuals in warm-water aquatic systems is 0.003 mg/1
(Brungs, 1976). Assuming a river flow rate of 3.06 MGD (4.73 cfsL
the adjusted minimum release 7-day, once in 10-year low flow ,
and the effluent discharge of 1.5 mgd, the required residual
chlorine concentration in the effluent, to keep the stream
chlorine concentration below 0.003 mg/1, would be approximately
0.009 mg/1. For the 3.0 MGD facility, effluent chlorine concentra-
tions of below 0.006 mg/1 would be required.
Reduction of chlorine residuals in sewage effluents may
be accomplished by various methods, including aeration, sulfur
dioxide addition, or granular activated carbon filtration.
H-6
-------
Aerating the chlorinated effluent for 15 minutes to 8 hours
will reduce the concentrations of various related compounds
including elemental chlorine (Cl-)/ hypochlorous acid (HOC1),
dichloramine (NHC12), and trichloramine (NCI ) (Fair and Geyer,
1963; Hinde Engineering, 1975). Monochloramine, which is an
important chlorine residual, is not removed. Consequently,
the resulting residual chlorine concentration in the effluent
is difficult to estimate without actual operating data. Aeration
does not remove complex organic chloramines, but it increases
the dissolved oxygen concentration in the effluent. The system
would have to be re-designed for longer detention times.
Sulfur dioxide addition is another technique for dechlori-
nation. Sulfur dioxide reacts with chlorine to form sulfuric
and hydrochloric acids; consequently, a provision for pH adjustment
should be provided. Sulfur dioxide in the gaseous state is
dissolved in the chlorinated effluent until the concentration
of SC>2 exceeds that of the residual chlorine. At residual
chlorine concentrations of 2 and 4 mg/1, approximately 37.5
and 62.6 pounds per day of SC>2 are required. A relatively short
contact time of ten minutes is required. The resulting residual
chlorine concentration should be less than 0.01 mg/1. Complex
organic chloramines are not removed by the addition of sulfur
dioxide. Furthermore, chlorides and sulfates, as end products
of the method, are left in the effluent. The increase of total
dissolved solids load from this method ranges from 300 to 600
pounds per day added to the TDS load of 14,930 pounds per day
for the plant at flow rate of 3 MGD.
H-7
-------
Granular activated carbon may also be used for dechlori-
nation. It is more commonly used to absorb organic matter
and other compounds responsible for BOD and odor. Certain
types of activated carbon systems, such as downflow units,
also act as filters and remove suspended solids. Filtration
may clog the downflow units and the BOD in the effluent may
encourage the growth of microorganisms on the carbon. Back-
washing of the downflow units reduces clogging and biological
accumulations. Countercurrent upflow units do not clog, hence
do not require backwashing. Absorption is a non-consumptive
surface phenomenon, and the carbon can be regenerated and
reused. In dechlorination, the chlorine is absorbed by the
pores in the carbon granules and reacts with the carbon to
produce carbon dioxide gas and hydrochloric acid. Therefore,
in this process, carbon is consumed.
Activated carbon systems are more complicated and expensive
to construct and operate than either aeration or sulfur dioxide
units. A capital cost comparison of aeration, sulfur dioxide,
and granular activated carbon dechlorination systems is presented
in Table H-3. A sulfur dioxide system has the lowest capital
cost; the aeration units, depending on electrical rates, should
have the lowest operating costs. Aerating systems, however,
do accomplish the necessary goal of increasing the dissolved
oxygen concentration in the effluent. A combined system using
aeration and sulfur dioxide might be very cost-effective. The
aeration time required to raise the dissolved oxygen concentra-
tion is less than the aeration time necessary to dechlorinate.
H-8
-------
Assuming that the effluent prior to discharge has a dissolved
oxygen concentration of 1 nig/1 and that the final effluent must
have 5 mg/1, then 4 mg/1 or approximately 50 pounds of oxygen
per day must be added. A typical design figure for aeration
units is four pounds of oxygen transferred per horse power
hour. At this rate, approximately 96 pounds of oxygen per
day could be provided by a one horsepower unit.
