EIS790976F1
&EPA
United States
Environmental Protection
Agency
Region V
230 S. Dearborn
Chicago, Illinois 60604
June, 1979
Water Division
Environmental Final
Impact Statement
Wastewater
Treatment Facilities
for the
Metropolitan Area
Columbus, Ohio
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EPA-5-OH-FRANKLIN-COLUMBUS-WWTP&INT-79
FINAL ENVIRONMENTAL IMPACT STATEMENT
WASTEWATER TREATMENT FACILITIES
FOR THE METROPOLITAN AREA
COLUMBUS, OHIO
Prepared by the
UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
REGION 5
CHICAGO, ILLINOIS
And
BOOZ, ALLEN AND HAMILTON, INC. With HAVENS & EMERSON, INC,
BETHESDA, MARYLAND CLEVELAND, OHIO
APPROVED BY:
HN MCGUIRE
REGIONAL ADMINISTRATOR
JUNE 1979
U.S.
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PREFACE
The Final Environmental Impact Statement (EIS) for the
Columbus, Ohio Wastewater Treatment Facilities consists of
the three following volumes:
Volume I: "Recommended Alternatives, Technical
Analysis, and Impacts"
Volume II: "Response to Comments and Final EIS
Appendices"
Volume III: "The Draft EIS (Edited)"
Volume I discusses the essence and substance of the
final collection, treatment, and disposal recommendations,
highlighting any recommendations that differ from the
Draft EIS. The intent of Volume I is to provide a concise
overview of the recommended system, emphasizing areas of
significance (e.g., regionalization, pretreatment, sludge disposal).
Detailed analyses supporting the conclusions can be found in the
Appendices to Volume II and in Volume III.
Volume II contains the written record of public com-
mentary and appropriate responses to the issues raised by
this commentary. There are over 330 specific comments by
Federal, state and local governments and private concerns
for which detailed responses have been developed. Volume
II also contains additional appendix material which was
developed in response to the comments on the Draft EIS.
Volume III is the Draft EIS edited only for identified
omissions and errors. Asterisks in the margins indicate
those sections, lines, or words that have been changed,
added, or deleted.
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Sunmary Sheet for Environmental
Impact Statement
Columbus, Ohio Facilities Plan
EPA Project No. EPA-5-OH-FRANKLIN-COLUMBUS-WWTP & INT-79
Draft ( )
Final (X)
Environmental Protection Agency
Region V
Chicago, Illinois
1. Type of Action: Administrative (X)
Legislative ( )
2. Brief Description of Proposed Action
The subject action of this Environmental Impact Statement is the
Facilities Plan submitted by the City of Columbus to expand and upgrade
wastewater collection, treatment, and disposal facilities within the
Columbus metropolitan area. The proposed project includes three major
actions.
Selection of addition liquid and solids handling treatment
facilities for sewage processing at the Southerly and
Jackson Pike sewage treatment plants (STPs).
Construction of two sludge incinerators and associated
dewatering facilities for processing sludge from sewage
treatment at Southerly STP.
Construction of separate sanitary sewer interceptors
within the Columbus planning area.
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3. Summary of Major Environmental Impacts
The proposed action will have the following beneficial
impacts:
(1) Alleviation of existing adverse conditions in the
Scioto River caused by law quality wastewater dis-
charges
(2) Improved treatment and disposal of wastewater
sludges
(3) Upgraded and integrated treatment facilities to
accommodate existing and future sources of waste-
water
(4) Elimination of the need for onsite disposal sys-
tems and package plants where they are unsuitable.
The proposed action will have the following adverse
impacts:
(1) Potential erosion of treatment plant sites and
interceptor routes during construction
(2) Temporary noise and odor impacts during construc-
tion
(3) Increase traffic activity during construction
(4) Air emmissions from sludge incineration will be minized
by offsets from existing incinerators and application
of lowest achievable emission rate technology.
4. Summary of Alternatives Considered
Regional wastewater collection alternatives, including
the no service alternative, were considered for eleven sub-
areas within the Columbus planning area. Preliminary
screening indicated that eight of these were suitable for
possible inclusion into a regionalized system. A summary of
the alternatives considered, in addition to the no-action
alternative, for each of these eight subareas is given
below:
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Subarea
West Scioto
Big Run
Minerva Park
Big Walnut Creek
Rocky Fork
Blacklick Creek
Groveport
Rickenbacker Air Force
Base
Number of
Alternatives
Considered
2
1
2
Alternative Types
Two new interceptors
One new interceptor
One new interceptor
Upgrade existing
plant
Five new interceptor
systems
Upgrade existing
plant
Two new interceptors
Upgrade existing
plant
Two new interceptors
In addition, four pretreatment alternatives for a major
Columbus-area brewery currently discharging to the Southerly
Plant were considered. These alternatives ranged from no
pretreatment to total on-site brewery waste treatment to
Southerly NPpES effluent restrictions.
Treatment plant alternatives considered various ways of
utilizing and upgrading the two existing Columbus wastewater
treatment plants (Southerly and Jackson Pike). Alternatives
for liquid treatment and disposal included: treatment and
land application, treatment and reuse, and treatment and
discharge.
Alternative disposal concepts considered for the solids
produced by the two Columbus plants included: several
codisposal opportunities, four resource recovery schemes,
and a landfill disposal option. The EIS also examined the
resource savings that might be available with the following
alternative treatment technologies: phosphorous removal,
intermediate sedimentation, oxygen production and dissolu-
tion, secondary solids thickening, conditioning and de-
watering, recycle management, and pyrolysis. Finally, a
variety of process optimization alternatives were analyzed
for cost-effectiveness. These were: flow equalization,
111
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reduction of electrical energy charges,, the activated sludge
system, effluent filtration, and waste solids processing.
5. Federal, State and Local Agencies and Officials Notified
of this Action
Federal Agencies
Council on Environmental Quality
Environmental Protection Agency
U.S. Army Corps of Engineers, Huntington District
Department of the Air Force
Department of Health, Education and Welfare
Department of Housing and Urban Development
Department of the Interior
Department of Transportation
Water Resources Council
Members of Congress
Honorable John Glenn U.S. Senate
Honorable Howard G. Metzenbaum U.S. Senate
Congressman Samuel L. Devine U.S. House of Representatives
Congressman Chalmers P. Wylie U.S. House of Representatives
Congressman John M. Ashbrook U.S. House of Representatives
Congressman William H. Harsha U.S. House of Representatives
Congressman Clarence E. Miller U.S. House of Representatives
State
Honorable James A. Rhodes, Governor, State of Ohio
Ohio Environmental Protection Agency
Ohio Department of Natural Resources
Ohio Department of Health
Local
Honorable Tom Moody, Mayor, City of Columbus
Board of Franklin County Commissioners
City of Reynoldsburg
City of Westerville
Grove City
Village of Dublin
Village of Grove Port
Village of New Albany
Mid-Ohio Regional Planning Commission
Mid-Ohio Health Planning Federation
Delaware County Regional Planning Commission
Licking County Regional Planning Commission
Fairfield County Regional Planning Commission
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6. Date made available to CEQ and the Public
The Final Statement was made available to CEQ and the public on
June 15, 1979.
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TABLE OF CONTENTS
Page
Number
EXECUTIVE SUMMARY 1
I. INTRODUCTION, BACKGROUND, AND ISSUES 1-1
1.1 Legal Basis for the EIS I-l
1.2 Grant Applicant 1-2
1.3 Project History 1-2
1.4 Key Impact Issues 1-4
1.5 The Proposed Action 1-5
1.5.1 Planning Area Delineation 1-5
1.5.2 Overview of Existing Facilities 1-6
1.5.3 The Proposed Project 1-6
1.5.4 Costs and Financing 1-8
II. ENVIRONMENTAL SETTING II-l
2.1 The Natural Environment II-2
2.1.1 Physical Characteristics II-2
2.1.2 Atmospheric Characteristics II-5
2.1.3 Hydrology II-8
2.1.4 Biotic Characteristics 11-16
2.2 Man-Made Environment 11-21
2.2.1 Demographic Characteristics 11-22
2.2.2 Demographic Projections 11-32
2.2.3 Current Economic Characteristics 11-37
2.2.4 Projected Economic Characteristics 11-41
2.2.5 Existing Land Use Controls and
Patterns 11-43
2.2.6 Projected Land Uses 11-48
2.2.7 Community Facilities and Services 11-54
2.2.8 Fiscal Capabilities 11-60
VI
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2.2.9 Resource Use 11-61
2.2.10 Historical/Archeological Sites 11-64
2.2.11 Other Major Projects 11-64
III. SERVICE AREA AND SEWER SYSTEM ALTERNATIVES III-l
3.1 Regionalization III-l
3.1.1 Description of Planning Area III-l
3.1.2 Existing Service Area III-l
3.1.3 Subarea Description III-3
3.1.4 Summary III-7
3.2 Alternative Comparison III-7
3.2.1 General III-7
3.2.2 West Scioto 111-10
3.2.3 Big Run 111-15
3.2.4 Minerva Park 111-17
3.2.5 Big Walnut Creek, Rocky Fork,
Blacklick Creek 111-20
3.2.6 Groveport 111-36
3.2.7 Rickenbacker Air Force Base 111-40
3.2.8 Sensitivity Analysis 111-44
IV. ALTERNATIVES TO THE PROPOSED PROJECT PLAN IV-1
4.1 Goal Analysis: Wastewater Collection IV-1
4.1.1 Service Areas IV-1
4.1.2 infiltration/Inflow IV-2
4.1.3 Industrial Pretreatment IV-2
4.1.4 Conclusions IV-7
4.2 Goal Analysis: Product Liquid IV-7
4.2.1 Treatment and Land Application IV-8
4.2.2 Treatment and Reuse IV-13
4.2.3 Treatment and Discharge IV-16
4.2.4 Conclusions IV-19
4.3 Goal Analysis: Product Solids IV-20
4.3.1 Waste Product Characterization IV-20
4.3.2 Codisposal Opportunities IV-25
4.3.3 Energy Recovery IV-35
4.3.4 Nutrient Recovery IV-38
Vll
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4.3.5 Land Recovery IV-46
4.3.6 Mineral Recovery IV-52
4.3.7 Landfill Disposal IV-54
4.3.8 Composting IV-59
4.3.9 Conclusions ' IV-60
4.4 Internal Unit Process Alternatives IV-63
4.4.1 Phosphorus Removal IV-63
4.4.2 Intermediate Sedimentation IV-64
4.4.3 Oxygen Production and Dissolution IV-65
4.4.4 Secondary Solids Thickening IV-66
4.4.5 Conditioning and Dewatering IV-67
4.4.6 Recycle Management IV-68
4.4.7 Pyrolysis IV-70
4.5 Internal Optimization IV-71
4.5.1 Flow Equalization IV-72
4.5.2 Reduction of Electrical Energy
Charges IV-74
4.5.3 Activated Sludge System IV-75
4.5.4 Effluent Filtration IV-78
4.5.5 Waste Solids Processing IV-79
4.5.6 Conclusions IV-79
V. FINAL ALTERNATIVE SELECTION FOR THE WASTEWATER
TREATMENT FACILITIES V-l
5.1 The No Action Alternative V-l
5.2 Goals and Needs of a Preferred Treatment
Concept for Columbus V-l
5.2.1 Wastewater Collection and Influent
Pollutant Characteristics V-2
5.2.2 Wastewater Treatment and Discharge V-2
5.2.3 Waste Solids Management and Disposal V-2
5.3 The Recommended Alternative V-9
5.3.1 Design Quantities V-9
5.3.2 Unit Process Sizing V-9
5.3.3 Comparison with the Originally
Proposed Project Plan V-20
Vlll
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5.4 Implementation V-24
5.4.1 Procurement V-24
5.4.2 Operation and Maintenance V-24
5.4.3 Pilot Plant and Demonstration Program V-26
VI. PRIMARY ENVIRONMENTAL IMPACTS OF THE PROPOSED
WASTEWATER TREATMENT FACILITIES VI-1
6.1 Land VI-1
6.2 Air VI-2
6.2.1 Impacts Due to Facilities
Construction and Operation VI-2
6.2.2 Impacts Due to Air Emissions from
Sludge Incineration VI-3
6.3 Water VI-10
6.4 Biota VI-11
VII. SECONDARY IMPACTS OF THE PROPOSED ACTION VII-1
7.1 Methodology for Secondary Impact Analysis VII-4
7.1.1 Land Availability and Price VII-4
7.1.2 Land Use Controls VII-5
7.1.3 Income Levels VII-5
7.1.4 Existing Levels of Access and
Sewer Services VII-5
7.1.5 Vacancy Rates VII-5
7.1.6 Interaction Among Factors VII-6
7.2 The No Action Alternative VII-6
7.2.1 Potential Growth VII-7
7.2.2 Environmental Effects VII-17
7.3 Secondary Effects on the Man-Made
Environment VII-18
7.3.1 Demographic and Economic
Characteristics VII-19
7.3.2 Land Use VII-21
7.3.3 Community Facilities and Services VII-22
IX
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7.3.4 Historical/Archeological Sites
7.3.5 Resource Use
7.3.6 Other Planned Projects
7.4 Secondary Effects on the Natural
Environment
7.4.1 Physical Characteristics
7.4.2 Atmospheric Characteristics
7.4.3 Hydrology
7.4.4 Biotic Characteristics
7.5 Secondary Impacts of the EIS Plan
VII-24
VII-25
VII-25
VII-25
VII-25
VII-26
VII-28
VII-30
VII-30
VIII. MITIGATIVE MEASURES FOR ADVERSE IMPACTS VIII-1
8.1 Primary Impacts VIII-1
8.1.1 Mitigating Measures During
Construction VIII-1
8.1.2 Mitigating Measures During Plant
Operation VIII-1
8.2 Secondary Impacts VIII-3
8.3 Irreversible and Irretrievable Commitments
of Resources and Relationship Between
Local Short-term Uses of Man's Environment
and Long-term Beneficial Effects VIII-3
x
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APPENDICES
Page
Number
A. BASELINE EVALUATION OF THE COLUMBUS, OHIO
FACILITIES FOR WASTEWATER TREATMENT A-l
A.I Service Area A-l
A.1.1 Sewerage System A-l
A.1.2 Users A-2
A.1.3 Major Interceptors A-3
A.1.4 Diversion and Retention Structures A-3
A.2 Influent Wastewater Characteristics A-3
A.2.1 Jackson Pike A-3
A.2.2 Southerly A-9
A.3 Wastewater Treatment Facilities A-13
A.3.1 Jackson Pike A-13
A.3.2 Southerly A-18
A.4 Performance Characterization A-24
A.4.1 Jackson Pike A-24
A.4.2 Southerly A-26
B. MATHEMATICAL CHARACTERIZATION OF THE SCIOTO RIVER
BELOW COLUMBUS B-l
B.I Introduction B-l
B.2 Dissolved Oxygen Model B-l
B.3 Temperature Considerations B-2
B.4 Instream Oxygen Demands and Assets B-3
XI
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B.5 Reaction Coefficients B-4
B.5.1 Reaeration Coefficient (K2> B-4
B.5. 2 Carbonaceous and Nitrogenous Decay
Coefficients (KI and K3) B-5
B.6 Reaction Rate Attenuation B-6
B.6.1 Dissolved Oxygen B-6
B.6. 2 Background Carbonaceous Load B-7
B.7 Velocity Characterization B-7
B.8 Flow Inputs B-9
B.9 Waste Load Allocation B-12
B.10 Higher Flow Studies B-22
C. WATER QUALITY DATA
D. HISTORIC SITES
E. AIR QUALITY DATA
F. INTERCEPTOR ALTERNATIVE DESIGN TABLES
G. PRM NO. 7 7-8'.FUNDING OF SEWAGE COLLECTION SYSTEM
PROJECTS
H. COMBINED SEWER OVERFLOWS H-l
H.I Background Information H-l
H.I.I Present Conditions H-l
H.I.2 Present Plans H-4
H.2 Mathematical Characterization of Overflows H-4
H.2.1 Precipitation H-5
H.2.2 Overflow Quantities H-5
H.2.3 Overflow Qualities H-8
H.3.4 Mathematical Modeling H-8
Xll
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H.3 Alternatives for Abatement of Combined Sewer
Overflow Impact H-13
H.3.1 Alum Creek H-13
(1) Source Control H-13
(2) Collection System Control H-14
(3) Storage H-15
(4) Physical Treatment H-16
(5) Physical-Chemical Treatment H-18
(6) Biological Treatment H-18
(7) Alternative Selection H-19
H.3.2 Scioto River H-20
REVIEW AND EVALUATION OF THE WASTEWATER TREATMENT
PROCESSES RECOMMENDED BY THE COLUMBUS FACILITIES
PLANS 1-1
I.I Basic Data 1-1
1.1.1 Design Populations and Loads 1-1
1.1.2 Design Effluent Standards 1-2
1.2 Main Stream Treatment 1-2
1.2.1 Preliminary Screening of Process
Alternatives 1-2
1.2.2 Alternative Evaluation 1-6
1.2.3 The Project Plan 1-9
1.3 Waste Solids Handling and Disposal 1-15
1.3.1 Preliminary Screening 1-15
1.3.2 Detailed Alternative Evaluation 1-17
1.3.3 The Project Plan 1-20
1.4 Engineering Analysis 1-24
1.4.1 Basic Data 1-24
1.4.2 Evaluation of the Selection Procedure 1-36
1.4.3 Evaluation of the Project Plan 1-40
1.4.4 Conclusions of the Engineering Analysis 1-46
Xlll
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J. INTERNAL UNIT PROCESS ALTERNATIVES J-l
J.I Secondary Solids Thickening J-l
J.2 Conditioning and Dewatering J-2
J.3 Recycle Management J-2
J.4 Pyrolysis J-9
J.5 Phosphorus Removal J-ll
J.6 Intermediate Sedimentation J-12
J.7 Oxygen Production and Dissolution J-14
J.8 Conclusions J-17
K. DESIGN QUANTITIES AND UNIT PROCESS SIZING FOR THE
RECOMMENDED TREATMENT FACILITIES K-l
K.I Design Quantities K-l
K.2 Unit Process Sizing K-l
L. CONSIDERATIONS FOR APPLYING SEWAGE SLUDGE ON
AGRICULTURAL LAND L-l
M. WARRANTY TESTS ON THE INCINERATOR AT MIDDLETOWN,
OHIO M-l
XIV
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INDEX OF FIGURES
Follows
Page
Number
1-2
1-5
1-5
II-5
11-31
11-46
1-1 Location of Franklin County and Columbus
within Ohio
1-2 Official Planning Area Boundary
1-3 Facilities Plan Planning Area Boundary
II-l Soil Associations of Franklin County
II-2 Special Low Income Areas
II-3 Downtown Acreage Changes for Industrial,
Commercial, and Commerical-Office—1954,
1964, 1970
II-4 Fringe Acreage Changes for Industrial,
Commercial and Commercial-Office—1954,
1964, 1970 11-46
II-5 Existing and Planned Industrial Office Parks
in Relation to the Freeway System 11-49
II-6 Water Service Area Map 11-54
II-7 Columbus Water System 11-54
II-8 Sewer Trunk Design vs. Industrial Park
Sites 11-57
III-l Planning Area for Metropolitan Columbus III-l
III-2 Design Peaking Factors vs. Average Daily
Flow III-9
III-3 Scioto River Service Area Low Level
Alternate 111-10
III-4 Scioto River Service Area High Level
Alternate 111-10
III-5 Density Trends for the West Scioto
and Big Run Subareas 111-12
xv
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III-6 Big Run Interceptor 111-15
III-7 Minerva Park Interceptor Alternate 111-17
III-8 Big Walnut Creek Service Area
Alternate A 111-21
III-9 Big Walnut Creek Service Area
Alternate B 111-21
111-10 Big Walnut Creek Service Area
Alternate C 111-21
III-ll Big Walnut Creek Service Area
Alternate D 111-21
111-12 Big Walnut Creek Service Area
Alternate Sub B 111-21
111-13 Density Trends for the Big Walnut
Subarea 111-31
111-14 Density Trends for the Rocky Fork
Subarea 111-31
111-15 Density Trends for the Blacklick
Subarea 111-32
111-16 Groveport Service Area Alternate A 111-36
111-17 Groveport Service Area Alternate B 111-39
111-18 Density Trends for the Groveport Subarea 111-42
111-19 Rickenbacker A.F.B. Alternate A 111-42
111-20 Rickenbacker A.F.B. Alternate B 111-42
IV-1 Recycle Management Alternatives IV-70
V-l The Preferred Alternative V-9
xvi
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INDEX OF TABLES
Page
Number
1-1 Columbus Metropolitan Area Facilities
Plan Facilities Report Financing 1-9
II-l Soils in the Columbus Metropolitan
Facilities Planning Area II-6
II-2 Flow Characteristics of Streams in the
Franklin County Area II-9
II-3 Reservoirs in the Franklin County Area 11-10
II-4 Noteworthy Natural Terrestrial Areas of
Franklin County 11-17
II-5 Population Trends 1950-1970 Comparison of
U.S., Columbus SMSA, Franklin County, and
City of Columbus 11-23
II-6 Population Trends in Columbus and Suburbs
1950-1970 11-24
II-7 Columbus Share of Franklin County Population
1950-1970 11-25
II-8 Population Trends in Columbus SMSA 1950-1970 11-26
II-9 1975 Population Estimates for Proposed
Interceptor Service Areas 11-27
11-10 Franklin County Percentages of Employment
in Ohio 1971-1976 11-28
11-11 Major Employment Sectors in Franklin County
1950, 1960, 1970 11-28
11-12 Changes in Employment of the Columbus
Work Force 1969-1975 11-29
11-13 Occupational Characteristics of Labor Force
in Columbus, Franklin County, Ohio, and U.S. 11-30
xvi i
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11-14 Median Family Income for U.S., Ohio,
Franklin County and Columbus 1970 11-31
11-15 Franklin County Population Projections
1970-2000 11-34
11-16 OBERS Population Projections for Ohio
1970-2020 11-35
11-17 Population Projection 1975-2000 for
Proposed Interceptor Services Areas 11-35
11-18 Unemployment Rates, U.S., Ohio and
Franklin County, 1965-1976 11-38
11-19 Wholesale Trade Changes in Number of
Establishments, Total Sales, Employment,
Franklin County and Columbus 1958-1972 11-39
11-20 Retail Trade changes in Number of
Establishments, Total Sales, Employment,
Franklin County and Columbus 1958-1972 11-40
11-21 Rental Rates of Office Space 11-52
11-22 Land Available for Development in
Columbus and Adjacent Municipalities 11-53
11-23 Share of Total Natural Gas Consumption
in Ohio in 1960 and 1973 by Type of
User 11-59
11-24 Natural Gas Sales by Customer Classifi-
cation, 1970-1975, Columbus Gas of Ohio,
Columbus Division 11-60
11-25 Electric Energy Sales Statewide and
by Columbus and Southern Ohio Electric
Service Area 11-61
11-26 Capacity in Relation to System Peak
Demand for Columbus and Southern Ohio
Electric Co. (in megawatts) 11-63
XVlll
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III-l Alternative Summary for the West Scioto
Subarea 111-13
III-2 Proposed Modification to the High Level
Alternative for the West Scioto Subarea 111-14
III-3 Alternative Summary for the Big Run
Subarea 111-16
III-4 Alternative Summary for Minerva Park
Subarea 111-21
III-5 Interceptor Lengths and Sizes for the
Big Walnut Creek, Rocky Fork, and
Blacklick Creek Subareas 111-26
III-6 Interceptor Costs for the Big Walnut
Creek, Rocky Fork, and Blacklick Creek
Subareas 111-33
III-7 Alternative Summary for the Big Walnut
Creek, Rocky Fork, and Blacklick Creek
Subareas 111-34
III-8 Treatment Plant Costs vs. Pump Station
Costs in the New Albany Area 111-35
III-9 Alternative Summary for the Groveport
Subarea in-41
111-10 Alternative Summary for the Rickenbacker
Air Force Base Subarea 111-45
III-ll Design Sensitivity of Selected
Alternatives 111-47
111-12 Year 2000 vs. Ultimate Densities Per
Subarea 111-49
IV-1 Southerly Influent Characteristics for
Different Brewery Waste Treatment
Scenarios (Year 2000) IV-5
IV-2 Cost Comparison of Alternate Brewery
Waste Treatment Scenarios IV-6
xix
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IV-3 Facilities Plan Cost Estimates for
Land Application Alternatives IV-12
IV-4 Measured and Anticipated Fecal
Coliform Counts IV-17
IV-5 Jackson Pike Solids Analysis IV-21
IV-6 Southerly Solids Analysis IV-22
IV-7 Approximate Chronological Development
of Wastewater Treatment Solids IV-26
IV-8 Estimated Chronological Development of
Water Treatment Solids IV-29
IV-9 Estimated Refuse Quantities for 90
Megawatt Refuse/Coal Fired Power Plant IV-32
IV-10 Comparison of Energy Value of Wastewater
Solids with Anticipated Needs IV-34
IV-11 Energy Yield and Potential Recovery Act
at the Columbus Wastewater Treatment Plant IV-36
IV-12 Approximate Daily Dry Tonnage of Wastewater
Solids Remaining for Nutrient Recovery IV-41
IV-13 Comparison of Columbus Sludges with
Allowable Metal Content Guideline IV-42
IV-14 Land Needs for Nutrient Recovery with
Columbus Sludges IV-43
IV-15 Budgetary Estimates for Strip Mined Local
Reclamation IV-50
IV-16 Anticipated Ash Characteristics of
Wastewater Solids IV-53
IV-17 Existing Licensed Landfill Operations
in the Central Ohic Area IV-57
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IV-18 Optimization Considerations in a
Nitrifying Activated Sludge System IV-77
V-l Wastewater Collection and Influent
Pollutant Characteristics: Goals
and Implementation Needs V-3
V-2 Wastewater Treatment and Discharges:
Goals and Implementation Needs V-5
V-3 Waste Solids Management and Disposal:
Goals and Implementation Needs V-6
V-4 Changes Associated with the Recommended
Project Plan V-10
V-5 First Cost Comparison of Original Project
Plan with the Recommended Project Plan V-21
V-6 Operating Cost Comparison of Original
Project Plan with the Recommended Project
Plan V-25
VI-1 Estimates of Pollutants Generated During
Sludge Incineration VI-5
VI-2 Predicted Maximum 24-Hour Average Ambient
Concentration of Particulate Matter Under
the Worst Meteorological Conditions VI-7
VII-1 Estimated Costs for Package Plants VII-11
VII-2 Vacancy Rates by Rental Range VII-16
xxi
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EXECUTIVE SUMMARY
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EXECUTIVE SUMMARY
The subject action of this Environmental Impact State-
ment is the Facilities Plan submitted by the City of Columbus
to expand and upgrade wastewater collection, treatment, and
disposal facilities within the Columbus metropolitan area.
The proposed project includes five major actions.
Construction of additional liquid treatment
facilities for sewage processing at the Southerly
and Jackson Pike sewage treatment plants
Design and construction of a pilot plant in order
to evaluate the effectiveness of the recommended
plan to solve the bulking activated sludge problem
at Southerly
Construction of three sludge incinerators and as-
sociated dewatering facilities for processing
sludge from sewage treatment
Construction of separate sanitary sewer intercep-
tors within the Columbus planning area
Selection of a cost-effective and environmentally
acceptable system to minimize combined sewer
overflows.
The environmental impact analysis of the proposed actions
resulted in several key findings and recommendations regard-
ing population projections, primary and secondary impacts,
and socioeconomic impacts. These are summarized below.
I. POPULATION PROJECTIONS
A. Existing Projections
The amount of facilities expansion required over the
next 20 years in Columbus depends to a great extent on the
increase in population over that time period. Facilities'
designs must be based on some reasonable estimate of growth
for the planning area. Five sets of year-2000 population
projections for the mid-Ohio region are currently being
evaluated by the region's planning agencies. These projec-
tions are shown below in Table 1.
-1-
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TABLE 1
Population Projections
Projection
Projected Year
2000 population
(thousands)
Cumulative
projected growth
rate (1975-2000)1
Battelle/Health Dept.
Sales and Market Mgmt.
Census 70-75 Estimates
Extended
MORPC 70-75 Estimates
Extended
Chamber of Commerce
Average
882
1008
1041
1218
1286
1087
2.3%
17%
21%
42%
50%
26%
1 Based on 1975 population of approximately 860,000
The wide range in these projections is evident. In
recent meetings, regional, state and Federal agency repre-
sentatives have attempted to come to some agreement upon
one set of projections which could be used county-wide.
This would assure consistent areawide planning. As this
EIS was being written, there was no interagency agreement
on the validity of any of these projections or on which
ones might be used for planning purposes.
The Facilities Plan used a modified version of the
MORPC-extended estimates and projected populations to the
years 1995 and 2025. In reviewing the Plan, it was unclear
whether these optimistic estimates were reasonable, given
the most recent Ohio Health Department year 2000 projections
(882,000).
B. "Best Estimate" Projections
In order to assess the soundness of the projections
and to come to some conclusions on "best estimate"
-2-
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projections to be used for this project, the U.S. EPA
developed four sets of independent projections based on
standard methodologies.
For the year 2000 these projections ranged from ap-
proximately 995,000 to 1.11 million. The largest of the
projections is greater than three of the five existing pro-
jections and is also larger than the average of the five.
This 1.11 million figure projects a 1975-2000 cumulative
growth rate of 29 percent for the Columbus area which
translates to a 1.2 percent average annual growth rate over
the planning period. Thus, in the absence of county-wide
consensus, selection of this figure would give both a
reasonable population estimate for the year 2000 (i.e.,
avoiding both high and low extremes) and one that is
moderately optimistic in its growth predictions based on
recent (1970-1975) county trends. For the above reasons
this report used the 1.11 million figure in analyzing the
need for interceptor and treatment plant expansions.
II. PRIMARY IMPACTS
A. Wastewater Treatment Plants
The proposed improvements will eliminate the discharge
of untreated or inadequately treated sewage in most of
Franklin County. Minor short-term adverse effects on the
natural environment will occur during construction at the
treatment plant sites should construction needs dictate the
shut down of any process capability.
(1) Water
The occurence of toxic conditions in the Scioto
due to releases of either ammonia or chlorine will be
essentially eliminated upon implementation of the
proposed project plan components. Seasonal chlorina-
tion will be used to protect public health, with sub-
sequent dechlorination to protect aquatic life.
Enrichment of the Scioto River due to releases of
phosphorus will also be reduced to the point of insig-
nificance.
The implementation of the proposed project plan
will have its most striking positive impact on the
water quality in the Scioto River below the outfall
from each wastewater treatment facility. Although
-3-
-------
the possibility remains that the stream standard for
dissolved oxygen may not be maintained under all flow
conditions, the overall improvement in the Scioto
River quality will be immense, particularly during
periods of low flow.
Short-term adverse impacts on water quality may
be experienced during construction activities if and
when process capabilities must be shut down. Construc-
tion specifications should contain mitigative measures
for these short-term impacts, including a definite
scheduling of improvements which will minimize bypass
of any present or proposed unit processes.
(2) Land
Increased erosion may be experienced during the
construction of interceptors and improvements at the
treatment plant sites. Since all proposed expansion
will take place within the boundaries of the present
sites, land related impacts will be minimal. Strip
mine restoration by the use of sludge will result in
land reclamation as well as improved water quality in
strip mined areas.
(3) Air
Emission control standards exist only for parti-
culate matter and mercury emissions from municipal
sludge incinerators. A wet scrubber with particulate
removal efficiency of 97.2 percent is planned to be
used at the proposed incinerators to meet the New
Source Performance Standard (NSPS). Since the esti-
mated mercury emissions from the Jackson Pike and
Southerly plants under the worst conditions are well
below the emission standard for mercury, no special
equipment will be required to control mercury emissions,
Additionally, ambient air quality standards have
been established for particulate matter to protect
both the public health and welfare. The atmospheric
modeling study performed by the Ohio EPA to determine
the impact on the ambient concentration of particulate
matter from existing and proposed incinerators at
Jackson Pike and Southerly is inconclusive. Additional
modeling by the Ohio EPA"is necessary to assess the im-
pact of the proposed incineration facilities and de-
termine if additional incinerators may be built and if
offsets will be required. Results of this analysis
will be included in the final EIS.
-4-
-------
B. Interceptors
The proposed construction of sewer interceptors will
have long-term beneficial effects on water quality. Short-
term adverse effects on the natural environment during
construction will be of minor significance, consisting
mainly of traffic disruption, erosion, noise and air pol-
lution due to fugitive dust. The short-term anu long-term
primary impacts of the eight, interceptors are summarized in
Table 2.
III. SECONDARY IMPACTS
Many locations within the Columbus planning area are
now experiencing water pollution problems because of in-
adequate septic tank and package plant performance and
over-loaded municipal treatment plants. Incorporating
these areas into an expanded and upgraded Columbus system
could provide a cost-effective and environmentally sound
sewage treatment alternative.
In this light, regional interceptor alternatives,
including the no-service alternative, were considered for
eleven sub-areas within the Columbus planning area. These
sub-areas are shown in Figure 1. Preliminary screening in-
dicated that eight of these areas were suitable for possible
inclusion into a regionalized system. A summary of the al-
ternatives considered, in addition to the no-service alterna-
tive, for each of these eight sub-areas is given in Table 3.
A. Regionalization Recommendations
Construction of the proposed regional interceptors is
likely to affect the distribution of the population, with
consequent environmental impacts due to changed land, use
patterns. Recommended revisions to the proposed action
will help to mitigate these impacts. The regionalization
recommendations for each sub-area are described in Chapter
III of the EIS. The recommendations which deviate from
the actions proposed in the Facilities Plan by the end
of the planning periods (the year 2000) are as follows:
Southerly Service Area
Rickenbacker AFB added
Service only provided to Reynoldsburg in the
Blacklick Creek sub-area
-5-
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-7-
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Figure I
Planning Area For
Metropolitan Columbus
LEGEND
I. WEST SCIOTO 7 BIG WALNUT CREEK
2. BIG RUN 8. ROCKY FORK
3. DARBY CREEK 9 BLACKLICK CREEK
4. GROVE CITY 10. GROVEPORT
5. MINERVA PARK II. RICKENBACKER A.F.B.
6 SUNBURY-GALENA ••EXISTING SERVICE AREAS
-8-
-------
TABLE 3
Reqionalization Alternatives
Subarea
Number of
Alternatives
Considered
Alternative Types
West Scioto
Big Run
Minerva Park
Big Walnut Creek
Rocky Fork
Blacklick Creek
Groveport
Rickenbacker Air
Force Base
2
1
2
Two new interceptors
One new interceptor
One new interceptor
Upgrade existing
plant
Five new interceptor
systems
Upgrade existing
plant
Two new interceptors
Upgrade existing
plant
Two new interceptors
-9-
-------
Service only provided to New Albany in the
Rocky Fork sub-area
Partial service to the Big Walnut Creek sub-
area may be necessary by 1985.
Jackson Pike Service Area
Some portions of Delaware County to be in-
cluded with the West Scioto sub-area
Service will not be provided to the Big Run
sub-area.
B. Secondary Impact Analysis
While the construction of the proposed action would
not be expected to significantly affect total planning
area population as compared to expected growth with the no-
action alternative, it would be likely to affect distribu-
tion of the population, with consequent environmental
impacts due to changed land use patterns. Specifically,
the impact analysis concluded that the secondary impacts
of the action proposed in the Facilities Plan would be:
Population increase in Franklin County between
1975 and 2000 is likely to be similar with or
without the proposed action
In Big Run, the proposed sewer phasing would have
a potential for inducing growth in an area which
is primarily agricultural and historically has
been considered unsuitable and unattractive for
development
In West Scioto, similar population increase is an-
ticipated with or without the proposed action
because of the area's attractiveness; however,
the type of development and distribution of the
population within the service area's 24,300 acres
may differ in each case
In Big Walnut, the attractiveness of the Hoover
Reservoir area may stimulate growth with or
without the proposed action; however, the rate
of growth with the sewers may exceed the rate
without the sewers
-10-
-------
In Rocky Fork and Blacklick, provision of public
sewer service has the potential to hasten the
existing trend in Franklin County of converting
vacant and agricultural land to higher uses
The ability of the area's economy to support ad-
ditional population and the adequacy of water
supplies may be more significant determinants of
population growth and development patterns than
availability of public sewer services.
The regionalization changes to the facilities plan
proposed by the EIS would provide phased service to certain
subareas, and hence will help to preclude the possibility of
induced growth where such growth is undesirable. Thus,
future growth patterns can be directed and controlled and
the potential for adverse secondary impacts will be reduced.
Ultimately, however, control and direction over growth will
have to come from environmentally and economically sound
areawide planning.
All sewer designs in the Facilities Plan were based
on an estimate of ultimate population. EPA's cost-
effectiveness guidelines require comparing different
design periods. An analysis was performed to show the
size and cost differences between designs based on ulti-
mate population, on interceptors flowing half full in the
year 2000, and on interceptors flowing full in the year
2000. The cost difference between designs using half
full by 2000 and full by 2000 vary from"3 percent to
24 percent, with the average and median variation around
18 percent. This demonstrates that, on the average, an 18
percent increase in cost will permit twice as much inter-
cepted flow at design conditions. The comparison of
ultimate density to the projected design density for the
year 2000 showed that most of the areas are at or less
than 25 percent of their ultimate density by the year 2000,
making designs based on an ultimate population concept not
cost-effective for the Columbus area. The EIS recommends
designing most gravity sewers using the half-full, year 2000
criterion.
IV. SOCIOECONOMIC IMPACTS
A. Industrial
The present industrial base of Columbus consists of
some 1,000 dischargers of wastewater which collectively
-11-
-------
send approximately 15 mgd of wastewater to the two treat-
ment plants. This total industrial release is slightly
less than 10 percent of the average daily wastewater flow
received at Jackson Pike and Southerly. Of these many
and varied industrial releases, only one, that of the
Columbus Anheuser-Busch Brewery, presented the opportunity
to derive significant changes in the proposed project plan
through implementation of an industrial pretreatment require-
ment. Thus, several pretreatment alternatives for the
brewery were considered in the EIS. These alternatives,
ranging from no pretreatment to total on-site brewery
waste treatment to Southerly NPDES effluent restrictions,
are presented below:
1. Brewery wastes without pretreatment (the
Facilities Plan assumption)
2. Pretreatment of the brewery wastes to the point
that the soluble oxygen demanding load is largely
removed (a roughing filter at Anheuser-Busch)
3. Pretreatment of the brewery wastes to remove and
handle the large majority of the oxygen demand
and suspended solids
4. Total brewery waste treatment to Southerly NPDES
effluent restrictions at Anheuser-Busch.
Table 4 summarizes the new capital and entire operating
costs for each of the scenarios. Scenarios four, which
excludes a joint municipal brewery treatment scheme, was
the least attractive. Scenario one, the Facilities Plan
Proposal, and scenario three represent nonoptimal alterna-
tives. The best overall brewery waste treatment strategy
was found with scenario two, which satisfies the majority
of the industrial waste's soluble oxygen demand before
release to the city sewer. As shown on the Table, this
scenario indicates an overall present worth cost savings
of $17 million over the Facilities Plan recommendation at
a 60,000 Ib/day BOD5 loading.
Hence, the EIS recommends a revised Facilities Plan
that incorporates pretreatment of the brewery waste stream
to the level of treatment identified in scenario two. This
assumes that the brewery will pretreat its 60,000 Ib/day
BOD5 load for control of its soluble oxygen demand and that
the previously recommended roughing trickling filter and
intermediate sedimentation system at Southerly be eliminated.
-12-
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B. Capital and Operating Costs
The analysis of the Facilities Plan treatment plant
recommendations resulted in various alternative ways of
utilizing and upgrading the two existing Columbus waste-
water Treatment Plants (Southerly and Jackson Pike).
Alternatives for liquid treatment and disposal included:
treatment and land application/ treatment and reuse, and
treatment and discharge. These proposed modifications
represent $46 million savings in capital costs and 8
percent savings in annual operating costs.
Alternative disposal concepts considered for the
solids produced by the two Columbus plants included:
several codisposal opportunities, four resource recovery
schemes, and a landfill disposal option. The EIS also
examined the resource savings that might be available
with the following alternative treatment technologies:
phosphorous removal, intermediate sedimentation, oxygen
production and dissolution, secondary solids thickening,
conditioning and dewatering, recycle management, and
pyrolysis. Finally, a variety of process optimization
alternatives were analyzed for cost-effectiveness. These
were: flow equalization, reduction of electrical energy
charges, the activated sludge system, effluent filtration,
and waste solids processing.
Based on the alternatives analysis, Figure 2 was de-
veloped to describe the recommended facilities for the
Columbus wastewater treatment plants. Conceptually, with
the exception of the total elimination of the isolated aero-
bic activated sludge system for stabilization of the
broths associated with thermal conditioning, and the addi-
tion of dechlorination and post aeration facilities, the
proposed Jackson Pike facilities are not uniquely different
than the proposed project plan found in the Columbus
Facilities Plans. Its uniqueness is found in the recommended
sizing of the attendant unit processes. At Southerly,
with the abandonment of the first stage pumping station,
roughing trickling filter, and sedimentation system made
possible by the recommended pretreatment of Anheuser-Busch
wastes, a more substantial deviation from the Facilities
Plan has occurred.
Table 5 summarizes the changes in unit process sizing
derived from the recommended project plan in comparison to
the improvements originally proposed in the Columbus
Facilities Plan. Where no change from the originally
-14-
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proposed- project plan ie- indicated, the reader is referred
to Appendix I for the unit process's sizing. Additional
discussion of the rationale leading to the final recommenda-
tions can be found in Appendix K.
Table 6 compares the first cost of the recommended
project plan with the originally proposed project plan
for Columbus. The recommended project plan is seen to
contain an additional expenditure of some $8 million, the
majority of which is associated with the expanded effluent
filtration system. It is believed that the recommended
improvements are necessary for reliable operation, and are
prudently sized. The recommended project plan also offers about
$54 million in first cost (capital costs) savings. The majority
of these savings are derived by optimal sizing and use of bio-
logical reactors and their attendant solids- liquid
separation systems, and the economic return derive'd with
pretreatment of the brewery waste applied to Southerly,
which allowed the elimination of the originally proposed
first stage treatment system. It is believed that the
associated recommendations also represent realistically
sized alternatives.
Thus, the recommended project plan offers a net
capital savings of almost $46 million in comparison to the
original project plan. This savings, slightly in excess
of 29 percent of the original Facilities Plan's first cost
estimate, remains significant even in the context of the
costing accuracy normally found in Facility Planning docu-
ments. It should also be noted that the recommended project
plan offers a wastewater treatment system which integrates
the liquid and solids handling capabilities of both plants.
This allows a combined hydraulic capacity some 50 mgd more
than originally proposed.
The operational costs associated with the recommended
project plan were determined by reducing or increasing the
costs of the original project plan by the assumed impact of
the proposed alternative. This was necessary since the dif-
ferences in the basis of design for influent flow and pol-
lutant mass would have a rippling impact upon the operating
costs for the integrated liquid and solids processing capa-
bility of the Columbus plants. Thus, this cost comparison
more accurately reflects relative differences rather than
true definite costs.
-18-
-------
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Table '7 compares the estimated operating costs of the
recommended project plan with the original Columbus project
plan for the average operating year in the twenty year plan-
ning period. On a 1974 to 1975 pricing basis the recom-
mended alternative is seen to offer an operating advantage
approaching eight percent. Slight reductions are offered
in each costing category, with the reduction in operating
power most significant. This is due to the assumed selec-
tion of a more efficient oxygen dissolution system and the
elimination of the energy intensive isolated activated
sludge system for recycle management. At Southerly, it
was found that with pretreatment of the brewery waste and
the elimination of the trickling filter, the additional
aeration horsepower was nearly equivalent to the 1050 horse-
power savings derived by eliminating the first stage bio-
logical treatment system. As shown at the bottom of the
Table, the scenarios which apply waste solids either to the
power plant or the strip mines have a relatively small
impact upon the total operating budget of the Columbus
plants.
-21-
-------
Table 7
Operating Cost Comparison of Original Project Plan
with the Recommended Project Plan
( Millions of Dollars )
ORIGINAL PROJECT PLAN'
Chemicals
Power
Personnel
Maintenance
Total
RECOMMENDED PROJECT PLAN *
Chemicals
Power
Personnel
Maintenance
Total
1974-1975 Basis
Jackson Pike
$1.96
1.38
1.29
1.05
$5.68
Southerly
$2.01
1.36
1.23
0.94
$5.54
Total
$ 3.97
2.74
2.52
1.99
$11.22
1974-1975 Basis
Jackson Pike
$1.98
1.21
1.29
0.97
$5.45
Southerly
$1.84
1.07
1.16
0.85
$4.92
Savings
Percent
Reduction
Total
$ 3.82
2.28
2.45
1.82
$10.37
$ 0.85
7.6
* Assumes on-site waste solids handling and disposal
Present Day
Total
$ 5.96
4.93
3.35
2.49
$16.73
Present Day
Total
$ 5.73
4.10
3.26
2.28
$15.37 (1)
$ 1.35
8.1
(1) Elimination of incineration at Jackson Pike with application
of the dewatered solids to the refuse/coal fired power plant
will yield about $0.45 million of savings in power, personnel,
and maintenance
(2) Application of thermally conditioned solids to strip mine
lands will increase net expenditures in power and personnel.
With year round hauling, the estimated rise in cost is about
$0.6 million.
-22-
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CHAPTER I
INTRODUCTION, BACKGROUND,
AND ISSUES
-------
I. INTRODUCTION, BACKGROUND, AND ISSUES
This chapter defines the legal basis of the environ-
mental impact statement, identifies the grant applicant,
presents an overview of the project history and the key
environmental impact issues, and briefly describes the
proposed action.
1.1 LEGAL BASIS FOR THE EIS
The U.S. Environmental Protection Agency (EPA) is the
administering agency for a major Federal environmental pro-
gram entitled "Grants for Construction of Treatment Works. "Q-)
This program allows the EPA administrator to provide finan-
cial aid to any state, municipality, intermunicipal agency,
or interstate agency for the construction of publicly owned
water pollution control facilities. The program encourages
reduction of point sources of water pollution and improve-
ment of national water quality.
The EPA's granting of funds for a water pollution con-
trol facility may require an environmental impact statement
(EIS). Each proposed water pollution control facility is
evaluated on a case-by-case basis by the appropriate EPA
regional office to determine whether the proposed facility
is expected to have significant environmental effects and
whether the system proposed appears to be a cost-effective
solution to area water quality problems. In this case, EPA-
Region V has concluded, after an environmental review of the
proposed actions, that the preparation of an EIS is war-
ranted.
The EIS is being issued pursuant to P.L. 91-90, the
National Environmental Policy Act (NEPA) of 1969, and Execu-
tive Order 11514, "Protection and Enhancement of Environ-
mental Quality" dated March 5, 1970. Both NEPA and Execu-
tive Order 11514 require that all Federal agencies prepare
such statements in connection with their proposals for major
Federal actions significantly affecting the quality of the
human environment.
COAuthorized by Title II, Section 201 (g)(1), of the Federal Water
Pollution Control Act Amendments of 1972, Public Law 92-500
(FWPCA).
1-1
-------
This statement has been prepared in accordance with
the regulations and guidance set forth in EPA's regulations
concerning the "Preparation of Environmental Impact State-
ments" (40 CFR Part 6; 40 FR 16814, April 14, 1975), the
Council on Environmental Quality'-s Guidelines for the
"Preparation of Environmental Impact Statements" (40 CFR
Part 1500; 38 FR 20550, August 1, 1973); and 40 CFR Part 35,
Subpart E, Appendix A, "Cost-Effectiveness Analysis Guide-
lines," September 10, 1973.
1.2 GRANT APPLICANT
As shown in Figure 1-1 the city of Columbus is located
in Franklin County in central Ohio. As of December, 1975
the city comprised 31 percent of the land area and 65 per-
cent of the population of Franklin County. The city of
Columbus applied for a Federal grant to expand and upgrade
the city's existing wastewater treatment facilities.
Facilities Planning for the city of Columbus was con-
ducted by Malcolm Pirnie, Inc., and Grant, Brundage, Baker
& Stauffer, Ltd. The New Albany Facilities Plannina was
conducted by Evans,Mechwart, Hambleton & Tilton, Inc.
Booz, Allen & Hamilton, Inc., and Havens and Emerson, Inc.
assisted USEPA in the preparation of the Environmental Impact
Statement on the Columbus Facilities Plan.
1.3 PROJECT HISTORY
Since the turn of the century when the city's waste-
water treatment facilities were first erected, the demands
of increased population and increased water use have contri-
buted to periods of extensive pollution of the natural
waterways around Columbus. Continued growth has required
continued expansion and upgrading of collection, treatment
and disposal facilities.
This section describes the evolution of the most recent
facilities planning process, initiated in October, 1974 by
the City of Columbus, to further upgrade and expand the
system.
The City of Columbus, Ohio, in October, 1974 made known
to the State and local clearinghouses its intent to be
recognized as the responsible agency for planning, design,
construction and operation of wastewater collection and
treatment systems within the Columbus Metropolitan Area.
1-2
-------
FIGURE 1-1
Location of Franklin County and
Columbus Within Ohio
HURON | JMEDINA ! SUMMIT
j~[ r
1 1 A
' < * I ! *
j j | i jL s
COSHOCTON ; < (HARRISON!5
iw 1 "•
1 3 U.
I CLARK ~
^i Lj MORGAN!
BUTLER WARREN ^CLINTON "1
/HIGHLAND
HAMILTON * L '
CLERMONTI p
Franklin County
•:!:'#w*:-;: SMSA
Source: Columbus, Ohio, Department of Development, Division of Planning
-------
Formal initiation of facilities planning for the Col-
umbus Metropolitan Area was on October 3, 1974 when the City
entered into contract with Malcolm Pirnie, Inc. for prepara-
tion of the Facilities Plan. On December 12, 1974, a Step I
grant application to cover seventy-five percent of the
facilities planning cost and a Plan of Study were submitted
to the Ohio EPA(OEPA). The Plan of Study was subsequently
approved and a grant was made to the City from the Region V
office of the U.S. EPA by a letter of September 23, 1975.
As delineated in the Plan of Study the facilities plan
for the Columbus Metropolitan Area consists of the following
reports:
Cost-Effectiveness Analysis
Environmental Assessment
Infiltration/Inflow Analysis
Facilities Report.
The Infiltration/Inflow Analysis was submitted to the
OEPA on July 15, 1975. The analysis contained an identifi-
cation of those sub-areas of the existing collection system
where a Phase II - Sewer System Evaluation Survey was judged
cost-effective. Federal EPA concurrence and a grant offer
for the Phase II - Evaluation Survey were contained in a
June 17, 1976 letter from Region V to the City of Columbus.
The Cost-Effectiveness Analysis and the Environmental
Assessment were made available in draft form for public re-
view and comment at a January 15, 1976 public hearing. Fol-
lowing the hearing, appropriate responses to comments made
at the public hearing were added to these reports and the
reports were submitted to the OEPA. The Facilities Report,
made available in October, 1976, is the end product of the
Cost-Effectiveness Analysis and Environmental Assessment and
established a course of action based on the data presented
in both reports as well as the public input obtained through
public hearings.
A secondary objective of the Facilities Report was to
establish the compatability of ongoing mini or segmental
plans with the overall planning effort. Prior to formal
initiation of facilities planning by the City of Columbus in
October, 1974, several interceptor sewer and wastewater
treatment plant improvement projects had been undertaken re-
sulting in completion of required contract documents. In an
effort to expedite the implementation of these projects, the
City authorized the preparation of mini or segmental facil-
ities plans. A total of six of these plans were completed
and are listed below together with the date the public hear-
ing was held to allow the public to comment on the specific
segment.
1-3
-------
Brookside Estates Area
Mini-Facilities Plan November 19, 1974
Scioto East Area
Mini-Facilities Plan November 19, 1974
Mini-Facilities Plan for Solids
Handling Facilities Jackson
Pike Wastewater Treatment Plant November 19, 1974
Columbus Metropolitan Area,
Facilities Plan Segment,
Jackson Pike Wastewater
Treatment Plant, Solids
Handling and Disposal April 24, 1975
Columbus Metropolitan Area,
Facilities Plan Segment,
Southerly Wastewater Treatment
Plant, Solids Handling and
Disposal April 24, 1975
Blacklick Creek Area Mini-
Facilities Plan May 29, 1976
In addition, a facilities plan for sanitary sewers has been
prepared independently for New Albany, located in eastern
Franklin County.
1.4 KEY IMPACT ISSUES
As with most major metropolitan areas, Columbus has
experienced a wide range of air, water, and land pollution
problems. The proposed wastewater treatment facilities
are expected to correct the major existing water pollution
problems in providing sewerage services to a Columbus-area
population expected to grow to over one million in the year
2000. Yet, any construction project of this size, even one
built with the explicit purpose of improving water quality,
has the potential for causing significant adverse environ-
mental impacts. Resolution of the following key issues
through the environmental impact statement process would
help to assure that construction and operation of the
Columbus system would be done in the most cost-effective
manner and would result in minimal harm to the environment.
