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

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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

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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

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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

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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

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                           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

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    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

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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

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UNI
 N

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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

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     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

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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

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                           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

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     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

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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

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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

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     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

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         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

-------
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

-------
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

-------
 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

-------
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

-------
     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

-------
     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

-------
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

-------
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

-------
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

-------
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

-------
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

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    - 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

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    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

-------
     - 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

-------
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

-------
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

-------
                      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
                                 -o

-------
      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

-------
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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-------
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

-------
    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

-------
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

-------
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

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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

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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

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    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

-------
         *t*:' i;  '• V^7 •  ''v^'V-'  : -i

         M-W'  I  ^fe%>^
         j //\^\\V K ,  .^xr^ssLi^s^7
               "V:/|

     _„_-	DELAWARE CO  "L,,,,

     'j >  FRANKLIN COr-""V£

     .' • C ::, -•;"      : I' -
 M--:°:rl-%r7%
;: ': >•> ' .i.^r.'r'-^v.-?.
r  ,>  •;iiim^-vv:kwe /
i.-- -.^•^•'-W.--.	J—'-^—n;-U_	—• K, ul\ "~ V ' V"  -(   r1 "'
•*~&*	>SN -./" ^'^-^p-'r- ^'fei\\  \  V,rp>•//.•-;'  .-•-.&:  -x
 •.•:• ..<..	v.v.. -&-. *   7/h »"iil:£v.v\;  \\  r'"9'lu" :::~'-l/--J   l- '^
•..:'••'/.••''..••<•  m.  ••:<;•.   /''•• h'i"   ' v-" \«~g-sV-A_ ^   •')'.:•'  /-^J<'^- /.,
^—p3\_!!_!^;ft5aw  | i ^.v^v \  ~j&™*>—^6?=.-' • .
"TJ-M\~>A-i^-~r-rP  '  : xx\ * \\ W-^.  'Tffts.d*  h7Ii
            •>--- ft.   v',, .)'"/

             ';-- te'
  • I
"r ~~ - **5
"/


Si
                 wr'! °-*- f-*'«~HLA -
                 ll«  '*.« ir-">. * e**r^   Wfl'
                 «,  r  <*   i"  " IT'f ti "•'""'

                 I  ^.',HUh
                 b  v  :V ..sa > oiW  ^ A
                                       -A I
                                             .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

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    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

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                    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

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                    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

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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

-------
    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

-------
    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




                              3-68

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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.
                              3-69

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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.
                             3-70

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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.
                              4-6

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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
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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.
                              4-9

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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

-------
 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

-------
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



                             5-12

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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
                            5-13

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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
                              5-14

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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

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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

-------
                    • west
                                                                    east-
  940 -

  930 -

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  910 -

  900 -

  890 -

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   750
                           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

-------
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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-------
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

-------
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

-------
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

-------
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
                            5-4 9

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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)

                        5-50

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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
                         5-51

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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)
                            5-52

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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
                               6-1

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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.


                          6-2

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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

                              6-3

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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
                              6-4

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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.


                              6-6

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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.
                          6-7

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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.
                           6-8

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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.
                            6-9

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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.


                             6-10

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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.
                              6-11

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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.
                              6-12

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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.

                               6-13

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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.


                             6-14

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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

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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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Mr. Harlan Hir
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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
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6-74

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                                        6-83

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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

-------
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.
                               6-88

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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.

                               6-89

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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.
                               6-90

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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.
                              6-91

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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.
                             6-92

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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.
                            6-93

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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.
                              6-94

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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

-------
           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

-------
           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

-------
           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

-------
3.   Letters Received After  3-26-76.
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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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"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

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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

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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

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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

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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

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                             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

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                                                 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

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                                                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.

--

...

_-
--

»_

.-

3 ' —

«

—

--
—

--

-_

«

OIS-
BlCAX- CAP- SOLVE.U
rtONATE HONAfK SULMTE
(HC03I (CO?) (SO*)
(Mt,/L> (M6/L) (W6/LI

— _ >- »»

SB

97
— —

-- » ._

120

239 0 150
OIS-

CHLO-
MlOt '


58

69
DIS-
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FLUO-
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tft
IMG/L)

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..

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»
«

_.

.-

.2


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.00








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
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PHORUS
IP) '
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«

• -.

.-
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»

Mv

.01



HARD-
NESS
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V.

720

2SO
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.-

350

«

NON-
CAR-
BONATE
HARD-
NESS
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_.

..
^.

—

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

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DIS-
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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)
                                            B-8

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   Scioto River—Selected Water Quality Sampling Stations
treatment plants
and tributaries
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N
Jackson Pike STP
(123.0)
Southerly STP
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Big Walnut Creek
 (113.1)
sampling station ;
(river mile location)
                                 Erank Road  (123.4)
                                 1-270    (120.1)
                                 Shadeville   (115.9)
                                 Commercial Point  (111.3)
Source:  State of Ohio Annual Water  Quality  Report,  1975.
                      B-13

-------
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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
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Midland. Painted Turtle (Chrysem
Ul
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o
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Eastern Spiny Softshell Turtle (Tj
Northern Black Racer (Coluber ci

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Blue Racer (Coluber consfrictor i
o
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o
Northern Water Snake C\7atrix sip
•

^^
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d
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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
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Pr-airie Deer Mouse (Peromyscus

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white-footed Mouse (Peromyscus
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-------
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
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Broad-winged Hawk (Buteo platypt