Allowing for BOD, residual dissolved oxygen requirements,
and continuous supply regulation, 2, two-horsepower units
would be needed. With a one hour detention time (instead
of b hours), this system should be able to meet dissolved
oxygen requirements. For dechlorination, sulfur dioxide could
be fed into the tank using the air bubbles for mixing. This
hydrid system is more expensive than the single dechlorination
system, such as aeration or sulfur dioxide addition, but it
appears to be the least expensive dual purpose system.
The dechlorination capacity depends on the residual chlorine
concentration in the chlorinated wastewater. A pH of 7, a
temperature of 21 C, a final residual chlorine concentration
of 0.01 mg/1, and loading of 1 gpm flows/ft, of carbon are
assumed for the purpose of subsequent calculations. Using
these assumptions, the dechlorinating life of 1042 cubic feet
of granular activated carbon for incoming residual chlorine
concentration of 2 and 4 mg/1 is 5.3 and 1.7 years, respectively.
Attaining a residual chlorine concentration of only 0.003 mg/1
maybe more costly, however.
H-9
-------
TABLE H-3. Costs of Various Dechlorination Processes
Capital Cost in $ Operating Cost
Process (1.5 MGD plant) in $/1000 gal.
Aeration 150,000
Sulfur Dioxide 50,000 .016
Granular Activated 300,000 .011
Carbon
Combined Aeration, 80,000 .016+
Sulfur Dioxide
Source: Calgon Corporat'"ionT, I9"T5;
Hinde Engineering Corporation, 1975
Many complex organic compounds including chlorinated
forms will be absorbed into the carbon surface. The resulting
effect on the dechlorinating ability of the carbon should not
be significant and the overall quality of the final effluent
should be improved.
Use of ozone as a disinfectant as compared to conventional
chlorination and dechlorination is increasing for a number of
reasons. Ozone is a highly effective disinfectant and leaves no
residuals and no dissolved solids. In addition to the bacterial
kills, ozone treatment can purge virus particles and pollutants,
such as surfactants, that survive treatment with chlorine.
Ozone is also capable of higher reduction of residual BOD
and total organic carbon (TOC) than carbon absorption polishing,
and is fully cost competitive. Furthermore, ozone is more
effective than chlorine against the major taste-and-odor causing
compounds, such as phenols and amines. Chlorination merely
converts these into compounds that are less resistant to
oxidation (Environmental Science and Technology, 1970).
H-10
-------
The effluent at the proposed plant will undergo tertiary filtra-
tion prior to disinfection. This will ensure greater disinfection
efficiency.
In the process of ozonating effluent considerable amounts
of air or oxygen are introduced into the waste, thus increasing
the dissolved oxygen level of the receiving stream. Therefore,
if the ozonation process were to be adopted for the project,
the post-aeration process could be eliminated.
The two major inputs for a typical ozonation system are
air or oxygen, and electricity. The air usually is first
cleaned by filtration, its moisture removed by a refrigerative
unit, and further conditioned by an air absorptive dryer prior
to ozonation. Electrodes of up to 20,000 volts are used to produce
a corona in the air supply to generate ozone. The concentration
of ozone generated is approximately 1 percent per volume of
air. If pure oxygen is used as the feed gas, the ozone output
can be increased to 2 percent by volume. A contact chamber
or ozone tower is used to affect the transfer of ozone from
the gas phase to the water phase.
Recent research has indicated that both sulfur dioxide
dechlorination and ozonation do not have toxic effects on fresh-
water aquatic life (Arthur et. al. 1975). Both methods will pro-
duce the desired level of disinfection at similar cost levels.
While chlorination-dechlorination costs drop more rapidly than
ozone at the larger treatment plant sizes, ozone costs would be
absorbed in the lower total unit costs of treating wastewater at
a larger facility.
H-ll
-------
EPA's Municipal Environmental Research Laboratory had pro-
vided the following cost comparisons (capital and 0&M)f based on
data:
Table H-4. Total Treatment Costs for Disinfection Alternates
($/ 1000 gallons)
Plant Size, MGD 1.0 1.5 3.0 10.0
Chlorination-SO-
Dechlorination 0.077 0.058 0.040 0.024
Post aeration
Ozonation
(produced from air) 0.073 0.063 0.052 0.040
Since 1974, chlorine prices have increased 12% and sulfur
dioxide prices have increased 18%. Construction costs have in-
creased 11% during the same period. Disinfection costs are only
about 15% of the total cost of sewage treatment.