The potential utilization of the existing Jackson
Pike and Southerly Treatment Plants and related
facilities
1-4
-------
The cost-effective liquid sewage treatment alter-
natives that would enable the attainment of water
quality standards in the Scioto River
The cost-effective pretreatment policy for a
brewery historically contributing significant
loads to the Southerly Plant
The feasible methods for environmentally accept-
able sludge treatment and disposal
The environmental effects of the construction
and operation of the proposed sewage treatment
and collection facilities
The induced growth and secondary environmental
effects of building interceptors in and through
sparsely developed rural and agricultural areas.
The very magnitude of the proposed project and its
attendant impacts suggest that each of these issues be
adequately resolved prior to detailed engineering design
and construction of the facilities.
1.5 THE PROPOSED ACTION
This section summarizes the action proposed in the
Facilities Plan. The following topics are covered:
Planning area delineation
Overview of existing facilities
The proposed project
Costs and financing.
1.5.1 Planning Area Delineation
The planning area delineation process was initiated in
the early stages of facilities planning. There has been
some disagreement among the City of Columbus, Ohio EPA, and
Delaware County on the optimal boundary definition for the
area.
The official (i.e., OEPA sanctioned) planning area
under consideration for this grant is shown on Figure 1-2.
This planning area approximates the boundaries of Franklin
County. The facilities plan however, used the larger plan-
ning area shown on Figure 1-3 in the evaluation of regional
1-5
-------
FIGURE 1-2
Official Planning Area Boundary
i 'TTY F^3
'
Source: Columbus Metropolitan Area Facilities Plan, Malcolm Pirnie,
Inc., July 1976
-------
FIGURE 1-3
Facilities Plan
Planning Area Boundary
LEGEND
Current Planning Area Boundary
Source: Columbus Metropolitan Area Facilities Plan, Malcolm Pirnie,
Inc., July 1976
-------
service alternatives. This expanded planning area extends
further into Delaware County to include the Duncan Run Basin
and into Licking County to include the Blacklick Creek
Basin. For the purposes of this analysis, the EIS will
utilize a roughly equivalent larger planning area to ensure
consistency with Columbus Facilities Plan. This is shown on
Figure III-4.
1.5.2 Overview of Existing Facilities
At present, the City of Columbus operates two large
activated sludge wastewater treatment plants. The older of
the two facilities is the Jackson Pike Wastewater Treatment
Plant, located on State Route 104 just south of Frank Road.
A portion of the present facilities at Jackson Pike was
constructed in 1937. Over the years, several improvements
and expansions have been added to the original plant, with
present facilities rated at 100 mgd (million gallons per
day) hydraulic capacity. The Jackson Pike Wastewater
Treatment Plant processed an average daily flow of 72 mgd in
1976.!
The second plant, the Southerly Wastewater Treatment
Plant, was constructed in 1967 on U.S. Route 23 near Shades-
villa, south of the Jackson Pike Plant. The capacity of the
original plant was 40 mgd. In the early seventies, the
hydraulic capacity of the plant was expanded to 100 mgd.
The Southerly Wastewater Treatment Plant processed an
average daily flow of 46 mgd in 1976. A special problem
with the Southerly Plant is the discharge from the Anheuser-
Busch Brewery. In recent years, the waste load from
Anheuser-Busch has had a progressively greater impact upon
the plant.
The Columbus sewerage system occupies some 160 square
miles with nearly 2,300 miles of sewers. The 63,000 acre
Jackson Pike service area is estimated to contain a pop-
ulation of over 500,000 individuals. The Southerly service
area incorporates 40,000 acres with a base population of
some 300,000 people.
1.5.3 The Proposed Project
The proposed project calls for an upgrading and ex-
pansion of the existing collection, treatment, and disposal
facilities. Five major actions have been proposed:
These figures are taken from the Columbus Metropolitan Facilities
Plan, Malcolm Pirnie, Inc., July 1976. Ohio EPA suggests that more
realistic figures for Jackson Pike and Southerly would be 87 MGD and
50 MGD, respectively.
1-6
-------
Selection of additional liquid treatment facil-
ities for processing sewage at Southerly and
Jackson Pike sewage treatment plants (STP's) to
enable the treated effluent discharge to attain
levels necessary to meet water quality standards
for the Scioto
Design and construction of pilot plants at the
Southerly and Jackson Pike sites to allow for
confirmation of design criteria and process
effectiveness
Construction of three additional sludge inciner-
ators (2 at Southerly STP and 1 at Jackson Pike
STP) and associated dewatering facilities to
process sludge generated during the sewage treat-
ment process
Construction of separate sanitary sewer inceptors
within the Columbus planning area, including the
regionalization of Reynoldsburg and New Albany
Selection of a cost-effective, environmentally
acceptable system to minimize discharge of com-
bined sewer overflows.
The proposed project is aimed at meeting the following
water quality objectives:
To produce an effluent which will help meet the
water quality standards of the Scioto River
adopted by the Ohio Environmental Protection
Agency
To produce an effluent from the wastewater treat-
ment works which will meet the NPDES permit
requirements .
Meeting these objectives requires extensive treatment of the
sewage discharged from both plants because the plants are
located on a critical water-quality limited segment of the
Scioto River.
The effluent limitations contained in the National
Pollutant Discharge Elimination System (NPDES) permits
(1) The Scioto River is classified as "water quality limited", meaning
that water quality standards can be achieved only with the applica-
tion of greater than secondary treatment.
1-7
-------
issued by the OEPA for Jackson Pike and Southerly do not
reflect the stringent levels required to meet water quality
standards in this reach of the Scioto River. Both plants
are limited to BOD and suspended solids levels of 8.0 mg/1
on a 30-day average basis, as well as phosphorous removal.
1.5.4 Costs and Financing
Table 1-1 identifies the capital costs of the facili-
ties proposed for construction. As indicated,the total
estimated capital cost of immediate planning and facilities
construction is approximately $174,000,000. This estimated
cost is not an estimated construction cost, as the costs
were developed in accordance with cost-effectiveness anal-
ysis guidelines. Realistic schedules for plan review,
design,and construction would extend the immediate period to
approximately five to seven years. With various facilities
not bid for several years, inflation could increase the
actual construction cost significantly.
In November, 1975, the citizens of the City of Columbus
voted the passage of a bond issue totalling $98,800,000. It
was anticipated that the bond issue monies would, when
combined with Federal funds, finance approximately $227,000,000
for wastewater treatment works, an amount well above the
anticipated costs.
The remainder of this EIS begins by examining the
existing environment in the Columbus metropolitan area in
terms of natural features, such as geology and wildlife, and
socioeconomic features, such as schools and employment
(Chapter II). For ease of reference, regionalization alter-
natives and their primary effects are discussed separately
in Chapter III. Treatment plant alternatives and the final
selected treatment plan are presented in Chapters IV and V.
The primary effects of the construction and operation of the
treatment plant recommendations are described in Chapter IV.
The secondary or growth-related effects of the entire;
collection, treatment, and disposal facilities are described
in Chapter VII. Finally measures to mitigate primary and
secondary environmental effects are discussed in Chapter
VIII.
I-i
-------
TABLE 1-1
Columbus Metropolitan Area Facilities Plan
Facilities Report
Financing
Item
Facilities Planning
Sewer System Evaluation
Survey - Phase II
Interceptor
Big Walnut Basin
Scioto River Basin
Minerva Park Creek
Basin
Brookside Estates
Creek Basin
Southerly Wastewater
Treatment Plant
Wet Stream
Solids Handling
Jackson Pike Wastewater
Treatment Plant
Wet Stream
Solids Handling
Laboratory, Metering
and Sampling
Surveillance
Pilot Plant
TOTAL
Capital Costs
Federal
816,700
1,578,400
6,548,400
1,500,000
116,300
300,000
26,092,600
21,675,000
43,617,800
25,833,000
2,175,000
705,000
130,958,200
Local
272,200
526,100
2,182,800
500,000
38,700
100,000
8,697,500
7,225,000
14,539,200
8,611,000
725,000
235,000
43,652,500
Total
1,088,900
2,104,500
8,731,200
2,000,000
155,000
400,000
34,790,100
28,900,000
58,157,000
34,444,000
2,900,000
940,000
174,610,700
Source: Facilities Report, Columbus Metropolitan Area Plan,
Malcolm Pirnie, Inc., October 1976
1-9
-------
CHAPTER II
JVIRONMENTAL SETTING
-------
II. ENVIRONMENTAL SETTING
The environmental setting, for purposes of description
and analysis, can be defined as the natural environment and
the man-made environment. The natural environment includes
the land and underlying geologic structure; the air, water,
and mineral resources; and the naturally occurring vegeta-
tion and animal life. The man-made environment includes
the structures man has built for shelter, transportation,
industry, commerce, and recreation. In describing the
man-made environment certain characteristics are important,
such as: land use patterns, demographic and economic
characteristics, the exploitation of natural resources and
the degradation of air and water quality that has been
encouraged by technology, urbanization,and an aggressive
attitude toward the natural environment.
The determination of the impacts of proposed waste
water treatment alternatives in the study area requires a
thorough analysis of the total physical environment, em-
phasizing those characteristics of the environmental
setting that are most affected by the alternatives. Since
much of this information has been documented in other
works,1 the EIS will summarize the data from these studies
consistent with EPA and CEQ guidelines to avoid repetition
and unnecessary length of the statement. This document
focuses on the development and analysis of alternatives
and the assessment of the primary and secondary effects of
these alternatives. Descriptions of the existing environ-
ment are given in sufficient detail for decisionmakers to
understand the significant environmental impacts relative
to the proposed actions.
Environmental Assessment, Columbus Metropolitan Area Facilities
Plan, Malcolm Pirnie, Inc., July 1976.
Cost Effectiveness Analysis, Vols. One and Two, Columbus
Metropolitan Area Facilities Plan. Malcolm Pirnie, Inc., July
1976.
Environmental Assessment of Sludge Handling Facilities for the
Columbus, Ohio, Southerly Wastewater Treatment Plant, Ecol Sci-
ences, Inc., March 31, 1975.
Environmental Assessment of Sludge Handling Facilities for the
Columbus, Ohio, Jackson Pike Wastewater Treatment Plant, Ecol
Sciences, Inc., March 31, 1975.
II-l
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2.1 THE NATURAL ENVIRONMENT
The discussion of the physical and biological aspects
of the natural environment in the Columbus metropolitan area
is organized as follows;
Physical characteristics
Atmosphere
Hydrology
Biotic characteristics.
2.1.1 Physical Characteristics
Located in central Ohio, the study area includes the
city of Columbus, Ohio, most of the 552 square mile area of
Franklin County, including numerous satellite communities,
and a portion of Delaware County near the Hoover reservoir.
Columbus, the capital of Ohio and a major commercial and
industrial center, is located in the central portion of the
county. This urban area accounts for twenty percent of
Franklin County and contains over one-half of the Scioto
River Basin population. The remaining, primarily rural,
land is utilized mainly for agriculture, including the
grazing of cattle.
In this section,the following physical characteristics
are described:
Topography and drainage
Glacial and alluvial deposits
Geology
Soils.
(1) Topography and Drainage
The topography of the study area is level to roll-
ing, with altitudes ranging from a high of 1,130 feet
above sea level in the northeast to a low of 665 feet
in the south. Valley floors range from 670 to 840 feet
above sea level, while hilltops range from 690 to 1,130
feet.
Major stream valleys in the northern portion of
Franklin County are almost parallel in alignment. They
converge in the middle and southern portions of the
county towards a center line created by the Scioto
River. Minor lateral valleys developed by subsequent
II-2
-------
streams join each major valley. The Scioto River, in
the study area, has a channel gradient of about 4.4
feet per mile on the average.
Runoff rates and volumes are affected by the in-
crease in impervious surface area as a result of ur-
banization and by the extensive network of multipurpose
reservoirs that serve the water-related needs of the
Columbus area.
(2) Glacial and Alluvial Deposits
There is evidence that the Illinoian and Wisconsin
glaciers once covered Franklin County. The resulting
glacial deposits, rich in clay and silt-size materials,
rise to over 300 feet in thickness above the bedrock
formations. On the basis of surface features and
material composition, the glacial deposits are classi-
fied as general moraine, end moraine, eskers and
kames, outwash or valley train, and lake clays. Most
of the county is ground moraine characterized by a
gently rolling land surface underlain by glacial till.
Buried valleys of pre-pleistocene rivers in
Franklin county are believed to be major potential
aquifers. End and ground moraines are possible sites
for drilled wells, while eskers, kames, and outwash
gravel terraces may serve to recharge the underlying
deposits. Since contamination of the ground water in
these aquifers may result unless unfavorable develop-
ment is guided away from such areas, they must be
given consideration in the alternatives analysis.
(3) Geology
From an escarpment of north-south scarps and
terraces, the Appalachian Plateau rises eastward from
an elevation of 800 feet near Big Walnut Creek, con-
stituting about one-fifth of Franklin County. The Till
Plains section of the Central Lowlands physiographic
province constitutes the remainder of the county. The
Till Plains, formed when preglacial features were
buried by glacial deposits, are flat except in areas
adjacent to streams, but lack the lakes and swamps
often found in glaciated areas.
II-3
-------
The bedrock formations are stratigraphic sequences
of dolmitic limestone, black shale, and alternating
shales and limestones, most likely deposited when much
of central Ohio was covered by a shallow inland sea.
Silvrian and Devonian limestone developed from the
hardening of calcerous muds. Devonian shale, as well
as Mississippian sandstone and shale, developed from
clay and sand deposits. A more detailed description
of the location and characteristics of each rock type
can be found in other documents.-'- As mentioned in
the previous section, glacial deposition has covered
the bedrock formations under as much as 300 feet of
clay, silt, sand and gravel in some areas. In other
areas bedrock outcrops are common.
The geologic characteristics of the planning area
will significantly influence the evaluation of sewer
interceptor alternatives. The importance of geologic
formations with regard to ground water is well known.
Permeability, fissures, and other hydraulic-related
characteristics of concern in geologic formations are
included in the alternatives analysis.
(4) Soils
Soil characteristics influence the design
location of septic tank systems and landfills as well
as the suitability of sites for land application of
sewage sludge.
Soils in Franklin County have developed from
glacial till and alluvium on almost level terrain.
The depth to bedrock is 50 feet on the average.
Detailed agricultural and engineering properties; of
the major soils in the planning area are described in
other sources. •*-
Soil infiltration rates under different cover
conditions, permeability, land slopes, depth to bed-
rock and water table and the relation of these factors
to the ground water system determine the suitability
of a site for solid or liquid waste disposal.
More than one-half of the county consists of soils
of the Crosby-Brookston-Celina association with low to
Environmental Assessment, Columbus Metropolitan Area Facilities
Plan, Malcolm Pirnie, Inc., July 1976.
II-4
-------
moderate susceptibility to erosion and with poor to
moderate drainage characteristics. Soils in the flood
plains of the streams are well drained and exhibit
erosion susceptibility ranging from low in flat
terrain areas to severe on steep slopes. Figure II-l
is a map of the major soil associations in Franklin
County, and Table II-l presents a summary description
of the soils in the facilities planning area.
2.1.2 Atmospheric Characteristics
The climate and air quality of the Columbus Metro-
politan Area are described in this section. The degradation
of air quality is caused principally by human activities.
It then permeates the environment to such an extent that
other aspects of the natural setting are adversely affected,
(1) Climate
Franklin County lies in the region of temperate,
continental climate characterized by moderate extremes
of temperature and of wetness and dryness. The area
is subjected to both polar and maritime tropical air
masses and to rapid changes in weather due to the
movement of low pressure areas. Weather variations
on a local scale are associated with narrow stream
valleys. The prevailing winds from the south-southwest
at about 4 to 10 miles per hour are conducive to
relatively slow dispersion of air pollutants.
Moderately warm summers and fairly cold winters
are characteristic of this region, with mean monthly
temperatures ranging between 74.7°F. in July and 30°F
in January. The usual frost free growing season is
196 days, from April 17 to October 30, with the most
rainfall occurring during the spring months and the
least in the fall.
The average annual precipitation is 36.5 inches.
Snowfall is about 21 inches. Thunderstorms, prevalent
during winter and spring as well as during the summer,
are often the cause of flooding in the area.
II-5
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FIGURE II-l
Soil Associations of Franklin County
LEGEND
MIAMI -CELINA SOIU AREAS
CROSBY -BROOKSTON -CELINA SOIL AREAS
ALEXANDRIA -CARDINGTON SOIL AREAS
8ENNINGTON-MARENSO-CARDINSTON SOIL AREAS
MILTON -MIAMI SOIL AREAS
OCKLEY-EEL SOIL AREAS
Source: Environmental Assessment, Columbus Metropolitan Area
Facilities Plan, Malcolm Pirnie, Inc. July 1976
-------
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(2) Air Quality
Based on ambient air quality conditions, the City
of Columbus has been designated a Class I area for
particulates, nitrogen oxides (NOX), and photochemical
oxidants (Pnt°x) an(^ Class III for sulfur dioxide (SOX)
and carbon monoxide (CO). These priority numbers
indicate the sensitivity of the area to future degra-
dation.1 Further increases in the levels of parti-
culates, NOX and PfttOx, must be limited in order to
avoid exceeding state standards for these pollutants.
Data collected from air quality monitoring stations
in Franklin County in 1974 are presented in other
sources.2 The data for 1976 for particulates, sulfur
dioxide and nitrogen dioxide are summarized in the
following paragraphs. Information on these pollutants,
plus ozone and nonmethane hydrocarbons, is summarized
in tabular form in Appendix E.
State standards for particulates require that the
annual geometric mean not exceed 60 micrograms per
cubic meter (yg/m ) and that the 24-hour concentration
not exceed 150 yg/m3 more than once per year. During
1976 the geometric mean for the various monitoring
stations ranged from a high of 92.48 yg/m3 in the urban
area to a low of 53.36 yg/m3 in the outlying suburbs.
The data indicated that the 24-hour standard wais ex-
ceeded at the Washington Boulevard, Fairgrounds;,
Cheasapeak Avenue and Windsor Avenue stations with
maximum readings of 238, 204, 168 and 226 yg/m3
respectively .3
For sulfur dioxide, state standards require that
the annual arithmetic mean not exceed 60 yg/m more
than once a year. During 1976 the arithmetic mean
ranged from a high of 30.90 yg/m3 at the State Fair-
grounds to a low of 14.39 yg/m3 at Grandview Avenue
monitoring station. At no time were the maximum
readings in excess of maximum standard values.
Priority I Region indicates that the pollutant concentration is
greater than the federal primary air quality standard. Priority
III region indicates that the outdoor concentration of a pollutant
is presently less than the secondary air quality standard.,
Environmental Assessment, Columbus Metropolitan Area Facilities
Plan, Malcolm Pirnie, Inc., July 1976.
OEPA computer data.
II-7
-------
Standards for nitrogen dioxide require that the
annual- arithmetic mean not exceed 100 yg/m . Nitrogen
dioxide levels in 1976 ranged from a high arithmetic
mean of 53.00 at the Washington Boulevard station to
a low of 32.23 at Windsor Avenue, with no readings
exceeding the maximum standard values.
2.1.3 Hydrology
The Central Scioto River Basin, of which Franklin
County forms a part, is a flat glacial till plain with
streams that flow in a north-south direction. Three sub-
drainage areas are the western, central, and eastern sub-
areas.
The main stem of the Scioto drains the central sub-
area along with the Olentangy River, which joins the
Scioto at Columbus. The flood plains of both rivers are
relatively narrow north of Columbus. Below the mouth of
the Olentangy, the floodplain widens, measuring up to a
mile or more in width.
Big Darby Creek is the major stream in the Western
sub-drainage area, draining the far western portion of the
county. Its tributaries are Little Darby Creek and
Hellbranch Run.
The eastern subarea is drained by Big Walnut Creek.
It has a relatively steep gradient and a broad floodplain,
as have Alum Creek and Blacklick Creek, its two main
tributaries* Rocky Fork is also a tributary of Big Walnut
Creek.
Reservoirs control the flow of most of the streams in
Franklin County. These are described in another report.1
Table II-2 shows the flow characteristics of major streams
in the County and Table II-3 presents a summary of exist-
ing and proposed reservoirs in the area.
(1) Water Quantity
Surface water is the major source of water
supply in the Columbus Metropolitan Area, with
approximately 90 percent of municipal supplies
derived from surface sources. While less than 10
1Environmental Assessment, Columbus Metropolitan Area Facilities
Plan, Malcolm Pirnie, Inc., July 1976.
II-8
-------
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percent of the county's municipal supply comes from
ground sources, private industrial supplies are
almost totally dependent on wells. Extensive use is
also made of ground water in rural areas of the
County for domestic and agricultural purposes.
By the year 2000 it is estimated that water
demand within the Columbus system will be 230 to 270
mgd for a population equivalent of 1.58 to 1.86
million.1 Developable sources to meet this demand
include about 70 mgd, or 20 percent, from ground
sources. As discussed earlier, pre-Pleistocene river
valleys, buried by glacial deposites, are important
potential surces of ground water. Limestone aqui-
fiers in the County also have the potential for high
yield wells. The maximum yield from ground sources
is believed to be 105 mgd. Of the 352 mgd total safe
yield considered developable within the county, about
248 mgd is from surface sources.
(2) Surface Water Quality
Both point and nonpoint sources contribute to
water pollution in the study area. Generally, the
northern portions of the streams are of higher qual-
ity than the portions south of Columbus. Watei:
supply impoundments take advantage of this cleaner
water upstream on several streams. The Scioto River,
Alum Creek and Blacklick Creek have the greatest
dissolved oxygen problems, while the Scioto River and
Big Walnut Creek have the highest concentrations of
heavy metals.
Fecal bacteria problems are common to all of the
streams, with the Scioto River, the Olentangy River,
and Blacklick Creek having the highest counts.
Water quality measurements show that the south-
ern portions of the Scioto River and Blacklick Creek
are severely polluted. At least two fish kills; have
been reported in the Scioto and Olentangy Rivers.
Shad kills have occured in the Big Walnut due to tem-
perature changes and nonpoint runoff following rain
storms.
Habig, William C., et. al., 1972, Water Supply Plan (Revised) for
Columbus-Franklin County, Ohio, Prepared for the mid-Ohio Regional
Planning Commission.
11-11
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Fairly extensive sampling programs have been
undertaken in the planning area by various entities.
All persons or groups engaging in such sampling
activities have been requested to submit their re-
sults in a form suitable for inclusion in the Federal
EPA-maintained STORET system. Although compliance
with this request is not universal, STORET is a re-
liable source of water quality data for the Scioto
River and its tributaries in the Columbus area.
Significant sampling results have been included
in the STORET system for 15 points in the area:
seven on the Scioto River; three on Big Walnut Creek;
two each on Alum Creek and the Olentangy River; and
one on Blacklick Creek. The following sections will
provide a short discussion of quality results for
each stream. Tabulated data summarized in terms of
the various flow regimes which occurred at or near
the point sampled are provided in Appendix C, along
with a condensed summary of Ohio water quality stan-
dards. Figure C-l provides site locations and names
along with the Appendix C callout for the appropriate
summary table.
1. Blacklick Creek
Blacklick Creek was sampled on twelve oc-
casions at a single point during 1974 and 1975.
Violations of a dissolved oxygen (DO) level of
5.0 mg/1 occurred on nine of the twelve sample
days, with lower flows generally exhibiting
greater DO depressions. BOD^ and suspended
solids levels were relatively high, with median
values of 5.6 and 25 mg/1, respectively. Nutri-
ent values were also elevated, with median
values of 1.27 mg/1 measured for both ammonia
nitrogen (NH3~N) and total phosphorus (?tot^•
A variety of poorly or partially treated domes-
tic wastewater releases above this sampling
point is no doubt the major cause of the de-
graded conditions evidenced. The facility plan,
as presently constituted, would consolidate
those dischargers into the Columbus releases to
the Scioto.
11-12
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2. Alum Creek
Two points have been monitored on Alum
Creek: the USGS gage at Columbus, and the
Williams Road crossing below the gage. Quality
appears to be generally good at the gaging
station, and exhibits little flow dependency.
Only one DO reading less than 5.0 mg/1 was
observed, despite BOD^ levels as high as 6.5
mg/1. A single nitrate nitgrogen (NOo-N) read-
ing of 14.0 mg/1 is likely due to analytical or
reporting error. Total iron values are con-
sistently greater than 1 mg/1 with a high value
at the Williams Road station of 11.4 mg/1.
These concentrations are most likely due to a
variety of industrial releases above the Williams
Road sampling point.
3. Big Walnut Creek
Big Walnut Creek has been sampled at three
points: at Central College, the USGS gage at
Reese, and at U.S. 23. The first point is a
good indication of overflow quality from Hoover
Reservoir; the second should demonstrate any
impact due to Alum Creek; and the third is just
above the confluence of Big Walnut and the
Scioto River.
The few significant samples at Central Col-
lege demonstrate uniformly excellent quality,
with high DO's and low BODc's and nitrogen
forms. Perhaps the most striking observation at
this point is the small flow variation noted; a
demonstration of the degree of regulation exerted
on the stream.
General quality at Reese becomes somewhat
poorer although only a single, relatively low
flow, violation of a 5.0 mg/1 stream DO is
noted. BOD5 values up to 5.4 mg/1 are reported
(3.5 mg/1 median), while suspended solids are
never lower than 16 mg/1 (30 mg/1 median).
Readings at U.S. 23 indicate about the same
level of quality as evidenced at Reese. Again,
flow levels are the important observation here.
Although taken on different days than the first
11-13
-------
two points, they demonstrate the outflow charac-
teristics of the Big Walnut channel for much of
its length. The Ohio EPA has indicated that most
of this "lost" flow returns to the stream at or
near its confluence with the Scioto River.-1-
4. Qlentangy River
The two points sampled on the Olentangy
River should effectively bracket the effect of
the River's passage through the City of Columbus.
The upper station of Worthington shows high DO's
coupled with a median 6005 of 1.7 mg/1. Nitrate
nitrogen levels are somewhat elevated, with
median and high values of 2.58 and 5.58 mg/1,
respectively. These readings are possibly due
to the residual effects of several upstream re-
leases of treated domestic wastewater. Little
flow dependency is evidenced for any parameter
examined.
Oxygen demanding loads increased signifi-
cantly at the Goodale Street station, with BOD5
levels ranging up to 14.8 mg/1 and TKN's up to
5.5 mg/1. DO violations are noted at the lowest
flows, and consistently improve as flows increase.
This trend will most likely reverse itself at
still higher flows due to the impact of combined
sewer overflows and urban runoff on the Olentangy.
Overflow problems may contribute to elevated
instream oxygen demands at this point even at
fairly low background flow levels.
5. Scioto River
Water quality problems in the Scioto River
have been the impetus for the facilities planning
work in the Columbus area. Heavy instream pol-
lution loads and low DO's have been observed as
far below Columbus as Circleville. The seven
sampling stations summarized in Appendix C demon-
strate the impact of the two major wastewater
releases on the resources and quality of the
Scioto.
1 Personal Communication, George Garrett, Chief, Water Quality
Standards, Ohio EPA.
2 The low ratings may no longer be valid. At the time pf the sampling
the old main sewer was completely blocked (plugged by grease) causing
continuous overflow to the river. The condition has since been re-
lieved by the installation of a temporary pump station which inter-
cepts flow and force mains it to the OSIS.
11-14
-------
The three stations tabulated which are above
the Jackson Pike release (Greenlawn Dam, Frank
Road, and the USGS gage at Columbus) demonstrate
fair quality characteristics for an urban stream
such as the Scioto. Occasional severe DO de-
pressions are evidenced at low flows, with scat-
tered high 6005 readings appearing in all flow
ranges. Suspended solids levels are relatively
high on all samples, with greater flows producing
some extremely high readings (373 mg/1 maximum).
Some impact of bypassing from the sewer system may
be evidenced at these stations.
Quality of the three stations below Jackson
Pike (at 1-270, and at and below Shadeville), and
one below Southerly (Ohio Rt. 762) , does demon-
strate the impact of these wastewater releases,
particularly at low flows. DO violations are
noted at all except the highest flow regimes
tabulated. Instream 6005 values are at higher
levels than those evidenced upstream; but the
parameters showing the most marked increases are
NH3~N and fecal coliform. Median ammonia nitrogen
levels exceed the recommended 96 hour TLM wherever
tabulated, with only the high flow regimes again
escaping toxicity impacts. Fecal coliform levels
exceed water quality standards at all downstream
points which report this parameter at all flow
regimes. Overall median fecal coliform values of
19,000; 9,300; and 6,300 No/lOOml were reported at
1-270, Shadeville, and S.R. 762, respectively.
(3) Ground Water Quality
Ground water pollution is most likely to occur
in areas using water from shallow aquifiers and such
recharge sites as eskers, kames, and outwash gravel
terraces. Wells located close to streams and having
hydraulic connections to the streams are vulnerable
to pollutants. Although ground water quality analy-
ses have been conducted by the U.S. Geological Survey
and Ohio Department of Health, these analyses were
limited to the inorganic chemical characteristics of
the water. Tests are needed to determine the bcicteria
content of ground water taken from the areas described
above.
11-15
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(4) Flood Control
The Columbus area has a record of flood disasters
dating back to 1871. Flooding has usually resulted
from several days of heavy rainfall during the months
of January through April. Greater storm runoffs due
to frozen ground have often aggravated flooding
problems. Reservoirs on the major streams provide
some flood control protection. Flood profiles for
the record 1913 and 1959 floods are available in the
Flood Plain Information Report by the U.S. Army Corps
of Engineers. Maps are also available showing the
extent of the 20- and 100-year frequency floods.
These profiles and maps indicate that the Jackson
Pike Wastewater Treatment Facilities and most of the
major components at the southerly plant are protected
against a 100 year flood.
The city of Columbus has enacted into law a
"Comprehensive Zoning Code" defining flood areas and
spelling out activities that may be permitted in
these areas. Flood insurance, used as a tool to
encourage positive methods of preventing flood damage,
is now available to all communities in Franklin County,
according to the Ohio Insurance Institute.
2.1.4 Biotic Characteristics
The living species in the area constitute an important
aspect of the environmental setting and may be used as
indications of environmental quality. They include the
natural vegetation, the wildlife and the aquatic life that
inhabit the natural environment.
(1) Vegetation
Franklin County lies within the Temperate Decid-
uous Forest Biome. Climax beech forests once covered
most of Franklin County.
Today, however, most of the land has been cleared
for agriculture, and native forest is now limited to
scattered woods and areas along stream banks and
floodplains. Only about 5 percent of the County,
today, is in forest. Table II-4 identifies several
natural terrestrial areas that have unique natural
vegetation.
11-16
-------
TABLE II-4
Noteworthy Natural Terrestrial Areas
Area
Location
Description
Blacklick Woods
Metropolitan Park
Southwest of
Reynoldsburg
Blendon Woods
Metropolitan Park
Darby Creek
Metropolitan Park
Kighbanks
Metropolitan Park
Sharon Woods
Metropolitan Park
(Spring Hollow)
Flint Ravine
Northeast of
Columbus, along
Route 161
East side of
Darby Creek, on
Koebel-Suydam
Road
Sharon Twp. and
also Orange Twp.,
Delaware County
Sharon Twp.
Sharon Twp.
crosses Rt. 23
to the Olentangy
River.
Gahana Woods State Jefferson Twp.
Nature Preserve
(Dehiendorf
Woods)
Rocky Fork
Natural Area
Gahanna, 1/2 mi.
south of Haven
Corners Rd., on
the west side
of Taylor Station
Road.
Rocky Fort Creek
vicinity
One of the finest un-
spoiled woodlands cf
central Ohio. A beech-
maple to elm, ash, oak
swamp-forest. Dedicated
as a State Nature Pre-
serve, April 1973.
An area of rough terrain
and second growth timber,
much kept as wilderness
area. Upland and swamp
forests.
An upland area of pri-
marily oak-hickory forest.
Eroded hillsides along the
creek provide suitable
habitat for prairie spe-
cies vegetation.
Ohio shale bluff and oak
forest along the East bank
of the Olentangy Rive;r.
Dedicated as a State
Nature Preserve, April
1973.
A good beech-maple forest
containing large white
oaks.
A terrain rich in fauna
and flora that has been
kept in a wild state.
A beech-maple and ash
forest with mixed mesophy-
tics, and pin oak, silver
maple and buttonbush swamp
in lower regions. Dedica-
ted January 1974.
A rugged ravine on Rocky
Fork Creek, a tributary
of Big Walnut Creek.
Scioto River Bank Extends south from The type locality of
at Dublin
Welch's Beech
Woods
Dublin Bridge and
west of U.S. Rt.
33 ca 1 mile,
including an old
limestone quarry
Washington Twp.
and Also Concord
Twp., Delaware
County.
Trillium nivale, and a;lso
contains one of the best
colonies of Thuja occi-
dentalis in its native
habitat in central Ohio.
Mature beech woods of
exceptional quality on the
Powell Moraine.
Source: Environmental Assessment, Columbus, Ohio, Metropolitan
Area Facilities Plan, Malcolm Pirnie, Inc., July 1976
11-17
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(2) Wildlife
Suitable habitat for wildlife requires a terrain
capable of providing both mobility and protection.
Farm woodlots and vegetation along streams provide the
principal wildlife habitat in the facilities planning
area. Farm fields provide adequate forage for farm
land species, while nearby woods provide protective
cover and nesting sites. These species are abundant;
especially the cottontail rabbit, fox squirrel, red
fox,and woodchuck. Raccoon, weasel, opossum, muskrat,
and mink inhabit the marshes and wooded areas along
the streams, lakes and ponds. Forest species, in-
cluding white-tailed deer, gray squirrel, and gray fox
are also found in many parts of the county.
Many species of field and woodland birds as well
as several game bird species inhabit the area. Occur-
ring in medium to low densities are bob-white quail
and ring-necked pheasant. Birds of prey included
several species of hawks and owls. The bald eagle
and the sharp-shinned hawk, designated as endangered
species, occur as migrant species and are not known
to nest in the area. Waterfowl, including several
species of ducks and geese, are plentiful on the
streams and reservoirs. Common inhabitants along the
shores of streams and lakes are great blue herons,
green herons, and kingfishers.
(3) Aquatic Life
Aquatic organisms are excellent indicators of
water quality. Depending on their tolerance to or-
ganic pollution, these organisms can be divided into
pollution-sensitive, pollution tolerant, and faculta-
tive (adaptable to a wide range of conditions) types.
The diversity of species and abundance of individual
organisms are indicative of environmental quality.
Pollution sensitive invertebrates include gill
breathing-types such as stonefly and mayfly larvae;
pollution tolerant types include worms, leeches and
pulmonate snails; and facilitative forms are immature
bettles, dragonflies, blackflies, craneflies, gilled
snails and fingernail clams.
11-18
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Extensive studies of invertebrate communities
and mussel populations in the Columbus area streams
have been conducted by various investigators.1
Their findings are summarized in a prior study on a
stream-by-stream basis.2
The streams in Franklin County are classified as
"warm water" fishery streams by the Ohio Department
of Natural Resources. The quality of the water in
each stream determines the species and the abundance
of fish found there. The major area streams are
considered separately in the following discussion.
Big Walnut Creek - Of the 74 species of
fish that occur in Big Walnut Creek, six,
including the endangered muske1lunge, are
introduced species. Two other endangered
species listed by Ohio DNR that occur in
Big Walnut are the blacknose shiner and the
American brook lamprey. The large popu-
lation of minnows in the stream serves as a
source of food for other fish.3
Alum Creek - Alum Creek, near the Franklin
County line supports 51 species of fish.
Minnows, including the rosyface shiner,
1 Olive, J.H., 1971, A Study of Biological Communities in the Scioto
River as Indices of Water Quality, U.S. Office of Water Resources
Research, U.S. Department of Interior, Washington, D.C.
Phinney, G.J., 1967, An Ecological Comparison of Two Streams in
Central Ohio, Ph.D. Dissertation, Ohio State University, Columbus
Ohio.
Stansbury, D.H., 1972, "An Evaluation of the Naiad Mollusk Fauna
of Big Darby Creek in Central Ohio", The Ohio State University
Museum of Zoology, Columbus, Ohio.
Stansbury, D.H., 1974, "The Naiad Mollusks of Alum Creek and Big
Walnut Creek Between Alger Road Bridge and the Scioto River", The
Ohio State University Museum of Zoology, Columbus, Ohio.
2 Environmental Assessment, Columbus Metropolitan Area Facilities Plan
Malcolm Pirnie, Inc., July 1976
3 Cavender, T.M. 1974, "Checklist of Fishes for the Big Walnut
Creek Drainage," Ohio State University Museum of Zoology, Columbus,
Ohio.
11-19
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bluntnose minnow and the stoneroller minnow
are the most abundant. Also found in large
numbers is the orangespotted sunfish.1
Hellbranch Run - Nine of the 47 species of
fish in Hellbranch Run are found along the
entire length of the stream. Several of
the species occurring in this stream,
including shiners and minnows, are charac-
teristic of prairie streams such as Hell-
branch Run that are frequently turbid, rich
in organic matter, and have a low gradient.2
Rocky Fork Creek - Several species in the
stream, including the northern hog sucker
and blacknose dace are characteristic of
streams like Rocky Fork Creek that have a
moderate to high gradient and clear waters.
Two species have been designated as en-
dangered by the Ohio Department of Natural
Resources: the blacknose shiner and bigeye
shiner. Fish that are tolerant to silta-
tion have to some extent replaced those
that cannot tolerate siltation caused by
land use practices.^
Big Darby Creek - Due to its high water
quality and diversity of aquatic habitats,
Big Darby Creek supports an unusually large
variety of fish. The Scioto madtom, a
small catfish, is found only in Big Darby.
It has been designated as an endangered
species by the Ohio Department of Natural
Resources and the U.S. Department of Inte-
rior. Other endangered species found in
Big Darby Creek are the bigeye shiner,
river redhorse, tippecanoe darter, and the
sand darter.3
U.S. Army Engineer District, Huntington, W.V., 1973, Alum Creek
Lake, Alum Creek, Scioto River Basin, Ohio, Final Environmental
Statement.
Phinne, G.J. 1967, An Ecological Comparison of Two Streams in
Central Ohio, Ph.D. Dissertation, Ohio State University, Columbus,
Ohio.
Gordon, R.B., 1969, "The Natural Vegetation of Ohio in Pioneer
Days," Bulletin Ohio Biological Survey, Volume III, No. 2.
11-20
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Blacklick Creek - Thirty-six species of
fish occur in Blacklick Creek. No endan-
gered species are known to occur here.-'-
Scioto River - A twenty-year old inventory
of fish in the Scioto River indicates that
at that time 58 species of fish lived in
the Franklin County portion of the river,
including 32 species below the City of
Columbus. The species composition probably
has been altered since that time due to
changes in water quality.1
Olentangy River - Thirty-four species of
fish occur in the Franklin County segment
of the Olentangy River. These are listed
in an appendix to the previously cited
Environmental Assessment.2
2.2 MAN-MADE ENVIRONMENT
The objective of this section of the environmental
setting chapter is to discuss present and anticipated
socioeconomic characteristics of the planning area and its
subdivisions which are essential for identifying and
assessing primary and secondary impacts of the proposed
action. Therefore, the description of the man-made environ-
ment focuses on the following factors:
Demographic Characteristics
Demographic Projections
Economic Characteristics
Economic Projections
Existing Land Use Controls and Patterns
Present Land Use
Community Facitilities and Services
Municipal Fiscal Capabilities
Resource Use.
These factors provide a basis for comparing the attractive-
ness of development in the region's subareas, a key step
in conducting the secondary impact analysis.
1 Trautman, M.B., 1957, The Fishes of Ohio, Ohio State University
Press, Columbus, Ohio.
2 Environmental Assessment, Columbus Metropolitan Area Facilities
Plan, Malcolm Pirnie, Inc., July 1976.
11-21
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Additional man-made environmental factors which are
less critical to an impact analysis are summarized. These
factors are other major projects and archeological and
historical sites.
2.2.1 Demographic Characteristics
This section discusses three demographic character-
istics of the planning area:
Population
Employment
Income.
These characteristics were selected for discussion and
analysis for three reasons. First, they provide a base-
line for the demographic projections. Second, these
characteristics shape the level and type of demand for
development. Third, they are socioeconomic character-
istics which developers are likely to consider in arriving
at development decisions.
(1) Population Profile
The population profile identifies past population
trends of the overall planning area as well as the
present population of both the planning area and the
proposed interceptor areas. It develops the baseline
data for evaluating the population projections and for
estimating the relative development attractiveness of
various communities within the planning area.
Regional Context - This section presents
trends in Franklin County. Table II-5
compares population trends in the Franklin
County/Columbus area with those in the
Columbus SMSA, the State of Ohio, and the
U.S. A presentation of this perspective is
important because the present relationship
among growth rates of various jurisdictions
provides one means for estimating and
evaluating future growth trends.
11-22
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TABLE I1-5
Population Trends 1950-1970
Comparison of U.S., Columbus SMSA,
Franklin County and City of Columbus
United States
(in 1000 -s)
Ohio
Columbus SMSA
-minus
Franklin County
Franklin County
Columbus
1950
150,697
7,946,627
637,470
134,060
503,410
375,901
1960
179,323
9,706,397
845,290
162,328
682,962
471,316
1970
203,213
10,652,017
1,017,847
184,598
833,249
539,667
Percent
Change
1950-60
18.9
22.1
32.6
21.0
35.7
25.4
Percent
Change
1960-70
13.3
9.8
20.4
13.7
22.0
14.5
Source: Overall Economic Development Plan, Department of Development,
City of Columbus, October 1976
All jurisdictions grew faster between 1950-
60 than during the 1960-70 decade. The two
principal trends in the planning area dur-
ing 1950-60 were that:
Growth rates in Ohio, Franklin County,
and Columbus all exceeded the national
growth rate
While Franklin County increased its
share of the state of Ohio population,
the City of Columbus decreased its
share of the Franklin County population,
These trends reflected an in-migration to
Ohio but within Franklin County the begin-
ning of a redistribution of population to
suburban areas.
11-23
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Between 1960 and 1970, the following growth
patterns occurred:
The state of Ohio growth rate fell
below that of the national rate
However, the growth rates of both
Franklin County and the City of Columbus
continued to exceed the national rate.
Franklin County continued to increase
its share of the state population
while Columbus continued to decrease
its share of the county population.
These growth patterns reflected a shift in
the U.S. population from the northern urban
areas to the southern sunbelt, and a con-
tinuation of the redistribution of Franklin
County population from Columbus to suburban
areas. Tables II-6 and II-7 document this
shift in the county's population. Table
II-6 shows that suburban areas of the
county grew faster than Columbus, and Table
II-7 shows the decline in Columbus' share
of the county population.
TABLE I1-6
Population Trends in Columbus and Suburbs
1950-1970
Franklin County
Columbus (City)
Bexley
Gahanna
Grandview Heights
Grove City
Hilliard
Reynoldsburg
Upper Arlington
Westerville
Whitehall
Worthing ton
1950
503,410
375,901
12,378
596
7,659
2,339
610
724
9,024
4,112
4,877
2,141
1960
682,962
471,316
14,319
2,717
8,270
8,107
5,633
7,793
28,486
7,011
20,818
9,239
1970
833,249
539,667
14,888
12,400
8,460
13,911
8,369
13,921
38,360
12,530
25,263
15,326
% Change
1960-1970
22.0
14.5
3.9
356.4
2.3
71.5
46.6
78.6
34.6
78.7
21.4
65.9
Source: Overall Economic Development Plan, Department of
Development, City of Columbus, October 1976
11-24
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TABLE II-7
Columbus Share of Franklin County
Population 1950-1970
Franklin County
Population
Columbus
Population
Columbus Percent
of Franklin County
Population
1950
503,410
375,901
74.7
1960
682,962
471,316
69.0
1970
833,249
539,667
64.7
Source: Overall Economic Development Plan, Department of
Development, City of Columbus, October 1976
Table II-8 shows the recent trends for
1970-1975 within the Columbus SMSA. During
this period, the other four counties in the
SMSA have grown at faster rates than
Franklin County. The Mid-Ohio Regional
Planning Commission has attributed this
reduced growth rate to declining family size
and fertility rates, shifts in the U.S.
population, and a net out-migration. The
out-migration has been facilitated by the
construction of 1-270, 1-70, and 1-71 which
permits people to live in adjacent counties
and work in Franklin County.
11-25
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TABLE II-8
Population Trends in Columbus SMSA 1970-1975
County
Delaware
Fairfield
Franklin
Madison
Pickaway
TOTAL SMSA
1970
42,908
73,301
833,249
28,318
40,071
1,017,847
1975
50,800
84,900
866,100
31,400
43,800
1,077,000
Percent
Change
18.4
15.8
3.9
10.8
9.4
5.8
Net
Migration
6,200
8,800
-8,700
1.700
1,800
9,900
Percent
14.5
12.1
-1.0
5.9
4.6
1.0
Source: Overall Economic Development Plan, Department of
Development, City of Columbus, October 1976
Proposed Interceptor Service Area
Population - Table II-9 presents the 1975
population estimates for the five proposed
interceptor service areas: Big Run, Scioto
West, Big Walnut, Rocky Fork, Blacklick.
These population figures will serve as a
baseline for estimating the growth which
would be likely to occur without the con-
struction of the interceptors and the
growth which is anticipated if the inter-
ceptors are built.
11-26
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TABLE II-9
1975 Population Estimates for
Proposed Interceptor Service Areas
Service Area
Big Run
Scioto West
Big Walnut
Rocky Fork
Blacklick
1975
Population
1,500
13,500
6,000
4,300
27,700
Source: Based on Mid-Ohio Regional Planning Commission Year 21000
Population Estimates
(2) Employment
A discussion of employment trends in the planning
area provides a basis for evaluating the extent to
which present and projected employment opportunities
are sufficient to support the present population and
anticipated growth. Tables 11-10, 11-11, and 11-12
show that the occupational characteristics of the
Columbus/Franklin County area reflect its position as a
state government and regional services center. Table
11-10, for example, shows that between 1971 and 1976
Franklin County maintained a constant share of the
number of people employed in Ohio. Tables 11-11 and
11-12 show that manufacturing, services, and whole-
sale/retail trade have been the three largest employ-
ment sectors for Franklin County and the City of
Columbus. However, while employment manufacturing
declined 4.7% in the county as a whole between 1950-70,
employment in the services sector rose 7.6%.
11-27
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TABLE 11-10
Franklin County Percentage of
Employment in Ohio 1970-1976
Year
1970
1971
1972
1973
1974
1975
1976
Ohio
Employment
4,143,000
4,142,000
4,273,000
4,416,000
4,479,000
4,296,000
4,361,000
Franklin County
Employment
347,458
359,679
381,461
396,168
417,175
385,747
391,483
Franklin County
Employment
8.3%
8.7%
8.9%
9.0%
9.3%
9.0%
9.0%
TABLE 11-11
Major Employment Sectors in Franklin County
1950, I960, 1970
Employment Sector
Manufacturing
Transportation and Utilities
Wholesale and Retail Trade
Finance, Insurance, and
Real Estate
Services
All Other
TOTAL
Percent of Total Employment
1950
25.5
10.0
22.0
5.2
21.0
16.3
100%
1960
26.7
7.1
19.4
5.3
24.7
16.8
100%
1970
22.7
6.4
21.2
6.8
28.6
14.3
100%
Source: Overall Economic Development Plan, Department of
Development, City of Columbus, October 1976
11-28
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TABLE 11-12
Changes in Employment of the Columbus Work Force
1969-1975
Sector
Public Sectora
Manufacturing
Non-Manufacturing^1
(excluding government)
Wholesale Trade
Finance, Insurance and
Real Estate
Retail Trade
Employment
1969
44,213
103,439
291,546
17,660
24,482
64,209
1975
52,371
92,500
370,900
22,900
31,800
89,900
Percent
Change
18.4
-10.6
27.2
29.1
29.9
40.0
alncludes changes in aggregated employment for the City of Columbus,
State of Ohio in Franklin County, Franklin County, and Ohio State
University for the period 1969-1975. Based on data from Table 111-62
in the Appendix.
Ohio Bureau of Employment Services, Annual Average Nonagricultural
Wage and Salary Employment in the Columbus SMSA, and Monthly Report
on Nonagricultural Wage and Salary Employment for December 1975.
Source: Overall Economic Development Plan, Department of Development,
City of Columbus, October 1976
In the City of Columbus, manufacturing employment
experienced a decline of 10.6% between 1969 and 1975.
However, wholesale and retail trade and the public
sector expanded during that period. Table 11-13 shows
that the occupational characteristics of Columbus reflect
its regional role. The percentage of white collar workers
in the labor force of Columbus and Franklin County is
54.1% and 57.3% respectively, above the State of Ohio
figure of 45.4% and the national figure of 40%.
11-29
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TABLE 11-13
Occupational Characteristics of the Labor Force
Columbus
Franklin County
Ohio Metro.
Total
U.S.A.
Total
Employed
218,683
336,132
3,202,598
4,063,780
47,623,754
White Collar Workers
Skilled
No.
52,731
90,724
711,310
864,599
12,116,322
%
24.1
27.0
22.2
21.3
25.4
Unskilled
No.
65,533
100,677
821,606
981,763
6,946,216
%
30.0
30.3
25.6
24.1
14.6
Blue Collar Workers
Skilled
No.
61,293
91,173
1,121,.254
1,477,327
19,397,898
%
28.0
27.1
35.0
36.4
40.7
Unskilled
No.
39,126
53,558
548,428
740,091
9,163,318
%
17.9
15.9
17.1
18.2
19.2
a White Collar Skilled - Professional, technical, and kindred workers, managers and administrators,
except farm
b White Collar Unskilled - Sales workers, clerical and kindred workers
c Blue Collar Skilled - Craftsmen and kindred workers, operatives, transport equipment operatives
d Blue Collar Unskilled - Laborers, farmers and farm managers, farm laborers and farm foremen, service
workers, private household workers
Source: Overall Economic Development Plan, Department of Development, City of Columbus, October 1976
The employment profile can be summarized as follows:
Franklin County is retaining its share of State-
wide employment
Services, trade, and manufacturing have been
the three largest sectors
The national economic recession significantly
affected the local manufacturing sector
Growth in the services and trade sectors is
indicative of the area's importance as a regional
service and administrative center
Except for a sharp decline in 1975, due to reduced
revenues, public sector employment has continued
to increase steadily.
11-30
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(3) Income
The objective of discussing income levels in the
planning area is to provide information about a demo-
graphic characteristic which may influence both con-
sumer demands for and developers' decisions on develop-
ment type. For example, the income level of residents
in a particular area may influence whether the market
demand is for residential versus commercial development
and in residential development for multi-unit dwellings
or single family homes.
Table 11-14 portrays the relative 1970 median
family incomes for the U.S., Ohio, Franklin County, and
the City of Columbus. It shows that the median national
family income in the state was 7.5% above the median
nation family income. Furthermore, the median family
income in Franklin County is 2.6% above the state
income and 8.0% below the median county income. This
reflects a concentration of higher income, white collar
households in the suburban areas. Figure II-2 portrays
the concentration of low income families in particular
neighborhoods of the city.
TABLE 11-14
Median Family Income for U.S., Ohio,
Franklin County, and Columbus (1970)
Place
U.S.A.
Ohio
Franklin County
Columbus
Median
Income
9,586
10,309
10,579
9,729
Black
6,063
7,763
7,648
7,552
White
9,957
10,521
10,920
10,134
Source: Overall Economic Development Plan, Department of Development,
City of Columbus, October 1976
11-31
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FIGURE II-2
Special Low Income Areas
\**BT i ' ; "'•.•:.'*••.'. •;..•*.. ' i
• Vv * t!--•''•^•- n
I t~O -- • • t- ; •--•:«
VWlAv^T^.
-~- Census frgcf boundary
Major freeways
Columbus corporation limits
.'''''•**''' ^PA Impact Areas
/////// Census Low Income Area
CDA Program Areas
MHt
1
2
3
4
5
6
7
8
/
1
South Linden
Near North
Near South
Near Eos*
Franklinton
ft .,-—4.,-'*- » >
r K
^ «... •
v . rJ •
X ? !
Stelzer - Cassady
University - Cl
North Linden
intonville
-:. T-; J
' tf
Source: Columbus, Ohio, Department of Development, Division
of Planning
-------
2.2.2 Demographic Projections
The objective of this section is to estimate the
population, employment, and income characteristics of the
planning area in the year 2000. These three factors are
important in shaping both the market demand and the deci-
sions of developers. The projections presented here will
contribute to the comparison in the secondary impact analy-
sis chapter of the degree of growth likely to occur in the
absence of the new facilities versus that likely to occur
with the availability of the proposed facilities. To the
extent that data is available for evaluation, the analysis
will cover both the region in general and the five proposed
interceptor service areas in particular.