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Rough-legged Hawk (Buteo lagopus
tn
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Marsh Hawk (Circus cyaneus)
Osprey (Pandion haliaetus)
Sparrow Hawk (Falco sparverius)
Gallinaceous
olchicus)
o
Bobwhite (Colinus virginianus)
Ring-necked Pheasant (Phasianus
01
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Coots
American Coot' (Fulica americana]
Shorebir
• ¥
d
Killdeer (Charadrius vociferus)
American Woodcock (Philohela mi
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Common Snipe (Capella gallinago)
Upland Plover (Bartramia longicai
*— . 01
rt *~? O

Spotted Sandpiper (Actitis macular
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Solitary Sandpiper (Tringa solitari
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Pectoral Sandpiper (Erolia melanc
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Least Sandpiper (Erolia minutilla)
Setnipabnated Sandpiper (Ereunete
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-------




Flycatchers




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tern Kingbird (Tyrannus tyrannus)
at 'Crested Flycatcher (Myiarchus



tern Phoebe (Sayornis phoebc) ~
co n en
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4)
dian Flycatcher (Empidons.x viresc
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ill's Flycatcher (Empidonax trailli
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tern Wood Pewee (Contopus virens
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C-12

-------








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Black-and-white Warbler (Mniofila varia)




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Worm-eating Warbler (Helmitheros vermi
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Golden-winged Warbler (Vermivora chrys*




Blue-winged Warbler (Vermivora pinus)






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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
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Black-throated Blue Warbler (Dendroica c




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Myrtle Warbler (Dendroica coronata)
Black-throated Green Warbler (Dendroica


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Cerulean Warbler (Dendroica cerulea)
Blackburnian Warbler (Dendroica fusca)




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Yellow-throated Warbler (Dendroica domir
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Chestnut-sided Warbler (Dendroica pensyl



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Bay-breasted Warbler (Dendroica castanes

Blackpoll Warbler (Dendroica striata)








Pine Warbler (Dendroica pinus)




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Prairie Warbler (Dendroica discolor)
Palm Warbler (Dendroica palmarum)
Ovenbird (Seiurus aurocapillus)
Northern Waterthrush (Seiurus noveborace



Louisiana Waterthrush (Seiurus r.iOtacilla)
W

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House Wren (Troglodytes aedon)
Winter Wren (Troglodytes troglodytf
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Carolina Wren (Thryothorus ludovic
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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
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Veery (Hylocichla fuscescens)
Eastern Bluebird (Sialia sialis)
Gnatcatchers to
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Golden-crowned Kinglet (Regulus si
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Ruby-crowned Kinglet (Regulus call

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Cedar Waxwing (Bombycilla cedror

Starling (Sturnus.vulgaris)
                             01

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                           O ' •£
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C-13

-------








Pine Siskin (Spinus pinus)







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American Goldfinch (Spinuf; .ristis
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Vesper Sparrow (Pooecetos grami:

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Slate-colored Jurico (Junco hyemal





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Tree Sparrow (Spizella arborea)
Chipping Sparrow (Spizella passer


Field Sparrow (Spizella pusilla)
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White-crowned Sparrow (Zoootricl
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White-throated Sparrow (Zonotricl


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Fox Sparrow (Passerella iliaca)
Lincoln's Sparrow (Melospiza line
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Swamp Sparrow (Melospiza georgi
£
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Sone Sparrow (Melospiza melodia)
i
Bachman's Sparrow (Aimophila ae




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Kentucky Warbler (Oporornis formos
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M«imin«T Warbler (Oporornis philadt



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Vpllowthroat (Geothlypis tric'has^
v^llow-breasted Chat (Icteria virens








Hooded Warbler (Wilsonia citrina)



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Wilson's Warbler (Wilsonia pusilla)






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r-innrla Ws^Wer (Wilsonia canadensi
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Blackbirds
^astern Meadowlark (Sturnella magi


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p^o^-vr-^asted Grosbeak (Pheuctici
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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

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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

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                         -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

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 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

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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

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                         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

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                                     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

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                                       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
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     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

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     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

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                        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,

                            E-l

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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.
                            E-2

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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.



                            E-3

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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.
                            E-4

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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.



                            E-5

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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
                               E-6

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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.
                             E-7

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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.
                           E-8

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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
                             E-9

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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.
                              E-10

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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
                             E-ll

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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.



                              E-12

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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
                              E-13

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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

                              E-14

-------
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.




                             E-15

-------
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





                           E-16

-------
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.
                             E-17

-------
     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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                             PROFILE  11
                                                                       4000
Source:  Enviro Control, Inc., 1975
                              1-12

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              PROFILE  12
                                                                      4000
   Source:  Enviro Control,  Inc., 1975
                                      1-13

-------
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                                          PROFILE  14
  Source:  Enviro Control,  Inc.,  1975
                                             1-15

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                                         PROFILE  15
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                                          I-16

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Appendix J- '

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Region V
230 South Dearborn St.




























Chicago, Illinois 60604
Gentlemen:

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lanediate vicinity of the prop
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prepared by me at the request
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I «m firmly convinced that if
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We would be interesting in coo
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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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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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Q
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 .
43 43 > CU
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working very closely with the Delav.'are County
ible alternative to plants on the Reservoir.
ould include temporary discharge into the
ewer system through V.'esterville.
to 3 CO
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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.
cd o 0
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your cooperation in thic matter and if this
ssistance, please do not hesitate to contact
Very truly yours,' .r'
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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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