Ozone has additional advantages. It will not leave any
residual compounds in the water, such as chlorinated hydrocarbons,
and will not contribute additional total dissolved solids. The
storage and handling of toxic chemicals will be largely reduced,
for chlorine, or eliminated, for sulfur dioxide. This will help to
reduce potential accidents, in the event of any mechanical breakdown,
Ozone production is done on-site, according to demand. The systems
are wired in an interlock fashion for a fail-safe operation, with a
remote master switch for instantaneous complete shutdown. An
ozone destruction stystem would be included so that there would
be no ozone discharge outside the system. Since ozone does not
produce a residual concentration that can harm aquatic organisms,
it is particularly desirable for this ecologically valuable section
H-12
-------
of the Olentangy River. Ozone has been used for many years to
disinfect water supplies. Two full scale wastewater treatment
plants are in operation using ozone, Mahoning Valley Sanitation
District, Ohio (4MGD), and Upper Thompson Sanitation District,
Colorado (1.5 MGD). Several others are at the equipment bid stage,
according to the Municipal Environmental Research Laboratory.
Because of the substantial environmental benefits, ozonation
is recommended for this system. Ozone costs may be slightly higher
than chlorination-dechlorination, but are cost-effective to protect
high biological value of the Olentangy River.
2• Ammonia Impacts
Cell membranes are relatively impermeable to the ionized
form of ammonia (NH4+), but undissociated un-ionized species
(NHo) can readily cross cellular barriers (Milne ejt ajL. , 1974).
Tabata (1962 as cited in Thurston et al., 1974) attributes
some degree of toxicity to invertebrates and fishes to the
NH^+species, as well.
Elis (1968 as cited by Ohio Fish and Wildlife Service,
Faulkner, 1975) has found that exposing carp to sublethal
concentrations of undissociated ammonia in the ranges of 0.11
and 0.34 mg/1 caused rather extensive decay and tissue disin-
tegration in various organs. Robinette (1974 as cited by McKim
e_t al. , 1975) conducted laboratory experiments with channel
catfish fingerlings to evaluate the effects of sublethal con-
centrations of ammonia. He found that there was a significant
growth reduction at 0.12 and 0.13 mg/1 of ammonia. Further
studies indicated that there was no significant difference
in the oxygen uptake between the control and experimental
H-13
-------
fish. Microscopic evaluation of the gills of the fish revealed
that all fish exhibited hyperplasia (an abnormal increase
in the number of cells of a tissue or organ). The fish that
were exposed to the highest concentrations of sublethal un-
ionized ammonia-nitrogen displayed the greatest degree of
hyperplasia.
Table H-5 presents the percentage of undissociated aqueous
ammonia that could be present in the plant's discharge at the
various pH ranges possible for the effluent. These percentages
are based on the equilibrium constants for dissolved undissociated
ammonia and the ammonium ion, NH^+. The relative percentage
of these species is also governed by the water's temperature.
Table H-5. The Percent Distribution of Aqueous Ammonia
Species at Various pH Values and Temperatures
Species
NH3 . nH20 aqueous
NH4+
NH3 «n H20 aqueous
NH4+
pH
7
0
99
0
99
value
.566
.434
.273
.727
7
1
98
0
99
.5
.77
.23
.859
.141
7
2
97
1
98
.7
.77
.23
.35
.65
Temperature
3 in oC
5
94
2
97
.38
.62
.67
.33
25
25
15
15
Source: Thurston et al., (1974)
The pH value recorded by Olive (1971) for the Olentangy
River near Powell Road was 9.5. The effluent's pH values
from the plant, according to its permit, can range from 6
to 9. The pH value of the effluent will, of course, vary,
but it will usually be near a pH of 7 or slightly higher.