It is important to realize that projecting population
for a specific geographic area involves a variety of factors.
The margin for error is large given the potential fluc-
tuations in economic conditions and changes in life; style.
The margin increases for each succeeding data included
within the span of the projections. Similar difficulties
arise in projecting employment and income and in assessing
whether employment opportunities are sufficient to support
the estimated population.
(1) Population Profile
This section discusses estimated future population
growth trends in the planning area. Five sets of popu-
lation projections currently exist for the mid-Ohio
region for the year 2000. These include (in thousands):
Battelle/Health Department (1977) 881.8
Sales & Market Management (1976) 1,007.5
Census 70-75 estimates extended (1977) 1,040.8
MORPC 70-75 estimates extended (1977) 1,217.9
Cols. Area Chamber of Commerce (1977) 1,286.1
(average - 1,086.8)
In recent meetings, State and Federal agency per-
sonnel have attempted to come to some agreement over
one set of projections which could be used county-wide.
This would assure consistent areawide planning. As
this EIS was being written, there was no interagency
agreement on the validity of any of these projections
or on which ones might be used for planning purposes.
In order to assess the reasonableness of these projections
11-32
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and to come to some conclusions on projections to be
used for this project, the EPA has developed 4 sets of
independent projections based on standard projection
methodologies. The results are shown in Table 11-15.
Note that these projections range from approximately
995,000 to 1.11 million.1 This range fits within that
of the five existing, but unapproved, projections.
Note that the largest of these projections (1.11 mil-
lion) is greater than 3 of the five existing projec-
tions and is also larger than the average of the five.
Thus, selection of this figure would give a reasonable
population estimate for the year 2000 (i.e. , avoiding
both high and low extremes), yet one that is optimistic
in its growth predictions. For the above reasons, this
report will use the 1,110,251 figure in its analysis of
the sizing of interceptors and treatment plant design.
Regional Context - A discussion of trends in the
State of Ohio and Franklin County provides a
context for the subsequent discussion of popula-
tion trends in the proposed interceptor service
areas. Development of this perspective is neces-
sary for the secondary impact analysis which must
assess the relative attractiveness of the region's
sub-areas.
QBERS projections for the State of Ohio show con-
tinued growth through 2020. However, according to
Table 11-16 the rate of growth will decline gradu-
ally from 9.0% between 1970-80, to 8.0% between
1980 and 1990 to 6.0% between 1990 and 2000.
Between 1970 and 1974, the county experienced an
average annual growth rate of 1.3%. The projected
1985 county population of 963,336 represents a
11.2% increase over the 1975 population or a 1.0%
annual increase. By 2000 the county population is
expected to increase 15.4% above the 1985 figure,
or an average annual increase of .96%.
Proposed Interceptor Service Area Populations -
Table 11-17 displays the estimated population
changes in the proposed interceptor service areas
between 1975 and 2000. The figures presented in
this table will'form the baseline in the secondary
impacts chapter for an evaluation of the relative
degree of growth to be expected with or without
the proposed facilities.
For the year 2000.
11-33
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TABLE 11-15
Franklin County
Population Projections
1970-2000
^T^
I.
P-25
Extrapolation
2.
P-25
County Share
3.
P-26
Extrapolation
4.
P-26
County Share
1970
833,249
833,249
7.818%a
833,249
833,249
7.818%a
1975
858,239
858,239
7.995%a
866,100
866,100
8.050%a
1980
883,978
892,230
8.171%b
900,246
904,342
8.282%b
1985
910,490
944,516
8.347%b
935,739
963,336
8.513%b
1990
937,796
994,782
8.523%b
972,630
1,020,666
8.745%b
1995
965,922
N.A.
1,010,976
1,065,000
2000
994,891
1,069,966
8.875%b
1,050,834
1,110,251
9.208%b
a
b
1.
County portion of State - Census estimates
Projected county portion of State - BEA projections
Straight-line extrapolation of the 1970 - 1975 growth rate (3.0%)
and estimates shown by P-25 implies a 1970 to 2000 growth of 19.4%
and a year 2000 projection of 994,891.
Using P-25 as a base to establish 19.70 and 1975 percent share of
the county in State estimates, an increasing percentage sheire was
projected to the year 2000. The Franklin County proportion (8.87%)
of the EEA year 2000 projection would lead to a projection of
1,069,966. This reflects an increased growth rate over recent
trends and a 1970 to 2000 growth of 28.4%,
A straight line extrapolation of 1970 to 1975 estimates and growth
rate (3.9%) shown by P-26, implies a 1970 to 2000 growth of 26.1%
and a year 2000 projection of 1,050,834.
Using P-26 as a base to obtain county share of 1970 to 1975 esti-
mates for the State population, a year 2000 percentage share of
the State population was projected at 9.21%. This proportion of
the BEA year 2000 projection results in 1,110,251. This shows an
increased growth rate over recent trends and a 33.2% growth from 1970
to 2000.
11-34
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TABLE 11-16
OBERS Population Projections
for Ohio 1970-2020
Year
Population, Midyear
1970
1980
1990
2000
2020
10,688,000
11,650,600
12,609,400
13,382,200
14,767,000
Source: OBERS Projections, Regional Economic
Activity in the U.S., series E Popula-
tion, Volume 4: States, U.S. Water
Resources Council, Washington, D.C.
TABLE 11-17
Population Projections 1975 - 2000
for Proposed Interceptor Service Areas1
Interceptor
Service
Area
Big Walnut
Rock Fork
Blacklick
Big Run
Scioto West
Acres
24,300
11,400
32,700
12,900
24,300
1975
Pop.
6,000
4,300
27,700
1,500
13,500
1985
14,100
9, 118
30,362
4,606
31,866
% Increase
1975 - 1985
135%
112%
10%
207%
136%
2000
21,296
17,776
41,800
10,384
42,680
% Increase
1985 - 2000
51%
95%
38%
125%
34%
% Increase
1975 - 2000
255%
313%
51%
592%
216%
These estimates are based in part on MORPC's disaggregated traffic
zone/district projections for 1985 and 2000.
11-35
-------
The table indicates that all areas will experience
significant growth during the approximate 25
year period. Big Run, which presently is sparsely
populated, is expected to experience the largest
percentage increase. The smallest percentage
increase is anticipated in the Blacklick Inter-
ceptor Area which serves Reynoldsburg. This area
already has considerable population and has pro-
posed connecting to the City of Columbus facilities
in order to shutdown the outdated Reynoldsburg
wastewater treatment plant.
The projections displayed in the table are based
on the most recent traffic zone figures available
from MORPC. MORPC assigned population to each
zone on the basis of assumptions regarding avail-
ability of transportation, sewer, and government
services.
(2) Employment
A discussion of employment projections is pre-
sented because the availability of employment oppor-
tunities is a key factor in determining the amount of
population growth which an area can support. Employ-
ment projections for both the state of Ohio aind Frank-
lin County are favorable, and the number of job openings
is likely to be sufficient to support the modest rate
of growth anticipated.
Total employment in the state is expected to in-
crease 13% or 546,000 jobs to 4,964,000. In addition,
replacement needs are expected to total 1,558,400
bringing the total statewide job openings to 2,135,000
during the 1970's. Declines are expected to occur
primarily in farm employment and crafts; while growth
is expected in professional and technical occupations,
managerial positions, sales, clerical and service
openings.
In Franklin County, the trends exhibited during
the 1970's are expected to continue into the 1980's.
For example, although manufacturing will continue to
have an important role in the regional economy, par-
ticularly due to its increasing output, employment in
this sector will remain stable or experience slight
declines. On the other hand, both the services and
public sector will expand. The Chamber of Commerce
anticipates over a 40% increase in public employment
between 1974 and 1985.
11-36
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(3) Income
An analysis of future earnings trends provides a
basis for assessing the likely market demands and
decisions of developers. For example, the income of
residents may influence whether developers concentrate
on multi-unit or single-family dwellings.
Earnings trends exhibited during the 1970's should
continue during the 1980's with some improvement as
general economic conditions improve. In the manu-
facturing sector, continued high wage levels are ex-
pected. In the wholesale/retail trade sector, average
weekly earnings have increased since 1972, although
inflation has resulted in a decline in real earnings.
Future changes in real earnings, therefore, are largely
dependent on the rate of inflation in relation to wage
increases. Similarly, total earnings in the services
sector have increased steadily although real earnings
have increased only slightly.
2.2.3 Current Economic Characteristics
The objective of this section is to describe the major
sectors of the planning area's economy and to lay a founda-
tion for an assessment of the ability of the economy to
support different degrees of population growth. The eco-
nomic health of a region contributes to its attractiveness
relative to other regions.
(1) Principal Trends
During the past two decades, the Franklin County/
Columbus region has exhibited two different economic
patterns. First, during the 1960's and early 1970's
its continued growth was a sharp contrast to the slow
growth or actual population loss of several other
Midwestern cities. The Columbus area avoided this
decline primarily because of its position as a regional
center and because the service sector expansion which
kept the city's unemployment rate below that for the
state and the nation (Table 11-18).
However, in the mid-1970's, the Columbus/Franklin
County economy exhibited an increased vulnerability to
the vacilations of the national economy. As the
recession deepened, the area's manufacturing sector
11-37
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TABLE 11-18
Unemployment Rates, U.S., Ohio, and Franklin County
1965-1976
Year
1965
1967
1969
1971
1972
1973
1974
1975 Average
March
December
1976 (March)
U.S.a
4.5
3.8
3.5
5.9
5.6
4.9
5.6
8.5
8.5
8.3
7.6 (Feb.)
Ohiob
3.6
3.2
2.8
5.2
4.3
4.3
4.8
9.1
9.4
7.8
8.2
Franklin Countyb
2.7
2.4
2.2
3.4
3.0
2.9
3.7
7.3
7.3
6.2
7.3
aEconomic Indicators, Council of Economic Advisers, Washington, D.C.,
January, 1973; January, 1976; March, 1976.
k"Labor Force Estimates in Ohio, By County", Labor Market Information,
Ohio Bureau of Employment Services, Columbus, Ohio, for respective
years 1965-1976 (March).
Source: Overall Economic Development Plan, Department of Development,
City of Columbus, October 1976
11-38
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declined significantly. As out-migration from the
Midwest continues, the regional demand for goods and
services may decline. Therefore, the health of the
Franklin County economy will depend on its ability to
shift from functioning as a regional economic center to
a national one.
(2) Major Economic Sectors
The present strength of the Columbus economy
reflects its diversified services sector supplemented
by manufacturing, retail/wholesale trade, financial and
real estate activities, and government. Agriculture is
neither a major source of employment nor a major source
of output.
Manufacturing - The Columbus manufacturing sector
focuses on durable goods. Several areas of
manufacturing experienced moderate growth until
1975, reflecting population growth and the area's
attractiveness as a distribution center. Other
sectors, however, such as fabricated metal pro-
ducts and machinery have declined as mechanization
increases.
Wholesale Trade—Table 11-19 shows the changes
which occurred in the wholesale trade sector
between 1958 and 1972. This sector has expanded
rapidly, largely as a result of Columbus' central
location and excellent transportation network. In
addition the large amount of land available
provides the space required for the handling and
storage of durable goods.
TABLE 11-19
Wholesale Trade Changes in Number of Establishments,
Total Sales, Employment, Franklin County and Columbus 1958-72
Year
1958
1963
1967
1972
Franklin County
No. of
Estab.
969
1,068
1,126
1,422
%
Change
—
10.2
5.4
26.3
No.
Empl.
13,275
14,958
17,779
20,627
%
Change
--
12,7
18.8
16.0
Sales
(in 1,000s)
1,095,153
1,430,717
2,044,568
3,011,770
%
Change
--
30.6
42.9
47.3
Columbus
No. of
Estab.
835
888
873
980
%
Change
—
—
--
--
No.
Empl.
11,533
12,675
14,097
15,177
%
Change
--
9.9
11.2
7.7
Sales
(in 1,000s)
886,130
1,140,169
1,465,594
1,945,003
%
Change
—
28. 7
28.5
32.7
Source: Overall Economic Development Plan, Department of Development, City of Columbus, October 1976
11-39
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Retail Trade—Table 11-20 shows that between 1967
and 1972, the number of retail establishments,
employment in the retail sector and total retail
sales had increased. During this period, spatial
redistribution of the retail trade sector occurred.
The number of retail establishments within the
city has declined with the emergence of regional
shopping malls which serve the increasingly de-
centralized population. The principal malls are
Eastland, Westland, Northland, and Sawmill.
TABLE 11-20
Retail Trade Changes in Number of Establishments
Total Sales, Employment Franklin County and Columbus, 1958-72
Year
1958
1963
1967
1972
Franklin County
No. of
Estab.
5,373
5,227
5,496
6,620
%
Change
—
-2.7
5.1
20.4
No.
Empl.
36,314
39,043
43,242
57,606
%
Change
__
7.5
10.7
33.2
Sales
(in 1,000s)
852,653
1,074,802
1,406,170
2,218,312
%
Change
—
26.0
30.8
57.8
Columbus
No. of
Estab.
4,500
3,836
3,832
4,403
%
Change
—
—
—
—
No.
Empl.
31,683
29,490
31,534
47,017
%
Change
—
-6.9
6.9
49.0
Sales
(in 1,000s)
734,214
790,375
1,003,177
1,539,564
%
Change
—
7.6
26.9
53.5
Source: Overall Economic Development Plan, Department of Development, City of Columbus, October 1976
Financial Services—Columbus has become a financial
center served by several major bank holding com-
panies, smaller banks, and insurance companies. The
Bank Ohio Corporation, the First Bank Group of
Ohio and Huntington Bankshares which together have
assets exceeding $6 billion dollars are the major
banks. Columbus also is becoming a major in-
surance center. Recently, Nationwide Insurance
Company built its national headquarters in Columbus,
Selected Services—Between 1967 and 1972 the
selected services sector, which includes hotels,
personal services, repair services, and recrea-
tion, increased markedly. It provided 12,000 new
jobs and doubled its receipts. Within the Columbus
SMSA., services are concentrated in Franklin
County. Within the county, the City of Columbus'
share of the services sector is declining.
Agriculture and Mining—These two sectors of the
regional economy continued to decline in impor-
tance. Although Ohio continues to be an agri-
cultural state, the percent of land and share of
11-40
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the work force devoted to farming has decreased
both statewide and in Franklin County. Between
1954 and 1970 agricultural land decreased from 50
percent of the total county land to 35 percent.
However, both the average value of farms and the
value of total agricultural output has been rising.
Major crops are soybeans, corn, wheat, and hay.
2.2.4 Projected Economic Characteristics
This section discusses the projected trends of the
regional economy and the principal constraints upon in-
centives for economic development.
(1) Projected Trends
Both the growth and spatial redistribution trends
of the 1970's are likely to continue in the foreseeable
future. Manufacturing is likely to remain stable or
decrease slightly. The trade sector will increase its
number of establishments, employment, and output.
Agriculture will continue to decline in importance.
Most of the economic expansion will occur in the
Franklin County portion outside the City of Columbus.
However, plans to revitalize the downtown area may
reduce the decentralization trend of the 1960's and
1970's.
(2) Incentives and Constraints
This discussion shows that the Columbus/Franklin
County area has several advantages which are conducive
to simulating the area's economic recovery. The major
ones are;
Central location from both a regional and
national perspective
Excellent surface transportation facilities
Available land for commercial development.
These three factors combine to make the region attrac-
tive for trade, storage and distribution, finance, and
services.
11-41
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The region faces the following three constraints:
Inadequacy of water supply
Linkage of regional economy
Vulnerability to vacillations in national
economy.
The first one appears to be the most difficult to
overcome because it is a physical one. The second two
constraints could be somewhat alleviated with a de-
creased emphasis on manufacturing and public sector
employment and continued development of services,
storage and distribution, finance and banking, and
trade.
Water supply availability potentially poses a
constraint on the type of economic development in
Franklin County. Section 2.2.7 which discusses the
county's water sources in detail notes that sufficient
water is available at least through the year 2000.
This estimate, however, takes into consideration the
development of deep water wells and the possible
damming of Big Darby Creek.1 Therefore, the siting of
manufacturing units requiring large quantities of water
is constrained. Provided the economic growth continues
to be focused on the trade and service sectors, water
supply problems may not develop.
The potential constraint posed by the area's
linkage to the state and Midwestern economies results
from two factors. First, as the state capital, the
city of Columbus is dependent on state government
employment and expenditures. In 1974, for example, the
State of Ohio and Ohio State University were the two
largest sources of employment. The downswing in
economic conditions during 1974-1975 was a contributing
factor to reduced state revenues and in turn reduced
Big Darby Creek is the only remaining free flowing creek in Central
Ohio. Construction of a Dam on Big Darby would have an adverse
effect on the natural aquatic life of the stream, which due to its
high water quality supports an unusually large variety of fish. One
species, the Scioto madtom, a small catfish, is found only in Big
Darby Creek. It has been designated an endangered species by the
Ohio Department of National Resources and the U.S. Department of
Interior.
11-42
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expenditures and employment. Although the opportu-
nities for public sector employment are expected to
increase with the improvement of economic conditions,
continued dependence on that sector poses a potential
constraint. In addition, economic expansion may be
constrained by the net out-migration of people from the
Mid-west. The resulting reduction in demand for goods
and services could curb economic growth.
A third potential constraint is the nature of the
linkage between the Franklin County/Columbus economy
and the national economy. In general, the linkage has
occurred with respect to the manufacturing sector of
the economy. As the 10% decline in manufacturing
employment during the recent recession illustrates,
that sector is particularly susceptible to overall
economic conditions. While an increased emphasis on
providing national rather than just regional financial
and storage/distribution services would relieve the
economy's vulnerability to regional trends, it would
reinforce dependence on national trends. However, the
nature of that dependence would change.
2.2.5 Existing Land Use Controls and Patterns
The utilization of land is affected by market demands,
local land use policies and controls, and natural environ-
mental constraints. This section describes existing land
uses as well as the policies and regulations which have
shaped and will continue to shape those uses. It provides
a baseline for estimating future land uses with or without
the proposed interceptor facilities.
(1) Land Use Planning
Comprehensive land use planning efforts are under-
taken by the Mid-Ohio Regional Planning Commission
(MORPC) which conducts planning for 21 townships adja-
cent to Franklin County as well as for the county.
MORPC has been responsible for projecting population
and land use, for developing transportation plans, and
participating in 701 and 208 planning.1 However, like
most regional planning agencies, MORPC has no enforce-
ment powers.
1 MORPC is supposed to have a contract with the State of Ohio to do
208 planning for Ohio's "non-designated" areas.
11-43
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Planning for the City of Columbus occurs within
the Planning Division of the city's Department of
Development. This division published a Developmental
Policies document in 19731 which specified some of the
city's previously unstated land use policies. The
major ones are:
Annexation
Extension of utilities including water supply
and sewers
Transportation planning
(2) Land Use Controls
At the present time, there is no mechanism in the
Franklin County/Columbus region for comprehensive land
use planning and growth management. Land use planning
and control occurs at three levels:
Incorporated area (city, town, village)
Township
County.
Within Franklin County, all of the cities, including
the City of Columbus, and most of the major villages,
have enacted zoning codes. Of the 17 townships, 3 have
adopted such codes. They are Jefferson, Washington,
and Plains Townships. The remaining unincorporated
area is subject to the Franklin County Zoning Resolu-
tion. The major principles of the city and county
zoning codes are summarized below.
Columbus Zoning Code—The complex zoning code is
administered by the Division of Zoning. Its
principal objectives are to regulate the location
of buildings, the amount of open space, the
heights of structures, and to provide for minimum
off-street parking in all districts.
However, the city does not have pre-zoning.
Essentially, this means that when the zoning code
was enacted, all tracts were zoned according to
existing uses. Undeveloped land was placed in a
holding category. Land in the holding category is
zoned at such time as an application is made for a
specific use.
1 Development Policies Statement, Department of Development, City
of Columbus, December 1973.
11-44
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The Columbus zoning code is extended to annexed
areas in the following manner. Land owners have
30 days after annexation in which to apply for
zoning according to existing or new uses. Land
for which no application is made goes into the
holding category.
As of January 1976 many zoning functions were
transferred to the planning division of the De-
partment of Development (DOD). The Code Enforce-
ment Division of the Department is responsible for
zoning enforcement. The result of this transfer
was to concentrate all planning services of the
Department in one division.
The zoning services section of the Planning
Division reviews all plans submitted to the
Building Regulation Division. Except for one and
two family residences, all construction must
receive permits to insure its compliance with
minimum zoning code requirements. The zoning
staff reviews requested changes to the official
zoning map and makes recommendations to the
Development Commission and City Council. It
reviews all proposed subdivisions, lot splits,1
utility and street improvement plans.
The Board of Zoning Adjustment receives all
variance applications. The variance may be granted
if certain characteristics of the land prevent the
owner from using his land reasonably for some
other purpose. The zoning staff advises the Board
of Zoning Adjustment.
Columbus has encouraged the Planned Unit Develop-
ment District (PUD) in order to facilitate flexi-
bility in land and site design. Each PUD District
is analyzed by the Planning Division prior to
submittal to the City Council for approval.
Franklin County Zoning—Franklin County does not
have a comprehensive land use plan to provide a
context for zoning decisions.2 In the mid to late
1960's comprehensive development plans were
1 Lots may be split without going through subdivision proceedings.
2 MORPC is preparing a year 2000 Land Use Plan for the County and
adjacent townships.
11-45
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prepared for Franklin County. These plans how-
ever, showed concentrations of development types
rather than site specific plans. County zoning,
which applies to all unincorporated areas not
subject to township zoning, was enacted in 1948.
At that time, existing land uses were identified
and the county zoned according to those uses. In
1966, the zoning code was changed so that land not
already zoned residential was automatically zoned
rural/agricultural. A developer then had to go
through a rezoning process in order to file sub-
division plans. This involves hearings he;ld by
both the Regional Planning Commission and the
Rural Zoning Commission. The final decisions rest
with the County Commissioners.
(3) Existing Land Use
Land use patterns in Franklin County strongly
reflect the growth, development, and land use policies
of the City of Columbus. The general patterns are as
follows. The city center is characterized primarily by
commercial development and public and quasi-public
areas. Development outward from the center follows the
major throughfares to the east, north, northeast, and
southeast. Retail facilities are concentrated along
these throughfares. Manufacturing and storage activ-
ities within the city are concentrated on the eastern
side of the city along 5th Avenue, Route 62, and in the
airport vicinity. Additional storage and distribution
facilities are interspersed at various locations around
the Outer Belt. The Anheuser-Busch Brewery, a major
water user, occupies 155 acres in the northern part of
the city near Worthington.
Development to the south and west of the city
limits has been slow. In the south, except for Grove
City on the southwest, odor emissions from the rend-
ering and treatment plants, poor soils, and geological
conditions have constrained development. To the West,
just south of Hilliard in the proposed Big Run Inter-
ceptor Service Area, drainage.and soil problems to-
gether with the absence of public utilities has re-
sulted in slow development. A proposed General Land
Use Plan (1973)l identified the area as an agricultural
one not recommended for urban development.
1Land Use Study, Columbus Department of Development December, 1973.
11-46
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The completion of the Outer Belt (1-270) has
opene'd up new areas for development. In general, this
new development is characterized by spatial decentral-
ization. The specific trends are discussed in 2.2.6,
Projected Land Uses, and in the Secondary Impacts
Analysis chapter.
Residential Patterns—Residential development is
scattered throughout the planning area. It is
characterized primarily by single or two family
homes. Apartment developments, many of which are
garden apartments, are concentrated outside the
city limits in proximity to the outer beltway.
Residential land increased from 14.58 percent to
21.95 percent of land usage between 1954 and 1970.
Demand for single family homes is strong, since
dwellings in this category did not increase as
rapidly as did apartment dwellings during the
early 1970's.
Commercial and Industrial Patterns—Figures II-3
and II-4 show the changes in industrial, commer-
cial, and commercial-office acreage between 1954
and 1970 for both the downtown and fringe areas.
According to the figures, commercial and industrial
development is occurring more rapidly in the
fringe area than in downtown. However, this trend
does not reflect the recent expansion of downtown
office space which is discussed in section 2.2.6,
projected land uses.
Agricultural Land—The Council on Environmental
Quality (CEQ) has" encouraged that evaluations of
proposed projects include consideration of the
need to preserve prime and unique agricultural
lands. In order to provide a basis for evaluating
the extent to which development induced by the
proposed interceptor alternatives will affect
productive farmlands, this section summarizes past
and recent trends in agricultural land use.
In 1970, according to the Environmental Assessment,
Franklin County had approximately 165,000 acres or
47% of its land devoted to agriculture.1 The
Department of Development, City of Columbus,
arrived at a somewhat lower estimate of total
1 Environmental Assessment, Columbus Metropolitan Area Facilities
Plan, Malcolm Pirnie Inc., July 1976, p. 128.
11-47
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FIGURE II-3
Downtown Acreage Changes for
Industrial, Commercial and Commercial Office
1954, 1964, 1970
150
140
1 I
-t—t-
H
130
——
—..
120
110
100
90
80
70
60
50
40
30
20
1954
1964
1970
Industrial
Commercial
cial-Office
Source: Columbus, Ohio, Department of Development, Division of Planning
-------
FIGURE II-4
Fringe Acreage Changes for
Industrial, Commercial and Commercial Office
1954, 1964, 1970
1500
1400
1300
'200
1000
'00
1954
1964
1970
Industrial
Commercial
................. Commercial -Office
Source: Columbus, Ohio, Department of Development, Division of Planning
-------
agricultural land in the county. Its 1973 land
use study concluded that between 1954 and 1970
agricultural holdings decreased from over 50% of
all land in Franklin County to about 35% of all
land. In addition, the City of Columbus reported
that between 1964-1969 there was an 11% decline in
the number of farm operators, a 4.6% decrease in
farmland, a 3.9% increase in average farm size and
a 36.0% increase in the average value of a farm.
During this period, the total value of agricultural
products increased 16.5%.^ These trends parallel
those statewide.
2.2.6 Projected Land Uses
This section identifies the general trend in projected
land uses and the principal factors influencing the type and
location of development. In identifying these opportunities
and constraints, it lays the foundation for a comparison of
the growth trends likely with the proposed interceptors with
those likely in the absence of those facilities.
(1) Growth Trends
Future land use patterns will depend on market
demand and local land use and development patterns.
This section briefly describes the development pres-
sures. The secondary impact analysis will evaluate in
greater detail the growth and development scenarios
likely to occur with and without the proposed facil-
ities. In addition to the demographic and economic
characteristics already identified as having an impact
on market demand and development decisions, the fol-
lowing factors are important:
Urban redevelopment
The availability of commercial space
Transportation
The availability of sewered, developable land
Availability of community services
2 Overall Economic Development Plan, Department of Development, City
of Columbus, October 1976.
11-48
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The land" use and economic development policies of the
City of Columbus will also continue to influence land
use and growth patterns. The anticipated future
patterns for each type of development are as follows:
Industrial Trends—MORPC estimates that between
1974 and the year 2000, 4655 acres of land will be
required for industrial development. Most of this
development will occur in suburban areas which are
easily accessible. For example, they may be near
the Interstate or Outerbelt. Little development
is expected to occur either in the outer fringe or
the expanded area shown in Figure II-5.
Residential—MORPC's Year 2000 study estimated an
increase of 230,608 dwelling units between 1974
and 2000. These units would be both multi- and
single-family types and would be located in the
urban community, suburban, Franklin County, and
expanded area. Of the multi-family units, high-
rises are expected in the downtown area as part
of the redevelopment there and along major thor-
oughfares. Low-rise apartments, condominiums, and
townhouses are expected to develop at an average
density of 16 units per net acre. Most would be
located in the suburban area. This area also is
expected to accommodate 80% of the anticipated
single-family development. The remaining 20%
would be divided between rural Franklin County and
the expanded area. Density is not expected to
exceed 6 dwelling units per net acre.
Commercial Land Use—Expansion in the government,
trade, and services sectors has stimulated com-
mercial construction. By the end of 1977, approx-
imately 1 million square feet of new commercial
space, primarily devoted to offices, will become
available. Two of the new buildings are the Ohio
National Bank Building and the Nationwide Building.
This new space will supplement space which already
has become available in the past 2-3 years. As a
result, although substantial office space is
not currently vacant, it is likely to be in the
future. This vacancy is likely to occur primarily
in the "B" category space because corporations
located in that older space tend to move to the
new buildings. This oversupply of office space
reflects the fact that corporations such as J. C.
Penny, IBM, Midland Mutual and Borden have built
11-49
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FIGURE II-5
Existing and Planned Industrial
Office Parks in Relation to the Freeway System
r
r
Cify of Columbus
General Locations
Source: Columbus, Ohio, Department of Development, Division of Planning
-------
commercial space which exceeded their own needs.
The influx of new firms will likely be insuf-
ficient to fill the available space. As of the
end of 1976, there was an estimated warehouse
space vacancy of approximately 2 million square
feet.
(2) Interceptor Service Areas
A thorough analysis of the different character-
istics of land uses in the interceptor service area
with and without the proposed action will be presented
in the Secondary Impacts Analysis chapter. This
section describes the current estimates of which areas
within the proposed service areas are expected to
exhibit development pressures. It therefore contri-
butes to an evaluation in the secondary impact analy-
sis of the degree to which the presence or absence of
the interceptors will influence development.
Big Run—This 12,900 acre service area presently
is characterized by low density, agricultural
development. Recent zoning applications indicate
that much of this farm land is being held for
redevelopment at higher densities. This rede-
velopment is expected to be primarily residential,
and the area's population is expected to increase
from 1500 to 11,800, or over 670%, between 1975
and 2000. Such large growth would result in a
change in density from 0.12 people per acre in
1975 to 0.91 people per acre in 2000.
Scioto West—This area located in northwest
Franklin County is slated for rapid residential
growth. Its 24,300 acres includes an attractive
area adjacent to Griggs Reservoir. It includes
the rapidly growing Dublin area and areas adjacent
to Hilliard and Upper Arlington. The anticipated
population increase from 13,500 to 33,800 between
1975 and 2000 would shift the area's density from
0.56 people per acre to 2.0 people per acre.
Blacklick Creek—The service area of the proposed
interceptor covers approximately 32,700 acres and
includes the city of Reynoldsburg and a large
portion of sparsely populated, agricultural and
open land between Reynoldsburg and New Albany.
The area is expected to experience modest growth
of a mostly residential character. It is likely
to shift in density from 0.85 people per acre in
1975 to 1.45 people per acre in 2000.
11-50
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Rocky Fork—This 11,400 acre area is expected to
experience a population growth of over 370% in 25
years and a density change from 0.38 people per
acre in 1975 to 1.77 people per acre in 2000. The
area includes both New Albany and part of Gahanna.
With the completion of 1-270, the accessibility
and attractiveness of these areas has increased.
Big Walnut—The 24,300 acres of this interceptor
service area borders both sides of Hoover Res-
ervoir and includes portions of Delaware and
Licking Counties as well as Franklin County. It
is expected to increase its population from 6000
in 1975 to 24,200 in 2000. This 300% increase
will result in a change in density from 0.25
people per acre in 1975 to 1.0 person per acre in
2000. Although in no case does the anticipated
change in density result in more than 2.0 people
per acre, even this modest increase in density is
likely to change the character of these areas. In
general, these areas will evolve from sparsely
populated, agricultural ones to low density,
subdivisions. These changes are discussed in
greater detail in the secondary impact analysis.
(3) Opportunities and Constraints
Factors which may influence the type and location
of development are identified and summarized in this
section. They are discussed in greater detail in the
secondary impacts chapter.
Urban Redevelopment Plans—There is an increasing
tendency for companies to relocate to the suburban
area. Table 11-21 shows that this trend reflects,
in part the lower rental rates of new office space
in the beltway vicinity. In addition, building
costs are higher downtown than in suburban areas,
primarily because of stringent building codes and
permit requirements. The decentralization trend
is evident from the decreasing number of downtown
retail stores and the growth of regional shopping
malls such as Northland, Eastland, and Westland,
and Sawmill. However, downtown redevelopment
activities may reverse or slow this trend. Plans
for revitalization of the downtown include the
establishment of new retail areas and construction
of convention, hotel and other facilities. The
secondary impact analysis will assess the degree
11-51
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to which development activities planned for the
suburban areas will compete with resources re-
quired to implement urban redevelopment plans.
TABLE 11-21
Rental Rates of Office Space
Type of Space
First Class or Class "A"
Urban
Second Class or
Class "B" Urban
Third Class Urban/
First Class Suburban
Rates/sq. ft.
$ 9-10
$ 7-8
$ 5-7
Source: Interview with Columbus Area Developer
Availability of Commercial Space—The high vacancy
rate in warehouse space and potential oversupply
of office space by the end of 1977 may result in a
temporary respite in construction of this type.
However, the vacancy in Class "B" or Class "C"
urban office space may provide a continuing stimu-
lus to plans to redevelop the central business
district. Some of this space may be either re-
placed, or renovated and integrated into the new
convention, hotel, and retail developments.
Transportation—-The excellent transportation
facilities in the Columbus area attract develop-
ment. Interstate highways 70, 71, 270 and 670
facilitate the movement of people and goods
throughout the area. These highways together with
the upgrading of Morse Road and Dublin-Granville
Road has encouraged both sprawling commercial and
residential development.
11-52
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The Columbus area also has an extensive mass
transit system which consists of the Central Ohio
Transit Authority (COTA) and fourteen taxi cab com-
panies. In addition, social service agencies provide
transportation for approximately 200,000 elderly and
handicapped people. Since COTA assumed ownership of
the local bus system in January 1974, ridership has
increased between 1974 and 1976 from 12,975,045 to
13,893,949 passengers. It is publicly subsidized
from an 0.8 mill property tax level and Federal and
State funds.
Sewer Capacity/Developable Land—A 1975 MORPC1
study showed that sufficient land within the City
of Columbus is available for growth beyond 1990.
Additional land is available in 20 municipalities
adjacent to Columbus (Table 11-22). The total of
48,281 acres available for residential development
will support a growth of 977,204. In other
words, the City of Columbus has sufficient de-
velopable land to support a growth in population
in the city which exceeds MORPC's estimate of the
growth for the entire county. The availability of
developable land within Columbus is due in part to
the city's annexation efforts during the 1960's
and 1970's.
TABLE 11-22
Land Available for Development in
Columbus and Adjacent Municipalities
Columbus
Adjacent
Munici-
palities
Total
Pop.
539,377
173,720
713,097
Residential
Acres
22,855
12,727
35,582
Persons/
Acre
23.6
13.65
--
Avail.
Acres
31.977
16,304
48,281
Holding
Capacity
754,660
222,544
977,204
Source: Potential Residential Development; Columbus and 20 Adjacent
Municipalities, Mid-Ohio Regional Planning Commission, July
1975
1 Potential Residential Development;
Municipalities, July 1975.
Columbus and 20 Adjacent
11-53
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A second MORPC study shows that excess sewer
capacity still exists within the city. In fact, the
study indicated that in most areas, design capacity
has not been approached. Exceptions noted include the
central business district (CBD), to the north of the
CBD along the 1-71 corridor, across the 1-70 corridor
and in the north and northeastern areas in the vacin-
ity of 1-270.
2.2.7 Community Facilities and Services
The availability, adequacy, and accessibility of com-
munity services will influence the community's development
patterns. In the planning area, community services are
provided by incorporated areas, townships, and the county.
Some jurisdictions have contracts or mutual aid agreements
with each other for the provision of various services.
During 1977, MORPC has been conducting a survey of edu-
cational services and policies and has prepared a report on
fire services.
(1) Water and Sewer Services
The City of Columbus provides sewer and water
services to city residents and by contract to most
suburban municipalities. Figure II-6 identifies
suburban communities with water service contracts. A
key development tool of the city has been to set water
and sewer charges for suburban communities at 130% to
150% of City of Columbus rates. Upon annexation to the
city, these areas have had the rates reduced. A new
user charge system approved by U.S. EPA was instituted
on January 2, 1978, which will eliminate the surcharge
on the Federal portion of the project.
Water Services—Figure II-7 shows the location of
City water treatment plants and reservoirs.
Reservoirs include 0'Shaughnessy and Alum Creek
locate in Delaware County, Hoover located partly
in Delaware County, and Griggs located in north-
western Franklin County. Water from these sources
is treated at the Dublin Road and Morse Road
plants.
Table 11-23 which did appear following this page, has been
deleted.
11-54
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FIGURE II-6
Water Service Area Map
i
City of Columbus
/Suburbs Served By Columbus
'. Additional Area Approved for
Service
15 County Area Served By Columbus
Master Mete red
Source: Columbus, Ohio, Department of Development Division of Planning
Note: This map has been updated since the publication of this statement.
-------
FIGURE II-7
Columbus Water System
6
r
i_
City of Columbus
Existing Water Plant Sites
Dublin Road
Nelson Road
Morse Rood
Proposed Water Plant
4.
5.
6.
Grtggs Dam
Parsons Avenue
7.
8~
#***
O'Shjughnessy Dan'
Alum Cieek Dam
Hoover Dam
Prooosed Upper Dorfcy Dam
___
ce Demarcation area betwe<
the Morse and Dubhr Road Pla
Proposed South Well Field
Source: City of Columbus, Department of Development, Division of
Planning
Note: This map has been updated since the publication of this statement.
-------
The safe yield of water from these sources is
presently 21 mgd on the basis of the 50 year
drought. Construction underway will increase the
supply to 116 mgd, which should be sufficient to
sustain the present rate of growth until the mid
1980's. To meet long-term demands, however, new
sources under consideration include water-well
fields in southern Franklin County and the Upper
Darby Creek which can supply an additional 80 mgd.
Development of these sources will require at least
one new water treatment plant and pumping station
as well as sludge disposal facilities. Analysis
performed by the City of Columbus Division of Water
in cooperation with the Ohio Department of Natural
Resources on the Central Ohio Water Plan (COWP)
has identified a water supply deficiency occurring
approximately by the year 2020. Several sources
are being investigated for possible development to
meet future needs.
Sewer Facilities—The City of Columbus sewer sys-
tem consists of over 2000 miles of storm, sanitary
and combined sewers, delivering between 136 and
155 million gallons of sewerage daily to the South-
erly and Jackson Pike Treatment Plants. Figure
II-8 shows the location of sewer facilities and the
existing service areas. The system is primarily
a gravity system with minimal pumping and conforms
to the downstream flow which runs north - south
through Franklin County. The Olentangy Interceptor
Service Area was developed prior to the Mid-1920"s
and collects combined storm and sanitary flows.
The combined average flow is 114 million gallons
per day (mgd). The nominal capacity is 120-125.
Traditionally, the City of Columbus policy has
been to plan for and to accommodate growth by
providing sewer facilities anywhere politically
and physically feasible in Franklin County. These
policies have contributed to the gradual extension
of sewer lines throughout the county. The Ohio
Environmental Protection Agency (OEPA) has been
discouraging the use of package plants in and
around urban areas. Franklin County also is dis-
couraging package plants since the costs to the
county of operation and maintenance are too high.
11-55
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FIGURE II-8
Sewer Trunk Design vs.
Industrial Park Sites
r
r
L
Existing and Planned Industrial,
Office Parks
Existing Trunk Line
Planned Trunk Line
Sewuge Treatment Plant
Source: Columbus, Ohio, Department of Development Division of Planning
-------
(2) Police Services
Police services are provided by the city of
Columbus, other incorporated areas, townships, and the
county. Within the City of Columbus, there are 15
precincts. Some precincts share substations, resulting
in a proposal in the Capital Improvement Needs Inven-
tory for three new substations. Principal factors
considered in determining boundary lines are demo-
graphic characteristics, crime rates, demands for
services, and geopolitical barriers. MORPC presently
is conducting a survey of police services throughout
the county.
(3) Fire Protection
In February 1977, MORPC completed a report on fire
protection services in Franklin County.1 It describes
and analyzes services available in all townships and
incorporated areas. According to the report, Franklin
County is served by a total of 25 fire departments:
14 township departments
5 city departments
3 village departments
2 Federal facilities
1 unincorporated private department.
The county has only one joint township department.
Seven jurisdictions contract arrangements for fire
services. Coordination of fire services is not the
responsibility of any single organization. Several
groups perform various training, prevention, and
coordination functions.
(4) Hospital Services
Twelve major hospitals serve Columbus and sur-
rounding communities. All are accessible by car and
public transportation. They provide a variety of
services and presently have excess bed capacity because
of the declining birth rate, increasing outpatient
services, and shorter hospital stays.
MORPC, Public Services and Facilities Profile: Fire Protection
Services in Franklin County, February 1977.
11-56
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(5) Education
Franklin County/Columbus has both public and
private school facilities. The 287 public schools have
an enrollment of 178,145 while 55 parochial/private
schools have an enrollment of 15,368. The area has
several business and technical schools as well as
colleges and universities, of which Ohio State is the
largest. Public schopl systems in Franklin County are
in financial difficulty since voters have failed to
approve higher tax levies to meet escalated costs from
inflation. During 1976/1977 the Columbus system has
had to curtail or postpone programs, and Groveport
schools were forced to shut down temporarily. The
financial problems which the school systems face
threaten to decrease the quality of education and, as a
result, the attractiveness of the area for development.
(6) Social Services
A network of private and public agencies, sup-
ported by Federal, State, and local grants as well as
private contributions, provide a consumer affairs
program, manpower counseling and development, child
care, and programs for the elderly. Private and
volunteer services range from information, emergency
and long term shelter assistance, to physical and
mental health therapy, rehabilitation programs, and
educational and social activities.
(7) Other Services
The Columbus/Franklin County area offers several
cultural amenities. Among these are the Coluirbus
Library System which has branches throughout the city
and in Dublin, Hilliaid, Gahanna, Reynoldsburg and
Whitehall. Franklin County and adjacent counties
provide entertainment and recreational facilities such
as nature trails, a zoo, race track, golf courses,
historical sites, hunting and fishing sites.
H-57
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2.2.8. Fiscal Capabilities
The objective of this section is to provide an in-
dication of whether the City of Columbus and other juris-
dictions affected by the proposed facilities have sufficient
fiscal capabilities to:
Construct the facilities
Operate and maintain the facilities
Provide community services for induced population
growth.
It is difficult to make a complete assessment since a single
service area may cross several governmental jurisdictions
each of which has different fiscal capabilities and different
responsibilities for provision of community services. The
construction of the facilities is to be financed by a
combination of Federal and local funds. The USEPA will
provide 75% of the funding. A $98,800,000 bond issue voted
in November 1975 will provide the financing for the City's
portion. In addition, the Industrial Cost Recovery Program
will require large industrial users such as Anheuser-Busch
to contribute to the cost of the facilities. Operation and
maintenance costs will be covered by user's charges for both
industrial and residential customers. The user's fee
schedule has not yet been established.
The City of Columbus receives revenues for the pro-
vision of capital improvements and public services from the
following:
Federal Revenue Sharing
Community Development Block Grants
Grants
Bond Issues
Income Tax
Intangible Tax
Library Levy.
In order to improve its fiscal capabilities, the city
recently has taken the following actions. In 1971, an
increase in the personal income tax rate from 1.0% to 1.5%
was approved. In 1976, passage of a new bond issue and, a
reassessment of all property in Franklin County alleviated
the borrowing constraints the City had faced in 1975.
Approval of a Library levy in June 1976 provided $2,100,000
over the next five years for maintenance and limited ex-
pansion of the Columbus Public Library System. Additional
11-58
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library funds come from a tax levied on stocks and bonds by
the state and distributed by the county. Other jurisdic-
tions in the planning area raise revenues through, bond
issues and a variety of taxes including property"taxes.
2.2.9 Resource Use
This section provides a profile of energy resources in
the Mid-Ohio Region and Franklin County. The profile
identifies present and projected electricity consumption and
natural gas usage by residences and industry.
(1) Natural Gas
Natural gas consumption in Ohio rose at an average
annual rate of 4.2 percent between 1960 and 1972. In
1973, however, the consumption fell below the 1972
rate. The residential and industrial sectors together
account for 80% of Ohio's natural gas consumption.
Table 11-23 compares the share of natural gas con-
sumption by user type statewide in 1960 and 1973.
TABLE 11-23
Share of Total Natural Gas Consumption in
Ohio in 1960 and 1973 by Type of User
User
Residential
Commercial
Industrial
Electric Utilities
Pipeline Fuel
Lease & Plant Fue!
Total
Total Consumption
in 1973 (Millions
of Cubic Feet)
439,212
185,033
447,474
i 16,091
12,798
3,548
1,104,156
Total Consumption
in 1960 (Millions
of Cubic Feet)
361,839
107,915
224,685
2,992
9,098
1,138
698,569
1973
Share
.398
.168
.405
.015
.012
.003
I960
Share
.518
.154
,322
..004
,.013
..002
Source: Overall Economic Development Plan, Department of Development,
City of Columbus, October 1976
11-59
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Columbus SMSA gas consumption patterns corre-
sponded to statewide trends. Between 1962 and 1971
manufacturing increased its gas consumption by over 100
percent. In addition, over 85% of the households in
Mid-Ohio counties utilize natural gas for home heating;
in Franklin County the rate is higher. After 1972,
however, the rate of consumption growth declined.
Natural gas supplies in Central Ohio are limited.
Columbia Gas of Ohio serves the Mid-Ohio region and
purchases most of its gas from the Columbia Gas
Transmission Corporation (CGTC). The supplies ori-
ginate in the South and Southwestern parts of the
country. In 1972, CGTC anticipated natural gas short-
age and instituted a freeze on new loads. Thus, total
gas supplies to Central Ohio peaked in 1972 and de-
clined steadily since then. Table 11-24 shows natural
gas sales between 1970 and 1975.
TABLE 11-24
Natural Gas Sales by Customer Classification,
1970-1975, Columbus Gas of Ohio, Columbus Division
Year
1970
1971
1972
1973
1974
1975
Residential
Mcf Salesa
40,530,548.0
41,810,506.8
42,631,358.1
39,254,624.9
38,594,956.1
37,511,756.0
Percent
of Total
44.8
39.5
38.2
37.2
38.1
43.8
Commercial
Mof Sales
17,649,996.4
18,618,324.7
19,757,179.5
18,646,136.5
17,991,262.3
16,931,640.7
Percent
of Total
19.5
17.6
17.7
17.6
17.7
19.8
Industrial
Mcf Sales
32,347,954.5
45,400,413.8
49,113,336.8
47,652,351.9
44,779,121.6
31,283,085.7
Percent
of Total
35.7
42.9
44.1
45.1
44.2
36.4
Total
Mcf Sales
90,628,498.9
105,829,245.3
111,501,874.4
105,553,113.3
101,365,340.0
85,726,482.4
Percent
Change
—
16.8
5.4
-5.3
-4.0
-15.4
Mcf = Million cubic feet
Source: Overall Economic Development Plan, Department of Development, City of Columbus, October 1976
11-60
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In 1976 the Public Utilities Commission initiated
a Self-Help Program to assist consumers whose service
had been curtailed and new commercial and industrial
consumers who developed their own gas sources. The gas
supplies in Mid-Ohio are confined to very limited
supplies in Licking and Fairfield counties. In the
eastern half of the state reserves are more widespread
but are useful primarily to consumers who indepen-
dently develop those sources rather than to distri-
bution companies.
(2) Electricity
This section compares electricity consumption
trends in the Columbus and Southern Ohio Electric
Company service area with statewide trends. Between
1960 to 1973, electricity consumption in Ohio rose 86
percent, from 57,368 MMKWH to 106,483. Table 11-25
show that during this period, the relative share of
the residential sector has increased while that of the
commercial and industrial sectors has decreased.
TABLE 11-25
Electric Energy Sales Statewide and
by Columbus and Southern Ohio Electric
(Million MWH)
Year
1963
1964
1965
1966
1967
1968
1969
1970
1971
1972
1973
State
Total
64,093
66,064
66,920
68,209
71,557
76,799
81,639
84,476
88,276
96,881
106,483
Columbus and
So. Ohio Total
3,241
3,487
3,789
4,216
4,356
4,865
5,394
5,929
6,311
6,857
7,536
Source: Overall Economic Development Plan, Department of Development,
City of Columbus, October 1976
11-61
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In the area served by the Columbus and Southern
Ohio Electric Company consumption rose 140 percent from
3,241 MMKWH in 1963 to 7,767 MMKWH in 1974. Household
consumption increased 159%; commercial sector con-
sumption increased 224%; and industrial sector con-
sumption increased 89 percent. Between 1963 and 1974
the combined commercial and industrial consumption
rose 143 percent.
The oil embargo in 1973, appears to have in-
creased awareness of the need for conservation.
Electricity sales declined 3 percent in 1974 and
between September 1974 and September 1975 ran 6.4
percent below the comparable period in 1974. In-
dustrial sales currently are running 9 percent below
1973 levels.
The data suggests that there is surplus electri-
city available in Central Ohio. It is estimated that
by 1978 the generating capacity will exceed demand by
37%. Table 11-26 shows the projected 1985 generating
capacity of the Columbus and Southern Ohio Electric
Company.
2.2.10 Historical/Archeological Sites
The Environmental Assessment notes that the study area
contains several historic landmarks. The National Register
of HistoricPlace lists 20 sites, fifteen of which are in
the City. Appendix D lists and describes these places. In
addition, at least seventy-eight sites which may contain
prehistoric relics of archeological significance have also
been identified. The Ohio Historical Society is currently
identifying additional sites.
2.2.11 Other Major Projects
Several other projects are underway or in the planning
stages. The City of Columbus is preparing a major rede-
velopment project of the Central Business District. The
Mid-Ohio Regional Planning Commission is coordinating the
continuation of a 701 Comprehensive Planning Program and is
participating in the study of alternatives for the 1-670
proposed Interstate freeway link between downtown Columbus
and the Outerbelt near Gahanna. In addition, the city has
a responsibility for storm water management. A 208 Central
Scioto Water Quality Management Plan is also under prepara-
tion by the State of Ohio.
11-62
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TABLE 11-26
Capacity in Relation to System Peak Demand for
Columbus and Southern Ohio Electric Co.
(in megawatts)
Year
1963
1964
1965
1966
1967
1968
1969
1970
1971
1972
1973
1974
1975
1976
1977
1978
1979
1980
1981
1982
1983
1984
Capacity
942
942
942
942
990
1,017
1,110
1,079
1,477
1,629
1,957
2,109
2,109
2,480
2,480
2,855
3,081
3,081
3,456
3,456
3,773
4,101
Peak
647
739
807
863
920
1,068
1,144
1,290
1,419
1,560
1,719
1,685
1,749
1,860
1,981
2,120
2,268
2,427
2,597
2,779
2,974
3,182
Ratio of
Capacity to Peak
1.46
1.27
1.17
1.09
1.08
0.95
0.97
0.84
1.04
1.04
1.14
1.25
1.21
1.34
1.25
1.35
1.36
1.27
1.33
1.24
1.27
1.29
Sources: Ten Year Forecast Report to the Ohio Siting Commission,
1975.
Statistical Report for Financial Analysts, 1964-1974,
prepared by Columbus and Southern Ohio Electric Company
11-63
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CHAPTER III
SERVICE AREA AND SEWER SYSTEM ALTERNATIVES
(This Chapter has been substantially
revised in the final EIS. See Appendix
CC in Volume II.)
-------
III. SERVICE AREA AND SEWER SYSTEM ALTERNATIVES
3.1 REGIONALIZATIQN
This Section discusses the possibility of regionali-
zation of various divisions of the planning area. Each
subarea is first defined and described, as are the regiona-
lization alternatives proposed for each in the Facilities
Plan and by subsequent review of the Plan. A final section
examines the cost sensitivity of the chosen plan to various
design philosophies.
3.1.1 Description of Planning Area
Figure III-l shows the planning area and subareas. All
of Franklin County except the extreme southeast and southwest
corners is included, along with areas to the northwest as
far as Sunbury in Delaware County. Also included is a small
area of Delaware County west of the O'Shaughnessy Reservoir
and small portions of Licking, Fairfield, .and Pickaway
Counties.
3.1.2 Existing Service Area
The existing service areas for the two wastewater
treatment facilities serving the City of Columbus are also
shown on Figure III-l. These two plants, Jackson Pike and
Southerly, presently serve the City of Columbus as well as
the communities of Bexley, Worthington, Westerville, White
Hall, Upper Arlington, Marble Cliff, Grandview Heights,
portions of Gahanna, Hilliard, and small unincorporated
areas surrounding the City of Columbus.
A 42-inch gravity sewer designed to service the areas
along the eastern edge of Griggs Reservoir and the upper
Scioto River as well as the Dublin area west of the Reservoir
is presently nearing completion. The latter area will
contribute its flow via a force main across the Reservoir
south of State Route 161. This main will continue to be used
until an interceptor along the western edge of Griggs Re-
servoir is constructed. All intercepted flow will be trans-
ported to the Jackson Pike Plant for treatment.
Also nearing completion is the interconnecting sewer
between the Jackson Pike and Southerly service areas. This
line, which varies from 150 to 156 inches in diameter
throughout the gravity portions of its length, currently
III-l
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LEGEND
Figure H£-l
Planning Area For
Metropolitan Columbus
I. WEST SCIOTO
2. 8IG RUN
3. DARBY CREEK
4. GROVE CITY
5. MINERVA PARK
7. BIG WALNUT CREEK
8. ROCKY FORK
9 BLACKLICK CREEK
10. GROVEPORT
II. RICKENBACKER A.F.B.
6 SUNBURY-GALENA """EXISTING SERVICE AREAS
-------
transports flow from Grove City to the Southerly Plant.
Presently, the City of Columbus has a construction contract
(City Auditors Engineer Contract Reference Number 2032)
which would tie the interconnecting sewer to the Big Run and
Frank Road Interceptors and divert these flows to the Southerly
WWTP. Appendix I to this report proposes that the inter-
connecting sewer be used to transport excessive Jackson Pike
flows (greater than 200 mgd) to Southerly to avoid a 25 to
50 mgd expansion at Jackson Pike and to utilize the full
hydraulic capacity of both treatment plants. In order to
fully tie the two plants together, it is proposed that the
interceptor be extended from the Big Run and Frank Road
connections some two to three thousand feet to connect to
the Jackson Pike influent sewers. The estimated cost for
this extension is $1.2 million.
Approximately 12,000 acres, or 12 percent of the areas
tributary to the wastewater treatment facilities, are served
by combined sewers. Twenty-five hundred acres of this total
contribute flow to Southerly while the remainder are influent
to Jackson Pike. At the present time, there are at least
three major combined overflow points in the Southerly sys-
tem, and 30 major overflows to the Scioto River in the
Jackson Pike system. OEPA reports that there are some 80 -
90 additional overflow points in both systems. Present plans
for the combined system are somewhat undefined, with an on-
going sewer system evaluation survey being conducted and
plans being laid for the separation of some key areas. There-
fore, a detailed analysis and recommendations of and for the
combined areas are inappropriate for this Impact Statement
at this time.
However, in the interest of completeness, a preliminary
analysis and mathematical modeling of the combined sewer
overflows was done to determine if any tentative conclusions
could be drawn. Appendix H presents the inputs and results
of this work. The major conclusions of the Appendix are:
Degradation of Alum Creek is primarily depen-
dent upon the quality of the combined sewer
overflow, indicating treatment may be a viable
alternative.
Degradation of the Scioto River below the
combined overflows is severe even at rela-
tively good quality loadings (BOD^ <10 mg/1)
in conjunction with all quantities of overflow
modeled, indicating the need for improvements-
within the sewer system before attempting to
treat at overflow points.
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3.1.3 Subarea Description
This Section describes and discusses each of the 11
subareas shown in Figure III-l, and considers the feasibi-
lity of the inclusion of each in a regionalized system.
(1) West Scioto
This 24,300 acre unit is located in the north-
western part of Franklin County, and is bordered on the
east by the Scioto River and on the south by the Cities
of Milliard and Upper Arlington. Also included are the
Muirwoods Village and Shawnee Hills areas of southern
Delaware County.
The present population of the West Scioto area is
estimated to be 13,500 people, and is projected to
increase to 31,800 by 1985, and to 42,600 by the year
2000.
(2) Big Run
The Big Run service area is also located in western
Franklin County just south of the West Scioto subarea,
and is comprised of the drainage to Hellbranch Run
upstream of U.S. Route 40. This 12,900 acre subarea is
estimated to presently contain 1,500 people, and is
expected to increase to 4,600 by 1985 and 10,400 by the
year 2000. The area is presently unsewered.
(3) Darby Creek
The Darby Creek area encompasses the remaining
28,500 acres in the western portion of the planning
area. The present population is estimated at 4,500.
The largest population center, 750 people, is the
Village of Darbydale. The population projections for
this area envision 11,100 people by 1985 and 17,000 by
the year 2000.
There are presently no sewers in the Darby Creek
subarea. The projected population density is only
slightly more than one-half person per acre. The
combination of such a low density and the need for
either pumping of sewage into the Columbus service area
or construction of deeply laid sewers precludes further
consideration of this subarea as a portion of a regional
plan.
III-3
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(4) Grove City
The Grove City subarea is bounded on the south by
the Franklin-Pickaway County line, on the east by the
Scioto River, on the north by areas presently served by
the City of Columbus sewer system, and on the west by
the Darby Creek subarea. Relatively heavy development
has taken place in and around both Grove City itself
and the Village of Urbancrest. These two municipali-
ties have a present total estimated population of
19,000, a value which is expected to increase to 20,900
by 1985 and to 26,200 by the year 2000. Recently,
wastewater flows from Grove City and Urbancrest have
been diverted to the Southerly-Jackson Pike interconnect-
ing sewer, making further regionalization considerations
academic.
Rural areas predominate south of Grove City, and
consist of approximately 16,100 acres with expected
1985 and 2000 populations of 6,100 and 12,300 respect-
ively. Due to this sparse population, the rural areas
of this subunit will not be considered further for
regionalization.
(5) Minerva Park
The Minerva Park subarea consists of 750 acres
located in the north-central portion of Franklin County.
Sewer service is presently provided by the Southerly
WWTP for the areas to the north, south, and west of
Minerva Park, with the 72-inch Alum Creek Interceptor
bounding the eastern side. Wastewater from the area is
presently collected and conveyed to the Minerva Park
WWTP, which discharges to Minerva Lake Creek. The
existing plant is a 0.17 mgd extended aeration facility
which serves a contributory population of approximately
1,500 people. Projected populations for the total
subarea are 3,400 by 1985 and 3,500 by the year 2000.
(6) Sunbury-Galena
The 45,000 acre Sunbury-Galena subarea is located
in Delaware and Licking Counties. It is bounded on the
north by an imaginary line just north of Sunbury, on
the east by the Hoover Reservoir watershed divide, on
the south by a line just above the Duncan Run drainage
area, and on the west by a line one to two miles west
of Hoover Reservoir.
III-4
-------
Homes in the area primarily use septic tanks and
leachfields for sewage disposal. The exception to this
is the Village of Sunbury, which is sewered and uses a
treatment facility which discharges to a tributary of
Big Walnut Creek. Proposals to study sewerage alterna-
tives in a facilities plan for the area have been
submitted. The lead entity in this endeavor is the
Village of Sunbury, with the Village of Galena and
Delaware County also participating.
The facilities plan will consider the possibility
of regionalization into the Columbus system as one
alternative for Sunbury-Galena. If regionalization is
deemed best, flow from the area would be treated at the
Columbus Southerly facility.
(7) Big Walnut Creek
The 24,300 acre Big Walnut Creek subarea is located
in northeastern Franklin County and southeast Delaware
County. It includes all the drainage to Big Walnut
Creek from Duncan Run south to the existing 84-inch
interceptor at State Route 161.
Projected populations for this area are 14,100 by
1985 and 21,300 by the year 2000. The portion of the
subarea located in Delaware County is to be included in
the facilities planning activities discussed for
Sunbury-Galena. This area was also included in the
Columbus Facilities Plan and was, therefore, retained
for review in this Environmental Impact Statement. Due
to the physical layout of this and the following two
subareas (Rocky Fork and Blacklick Creek), a regionalization
decision made for one must be implemented in all three.
(8) Rocky Fork
The Rocky Fork subarea consists of some 11,400
acres, all of which is tributary to Rocky Fork. The
Big Walnut Creek and Blacklick Creek units form the
boundaries to the northeast and west, respectively.
The Rocky Fork subarea presently has 4,300 people, and
is expected to grow to 9,100 by 1985 and 17,800 by the
year 2000. The largest centers of population are the
Villages of Gahanna and New Albany (which is presently
unsewered).
III-5
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(9) Blacklick Creek
This subarea consists of 32,700 acres of the
Blacklick Creek drainage basin, and extends from the
Creek's headwaters to the existing 96-inch interceptor
at Brice Road. Portions of both Franklin and Licking
Counties are included.
The estimated present population of the area is
27,700. The population is projected to be 30,300 by
1985, and 41,900 by the year 2000. The heaviest popu-
lation concentration is found in Reynoldsburg, which
had a 1970 total of about 13,900 people. The City of
Reynoldsburg operates a contact stabilization waste-
water treatment plant with a 2.25 mgd design capacity.
Present operation of this facility reportedly requires
occasional bypassing of untreated sewage directly to
Blacklick Creek.
(10) Groveport
The 5,000 acre Groveport subarea consists of the
Village of Groveport and surrounding unincorporated
areas. In 1970, Groveport had approximately 2,500
people. Most of the present population contributes
wastewater to a 0.30 mgd trickling filter facility.
The Franklin County Commissioners currently own and
operate the treatment plant for the Village of Grove-
port. The plant and sewer system will be turned over
to the Village when the bonds are retired in the near
future. The discharge from this plant is to Little
Walnut Creek. An expanded sewer system could collect
flows from the entire area and transport them by gravity
into the existing 96-inch Blacklick Creek and 108-inch
Big Walnut Creek Interceptors; a total service option
which is not possible with the location of the present
treatment plant.
(11) Rickenbacker Air Force Base
The Rickenbacker Air Force Base consists of some
4,200 acres. The Base is currently being served by a
1.25 mgd trickling filter which discharges to Walnut
Creek. In 1970, there were approximately 5,600 persons
at the Base. This population is expected to decrease
to 4,100 by 1985, and remain at that level for the
remainder of the planning period. The possibility
exists that the treatment facility may be abandoned in
the future and the flow diverted to the Columbus system.
III-6
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3.1.4 Summary
The following subareas were chosen from those discussed
above as suitable for possible inclusion in a regionalized
system:
West Scioto
Big Run
Minerva Park
Big Walnut
Rocky Fork
Blacklick Creek
Groveport
Rickenbacker Air Force Base
Selection of a final total regional area from among these
subareas is dependent upon the cost-effectiveness of the
inclusion of each, as analyzed and discussed in the following
section.
3.2 ALTERNATIVE COMPARISON
This section will contain a description of alternatives
within each planning subarea and a discussion of the primary
impacts and costs associated with each. Ultimately, a final
recommended plan is selected and described. (Secondary
impacts are discussed for each subarea in Chapter VII.)
3.2.1 General
The Brookside Estates area, which was considered in the
Columbus Facilities Plan, will not be evaluated in this
Impact Statement, since its construction has been approved
and completed. Construction consisted of the installation
of a 30-inch sewer that connects to the Olentangy Inter-
ceptor Sewer a few hundred feet north of State Route 161.
This plan was that recommended by the Brookside Estates
Mini-Facilities Plan.
III-7
-------
The East Scioto area presently has under construction a
42-inch extension of the existing 42-inch East Scioto Inter-
ceptor from Case to Martin Roads parallel to Riverside
Drive. At the present time, this interceptor is approxi-
mately 95 percent complete. This system will serve the east
side of the Scioto River as well as the portion of the City
of Dublin which is located on the western side of the River.
Service to the western side is provided by a completed pump
station and force main crossing the River on the south side
of Route 161. Servicing of the western side is to continue
until another means of disposal is provided or the eastern
side grows in population and requires the extra capacity of
the East Scioto Sewer extension for its sanitary flow.
Since the sewer construction is almost complete, the East
Scioto area will not be considered further in this Environ-
mental Impact Statement.
Sewers for the areas to be regionalized were designed
in the Facilities Plan based on ultimate population.
Guidelines proposed since the preparation of the Facilities
Plan have recommended the use of year 2000 populations for
sewer design. Accordingly, the sewer sizes developed in the
following sections have used the slopes and peaking factors
listed in the Facilities Plan (with a 0.013 Manning's n) in
conjunction with year 2000 population projections. Sewers
specified are assumed to flow at or near half capacity at
the end of the planning period. Size and cost sensitivities
to designs predicated on ultimate populations, half capacity
at year 2000, and full capacity at year 2000 are provided in
a later section of this chapter.
The quantity of dry weather sewage flow was calculated
to be approximately 90 gpcd. This flow was developed after
analyzing the Infiltration/Inflow data available for the
City of Columbus1 .
The overall gaged infiltration from 19 existing service
areas discussed in the I/I report can be expressed in two
ways: 3,580 gallons per inch-diameter mile per day, or 173
gallons per capita per day. For ease of design computation,
an allowance for infiltration expressed in gallons per
capita is desirable. Using 200 gallons per inch-diameter
mile as an allowable infiltration number which can be achieved
in new sewers, and assuming the ratio of 3,580 gallons per
inch-diameter mile to 173 gallons per capita to hold true
(20:1), a value of 10 gallons per capita per day results for
infiltration into newly constructed sewers.
"Infiltration/Inflow Analysis, Columbus Metropolitan Area
Facilities Plan" by Malcolm Pirnie, Inc., 1975.
III-8
-------
Having established a total estimate of 100 gallons per
capita per day (gpcd) for infiltration and sanitary flow,
the total design flow was calculated using the following
equation:
Design Flow = P2000 x 10° "?Pcd x P-F-
P2000 = p°Pulati°n in tne year 2000
P.F. = Columbus Peaking Factor
The flow calculated by this equation was then divided by
0.51, a factor which will provide the capacity for a sewer
which will flow half full in the year 2000 . The relation-
ship of average daily flow to the peaking factors-selected
for use in the equation is shown in Figure III-2 '
Interceptor costs used in the following sections were
based on recent bids for sewer construction in the Columbus
area. Capital costs for lateral sewers and house connections
are not included in Alternative comparisons, since Federal
funding for their construction will not be available except
iruscattered cases meeting the requirements of Appendix
G . Other capital costs for items such as pump stations
and treatment plants were estimated based on past experience
with the structures under consideration. Operation and
maintenance (O&M) expenses were computed using actual current
plant costs and estimates of costs that will be incurred
through the year 2000. Annual O&M costs for interceptors
were assumed to be equal to 0.25 percent of the initial
construction cost. Any computations involving interest used
an annual rate of 6-3/8% over the period starting in 1980
and ending in the year 2000. Service lives of interceptors
and wastewater treatment plants were assumed to be 50 and 35
years, respectively.
A study of the New Albany area, which presently experiences
water quality problems due to overutilization of septic
tanks, provided a basis for establishing a threshold for
maximum population densities allowable before interceptor
construction should be considered. New Albany currently has
an estimated population of 600 contained in an area of 400
acres. Thus, it was assumed that when other areas with soil
Appendix F provides design tables for each alternative
investigated.
(2)
v 'Taken from "Cost-Effective Analysis, Vol. One", Malcolm
Pirnie, Inc., 1975.
PRM 77-8, "Funding of Sewage Collection System Projects",
U.S. EPA, June, 1977.
III-9
-------
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suitabilities for septic tank usage similar to those in New
Albany reach a density of 1.5-2.0 people per acre, the
provision of centralized sewage treatment or interception
systems should be examined in light of the pollution problems
encountered. This density criterion was used throughout the
planning area, as the great majority of soil associations
present are considered to be marginally suitable, at best,
for heavy septic tank and leachfield usage.
3.2.2 West Scioto
The West Scioto subarea will contribute flow to the
Jackson Pike Wastewater Treatment Plant if tied into the
Columbus sewerage system. For the most part, this area is
presently unsewered. The exceptions are the Dublin and
Muirfield Village areas to the north which presently have
sewers and plan to tie-in temporarily to the interceptor
being constructed along the east side of the Scioto. The
present population of the total area is estimated to be
13,500 people, and is expected to increase to 31,800 people
by 1985 and to 42,600 by the year 2000.
(1) Alternative Description
There are two gravity sewer alternatives under
consideration for servicing this area, as shown in
Figures III-3 and 111-4^ . The first, known as the
Low Level Alternative, consists of an interceptor that
travels along the edge of Griggs Reservoir from the
existing 72-inch stub of the Scioto Interceptor to
Indian Run Creek near the Village of Dublin. The;
interceptor is 33,300 feet long, and ranges from 36 to
48 inches in diameter.
The second, or High Level Alternative, connescts
the same two points as the Low Level option. It differs
from the Low Level Alternative north of Tudor Ditch.
At this point, the interceptor crosses over open and
residential areas to the intersection of Dublin and
Schirtzinger Roads. From this intersection northward,
the interceptor follows Dublin Road to Rings Road.
After traveling west on Rings Road for about one-
quarter of a mile, the route turns north through more
open land until finally reaching Indian Run Creek. The
length of the interceptor in the High Level Alternative
is 33,800 feet, with a diameter that varies from 36 to
48 inches.
Figures depicting the routes for all subareas which were
considered in the Columbus Facilities Plan prepared by
Malcolm Pirnie, Inc. have been reproduced for this
Environmental Impact Statement with only minor changes.
111-10
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MALCOLM
PIRNIE,
INC.
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
SCIOTO RIVER
SERVICE AREA
LOW LEVEL ALTERNATE
FIGURE
Ed-3
-------
MALCOLM
PIRNIE,
INC
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
SCIOTO RIVER
SERVICE AREA
HIGH LEVEL ALTERNATE
FIGURE
m-4
-------
A No Action Alternative was not considered viable,
since increasing pollutant loads upon the area's
Crosby-Brookston and Milton-Ritchey-Miamian soil
associations through continued use of septic tank and
leach field systems could result in contamination of
Griggs Reservoir, which is presently used as a potable
water supply.
(2) Primary Impacts
Short-term primary impacts of the Low Level Alter-
native would largely be due to the erosion caused by
the close proximity of interceptor construction to
Griggs Reservoir and the crossing of ten streams or
ditches. Levels of suspended solids and turbidity can
be expected to temporarily increase in these watercourses
The Low Level Alternative also traverses 22,700 feet of
steep slopes and 1,600 feet of the James Thomas Park.
Because of the type of land use close to the Reservoir,
this Alternative also traverses 21,900 feet of wooded
area.
The long-term effects of the Low Level Alternative
are associated with the purchase of easements through
private yards and the removal of large trees. Most of
the interceptor route is within a flood plain, and is
frequently across stream and ditch outlets. These
conditions will require raised manholes along with
5,400 feet of aerial sewer, creating a permanently
adverse aesthetic appearance.
The High Level Alternative, which calls for 16,500
feet of sewer along Dublin Road, would create a short-
term adverse impact by disruption of traffic. Dublin
Road is used by commuters going to and from the City of
Columbus, and presently has two schools and several
churches and residential areas located along it.
Another short-term adverse impact is involved in the
construction of the proposed interceptor through 6,400
feet of steep slopes with 12 stream and ditch crossings.
This alternative route also crosses the same 1,600 feet
of the James Thomas Park as that in the Low Level
Alternative.
The main long-term impact resulting from the High
Level Alternative is the 1,300 feet of interceptor
which must be aerial and will create an adverse impact
upon the aesthetics of the area.
III-ll
-------
Both alternatives have local short-term adverse
impacts due to construction, such as noise, air quality,
and temporary aesthetic degradation. Both alternatives
have the beneficial impact of the elimination of most
septic tank systems which could possibly contaminate
ground water if continued and increased usage was
permitted. The High Level Alternative would require
most of the homes on the east side of Dublin Road to
tie into the interceptor by pumping, with some continuing
to use individual septic tank systems. The Low Level
Alternative would collect all sewage flow from this
area.
(3) Phasing
Figure III-5 shows population densities for the
West Scioto subarea for both High and Low Level Alter-
natives. All interceptor sections below Manhole 3
should be built by 1980 due to both the densities
indicated in the Figure and the need to protect Griggs
Reservoir from possible contamination. Between Manholes
2 and 3, the density is low, indicating no immediate
need for construction. The City of Dublin lies above
Manhole 2, and currently pumps sewage over Griggs
Reservoir into the East Scioto Interceptor.
(4) Costs
Phasing considerations point toward the cost-
effectiveness on a present worth basis of constructing
a permanent pump station and parallel 12-inch force
main across Griggs Reservoir, since the interceptor
sections above Manhole 3 will not be required until
after the planning period.
The capital cost of the pumping station and addi-
tional force main is about $413,000, with an equivalent
annual O&M cost of $28,800. This cost is common to
both alternatives. The remaining capital cost of the
Low Level ($2,825,000) is associated with the gravity
interceptor. The capital cost of the High Level Alter-
native serving the same area is only $2,206,000,. On a
present worth basis (including salvage), the Low Level
.Alternative amounts to $3,227,000, a value some 20%
above the $2,697,000 attributable to the High Level
Alternative.
(5) Summary
A summary of West Scioto data and cost results is
provided in Table III-l.
111-12
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RGURE m-5
DENSITY TRENDS FOR THE
WEST SCIOTO AND BIG RUN SUBAREAS
Manholes Coda
Beginning to#2 O
#2 to #3 X
#3 to #4 A
#4 to #5 *
#5 to #6 Q
1985
1990
1995
2000
SCIOTO RIVER INTERCEPTOR
( HIGH & LOW LEVEL ALTERNATIVE )
6.0
5 s.o
<
k
£ 4.0
M
C
O
£30
9
0.
o
0 1.0
Manholes Code
Beginning to #2 O
#2 to #3 X
#3 to #4 A
#4 to #5 *
#5 to #6 D
1985
1990
1995
2000
BIG RUN INTERCEPTOR
-------
Table III-l
Alternative Summary for the West Scioto Subarea
Alternatives
Item Low Level High"Level
Length of Sewers (feet) 33,300 33,800
Type of Land Traversed (feet)
Woodland 21,900 12,200
Open Space (rural) 100 4,,600
Stream Corridor 6,400 4 ,,100
Steep Slopes 22,600 6,400
Parks and Recreation 1,600 1,600
Reservoir Shoreline 26,900 6,400
Residential 3,700 4,300
Highway Right-of-Way 3,000 16,500
Stream Crossings 10 12
Highway Crossings 4 24
Costs (Thousands of Dollars)
Capital (1980) $ 3,238 $ 2,619
Capital (2000) 1,550 1,421
Annual O&M (1980-2000) (1) (2)
Present Worth $ 3,227 $ 2,697
^ 'O&M varies from $24,200 in 1980 to $55,100 in the year
2000.
varies from $22,600 in 1980 to $53,500 in the year
2000. Does not include O&M for pumpage of flows from
homes unable to reach the interceptor by gravity.
111-13
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The costs and primary impacts for the West Scioto
area regionalization favor the High Level Alternative.
Because of the large difference in costs and the less
serious nature of the associated primary impacts, the
High Level Alternative is the selected plan for the
West Scioto area.
The Environmental Impact Statement for the Delaware
County area presented a plan which called for the
upper reaches of the Scioto River basin within Delaware
County to contribute flow to the City of Columbus'
sewer system, a plan which would increase the year 2000
population projections by about 15,000 people. To
allow for this option without the need to parallel
interceptors and undergo dual construction impacts, a
larger interceptor than that proposed for the High
Level Alternative would be required. The increased
sizes and costs for this modification are compared to
the original alternative in Table III-2.
Table III-2
Proposed Modification to the High Level Alternative
for the West Scioto Subarea
Original Modified
Length of Sewer (feet) Size Size
7,100 36" 42"
6,600 36" 42"
9,800 36" 42"
3,900 36" 42"
6,400 48" 48"
Pumping Station (Peaked Flow) 4.5 mgd 9.0 mgd
Cost (Thousands of Dollars)
Capital (1980) $2,619 $2,981
O&M (2000) 1,421,,, 2,173,7.
Present Worth 2,697l ; 3,139l '
(1)0&M varies from $22,600 to $53,500 in 1980 to 2000.
(2)0&M varies from $38,200 to $100,000 in 1980 to 2000,
"Final Environmental Impact Statement, Olentangy Environmental
Control Center and Interceptor System," for the Delaware
County, Ohio Board of Commissioners, Prepared by U.S. EPA,
Region V, July 1976.
111-14
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Thus, for an 18 percent ($446,000) increase in
present worth cost, the option of serving the Scioto
River area within Delaware County can be maintained
while still allowing the construction of the downstream
portion of the interceptor to be completed by 1980. It
would seem that this option is a reasonable one and
should be implemented in any final regionalization
plan. An annual equivalent cost of $21 per person per
year would result for this plan using the present
population, a figure which reduces to $7 per person per
year for the year 2000 population.
3.2.3 Big Run
The 12,900 acre Big Run subarea is located in western
Franklin County, and is comprised of the Hellbranch Run
drainage basin upstream of U.S. Route 40. The flow from
this area will be transported to the Jackson Pike WWTP if
connection is made to the City of Columbus' sewer system.
The present population is estimated at 1,500, and is expected
to increase to 4,600 by 1985 and 10,400 by the year 2000.
(1) Alternative Description
The general soil association within the region is
the Crosby-Brookston-Lewisburg. This association is
characterized by a high seasonal groundwater table and
low permeability. These conditions prohibit heavy use
of septic tank systems, indicating that as population
increases, sewer service should be provided. The type
of soil present does not permit a viable No Action
Alternative.
Alternative A calls for areawide regionalization.
As shown on Figure III-6, this system requires 33,000
feet of interceptor construction along Hamilton Ditch,
starting approximately one mile north of the Roberts
Road crossing and ending with a connection to the
existing 54-inch Big Run Interceptor at Galloway Road.
The proposed interceptor would vary in diameter from
18 to 27 inches. This is the only regionalization
alternative deemed viable for this area.
(2) Primary Impacts
The alignment of the interceptor will result in
two stream crossings and five highway crossings. The
type of land which will be affected is mainly open or
grassland. Adverse short-term impacts may result due
to the close proximity of the interceptor route to Big
111-15
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MALCOLM
PIRNIE,
INC
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
BIG RUN FIGURE
INTERCEPTOR m-6
OCFlANCK
-------
Run for some 25,000 feet. Short-term impacts resulting
from noise, air pollution, and aesthetics are not
judged to be severe due to the open space and grasslands
which will generally separate construction activities
from heavily populated areas.
(3) Phasing
The population density increases shown on Figure
III-5 for the Big Run area illustrate that most of the
interceptor sections should not be built during the
planning period. The exception to this is the section
between manholes 4 and 5, which may be needed by 1995.
(4) Costs
The capital cost of Alternative A is $2,200,000,
with an associated annual O&M cost of $2,500 (between
1995 and 2000). These values, along with salvage and
phasing considerations, represent a present worth of
only $140,000.
(5) Summary
Table III-3 provides a summary of Alternative data
and costs for the Big Run subarea.
Table III-3
Alternative Summary for the Big Run Subarea
Item
Length of Sewers (feet) 33,000
Type of Land Traversed (feet)
Open Space (rural) 33,000
Stream Corridor 25,000
Residential 0
Stream Crossings 2
Highway Crossings 5
Costs (Thousands of Dollars)
Capital (1995) $ 1,008
(2000) $ 1,192
Annual O&M (1995-2000) 3
Present Worth $ 140
^ Does not include the individual treatment unit costs
necessary under a phased construction plan.
111-16
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Population projections point toward a fairly heavy
growth in areas surrounding Interstate 70 close to the
City of Columbus. A more detailed analysis of this
area suggests that sewer service may be needed by 1985.
Therefore, a modification to the Big Run alternative
proposed in the Facilities Plan is recommended.
This modification entails providing sewer service
to a 1,350 acre area with a population projected to be
4,100 by the year 2000. This area can be served by two
trunk sewers tying into tne existing Columbus system,
one along Feder Road and one along Renner Road, in
order to serve areas south and north of 1-70, respect-
ively. The primary impacts of these trunk sewers are
minor, since they travel along highway right-of-ways or
through open farmland and lightly residential areas.
The total capital cost for the construction of 7,200
feet of 18-inch diameter sewer along Renner Road and
7,900 feet of 15-inch diameter sewer along Feder Road
is about $770,000. .It should be noted that these
sewers can only serve the two areas described, and
cannot be extended, using a gravity system, any further
west within the Big Run subarea. This modification
results in an annual cost of $17 per person per year,
for the year 2000 populations. Figure III-6 has included
the routes of these proposed extensions.
3.2.4 Minerva Park
The Minerva Park subarea is located in the north-
central portion of Franklin County. Wastewater treatment is
presently provided by the Columbus Southerly WWTP for the
areas to the north, south, and west of Minerva Park. The
Alum Creek Interceptor forms the eastern boundary. Minerva
Park's present wastewater treatment plant, which discharges
to Minerva Lake Creek, is a 0.17 mgd extended aeration
facility. The present estimated population is 1,500 people.
The projected populations for this area by the years 1985
and 2000 are 3,400 and 3,500, respectively.
(1) Alternative Description
Two alternatives were considered for serving the
Minerva Park subarea. The Interceptor Alternative
shown in Figure III-7 is one in which an interceptor
would be constructed from the Minerva Park WWTP in an
easterly direction to a point on the 72-inch portion of
the existing Alum Creek Interceptor. The flow would
111-17
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Minerva j
Park
SCALE IN FEHT
1000 2000 3000
MALCOLM
PIRNIE,
INC.
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
MINERVA PARK
INTERCEPTOR
ALTERNATE
FIGURE
ffl-7
OIFIANCI
-------
be treated at the Southerly WWTP. The proposed inter-
ceptor will be about 3,900 feet long, and will vary
from 12 to 15 inches in diameter. An extension will
continue upstream of Minerva Lake Creek with approxi-
mately 900 feet of 12-inch sewer. A 20-foot permanent
right-of-way has been purchased and the design of the
interceptor has been completed as per the recommendations
of the Facilities Plan. Plans have progressed to such
an extent that a portion of the interceptor crossing
Westerville Road has already been installed as part of
a highway reconstruction project.
The second, or Plant Alternative, proposes expan-
sion and improvement of the existing treatment plant.
By the year 2000, a 0.6 mgd plant will be necessary.
Required additions will be built adjacent to the old
plant on land presently used for farming. Effluent
requirements for a 0.6 mgd plant at this location will
probably be quite stringent. Costs summarized at the
end of this section have assumed design release levels
of 8 mg/1 BOD5, 8 mg/1 SS, 1.0 mg/1 ammonia nitrogen
(summer), and a minimum of 5.0 mg/1 of dissolved oxygen
at all times. Due to the large population increase
projected by 1985, the plant should be built by 1980
with full capacity installed for the wastewater flow in
the year 2000.
It has been reported that the effluent from the
WWTP adds nutrients to and depletes oxygen from the
relatively small flow in Minerva Lake Creek. It was
estimated that the present flow from the WWTP is about
one-third of the creek's dry weather flow. These
existing conditions do not permit consideration of a No
Action Alternative.
(2) Primary Impacts
The short-term impacts due to construction of the
Interceptor Alternative would be the degradation of
surface water quality from increases in turbidity due
to construction activities along 4,200 feet of stream
banks and at three stream crossings. Aquatic biology
would be hampered by the increase in turbidity and by
the area destruction caused by work activities in or
near the stream. Woody vegetation is sparse along the
proposed route, thereby minimizing the effect of any
removal required. The interceptor mainly traverses
111-18
-------
open fields and farmland, with no structures occurring
along the proposed route. This situation will reduce
adverse noise, aesthetic, and air quality impacts.
Traffic disruption and public inconvenience is expected
to be minimal, since no houses occur along the route
and only one road, which already has a portion of the
interceptor constructed beneath it, would be crossed.
A short section of proposed interceptor will pass
beneath railroad tracks. The 900-foot branch in the
Interceptor Alternative requires some 350 feet of
construction through steep slopes, a situation which
will cause adverse short-term impacts.
Long-term beneficial impacts will mainly be found
in the improvement of water quality in the Minerva Lake
Creek due to the elimination of the Minerva Creek
Plant. The elimination of the plant will have further
beneficial impacts by improving local aesthetics,
decreasing manpower costs, energy commitment, and land
requirements.
Long-term adverse impacts resulting from retention
of the treatment plant are the commitment of more
manpower, energy, and land due to the needed expansion
by 1980. The retention of the WWTP close to growing
residential communities could increase impacts from
odor, noise, and aesthetics.
No park, recreational area, historic, or archeo-
logic sites are known to lie along or within the proposed
locations of either alternative.
(3) Phasing
Phasing through the use of projected densities was
not necessary for this subarea since the combination of
the large population growth expected by 1985 and the
probable stringent permit release levels for a WWTP in
the area dictate interceptor or treatment plant construc-
tion by 1980.
(4) Costs
The capital cost for the Interceptor Alternative
is $380,000, with an associated annual operation and
maintenance cost of $1,000. For a true comparison, the
O&M should include the cost of treating the 0.6 mgd
from the Minerva Park area at the Columbus Southerly
111-19
-------
plant. When this consideration is included, (along
with salvage value) a total present worth for the
Interceptor Alternative of $542,000 is derived.
The capital cost for the Plant Alternative (ex-
cluding land costs) is estimated to be $2,070,000. The
costs for operation and maintenance of the proposed 0.6
mgd plant are estimated as approximately $400/mg.
Total present worth of the Plant Alternative is then
$2,325,000, assuming construction takes place by 1980.
(5) Summary
A tabular summary of data and costs for Minerva
Park is provided in Table III-4. The selected plan for
this subarea is the Interceptor Alternative. This
selection was made primarily to minimize the longterm
impacts associated with operating and maintaining a
local treatment plant and because of the large difference
in capital and O&M costs between the Plant and Interceptor
Alternatives. Construction impacts of the Interceptor
Alternative may be somewhat severe, but they will be
short-term and will occur only once. A cost of $32 per
person per year results using present population,
whereas using the year 2000 population results in a
cost of $14 per person per year for the Interceptor
Alternative.
3.2.5 Big Walnut Creek, Rocky Fork, Blacklick Creek
The three individual subareas (Big Walnut Creek, Rocky
Fork, Blacklick Creek) that are described in the following
sections must be taken as a single unit in any alternative
analysis. Three possible regionalization systems, designated
as A, B and C, were proposed in the Columbus Facilities
Plan. These will be reviewed in the following paragraphs
along with another alternative (D) which proposes only
partial regionalization of the three subareas during the
planning period. Ultimately, the total service option
proposed in Alternative A will be implemented for Alter-
native D. Figures III-8 through 12 shows the routes of the
five alternatives investigated.
(1) Alternative Description
1. Big Walnut Creek
The Big Walnut Creek subarea is located in
northeastern Franklin County and southeastern
Delaware County. This area presently has an
estimated population of 6,000. The population is
expected to increase to almost 14,100 by 1985 and
111-20
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Table III-4
Alternative Summary for Minerva Park Subarea
Alternatives
Item Interceptor Plant
Length of Sewers (feet) 4,800 0
Type of Land Traversed (feet)
Woodland , 1,500 0
Open Space (rural) 3,300 0
Stream Corridor 4,200 0
Steep Slopes 350 0
Agricultural 0 5 acres
Stream Crossings 3 0
Highway Crossings Already Constructed
Costs (Thousands of Dollars)
Capital (1980) $ 380 $ 2,070
Annual O&M (1) (2)
Present Worth $ 542 $ 2,325
(1)O&M varies from $24,300/year in 1980 to
$32,300/year in 2000.
^ 'o&M varies from $32,300/year in 1980 to
$51,100/year in 2000.
111-21
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MALCOLM
PIRNIE,
INC.
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
BIG WALNUT CREEK
SERVICE AREA
ALTERNATE A
FIGURE
m-8
OCFIANCC
-------
MALCOLM
PIRNIE,
INC.
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
BIG WALNUT CREEK
SERVICE AREA
ALTERNATE B
FIGURE
m-9
-------
MALCOLM
-------
\
MALCOLM
PIRNIE,
INC
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
BIG WALNUT CREEK
SERVICE AREA
ALTERNATE D
FIGURE
m-ii
OCriANCE
-------
MALCOLM
PIRNIE,
INC.
COLUMBUS METROPOLITAN
AREA
FACILITIES PLAN
BIG WALNUT CREEK
SERVICE AREA
ALTERNATE SUB B
FIGURE
m-12
DEFIANCE
-------
21,300 by the year 2000. If regionalized into the
Columbus sewerage system, flow from this subarea
will be treated at the Southerly WWTP.
One of the major concerns within the Walnut
Creek area is the protection of Hoover Reservoir,
which is used as a potable water supply. If
population growth is as predicted, heavy use of
septic tanks and leachfields will occur if sewers
are not provided. The local soils are mainly of
the Bennington-Pewamo Association, and are un-
acceptable for septic tank systems.
Alternatives "A" and "D" would ultimately in-
volve the construction of a 36 inch interceptor over
28,000 feet. The proposed interceptor route parallels
the eastern edge of Hoover Reservoir and Walnut Creek.
Service would be instituted from the existing 84-inch
interceptor at State Route 161 northward to the Lake
of the Woods area.
Alternative B envisions an interceptor which
begins at Duncan Run and follows Rocky Fork to
Central College Road. The interceptor route then
runs westward to Walnut Creek where it turns to
the south to ultimately connect to an existing 84-
inch interceptor, which transports the flow to the
Southerly WWTP. The proposed interceptor varies
in size from 18 to 36 inches over a length of
40,000 feet.
Alternative C will involve the construction
of an interceptor which is the same length and
follows the same route as that in Alternative A
but which would serve a smaller area. Due to this
decrease in service area, the diameter of the
proposed interceptor is reduced, and will vary
from 30 to 36 inches. In this Alternative,, some
of the subarea will be served by an extended Rocky
Fork Interceptor, as discussed in the next section.
2. Rocky Fork
The Rocky Fork subarea is located in the
northeastern portion of Franklin County, encom-
passing some 11,400 acres. It is presently
111-22
-------
unsewered. The present population for this sub-
area is about 4,300 people, and is expected to
increase to 9,100 by 1985 and to 17,800 by the
year 2000.
At the present time, the surface waters in
and around the Village of New Albany are reported
to become heavily polluted during low flows.
Specifically, Rose Run, Sugar Run, and Rocky Fork
are heavily impacted by point and nonpoint releases
from individual septic tanks and leachfields.
This situation again eliminates consideration of a
No Action Alternative.
Alternative A consists of an interceptor
running parallel to Rocky Fork for some 33,700
feet. The diameter of this proposed interceptor
varies from 24 to 36 inches. Service will be
provided to the Rocky Fork drainage area from just
south of Granville Road to the Village of Gahanna,
which presently is included in the City of Columbus'
sewer system. The proposed Rocky Fork Interceptor
will tie into the existing 84-inch Walnut Creek
Interceptor near the confluence of Walnut Creek
and Rocky Fork.
Alternative B consists of an interceptor
which varies in diameter from 24 to 36 inches as
it traverses some 36,800 feet along Rocky Fork to
a point just north of Havens Corners Road. The
route then turns southeast running across country
until reaching the proposed 36-inch Blacklick
Creek Interceptor. The point of connection to the
Blacklick Creek Interceptor is approximately one-
quarter mile south of the intersection of Taylor
and Reynoldsburg-New Albany Roads.
Alternative C for the Rocky Fork subarea
consists of an interceptor 46,100 feet long which
varies in diameter from 18 to 36 inches. This
proposed interceptor would begin near the Rocky
Fork, approximately one-quarter mile south of the
Franklin-Delaware County line. The route would
parallel Rocky Fork on the eastern side until
reaching the same location north of Havens Corners
Road proposed in Alternative B. The Alternative
B route is followed from this point on to the
proposed 36-inch Blacklick Creek Interceptor.
111-23
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Alternative D utilizes 8,000 feet of parallel
8-inch force-mains and 10,500 feet of 18-inch
gravity sewer parallel to State Route 161. This
sewerage system is designed to only collect flows
from the New Albany area and transport them to the
existing Big Walnut Creek Interceptor. The remainder
of the Rocky Fork area will not be included in a
regional system until at least 1990.
3. Blacklick Creek
The proposed Blacklick Creek Interceptor will
extend 47,700 feet from just south of the Penn
Central Railroad Bridge crossing of Blacklick
Creek to Brice Road, where it will connect to an
existing 96-inch interceptor. This length and
route are the same for all alternatives. The only
difference between alternatives is in the proposed
pipe size due to the varying wastewater flows
intercepted from the areas to the north of the
Blacklick Creek subarea. The Blacklick Creek
Interceptor route in all but Alternative D includes
approximately 4,600 feet of spur line which will
continue upstream along Blacklick Creek. Service
will be provided by this spur line to a relatively
small area on the east side of the Creek.
Alternative D calls for 11,100 feet of 24-
inch gravity sewer and 5,700 feet of parallel 16-
inch force mains. This system is designed to
collect the sanitary flow from the Reynoldsburg
area and transport it to the existing Big Walnut
Creek Interceptor by way of Lancaster Street and
U. S. Route 40. The remainder of the Blacklick
Creek area is to be served by individual treatment
units. Interceptor construction will ultimately
be necessary at a time beyond the planning period.
The present population within the subarea is
estimated at 27,700. This is projected to increase
to 30,300 by 1985 and 41,900 by the year 2000.
The major center of population is the city of
Reynoldsburg, which is presently served by an
overloaded contact stabilization treatment facility.
Since expansion of this plant is site-limited and,,>
its continued operation unattractive economically ,
all alternatives considered have included Reynoldsburg1s
flow in the Blacklick Creek Interceptor.
Blacklick Creek Area Mini-Facilities Plan, Columbus
Metropolitan Area Facilities Plan by Malcolm Pirnie, Inc.
Page 46.
111-24
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Table III-5 lists the different interceptor
lengths and sizes for each alternative for the Big
Walnut, Rocky Fork and Blacklick Creek subareas.
Also provided in this Table is the proposed construc-
tion date for each system.
The lower section of the Big Walnut Creek
interceptor will be required by 1980, since most
of the future growth is projected to occur in this
area. The remaining section or sections for all
the Big Walnut Creek alternatives will be con-
structed up to twenty years later.
Due to the need for providing sewer service
to the New Albany area, all Alternatives call for
the construction of the major sections of the
Rocky Fork Interceptor by 1980. The 18-inch line
proposed in the Facilities Plan for Alternative C
was found to not be required during the planning
period. Populations in the lower portion of the
subarea are not projected to increase rapidly, and
early construction of an interceptor may cause
secondary growth impacts. Therefore, a cost
comparison is presented in Table III-6 (as Sub-
alternative B) to determine whether an interceptor
should be built through this area by 1980 or if
service to the upper portion of the subarea should
be provided by means of a 12-inch force main. The
force main would be constructed from the proposed
interceptor westward along Morse Road to an existing
15-inch sewer. The pump station and force main
would be constructed immediately, and would remain
in service until the capacity of the existing 15-
inch sewer is reached. At such a time (assumed to
be 1985 in this analysis), the remaining 28,300
feet of 36-inch interceptor will be constructed.
(2) Primary Impacts
1. Big Walnut Creek
The Big Walnut Creek subarea will suffer the
same environmental impacts with Alternative A, C,
or D. The short-term primary impacts are traffic
disruption and the effects of construction in
residential areas. The proposed route will
traverse several thousand feet of steep slopes and
wooded areas which may cause both short- and long-
term adverse impacts. Due to construction near
111-25
-------
Table III-5
Interceptor Lengths and Sizes for the Big Walnut Creek,
Rocky Fork, and Blacklick Creek Subareas
Subarea
Alternative A
Big Walnut Creek
Length
(feet)
19,000
9,000
28,000
Size
(inches)
36
36
Construction
Date
(Year)
2000
1985
Rocky Fork
3,500
5,000
25,200
33,700
24
27
36
1980
1980
1980
Blacklick Creek
Alternative B
Big Walnut Creek
7,700
5,000
35,000
47,700
3,000
30,000
7,000
40,000
21
27
36
18
27
36
2000
2000
1980
2000
2000
1985
Rocky Fork
3,500
5,000
28,300
36,800
24
27
36
1980
1980
1980
Blacklick Creek
Subalternative B
Rocky Fork
(1)
4,600
3,100
11,000
29,000
47,700
3,500
5,000
6,200
28,300
43,000
18
30
36
42
24
27
12 P.M.
36
2000
1980
1980
1980
1980
1980
1980
1985
111-26
-------
Table III-5 - Continued
Interceptor Lengths and Sizes for the Big Walnut Creek,
Rocky Fork and Blacklick Creek Subareas
Subarea
Alternative C
Big Walnut Creek
Rocky Fork
Blacklick Creek
(1)
(2)
Length
(feet)
19,000
9,000
28,000
19,300
8,500
28,300
56,100
4,600
3,100
5,000
16,000
19,000
47,700
19,000
9,000
28,000
8,000
10,500
3,500
5,000
25,200
52,200
5,700
11,100
7,700
5,000
35,000
64,500
These values replace those in Alternative B for Rocky
Fork
F.M. = Force Main
Two Parallel Lines.
Alternative D
Big Walnut Creek
Rocky Fork
Blacklick Creek
Construction
Size Date
(inches) (Year)
30
36
18
27
36
18
30
36
42
42
36
36
8 FM(2)
18
24
27
36
16 FM(2)
24
21
27
36
2000
1985
2000
1980
1980
2000
1980
1980
1980
1980
2000
1985
1980
1980
1995
1995
1995
1980
1980
2000
2000
2000
111-27
-------
streams and Hoover Reservoir, including three
major stream crossings, temporarily severe erosion
and siltation of these waters may result. Another
long-term adverse aesthetic impact of these alterna-
tives will be caused by the need for approximately
500 feet of aerial sewer in order to cross a
ravine south of the Lake of the Woods area.
Alternative B for Big Walnut retains the
lower portion of the interceptor proposed in
Alternatives A and C. This 7,000 foot length
includes the steep slopes and wooded area mentioned
above. Above this portion, the interceptor route
is along Central College Road, parallel to the
western side of Rocky Fork. This area is mainly
open grassy or cultivated land, with most wooded
areas occurring within 20 to 50 feet of the
stream.
The long-term benefit derived in all alterna-
tives will be the protection of surface arid ground
water quality from degradation caused by continued
use of inadequate individual and centralized
wastewater treatment systems.
2. Rocky Fork
Short-term impacts to the Rocky Fork subarea
in Alternative A are primarily due to erosion and
turbidity caused by the close proximity of construc-
tion to the stream and the several creek crossings
required, including one across Walnut Creek.
Destruction of trees and vegetation will occur at
stream crossings, through a wooded area south of
Morse Road, and in an area above Sugar Run. Most
of the remaining land traversed is agricultural,
with residential areas disturbed only within the
City of Gahanna. Traffic disruption is expected
to occur since the interceptor route crosses
several roadways. A public park, which consists
mostly of cleared grassland, is along the route of
the Rocky Fork interceptor in Alternative A. The
interceptor would also cross through a few areas
near Rocky Fork which have steep slopes.
111-28
-------
The long-term beneficial impact of all alter-
natives for the Rocky Fork subarea is the central
collection of sewage, thereby avoiding use of
individual disposal systems which release to the
generally nonreceptive area soils. (The septic
tank and leachfield systems presently in use
around New Albany are reported to already contri-
bute to surface water pollution.)
In Alternative B, the Rocky Fork subarea is
to be served by extending the interceptor to the
proposed 36-inch Blacklick Interceptor. This new
section eliminates Alternative A route problems
such as the crossing of Walnut Creek, most of the
affected residential area, and the park. The bulk
of the different construction route for Alterna-
tive B is through agrarian areas.
The primary impacts associated with the
construction of the pump station and force main
required for Subalternative B focus on the commit-
ment of energy, materials, and manpower required
for construction that will be phased out fairly
early in the planning period. The force main will
be constructed along S.R. 161, and will cause some
minor traffic disruption. The construction of
this 6,200 feet of 12-inch main will add two more
road crossings and three more stream crossings.
The main reason for acceptance of this section of
the alternative is the delayed construction of
some 28,300 feet of 36-inch interceptor in the
southern portion of the Rocky Fork subarea.
Alternative C for the Rocky Fork area is an
extension of Alternative B. The basic route is
the same, but instead of ending below State Route
161, the interceptor continues northward to ap-
proximately one-quarter mile of the Franklin-
Delaware County line. Primary environmental
impacts will be the same as with Alternative B,
with the addition of four highway crossings, two
pipeline crossings, and the construction of some
19,300 feet of interceptor through open and cul-
tivated areas.
The major primary impacts associated with
Alternative D (apart from the ongoing localized
impacts from construction of individual treatment
111-29
-------
systems) are caused by construction of the 18,500
feet "of sewer for the interception of the New
Albany waste flow. This system is completely
within highway right-of-ways near open farmland
and lightly residential areas, a situation which
will cause some traffic disruption. The route is
through some 900 feet of wooded area and 600 feet
of steep slopes, and involves three stream crossings
and four highway crossings. Erosion could result
from construction on the steep slopes and at the
stream crossings. Final construction in 1995 will
result in the same impacts as those noted for
similar sections proposed in Alternative A.
3. Blacklick Creek
The primary impacts to the Blacklick Creek
subarea are the same for Alternatives A, B, and C,
since only the sewer size varies. A short-term
impact will be brought about by interceptor con-
struction through some parkland and wooded areas.
The proposed interceptor route will cross the
eastern side of Blacklick Woods Metropolitan Park,
which was dedicated in April of 1973 as a State
Nature Preserve. This 55 acre area is located
southwest of Reynoldsburg, and should be protected
from construction damage, possibly necessitating
an interceptor route change. Short-term erosion
and turbidity is expected to occur due to con-
struction near streams and at seven stream cros-
sings. Traffic disruption will occur due to the
several highway crossings and construction along
Reynoldsburg-New Albany Roads.
Long-term adverse impacts include those
associated with the removal of some trees most of
which occur within 20 to 50 feet of the streams.
An aerial crossing will also be required due to a
ravine in the area north of Route 16. No Histor-
ical or Archeological sites are known to exist
along any of the routes chosen in any alternative.
The principal long-term beneficial impact of
these three alternatives is in the improvement of
water quality in Blacklick Creek which will result
from the elimination of the Reynoldsburg WWTP and
several other inadequate smaller treatment plants.
111-30
-------
During the planning period, alternative D
collects flow only from the Reynoldsburg area
through a 16,800 foot gravity sewer and force main
system. The route crosses Blacklick and Big
Walnut Creeks once each along with 11 highway
crossings (including U. S. Route 40 and Interstate
270). The type of land traversed is mainly
residential with the exception of 1200 feet of
open grassy areas which have about 200 feet of
steep slopes. The route will be entirely within
the highway right-of-way. Primary impacts expected
are due to the short-term surface water quality
degradation from construction activities beneath
or near the two creeks, the possible erosion
caused by construction on steep slopes, and
traffic disruption, primarily on U. S. 40. Ulti-
mately, the impacts noted for Alternative A will
occur for this Alternative as well.
(3) Phasing
!• Big Walnut Creek
Figure 111-13 illustrates the population
densities for the Big Walnut Creek alternatives.
In all cases, the projected population densities
(apart from the section just below the Hoover
Reservoir) are below 1.0 person/acre during the
planning period. The section belpw the Reservoir
may require construction by 1985 if the population
growth occurs as predicted.
2. Rocky Fork
Figure 111-14 indicates that no interceptors
for this subarea should be constructed until 1995,
with the far upstream sections of each probably
not required during the planning period. However,
Alternatives A, B, and C must have all sections
from manhole 2 to the connection with the existing
interceptor constructed by 1980 due to the immediate
need of transporting sewage away from the New
Albany Area. The provision of the force main in
Alternative D delays the need for interceptor
construction below New Albany until 1995.
111-31
-------
6.0
FIGURE IE-13
DENSITY TRENDS FOR THE
BIG WALNUT SUBAREA
Manholes
Beginning to #2
#2 to #3
Code
O
X
1985
1990
1995
2000
BIG WALNUT INTERCEPTOR (ALTERNATIVES A a C)
1985 1990 1995 2000
BIG WALNUT INTERCEPTOR (ALTERNATE B)
Manholes Code
Beginning to #2 O
#2 to #3 X
#3 to #4 A
-------
FIGURE m-14
DENSITY TRENDS FOR THE
ROCKY FORK SUBAREA
6.0
« 5.0
o
<
_ 4.0
§3.0
v
i 2.0
c 1.0
9
a
Manholes Code
Beginning to #2 O
#2 to #3 X
#3 to #4 A
1985
1990
1995
2000
ROCKY FORK INTERCEPTOR ( ALTERNATIVES A a B)
6.0
2 5
{J »••'
I 4.0
o
230
9
a.
£20
M
e
o
Manholes Code
Beginning to #2 O
#2 to #3 X
#3 to #4 A
#4 to #5 *
1985
1990
1995
2000
ROCKY FORK INTERCEPTOR (ALTERNATE C)
-------
3. • Blacklick Creek
Figure 111-15 illustrates that the only
portion of the Blacklick Creek Interceptor which
must be built within the planning period is that
which collects and transports the waste flow from
the Reynoldsburg area to the Southerly treatment
plant. Construction must take place by 1980 in all
alternatives except D due to the overloaded condi-
tion of the present Reynoldsburg plant. Alterna-
tive D will provide force main service by 1980 to
Reynoldsburg, with gravity construction delayed
until the year 2000.
(4) Costs
The costs presented in Table III-6 show the total
capital costs for each subarea alternative broken into
the proper time frame.