H-14
-------
At the initial 1.5 MGD capacity, the plant effluent would
contribute about one third of the flow in the river during an
extreme low flow period of 4.73 cfs. The effluent plume, then,
would experience a pH increase from 7 to 8 upon mixing with
the river water. As shown in Table H-5, the percentage of
aqueous undissociated ammonia will increase almost by a factor
of 10 when the pH value is raised from 7 to 8 at both the
15°C and 25°C temperatures. These two temperatures are within
the range commonly experienced by the river. The increase
of the aqueous undissociated ammonia, the toxic form of NH ,
by a factor of 10 when the pH changes from 7 to 8 does not
necessarily mean that the plume's toxicity to the fish will
be increased 10 times. This relationship is not definitely
known, but this increase indicates that the fish within the
mixing zone of the effluent plume would be more likely to
be harmed than would fish outside the mixing zone.
When the plant's capacity is expanded to 3 MGD, the plant's
effluent would contribute about half of the river's flow during
the low flow condition of 4.73 cfs. The plant effluent plume
would undergo a pH increase from 7 to 7.74 when mixing with
river water at a pH of 8.5. As shown in Table 1-5 this would
increase the percentage of aqueous undissociated ammonia by
a factor of 5 at both the 15°C and 25°C temperatures.
The zone of the river downstream in which complete effluent
plume and river water mixing has occurred would have the undis-
sociated ammonia species present at the increased pH levels
described above. This portion of the river would have complete
cross channel mixing of the effluent and therefore the fish
H-15
-------
in the downstream stretch of the river would potentially be
exposed to increased concentrations of the toxic form of ammonia,
the undissociated ammonia species. Because of the toxicity of
ammonia to fish, the U.S. Fish and Wildlife Service (Appendix J)
has recommended a water quality limit of 0.02 mg/1 of undissociated
ammonia.
The average streamflow at the Worthington gage, below site OR-3,
is 441 cfs. Assuming a concentration of 1.5 mg/1 of total ammonia
in the effluent, the total ammonia concentrations will be 0.008
mg/1 for the 1.5 MGD plant and Q.Q16 mg/1 for the 3.0 MGD plant
under these average flow conditions. Unionized ammonia will be
much less, depending upon the temperature and pH variables indicated
in Table H-5. Ammonia values become more critical at low streamflow
conditions at 25°C:
Table H-6. Instream Ammonia Concentrations
flow 1.5
4.73 cfs
(adjusted minimum
release 7-day,
once in 10-year
low flow)
9.70 cfs
(historical modi-
fied 7-day, once
in 10-year low flow)
0.495
0.027
(pH
0.291
0.016
(pH
MGD
mg/1
mg/1
8)
mg/1
mg/1
8)
3.0 MGD
0.744
0.021
(pH
0.486
0.013
(PH
mg/1
mg/1
7.7)
mg/1
rag/1
7.7)
total
ammonia
unionized
ammonia
total
ammonia
unionized
ammonia
Note that the lower pH values resulting from the increased effluent
flow at 3.0 MGD mitigate the amounts of unionized ammonia at 25-C.
The ammonia equilibrium' as can 'De seen from these values and the
variable percentages of Table H-5, is extremely sensitive to pH and to
H-16
-------
temperature, so the condition of the Olentangy at the discharge
point for this proposed treatment facility will greatly influence
the toxic unionized ammonia impacts of the effluent. All of
these calculations have been basdd upon the assumption that there
is no ammonia in the river prior to the addition of this effluent.
Under these conditions, unionized ammonia is under the 0.02 mg/1
limit for the 9.7 cfs low flow, the lowest 7-day, once in 10-year
value recorded for the Olentangy since stream regulation, and is
slightly over the limit for unionized ammonia at the low flow of
4.73 cfs, calculated from the minimum release of 5.0 cfs during a
drought period. Low flow values are explained in greater detail in
Chapter 2.
Problems arise, in that there are existing ammonia concentrations
in the Olentangy River, before it approaches the Delaware-Franklin
County line. STORET data have indicated these mean ammonia values
in the sampling of Delaware Lake in 1973: 0.052 mg/1 April 26
0.139 mg/1 August 1
0.107 mg/1 October 10
Additional ammonia is contributed to the stream from the Delaware
City sewage treatment plant. Furthermore, streams have some
natural buffering capacity, and a natural tendency to nitrify,
resulting in a very dynamic situation.
Ohio EPA has modeled this section of the Olentangy. However,
the modeling has used a 7-day, once in 10-year low flow value of
13 cfs. At the county line, we have used the value of 9.7 cfs for
equivalent histoorical conditions. The latter value was calculated
by USGS (See Appendix J). The flow value used for the proposed
treatment plant was 4.5 cfs, which is just under 3.0 MGD. The
effluent ammonia value used was 1.0 mg/1, whereas the permit
H-17
-------
maximum is higher at 1.5 mg/1. With the assumption that per-
formance at the Delaware City treatment plant is improved (grants
are in progress) and that the Worthington Hills plant is eliminated
(scheduled for 1977 by its permit conditions), unionized ammonia
levels of more than 0.02 mg/1 are foreseen during June and the first
10 days of July. Upstream impacts are also above 0.02 mg/1 at the
end of July' however water quality standards will not be violated at
the Worthington Hills gaging station, according to OEPA modeling.
With the reduced low flow values and the slightly higher ammonia
level chosen for our calculations, impacts would be more severe.
. All of these concentrations will be improved, if high treatment
efficiency results in less that the 1.5 mg/1 permit limit, as is
anticipated. As discussed in Chapter 4, the nitrification treatment
process which the plant will employ can be highly effective, as
evidenced by the El Lago, Texas facility. Comparable treatment
efficiency at this plant would result in an effluent value about
one third less than the standard, 95 percent of the time,, and that
effluent value would be three quarters less than the standard, 50
percent of the time, as shown in Chapter 4.
H-18
-------
APPENDIX I
VISABILITY ANALYSIS
The following 16 figures describe vertical profiles of the landscape
in 16 different directions from the proposed site. Figure 41 on page 262
describes the direction and extent of each profile. Each of the pro-
files in this appendix shows the proposed STP on the left. The placement
of the STP in no way affects the accuracy of the determined limits of
visability.
1-1
-------
0)
OJ
900 '
890 '
880 '
870 '
860 '
850
840
830 1
820 J
>
0)
• 810'
800 -I
790
780 •
770 .
760 •
750
limits of
visibility
1000 2000 3000
distance from treatment plant in feet
4000
PROFILE 1
Source: Enviro Control, Inc., 1975
1-2
-------
limits of
visibility
930
920
910
900
890
880"
870'
850'
§ 8401
5 8301
820
810"
800
790
780
770
760
750J
1000 2000 3000
distance from treatment plant in feet
4000
PROFILE 2
Source: Enviro Control, Inc., 1975
1-3
-------
zone of
restricted
visibility
§
£
o>
930
920
910
900
890
880
870
860
850
840
830
820
810
800
790
780
770
760
750
limits of
visibility
with foliage
winter
limits of
visibility
1000 2000 3000
distance from treatment plant in feet
4000
PROFILE 3
Source: Enviro Control, Inc., 1975
1-4
-------
limits of
visibility
•p
re
OJ
"oi
930 .
920 -
910 •
900 •
890 •
880 •
870 •
860 •
850 •
840 •
830 •
820 -
810 -
800
790
780
770
760
750
1000 2000 3000
distance from treatment plant in feet
4000
PROFILE 4
Source: Enviro Control, Inc., 1975
1-5
-------
940
930 H
920
910
900
890
880
870
g 860-
c 850'
- 840
* 830"
>
0)
820'
810'
800-
790-
780-
770-
760-
750'
limits of (
visibility
winter
limits of
visibility
with fol
l.i ty /
lage (
1000 2000 3000
distance from treatment plant in feet
4000
PROFILE 5
Source: Enviro Control, Inc., 1975
1-6
-------
limits of
visibility
930 •
920 •
910-
900 -
890-
880 •
870 •
•£ 860 •
^ 850-
§ 840-
* 830 •
-------
limits of
visibility
930 •
920
910
900
890-
880
870
^ 860 '
OJ
O)
•*- 850-
c
c 840"
o
5 830'
I 820
Ol
810"
800-
790
780-
770-
760'
750
1000 2000 3000
distance from treatment plant in feet
4000
PROFILE 7
Source: Enviro Control, Inc., 1975
1-8
-------
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1-9
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winter
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limits of
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with foliage
1000 2000 3000
distance from treatment plant in feet
PROFILE 11
4000
Source: Enviro Control, Inc., 1975
1-12
-------
930-
920'
910-
900-
890-
880-
870-
860-
850'
840
8301
I 820
810-
800
790
780
770
760
750
limits of
visibility
1000 2000 3000
distance from treatment plant in feet
PROFILE 12
4000
Source: Enviro Control, Inc., 1975
1-13
-------
winter
limits of
visibility
930
920
910
900
890
880
870
860
-P
-------
winter
limits of
visibility
930 H
920
910-
900-
890-
880-
870-
£8601
£
8501
§8401
•r—
5830
Ol
^820
810-
800'
790
780
770-
760
750 J
limits of
visibility
with foliage
1000 2000 3000 4000
distance from treatment plant in feet
5000
PROFILE 14
Source: Enviro Control, Inc., 1975
1-15
-------
930
920
910
900
890
880-
870-
"5860-j
a)
i+-
C850-|
o 840 -I
2830-1
810
800-
790-
780-
770-
760-
750 •
wintt
limits
visibil
limits of
visibility
1000 2000 3000 4000
distance from treatment plant in feet
5000
PROFILE 15
Source: Enviro Control, Inc.