Table III-6 shows that Alternative A, at $15,800,000,
has the lowest capital cost; while Alternative Sub B
has the highest, $17,830,000. The cost of the force
main variation of Alternative B is higher than the
nonforce main Alternative by $320,000. This is due to
an increase of $170,000 for the force main construction
and $150,000 for the construction of a prefabricated
pumping station with an assumed life of 20 years.
However, it should be noted that this cost difference
is reversed on a present worth basis due to the delaying
of portions of the interceptor construction.
(5) Summary
Table III-7 provides a summary of each alternative
in regards to primary impacts and cost.
Alternative D is the recommended plan, primarily
due to its allowance for flexibility in future decision
making and the low present worth costs associated with
it. It should be noted that this alternative involves
the most primary impacts when completely implemented.
However, these drawbacks are outweighed by the ability
to make flexible future decisions and by the minimizing
of possible secondary impacts due to early provision of
interceptors.
111-32
-------
FIGURE IE-15
DENSITY TRENDS FOR THE
BLACKL1CK SUBAREA
6.0
~ 5.0
9
O
,. 4.0
«t
5 3.0
o
or
t 2.0
>>
S 1.0
Manholes Code
Beginning to #2 O
#2 to #3 X
#3 to #4 A
#4 to #5 it
1985
1990
1995
2000
BLACKLICK INTERCEPTOR ( ALTERNATIVES A 8 C )
o
6.0
5.0
4.0
3 0
o
a.
2-20
w
e
Manholes Code
Beginning to #3 O
#3 to #4 X
£4 to #5 A
1985
1990
1995
2000
BLACKLICK INTERCEPTOR ( ALTERNATE B)
-------
Table III-6
Interceptor Costs for the Big Walnut Creek,
Rocky Fork, and Blacklick Creek Subareas
Subarea
Alternative A
Big Walnut Creek
Rocky Fork
Blacklick Creek
TOTAL
Alternative B
Big Walnut Creek
Rocky Fork
Blacklick Creek
TOTAL
Subalternative B
Big Walnut Creek
Rocky Fork
Blacklick Creek
TOTAL
Alternative C
Big Walnut Creek
Rocky Fork
Blacklick Creek
TOTAL
Alternative D
Big Walnut Creek
Rocky Fork
Blacklick Creek
TOTAL
Construction Costs, $1,000
1980
$
3
4
$8
$
4
6
$10
$
4
$5
$
$
$
'
,
4
5
9
1
0
,360
,920
,280
0
,280
,160
,440
970 ^
720
690
0
,350
,140
,490
o
570 (1)
,020
1985
$1,
$1,
$1,
$1,
$1,
3,
1,
$6,
$1,
$1,
$1,
3,
720
0
0
720
330
0
0
330
330
630
440
400
720
0
0
720
720 (2
360
0
$3
2
$5
$5
$5
$5
$5
$3
1
$5
) $3
'
7
2000
,670
0
,130
,800
,510
0
230
,740
,510
0
230
,,740
,960
,790
230
,980
,670
0
,050
Total
$5
3
7
$15
$ s
4
6
$17
$ 6
4
6
$17
$ 5
6
5
$17
$ 5
3
8
,390
,360
,050
,800
,840
,280
,390
,510
,840
,600
,390
,830
,680
,140
,370
,190
,390
,930
,070
$ 1,590
(3)
$5,080V-5;$10,720 $17,390
(1)
(2)
(3)
Includes capital cost of pump station(s).
Construction in 1995.
Construction in 1985 and 1995.
111-33
-------
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111-34
-------
The cost of building a treatment plant in the New
Albany area was investigated using a base population of
approximately 20,000 people, and is summarized in Table
III-8 along with the pump station and force main costs
involved in Alternative D. The pump station-force main
system is shown to be half as expensive as the treatment
plant option.
Table III-8'
Treatment Plant Costs vs. Pump Station
Costs in the New Albany Area
Treatment Plant Pump Station
Capital Cost
Treatment Plant $2,070,000
Pump Station - $ 170,000
Interceptor - 710,000
Total $2,070,000 $ 880,000
Present Worth
Treatment Plant
(capital) $1,810,000
(O&M) $ 990,000
Pump Station (capital) - $ 170,000
(O&M) - 110,000
Interceptor (capital) - 590,000
(O&M) - 20,000
Southerly Treatment
Plant (O&M) - 420,000
Total $2,800,000 $1,310,000
A modification to the lower section of the inter-
ceptor proposed for the Walnut Creek subarea may be
necessary. The portion of this unit which is in Delaware
County will be included in a Facilities Plan to be
undertaken shortly by entities within Delaware County.
It is suggested that the final design size for this
interceptor be determined by the Facilities Plan.
Per person costs for Alternative D decrease from
$12 per year using the present population to $6 per
year using that projected for the year 2000. The pump
station and force mains for New Albany and Reynoldsburg
will serve a specific population of 22,000 in the year
2000, resulting in an annual equivalent cost of $10 per
person per year.
111-35
-------
3.2.6 Groveport
The Groveport subarea consists of approximately 5000
acres. Route 33 near Blacklick Creek makes up most of the
unit's northern boundary, while the eastern edge lies just
east of George Creek. Walnut Creek and Swisher and Saltz-
gaber.Roads form the southern and western boundaries,
respectively. The only existing sanitary sewer system
serves the City of Groveport. Sewage is treated at a 0.30
mgd trickling filter installation which currently discharges
to Little Walnut Creek.
(1) Alternative Description
The Groveport area population is presently esti-
mated at about 4,000, and is expected to increase to
6,500 by 1985 and to 11,600 by the year 2000. This
projected increase in population, coupled with the
varying suitability of the local soils to septic tank
and leachfield treatment systems, precludes further
analysis of a No Action Alternative for this subarea.
Service to the developing portions of the Grove-
port area cannot be entirely provided by a gravity
system while totally utilizing the existing wastewater
treatment plant. This plant presently has no NPDES
permit. Since it discharges to Little Walnut Creek
near the Rickenbacker Air Force Base, it was assumed
that eventually both releases will have the same
effluent limitations. The proposed 30 day average
release levels for the Air Force Base are 8 mg/1 BOD_,
8 mg/1 suspended solids, 1 mg/1 ammonia nitrogen
(summer), and 1 mg/1 of total phosphorus.
Three regionalization alternatives will be con-
sidered for this subarea: a plant alternative and two
interceptor alternatives (shown in Figures 111-16 and
17). The treatment plant alternative would upgrade and
expand the existing facility to 1.7 mgd. This alternative
will also require the construction of a gravity sewer
to handle the 1.2 mgd average flow coming from the area
northeast of the plant near Route 33.
The two interceptor alternatives also utilize a
"northeast interceptor" which will parallel Route 33
for some 5,000 feet to provide service to the northern
portion of Groveport. This 15-inch interceptor will
connect to a 96-inch section of the existing Blacklick
Creek Interceptor on the eastern bank of Blacklick
Creek near Route 33.
111-36
-------
-------
-------
Interceptor Alternative A differs from Alternative
B in the manner of interception of flows from the
southern portion of the area. Alternative A includes
an interceptor branch which starts at Rager Road and
travels westward along the Chesapeake and Ohio Railroad
to a point just south of the 90 degree turn in Ebright
Road. Here the interceptor crosses to the north, and
follows Ebright Road into the main interceptor at
Hendron Road. This 14,100 foot branch will be 24 inches
in diameter.
The main interceptor in Alternative A collects
flow from the area near the wastewater treatment plant.
From this point, the route crosses a few streets within
the City, turns in a northwestern direction, and follows
an intermittent stream to Big Walnut Creek. After
crossing Big Walnut Creek, the interceptor will tie
into a 108-inch section of the existing Big Walnut
Creek Interceptor. The proposed line is some 17,500
feet in length, and ranges in diameter from 18 to 27
inches.
The main interceptor in Alternative B traverses
the same route as that in Alternative A, but ranges in
size from 18 to 30 inches. Alternative B differs by
the inclusion of two branch interceptors. The East
Branch connects to the main at Hendron Road as in
Alternative A, but is only 15 inches in diameter and
5,600 feet long, running parallel to Ebright Road. The
other (Canal) branch starts near Rager Road and initially
runs westward along the Chesapeake and Ohio Railroad.
It then turns south, following the old Ohio Canal route
until connecting to the main interceptor close to the
intersection of Hamilton and Rohr Roads. The Canal
Branch Interceptor will be 24 inches in diameter for
its entire length of 11,800 feet.
(2) Primary Impacts
The Plant Alternative will involve long-term
adverse impacts due to the ongoing commitment of man-
power, materials, land, and energy required for the
upgrading and expansion of the Groveport WWTP. The
retention of the WWTP close to growing residential
areas could result in adverse impacts due to odor,
noise, and aesthetic degradation.
111-37
-------
The northeast interceptor parallel to U. S. Route
33 is common to all three alternatives. It will be
constructed through either cleared land or farmland,
with little adverse primary impacts expected. The
route of the main branch of the Groveport Interceptor
is also common to Alternatives A and B. Most of the
11,000 feet of the main interceptor travels through
open farmland, occasionally crossing some residential
backyards. Four road crossings, including a proposed
tunnel under Route 665, will occur along this section
of the interceptor. Crossing of Big Walnut Creek will
result in short-term surface water degradation due to
erosion and turbidity. The remainder of the interceptor
length will involve about 1,000 feet of roadway construc-
tion along Lambert Avenue and the crossing of Rohr Road
in order to intercept flow from the present wastewater
treatment plant.
All road crossings (except the proposed tunneling
under Route 665) are expected to cause unpleasant
short-term impacts in regard to noise, air quality, and
aesthetics.
The interceptor proposed in Alternative A for the
southern portion of the subarea will collect flow from
an elementary and a junior high school. Most of the
interceptor route traverses open farmlands, with the
exception of the school property and the single crossing
of Ebright Road, which may cause some temporary traffic
disruption.
Alternative B includes the East Branch and Canal
Branch Interceptors. The East Branch traverses the
same route as the southern interceptor of Alternative
A, but is only 5,600 feet long, terminating prior to a
crossing of Ebright Road. Again, little impact is
expected from construction through the school property
and the cleared farmland. The Canal Branch starts at
the existing treatment plant and .proceeds along Rohr
and Wirt Roads, eventually crossing Groveport Road to
meet the main interceptor. This is the only construction
in or along a roadway, with the exception of the cros-
sing of Rager Road at the uppermost end of the inter-
ceptor. Traffic disruption and inconvenience is expected
to occur in these areas for short periods of time.
111-38
-------
Construction along Wirt Road passes the Groveport
Log House, which is listed on the National Register of
Historic Places. No other historic place is known to
be in the area.
After crossing Groveport Road, the interceptor
route follows the old Ohio Canal right-of-way until
reaching the Chesapeake and Ohio Railroad. A number of
homes and large trees exist along the Canal. Many of
these trees will have to be moved, and construction in
this area will negatively impact local residents in
terms of noise, air pollution, and aesthetic degrada-
tion.
At the intersection of the Chesapeake and Ohio
Railroad, the interceptor route follows the southern
side of the railroad tracks, traversing open farmland
and cleared land until crossing the tracks at Rager
Road by means of a tunnel. Little adverse primary
impacts are expected to occur as a result of this last
section of interceptor construction.
(3) Phasing
Figure 111-18 shows the population densities
served by the two interceptor alternatives for the
Groveport subarea. These Figures indicate that, the
northeast interceptor need not be constructed until
about 1995, but that the main branch of the interceptor
should be constructed by 1980. Besides the heavy
densities served, another reason for construction of
the main interceptor by 1980 is to intercept and transport
flows from the present Groveport treatment plant site.
The East Branch in Alternatives A and B maY be
be required by 1990, and the Canal Interceptor in
Alternative B may be needed by 1985.
(4) Costs
The capital cost for an upgraded and expanded
plant for the City of Groveport which is able to meet
average summer month release standards of 8 mg/1 BOD, 8
mg/1 SS and 1 mg/1 ammonia nitrogen, is estimated to be
approximately $3,680,000. The capital cost for the
northeast interceptor is $180,000, bringing the total
capital cost of the Plant Alternative to $3,860,000.
The operation and maintenance cost for the plant is
estimated at $350/mg, while the annual 0 & M for the
northeast interceptor is $440.
111-39
-------
FIGURE m-18
DENSITY TRENDS FOR THE
6ROVEPORT SUBAREA
Manholes
East Branch
Main Branch
Northeast Branch
1985 1990 1995 2000
GROVEPORT INTERCEPTOR (ALTERNATE A)
Code
O
X
A
6.0
£ 5 0
Q «*« «*
<
4.0
w
c
O
230
9
a.
w*
£20
•I
e
1985 1990 1995 2000
GROVEPORT INTERCEPTOR ( ALTERNATE B )
Manholes Code
East Branch O
Canal Branch X
Main Branch A
Northeast Branch *
-------
Capital costs for Interceptor Alternatives A and B
are estimated as $2,260,000 and $2,050,000, respectively.
The 0 & M costs are $5,600 per year for Alternative A,
and $5,100 per year for Alternative B. Treatment costs
at the Southerly plant have been included in Alternatives
A and B for comparison purposes.
(5) Summary
A summary of interceptor lengths, primary impacts,
costs, and present worths for the three alternatives
are provided in Table III-9.
The selected plan for the Groveport subarea is
Alternative A. This option costs more than Alternative
B on a capital basis, but, due to phasing of sections
of interceptors, the present worth of A is far less.
Alternative A calls for less interceptor length and
involves fewer environmental impacts than Alternative
B. The Plant Alternative is higher than either
interceptor plan in terms of capital costs, O&M costs,
and present worth, and commits more long-term resources.
Alternative A involves a dollar per person per year
cost of $41 using the present population, or $14 per
person per year using the projected year 2000 population.
3.2.7 Rickenbacker Air Force Base
The Rickenbacker Air Force Base encompasses some 4,200
acres, and is served by an existing 1.25 mgd trickling
filter installation. Currently, this facility receives only
sanitary wastewater, and discharges effluent to Little
Walnut Creek via an outfall sewer. There are two other
small treatment plants on the Base which serve a golf course
and a trailer park. Plans call for the abandoning of both
small facilities in the near future.
(1) Alternative Description
The Waste Allocation Report for the Scioto River
Basin suggests that the summertime average monthly
effluent limitations imposed on the Rickenbacker treat-
ment plant should be 8 mg/1 BOD, 8 mg/1 SS, 1 mg/1
ammonia nitrogen, and 1 mg/1 total phosphorus. Since
these proposed limitations are not presently being
achieved, the No Action Alternative was not considered
to be viable.
111-40
-------
Table III-9
Alternative Summary for the Groveport Subarea
Alternatives
Item
Length of Sewers (feet)
Type of Land Traversed (feet)
Woodland
Open Space (Rural)
Stream Corridor
Residential
Highway R.O.W.
Stream Crossings
Highway Crossings
Costs (Thousands of Dollars)
Capital (1980)
(1985)
(1990)
(1995)
Annual 0 £ M (1980-2000)
Present Worth
Plant
5,000
100
5,000
0
0
0
0
1
$3,680
0
0
180
(1)
$4,030
Interceptor
A B
36,600
300
32,300
12,700
5,800
1,800
2
14
$ 1,210
0
870
180
(2)
$ 1,660
39,900
1,300
28,800
15,500
7,800
3,600
3
16
$ 1,180
520
170
180
(3)
$ 1,750
(1) Varies from $27,800 in 1980 to $149,100 in the year 2000.
(2) Varies from $16,000 in 1980 to $ 77,800 in the year 2000.
(3) Varies from $16,700 in 1980 to $ 77,400 in the year 2000.
111-41
-------
Three alternatives were analyzed for this subarea,
including the retention and upgrading of the treatment
plant and two gravity interceptor alternatives. The
interceptor alternatives are shown in Figures 111-19
and 111-20.
The route of Interceptor Alternative A does not
actually enter the Air Force Base, initiating at a
point just above the Base where Route 665 turns to the
northeast. At this tie-in point, the interceptor will
be some 12 feet deep, enabling easy connection from
almost any part of the Air Force Base. The interceptor
initially travels westward along Route 665 to Alum
Creek Drive. The proposed route then follows Alum
Creek Drive northward to Bixby Road/ at which point it
continues along Bixby to Reese Road near Walnut Creek.
The interceptor will then tie into the Big Walnut Creek
Interceptor at Manhole 30. The proposed sewer is to be
24 inches in diameter throughout its entire length of
18,200 feet.
The interceptor route of Alternative B begins at
the same point as Alternative A. However, the inter-
ceptor proposed in this Alternative continues along
Route 665 until it reaches Lockbourne Road. At this
point it travels northward along Lockbourne for some
2,000 feet, and then runs eastward until tying into
manhole 16 of the existing 108-inch Big Walnut Creek
Interceptor. The proposed interceptor is again 24
inches in diameter for its entire length of 19,200
feet.
The above sizing took into consideration the fact
that the Air Force Base will be the only area served by
this interceptor. Therefore, its design assumed full
flow in the year 2000, using the Air Force estimated
average flow of 0.8 mgd over the entire planning period,
(2) Primary Impacts
The primary impacts associated with the Plant
Alternative are the future commitments of manpower,
material, and energy required for the upgrading and
operation of the facility.
The most significant primary impact of Alternative
A is the disruption of the small residential area
included in the interceptor route along Route 665.
Along Alum Creek Drive, the route is mainly through
111-42
-------
-------
-------
open farmland, and interceptor construction can be
accomplished with minimal traffic disruption. The
interceptor will travel along the southern side of
Bixby Road in order to avoid the heavily wooded areas
to the north. The agricultural land on the south side
of Bixby Road continues for the remainder of the route
until the existing 108-inch Big Walnut Creek Interceptor
is reached. Tunneling will be required within this
final portion in order to cross the Norfolk and Western
and Chesapeake and Ohio Railroads.
The primary impacts of the route proposed in
Alternative B are associated with the disruption of the
residential area near Route 665 where the interceptor
begins, and with the required construction through
wooded areas along Lockbourne Road and Big Walnut
Creek. Most of the remainder of the affected area is
open farmland. A tunnel is also required for this
alternative for crossing the same two -railroads men-
tioned in Alternative A.
(3) Phasing
No density plot is provided for this subarea since
no growth is expected to occur during the planning
period. Due to the need for abandoning or improving
the present treatment plant to meet stringent effluent
discharge requirements, the interceptors for either re-
gionalization alternative considered should be con-
structed by 1980.
(4) Costs
The costs associated with the Plant Alternative
are for construction ($1,500,000), and operation and
maintenance ($350/mg). The total present worth of this
plan, including salvage values, is $2,435,000.
Alternatives A and B require capital expenditures
of $1,318,000 and $1,140,000, respectively. Annual
operation and maintenance costs are $3,300 for Alter-
native A, and $2,900 for Alternative B. The operation
and maintenance expenses incurred at the Southerly
treatment plant due to the flow from the Base must also
be included for a true comparison of the plant and
interceptor alternatives on a present worth basis.
Construction on the Base and routing of flows to the
tie-in point of each Alternative is regarded as an
internal matter, and costs have not been included in
this analysis.
111-43
-------
(5) Summary
Table 111-10 gives a summary of the primary
impacts and costs for the three alternatives.
Alternatives A and B entail more primary impacts
than does the Plant Alternative. The Plant Alternative
does involve a long-term commitment of resources and
will require double the O&M cost of either interceptor
alternative. This cost-effective analysis performed
using a 24 inch interceptor illustrates that a regiona-
lization alternative, whether it be A or B, is the
preferred method of handling flow from the Air Force
Base.
The Base has prepared its own preliminary economic
analysis and conveyed the information in a letter dated
October 21, 1977. The salient comments are presented
below.
Currently, an engineering firm is designing
the sewage connection system. The prelimi-
nary design calls for a 14-inch force main
(route shown on Figure 111-19) or a 21-inch
gravity line (route shown on Figure II1-20) .
The exact size of the line will be decided
upon after further analysis.
The economic analysis comparing the upgrading
and operating of the on-base plant to the
construction of a connection line to the City
of Columbus has been revised using the new
proposed user rates. Results of this analy-
sis showed the present worth of a plant
alternative to be $7.8 million dollars; while
the cost of a force main alternative was $5.4
million. (These costs assumed an annual
inflationary rate of 8 percent. Ignoring
inflation, the costs are reduced to $5.9
million and $3.2 million, respectively.)
The analysis shows that the connection to the
city system is more economical.
The environmental assessment concerning the
connection to the City of Columbus, forwarded
by our letter of 18 August 1977, is appli-
cable to either a gravity line or to a force
main. Either system, if selected, would be
designed and constructed with a capacity to
serve the base only, and would be routed
along the right-of-way of an existing roadway.
111-44
-------
Table 111-10
Alternative Summary for the Rickenbacker
Air Force Base Subarea
Alternatives
Interceptor
Item Plant A B
Length of Sewers (feet) 0 18,200 19,200
Type of Land Traversed
(feet)
Woodland 0 300 0
Open Space (Rural) 0 15,200 15,900
Residential 0 2,700 3,300
Highway R.O.W. 0 18,200 16,400
Stream Crossings 033
Highway Crossings 056
Costs (Thousands of Dollars)
Capital (1980) $1,500 $1,318 $1,140
Annual O & M (1980-2000) 100.8 52.3 51.8
Present Worth $2,435 $1,670 $1,517
111-45
-------
The City of Columbus has agreed to accept the
base's wastewater as noted in their letter to
US EPA on 1 March 1977.
Two additional comments should be made concerning
the regionalization of the AFB. The first is that, as
shown on Figures 111-19 and 111-20, the routes proposed
by the Air Force are similar to those proposed by the
EIS and therefore, similar primary impacts would be
expected to result. The exception to this is the
portion of the route proposed by the AFB for the gravity
alternative which crosses Blacklick Creek, a crossing
not found in the EIS alternative.
The second comment concerns the fact that no
secondary impacts are anticipated to result from any
regionalization scheme since the interceptor line would
carry only flows from the Rickenbacker AFB.
3-2.8 Sensitivity Analysis
Analyses were performed to show the size and cost
differences between designs based on ultimate population, on
interceptors flowing half full in the year 2000, and on
interceptors flowing full in the year 2000. Table III-ll
shows the slopes, sizes, and costs of the chosen alternatives
for each subarea as well as the sensitivity of the design
concept of sizing each interceptor at half capacity in the
year 2000.
The cost difference between designs using half full by
2000 and full by 2000 vary from 3% to 24%, with the average
and median variation around 18%. This demonstrates that, on
the average, an 18% increase in cost will permit twice as
much intercepted flow at design conditions.
Table 111-12 shows the comparison of ultimate density
versus the projected design density for the year 2000. The
table shows that most of the areas are at or less than 25%
of their ultimate density by the year 2000, making designs
based on an ultimate population concept uneconomical.
3.2.9 Conclusion
Based on the analysis in Chapter 3 and Chapter 7, USEPA has
determined that preparing designs based on an ultimate population
concept is generally not cost-effective for the Columbus area.
111-46
-------
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111-48
-------
Table 111-12
Year 2000 vs. Ultimate Densities Per Subarea
Subarea
West Scioto
Big Run
Minerva Park
Big Walnut Creek
Rocky Fork
Blacklick Creek
Groveport
Rickenbacker A.F.B.
Population Density
EIS Facility Plan
Year 2000 Ultimate
2.0
0.9
5.3
1.0
1.8
1.5
2.6
1.3 - 1.0
10-20
4-4.6
7-24
4
8
6-10
7.4
(1)
(1)
Subarea not in Facility Plan
111-49
-------
CHAPTER IV
ALTERNATIVES TO THE PROPOSED PROJECT PLAN
-------
IV. ALTERNATIVES TO THE PROPOSED PROJECT PLAN
The National Environmental Policy Act (NEPA) specifically
requires an Environmental Impact Statement to study, develop,
and describe appropriate alternatives to recommended courses
of action in any proposal which involves unresolved conflicts
concerning alternate uses of available resources. The
purpose of this charge is to provide a vehicle by which
other alternatives, even those outside the authority of the
responsible agency, may be examined early in the planning
process in order to not prematurely foreclose options which
might enhance environmental benefits or lessen environmental
degradation.
This chapter responds to the NEPA requirement of alter-
native action study. It begins with an analysis of the
overall goals associated with wastewater collection and
ultimate disposal of the liquid and solid products of
wastewater treatment. This goal analysis serves to deline-
ate the opportunities for resource savings through modifi-
cation of the overall concepts either developed or accepted
in the improvements proposed in the Facilities Plans for
Columbus. It then examines several alternatives to the
internal processing concepts incorporated in the project
plan and explores the opportunities for optimization through
energy conservation, surge control, and peak shaving. This
examination, prepared with a view towards accomplishing
similar objectives by alternate means with different environ-
mental impacts, addresses technical and regulatory develop-
ments which may have arisen since the preparation of the
original project plan, and attempts to minimize the commit-
ment of new resources in goal accomplishment.
A detailed description and review of the process sequences
and units proposed in the Columbus Facilities Plans is
provided in Appendix I to this Impact Statement.
4.1 GOAL ANALYSIS; WASTEWATER COLLECTION
In this section the concepts that influence the magni-
tude and quality of the wastewater delivered to the Columbus
Wastewater Treatment Plants are examined for their influence
upon the proposed project plan.
4.1.1 Service Areas
The regionalization alternatives to the proposed project
plan have been described and developed in Chapter III of
this report. The conclusions which deviate from the service
areas proposed in the Facilities Plan by the end of the
planning period (the year 2000) are as follows:
IV-1
-------
Southerly Service Area
Rickenbacker AFB added
Service only provided to Reynoldsburg in
the Blacklick Creek subarea
Service only provided to New Albany in the
Rocky Fork subarea
Only partial service to the Big Walnut Creek
Subarea
Jackson Pike Service Area
Some portions of Delaware County to be included
with the West Scioto subarea;
Service will not be provided to the Big Run
subarea.
Details of recommended changes in phasing, interceptor
sizing, and transport routes can be found in Chapter III.
4.1.2 Infiltration/Inflow
As described earlier, a full scale analysis of the
magnitude of infiltration and inflow at Columbus has not yet
been conducted. Estimated quantities used in this report
for a year 2000 average day inflow have been 32 and 20 mgd
at Jackson Pike and Southerly, respectively. These quantities
may be reduced as the City's combined sewer overflow pollution
abatement program is implemented. This program consists of
the planned elimination of hydraulically troublesome combined
sewers, and may include an upsystem treatment concept that
removes the suspended pollutants from the contaminated point
sources of storm water. The City's strategy is one that
will not needlessly overload the hydraulic capacity of its
treatment plants while offering the potential of adding to
sewer and plant capacity as storm flows are eliminated.
Pending the results of an ongoing sewer system evaluation
survey, it is not recommended that any additional hydraulic
capacity be provided at the two Columbus treatment facilities.
The only exception to this recommendation is a proposed
increase in pumping capabilities at Southerly from 180 to
230 mgd.
4.1.3 Industrial Pretreatment
Historically, municipalities and authorities that have
developed effective programs to control industrial pollutants
have been motivated by one or more of the following factors:
IV-2
-------
frequent or serious treatment plant upsets;
stringent water quality standards or noticeable
degradation of the receiving stream; and
the opportunity to derive revenues.
In recent years, the interest in controlling nonresidential
contributions to public sewers has increased as an outgrowth
of the requirements of Public Law 92-500 and the issuance of
NPDES permits. As a result of the effluent standards listed
in a permit, it is now incumbent upon a municipality or
authority to control any industrial pollutant which may
deleteriously impact the performance of a treatment facility.
The City of Columbus presently has a sewer use ordinance
which specifically excludes significant releases of pollutants
that are incompatible to either the collection system or the
treatment processes employed at the treatment plant. Incom-
patible pollutants would include those materials which may
inhibit biological processes, are flammable, release toxic
gases, cause significant deposits, or corrode or scale the
sewers. Examples of compatible pollutants include biode-
gradable releases of carbon and nitrogen, flows with pH
values of 6 to 9, infectious organisms, and reasonable
concentrations of suspended solids. Other than the com-
patibility requirement, the City of Columbus has no indus-
trial pretreatment standards. In response to the require-
ments of Public Law 92-500, the City is now in the process
of developing a sewer rate ordinance which will include
industrial cost recovery considerations. It is anticipated
that this ordinance will be implemented in 1978.
The present industrial base of Columbus consists of
some 1,000 dischargers of wastewater which collectively send
approximately 15 mgd of wastewater to the two treatment
plants. This total industrial release is slightly less than
10 percent of the average daily wastewater flow received at
Jackson Pike and Southerly. Of these many and varied indus-
trial releases, only one, that due to Anheuser-Busch, presents
the opportunity to derive significant changes in the proposed
project plan through implementation of an industrial pre-
treatment requirement. Thus, this section of the report
examines the impact of varying degrees of pretreatment at
Anheuser-Busch upon the proposed project plan at the Southerly
Wastewater Treatment Plant.
(1) Brewery Waste Pretreatment Alternatives
The brewery waste impacts the Southerly Wastewater
Treatment Plant through the promotion of a bulking
IV-3
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activated sludge, the exertion of a high carbonaceous
oxygen demand, and the production of excessive quantities
of secondary sludge. The cost impact of handling the
brewery waste at Southerly can be developed by examining
the year 2000 treatment scenarios described below:
1. Brewery wastes without pretreatment (the
present contemplated condition);
2. Pretreatment of the brewery wastes to the
point that the soluble oxygen demanding load
is largely removed (a roughing filter at
Anheuser-Busch); or
3. Pretreatment of the brewery wastes to remove
and handle the large majority of the oxygen
demand and suspended solids.
4. Total brewery waste treatment to Southerly
NPDES effluent restrictions at Anheuser-
Busch.
Table IV-1 shows the impact of each scenario on
the year 2000 influent wastewater characteristics at
Southerly for the assumed representative unit processes
suggested for brewery waste pretreatment. Values are
shown for raw brewery loadings of 100,000 and 60,000
pounds per day of BODj.. The conceptual basis of
design for the pretreatment installation was that it
should perform to an efficiency level similar to the
installation proposed for Southerly in the Facilities
Plan. If this were the case, roughing filters at
Southerly could be eliminated, along with the inter-
mediate sedimentation system. In scenario 2, the
primary sedimentation system at Southerly can serve to
provide solids capture of the sloughed secondary solids
released from the Anheuser-Busch roughing filter. In
scenario 3, these sloughed solids are captured and
handled at the Anheuser-Busch plant site. Scenario 4
assumes a nitrifying activated sludge system following
the roughing filter with subsequent effluent filtration,
chlorination, dechlorination, and post-aeration.
(2) Cost-Effective Analysis
Table IV-2 summarizes the new capital and entire
operating costs for each of the scenarios. Treatment
costs at the brewery were developed in today's time
frame and indexed backward to the 1974-1975 period to
standardize these costs with those developed in the
Facilities Plans. Capital cost estimates at Southerly
IV-4
-------
Table IV-1
Southerly Influent Characteristics for Different
Brewery Waste Treatment Scenarios (Year 2000)
Parameter
Representative
Unit Processes
at Anheuser-
Busch
Southerly
Influent
Character-
istics,
1,000 Ibs/day
Sus. Solids
VSS
SS
BOD,. Sus.
K
Sol.
E
COD Sus.
Sol.
z
TKN Sus.
Sol.
^
PO.-P Sus.
Sol.
E
Treatment Scenario
1
No
Pretreatment
None
(2) (3)
145 135
175 165
120 110
125 95
245 205
230 220
235 185
465 405
6.2 6.0
15.2 15.0
21.4 21.0
1.7 1.5
4.9 4.7
6.6 6.2
2
*
Soluble Oxygen
Demand Control
Screening and
degritting,
equalization-
neutralization
with nutrient
addition, pump
station, and
synthetic media
roughing filter
with recircula-
tion. Roughing
filter contains
lightweight
cover and air
circulation
devices
(2) (3)
170 150
205 185
125 115
80 60
205 175
265 240
160 130
425 470
10.4 8.7
15.0 14.7
25.4 23.4
2.2 1.8
4.4 4.4
6.6 6.2
' 3
Scenario 2
and SS Control
Same as
Scenario 2
with sedi-
mentation,
waste sludge
holding tank,
centrifugal
sludge
thickening,
and filter
press sludge
dewatering
with trans-
port to
landfill
(2) (3)
125 125
155 155
100 100
80 60
180 160
205 205
160 130
365 335
6.1 6.1
15.0 14.7
21.1 20.8
1.4 1.4
4.4 4.4
5.8 5.8
4
Complete
Treatment
and
Discharge
Same as
Scenario 3
with the
roughing
filter imme-
diately
followed by
a nitrifying
activated
sludge sys-
tem and sub-
sequent
effluent
filtration,
disinfection,
dechlorina-
tion and post
aeration
(2) & (3)
123
150
100
45
145
200
95
295
5.8
14.6
20.4
1.3
4.3
5.6
(1) Sus= suspended; Sol. = soluble
(2) Brewery at 100,000 Ibs/day
(3) Brewery at 60,000 Ibs/day
IV-5
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were determined by deleting a unit process of some
fraction of its parallel processing capability as a
function of the brewery waste treatment strategy. The
table contains cost estimates for a 60,000 Ibs./day
BOD5 and 100,000 Ibs./day BOD5 brewery load to illustrate
cost sensitivity at the brewery and at Southerly.
Scenario 4, which excludes a joint municipal
brewery treatment scheme, is seen to be the least
attractive. Scenario 1, the present project plan, and
scenario 3 are also seen to represent nonoptimum alter-
natives. The best overall brewery waste treatment
strategy is found with scenario 2, which satisfies the
majority of the industrial waste's soluble oxygen
demand before release to the city sewer.
4.1.4 Conclusions
The goal analysis associated with wastewater collection
reveals that regionalization and infiltration/inflow consider-
ations have no significant impact upon the proposed project
plan. In contrast, the industrial pretreatment studies
show that if the Anheuser-Busch brewery waste was pretreated
to control its soluble oxygen demand, a substantial economic
savings could be developed. Based on the present BOD^
discharges from the Anheuser-Busch brewery, the effect of
the user charge system on the strength of the waste stream
discharge by the brewery, and discussions with Anheuser-
Busch, USEPA has determined the cost-effective BOD^ loading
prior to pretreatment from the Anheuser-Busch facilities in
Columbus, Ohio to be a maximum 30-day average BOD^ of 60,000
Ibs./day, with a maximum single day peak of 75,000 Ibs./day.
A revised project plan that incorporates pretreatment of the
brewery waste stream to the level of treatment identified
herein is recommended. All subsequent analyses include the
assumptions that the brewery will pretreat its 60,000 Ib./day
BOD,, load for control of its soluble oxygen demand (scenario
2) and that the roughing trickling filter and intermediate
sedimentation system at Southerly have been eliminated.
4.2 GOAL ANALYSIS; PRODUCT LIQUID
Public Law 92-500 requires examination of each discharge
of wastewater from the following standpoints:
treatment and land application;
treatment and reuse; and
treatment and discharge.
IV-7
-------
The main stream treatment Facilities Plan and the Environ-
mental Assessment considered these concepts with varying
degrees of detail. The following paragraphs examine each to
determine their viability as a management concept.
4.2.1 Treatment and Land Application
The Facilities Plan examined this concept to the point
of developing and costing several application alternatives.
The results of this analysis are described in the following
paragraphs.
(1) General
The basic assumption of any land based effluent
disposal scheme is that secondary treatment equivalency
is all the pretreatment required, since the land is
intended to be an equivalent replacement for onsite
advanced waste treatment technology. At Columbus, the
land based system would replace the following major
unit processes: metal salt addition for phosphorus
removal, nitrification, and final effluent filtration.
Thus, a land based liquid disposal system offers the
advantage of eliminating the expenditures associated
with conventional advanced waste treatment with the
benefit of providing both irrigation water and nutri-
ents for growing crops. In Ohio, with a statewide
annual precipitation of 32 to 44 inches, irrigation
water is of little benefit. Corn yields statewide
range from 110 to 125 bushels per acre and up without
irrigation. Depending on the type of land application
system utilized, the impact on a receiving body of
water may be less than noted with a conventional treat-
ment and discharge system carrying an equivalent pollutant
load due to the nonpoint nature of the flow from most
land based systems.
The Facilities Plan investigated three basic types
of land application procedures: irrigation, infiltration-
percolation, and overland flow. Irrigation involves
the application of wastewater by spraying or surface
spreading. Treatment is accomplished by a combination
of physical, chemical, and biological means. Such a
system may be designed for limiting nutrient discharge,
maximizing cash return from sale of crops, water conserva-
tion in normal irrigation practices, or to preserve and
enlarge green belts and open space.
IV-8
-------
Infiltration-percolation is similar to irrigation
except that wastewater is applied at a higher rate.
System design may have the objective of groundwater
recharge, treatment and collection of applied flow, or
treatment and dispersed release through buried transport
conduits.
Overland flow is essentially a biological process
in which the applied wastewater is permitted to flow in
a thin sheet over a sloped, relatively impermeable land
area. Product water is collected and either discharged
or recycled to an irrigation or infiltration-percolation
system.
All three systems, if properly located and managed,
will provide BOD and suspended solids removals of 90-99
percent. Nutrient removals are more variable, depending
to a large extent on crop uptake. Infiltration-percolation
generally is the poorest system in regard to nutrient
removal and the growth of marketable crops, but provides
the best means of groundwater recharge, cold weather
operation, and product water recovery. Care must be
exercised in all systems to assure proper control of
aerosols and water-borne contaminants through provision
of adequate buffer zones and monitoring facilities.
Loading rates must be controlled so as to not tax the
treatment capabilities of the soil with regard to
hydraulics, nutrient uptake, cation exchange capacity,
or toxicity limitations, especially as related to heavy
metals.
(2) Potential Application Sites and Site Characteristics
Application sites considered in the Facilities
Plan had to meet at least the following criteria:
proximity to transportation routes;
proximity to the two wastewater treatment
plants;
land to be primarily within Franklin County;
large parcels of land readily available.
To satisfy these points, only land areas to the south
of Columbus were considered further.
Five sites which fulfilled the above criteria were
deemed as suitable for receiving the treated Columbus
wastewater. An exact delineation of these areas will
IV-9
-------
not be provided here, for, as the Facilities Plan
points out, they will be large enough to treat only a
small percentage of the total wastewater flow and serve
only to develop representative and acceptable effluent
loading rates.
The topography of the sites selected is represen-
tative of the Till Plains of the Central Lowlands
province. Relief is generally less than 50 feet, with
surface water courses in shallow valleys. Soils are
generally moderately well drained, medium acidic, and
moderately high to high in crop productivity. Ground-
water may occur in lenticular deposits embedded in clay
throughout the area, but uniformly high yields are
principally available from the underlying limestone and
outwash deposits near the Scioto River and Big Walnut
Creek. The latter source would be the most susceptible
to impact by the induced infiltration resulting from a
land application system.
Based on records of first and last freezing tempera-
tures, it was assumed in the Facilities Plan that any
land treatment system could operate only 35 weeks per
year. Historic average precipitation during this
operating period has been 0.73 inches/week, with an
average evapotranspiration of 0.88 inches/week. Soil
permeability in the possible application areas averages
15 feet/week.
A water balance performed using the above data
indicates that an application rate of 1.95 inches of
effluent per week would satisfy hydraulic requirements
for a spray irrigation system (the most rate limiting
of the three application types) during the annual
operating period. However, an analysis of the nitrogen
budget, assuming corn as the crop being grown, produced
an allowable irrigation rate of only 0.65 inches per
week. Due to the many assumptions and uncertainties
involved, a compromise rate of 1.0 inches/week was
chosen as the basis for irrigation design in the
Facilities Plan, with application rates of the other
two types of application systems proportionately
greater. The buildup of toxic materials and the
attendant life of an application area was not addressed
in the published portion of the Plan.
IV-10
-------
(3) System Requirements and Costs
Six types of land application systems were costed
in the Facilities Plan. Four of these were variations
on irrigation systems utilizing buried spray on crops
or woodlands, center pivot spray, and surface irriga-
tion by ridges and furrows. Costs were also developed
for infiltration-percolation and overland flow applica-
tions. Common requirements for all systems include a
storage reservoir capable of holding 17 weeks of effluent
flow at 185 mgd, and pumping and transportation facilities
(pipelines) to bring the treated wastewater to the
point of land application.
Table IV-3 summarizes the land requirements and
cost estimates for the six alternate application
schemes. Secondary treatment costs at the Jackson Pike
and Southerly Wastewater Treatment Plants were estimated
since they were not clearly defined in the Facilities
Plan. Conveyance and application costs were indexed to
1974 for direct comparison.
The four irrigation systems are the most expensive,
followed by overland flow and infiltration-percolation.
Unfortunately, the silty types of soil present in the
possible application areas are not well suited to
infiltration-percolation, and probably preclude its
use. The next cheapest alternative, overland flow, has
little supportive documentation of its effectiveness as
a reliable wastewater treatment device, particularly in
terms of phosphorus removal.
The costs for the proposed project plan are pre-
sented for reference purposes; it is seen that the
least cost land based alternative, which has question-
able technical applicability, is some 25 to 30 percent
more expensive to implement than a treatment and dis-
charge system (when land costs are considered) with
essentially the same operating cost.
A common drawback of all land application alter-
natives is the enormous amounts of land required, which
range from 12,000 to 70,000 acres (19-109 square miles).
Most of this area is presently classified as prime
farmland, and three of the six alternatives, including
the two shown to be most cost-effective, would not
permit marketable crop production; while the other
three would likely reduce or restrict present land
production capabilities.
IV-11
-------
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IV-12
-------
An unanswered question for a land based applica-
tion scheme concerns the rights of downstream users of
the Scioto, particularly during the nonoperating time
of each year when no flow is returned to the River.
The Division of Water of the Ohio Department of Natural
Resources has expressed particular reservations to a
land based plan due to this flow depletion and the
need for land which is presently classified as "prime"
farmland.
4.2.2 Treatment and Reuse
Treatment and reuse of the wastewater is an attractive
environmental goal. The definable reuse options for the two
Columbus plants are fourfold: drinking water, plant water,
aquifer recharge, and cooling water. The applicability of
each to the Columbus situation is discussed in the following
paragraphs.
(1) Drinking Water Reuse
The Environmental Assessment of the Facilities
Plan considered the feasibility of preparing the
wastewater to the point suitable for potable reuse. It
was concluded that the present availability of superior
raw water sources caused the drinking water reuse
option to not be viable. Data presented in the Assess-
ment estimated a future water demand on the Columbus
system of about 250 mgd, with a developable upstream
reservoir safe yield of about 350 mgd. The ultimate
supply from Delaware County sources was estimated to be
530 mgd.
(2) Plant Reuse
Wastewater treatment plants normally practice some
form of effluent reuse for scrubber water, washdown
operations, sealing water, and landscape maintenance.
As practiced at Jackson Pike and Southerly, these uses
amount to less than five percent of the plant's flow,
with the actual consumptive use limited to landscape
maintenance. There is no opportunity to increase the
plants' internal reuse of effluent in the future.
(3) Aquifer Recharge
Another wastewater reuse application that has been
considered is the recharge of the sand and gravel
aquifers adjacent to the Scioto River in the vicinity
of Walnut Creek. Such a system was deemed to not be
IV-13
-------
feasible.for two major reasons: the potential need to
achieve a total nitrogen concentration of 10 mg/1 or
less in the injected effluent, and the possibility of
severe surface water flow depletion under low flow
conditions.
The first objection points to the need for more
sophisticated treatment than required by either the
NPDES limits or by water quality standard maintenance
demands. Capital costs in addition to those involved
in a treatment and discharge system would be brought
about both by the inclusion of an onsite nitrogen
removal capability (e.g., fractional flow treatment by
denitrification) and by the equipment required for
transport and injection of the effluent.
The problems involved in surface flow depletion
are fairly serious, and encompass legal as well as
environmental concerns. As mentioned in the section on
land application of effluent, state regulatory agencies
have already expressed their disapproval of any treatment
system which will adversely affect downstream surface
water uses by lowering flow quantities.
(4) Cooling Water
Present planning in the Columbus Metropolitan Area
presents the possibility of reusing the effluent from
the Jackson Pike plant as cooling water for a proposed
coal- and refuse-fired power generating plant which
would be owned and operated by the Columbus Division
of Electricity. The proposed plant, as envisioned by
a 1975 report from the consulting firm of A.E. Stilson
and Associates, would be located just south of the
Jackson Pike Treatment Plant and designed for either a
60 or 90 megawatt power generation capability. The
proposed condenser cooling system incorporates a com-
posite of once-through cooling with supplemental makeup
from a cooling tower recycle. The estimated water
needs are 95 or 130 mgd, depending upon whether or not
a 60 or 90 megawatt installation is constructed.
Jackson Pike's estimated annual average flow is between
these two extremes both now and in the year 2000.
Thus, the Jackson Pike effluent could potentially
satisfy the majority, if not all, of the cooling water
requirements of the proposed power plant.
IV-14
-------
The concept of using treated plant effluent as a
cooling water source is not unique, but rarely do needs
so closely match in terms of quantity and proximity.
The possibility of directly using the Jackson Pike
effluent in a cooling function at the proposed power
plant should be investigated at a detail beyond the
scope of this Environmental Impact Statement since,
although diluted by the background river, some indirect
reuse will undoubtedly occur with the present location
of the plants. The apparent advantages are as follows:
potential elimination or reduction of more
expensive cooling tower requirements;
potential elimination or reduction of river
water withdrawals and impact upon the organisms
which may be drawn into the intake;
more consistent cooling water quality with
potential return of pretreatment expendi-
tures; and
a beneficial use of the Jackson Pike effluent
prior to discharge to the Scioto River.
However, these advantages must be weighed against the
following considerations:
a cooling water quality that can be expected
to promote the growth of slimes and deposits
more so than a mixture of river water and
effluent, and
regulatory control and municipal personnel
responsibility for a single discharge that
meets the combined NPDES restrictions for a
thermal release and a wastewater effluent.
If it is assumed that the water quality considera-
tions do not present a significant technical barrier,
then the City of Columbus has a favorable institutional
framework to make the concept work, since both the
Jackson Pike Wastewater Treatment Plant and the proposed
power plant fall under the common public aegis of the
City. This option can be preserved with little additional
expense simply by provision of a bulkhead in the chlorine
tank at Jackson Pike and the maintenance of a clear
route between the treatment plant and the power facility.
IV-15
-------
4.2.3 Treatment and Discharge
(1) Chlorine Disinfection, Dechlorination, and Post
Aeration
As pointed out in Appendix I, the present NPDES
permit requirements may result in instream chlorine
toxicity problems at some flow regimes. If the Jackson
Pike plant reaches 100 mgd and achieves its required
chlorine residual of 0.5 mg/1, then an upstream Scioto
River flow of about 770 cfs would be required to assure
complete freedom from chlorine toxicity. Normal summer
Scioto River flows are below this minimum. Further, a
chlorine residual of 0.5 mg/1 and a fecal coliform
count of less than or equal to 200 counts per 100 ml
are inconsistent from the standpoint of the normal
chlorine dosage and demands that are encountered when
attempting to achieve a high level of disinfection with
a nitrified, filtered wastewater effluent. Thus, the
present NPDES requirements force the use of dechlorination
concepts whether or not instream chlorine toxicity is
considered. Finally, since the most economical dechlori-
nating agent (sulfur dioxide) is also a deoxygenating
agent, post-aeration becomes a design requirement to
protect against the inevitable overdosing that may
occur with attempts to dechlorinate.
The preceding discussion suggests the construction
of facilities that will allow successful achievement of
the NPDES restrictions and protection from instream
chlorine toxicity with an operation that addresses
seasonal flows and the downstream impact of the waste-
water releases. It is probable that dechlorination of
the plant effluent is not technically justified from
the standpoint of instream chlorine toxicity for at
least half of the year. This consideration alone would
allow a fifty percent reduction in the annual expenditure
for dechlorination.
More fundamentally, the question of year around
disinfection requirements needs to be addressed.
Throughout its entire 40 years of service, Jackson Pike
has never practiced chlorine disinfection. Table IV-4
summarizes the recent water quality data above and
below Jackson Pike as reported in Appendix C of this
report. The assumed coliform levels of 100,000 and 200
counts/100 ml, respectively, reflect the absence and
presence of disinfection at Jackson Pike. It is seen
that Jackson Pike apparently causes a substantial
increase in fecal coliform counts at all flow regimes
IV-16
-------
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IV-17
-------
below 1,000 cfs; thereafter, the impact of the plant
becomes -less significant. It is also observed that
disinfection makes little impact upon instream coliform
counts at flow regimes above 1,000 cfs, and that
median coliform levels will consistently remain above
the present 200 counts/100 ml general water qucility
standard. Again, from a technical standpoint, there
appears to be little need to practice chlorination for
more than about six months out of the year. If a
chlorine cost of $0.15/pound is assumed along with a
total wastewater flow of 180 mgd and a chlorine dose of
3 mg/1, then an operational expenditure of about $125,000
per year could be saved by chlorinating only six months
of the year. This savings translates to about $200,000
per year if the potential dechlorination costs are
included.
(2) Present and Future Required Final NPDES Treatment Levels
Appendix B, Mathematical Characterization of the
Scioto River below Columbus, suggests a need for a
higher performance level than presently defined in the
NPDES permits for both Columbus plants during critically
low stream flows.
However, under normal summer conditions, with the
conceptual technology proposed, an ammonium free effluent
with a BOD of less than 5 mg/1 can be anticipcited. An
ammonium free effluent could be guaranteed with a
backup breakpoint chlorination system designed to
remove any ammonium leakage from the system. (A
chlorine dose of 10 mg/1 will reliably eliminate one
mg/1 of ammonium nitrogen). Thus, the perforiticince of
the plants will probably approach that defined by the
computer model for Jackson Pike under the seven conse-
cutive day, ten year low flow regime with the proposed
technology and easily implemented increased chlori-
nation capabilities.
A second consideration deals with the modeling
procedures used to define the required effluent limi-
tations for oxygen demanding materials. No assumption
was made for a lower rate of deoxygenation until an Lo
value of 3 mg/1 was achieved. It is probable that an
attenuation of the rate will progressively increase as
Lo values approach assumed future conditions. Thus,
at the final effluent requirements, it is probable that
the model's predictions for instream dissolved oxygen
are unduly severe.
IV-18
-------
Collectively, the realities of technology and the
limitations of the dissolved oxygen water quality model
support the recommendation that the present NPDES
permit limitations for oxygen demanding pollutants
under critical low flow conditions remain the same as
presently defined by the Ohio Environmental Protection
Agency. The need for additional technology to maintain
water quality standards beyond that achievable with the
proposed concepts should be proven by stream surveys
under conditions of improved plant operation before
additional money is spent to this end.
4.2.4 Conclusions
An examination of the three alternate methods discussed
for disposal of the product liquid derived from wastewater
treatment reveals the following:
The least cost land application alternative
suffers from formidable implementation con-
siderations, some technical reservations, and
a first cost some $44 million more than the
proposed project plan with nearly equivalent
operating expenditures. This alternative is
not considered viable for the Columbus plants.
The potential reuse of the Jackson Pike
effluent as a source of cooling water for a
proposed 60 to 90 megawatt coal- and refuse-
fired power generating station appears to
suffer from no major technical or implemen-
tation reservations, with a possible benefit
in terms of the environment and operating
expenditures at the power plant. It is
recommended that this beneficial use of the
Jackson Pike effluent be thoroughly explored
by the City of Columbus before the onset of
detailed design for both the Jackson Pike
improvements and the power plant. This reuse
consideration has no bearing on the conceptual
treatment technology proposed in the Facilities
Plan. It should be noted that construction
of this power facility is still questionable
even though the bond issue has been passed.
IV-19
-------
No change in the seven consecutive day, ten
year low flow effluent limitations for oxygen
demanding materials or the conceptual technology
to achieve these residuals is recommended at
this time. Before additional money is spent
for technological improvements beyond the
potential of the proposed system, detailed
stream surveys should be conducted under
conditions of improved plant performance to
determine whether or not water quality standards
will truly be violated. A dechlorination and
post-aeration capability is recommended at
both plants to eliminate the potential for
instream chlorine toxicity and to meet the
NPDES requirements at low flow regimes.
4.3 GOAL ANALYSIS; PRODUCT SOLIDS
This section of the report examines the various ulti-
mate disposal concepts that may be available for the product
solids derived from the Columbus wastewater treatment plants.
It begins with a characterization of the potential waste
products (sludge and ash) as quantified in this Environmental
Impact Statement. Codisposal opportunities, four resource
recovery schemes, and a landfill disposal option are then
addressed. The section closes with specific conclusions for
the Columbus situation.