I-16
-------
o
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1-17
-------
Appendix J- '
Selected Correspondency
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U.S. Environmental Protection
/
/
Region V
230 South Dearborn St.
Chicago, Illinois 60604
Gentlemen:
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lanediate vicinity of the prop
Metropolitan Park in southern
prepared by me at the request
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I «m firmly convinced that if
fauna of the Olentangy River i
the ftuoa In the area from the
be studied. Linltations of ti
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We would be interesting in coo
part of the preparation of the
believe that such a study is e
tlons of endangered molluscan
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2. Total number species including list of food and game fish collected from the Olentangy River from
Powell Road south.
COLLECTION SITE
Name of Game
and Focid
Fish
Siullmouth Bass
L-rgeroouth Bass
C'innel Catfish
K-tte Crappie
B.ick Crappie
B.jogil 1
r.anpkinseed Sunfish
(i~-?on Sunfish
U". ick Bui (head
Br-'hii Bullhead
Keck Uass
Yellow Bullhead
WJite llasi
Willeyo
Orp
V-.-M'l lung-;
Ti'HL CMK AND FOOD
I. Dodridge to
King Ave.,
Franklin Co.,
Clinton Twp.
X
X
X
X
X
X
X
X
X
X
X
X
X
X
FISH 14
II. Whetstone to
Northmoor Park,
Franklin Co.,
Clinton Twp.
X
X
X
X
X
X
X
X
X
X
X
X
X
X
14
III. Riffles at 1-270,
Franklin Co. ,
Clinton Twp.
X
X
X
X
X
X
X
X
X
X
X
X
12
IV. Area just
North of Riffles
and South of
Powell Rd., Delaware
Co., Orange Twp.
X
X
X
X
X
X
X
X
X
X
X
11
T.TU, Sl'LCIUS RECORDED
FOR /»KLA
61
40
27
35
TOTAL NUMBhR KNOWN FROM
IOTAL STREAM AREA SOUTH
OF POUtLL ROAD 61
TOTAL I&OW\ FROM WATERSHED 61*
* Included are Ethcostumii maculiitum, which is on the list of rare and endangered species for Ohio
and Ethfustomq ^.unuriim^ a rare fish known from only a very few localities in Ohio. Both species
were~coUocted at :.itus below the jiroposed treatment plant.
J-10
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Letter of Sect. 2. 1969
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Gary Gilbert - De]
Janes L. Nottingham - Oh1
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D. D. RDbbins - Cil
George Wai ken a haw - Cil
Steve Kacmar - MaJ
Dean Miller - De]
Kenneth Reed - Del
Fred Stults - Del
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Re: Alum Creek Area - Sanitary
Effluent
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o my attention that the OEPA is reviewing the
of sanitary effluent in the vicinity of the
arious correspondence indicates to me that a
handling of this sewage is about to be rr.ade .
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working very closely with the Delav.'are County
ible alternative to plants on the Reservoir.
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that this proposal is being vigorously pursued
nitary Engineer with you and the Corps of
ngly urge that no approval be given until this
en thoroughly considered.
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your cooperation in thic matter and if this
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U.S. Environmental Protection A
Be-?Lori 5. Library l5PL-16i
230 S. Dearborn Street,. Room 1§70
Chicago,. 1L fi060i
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