The quantities cited for the wastewater treatment
plants assume the implementation of the brewery pretreatment
strategy defined in Section 4.1.3 (soluble oxygen demand
control at the brewery with elimination of the trickling
filter - intermediate sedimentation complex at Southerly)
and incorporation of the recycle management system recommended
in Appendix J (fractional to complete anaerobic stabilization
of the thermally conditioned product sludge and elimination
of the isolated aerobic treatment system for stabilization
of the thermally conditioned sludge concentration liquors).
4.3.1 Waste Product Characterization
Tables IV-5 and IV-6 summarize measured characteristics
of the waste solids at the Jackson Pike and Southerly Waste-
water Treatment Plants, respectively. The product from the
thermal conditioning system was sampled three times over an
elapsed period of one month. The raw sludge source for this
product was largely waste secondary sludge. Raw primary
IV-20
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sludge can be expected to have a similar metal content;
lower nitrogen, sulfur, and phosphorus levels; and higher
energy, oil and grease, and COD content. The analytical
emphasis upon this sludge source was due to the following
considerations:
This would be the product preferentially
applied to the land; and
The multitude and significance of all the
various recycles prevents a clear delineation
of true raw primary and secondary sludge.
An examination of the heavy metal data shows the metal
content of the Jackson Pike sludge is generally 50 to 150
percent greater than the Southerly sludge. The exceptions
to this rule appear to be mercury and lead (both plants show
similar concentrations), nickel (Jackson Pike shows a concen-
tration about eight times that- fnnnd at Southerly) , and
cadmium (Southerly content is approximately 50 percent more
than at Jackson Pike).
On one date at each plant, samples were also collected
prior to the thermal conditioning system to examine the
phosphorus, nitrogen, COD, and metal solubilization brought
about by the conditioning process. The samples show a COD
and TKN solubilization after thermal conditioning of about
10,000 and 600 mg/1, respectively. Phosphorus solubiliza-
tion was about 150 mg/1. A soluble phase increase of an
order of magnitude or more was noted for chromium, nickel,
and zinc. The rise in the latter two appears to be somewhat
dependent on the original mass present. Soluble iron levels
essentially doubled after thermal conditioning.
Samples were also collected from each plant's ash
lagoon and the digested sludge lagoon at Jackson Pike. In
general, the relative metal content of the ash should increase
due to the volatile solids loss during incineration. The
notable exception to this generalization is mercury, which
is normally released as an atmospheric emission, the magnitude
of which is influenced to some degree by the adequacy of the
scrubber.
The sludge samples were also analyzed for representa-
tive organic compounds of environmental interest. Only the
cyanide content of the Jackson Pike sludge was uniquely high
when comparing the single analyses for this compound at both
plants. The Columbus sludges were examined for two representa-
tive PCB's (Arochlor 1248 and 1254). Neither was found at the
detection limits of the analyses.
IV-2 3
-------
Chlorobenzene determinations were limited to a grouping
of para- and ortho-dichlorobenzene and trichlorobenzene.
Chlorinated benzenes are extensively used in industry. Para-
and ortho- dichlorobenzene are manufactured in large quantities
(1972 U.S. production figures are 77 and 62 million pounds,
respectively). Over 90 percent of the para-dichlorobenzene
consumed in the U.S. function through vaporizing applications,
such as in moth repellant, mildew retardant, and space deodor-
izer. A common application is the deodorant cakes used in pub-
lic urinals. Ortho-dichlorobenzene is used in cleaning solvents
for engine parts, heat transfer media, rustproofing, degreasing
agents, solvents for lacquers and resins, dye intermediates,
pesticides, insecticides, and odor control at sewage treatment
plants. Trichlorobenzenes are used as solvents of oil soluble
dyes and grease, dielectric fluids, lubricative oil additives,
and insecticides.
These benzene compounds are as toxic as some of the PCB
formulations, and are known to be mitostatic poisons causing
disorders of cell division which lead to inhibition of cell
wall formation and binucleate or multinucleate cells. Their
common use in society poses fundamental environmental questions
concerning man's impact upon the natural environment. To date,
they have received little attention. EPA will be evaluating
the plant.toxicity and plant uptake potential of the chloro-
benzenes identified in the Columbus sludges in its Office of
Pesticides Programs laboratories in Beltsville, Maryland.
These studies should establish in the final EIS whether or
not the concentrations of these chlorobenzenes in the Columbus
sludge pose a problem for the land application alternative
with regard to adverse impacts.
-..A study of pesticide disposal in a sewage sludge incinera-
tor ( ' indicates that "DDT and 2, 4, 5, -T (2, 4, 5- trichloro-
phenoxyacetic acid) can be safely destroyed by coincineration
with sewage sludge in a multiple hearth furnace. It appears
probable that other pesticides with a similar chemical nature
to DDT or 2, 4, 5 - T could also be safely destroyed via this
technique."
Although studies have,shown the presence of these benzene
compounds in human tissue, in many cases the exact mechanism
(1) "A Study of Pesticide Disposal in a Sewage Sludge
Incinerator," EPA 68-01-1587, USEPA, 1975.
(2) Young, David R., and Heeser, Theodore C., "Inputs of
Chlorinated Benzenes," Annual Report for the Year Ended
30 June 1976; Southern California Coastal Water Research
Project, El Segundo, California.
IV-24
-------
which caused them to appear and their source is not always
well understood. The volatility of these compounds, particu-
larly in relation to PCB's, causes some experts to question
whether they are stable enough to constitute as great a hazard
as PCB's. Mention is provided in this report simply to
point out the magnitude of these trace organics and the pos-
sibility of their becoming an environmental concern in the
future. Further, their presence serves to illustrate the
point that many potentially harmful trace organics can be
concentrated in the waste solids from municipal wastewater
treatment plants. The isolation of only one of these compounds
at certain concentrations, as has been the case with PCB's,
could totally exclude the application of the waste solids in
agricultural applications until the concentration of that
substance can be reduced to a level considered to be safe for
application on farmland.
4.3.2 Codisposal Opportunities
The ideal waste solids management program for a juris-
diction as large as the Columbus Metropolitan Area should con-
sider all of the joint processing opportunities for the wastes
and refuse generated within the City's service area. The
Columbus Department of Public Service, which includes the
Divisions of Water, Sewerage and Drainage, Solid Wastes, and
Electricity, has the existing management structure to implement
a broad-based codisposal program should a viable opportunity be
identified. This section examines the feasibility of several
codisposal alternatives that could be managed under the present
Departmental system.
(1) Wastewater Solids
Table IV-7 summarizes the approximate chronological
development of dry waste solids produced by the two
Columbus wastewater treatment plants. The combined dry
tonnage of the dewatered sludge cake will be approximately
180 tons/day in the design year.
The nearly completed 8-inch diameter, seven mile long
Jackson Pike to Southerly sludge force main offers the
(1) Personal Communications, Drs. George Fries and Ralph Nash
to Dr. John Walker, Physical Scientist, Municipal Tech-
nology Branch, USEPA.
IV-2 5
-------
Table IV-7
Approximate Chronological Development
of Wastewater Treatment Solids
(Average dry tons per day, nearest 5 tons/day)
Source
Jackson Pike
Dewatered Sludge Cake
Primary Solids
Secondary Solids
Total Solids
Incinerator Ash
Southerly
Dewatered Sludge Cake
Primary Solids
Secondary Solids*
Total Solids
Incinerator Ash
Total
Dewatered Sludge Cake
Primary Solids
Secondary Solids
Total Solids
Incinerator Ash
Year
1980
55
35
90
40
15
40
55
15
70
75
145
55
1990
60
35
95
40
20
50
70
20
80
85
165
60
2000
60
40
100
40
25
55
80
25
85
95
180
65
Thermally conditioned solids - contains all. of the
secondary sludge and 66% of the primary solids,
feed to the thermal conditioning system contains
a mixture of 40% secondary solids and 60% primary
solids
IV-2 6
-------
flexibility of processing some of the Jackson Pike solids
at Southerly. The rated capacity of the force main is a
nominal 550 gpm, or about 130 dry tons per day of a sludge
containing four percent solids. Clearly, this installa-
tion has the capacity to transport the average day Jackson
Pike conditioned and thickened solids production to
Southerly. Thus, the engineering analysis of the proposed
Jackson Pike project plan (Section 1.4.3) concluded that
the maximum day standby incinerator could be eliminated,
with Southerly providing all of the solids handling standby
capacity needed for both plants. Existing construction
commitments for dewatering and incineration equipment at
Jackson Pike preclude the establishment of any additional
savings through joint processing concepts at Southerly.
If three incinerators are constructed at each plant,
an alternative standby capability can be provided by land-
filling of sludge. This alternative provides immediate
standby reliability for sludge processing (via landfilling
during construction of the proposed incinerators) and pro-
vides the capability of utilizing the secondary solids on
strip mine land when that option becomes viable. In the
event the municipal power plant is built, it may be used
as an additional facility for standby sludge disposal.
Thus, a decision to make the sludge force main operational
at a capital cost of $3 to $3.5 million would have to
demonstrate that it is more cost-effective than other
standby options as well as identify the optimum direction
which the sludge will be pumped.
The interconnecting force main does present the ad-
ditional possibility of a single ash lagoon installation
at Southerly to satisfy the joint needs of both treatment
plants. This option will necessitate a sludge-flush-ash-
flush pumping cycle with special storage considerations at
Southerly. It is probably that the first cost of these
needs will be less than the construction of new Jackson
Pike lagoons, but electrical energy costs will rise in
compensation. The overall cost-effectiveness of such an
operation will be dependent upon both the location of the
ultimate disposal site in relation to Jackson Pike and
Southerly and the frequency of lagoon cleaning.
(2) Water and Wastewater Treatment Solids
The City of Columbus is presently served by two
major water treatment plants at Morse and Dublin Roads
and a small installation at Nelson Road. In 1975,
these plants produced approximately 100 mgd of product
(1) Only thermally conditioned solids are suitable for land-
filling from the proposed process sequences, which implies
that primary sludges must be preferentially incinerated
under standby operation conditions in order to provide
both a disposal means for the primary solids and steam for
use in thermal conditioning.
IV-2 7
-------
water from a 107 mgd supply. Of this total, essen-
tially 70 percent of the supply was furnished by Morse
Road, with the Dublin Plant providing most of the
remaining 30 percent. The Nelson Road plant processed
an average of only about 0.01 mgd. A future 50 mgd
Parsons Avenue plant, presently under design, will
serve the expanding southern portion of the Columbus
service area. Eight remote wells will serve as the raw
water source for this facility.
Table IV-8 summarizes the estimated waste water
treatment solids production for the 20 year planning
period. These estimates were obtained from an exami-
nation of the 1975 chemical usages at the Dublin and
Morse Road facilities, reported changes in the water
quality, and an assumed suspended solids to turbidity
ratio of 4:1. In 1975, the Dublin Road installation
(treating Olentangy and Scioto River water) was cal-
culated to produce approximately three tons of solids
per million gallons of water processed. The yield from
the Morse Road Plant (treating Big Walnut Creek water
from Hoover Reservoir) was approximately half this
value.
The future solids production scenario assumes that
the Morse Road and Parsons Avenue Plants will meet most
of the future water demand, and that the water supply
to wastewater production ratio will change from the
100:77 (1.40) value found in 1975 to a 119:104 (1.14)
value in the year 2000. These assumptions reduce the
accuracy of the estimates in Table IV-8 to an order of
magnitude, with the tolerance increasing as one moves
away from the 1975 known conditions.
As can be seen from Table IV-8, Columbus' water
treatment plants are predicted to produce over 2:00 tons
per day of waste solids throughout the 20 year planning
period. These solids are dominated by nearly eq;ual
parts of precipitated calcium carbonate (CaCCO and
captured turbidity. Precipitated hydroxides TAl(OH)_
and Mg(OH)2) make up approximately five percent of tne
total average day waste solids mass. The Parsons
Avenue Plant may exhibit a lower level of turbidity
solids with a somewhat compensating gain in CaCO., if
softening is practiced.
IV-2 8
-------
Table IV-8
Estimated Chronological Development
of Water Treatment Solids
(Average dry tons per day, nearest 5 tons/day)
Source
Dublin Road
Al (OH) .
CaCO.,
Mg(OH)
Turbidity (1)
Total Solids
Morse Road-Parsons Avenue
Al(OH)
CaC03
Mg(OH)
Turbidity (1)
Total Solids
Total
Al(OH) _
CaCOo
Mg(OH)
Turbidity (1)
Total Solids
Year
1980
Trace
55
5
35
95
5
55
Trace
55
115
5
110
5
90
210
1990
Trace
55
5
40
100
5
60
5
60
130
5
115
10
100
230
2000
Trace
55
5
40
100
5
65
5
60
135
5
120
10
100
235
(1) Assume Suspended Solids: Turbidity= 4:1
IV-2 9
-------
Presently, the Division of Water does not plan to
attempt CaCO., calcination and CaO reuse (except at
Parsons Avenue) due to energy considerations and the
probable variability and low CaO content of the resul-
tant product. The present system is to dispose of the
waste solids at an abandoned quarry purchased by the
City several years ago. The Dublin Road sludge force
main to the quarry was recently completed. The City
plans to let an engineering contract for a Morse Road
sludge force main to the same quarry in the near future.
It was assumed that the future Parsons Avenue solids
would also be disposed of in the same manner. At a
nominal 110 acre area and depths up to 95 feet, the
quarry provides an ultimate water treatment solids
disposal site with a usable volume of 2300 million
gallons. A practical service life of approximately 60
years has been assumed by the City of Columbus, a value
which may be somewhat conservative. (Solids characteri-
zation suggests a possible 75 year life.)
The quarry offers an opportunity for ultimate
codisposal of the incinerator ash from the wastewater
treatment plants. Introduction of a nominal 60 tons
per day of ash would lower the service life of the
quarry by only about 20 percent. Collection of the
quarry's overflow in the Columbus sewerage system would
close the cycle and yield a total codisposal plan
completely under the control of the Columbus municipal
government. Further, the high pH of the mixed concen-
trate in the quarry would, in time, minimize the solubi-
lization of heavy metals and phosphorus in the incinerator
ash.
The availability of the quarry suggests that the
City of Columbus consider a means of dry ash storage
and handling for both Jackson Pike and Southerly with
weekday, daylight conveyance. Other options include
force main conveyance of an ash slurry or continuation
of the present lagoon storage concept with infrequent
contract collection and haul of the ash to the quarry.
(3) Refuse and Wastewater Treatment Solids
A 1974 City/Ohio State University School of Public
Administration Task Force recommended the phasing out
of the present municipal power plant and the construction
of a new facility fueled primarily by residential,
commercial, and industrial refuse. Accordingly, in
IV-30
-------
1975 the City commissioned A.E. Stilson and Associates
to develop and evaluate the feasibility of such an
installation. The Feasibility Report determined that a
90 megawatt capacity would be required by 1995, and
recommended the initial construction of a full ultimate
capacity facility as opposed to a staged construction
alternative.
The estimated refuse quantities generated in the
planning area are summarized in Table IV-9. The
proposed plant will provide an outlet for the residen-
tial refuse generated in the City and 50 percent of the
remaining portion of Franklin County, and all area
industrial/commercial refuse. Projected refuse quanti-
ties can satisfy 62 and 79 percent of the plant's
energy requirements in 1980 and 2000, respectively.
Coal will provide the remaining raw energy source. It
was assumed in the Feasibility Report that the maximum
amount of refuse that can be burned in combination with
coal is 80 percent of the required fuel heat value, and
that the facility would use shredded refuse with ferrous
metal removed. The shredded refuse will be routed from
the City's three new pulverizer stations, all of which
obtained operational status in 1975. Boiler and
turbine efficiencies were assumed at 75 and 32.5 per-
cent, respectively, giving an overall net efficiency of
about 24 percent.
If the proposed plant is constructed, it will
eliminate approximately 90 percent of the City's future
landfill requirements for refuse disposal. On a City
and County basis, the total landfill requirement is
reduced by about 60 percent. An ash disposal area of
3.3 acres at a depth of 10 feet is the estimated annual
requirement for a daily dry ash production of about 160
tons composed of refuse and coal residuals of 10 and 5
percent, respectively. The proposed application site
adjacent to the power plant would be adequate for more than
20 years of plant operation. However, the concept is in con-
flict with current OEPA policy.
The Stilson Report examined both SO and particu-
late emissions. It concluded that flue gas desulfuri-
zation will not be necessary to meet either the antici-
pated emission limit (2.4 pounds of sulfur oxides per
million BTU of heat input) or the ambient air quality
standards for the average operating day. The report
recommends using low sulfur coal or additional refuse
to maintain the SOx release within the required stan-
dards during peak generating periods. Ground level
IV-31
-------
Table IV- 9
Estimated Refuse Quantities for 90 Megawatt
Refuse/Coal Fired Power Plant*
(Average dry tons/day, nearest 5 tons/day)
Source
Residential
City
County
Total
Endus trial/Commercial
Total
Total
Residential To be Burned
City
County
Total
End. /Com. to be burned
Total
Total
yiinimum Refuse to be Landfilled
Maximum Ash Production
Refuse Residue
Coal Residue
Total
1980
610
330
940
640
1580
610
165
775
320
1095
495
110
10
120
Year
1990
835
465
1300
780
2180
835
230
1065
390
1455
725
145
15
160
2000
1090
610
1700
955
2655
1090
305
1395
480
1875
780
190
10
200
*"Summary Report on Phase I-Feasibility of Refuse/Coal Fired Generating
Facility" Prepared for the Columbus Department of Public Service by
A. E. Stilson and Assoc. Consulting Engineers (December, 1975)
IV-3 2
-------
sulfur oxide levels will be minimized by venting the
flue gas through stacks 250 feet high. The particulate
emission standards will be met by a serial arrangement
of medium pressure drop multiclone collectors and
electrostatic precipitation polishing.
The location of the proposed power plant adjacent
to the Jackson Pike Wastewater Treatment Plant presents
the possibility of using the wastewater sludge cake as
an additional fuel source. Table IV-10 was developed
to examine the potential impact of this alternative.
The results indicate that the contribution of the
wastewater solids to the total energy usage of the
power plant is only about three percent if all of the
Jackson Pike and Southerly solids are used, allowing a
coal usage reduction of about eight to twelve percent.
For this benefit, the power plant would experience a
nine to eleven percent increase in input dry solids
load and an ash production rate increase of 30 to 50
percent. The percentages reduce by slightly less than
one-half if only the Jackson Pike solids are used at
the power plant. Another one-half reduction is ob-
tained if only the primary or secondary Jackson Pike
solids are used.
It can be concluded that the only significant
codisposal impact at the power plant would be in terms
of additional ash production. On the other hand, the
impact upon the wastewater treatment plants could be
substantial, since the cost of conveyance would undoubt-
edly be less than the cost of constructing, maintaining
and operating an incineration and ash disposal complex
at both plants. Here, the optimum program would reverse
the flow in the sludge force main by providing a new
pumping station with Jackson Pike providing complete
sludge conditioning and dewatering for the wastes solids
from both treatment plants.
Unfortunately, this potential codisposal program
of wastewater solids and refuse does not address the
present realities of the Columbus situation. Both
Jackson Pike and Southerly are presently producing
about 80 percent of their year 2000 solids design
value, and the refuse/coal fired power generation plant
will not be considered by the voters of Columbus until
late 1977. Plans for the disposal of the Jackson Pike
and Southerly waste solids must continue to assume that
the power plant will not be available. However, the
IV-3 3
-------
Table IV-10
Comparison of Energy Value of Wastewater
Solids with Anticipated Needs
Year
1980
1990
2000
1975 Stilson Report
Avg. Generation Rate -
megawatts
Refuse Usage - ton/day
(1) - megawatt
Coal Usage - ton/day
(2) - megawatt
Total Usage - ton/day
- megawatt
47
1,095
120
240
73
1,335
193
59
1,455
160
270
82
1,725
242
64
1,875
206
180
55
2,055
261
Megawatt Equivalent of Wastewater Solids (3)
Jackson Pike
Primary Solids - ton/day
- megawatt
Sec. Solids - ton/day
- megawatt
Total Solids - ton/day
- megawatt
Southerly
Primary Solids - ton/day
- megawatt
Sec. Solids - ton/day
- megawatt
Total Solids - ton/day
- megawatt
Both Plants
Primary Solids - ton/day
- megawatt
Sec. Solids - ton/day
- megawatt
Total Solids - ton/day
- megawatt
55
2
35
1+
90
3+
15
+
40
2
55
2+
70
3
75
3
145
6
60
2+
35
1+
95
4
20
1
50
2
70
3
80
3
85
3+
165
7
60
2 +
40
2
100
4
25
1
55
2
80
3
85
3 +
95
4
180
7 +
Net recoverable energy per ton of dry solids prior to boiler and
turbine.
(1) 4,500 BTU/lb.
(2) 12,500 BTU/lb.
(3) 1,700 BTU/lb., neglects steam production requirement for
thermal conditioning.
IV-3 4
-------
design and layout of the required improvements at the
wastewater facilities should consider that at some time
in the future codisposal may be a viable option, with
the recommended onsite incineration complex providing
backup reliability and steam for the thermal conditioning
system.
(4) Refuse, Water and Wastewater Treatment Solids
Effective, permanent ash disposal is a common
concern for the water and wastewater treatment plants
and the proposed power plant. It seems reasonable that
the quarry being used for disposal of water treatment
sludges be given serious consideration for ultimate
disposal of ash from all municipal sources. If it is
so used, the estimated effective life of the quarry as
a disposal site will be reduced by about 50 percent
from that anticipated for water sludge disposal alone.
4.3.3 Energy Recovery
Energy is the most available resource in the wastewater
solids. It is this energy that is used during the incineration
process to reduce the volume and mass of the waste solids.
The amount of the latent energy that can be recovered is a
function of the moisture content of the sludge cake, while
the total amount of energy that can be recovered is a function
of the flue gas temperature reduction achieved through the
heat exchanger.
The proposed project plans for the Columbus Wastewater
Treatment Plants have two potential sources for energy
recovery. The first is the digester gas produced from
anaerobic stabilization of the thermally conditioned sludges.
The second is the waste heat in the incinerator exhaust.
Table IV-11 was prepared to examine the significance of
these sources in terms of their energy yield and collective
potential for energy recovery. It is believed that the
assumptions are conservatively stated; however, it should be
noted that some digestion gas may be unavoidably lost. This
loss could be easily compensated for by going to a waste
heat recovery temperature differential of 750° F, which will
increase the recoverable energy from the incinerated solids
by 50 percent. Collectively, it is believed that the cited
values for the steam energy available for electrical power
production are realistically but not over optimistically
estimated. The higher steam usage at Southerly is due to
the assumption that two 200 gpm thermal conditioning systems
will be used at all times to process all of the secondary
solids with about two-thirds of the primary solids; on the
average design day at Jackson Pike only secondary solids
receive thermal conditioning.
IV-3 5
-------
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The priority of energy recovery and use is to first
consider steam usages and then the production of electrical
energy. Both Jackson Pike and Southerly should make use
of waste heat recovery boilers to generate steam for the
thermal conditioning system. Table IV-11 shows that the gas
production from the anaerobic digesters could potentially
satisfy all of the energy needs of the thermal conditioning
system at Jackson Pike. At Southerly, due to the conservative
assumptions of the analysis and the presumed mode of operation,
this is not the case. The analysis suggests that incineration
at Southerly cannot be eliminated if successful thermal
conditioning of 400 gpm of waste sludge is the processing
goal. Other uses of steam energy include building heat and
steam driven major equipment items (e.g., blowers and major
process stream wastewater pumps). It was assumed that
building heat is provided by steam (although not specifically
mentioned in the Facilities Plan) and that steam drives are
unattractive due to existing equipment, space, redundancy,
and maintenance considerations.
Table IV-11 shows that the potential of steam generation
of electrical power is most attractive at Jackson Pike,
where it can satisfy approximately 15 percent of the average
day load. Since a utility will not normally allow parallelism
between a customer's and the utility's generated power, the
design would have to include the extra electrical hardware
to physically isolate a bank of equipment from the outside
power source when an inplant power source is in use.
Unit size is also a consideration. A review of one
manufacturer's (Thermo Electron Corporation) literature
shows their smallest packaged closed-cycle condensing steam
power plant to be 0.5 megawatts; a value some 0.20 megawatts
higher than confidently predicted at Southerly. Thus, it
would appear that inplant power production is limited in its
attractiveness to the Jackson Pike Facility. A preliminary
present day cost of producing one megawatt of power at
Jackson Pike using two operating and one standby 0.5 megawatt
turbine generators is estimated at about $0.03/KWH (using a
first cost of $2.4 million and an annual operational cost of
$70,000); a value some thirty percent higher than for pur-
chased power in 1976.
The preceding considerations point to the conclusion
that energy recovery beyond steam production is not economi-
cally attractive under present conditions; especially so at
Southerly. Although electrical power generation may be
attractive at Jackson Pike in the future, the proposed
adjacent refuse/coal fired power plant with the potential
IV-3 7
-------
opportunity of codisposal appears to serve the same end with
a far greater economy scale. Therefore, it is recommended
that neither Southerly nor Jackson Pike consider the use of
inplant electrical power generation in the immediate future.
However, should the proposed power plant be voted down, it
is suggested that the City examine generated power in detail
for Jackson Pike.
4.3.4 Nutrient Recovery
The nitrogen and phosphorus content of wastewater
sludges offers a source of macronutrients as a replacement
or supplement to commercial fertilizers. These nutrients
are fractionally recovered when a crop is produced on
receiving lands.
Municipal wastewater sludges may contain, in addition
to nutrients, constituents which may limit their use, such
as environmentally incompatible trace organics, infectious
organisms, and heavy metals. Concentrations of environmen-
tally incompatible trace organics, such as chlorobenzenes
described in Section 4.3.1, can be controlled by public
awareness and legislation. Infectious organisms can be
reduced or eliminated by process design. Heavy metals may
be marginally to significantly controlled by enforcement of
industrial pretreatment standards. At this time, it is
generally recommended that municipal wastewater sludge ap-
plications be limited to field crops (corn, soybeans, and
small grains) or grasses (fescue, lovegrass, bermuda grass,
and perennial ryegrass).
The engineering study that developed the recommended
Columbus Project Plan for waste solids management and the
subsequently prepared Environmental Assessment considered
nutrient recovery schemes in detail. A common system,
evaluated by both incorporated thermal conditioning, dewater-
ing, and sludge cake application to the land with nutrient
recovery in the form of field corn.
The foj.j.owing points demonstrate that the incinerator
alternative is superior to nutrient recovery for total dis-
posal of waste solids:
IV-3 8
-------
The generation of some 145 to 180 dry tons of
waste solids which must be disposed of on a daily
basis from the two wastewater treatment plants;
The responsibility of the municipality to provide
the most cost-effective, environmentally sound, and
dependable method of waste solids disposal;
The probable resistance of other political juris-
dictions to accept Columbus' sludge; and
The need to implement a waste solids management
program today which will provide a reasonable
assurance of day-to-day success for the next
twenty years.
The foregoing suggests that a nutrient recovery scheme
for total waste solids management is difficult to implement
on a large scale for a municipality of a million or more
people without coordination of the institutions (State and
Federal) which encompass county and municipal boundaries.
This coordination will require a firm commitment to the
municipality to accept all waste solids produced (at a
definable solids concentration)for a full twenty years
(based upon known characteristics). In Ohio, management
agencies would certainly include the present Department of
Natural Resources, Department of Agriculture, and the Ohio
Environmental Protection Agency.
The preceding comments should not be construed as dis-
allowing all forms of sludge disposal for nutrient recovery.
The ideal sludge product for nutrient recovery should be
processed by some positive means for pathogenic organism
reduction or elimination. Thermal sludge conditioning, with
its high temperature and pressures, provides a method for
pathogenic organism control far superior to pasteurization,
although probably not to the point of complete sterilization.
The nitrogen and phosphorus content of biological (secondary)
sludge is at least twice that found in the coarse primary
IV-3 9
-------
sludge. Although thermal conditioning can cause a significant
solubilization of the nitrogenous fraction found in waste
secondary sludges, the nitrogen content of the final dewatered
product remains comparable to that of conventional primary
solids. Thus, it is believed that the thermally conditioned,
secondary solids produced at the Columbus plants should be
preferentially used in any nutrient recovery scheme.
Table IV-12 shows the estimated secondary sludge quanti-
ties available for nutrient recovery. Only a fraction of
the thermally conditioned secondary sludge mass from Southerly
is available for nutrient recovery due to the need to assure
an autogenous sludge cake for incineration and enough steam
for thermal conditioning. The Columbus plants could yield a
total of approximately 60 to 70 dry tons of thermally condi-
tioned solids for a nutrient recovery scheme. This amounts
to some 40 percent of the average day waste solids mass of
the two plants. The incinerator ash remaining for disposal
would be reduced by a similar amount if these conditioned
solids were applied to the land.
Table IV-13, using the characterizations obtained from
Tables IV-5 and IV-6 to one significant figure with the
anticipated nitrogen, phosphorus, and aluminum content of
the waste solids, compares the anticipated Columbus sludge
characteristics against recently proposed guidelines for the
metal content of sludges destined for nutrient recovery.
Metal concentrations in excess of the guideline value would
limit the use of the waste solids to supplemental nutrient
applications. It is noted that the Southerly cadmium concen-
tration is at the cited guideline limit. However, it is
probable that the future will bring a reduction of this
concentration and all heavy metal levels as industrial pre-
treatment ordinances are implemented and enforced by the
City.
The rate of sludge application in a nutrient recovery
scheme is based upon the nitrogen requirement of the crop
grown, the metal content of the sludge, and the cation ex-
change capacity (CEC) of the soil. The prospective areas
near Columbus for solids application commonly contain Blount
and Morley soils with a nominal CEC of 15 to 25 meg/100 gms.
The recommended limits for five important metals at this CEC
and an in-situ pH greater than 6.5 are listed in Table IV-14.
These values determine the maximum total load which can be
applied to the land before an alternate site must be used.
IV-40
-------
Table IV-12
Approximate Daily Dry Tonnage of Wastewater
Solids Remaining for Nutrient Recovery
Source
Jackson Pike
Primary Solids - tons/day
Secondary Solids - tons/day
Total Solids - tons/day
Solids Used for Steam
Production - tons/day
Secondary Solids for Nutrient
Recovery - tons/day
Ash for Disposal - tons/day
Southerly
Primary Solids - tons/day
Secondary Solids - tons/day
Total Solids - tons/day
Solids Used for Steam Production
- tons/day
Secondary Solids for Nutrient
Recovery - tons/day
Ash for Disposal - tons/day
Total
Total Solids - tons/day
Solids Used for Steam Production
- tons/day
Secondary Solids for Nutrient
Recovery - tons/day
Ash for Disposal - tons/day
1980
55
35
90
55
35
25
15
40
55
30
25
10
145
85
60
35
Year
1990
60
35
95
60
35
25
20
50
70
40
30
10
165
100
65
35
2000
60
40
100
60
40
25
25
55
80
50
30
15
180
110
70
40
IV-41
-------
Table IV-13
Comparison of Columbus Sludges with
Allowable Metal Content Guideline
Metals
Aluminum *
Arsenic
Boron
Cadmium
Chromium
Copper
Gold
Iron
Lead
Mercury
Nickel
Silver
Zinc
Nutrients
Nitrogen
Phosphorus*
Sulpher
Organics
Arochlor 1248
& 1254
Chlorobenzenes
Ortho- and Para-
1,2,4-Tri
Cyanide
Oil and Grease
Phenolics
Salts
Calcium
Chloride
Magnesium
Potassium
Sodium
mg/kg of Dry Solids at 30-35% Solids Cake
Jackson Pike
80,000
8
400 (0.1)
30
800 (1)
700
0.02
20,000 (90)
400
4
400 (1)
30
3,000 (1)
40,000 (6000)
60,000 (200)
8,000
<7
10
1
40
200,000
70
7000 (20)
700 (200)
7000 (100)
1000 (100)
200 (50)
Southerly
60,000
3
30 (<0.1)
50
400 (1)
400
0.03
8,000 (50)
400
5
50 (0.2)
30
2,000 (0.5)
40,000 (6000)
40,000 (200)
7,000
<7
10
1
8
200,000
60
5000 (20)
700 (200)
4000 (100)
1000 (100)
200 (50)
Guideline \|>
-
-
-
50
-
1,000
-
-
-
-
500
-
5,000
* Increased over measured value to reflect phosphorus removal by alumi-
num addition
( ) - approximate soluble phase concentration, mg/1
ty Application of Sludges and Wastewaters on Agricultural Land:
A Planning and Educational Guide, North Central Regional
Research Publication 235 (October, 1976).
IV-4 2
-------
Table IV-14
Land Needs for Nutrient Recovery with
Columbus Sludges (1)
Cadmium
Copper
Lead
Nickel
Zinc
0.01
0.25
1.00
0.10
0.50
330
360
2500
250
170
Maximum Load of Dry Plant Solids
A. Life of Disposal Site (Heavy Metal Limitations)
Recommended Applicable Load (tons/acre)
Heavy Metal of Plant Solids from
Limit
Parameter (tons/acre) Jackson Pike Southerly
200
620
2500
2000
250
B. Annual Basis
1. Cadmium limit (0.001 ton/acre)
Jackson Pike = 33 tons/acre^year
Southerly =20 tons/acre-year
2. Nitrogen limit
First Year = 6.7 tons/acre-year
Seventh Year = 4.7 tons/acre-year
Average Annual for 20 Years = 5 tons/acre-year
II. Land Requirement (1990 Basis)
Jackson Pike = (35) (365)/4.7 = 2720 acres
Southerly = (30)(365)/4.7 = 2330 acres
III. Approximate Life of Land in Nutrient Recovery Scheme
Jackson Pike = 170-5(20) + 20 = 35 years
4t • /
200-5(20)
Southerly
4.7
+ 20 = 41 years
(1) Procedures utilized reflect concepts developed in
North Central Regional Research Publication 235
(October, 1976) . The pertinent section of that report
is reproduced as Appendix L.
IV-43
-------
As can be seen, with the present metal characteristics of
the Columbus sludges, zinc is the controlling metal for Jackson
Pike, while cadmium is the controlling metal for Southerly.
The allowable ultimate heavy metal loads are reduced by 50
and 75 percent for cation exchange capacities of 5 to 15 and
0 to 5 meg/100 gm of soil, respectively. (See Appendix L.)
The annual loading rate of waste solids is determined by
either cadmium or nitrogen loading considerations. As can be
seen in Table IV-14, the nitrogen limitation controls for
Columbus sludges. The allowable nitrogen load was determined
from the average Ohio corn yield (100 to 125 bushels per acre)
and its average annual nitrogen requirement of about 140 pounds
per acre. The estimated initial and equilibrium availability
is based upon the procedures contained in the referenced pub-
lication with the assumption that all of the particulate
nitrogen in the waste solids exists as organic nitrogen and all
of the soluble nitrogen exists as ammonium nitrogen. This gave
an initial nitrogen availability of 26 percent, with a long-
term equilibrium availability of 37 percent achieved some seven
years later. Therefore, to use forty percent of the Columbus
waste solids in nitrogen-limiting nutrient recovery scheme, a
land area of about 5,000 acres will be required. A given acre
of land could have, on a nitrogen-limiting basis, sludge applied
to it for a period of 35 to 40 years based on present guidance
and the chemical composition of Columbus sludges.
The Columbus waste solids analyses presented in Table
IV-13 reveals the following fertilizer analysis:
Nitrogen as N - 4% (assume 37% available)
Phosphorus as P2°5 ~ 12% (assume 100% available)
Potassium as K20 - 0.1% (assume 100% available)
The retail value of this product is about $55 per ton with
the assumed availabilities. Approximately 90 percent of
this value is associated with its phosphorus content. Its
P^Cv value would be reduced to about three percent without
pnosphorus removal at the level anticipated at the Columbus
plants. In turn, this will reduce the retail value of the
product to about $20 per ton.
In the twenty year project period, approximately 1.2 to
5.0 tons of phosphorus per acre will be applied to the land
with a nitrogen limiting nutrient recovery program, depending
upon the continuing need for a phosphorus removal or reduction
program at the wastewater treatment plants. Of this 125 to
500 pounds/acre-year phosphorus application rate, only 25
IV-4 4
-------
pounds per acre will be removed in the anticipated annual
harvest of corn. The impact of this heavy phosphorus load
may be exhibited as it is fractionally returned to local
waterways either via erosion or leaching with runoff.
Alternately, it may build up in the soil to the point that
phosphorus toxicity to crops occurs.
The minimum land-based program which could be implemented
for the disposal of the conditioned secondary solids would be
one in which the City of Columbus simply hauls the sludge to
farmers willing to accept it. The responsibility for the ac-
tual application of the sludges would rest with the individual
farmer. Capital expenditures necessary for such a system
would involve, at a minimum, the purchase of a suitable fleet
of hauling vehicles and sufficient storage and materials
handling capabilities to allow for flexibility in scheduling
sludge deliveries. The overall present worth of such a system
would be approximately $1.5 to $2 million greater than that of
the proposed incineration system. Although this is not an in-
surmountable cost differential, the implementation considera-
tions of such a system tend to work further against its selec-
tion. Sufficient numbers of farmers would have to be willing
to sign long-term (20 year) agreements to accept sludges, while
the City must be able to guarantee sludge analyses and deliv-
eries .
Far greater problems in terms of cost and implementation
arise when a land disposal scheme which is totally managed by
the City of Columbus is envisioned. Even if the owners of
5,000 acres of nearby farmland (a minimum requirement) can be
convinced to sell the City their land, the legal problems in-
volved in the overall settlement of displacement costs, in-
ventory buyouts, building values, etc. will likely push im-
plementation of the disposal system well past 1980. Costs
incurred in property purchase considerations will be in addi-
tion to those involved for hauling and storage under the first
management concept discussed.
IV-4 5
-------
4.3.5 Land Recovery *
It has been estimated that about 1.25 acres of land per
person are required at the present time to feed the U.S.
population its high calorie-high protein diet. In compari-
son, the total arable land per person throughout the world
is only about 0.9 acres. About 81 percent (380 million
acres) of the arable land in the U.S. is under cultivation.
During the past 200 years, about 236 million acres in the
United States (or over half of the acreage presently under
cultivation) have been-lost from crop production due to soil
erosion and urbanization of quality farmlands.
Sediments carried by water runoff represent the domi-
nant form of soil loss in the United States, delivering some
four billion tons of sediment per year to waterways in the
48 contiguous states. Three-quarters of the sediments are
derived from agricultural lands and are deposited in reser-
voirs, rivers, and lakes. Natural topsoil formation under
normal agricultural conditions is about 1.5 tons per acre
per year, while the average annual loss from agricultural
land is about 12 tons per acre. Direct costs due to sedi-
ment damages are estimated at over $500 million annually and
are largely associated with dredging and loss of reservoir
life. Far more substantial costs are involved in the loss
of soil nutrients and productivity ($700 and $800 million,
respectively) and reduced productivity and survival of
valuable aquatic ecosystems.
In spite of the violations of the natural environment,
crop yields have increased over the last sixty years due to
the abandonment of marginal land, the planting of highly
productive crop varieties, and the increasing use of produc-
tion inputs (e.g., nitrogen fertilizer uses have increased
The generalized statistics utilized in this section were
obtained from "Pimentel, et al, "Land Degradation: Effects
on Food and Energy Resources". Science, Volume 194,
No. 4261 (October 8, 1976).
IV-4 6
-------
by 10 to 20 times). An estimate for 1970 conditions yields
an energy commitment equivalent to about 50 million barrels
of oil annually (4 percent of the nation's 1970 oil imports)
to offset declining yields, increase production, and reduce
labor.
To date, about 40 million acres of land in the United
States have been converted to urban uses; about half of this
land was once arable. An additional 32 million acres have
been covered by highways and roads. Recent years have seen
a net annual loss of about 1.25 million acres of arable
cropland. Man's exploitation of the natural environment
through mining, construction, and logging further eliminates
potential cropland and increases erosion.
The previous paragraphs have attempted to show a need
for land conservation and recovery with a view towards
increasing assets rather than continually experiencing
environmental debits. Again, the implications impact far
more people than those in the Columbus metropolitan area.
The needed management institution and commitment is the same
as previously described in Section 4.3.4. A two phase
program that initially addresses land reclamation and then
offers a natural means of erosiop. control on farmland would
be needed. The control agent to be used is the sludge from
wastewater treatment. Central Ohio, with its agricultural
base and legacy of strip mining, is a perfect demonstration
site.
(1) Strip Mine Reclamation
Today, strip mining directly disturbs at least
150,000 acres per year. The area affected by historic
and existing surface mining activities can be three to
five times more widespread than the area actually
exploited as the acid drainage and eroded sediments
pollute the downstream watercourse. Landspreading of
wastewater sludges on lands with little or no vege-
tation and organic content in the soil offers an
opportunity for beneficial use of municipal wastewater
sludges. Studies at Pennsylvania State University;
Fulton County, Illinois; Palzo, Illinois; and elsewhere
have indicated the practicality of the concept.
In southeastern Ohio, more than 370,000 acres of
strip mined land need reclamation, with nearly 50
percent of this total in need of a major effort. In
recognition of this need, the State established a Board
IV-4 7
-------
on Unreclaimed Strip Mined Lands under the provisions
of Section 1513 of the Revised Code, the Ohio Strip
Mine Law. This Board and the Ohio Department of Natural
Resources (ODNR) - Division of Land Reclamation, have
developed a recommended plan to reclaim the abcindoned
strip mined land by utilizing waste products such as
sewage sludge, power plant fly ash, or dredgings from
the Ohio River. At this time, the Board and the ODNR
have identified three "quick start" reclamation pro-
jects where a high degree of success and favorable
benefits are anticipated. These projects are as follows:
McMahon Creek Abatement Area (Belmont County);
Huff Run Abatement Area (Stark County);
and
Brush Creek Abatement Area (Muskingum County).
The Brush Creek Abatement Area, just south of IZanes-
ville, is about 50 miles from Columbus. The City of
Columbus could participate in the Brush Creek project,
but its size limits the futurity of City participation.
The impacted strip mining areas in Muskingum County are
largely scattered in small parcels.
On the other hand, conversations with the ODNR
also indicated that Perry County (50 miles due east of
Columbus) contained over 4,000 acres of strip mined
land suitable for reclamation by wastewater solids. It
is this area that appears to offer the greatest poten-
tial outlet for the Columbus sludges (and ash). Further,
this area offers the implementation attraction of
public ownership of the majority of the barren lands.
Government grants relating to the first cost for
sludge disposal are presently available to the City of
Columbus. These grants do not provide for operation
and maintenance expenditures. The possibility of ob-
taining financial assistance to offset these expendi-
tures exists through the various Federal and State
agencies associated with abandoned strip mine reclama-
tion. For example, the Appalachian Regional Commission
can provide up to 75 percent of the cost of restoration,
while the State of Ohio has allocated use of its mineral
severance tax for mined land reclamation. Thus, it is
evident that financial aid potentially exists to frac-
tionally defer the City's operational costs for strip
mine reclamation.
IV-4 8
-------
At this time, exploratory conversations with the
ODNR's Division of Land Reclamation have indicated a
strong interest but a lack of resources for full imple-
mentation under an institutional arrangement which has
the City of Columbus deliver its waste products to a
central receiving site (or sites) with a public agency
responsible for solids application, site management,
and monitoring. However, it should be noted that the
ODNR's Division of Land Reclamation does have authority
to let contracts for spreading the sludge on the land.
Due to the importance of this means of resource
recovery and waste solids utilization, the concept of
delivering the waste secondary solids (sludge) from
Columbus to the Perry County abandoned strip mines was
taken to the point of preliminary costing. It should be
noted that this concept is restricted to the same waste
quantities identified in Table IV-12 for nutrient recovery.
Actually, the magnitude of this mass could increase if
the secondary solids thermal conditioning system is
abandoned in the future (but only after installation of
new capital facilities and conditioning chemical expenditures),
allowing the subsequent introduction of the remaining
primary and secondary solids. Further increases may be
possible with the inclusion of incinerator ash and all
or some of the water plant wastes. The latter material
would be of particular value in strip mine reclamation
due to its alkaline nature.
The selected allowable application rate of 250 dry
tons of secondary solids per acre was suggested by ODNR
representatives based upon their field experience. The
procedure to be incorporated would work the 250 dry
tons of solids into the land as fast as possible (perhaps
over a two day to two week period). Such a high value
is predicated on the need to overcome the acid nature
of the barren strata. It corresponds to an application
depth of about six to seven inches and subsequent
working of the sludge into the soil to minimize runoff
problems and obtain full use of the enrichment
properties of the sludge.
Table IV-15 summarizes the results of a preliminary
budgetary estimate for three land recovery schemes
which assume application of 60 tons/day of dry Columbus
secondary solids to the Perry County site. As can be
seen, project costs are reduced with size, but a minimum
net additional expenditure of $45/ton over that required
for incineration is projected for even an optimum land
recovery system.
IV-4 9
-------
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under the least cost alternative, which takes full
credit for elimination of one new incinerator at
Southerly and the elimination of one operating in-
cin,erator from both plants.
From the standpoint of society, a sterile, un-
attractive tract of land has been recovered for the
beneficial use of subsequent generations. When viewed
in this context, the value of the land and its relation-
ship to the total environment is truly infinite, and
the cost of reclamation is fully justified.
It is suggested that the City officials and repre-
sentatives of the ODNR meet to establish clear lines
of responsibility and commitments for Columbus's par-
ticipation in the Brush Creek Abatement Project, with
a view towards future land reclamation in Perry County.
If the situation is favorable, Columbus should seek
to purchase a fleet of 16 cubic yard vehicles with ap-
propriate auxiliaries for use on the project concurrent
with its plant expansion program.
(2) Farmland Erosion Control
With the purchase of a fleet of conveyance ve-
hicles, a commitment to participate in a strip mine
reclamation program, and the backup reliability pro-
vided by an incineration complex, it would be possible
for Columbus to initiate a reasonable program of apply-
ing wastewater solids on farmlands as a means of ero-
sion control and partial nutrient replenishment.
IV-51
-------
Columbus, through agricultural extension agents
and other means of informing local farmers, should seek
to develop a farmland outlet for some of its waste
solids as a supplemental fertilizer source and soil
enrichment agent for mitigating soil losses by
erosion. With appropriate commitment and scheduling
actions on the part of the farmers and the City, it is
possible to visualize a scheme that responds to a
scheduled demand at a three to five year frequency with
an application rate that satisfies the single year's
need of the crop. The anticipated program would de-
liver the waste product to the farm with the farmer
providing distribution. Charges for this service to
recover the costs of municipal operation and management
could be on an advertised schedule that varies; as a
function of load and distance. The optimum area of
influence would be Franklin County and three counties
lying to the east (Fairfield Co.), south (Pickaway
Co.), and west (Madison County) of the two Columbus
wastewater treatment plants. The City of Columbus may
want to simultaneously examine the marketability of its
incinerator ash as a source of phosphorus.
4.3.6 Mineral Recovery
The incinerator ash from a wastewater plant contains
the inert residues of the influent sewage. Table IV-16
summarizes the anticipated characteristics of the ash from
the Columbus plants during the planning period with the
assumption that both plants are achieving phosphorus removal
by aluminum addition. Other than this consideration, no
credit was taken for any change in the pollutant release
patterns of the service areas. It is estimated that under
prolonged exposure in the natural environment, about 15
percent of the original mass of the ash will be solubilized.
Thus, the original 60 to 70 tons per day of ash production
from the entire sludge stream at both Columbus plants will
be reduced to a 50 to 60 tons per day residual following
prolonged storage or disposal.
The data in Table IV-16 shows that approximately 25 to
35 percent of the ash is composed of metals and nutrients.
The remaining fraction will largely consist of the fused
oxides of the metals and mineral salts. Aluminum, iron, and
phosphorus dominate the characteristics of the final product.
At this time, phosphorus is probably the most valuable
component of the residue. (Phosphorus reuse from incinerator
ash has been previously discussed in Section 4.3.4.)
IV-5 2
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The characteristics of the ash show a wide variety of
trace metals. The present refined combined value of the
copper, gold, lead, silver, and zinc is nearly $16 per ton
of ash; silver contributes essentially 50 percent of this
total. The value of minerals in the ash is approximately
60 percent of the phosphorus value of the ash, or roughly
equivalent to the wet cake fertilizer value. At this time,
however, an attempt at reclaiming and refining any of the
sludge metals is economically unattractive in comparison to
metal production by conventional means.
Another possible use of incinerator ash is as an addi-
tive in the production of lightweight synthetic aggregates
that could be used in concrete. The feasibility of such an
application has been demonstrated at the Japanese National
Research Institute for Pollution and Resources in Tokyo on a
laboratory scale. In this study, the municipal sludge
incinerator ash was first mixed with crushed shale. Water
and binding agents were then added, and the mixture was
heated to 2,200°F and molded into 0.4-inch diameter balls.
The specific gravity of this product aggregate was about
1.2, as compared to the average 1.5 of other available
synthetic aggregates. If not used in concrete preparation,
sludge-based aggregates of this sort may find a potential
use in roadway applications, either as a surface media for
minor roads at the plant site or as an additive to the
subsurface or pavement media of major highways.
4.3.7 Landfill Disposal
The land is the ultimate recipient of the final residue
of wastewater treatment, whether it be incinerator ash or
dewatered sludge cake. Various total or partial landfill
disposal schemes were examined in the Columbus Facilities
Plan, the Environmental Assessment, and a special report
prepared to evaluate landfill application as a temporary
means of sludge disposal. The following paragraphs briefly
review the findings of these documents with a closing section
that provides additional data on existing landfill sites.
Further discussion can be found in Appendix I, Section 1.3.
(1) Facilities Plan for Solids Handling
Four of the seven alternatives studied for solids
handling involved some form of landfilling of product
solids. Only one alternative considered the actual
landfilling of sludge, while the other three proposed
varying degrees of incinerator ash disposal by landfill.
IV-54
-------
Few final disposal problems present themselves for
alternatives which consider landfilling of ash. Volumes
to be hauled are relatively small, and the ash itself
exhibits no characteristics which would preclude its
application to a landfill, assuming proper location and
leachate control practices.
Landfilling of stabilized and dewatered sludge
does not fare so well as an alternative in the Facilities
Plan. Although most cost parameters are rated as good,
such a plan suffers several drawbacks in implementation.
Foremost of these is the likelihood of insufficient
suitable landfill sites close enough to the treatment
plants to economically justify sludge hauling. Even if
sites with sufficient capacity were available, control
of final sludge disposal would most likely not be under
the authority of the City of Columbus, a situation
which casts doubt upon the long term reliability of
such an alternative.
(2) Environmental Assessment of Sludge Handling Facilities
A solids handling alternative incorporating total
landfill disposal of stabilized and dewatered sludge
survived the preliminary screening process of the
Environmental Assessment, and was one of four solids
handling alternatives to be analyzed in detail. Although
not ultimately selected as the preferred method, the
low consumptive land use, when compared to other land-
based alternatives (17 acres), and relatively low
energy costs, when compared to onsite disposal methods
(525 BTU/day), caused landfill disposal to not be
totally precluded as a possible future alternative by
the Environmental Assessment.
(3) Engineering Study for Temporary Sludge Disposal
Temporary disposal alternatives for use when
construction activities disrupt normal solids handling
at both wastewater treatment plants were investigated
by consultants to the City of Columbus. Landfilling of
sludge was chosen as the preferred temporary disposal
method over a dry land disposal system.
A study was undertaken to locate a disposal site
near Columbus which would be suitable for landfilling
of sludges in terms of local water table heights, soil
types, topography, access, and remoteness from developed
areas. It was determined that the most favorable area
IV-5 5
-------
for a landfill location was in the southern portion of
Franklin-County, west of Hoover Road and south of
Orders Road. No landfills presently exist in this
area, meaning the City of Columbus would have to pur-
chase the site and obtain the necessary governmental
approvals to create and operate a landfill.
(4) Existing Landfills in the Columbus Area
The State of Ohio lists 19 licensed sanitary
landfill sites in Franklin and adjoining counties
(including Fayette). Haul distances to these facili-
ties range up to 40 miles with most within 20-30 miles
of the Columbus wastewater facilities.
An attempt was made to contact responsible persons
at each landfill to determine site size, capacity,
remaining life, and type of wastes presently received.
Fourteen operations were actually contacted. Table IV-
17 summarizes the pertinent data obtained from each.
Only two of the landfills contacted (City of
London and Richwood) are willing or able to accept
wastewater sludges. Most operations are primarily
concerned with refuse disposal for the areas adjacent
to the site. If suitable arrangements could not be
made with either the City of London or Richwood land-
fills, it would appear that the City of Columbus would
have to undertake the development and operation of their
own facility to allow the implementation of any al-
ternative incorporating landfill disposal of sludge.
An overview of a landfill disposal scheme shows certain
basic realities for the Columbus situation. They are:
A concurrent need for refuse and solid waste
disposal which potentially dwarfs any municipal
wastewater sludge disposal consideration;
A resistance to the receipt of raw, nonbiologi-
cally stabilized sludge cake;
A final average operating year ash consisting of
65 tons/day in a volume of about 0.02 mgd against
a sludge cake of 180 tons/day in a volume of about
0.12 mgd.
IV-5 6
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IV-58
-------
The above points suggest that if a sludge cake landfill
scheme is to be viable for Columbus, the City will have to
own and operate its own site and the wastewater treatment
facilities will have to be revised to eliminate or dilute
the putrescible fraction within the product sludge. Thus,
it is believed that landfill options should only be consi-
dered for ash disposal, which offers a dry mass reduction of
about 65 percent with an attendent volume reduction of about
85 percent. A permanent commitment to landfilling of the
sludge cake would preclude the potential use of affected
land resources in a more valuable manner, and would require
additional energy use for a sludge disposal program less
reliable than that presently proposed.
A continuation as a permanent backup system of the
temporary landfill disposal proposed by the City's consul-
tants suffers from disadvantages perhaps even more signifi-
cant than those encountered in a total landfill disposal
scheme. Although some other method (such as incineration)
would be the primary means of sludge disposal, auxiliary
equipment must be provided to supply the conditioning needs
required for landfilling. This would require the use of not
only the present anaerobic digesters (negating their possible
value as storage and recycle treatment facilities as discussed
in Appendix J), but would necessitate new digester construction.
The use of a backup landfill disposal system is therefore
not recommended at Columbus.
4.3.8 Composting
Composting is another form of dry land disposal of
sludges that was investigated in the Facilities Plan and the
Environmental Assessment. Basic requirements for a composting
system include dewatering devices, an aerated reactor for
partial sludge stabilization and a maturing area to further
pathogen and volatile solids destruction prior to land
application. A carbon carrier, such as wood chips, is required
in the reactors as a vehicle for solubilized nutrients, as
is the capability of returning composted sludge to the reactor.
Many of the drawbacks noted for the dry sludge land
disposal in a nutrient recovery system are present in a
composting plan. Toxicity and phosphorus limitations are
similar, as are the amounts of land required for sludge
spreading. The one advantage of a composting system over
the nutrient recovery scheme of Section 4.3.4. is the ability
to eliminate thermal conditioning and, if primary solids are
included, incineration.
Costs per ton for composting, as stated in the Facilities
Plan, range from $95 to $103 per ton for a total disposal
IV-5 9
-------
system. On a per ton basis a smaller, sporadically used
backup system would be even less cost-effective.
The first, and most obvious problem with composting is
that the elimination of the conditioning and incineration
complexes does not represent a cost savings but rather would
be an abandonment of existing, usable facilities. Another
significant difficulty with composting as a total sludg'e
disposal alternative is in the lack of suitable backup fa-
cilities. If the operation of such a system were interrupted
at any time for any reason, little real backup capabilities
would exist due to the nonstabilized nature of the input
sludges, which have only been dewatered before being intro-
duced to the composting reactor.
Although not viable as a total disposal system, composting
could serve as an alternate means of providing backup sludge
disposal capabilities. Land requirements for a backup system
would be reduced and, unlike the landfill option, additional
capital facilities affecting the main process stream (a.naero--
bic digesters) would not be required to allow for its imple-
mentation. However, to truly serve as a backup facility it
would still require an initial allocation of a composting
area, purchase of aeration and mixing equipment, a store of
a suitable carbon carrier and, most fundamentally, a viable
outlet for the composted product.
4.3.9 Conclusions
An examination of the nature of the Columbus waste
solids and the variety of different management goals associ-
ated with their ultimate disposal reveals the following:
Analyses of the waste solids at Columbus show
chlorinated benzene compounds to be the most po-
tentially significant trace organic substance (in
terms of quantity) present.
The interconnecting Jackson Pike to Southerly
sludge force main presents the opportunity for
coincineration of sludges from both plants and/or
costorage of ash. Present construction precludes
full development of this potential beyond the
elimination of a maximum day, standby incinerator
at Jackson Pike. The elimination of Jackson
Pike's ash lagoon should be given serious consider-
ation during design.
IV-60
-------
The quarry which is scheduled to receive all of
Columbus' water plant wastes should also be con-
sidered as the final disposal site for the waste-
water sludge incinerator ash. The high pH condition
of the mixed concentrate would minimize the leaching
of heavy metal and phosphorus back to the environ-
ment. From a design standpoint, dry ash truck
conveyance or slurry force main conveyance should
be considered before the construction of large ash
storage lagoons at the treatment plants.
The proposed 90 megawatt refuse/coal-fired muni-
cipal power plant adjacent to the Jackson Pike
Plant offers the potential for fractional disposal
(about 35 percent) of both wastewater treatment
plant's waste solids, with a beneficial return in
terms of producing some power and reducing coal
requirements. Both of these possible returns to
the power plant are relatively insignificant. The
main return would be in terms of eliminating
future operating personnel at both wastewater
treatment plants. The main liability at the power
plant would be a significant increase in ash
production. The power plant should consider ash
disposal at the quarry to be used for municipal
water plant sludges, especially if wastewater
sludges are incinerated. Further design of the
improvements at the wastewater treatment plants
and the design of the power plant should address
this codisposal opportunity.
Energy recovery at the wastewater treatment plants
beyond the point of steam generation for process
needs and building heat is not presently attractive.
It is anticipated to remain so at Southerly. At
Jackson Pike, the future production of electrical
energy from waste heat may be attractive if the
proposed municipal refuse/coal fired power plant
does not become a reality. If this should happen,
it is suggested that the City examine in detail
the opportunity to derive operational savings
through the use of inplant steam generated power.
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The present metal characteristics of the Columbus
sludges do not preclude land application of the
available secondary solids fraction in a nitrogen
limiting nutrient recovery (crop harvest) scheme.
Reclamation of barren strip mines in Perry County
(50 miles southeast of Columbus) appears to be
an attractive outlet for municipal wastewater
sludges, assuming a State institution willing to
respond in a similar manner as previously described
in the nutrient recovery program. Again, the
concept is strong environmentally, for it reclaims
a resource (land) that has been exploited to
produce an exhaustible energy source (coal) with
a renewable resource (organic secondary wastewater
sludges). It is recommended that Columbus initiate
exploratory conversations with the Division of
Land Reclamation of the Ohio Department of Natural
Resources in terms of establishing clear lines
of responsibility and commitment for participa-
tion in the "quick start" Brush Creek Abatement
Project in Muskingum County. If the situation
is favorable, Columbus should seek to purchase
a fleet of 16 cubic yard vehicles with appropri-
ate auxiliaries for use on this project at the
same time as the initiation of the wastewater
plant expansion programs;
Due to their organic content, municipal wastewater
sludges can provide a valuable means of farmland
erosion control with additional benefits in terms
of nutrient replenishment. It is recommended that
Columbus explore this use of secondary sludge cake
in portions of Franklin, Fairfield, Pickaway, and
Madison Counties if the City participates in the
previously discussed strip mine reclamation pro-
gram. The proposed disposal mechanism envisions
the actual sludge application to the farmland by
the owner.
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Recovery of minerals in the sludge ash (excluding
some potential for phosphorus) is not economically
attractive at this time. -Potentially, ash may be
used as a lightweight aggregate or in limited
roadway construction and maintenance capacities.
Landfill disposal of Columbus sludges should only
be considered as an interim, stop-gap measure due
to the realities of land availability, concurrent
needs for solid waste disposal, and reliability.
Landfilling for the duration of the planning
period is considered viable only for incinerator
ash.
Composting, although not attractive as a primary
means of sludge disposal, may have future appli-
cability as a backup disposal system.
4.4 INTERNAL UNIT PROCESS ALTERNATIVES
Appendix J to this report examines the resource savings
that may be available through the use of alternate treatment
technology at the Columbus plants. Its emphasis is not upon
the alternatives examined by the City's consultants during
the course of preparing the Facilities Plans, but rather
upon the technology which has come into additional exposure
or acceptance over the intervening years. A synopsis of the
analyses and conclusions of Appendix J is provided in the
following paragraphs. Trade names are mentioned when no
truly equivalent systems are available. This mention is not
to be construed as an endorsement of or a recommendation for
a particular manufacturer's product.
4.4.1 Phosphorus Removal
The Linde Division of the Union Carbide Corporation is
vigorously marketing the proprietary "Phostrip" phosphorus
removal system through onsite bench and pilot demonstrations.
In essence, this system relies upon the luxuriant uptake of
phosphorus within the activated sludge culture (whether the
uptake is metabolic or a precipitated complex is not clearly
established) and subsequent phosphorus desorption from a
fraction of the return sludge in an anoxic stripping tank.
The stripper is designed as a thickener with a detention
time of some 10 hours. The thickened solids are returned to
IV-6 3
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the aerator, and the phosphorus-enriched decantate is
treated with lime to precipitate a calcium phosphate complex.
The precipitated solids are dewatered and introduced into
the ultimate disposal process of the wastewater treatment
plant.
Preliminary cost estimates were developed to evaluate
the proposed Facilities Plan phosphorus removal concept of
metal salt addition against a "Phostrip" system. This
evaluation was conducted at both the assumed influent phos-
phorus levels for the present conditions and the calculated
influent concentrations if a statewide detergent phosphorus
ban was in effect (assuming a two-thirds reduction of the
soluble baseline domestic, commercial, and industrial phos-
phorus load).
The latter consideration was included in the analysis
since legislation supporting a phosphorus ban as a builder
in detergents is now pending in both Ohio and on the Federal
level. This legislation has the full backing of the State
Environmental Protection Agency, and, to the extent that
Ohio lies in the Great Lakes Drainage Basin, it is also
advocated by the International Joint Commission and Region V
of the Federal EPA. On August 4, 1977, the United States
Senate voted overwhelmingly to amend the water pollution
laws to ban the sale of phosphate detergents in all of the
Great Lakes States. House approval is expected.
The results of the present worth analysis revealed no
significant economic advantage with either system under
present conditions, with a clear economic advantage of the
metal salt system at lower influent phosphorus levels.
Given the probability of a future phosphorus detergent
ban and the lack of a significant cost advantage for either
system under present conditions, it is recommended that
metal salt addition be the means for phosphorus removal at
Columbus.
4.4.2 Intermediate Sedimentation
Preliminary design and costing of the two stage system
at Jackson Pike with and without intermediate sedimentation
was also undertaken in Appendix J. The results indicated
that the net impact of eliminating the intermediate sedimen-
tation system is an economic liability in terms of both
first cost and operating expenditures. It is the high
operating solids mass or cell residence time required for
nitrification that ultimately dictates the retention of the
intermediate settlers as a cost-effective treatment alter-
native.
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4.4.3 Oxygen Production and Dissolution
Generalizations concerning the economics of oxygen
versus air activated sludge are difficult to draw, since
costs for the two systems are close and individual circum-
stances affect economics to a large degree. The original
economic studies of the main stream treatment Facilities
Plan showed the proposed trickling filter-air activated
sludge system, with a total operating horsepower of about
14,800, to have an annual cost advantage of about one mil-
lion dollars over the trickling filter-pure oxygen activated
sludge system with a total operating horsepower of about
12,100. A review of pure oxygen versus air system costs
produced no significant disagreement with the Facilities
Plan estimate. Thus, at an assumed motor efficiency of 90
percent, the price of electrical energy would have to in-
crease to approximately $0.05 per KWH before it would be
advantageous to go to the pure oxygen alternative. Since it
is believed that the proposed aeration and/or final sedimen-
tation expansion can be eliminated or significantly reduced
with an optimized project plan at both plants, the overall
economic liability of the pure oxygen alternative at Columbus
will only increase. Thus, it is recommended that Columbus
retain air activated sludge systems.
The conceptual commitment to air activated sludge at
the Columbus treatment plants suggests an examination of the
oxygen dissolution system. The present sock diffusion
system offers the potential of efficient fine bubble oxygen
transfer, a theory which is not fully realized due to rapid
clogging and development of a high back pressure. The
existing system suffers from the need for a manpower-
intensive cleaning program. It is reported that this
amounts to some 1400 manhours per year for a biannual
cleaning program at both plants. The manpower cost is
incurred at an overtime rate, since it requires an in-
tensive short-term effort on the part of the plant staff
in order to minimize the down-time of an aeration tank and
the consequent drop in overall plant performance.
Primarily due to the maintenance considerations, it is
obvious that the sock diffusion system at both Columbus
plants should be replaced. Several alternatives exist which
more or less maximize the use of existing equipment (blowers
and air headers) while minimizing the energy input in a
system that responds economically through the five to seven
fold change in oxygen transfer needs (winter minimums with-
out nitrification to summer maximums with full nitrification
IV-6 5
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requirements). Four feasible alternatives were examined
with budgetary estimates for installation in 1975 and a
sliding price for electrical energy. The first two alter-
natives used either coarse or fine bubble aeration to
assure mixing with mechanical aerators satisfying the
remainder of the oxygen demand. The third alternative
incorporated fine bubble diffusion (ceramic tubes or domes)
to the full extent of the existing plant blowers with only a
minor addition of mechanical aeration. The fourth and final
alternative considered the use of a directional mix jet
aeration system as manufactured by the Pentech Division of
Houdaille Industries.
The present worth analysis of Appendix J shows that jet
aeration is within 11 percent of the least cost system
evaluated under the energy price, 1.5C/KWH, used in preparing
the Columbus Facilities Plans. However, with increasing
energy expenditures it becomes progressively more attractive.
It is recommended that jet aeration be given a detailed
evaluation for application at Columbus by the design con-
sultant that prepares the plant improvements. The City may
wish to conduct a jet aeration demonstration/evaluation to
derive operational experience with its own staff and to
derive a firm quantification of the actual energy require-
ments for oxygen dissolution before commencing with final
design activities. The final EIS will consider the results
of such an evaluation (if they are available) in the selection
of a proposed dissolution system.
4.4.4 Secondary Solids Thickening
The Facilities Plan for the Columbus Plants recommends
the use of centrifugation and dissolved air flotation for
waste secondary solids thickening at Jackson Pike and Southerly,
respectively. The type of centrifugation is not mentioned
nor is the reason for differentiation between the two plants.
The 200 gpm sizing of the centrifuge suggests a preliminary
selection of a scroll or decanter type. This unit is cer-
tainly more economical than smaller basket alternatives and
probably more dependable than the larger disc nozzle alter-
natives. Whether or not it is more economical than dissolved
air flotation is a matter of conjecture without a detailed
engineering evaluation. It is certain that centrifugation
offers advantages in terms of product solids concentration,
first cost, and space. It is equally certain that dissolved
air flotation offers an advantage by eliminating the pre-
treatment needs of centrifugation (degritting and/or screen-
ing with subsequent residual solids management and disposal),
IV-6 6
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and savings in terms of operation and maintenance expendi-
tures. Both thickening alternatives can be designed to
achieve similar levels of applied solids capture with polymer
applications limited to maximum loading periods. It is
recommended that the City consider a side-by-side comparison
of representative centrifugation and flotation units prior
to selection of the preferred unit process. At a minimum,
the design engineer should perform a detailed evaluation of
the two before making a final commitment to either alterna-
tive at Jackson Pike. The present dissolved air flotation
system should be adequate at Southerly.
4.4.5 Conditioning and Dewatering
The Columbus plants, for all intents and purposes, are
fully committed to thermal conditioning to obtain a dry cake
and minimize, if not eliminate, the need for auxiliary fuel
during incineration. When this commitment was made in the
early seventies, the engineer and the City had little choice
but to select thermal conditioning to achieve the sludge
processing goals. Today, this is no longer true.
In the past two to three years a variety of belt press
configurations for waste solids dewatering have been intro-
duced. These systems have the potential of competing with
thermal conditioning as a means of achieving an autogenous
cake (30 to 35 percent cake solids) both alone and as a
post-dewatering step following conventional centrifugal or
vacuum filtration procedures. Elimination of thermal condi-
tioning, of course, reintroduces the need for chemical
conditioning by either inorganic (lime and ferric) or organic
additives. The potential for post-dewatering is nearly
unlimited, but full-scale experience is essentially nonexistent.
Certainly, it will have none of the recycle management
problems found with thermal conditioning, and it is difficult
to imagine how its operation and maintenance requirements
could be as severe. The City should maintain the option of
abandoning or gradually phasing out the thermal conditioning
system through a staged conversion should its operation
become untenable. Abandonment of the thermal conditioning
system is not recommended without a long-term trial evalua-
tion of a prototype chemical conditioning - conventional
dewatering - belt pressing system to assure that a positive
improvement in plant operation will be derived.
IV-6 7
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4.4.6 Recycle* Management
The Facilities Plan for the Columbus Wastewater Treat-
ment Plants proposed an isolated air activated sludge system
to stabilize the recycled liquors derived from the decanting
and dewatering processes that follow the thermal conditioning
units. Plant practice has found that this technique, al-
though effective, results in the greatest generation of
odors due to the stripping of the concentrated organics from
the recycle mixed liquor into the air. Superficially, the
enclosed reactor configuration of a pure oxygen activated
sludge alternative would appear attractive, but hydrocarbon
stripping would remain, and the potential for shut-down
would increase. Technical journals and literature offered
by the manufacturers note no such pure oxygen application to
date. The odor potential would still remain as off-gases
are released to the atmosphere, but their reduced volume and
concentrated source might make deodorization a feasible
consideration.
It would appear that aerobic stabilization of the
concentrated liquors would be most applicable with attached
growth systems, such as a rotating biological contactor,
which have minimum liquid stripping. These units could be
enclosed and the building air deodorized prior to release to
the atmosphere. However, deodorization of large air volumes
is an expensive proposition. It is probable that the most
economical means of aerobic treatment when odor control is a
vital concern will be co-processing with the raw wastewater
on a programmed basis, i.e., return to the main flow stream
during non-peak loading periods.
The previous remarks have centered on aerobic stabili-
zation of the concentrated liquors. With organic concentra-
tions of several thousand milligrams per liter, it is probable
that the preferred treatment concept should incorporate
anaerobic stabilization with subsequent aerobic polishing of
the residual pollutant fraction. Investigations recently
reported at the 49th Annual Conference of the Water Pollution
Control Federation by Dr. R. T. Haug and his co-workers at
the Los Angeles/Orange County Metropolitan Area Regional
Wastewater Solids Management Program have shown the validity
of this concept. Although Dr. Haug's goal was to improve
the digestibility of waste activated sludge by thermal pre-
conditioning prior to anaerobic digestion, the results of
his bench and prototype investigations have similar applica-
bility to minimizing the recycle impact of the liquors
derived from thickening and dewatering the thermally condi-
IV-6 8
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tioned sludge. The observations of the California investi-
gations for a 60 percent volatile activated sludge applied
to a thermal conditioning system and subsequent anaerobic
digestion are as follows:
Volatile solids destruction increased from 30
percent in the control to 50 percent.
The dewaterability of the solids remained only
marginally less than the undigested thermally
conditioned product.
Digester heating requirements will be reduced if
not totally eliminated.
Odorous compounds were largely destroyed during
digestion.
Figure IV-1 shows the recycle management alternatives
that could be considered at Columbus. Alternative A may
have future applicability, but can be considered theoretically
implementable today. Alternative B2 summarizes the concept
proposed in the Facilities Plan. The differentiation between
Alternatives Cl and C2 is whether the entire thermally
conditioned product or only the subsequently derived liquors
receive anaerobic stabilization. In each case a storage
reservoir could be provided for the product liquors derived
from thickening and dewatering the thermally conditioned
sludge for a programmed pumped return to the main flow
stream.
The presence of the existing anaerobic digestion systems
(which were to be delegated to a storage service) at the
Columbus plants presents the opportunity to implement Alter-
native Cl without the economic consequences of new digester
construction. The implementation of this concept is strongly
recommended as soon as possible to determine its practical
application. If fully implemented, the needed improvements
would consist of some new piping to allow thermally conditioned
sludge to be fed to the first stage digester, new pumps
and/or piping to allow the return of settled digester sludge
to the first stage digester for direct management of the
cell residence time, and programmed return of the supernatant
to the main flow stream (roughing trickling filter and
activated sludge influent options) during non-peak periods.
If this concept proves invalid, then the plant operation
should return the nonstabilized liquors through the supernatant
return system. Construction of the isolated aerobic activated
sludge system for the thermally conditioned sludge liquors
is not recommended for the Columbus plants at this time.
IV-69
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Figure IV" 1
Recycle Management
Alternatives
(A.)
No Thermal Conditioning
Dewatering
— Additional Physical
(B.) Thermal Conditioning - Aerobic Stabilization
1. Concurrent
2. Isolated (Proposed Project Plan - Excluding Primary Sludge Addition )
(C.) Thermal Conditioning — Anaerobic Stabilization
1. Complete
2. Liquor Limited
CODE
fT> Secondary Solids
(Tj) Sludge Cake
Recycles to Main Flow
Stream
Thickening
Dewatering
Post Dewatering
Thermal Conditioning
(5)
©
Decanting
Aerobic Stabilization
Sedimentation
Anaerobic Stabilization
(Primary & Secondary
Digestion)
-------
4.4.7 Pyrolysis
Much has been written about sludge pyrolysis in the
last year or two. Engineers and municipalities increasingly
face the question of incineration or pyrolysis for disposal
of municipal wastewater sludges. Presently, the Eimco BSP
Division of Envirotech and Nichols Engineering and Research,
among others, are actively engaged in research and develop-
ment of what they term to be pyrolysis systems. It should
be noted that these systems do not represent true pyrolysis
(a chemical change brought about by heat alone) but rather
starved-air combustion (a chemical change resulting from the
controlled presence of oxygen with heat). Regardless, a
successful full-scale demonstration project has been con-
ducted with a converted multiple hearth furnace (MHF) at the
Central Contra Costa Sanitary District. The conversion of
an existing MHF to a starved air combustion reactor is
reported to involve only minor changes, with costs dependent
upon the existing system and air pollution criteria. Retro-
fitting needs are described as follows:
Addition of an afterburner (required to burn
exhaust for heat recovery or release to the
atmosphere - exhaust gas has a heating value of
about 10 percent of natural gas).
Additional instrumentation and controls.
Reduction of fan speed or damper position con-
nection to provide less air to the system.
Modification of scrubbing system to maintain high
efficiency with reduced air flow rates.
General "tightening up" of furnace system.
The manufacturers presently list the following advantages
and disadvantages for starved air combustion versus incineration
as a result of their test works:
Advantages:
Operation is more stable and easier to control.
More feed capacity per equivalent area for in-
cineration.
Less air pollutants and easier particulate size to
scrub.
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Lower sludge solids content required for auto-
genous combustion.
Slightly lower operating costs.
Disadvantages:
Afterburner requirement may limit use in existing
installations due to space problems.
More instrumentation.
Must be very careful of bypass stage exhaust due
to high hydrocarbon content which may be combustible
in air. Thus, bypassing may be possible only
following afterburning with appropriate emergency
controls.
Exhaust gases are more corrosive.
Combustibles in ash (up to 30 percent with up to
10 percent fixed carbon) may create ultimate
disposal problems.
At this time, it cannot be concluded that starved-air
combustion necessarily represents a superior option to
incineration. Preliminary conclusions, based upon limited
operational experience, show it to be competitive with, but
not a replacement for, incineration. Starved-air combustion
appears to be attractive only in those situations where a
firm commitment to recover energy exists. Without this
final recovery of energy, the system will produce some 50
percent more waste solids residue for ultimate disposal with
special considerations involved in the selection of the
disposal site.
As applied to Columbus, starved-air combustion cannot
be recommended at this time. At Jackson Pike, this recommen-
dation is somewhat flexible, with further study required if
the adjacent power plant is not constructed. At Southerly,
the recommendation is based upon the limited excess energy
available once the steam requirements of the thermal condi-
tioning system are satisfied.
4.5 INTERNAL OPTIMIZATION
As the concluding section of this chapter, a variety of
optimization concepts with possible applicability to the
Columbus treatment plants are explored. The intent of this
IV-71
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section is to assure an optimum commitment of existing and
future resources in the proposed improvements to the two
wastewater treatment plants.
4.5.1 Flow Equalization
The cyclic nature of wastewater flows in terms of
volume and strength is well recognized. It is not unreason-
able to expect improved efficiency, reliability, and control
when wastewater flows are processed at, or near, uniform
conditions. At an existing plant, flow equalization may be
an upgrading technique; at a new plant, it can reduce the
required size of hydraulically-dependent downstream treatment
facilities.
At present there is little operating data comparing the
performance of wastewater treatment plants with and without
flow equalization. The data that is available is normally
restricted to small plants (less than 10 mgd) with one or
more of the following conditions:
stringent effluent standards;
a collection system relatively free of storm
inflow; and
a dominant industrial waste load.
These facilities have the greatest opportunity to de>rive
first cost and operational savings through flow equalization.
Equalization of wet weather flows from combined and
sanitary sewers, which represents the task for the present
Columbus situation, requires the use of very large storage
basins. The design of these basins requires special knowledge
of the collection system, precipitation patterns, topography,
and numerous other factors not directly related to waste-
water treatment.
The present Columbus situation is somewhat undefined,
with a sewer system evaluation survey study currently under-
way in the combined sewer areas attempting to define the
magnitude of storm induced inflow. A recent $30.7 million
commitment for sewer separation will also ultimately affect
the influent hydrograph at both wastewater treatment plants
during precipitation events. The sewer separation project
will potentially allow the use of the Alum Creek and Whittier
Street storm water retention tanks as flow equalization
devices in the future. Appendix I of this report (Section
1.4.1 (1) ) recommended that all Jackson Pike flows in
IV-7 2
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excess of 200 mgd be diverted through the 32,000 lineal feet
of 150- to 156-inch diameter interconnecting sewer to
Southerly. This conduit provides a storage capacity of
about 30 million gallons which, through flow level sensing
and gate opening management, could serve to dampen the flows
routed to and/or normally received at Southerly.
Present records at the wastewater treatment plants do
not allow a quantification of storm induced flow peaks. In
an effort to define the severity of the inflow problem at
each plant, the precipitation record for 1975 was examined
and the runoff calculated for the combined sewer areas using
the rational formula and an assumed runoff coefficient of
0.45. These rough calculations revealed that 56 percent of
the 1975 precipitation events could cause runoff flows in
excess of the 200 mgd Jackson Pike hydraulic capacity.
Similarly, 19 percent of the 1975 precipitation events could
cause runoff flows in excess of the 230 mgd hydraulic capa-
city at Southerly.
Clearly, both plants experience inflow rates far in
excess of their hydraulic capacity. Equally clear is the
fact that design hydraulic peaks at the two facilities
cannot be appreciably reduced due to the presence of these
storm flows, which would rapidly fill any reasonably sized
equalization basin. Further, as applied to the plant improve-
ments required to achieve the NPDES restrictions, an upstream
flow equalization tank would only return savings in the
intermediate sedimentation tanks at Jackson Pike and the
final effluent filters at both treatment plants. A savings
here will only result in a downrated processing capability
for the entire plant with less than full utilization of its
existing hydraulic processing capability.
Thus, the wisest flow peak management program for
Columbus appears to be one that awaits the results of the
sewer system evaluation and sewer separation project in
order to rationally define the future benefits to be derived
with a flow equalization strategy that makes full use of
existing capabilities and considers the full potential of
upstream storage within and external to the collection
system. This strategy will maximize the City's pollution
abatement program in the near term, and offers the potential
to fully realize the treatment capability contained in the
Columbus plants over the foreseeable future.
Although flow equalization tanks are not presently
recommended for the main flow stream at the Columbus plants,
they are recommended for the Anheuser-Busch waste flow prior
to the proposed pretreatment facility. These tanks should
IV-7 3
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be of sufficient capacity and operated in a manner that will
cause the brewery's ultimate pollutant release to conform to
the reverse image of the normal domestic pattern of waste-
water generation. Operation in this manner, i.e., release
of two-thirds of the pollutant load in the 6 p.m. to 6 a.m.
time period, will dampen the pollutant mass peaks experi-
enced at the Southerly treatment works and yield a more
stable operation.
A programmed return of the liquors derived from treating
and concentrating the thermally conditioned sludges has also
been recommended for both plants in Section 4.4.6. This
nitrogen-enriched broth could also serve to easily satisfy
the nutrient requirements of the nitrogen-deficient brewery
waste at Anheuser-Busch should the industry be interested in
avoiding the purchase of nitrogen and phophorus supplements.
Finally, a flow equalization (or surge control) tank is
considered mandatory for the backwash derived from the
final effluent filters; if left undampened this return could
amount to an instantaneous flow peak of 60 mgd for the
filters proposed in the Facilities Plan. The normal, optimum
operation of the filters would be to provide a daiLy backwash
during the low flow, early morning hours of plant operation.
4.5.2 Reduction of Electrical Energy Charges
A wastewater treatment plant is a large concentrated
user of electrical energy. Accordingly, anything that it
can do to reduce demand peaks and move some operating needs
to an off-peak period will potentially result in some savings.
These considerations are examined in this section for the
existing and probable future Columbus situation.
Presently, the rate structure of the Columbus and
Southerly Ohio Electric Company and the City's Division of
Electricity offers little stimulant to incorporate either
peak shaving equipment or off-peak operation at the treat-
ment plants. Demand charges (based upon the maximum 30
minute integrated kilowatt demand recording of an integrating
demand meter or the highest registration of a thermal type
demand motor) are presently determined in any month as not
less then the greater of:
the maximum recorded demand for the current
month;
the minimum billing demand, if any, specified
in a contract;
IV-74
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50 percent of the highest demand recorded.in
the last eleven months; or
80 percent of the highest demand in the last
eleven months during the summer period (June
through October).
From the above, it is obvious that if the wastewater treat-
ment plant cannot shave their peak consistently in the
summer months, they derive no savings in demand charges.
One potential way of reducing this peak is to provide standby
power generating equipment for operating the raw sewage
pumps during the maximum 8 hours of plant operating demand.
A brief analysis of this mode of operation revealed that the
savings in demand and energy charges would essentially
compensate for the cost of diesel fuel, yielding an operation
with a net liability due to the original cost of the power
generating equipment and the manpower required to maintain
and operate it. This conclusion will remain valid in the
future, since it is reasonable to expect that diesel fuel
costs will rise at a rate equal to or greater than the cost
of purchased electrical energy. Further, it is concluded
that the only potentially economical in-plant power generation
system is the one that makes use of a "free" resource, such
as waste heat.
A recent concept in the production and sale of electrical
energy is "time-of-day" pricing, which incorporates increased
rates during peak daytime hours and lowered rates during
off-peak periods (generally weeknights from 9-10 p.m. to 6-7
a.m. the following day). Although this pricing concept is
not presently in effect at Columbus, its eventually is
probable, especially since the energy bill recently passed
by the U.S. House of Representatives and pending in the
Senate requires utilities to offer time-of-day rates to any
customer willing to pay for a special meter. Time-of-day
pricing makes the flow-load equalization concepts mentioned
in Section 4.5.1 even more attractive, since they will not
only stabilize plant operation but allow the removal of some
oxygen demanding pollutants at a lower unit of energy charge.
4.5.3 Activated Sludge System
Wastewater treatment by an activated sludge system
designed for nitrification opens up a variety of influent
flow application alternatives. The optimum configuration is
determined by the controlling consideration- either cell
residence time or nitrification load. The first case is
IV-7 5
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normally found when treating a raw or presettled wastewater.
Here, the operating solids mass in the aerator required to
achieve a nonlimiting cell residence time is greater than
that required to oxidize the available nitrogen. The second
case is normally found when treating a biologically stabilized
and clarified influent. Here, the operating solids are
normally controlled by the nitrogen available for oxidation,
since a nonlimiting cell residence time is fairly easy to
achieve.
Table IV-18 was prepared to illustrate the changes in
the operating solids mass that can be derived through the
use of alternate influent feed points. The proposed Facilities
Plan at Columbus recommends a configuration that applies all
of the flow at the beginning of the aeration tank. As
shown, by manipulating the magnitude of the influent flow
applied to the head, quarter-point, and midpoint of the
reactor, the operating solids may be changed threefold while
maintaining the same recycle and solids loading rate on the
final settlers.
A feed pattern which incorporates an even flow split to
each of the three previously mentioned feed points is recom-
mended at Jackson Pike. This pattern will more equally
distribute the incoming load which, in turn, will allow
easier maintenance of a nonlimiting dissolved oxygen level
(2 to 3 mg/1) throughout the entire aeration tank. Although
they may have to be improved, the present aeration tanks
have the required feed points and baffling. It is recommended
that flow sensing devices be incorporated to monitor the
flow split and that the adequacy of the present baffling in
preventing back-mixing be field checked to ascertain whether
improvements are necessary. Finally, if at all possible, it
is recommended that the Jackson Pike secondary system be
improved to allow the entire aeration effluent to be applied
equally to all of the final sedimentation tanks. This will
allow some of the aeration tanks to be taken out of service
without a concurrent loss of final sedimentation capacity.
Other potential ways of controlling the extent of nitrification
include manipulation of the operating solids and influent
feed points, considerations which do not affect capital
funding.
At Southerly, an aerator feed pattern between that
defined for dissolved oxygen and cell residence time consid-
erations is recommended. The Southerly plant will also need
similar improvements in its aeration tank baffling and feed
point system to assure against back-mixing and to monitor
the flow split achieved.
IV-76
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Table IV-18
Optimization Considerations In
A Nitrifying Activated Sludge System
I. Aerator Configuration
1)(2) (3
0-
Aeration
Pass
a, b, c - Flow Fraction
Percentage
cQ
Q+R R
t I
©
aQ
bQ
II. Range of Potential Operating Solids
Assumptions: Return Sludge = 10,000 mg/1
R/Q = 0.25 @ MLSS. = 2,000 mg/1
Nitrification
Comments
(1)
(2)
(3)
a
100
75
50
50
33
25
25
25
0
0
0
0
0
b
0
25
50
25
33
75
50
25
100
75
50
25
0
c
0
0
0
25
33
0
25
50
0
25
50
75
1.0
Mixed Liquor Aeration Solids-gm/1
1
2.0
2.5
3.3
3.3
5.0
4.3
5.0
5.0
10.0
10.0
10.0
10.0
10.0
2
2.0
2.0
2.0
2.5
2.7
2.0
2.5
3.3
2.0
2.5
3.3
5.0
10.0
3
2.0
2.0
4
2.0
2.0
Average
2.0
2.1
2.3
2.5
2.8
2.8
2.9
3.1
4.0
4.1
4.3
4.8
6.0
(1) Best for design when nitrogen is controlling.
(2) Best for design when dissolved oxygen is controlling.
(3) Best for design when cell residence time (solids) is
controlling.
IV-7 7
-------
4.5.4 Effluent Filtration
The final effluent filter complex has an operating
horsepower requirement that approaches ten percent of the
total average day operating condition of each treatment
facility. Operation of this system more than is required to
meet the NPDES restrictions or to preserve the downstream
water quality results is an expenditure that can be avoided.
It is recommended that the filtration systems at both plants
be designed to process flow volumes up to about eighty-two
percent of the rated hydraulic capacity (including recycle
considerations). A design for this condition, with an
assumed 5 and 45 mg/1 effluent suspended solids from the
filter and final clarifier, respectively, will yield the 12
mg/1 final effluent suspended solids NPDES permit limit for
the maximum seven day average. This corresponds to a recom-
mended design peak at the filters of about 180 and 205 mgd
at Jackson Pike and Southerly, respectively. Once placed in
service, the filters should receive no more flow than required
to assure consistent obtainment of the NPDES restriction for
average operation. The exception to this suggestion is
during the low stream flow summer months, when the plant
should seek to produce the best possible effluent at all
times in order to preserve downstream water quality.
We are in agreement with the Ohio EPA's guidelines for
tertiary filtration systems, which suggest the use of Hydro
Clear's Pulse Bed, Air-Mix Filter at a maximum rate of 5
gpm/SF with one unit out of service. The guidelines also
propose that other tertiary filtration systems on today's
market be limited to a maximum rate of 3-1/3 gpm/SF with one
unit out of service. The following auxiliaries are also
strongly suggested:
air scour;
capability for polymer addition to the filter
influent;
isolation, i.e., free of any bypassed flow
introduction, of a portion of the chlorine
contact tank to serve as a backwash reservoir
with the capability to receive potable water
as an emergency backwash supply;
descaling and degreasing capability; and
provision of a backwash surge reservoir with
a gradual return capability to the main flow
stream.
IV-7 8
-------
4.5.5 Waste .Solids Processing
The remaining optimization considerations deal with
waste solids processing at the two Columbus plants. These
considerations are better addressed following the full
development of design quantities for an optimized project
plan that reflects the collective conclusions and recommenda-
tions the Facilities Plan evaluation contained in Appendix I
and the preceding text of this Chapter. Chapter V, which
develops the "Recommended Alternative" to the proposed
Columbus Facilities Plan, contains this information and
addresses the final optimization considerations.
4.5.6 Conclusions
Exploration of a variety of broadly based optimization
concepts has led to the following conclusions:
Flow equalization of all influent wastewater
flow is not presently recommended at either
wastewater treatment plant. Flow equaliza-
tion is recommended for Anheuser-Busch1s pre-
treatment system and for the recycle of the
liquors derived from the thermally conditioned
sludges. Flow equalization is also recommended
for the backwash derived from the final
effluent filters.
The present electrical rate structure found
in Columbus appears to offer few means of
realizing an operating savings through
periodic shaving of electrical demand unless
it can be achieved each and every day through-
out the year. Use of diesel electrical
generators during the peak loading period is
not economically attractive. Although the
utilities do not presently offer a "time-of-
day" pricing schedule, it is believed that
such a rate structure is inevitable. Accor-
dingly, the plant operation should seek to
move as much of their controllable power
demand (Anheuser-Busch waste load, satis-
faction of the oxygen demand of the thermally
conditioned sludge liquors, effluent filter
backwashing, etc.) to the low flow, low
loading periods during the late night and
early morning hours. Such an operation may
return some savings in present demand charges
and in future time-of-day pricing concepts.
IV-7 9
-------
The existing activated sludge system should
be designed for an optimized capability that
incorporates a multi-feed point concept.
Such a design will realize potential first
cost savings in aerator and sedimentation
tankage as well as in recycle requirements.
Effluent filtration is recommended only to
the extent that is necessary to maintain the
NPDES effluent restrictions. A maximum
design hydraulic capacity of 180 and 205 mgd is
recommended for the filters at Jackson Pike
and Southerly, respectively. A maximum
design rate of 5 gpm/SF with one unit out of
service is recommended, assuming proper
selection of the effluent filtration system.
IV-80
-------
CHAPTER V
FINAL ALTERNATIVE SELECTION FOR THE
WASTEWATER TREATMENT FACILITIES
-------
V. FINAL ALTERNATIVE SELECTION FOR THE
WASTEWATER TREATMENT FACILITIES
This chapter begins with brief consideration and then
total rejection of the no action alternative for improve-
ments at the Columbus wastewater treatment plants. It then
proceeds to identify the goals and needs of a preferred
treatment alternative, and to briefly restate applicable
conclusions and recommendations from the previous chapter.
This preferred alternative is then developed using the
design influent characteristics established in Appendix I
with pretreatment of the Anheuser-Busch industrial discharge
prior to release to Southerly, and the results of the internal
unit process alternative and optimization analyses of Chapter
IV and Appendix I. The next section provides a side-by-side
comparison of the selected alternative with the originally
proposed project plan to identify the estimated project
costs and potential operation savings. The chapter concludes
with a brief examination of a variety of implementation
considerations.
5.1 THE NO ACTION ALTERNATIVE
The normal Environmental Impact Statement requires
consideration be given to a no action alternative. No
action in terms of improvements at the Columbus wastewater
treatments is considered untenable. Failure to correct the
present situation would represent a disregarding of not only
the natural environment but of the laws of the State of Ohio
(in the form of NPDES permits), and of the spirit and intent
of Public Law 92-500.
5.2 GOALS AND NEEDS OF A PREFERRED TREATMENT CONCEPT
FOR COLUMBUS
In this section, the goals (or recommendations) associated
with an ideal wastewater management program are listed along
with their implementation needs. The goals are divided into
two categories: short to long term, and immediate to short
term. The immediate to short term goals are achievable within
the City's present administration structure, or by the City pro-
viding the initial stimulus with subsequent approval by the
governing agencies involved.
V-l
-------
5.2.1 Wastewater Collection and Influent Pollutant
Characteristics
Table V-l cites the goals and implementation needs for
a variety of concerns which influence the magnitude of flows
and pollutants received at the wastewater treatment plants.
These considerations ultimately dictate the unit process
sizing contained at each facility and, to some extent, the
ultimate disposal concept for the waste solids. In terms of
a preferred alternative, it is fundamental that the City
divert Jackson Pike flows in excess of 200 mgd to Southerly
via the nearly completed interconnecting sewer. This will
avoid a 25 to 50 mgd hydraulic expansion of the entire
Jackson Pike plant and allow more effective utilization of
the present hydraulic capacity contained at Southerly, while
providing an immediate use for the interconnecting sewer.
This recommendation will allow a hydraulic capacity some 2.2
times the average annual daily flow anticipated at the two
plants at design conditions. If the present sewer separation
project is at all successful, the future peak to average
daily flow ratio should increase as combined flows are
diverted out of the existing collection system.
5.2.2 Wastewater Treatment and Discharge
Table V-2 summarizes the goals and implementation needs
associated with wastewater treatment and discharge. As can
be seen from this Table, a major future consideration is the
use of the Jackson Pike effluent to satisfy the majority, if
not all, of the cooling water needs for the proposed municipal
refuse/coal fired power plant. It is also believed that the
treatment plants should be designed to achieve the water
quality standards of a warm water fishery if, as predicted,
the proposed improvements do not accomplish this objective
at all flow regimes. It is recommended that the City initi-
ate detailed stream surveys to document and predict cause
and effect oxygen sag relationships in order to determine if
technology beyond that presently proposed is necessary to
attain water quality standards.
5.2.3 Waste Solids Management and Disposal
Table V-3 summarizes the goals and implementation needs
associated with waste solids management and disposal. The
short to long term goals retain the possibility of codisposal
of Jackson Pike's solids at the municipal refuse/coal fired
power plant with application of dewatered thermally conditioned
secondary solids on selected strio mine acreage. immediate
standby facilities for sludge disposal can be provided by
landfilling.
V-2
-------
Table V-l
Wastewater Collection and Influent Pollutant
Characteristics: Goals and Implementation Needs
I. Short to Long Term Goals
Monitoring and elimination of persistent toxic
organics
Minimization of influent phosphorus levels
Needs City, State or Federal legislation to
require synthetic detergent reformu-
lation to exclude or minimize phos-
phorus content.
II. Immediate to Short Term Goals
Minimization of heavy metal load from con-
trollable sources with particular attention
given to cadmium, nickel, and zinc at Jack-
son Pike, and cadmium at Southerly.
Needs city to promulgate Federal and
State approved industrial pretreat-
ment/sewer use ordinances with sub-
sequent enforcement.
Pretreatment of brewery wastes at Anheuser-Busch
to minimize release of soluble oxygen demanding
pollutants
Needs cooperative City and industrial
effort. Flow equalization is also
suggested at the brewery with release
during the low flow, low load periods
at Southerly.
V-3
-------
Table V-l (Continued)
II. Immediate to Short Term Goals (Continued)
Realize total hydraulic capacity of Jackson
Pike and Southerly for wastewater treatment
before expanding either facility or incor-
porating flow equalization concepts.
Requires diversion of excess
Jackson Pike flows above 200
mgd to Southerly through the
nearly completed interconnecting
sewer.
Develop cost-effective storm flow pollution
abatement strategy
Needs results of current storm
sewer evaluation survey and evalu-
ation of impact of current sewer
separation project before commit-
ment of additional money. Combined
sewer overflow pollution abatement
program, through impact-cost/effective
analyses, should then establish most
effective use of existing collection
system, upsystem storage treatment
system, and site-adjacent treatment
strategies at Jackson Pike and
Southerly.
V-4
-------
Table V-2
Wastewater Treatment and Discharge:
Goals and Implementation Needs
I. Short to Long-term Goals
Use of Jackson Pike effluent to completely
or fractionally satisfy cooling water needs
of the proposed municipal refuse/coal
fired power plant.
Power plant is dependent upon bond
issue passage and environmental anal-
ysis concerning its operation.
- The design of the Jackson Pike
chlorination-dechlorination system
should address the possible even-
tuality of this service and facili-
tate its implementation through
bulkhead provision and the main-
tenance of a clear transport route
for effluent from Jackson Pike to
the power facility.
II. Immediate to Short-term Goals
Treatment facilities should be designed to
address the NPDES requirements and water
quality standards.
Both plants need dechlorination
and post aeration capabilities.
City should initiate detailed seasonal
stream surveys to document and predict
cause and effect oxygen sag relation-
ships derived from wastewater releases
and determine if technology beyond that
presently proposed is necessary to at-
tain water quality standards.
V-5
-------
Table V-3
Waste Solids Management and Disposal:
Goals and Implementation Needs
I. Short to Long-term Goals
Seasonal to continuous application of
dewatered secondary sludge solids to
reclaim barren strip mines and to farm
lands as a positive means of erosion
control (with ancillary nutrient
benefits).
Cooperation with the appropriate
State and Federal agencies appears
to be necessary in order to implement
a program of strip mine recovery.
If exploratory City-State Department
of Natural Resource Conservations are
positive from the standpoint of parti-
cipation on the "quick start" Brush
Creek Reclamation Project, Columbus
should purchase an appropriate fleet
of vehicles with appropriate supportive
auxiliaries under the construction con-
tract for Southerly improvements for use
on the project and future application in
Perry County.
The City and ODNR should also address
the possibility of codisposing some
fraction of the alkaline water plant
wastes with the secondary solids on
the strip mines (this plan would require
water plant solids dewatering before
implementation).
V-6
-------
Table V-3 (Continued)
I. Short to Long-term Goals (Continued)
Partial use of Jackson Pike incineration facili-
ties with dewatered cake applied to refuse/coal
fired power plant.
Power plant is dependent upon bond issue
passage and environmental analysis concern-
its operation.
The design of the Jackson Pike dewatering
system should address the eventuality of
cake conveyance to the power plant. Its
thermal conditioning system could consider
the use of power plant steam rather than
that generated from waste heat recovery
boilers at the wastewater treatment plant.
Cost to the power plant will be minimal in
all areas except ash disposal, while savings
to Jackson Pike will be considerable under
such a system.
The City may want to consider a management scheme
capability which centralizes primary sludge de-
watering at Jackson Pike (for codisposal with
refuse) and secondary sludge dewatering at
Southerly (application to strip mines). Minimum
needs would share the existing Jackson Pike to
Southerly sludge force main with a new pumping
station and auxiliaries at Southerly.
II. Immediate to Short-term Goals
Immediate standby solids disposal capacity for
Southerly and Jackson Pike can be provided by
landfilling the sludge. The vehicle fleet recom-
mended for land application of sludge to strip
mine land will be available to provide the standby
capability required.
V-7
-------
Table V-3 (Continued)
II. Immediate to Short-term Goals (Continued)
Incinerator ash should be disposed of in
the same quarry as the water plant wastes.
A possible system would incorporate
force main conveyance from Southerly
to Jackson Pike, Jackson Pike to the
quarry (by itself, or with water plant
wastes from Dublin Road Plant). An
alternative to this system is truck
conveyance of dry ash, either on a
continuous of delayed basis from the
ash lagoons. Jackson Pike system
should ultimately address the disposal
needs of the power plant ash. Existing
or newly constructed ash lagoons can be
used for backup support. Quarry over-
flows should be returned to sewer except
during precipitation events.
Incinerator ash as source of phosphorus
levels. (Viability somewhat limited by
influent phosphorus levels and magnitude
of plant phosphorus removals.)
Consider local four county marketing
strategy for incinerator ash as source
of phosphorus for nearby farmlands.
Ash would be applied as needed to
requesting areas.
V-8
-------
5.3 THE RECOMMENDED ALTERNATIVE
Figure V-l schematically describes the recommended
facilities for the Columbus wastewater treatment plants.
Conceptually, with the exception of the total elimination of
the isolated aerobic activated sludge system for stabiliza-
tion of the broths associated with thermal conditioning and
the addition of a dechlorination and post aeration facilities,
the proposed Jackson Pike facilities are not uniquely differ-
ent than the proposed project plan found in the Columbus
Facilities Plans. Its uniqueness is found in the recommended
sizing of the attendant unit processes. At Southerly, with
the abandonment of the first stage pumping station, roughing
trickling filter, and sedimentation system made possible by
the recommended pretreatment of Anheuser-Busch wastes, a
more substantial deviation from the Facilities Plan has
occurred.
The following paragraphs describe the recommended
Columbus plant improvement program in more detail.
5.3.1 Design Quantities
Appendix K summarizes average day process stream charac-
terization for both treatment facilities at the year 2000
design conditions for the proposed process chains shown in
Figure V-l. All sizings and costs developed in the remainder
of this Chapter are based upon this process stream summary.
5.3.2 Unit Process Sizing
Table V-4 summarizes the changes in unit process
sizing derived from the recommended project plan in compari-
son to the improvements originally proposed in the Columbus
Facilites Plan. Where no change from the originally proposed
project plan is indicated, the reader is referred to Appendix
I for the unit process's sizing. Additional discussion of
the rationale leading to the final recommendations can be
found in Appendix K.
V-9
-------
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(1) Pretreatment and Primary Sedimentation
With the exception of an expansion of the
Southerly influent pumping station to provide a firm
pumping capacity of 230 mgd (Facilities Plan proposed
185 mgd), no expansion of the two plant's pretreatment
and primary sedimentation facilities is recommended.
The pumping station at the terminus of the 156-inch
diameter interconnecting sewer, with a firm capacity of
70 mgd, is also considered adequate.
It should be noted that the reason Jackson Pike's
pretreatment system is considered adequate is due to
the presence of the interconnecting sewer, which allows
all flows above 200 mgd (1.8 times greater than the
average annual design flow) to be diverted to Southerly.
Failure to use the interconnecting sewer would necessi-
tate a design hydraulic capacity of at least 220 mgd at
Jackson Pike. Although a flow peak of this magnitude
could be easily incorporated in the new Jackson Pike
structures and conduits, its selection may force a
major revamping of the existing transfer conduits
within the plant. Therefore, the soundest decision
appears to be one that makes maximum use of the rated
hydraulic capacity of both plants and the interconnecting
sewer.
As noted in Appendix I, rehabilitation of the four
120 feet by 60 feet by 15 feet side water depth primary
sedimentation tanks at Jackson Pike is not a strong
requirement for successful wastewater treatment. It
was decided to recommend rehabilitation of these tanks
and their associated collector mechanisms in order to
provide a modernized facility with all tankage suitable
for service. The primary sedimentation surface areas
in the improved facilities will then be 125,000 square
feet at both Jackson Pike and Southerly. It is proposed
that the screenings and grit be disposed of at either
remote or onsite landfill operations and that skimmings
be concentrated and applied to the incinerator. As an
alternative, the City may wish to incinerate the grit
as well.
(2) First Stage Biological Treatment
The first stage biological treatment system is
limited to Jackson Pike. It incorporates a pumping
station, synthetic media trickling filtration, and
intermediate sedimentation.
The recommended pumping station will have a
minimum firm capacity of 220 mgd. This sizing reflects
V-12
-------
the firm capacity of the plant plus a 20 mgd credit for
recycled flows. The original Facilities Plan did not
consider recycles in its pump station sizing.
The recommended trickling filter complex will
consist of eight (8) 78-foot diameter by 21.5-foot deep
filter units. The anticipated removal of soluble
substrate through the filter is on the order of 65
percent. It is recommended that the installation be
designed with the flexibility to divert flow around the
filter. This improvement may allow operational savings
when complete nitrification is not a treatment require-
ment by avoiding the energy associated with pumping the
wastewater.
The proposed intermediate settling complex will
provide a total area of 88,000 square feet, with each
of the eight (8) tanks provided coupled to one of the
trickling filters. It is recommended that the system
be designed with the capability to supply waste sludge
to the influent to either the trickling filter or the
activated sludge system for process flexibility. The
Facilities Plan proposed 84,400 square feet of sedimen-
tation area at Jackson Pike.
(3) Second Stage Biological Treatment
The design of an activated sludge system entails
an optimized interrelated blend of aeration and sedimen-
tation tankage. Up to a certain point, hydraulic
surface overflow rates are secondary to successful
performance. The key to successful sedimentation is to
maintain a reasonable solids loading with sufficient
return sludge capacity. Both are related to the operating
mixed liquor suspended solids (MLSS) applied to the
sedimentation system. The operating MLSS is related to
the cell residence time (or nitrification require-
ments) , the mode of applying both flow and return
sludge to the aerator, and the aeration tankage.
In Section 4.5.3, it was recommended that the
activated sludge systems at the Columbus plants be
optimized to incorporate a modified step feed aeration
pattern in order to avoid an expansion of either the
existing aeration or sedimentation systems at Jackson
Pike. At Southerly, the most cost effective design is
to provide the additional 5.2 million gallons of
aeration tankage defined in the Facilities Plan. The
V-13
-------
proposed improvements at Southerly will allow one 5.2
million gallon aeration system to be completely committed
to return sludge aeration. This commitment will allow
successful obtainment of a nonlimiting cell residence
time during the critical winter condition. The return
sludge system at Jackson Pike should be revamped for
ease of operation, with return to the beginning of each
aeration tank.
As mentioned in Appendix J, total revamping of the
Columbus plant's oxygen transfer capacity is also
recommended. The calculated oxygen demands for design
load satisfaction are given below:
Design Oxygen Demand to be Satisfied,lbs/day
Jackson Pike Southerly
Average Day
Carbonaceous 35,000 120,000
Nitrogenous 90,OOP 75,000
Total 125,000 195,000
Maximum Day
Carbonaceous 50,000 118,000
Nitrogen 135,000 130,000
Total 185,000 310,000
The firm oxygen transfer capability at both plants
should address these needs. It should be noted that
the maximum day values take no credit for load dampen-
ing due to the controlled release of either the recycles
at both plants of the pretreated brewery waste in the
Southerly collection system.
(4) Final Effluent Filtration
The considerations associated with the final
effluent filtration system were developed in Section
4.5.4. The recommended project plan will provide 1,860
square feet of filter surface area at both Jackson Pike
and Southerly through the installation of 16 units at
each site. The maximum flow applied to the filter
complexes will be 180 mgd at Jackson Pike and 205 mgd
at Southerly. A firm air capacity of 3,700 cfm must be
provided at each plant, along with a 0.19 million gallon
backwash storage volume. As mentioned in Chapter IV,
all filter sizing has assumed an installed system the
equivalent of that offered by the Hydra-Clear Company.
V-14
-------
(5) Effluent Disinfection, Dechlorination, and
Post Aeration
The Facilities Plan did not include dechlorination
or post aeration. The suggested contact time for the
entire sequence of these two treatment concepts is 20
minutes at the hydraulic peak. This yields a total
volume of about 3.0 and 3.5 million gallons at Jackson
Pike and Southerly, respectively. The suggested maxi-
mum chlorination capacity at both plants is 12,000
pounds/day, which will allow the breakpoint elimination
of 1 to 1.5 mg/1 of ammonium nitrogen under average
daily flow conditions. The recommended dechlorination
feed capacity for SO^ should be a similar order of
magnitude as the chlorine capability.
(6) Secondary Solids Thickening
The Facilities Plan for the Jackson Pike Plant
recommended waste activated thickening by centrifugation.
The nominal sizing for each centrifuge is 200 gpm. At
this unit size, the recommended project plan requires a
total of 12 units, with two standby, for the maximum
day condition. This selection is recommended for the
Jackson Pike installation, since the waste secondary
solids are dominated by sloughed filter humus (which
should be at a solids concentration of one percent or
higher), and since it is possible to realize a greater
hydraulic capacity for a scroll centrifuge without a
significant sacrifice in solids capture through the
addition of organic polyelectrolytes.
The Southerly Facilities Plan recommended two
additional dissolved air flotation units at 1900
square feet each for waste secondary solids thickening.
This 50 percent expansion is unnecessary with the
recommended project plan, since the existing 7,600
square feet of thickening area will yield an average
and maximum day solids loading of 10 and 14 pounds/SF.day,
respectively; values well within normal design limitations.
A standby polyelectrolyte addition capability is recommended
as a contingency should one or more units be out of
service under maximum day conditions.
(7) Thermal Conditioning
The Facilities Plan recommended one additional 200
gpm thermal conditioning system be added to the exist-
ing two units at Jackson Pike and three units at Southerly.
V-15
-------
The recommended project plan does not differ with this
selection at Jackson Pike, as both the average day and
maximum day needs require the use of two 200 gpm systems.
It does differ with the recommendations at Southerly,
since the average and maximum day requirement is also
for two units. Here, it is believed more sound to
provide extra standby auxiliaries (i.e., grinders, high
pressure pumps, high pressure compressors, etc.) and
extra dewatering capacity rather than one complete
standby heat exchanger and reactor for the maximum day
condition.
(8) Anaerobic Digestion, Decanting, and Storage
Anaerobic solids destruction of the thermally
conditioned solids is recommended at both plants in the
recommended project plan. The primary digestion
capacity, less the cone volume, at Jackson Pike and
Southerly is 6.3 and 4.3 million gallons, respectively.
With a design volumetric displacement time of about 20
days, the Jackson Pike capacity matches the system
needs perfectly. At Southerly, only 36 percent of the
average design day thermally conditioned solids can be
applied to the anaerobic digestion system; the remainder
must be decanted and directly dewatered or stored.
The second stage anaerobic digester volume at
Jackson Pike and Southerly totals 8 and 2.2 million
gallons, respectively. It is recommended that two of
the eight second stage digesters at Jackson Pike and
one of the two second stage digesters at Southerly be committed
to decanting and thickening the digested thermally
conditioned secondary solids.
The remaining existing digestion and decanting
capacity at the two plants is as follows:
Digestion
Decant Tanks
Jackson Pike
6 tanJcs @ 85 feet
diameter, 6
million gallons,
34,000 sf
3 tanks*, 0.37
million gallons,
3y500 sf
Southerly
1 tank @ 85 feet
diameter, 1.1
million gallons,
5,670 sf
4 tanks @ 35 feet
diameter, 0.39
million gallons,
3,800 sf
* includes proposed additional unit
V-16
-------
These tanks can provide the necessary storage capabili-
ties at both wastewater treatment plants.
The decant tanks at Jackson Pike can be committed
to fractional or complete primary sludge thickening
uses if the need so arises. At Southerly, the decant
tanks should remain in service to concentrate (and
store) the thermally conditioned solids bypassed around
the anaerobic digestion system.
Thus, the recommended plan proposes to more fully
develop the use of existing equipment at both waste-
water treatment plants. Implementation of this alterna-
tive will necessitate both major and minor piping
changes, additional pumping capabilities to derive an
optimum controlled return of the digester supernatant
and decanting liquors, and "as required" rehabilitation
of the existing digesters. Particular attention should
be given towards efficient mixing in the primary digesters
and the capability to return settled digested solids to
the first stage digester. Heating requirements of the
digesters will be lessened due to the elevated tempera-
ture (100 to 120 F), of the thermally conditioned feed
sludge. (The advantages of incorporating the anaerobic
digestion system in the project plan are developed in
Appendix J.)
(9) Dewatering and Incineration
The dewatering and incineration capabilities of
any plant are intimately related. Often, the incinera-
tion capability of a plant is limited by its upstream
dewatering capacity and the routing of dewatered sludge
to any incinerator. Care should be exercised to assure
that the capacity of an incinerator and the capa-
bility of a dewatering system effectively match. If at
all possible, a given incineration system should be
designed to share the product solids from two banks of
dewatering equipment. Coupled with these considerations
is the reality that normal recommended operation will
require the programmed shutdown of an incinerator two
to three times a month for inspection. Typically, this
inspection requirement will encompass two to three days
due to slow cooling and heating considerations as the
unit is taken out of and then returned to service.
V-17
-------
In previous sections of this report, use of the
nearly completed Jackson Pike to Southerly sludge force
main as a means of eliminating the standby incinerator
at Jackson Pike has been mentioned. The price for com-
pleting this force main with the provision of two stage
pumping is about the same as a new 200 wet ton/day in-
cinerator, while the committed investment for the force
main totals on the order of $300,000. The extra existing
5 million gallons of storage volume at Jackson Pike to
further reduce the potential peak of sludge transfer
makes this option even more viable. However, the po-
tential codisposal of sludge solids with refuse at the
proposed municipal refuse/coal fired power plant sug-
gests that use of the force main be delayed until the
preferred direction of flow and cost-effectiveness is
established. The Southerly incineration needs under the
minimum maximum day, even with a possible 50,000 pound/
day diversion from Jackson Pike, remain at three incin-
erators (including back-up) whether or not the force
main becomes operational. A total of three incinerators
should be provided at Jackson Pike, two with a capacity
of 170 wet tons per day and one with a capacity of
200 wet tons per day. Standby solids disposal capa-
city without the force main must be provided at both
plants through handling of any thermally conditioned
and dewatered sludges which cannot be incinerated to
either strip mined or landfill sites. Firm recommenda-
tions as to a standby system must await investigation
of the implementability of the options available.
A final consideration concerning dewatering needs
is whether or not the existing Southerly vacuum filtration
system should be expanded or replaced with centrifugation,
as recommended in the Facilities Plan. With an assumed
yield rate of 5 pounds of dry suspended solids per hour
per square foot of vacuum filtration area, the existing
vacuum filtration complex would have to be expanded by
50 percent for design loadings. This need translates
to two new 425 square foot filters or two new 65 gpm
V-18
-------
centrifuges with a 6.5 percent feed sludge concentra-
tion. Provision of either of these two options would
require a new structure to house the new units. With
total abandonment of the vacuum filtration system and
subsequent replacement with centrifugation, it may be
possible to fit the required eight (8) centrifuges in
the existing dewatering structure.
This option would result in significant first cost
savings by eliminating the requirement for a new building.
Expansion needs will be immediate upon provision of the
recommended main stream facilities, meaning an early
decision has to be made as to whether the existing
filters are to be retained and a new building constructed
for new dewatering equipment, or if the filters should
be abandoned and the existing space used for a centrifuge
complex. Other salient advantages derived from replacing
the vacuum filters with centrifuges are as follows:
The present 10 year old vacuum filtration
facility will be near the end of its effective
life by the time the improvements are provided.
Extensive rehabilitation of the filter and
replacement of many of its auxiliaries is
likely as a design requirement to assure a
reliable operation for another twenty years
of service.
The centrifuge, with its enclosed means of
sludge dewatering, is aesthetically attractive,
especially when processing thermally condi-
tioned solids.
A total centrifugal dewatering capability
will minimize operator training considerei-
tions and the needed spare part inventory
required at Southerly. These benefits will
also facilitate the transfer of operation and
maintenance personnel between the two plants
as well as allow the pooling of spare parts
between the two installations.
Thus, this review is in agreement with the recommenda-
tion that the Southerly vacuum filter system be replaced
with a centrifugation complex. The final recommended
improvements at both facilities are as follows:
V-19
-------
Jackson Pike Southerly
Dewatering Centrifuges 6 @ 55 gpm 6 @ 55 gpm
3 @ 65 gpm 2 @ 55 gpm
(two standby) (two standby)
at maximum at maximum
day day
Incinerators 2 @ 170 wet 3 @ 200 wet
tons/day tons/day
1 @ 200 wet (one backup)
tons/day at maximum
(one backup) day
at maximum
day
Miscellaneous Possible completion of inter-
connecting sludge force main
if shown to be cost-effective,
provision of polyelectrolyte
addition capability for "as
required" use.
Presently, Jackson Pike makes use of a lagoon to
relieve its inadequate solids handling facilities.
This lagoon has been a source of odor complaints, and
its eventual abandonment is recommended. The question
remains as to how to dispose of this historic inventory
of partially stabilized digested solids. It is recom-
mended that after the provision of the required sludge
handling improvements for Jackson Pike, Southerly, and
the interconnecting sewer, the solids be left in place.
The lagoon should then be backfilled and compacted with
suitable cover made available during the Columbus
improvement program. Displaced liquid should be
returned through a temporary drainage ditch (and, if
needed, a temporary pumping station) to the main pro-
cessing stream at Jackson Pike.
5.3.3 Comparison with the Originally Proposed Project Plan
(1) First Cost
Table V-5 compares the first cost of the recommended
project plan with the originally proposed project plan
for Columbus. The recommended project plan is seen to
contain an additional expenditure of some $8 million,
the majority of which is associated with the expanded
effluent filtration system. It is believed that the
recommended improvements are necessary for reliable
V-20
-------
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operation, and are prudently sized. The recommended
project plan also offers over 54 million dollars in
first cost savings. The majority of these savings are
derived by more optimum sizing and use of biological
reactors and their attendent solids-liquid separation
systems, and the economic return derived with pretreat-
ment of the brewery waste applied to Southerly, which
allowed the elimination of the originally proposed
first stage treatment system. It is believed that the
associated recommendations also represent realistically
sized alternatives.
Thus, the recommended project plan offers a net
capital savings of over $46 million in comparison to
the original project plan. This savings, slightly in
excess of 29 percent of the original Facilities Plans
first cost estimate, remains significant even in the
context of the costing accuracy normally found in
Facility Planning documents. It should also be noted
that the recommended project plan offers a wastewater
treatment system which integrates the liquid
handling capabilities of both plants, which allows a
combined hydraulic capacity some 50 mgd more than
originally proposed.
(2) Operating Cost
The operational costs associated with the recommended
project plan were determined by reducing or increasing
the costs of the original project plan by the assumed
impact of the proposed alternative. This was necessary
since the differences in the basis of design for influent
flow and pollutant mass noted in Appendices I and K
would have a rippling impact upon the operating costs
for the integrated liquid and solids processing capability
of the Columbus plants. Thus, this cost comparison
more accurately reflects relative differences rather
than true definite costs.
V-23
-------
Table V-6 compares the estimated operating costs
of the recommended project plan with the original
Columbus project plan for the average operating year in
the twenty year planning period. On a 1974 to 1975
pricing basis the recommended alternative is seen to
offer an operating advantage approaching eight percent.
Slight reductions are offered in each costing category,
with the reduction in operating power most significant.
This is due to the assumed selection of a more efficient
oxygen dissolution system and the elimination of the
energy intensive isolated activated sludge system for
recycle management. At Southerly, it was found that
with pretreatment of the brewery waste and the elimination
of the trickling filter, the additional aeration horsepower
was nearly equivalent to the 1050 horsepower savings
derived by eliminating the first stage biological
treatment system. As shown at the bottom of the Table,
the scenarios which apply waste solids either to the
power plant or the strip mines have a relatively small
impact upon the total operating budget of the Columbus
plants.
5.4 IMPLEMENTATION
5.4.1 Procurement
It is recommended that all major equipment items
common to both plants be bid at one time directly to
the City. This will assure uniformity in equipment at
both plants, minimize the spare part inventory, and
allow maximum exchange of operational and maintenance
personnel. Prebidding of the equipment will facilitate
further design of auxiliaries and structures as each
installation can then be custom-built for known physical
requirements, rather than general, representative
needs.
5.4.2 Operation and Maintenance
The heart of any wastewater treatment plant is its
operation and maintenance staff. The age of equipment
and/or operating problems at the Columbus plants has
resulted in a unavoidable decline in employee enthusiasm
for the charge at hand.
V-24
-------
Table V-6
Operating Cost Comparison of Original Project Plan
with the Recommended Project Plan
( Millions of Dollars )
ORIGINAL PROJECT PLAN
1974-1975 Basis
Chemicals
Power
Personnel
Maintenance
Total
RECOMMENDED PROJECT PLAN *
Jackson Pike
$1.96
1.38
1.29
1.05
$5.68
Southerly
$2.01
1.36
1.23
0.94
$5.54
Total
$ 3.97
2.74
2.52
1.99
$11.22
1974-1975 Basis
Chemicals
Power
Personnel
Maintenance
Total
Jackson Pike
$1.98
1.21
1.29
0.97
$5.45
Southerly
$1.84
1.07
1.16
0.85
$4.92
Savings
Percent
Reduction
Total
$ 3.82
2.28
2.45
1.82
$10.37
$ 0.85
7.6
* Assumes on-site waste solids handling and disposal
Present Day
Total
$ 5.96
4.93
3.35
2.49
$16.73
Present Day
Total
$ 5.73
4.10
3.26
2.28
$15.37 (1)
$ 1.35
8.1
(1) Elimination of incineration at Jackson Pike with application
of the dewatered solids to the refuse/coal fired power plant
will yield about $0.45 million of savings in power, personnel,
and maintenance
(2) Application of thermally conditioned solids to strip mine
lands will increase net expenditures in power and personnel.
With year round hauling, the estimated rise in cost is about
$0.6 million.
V-25
-------
It is probable that the future will bring either
greater numbers of lesser skilled individuals or lower
numbers of higher skilled employees into plant operation.
A good argument can be made for each case. However, in
maintenance, there will be no substitute for a highly
skilled and paid staff. The close proximity of the two
Columbus plants presents the possibility of savings in
terms of employee numbers for maintenance. Here, a
shared maintenance capability is a distinct possibility.
The number of employees for this task should reflect
not only normal preventative needs but also a noncommitted
time for random repair and maintenance.
5.4.3 Pilot Plant and Demonstration Program
The Facilities Plan recommended a pilot plant to
evaluate the effectiveness of the proposed two-stage
trickling filter air-activated sludge system in solving
the bulking activated sludge problem at Southerly.
With pretreatment of the brewery waste to the level
prescribed herein (60 to 70 percent removal of the
soluble oxygen demand associated with a total applied
load of 60,000 pounds of BOD5 per day), it is likely
that the bulking problem will be eliminated.
Although it is not recommended that a pilot plant
study be conducted to evaluate the entire sequence of
main stream biological treatment and solids separation,
there are concepts suggested which are worthy of full-
scale evaluation. These concepts, anaerobic digestion
of thermally conditioned secondary solids and jet
aeration, are discussed below.
Jackson Pike is the recommended site for evaluation
of anaerobic stabilization of the thermally conditioned
solids. In conducting this program, an appropriate
primary and secondary digester complex should be isolated
and gradually brought to the proposed design conditions
of 20 days detention in the primary digester. At this
loading rate, equilibrium conditions are not approached
until an elapsed period of nearly two months. Thus, a
start-up and conditioning period of at least three
months is suggested prior to any evaluation. The
conclusions derived from the evaluation should be
qualified to the extent that the solids processed now
will not be the same as anticipated in the future in
that they will be free of spinaround problems and
dominated by sloughed trickling filter humus either
with or without the precipitates associated with
phosphorous removal.
V-26
-------
The second process evaluation proposed deals with
a full-scale evaluation of a jet aeration system, which
could potentially reduce the operating horsepower of
the activated sludge system by 30 to 40 percent.
Again, Jackson Pike is the recommended demonstration
site due to its present capability to completely isoleite
an aerator and matching sedimentation tank. Ideally,
this evaluation should be conducted through the full
extreme of temperature conditions with sufficient time
to identify potential maintenance problems. Conclusions
in terms of maintenance should be qualified to the
extent that the present primary effluent characteristics
will represent a far more severe duty than the future
situation with upstream trickling filtration and intermediate
sedimentation.
V-27
-------
CHAPTER VI
PRIMARY ENVIRONMENTAL IMPACTS
OF THE PROPOSED
WASTEWATER TREATMENT FACILITIES
-------
VI. PRIMARY ENVIRONMENTAL IMPACTS OF THE PROPOSED
WASTEWATER TREATMENT FACILITIES
The primary impacts, both positive and negative, of the
proposed wastewater treatment facilities will not vary sig-
nificantly from those described in the Facilities Plans
and their associated Environmental Assessments. This chap-
ter will contain a brief summary of those impacts along with
some unique to this proposal. (Primary impacts of the pro-
posed regionalization plan can be found in Chapter III.)
6.1 LAND
Land related impacts at the wastewater treatment plant
sites will be minimal. All proposed expansion will take
place within the bounds of the present sites on areas for
which little other beneficial use exists. Construction
impacts, such as temporary erosion, will be controlled
through provisions in the construction specifications.
The construction and repair of sewer lines and treatment
facilities can also cause public inconvenience. These im-
pacts are particularly noticable in the maintenance of
traffic flow, public and worker safety, and general dis-
ruption to business and residential areas from increased
noise, congestion and light glare. These construction and
maintenance impacts are discussed below.
Perhaps the major land related primary impacts at
either site will be associated with the dispostion of the
present sludge lagoons. As recommended in this report,
excavated material at each site will be used as a cover and
fill for each lagoon, with subsequent compaction to ensure
stability. Displaced liquid will be routed back to the
mainstream treatment process. It may be necessary to
supplement the excavated material from the site the quan-
tities obtained elsewhere; a possibility which will have
an impact on the disturbed offsite borrow area.
The major off-site land impacts of the proposed plan
are found in the ultimate disposal of incinerator ash and in
the sludge disposal system utilized as a backup to the in-
cinerator complex. Little adverse impact can be antici-
pated from landfilling of the incinerator ash, assuming
the landfill is properly located and managed. Co-disposal
of ash with water assures the minimization of any related
adverse impacts.
VI-1
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Negative impacts of the possible backup sludge disposal
systems are somewhat difficult to predict. If strip mine
recovery were practiced, for example, some experimentation
and adjustment of application rates would no doubt have to
be undertaken to ensure the retention of all sludges on the
application sites and to minimize any adverse surface and
ground water effects in water courses receiving runoff or
leachate from each site. Similar monitoring programs, would
be necessary to determine the extent of adverse impacts of
any other backup land based sludge disposal scheme which may
be implemented, such as composting or erosion control with
partial nutrient recovery.
It is unlikely that a strip mine recovery scheme would
be discontinued solely due to adverse impacts. Assuming
proper control and monitoring, it is difficult to imagine
impacts severe enough to offset the positive environmental
impact associated with the restoration of land to a state
whereby it no longer exerts a debilitating effect on its
surroundings.
6.1.1 Construction and Maintenance Impacts Causing Public
Annoyance or Inconvenience 1
The construction of sewer lines and treatment facilities
can create conditions which are annoying to the public during
the period of construction or repair and maintenance, how-
ever short it may be. Traffic congestion may result where
portions of roadway have to be closed for construction pur-
poses. Increased truck and vehicular traffic in certain
neighborhoods and along several routes will be experienced
as construction equipment, excavated material, workers and
pipe are transported to and from the site.
Ambient noise levels will increase at certain times
due to removal of pavement, the excavation of trenches, and
increased truck traffic. If construction begins in the
early morning hours or continues into the evening, glare
from night lighting may be annoying to nearby residents.
Public and worker safety are particular concerns as
much of the sewer line installations will occur in road
and highway right-of-way. Rerouting of pedestrian and
vehicular traffic may be necessary which can add time to
every trip. Disruption of normal patterns is therefore a
potential problem ranging from discouragement of patronage
to difficulties in getting stock deliveries.
This entire section 6.1.1 has been added to the original text.
VI-2
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While all these effects tend to be negative, the sewer
construction does afford neighborhoods and the city the
opportunity to rehabilitate, repair and upgrade rights-of-
way which have been neglected or fallen in disrepair. Other
utilities may want to repair, relocate or upgrade service,
and side walk and shoulder surfaces can be improved.
6.2 AIR
Impacts to the air as a result of the proposed project
will be of two kinds:
Impacts due to construction and operation of the
wastewater treatment facilities
Impacts due to air emission from sludge incinera-
tion.
6.2.1 Impacts Due to Facilities Construction and Operation
Perhaps the most noticeable positive impact of the
proposed project plan related to air will be the reduction
of the odors which presently plague both treatment facili-
ties. Whether the basic source of these odors is the sludge
lagoons (as has been widely reported) or the heat treatment
facilities is immaterial, for corrective measures will be
taken on both possible sources through filling of the lagoons
and positive treatment of the thermal conditioning off-
gases. Odors may increase temporarily from the lagoons,
however, due to the disturbance of the sludges during the
actual filling and covering operations.
Although not presently thought to be a serious negative
impact, some concern has been expressed as to the possi-
bility of the aerosols produced at wastewater treatment
facilities carrying pathogenic organisms. Research has
indicated that although the aerosols do carry such organ-
isms, die-off is rapid and the effect on nearby residents is
minimal to indiscernible.
Any backup sludge disposal system which will require
transport of sludges to a spreading area will also impact
air quality along the travel routes from the treatment
facilities; an impact which will be long-term but sporadic
in nature.
Some short-term adverse impacts resulting from con-
struction activities which generate noise and fugitive dust
will also be experienced. Again, the specifications for the
project will include provisions for the minimization of
these impacts.
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6.2.2 Impacts Due to Air Emissions from Sludge Incineration
Incineration of sludge converts the sludge into ash and
gaseous products of combustion. Part of the ash is retained
in the incineration chamber, and the rest is entrained in
the flue gas in the form of fine particulate matter. Wet
scrubbers to be used at both the Jackson Pike and the
Southerly facilities will remove the bulk of the particulate
matter from the flue gas, which will then be discharged to
the atmosphere through a stack. The bulk of the flue gas is
made up of excess air used for combustion and C02 and water
vapor formed during the combustion. In addition to the
residual particulate matter, small amounts of S02, nitrogen
oxides, carbon monoxide, heavy metals, and organic matter
can also be present in the flue gas. This section presents
a discussion of the sludge and emissions characteristics and
the potential impact of specific pollutants.
(1) Sludge and Emissions Characteristics
The sludge from the Jackson Pike and Southerly
plants will be dewatered to yield a 32 percent solid
concentration. At design capacities, approximately 110
tons/day of dry solids with a heating value of 8,500
Btu/lb are expected to be produced at both facilities.
The sludge from the Southerly plant is expected to burn
autogenously, whereas the sludge from the Jackson Pike
plant will require a small amount of fuel, (1.04 gal-
lons of No. 2 fuel oil per ton of dry solids) for
combustion. The composition of the sludge and ash is
discussed elsewhere in the EIS.
Data on the flue gas emissions from the existing
sludge incinerators at both plants are not available.
Therefore, the quantities of pollutants generated were
calculated based on the difference in the pollutant
concentration in the sludge and the ash. The estimated
emission rates (prior to emission control) are shown in
Table VI-1. Trace amounts of other pollutants can also
be emitted, but accurate data are not available to
permit their evaluation.
Currently, emission control standards exist only
for particulate matter and mercury emissions from
muncipal sludge incinerators. A wet scrubber with
particulate removal efficiency of'97.2 percent is
planned to be used at the proposed incinerators to meet
VI-4
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the New Source Performance Standard (NSPS)1 of 1.3 Ib
of particulate emissions per ton of dry solids incin-
erated. Such removal is also expected to maintain the
opacity below 20 percent as required by the NSPS.
Since the estimated mercury emission of 1.0 Ibs/day
from the Jackson Pike plant under peak conditions and
1.91 Ibs/day from the Southerly plant under the worst
conditions are well below the emission standard2 of 7
Ibs. per 24-hour period for mercury, no special equip-
ment will be required to control the mercury emissions.
Tests conducted at an existing sludge incinerator
indicate that a wet scrubber will also remove 80 per-
cent of the SOX and 50 percent of the NOX present in
the flue gas.3 Data on the removal of the other pollu-
tants are not available. The impact of the various
pollutants is discussed in the following sections.
(2^ Particulate Matter
The presence of particulate matter in the air can
have adverse effects on health, visibility, propoerty
and vetetation. Ambient air quality standards have been
established for particulate matter to protect both the
public health and welfare (see Appendix D). The at-
mospheric modeling study performed by the Ohio EPA
to determine the ambient concentration of particulate
matter from existing and proposed incinerators at
Jackson Pike and Southerly is inconclusive. Additional
modeling by the Ohio EPA is necessary to assess the im-
pact of the proposed incineration facilities and de-
termine if additional incinerators may be built and if
offsets will be required. Unitl the OEPA study is com-
pleted, the impact of the proposed incinerators cannot
be reliably predicted. The results of an air quality
analysis based on a previous diffusion modeling study
1 Federal Register, Volume 40, pp. 46250, October 6, 1975.
2 Federal Register, Volume 40, pp. 48292, October 14, 1975.
3 Havens and Emerson, Ltd., Interoffice Memorandum Regarding Warranty
Tests on the Incinerator at Middletown, Ohio, August 20, 1975.
(See Appendix M.)
VI-5
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TABLE VI-1
Estimates of Pollutants Generated During Sludge Incineration
(Prior to Emission Controls)
Dry Solids
Incinerated^
(tons/day)
Average day2
Peak day^ • *
Pollutants Produced
(Ibs/ton dry solids)
Particulate Matter
sox5
NOX6
A
Cadmium
Lead
Mercury
Zinc
Jackson
Pike
110
154
45.82
0.51
4.36
0.011
0.037
0.0065
0.327
Southerly
110
154
45.82
0.37
4.36
0.013
0.028
0.0087
0.240
1. Based on the projected capacities to the year 2000.
2. On an average day 2 of 3 incinerators at Jackson Pike and 2 of
3 incinerators at Southerly facilities are assumed to be
operating at capacity. The average sludge quantity represents
a daily average over one year.
3. On a peak day 3 incinerators at both Jackson Pike and Southerly
are assumed to be operating with a total capacity 40 percent
in excess of the average day capacity. If only 3 incinerators
are built at each site, this would be the worst case.
4. If 4 incinerators at Southerly and 3 incinerators at Jackson
Pike are built, the worst case would occur when all four
incinerators at Southerly are operating to handle the peak
flow and to provide back-up capacity for Jackson Pike, which
is assumed to have 1 malfunctioning incinerator. Under these
conditions the incineration rate (tons of dry solids per clay)
would be 110 at Jackson Pike and 220 at Southerly.
5. Expressed as sulfur.
6. Expressed as nitrogen
VI-6
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TABLE VI-2
Predicted Maximum 24-Hour Average
Ambient Concentration of Particulate Matter
Under the Worst Meteorological Conditions1
Plant
Contribution
From Incinerator
(ug/in )
Downwind
Distance From
Plant
(meters)
Jackson
Pike with,
peak flow'
Southerly
with-peak
flowZ'J
Standard
25.9
25.9
150
740
740
The contribution from the incinerator is based on the data from the
EcolSciences, Inc. Study, which assumed a wind speed of 1.5 m/sec
and the Pasquill stability class D. The EcolSciences results were
modified to account for differing sludge input rates.
This would represent the worst case if only three incinerators are
built at each site.
If four incinerators at Southerly and three at Jackson Pike are
built, the worst case contribution from the incinerators would be
37.0 ug/m .
Secondary standard, 24-hour average not to be exceeded more than
once a year, which is the most stringent ambient standard.
Non-degradation criterion for Class II areas, 24-hour average.
VI-7
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conducted by EcolSciences, Inc. ^ are shown in Table VT-2.
This study assumed a wind speed of 1.5 m/sec and Pasquill
stability class D as the worst meteorological conditions
and estimated the contribution from the incinereitors only.
Because of lack of background data, the results of this
study cannot be used to predict the ambient concentration
around the incinerator. Furthermore, because of lack of
data on the increment in the background concentration,
these results cannot be compared with the Prevention of
Significant Deterioration (PSD) Criteria. The PSD
regulations call for classifying various areas in the
nation into three classes based on the existing air
quality, and allow different maximum increments in air
quality in each class. Pristine areas such as national
parks have been classified as Class I, and the remaining
areas have been initially put in Class II. The Columbus
area, therefore, falls in Class II, which has a maximum
allowable increment in 24-hour particulate of 37 ug/m3
The PSD regulations require all new major emitting
facilities, which include certain sources with potential
to emit 100 tons/year or more of any pollutant and other
sources with a potential to emit 250 tons/year or more
of any pollutant, to obtain preconstruction permits as-
suring that the allowable increments in air quality
concentration will not be exceeded. Since at both the
Jackson Pike and the Southerly facilities, the potential
uncontrolled emission rate for particulates is projected
to be 1288 tons/year, these facilities will be subject
to the preconstruction permit requirements under the
PSD regulations.
Irrespective of whether the air quality standards
for particulate matter will be met or not, there
remains an uncertainty related to the health impacts of
the particulate matter emissions. The ambient as well
as emission standards for particulate matter are based
on the total weight of the particulates in the air
and do not consider the particle size and chemistry.
There is a growing concern that fine particulates
(i.e., those less than several microns in diameter) are
primarily responsible for adverse health effects
because of their ability to penetrate deeply into the
lungs.2 Although this penetrating ability is independent
EcolSciences, Inc., Environmental Assessment of Sludge Handling
Facilities for the Columbus, Ohio-Jackson Pike and Southerly Waste-
water Treatment Plants, two separate reports, March 31, 1975.
P.P. Fennelly, "Primary and Secondary Particulates as Pollutants,
A Literature Review," Journal of Air Pollution Control Association,
July 1975.
VI-8
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of the chemical nature of the particles, once they
have penetrated, it is primarily their chemical nature
that determines their toxicity. There is growing
evidence indicating that hazardous trace metals such as
lead and cadmium tend to concentrate in these smaller
particles. Furthermore, the fine particles have long
residence times in the air and are capable of adsorbing
significant quantities of toxic gases such as SC>2r thus
leading to potentially severe synergistic health effects,
The available control methods to remove particu-
late matter from flue gas are believed to be less
efficient in removing the fine particles than removing
the larger and heavier particles. Also the removal
methods are believed to be more efficient in removing
certain types of particles than others. However, an
adequate body of data is not available to evaluate the
performance of the particle removal equipment in terms
of the particle size distribution and chemistry. EPA
is conducting research to obtain more information in
this area and to determine the need to set performance
standards based on particle size and chemistry.
(3) Heavy Metals
Heavy metals such as those released from sludge
incinerators could have adverse environmental effects.1'2
Occupational health and safety standards have been
established to protect the workers from exposure to
high levels of these metals in the air. However,
ambient air quality standards for the protection of the
general public have not been established yet because of
the lack of adequate epidemiological data on the effects
of long-term exposure to low levels of the metals in
the air. The small quantities of metals formed during
sludge incineration as shown in Table VI-1, when dis-
persed in the atmosphere, will result in extremely low
ambient concentration of these metals. At such low
levels, the metals are not likely to pose an immediate
threat to the public health and welfare. But what
effect they would have over the long term cannot be
reliably predicted at this time. EPA and other research
organizations are engaged in research to determine such
effects.
1 National Academy of Sciences, "Geochemistry and the Environment,
The Relation of Selected Trace Elements to Health and Disease,"
Volume I, 1974.
2 Waldbott, George L., Health Effects pf Environmental Pollutants,
The C.V. Mosby Company, 1973.
t
VI-9
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(4) Organic Matter
The sludge from the Columbus area contains trace
amounts of potentially hazardous organic substances
such as cyanides and chlorobenzenes (see Tables IV-5,
IV-6). Municipal sludges, in general, also contain
small amounts of polychlorinated biphenyls (PCB's)
but these were found to be below the detectable limits
of the instruments. Test data indicates that chloro-
benzenes will probably be destroyed during sludge
incineration.1 Data are not available on the fate of
the cyanides, but they are not expected to be a problem
because of their low concentration in the sludge.
(5) Other Pollutants
Emission rates of other pollutants such as sulfur
oxides, nitrogen oxides, carbon monoxide, and hydro-
chloric acid are generally so low that they are not
likely to have a significant impact on the ambient air
quality.2 With the projected 80 percent removal of
sulfur oxides and 50 percent removal of nitrogen oxides
from the flue gas by the wet scrubber, the potential
impact of these two pollutants would be further reduced.
1 "A Study of Pesticide Disposal in a Sewage Sludge Incinerator,"
EPA 68-01-1587, USEPA 1975.
2 U.S. EPA, "Air Pollution Aspects of Sludge Incineration," prepared
by Gulp, Wesner and Gulp, NTIS Number PB-259 457, June 1975.
VI-10
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6.3 WATER
The implementation of the proposed project plan will
have its most striking positive impact on the water quality
in the Scioto River below the outfall from each wastewater
treatment facility. Although the possibility remains that
the stream standard for dissolved oxygen may not be main-
tained under all flow conditions (see Appendix B), the
overall improvement in the Scioto River quality will be
immense, particularly during periods of low flow.
The occurrence of toxic conditions in the Scioto due to
releases of either ammonia or chlorine will be essentially
eliminated upon implementation of the proposed project plan
components which nitrify and dechlorinate at both treatment
sites. Enrichment of the Scioto River due to releases of
phosphorus will also be reduced to the point of insignifi-
cance.
The proposed project plan will also exert a positive
influence simply by continuing to return flow to the Scioto
River, thereby maintaining acceptable low flow quantities
for beneficial downstream uses by man and river-dependent
biological communities. This positive flow maintenance
impact will be reversed for streams which now receive
effluent from plants which will be phased into one of the
Columbus facilities under the proposed plan. The severity
of this impact is not quite the same as when flow is removed
from the Scioto River since, in most cases, the water source
is not the stream which receives the effluent. Therefore,
the removal of the waste flows will simply restore the
affected streams to a "natural" condition unimpacted by
point load or volume releases.
In addition to the substantial upgrading of the normal
effluent from each facility, the proposed project plan will
ease the stress on both Jackson Pike's hydraulic capability
and on the Scioto"s assimilative capacity during higher flow
periods by allowing the use of the interconnecting sewer to
Southerly as an influent flow damping device. Further
beneficial impacts during periods of elevated sewer system
flow can only be accomplished by optimization of the present
system through sewer separation or the provision of combined
sewer overflow treatment facilities; activities outside the
scope of this Impact Statement.
Positive primary impacts on water quality could also be
effected through the implementation of the retained backup
sludge disposal systems. Properly managed strip mine re-
covery should eventually restore the streams which drain
VI-11
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strip mine land to, or near, an unpolluted state. Disposal
systems which incorporate erosion control will also have a
positive effect on receiving stream water quality in terms
of reducing turbidity and sedimentation. Care must be
exerted in all land based plans to ensure that adverse
impacts do not result from either runoff of improperly
applied material or the ultimate transport of soluble pollu-
tants to a receiving body of either ground or surface water.
6.4 BIOTA
Positive impacts on the biota in the areas affected by
the project plan will primarily be in terms of the rees-
tablishment or stabilization of suitable habitats. The most
obvious of these is the return of the waters of the Scioto
River to a receptive environment for the support of a diverse,
warm water biological community. Bottom communities can
also be gradually re-established as the historic deposits of
settleable solids are flushed from the stream.
Again, a positive aspect of the backup strip mine
recovery evidences itself in the area of biota impacts. Not
only will the streams and channel bottoms draining acid mine
areas be improved immensely through pH adjustment and
erosion control, but the land itself will be returned to a
suitable habitat for wildlife normally encountered in a
nondegraded central Ohio field-type environment.
VI-12
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CHAPTER VII
SECONDARY IMPACTS
OF THE
PROPOSED ACTION
-------
VII. SECONDARY IMPACTS OF THE PROPOSED ACTION
The secondary impacts of a proposed action are "(1)
indirect or induced changes in population and economic
growth and land use, and (2) other environmental impacts
resulting from these changes in land use, population, and
economic growth. "-1-
Public infrastructure investments such as the con-
struction of new sewer facilities can have secondary impacts
which may be even more significant than the primary envi-
ronmental impacts.
The installation or expansion of public sewer facili-
ties has an important impact on the location, type, and
magnitude of development. However, the lack of analytical
tools for assessing the relative importance of the many
factors, including sewer investments, which affect develop-
ment decisions, makes it difficult to estimate with cer-
tainty the secondary impacts of a proposed action.
In general, identification of the secondary impacts
requires the following steps. First, it requires an esti-
mation of the growth which would occur if wastes were
handled only through the existing system and additional
septic tanks or package treatment plants (the so-called "no
action" alternative discussed in Chapter III.) The next
step is to estimate the growth which would occur with the
proposed action. The increment of growth over and above the
no-action scenario is the growth attributable to the pro-
posed facility expansions and improvements. The magnitude
and pattern of this growth forms the basis for defining and
evaluating secondary impacts. When little or no growth is
directly attributable to a proposed action, secondary impacts
are, by definition, insignificant. An important objective
of the secondary impacts analysis is to identify whether
those impacts contravene Federal, state or local environ-
mental laws, regulations, policies, or standards.
1U.S. Environmental Protection Agency, Program Guidance Memo No. 50,
June, 1975.
VII-1
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This chapter compares the population growth and devel-
opment patterns anticipated under three scenarios:
The no action alternative
The action proposed in the Facility Plan
The action proposed by the EIS as described in
Chapter III.
The analysis makes the following assumptions about the
Franklin County/City of Columbus planning area:
The action is proposed for a major Midwestern
metropolitan area which has an excellent trans-
portation network and a complex array of existing
city, township, and county provided services
Existing state and local regulatory policies for
environmental and land use controls are likely to
persist in the forseeable future
Local policies such as taxation which affect the
provision of public services are also likely to
persist.
These assumptions help to assure that the analytical
approach accounts for a realistic political and institu-
tional setting.
The analysis concludes that the secondary impacts of
the action proposed in the Facilities Plan can be summarized
as follows:
Population increase in Franklin County between 1975
and 2000 is likely to be similar with or without
the proposed action.
In Big Run, the proposed sewer phasing would have
a potential for inducing growth in an area which
is primarily agricultural and historically has
been considered unsuitable and unattractive for
development.
In West Scioto, similar population increase is
anticipated with or without the proposed action
because of the area's attractiveness; however, the
type of development and distribution of the popu-
lation within the service area's 24,300 acres may
differ in each case.
VII-2
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In Big Walnut, the attractiveness of the Hoover
Reservoir area may stimulate growth with or
without the proposed action; however, the rate of
growth with the sewers may exceed the rate without
the sewers,
In Rocky Fork and Blacklick, provision of public
sewer service has the potential to hasten the
existing trend in Franklin County of converting
vacant and agricultural land to higher uses.
The ability of the area's economy to support
additional population and the adequacy of water
supplies may be more significant determinants of
population growth and development patterns than
availability of public sewer services.
In addition, the analysis documents that the plan proposed
in the EIS will not only be responsive to present pollution
problems but will significantly reduce the potential for
those secondary impacts, discussed above, which might occur
under the action proposed in the Facilities Plan.
In order to identify and estimate the population, land
use, and development changes induced by the proposed action,
this chapter covers the following topics:
Methodology for secondary effects analysis
Assessment of the effects of the no action alter-
native
Estimate of growth
Evaluation of no-action effects on man-made
and natural environments
Assessment of the secondary effects of the Facility
Plan proposed action on the man-made environment
Assessment of the secondary effects of the pro-
posed action on the natural environment
Assessment of the secondary effects of the EIS
Plan presented in Chapter III.
VII-3
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7.1 METHODOLOGY FOR SECONDARY IMPACT ANALYSIS
This section describes the principal factors which
influence patterns of population growth and development.!
These factors are:
Land availability and price
Land use controls
Income level of existing residents
Existing levels of access and sewer service
Housing vacancy rates.
These factors interact in influencing whether a proposed
action such as interceptor construction will induce pop-
ulation growth and development above that which could be
anticipated without the proposed action. The proposed
action may induce growth and development by influencing the
attractiveness and prices of land parcels. The amount and
distribution of development in turn affects natural and man-
made environment characteristics such as air and water
quality, the fiscal capabilities of jurisdictions in the
study area and the availability of community services.
Therefore, an analysis of the planning area in terms of
these factors will provide an indication of the extent of
secondary effects. To the extent that the data were avail-
able, these factors were considered in ascertaining the
secondary effects anticipated in each proposed service area,
7.1.1 Land Availability and Price
Developers' decisions on the type and location of
building activities shape the pattern of development.
Availability of land and the price of raw land are two
principal factors influencing developers. In determining
the secondary impacts of sewer investments, the important
factor to investigate is the impact on the availability and
price of land in the proposed service area. Large amounts
of low-priced vacant land have a potential for stimulating
single-family residential development. On the other hand,
higher-priced, scarce land will tend to stimulate multi-
family residential, industrial, and commercial development.
Secondary Impacts of Transportation and Wastewater Investments;
Research Results, Environmental Protection Agency Report
No. EPA-600/5-75-013, dated July, 1975.
VII-4
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7.1.2 Land Use Controls
Land use controls such as zoning codes and subdivision
regulations are designed to limit the use of land parcels as
well as the density of development on those parcels. Theo-
retically, communities can utilize these controls to limit
and control secondary impacts. The effectiveness of the
controls, however, depends on the development of a long-
range master plan and rigorous enforcement. The extent to
which variances have been granted is, therefore, an indi-
cator of the potential which these controls have to restrict
developmental impacts.
7.1.3 Income Levels
There is a relationship between the income level of an
area's present residents and developer's decisions regarding
the type of buildings to site in the community. For example,
in high income neighborhoods, developers appear to prefer to
build single-family housing dwellings. In addition,the
preferences of high income residents may result in the
exclusion of either dense single-family housing or large
commercial/industrial development.
7.1.4 Existing Levels of Access and Sewer Services
The availability and levels of service of public sewer
facilities and transportation affect the likelihood that
investments in new facilities will generate secondary im-
pacts. Beyond a certain point, extension of sewer service
in locations where there is a substantial amount of sewered
land available is likely to have only a marginal effect on
the area's attractiveness for development. In metropolitan
areas, the impacts may be moderate and confined to specific
portions of the region.
7.1.5 Vacancy Rates
The impact of wastewater investments is closely tied to
residential, commercial, and industrial vacancy rates.
Vacancy rates serve as market indicators to developers.
High vacancy rates generally reflect a lack of demand for
existing structures at current prices. Lower vacancy rates
reflect market tightness and higher levels of demand. In
general, although wastewater investments lower development
costs, thereby lowering new housing costs and increasing an
VII-5
-------
area's attractiveness, the investments do not stimulate
demand for new development. Therefore, in cases where
vacancy rates are high, new sewer facilities should generate
minimal secondary impacts.
7.1.6 Interaction Among Factors
The likelihood of secondary impacts from the proposed
action depends on the combination of the above factors. In
general, certain combinations are more likely than others.
Areas of high accessibility usually are characterized by
concentrated activities, small amounts of vacant land, and
high land prices. By contrast, areas of low accessibility
exhibit a dispersion of activities, substantial amoxmts of
vacant land, and low land prices. The implicit progression
in the interaction among factors is from large tracts of
undeveloped unsewered land and low prices and access; to
fully developed, sewered, high priced and highly accessible
areas. Exceptions to this pattern are areas which recently
have become accessible such as those in proximity to Franklin
County's Outer Belt. In those areas, the transportation
investment has just begun to stimulate growth and develop-
ment. The addition of sewers is likely to hasten the con-
version of agricultural and vacant tracts in those areas.
Although the sewer investments may occur at specific
sites in a metropolitan area, all the communities in an area
are interdependent. An understanding of the interactions
among a variety of factors which may stimulate or constrain
growth is important because in making demand or development
decisions, developers, businesses, and individuals weigh the
relative attractiveness of one community against another.
Availability of public sewer service is only one of several
factors influencing demand and development decisions;.
7.2 THE NO ACTION ALTERNATIVE
This section supports the conclusion that the total
population increase will be similar under the no action and
proposed action alternatives. It shows that there is suffi-
cient vacant sewered land to accomodate the estimated
growth.1 In addition it shows that to the extent consumers
This assumes the absence of prohibitions against new tie-ins to the
existing system despite the fact that the Jackson Pike Plant is
operating near hydraulic capacity and the Southerly plant rear
treatment capacity because of high strength loadings, and the
Reynoldsburg plant is inadequate to protect water quality.
VII-6
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demand residential development in unsewered areas and devel-
opers respond to that demand, additional growth could be
accomodated with the use of package plants and septic tanks.
However, the package plants and septic tanks will require
stringent regulations to ensure maintenance of water quality
standards. The discussion of the no action alternative
focuses on those differences in development and resulting
environmental impact which might be expected to occur under
the no action alternative.
7.2.1 Potential Growth
The analysis that Franklin County's growth is likely to
be similar under either the proposed action or no action
alternative is based on the following assumptions:
The Franklin County population has been served
by a combination of municipal sewer systems,
package plants, and septic tanks
The Columbus system has sufficient capacity to
absorb population growth
Growth has occurred even in parts of the county
not on central sewer service
The increased accessibility of fringe areas due to
completion of the beltway is likely to result in
continued development pressures in those presently
unsewered areas
In the absence of effective regulatory constraints
against continued use of septic tanks and package
plants, the area's historical propensity toward
suburban sprawl is likely to continue
While the costs of developing vacant sewered land
and vacant unsewered land may differ, cost differ-
ence alone is not the determining factor in
development decisions.
The difference in growth under the no action alter-
native depends to a large degree on changes in consumer
demands and the policies of regulatory agencies such as Ohio
EPA and the Franklin County Board of Health. Regulatory
policies may affect the costs of development and consumer
preferences may affect the extent to which cost of develop-
ment is the most significant factor in development decisions.
VII-7
-------
For example, the costs of developing vacant sewered land may
differ from'the costs of developing vacant unsewered land
depending on the following factors:
The price of vacant, sewered land relative to the
price of vacant, unsewered land
The cost of tie-in to a central sewer system
relative to the cost of either septic tank or
package plant construction.
However even if the development costs for unsewered land are
higher than those for sewered land, cost need not be the
determining factor in developers' decisions. Rather, the
determining factors are whether consumer demand and economic
conditions are such that the developer can realize a suffi-
cient return on the investment and whether changes in the
regulatory climate will result in a distinction between
developable and undevelopable land. In the Franklin County
area, the demand for middle and high income, single family
housing has increased with recently improved economic con-
ditions and suggests that developers will be able to realize
sufficient return on investment with or without the availa-
bility of central sewer service.
If institutional changes which entirely prohibited
septic tank and package plant use in Franklin County were to
occur, there would likely be a significant distinction in
the development patterns expected under the no action alter-
native and those expected under the proposed action. It
would confine development to already serviced areas, thereby
limiting the long-term potential for growth and development.
However, the agencies involved in regulatory functions
relating to use of septic tanks and package plants could be
expected to adopt standards and procedures which would at a
minimum protect water quality but not standards which could
preclude new development. For instance, stricter standards
for installation and maintenance of septic tanks might be
formulated to upgrade tank size, lot size, and leachfield,
depending upon soil classifications. More sophisticated
septic systems might be required to improve effectiveness of
operation.
Similar regulatory approaches could be applied to
package plants. To ensure that water quality standards of
the area's streams and reservoirs are met, regulatory agen-
cies have the following options:
VII-8
-------
Requiring that all new package plants provide
tertiary treatment to produce such effluent qual-
ity that there would, in practice, be no limita-
tion on the number of package plants that could
discharge to the area's rivers and streams, pro-
vided the plants were operated and maintained
properly
Requiring that, after the assimilative capacity of
the receiving water is reached, the proposed
discharge not be made to surface waters
Requiring periodic upgrading of existing package
plants
This last alternative is considered the least workable due
to the management difficulties involved. Periodic upgrading
implies that a process of continual water sampling, effluent
monitoring, and plant inspections is maintained and that an
agency at either the State or local level would have the
authority to enforce upgrading through the NPDES permit
system or perhaps through some other regulatory program
devised under 208 planning. The tracking of several hundred
package plants, according to effluent quality, is adminis-
tratively more complex than the first two alternative
approaches, particularly if the maintenance and operation of
the plants is not under contract with a municipal or other
public sewer and water authority. If maintenance and opera-
tion functions are carried out by professional service
firms, the monitoring can become more difficult.
Clearly, the objective of both alternative approaches
to the regulation of package plants is to ensure adequate
treatment of the discharges from new developments that run
into the area's streams, creeks, and rivers, and to protect
the water quality of the reservoirs.
Under the no action alternative, implementation of the
regulatory options for both septic tanks and package plants
is likely to result in widespread use of package plants
throughout the planning area. In Big Run, for instance, a
high seasonal groundwater table and low soils permeability
precludes heavy use of septic tank systems. However, an
alternative to septic systems might be on-site aeration
systems. Under the no action alternative package plants
also would be used widely in Rocky Fork where existing
septic tanks and leachfields contribute to surface water
contamination and in West Scioto and Big Walnut where septic
tanks would contaminate Griggs Reservoir and Hoover Reservoir
VII-9
-------
respectively. In Blacklick, the no action alternative might
seriously constrain growth since the existing sewer system
and treatment plant already contribute to contamination of
Blacklick Creek.!
(1) Cost Impacts of Private Sewage Disposal
Systems on Residential Development
A comparison of the relative attractivenesss under
the no action alternative of different sewered and
unsewered areas, requires an identification of the
installation and maintenance costs associated with
private systems and assessment of the impacts of those
costs on both consumers' and developers' decisions. In
the Columbus/Franklin County region, the cost of septic
tanks range from $600-$700 for a 500 gallon tank serving
a one bedroom house to $1,500 for a 1,500 gallon tank
and 1,000 square foot leach bed serving a four bedroom
house. The costs for aeration systems are higher,
starting at $1,500. Continued use of septic tainks for
single family detached development will be constrained
because of the unsuitability of soils in many parts of
the county. Since the Franklin County regulations do
not permit tracts of land to be developed with indi-
vidual sewage treatment or water supply for more than
19 dwelling units or more than 50 percent of the area
at three year intervals, septic tank systems are used
primarily in single lot and small tract developments.
At the present time, regulations to control the install-
ation of new septic systems will not constrain their
widespread use under the no-action alternative. Minimum
lot size required is only 20,000 square feet or less
than 1/2 acre. Although the Franklin County Board of
Health requires an installation permit, the installa-
tion can be done by either a licensed installer or a
homeowner. The County inspects the system upon install-
ation. In addition, although the soils in many parts
of the county are poor, prohibitions against bc>th
septic tank systems and aeration systems are confined
to only a few areas such as the Dublin area.
Estimated costs for package plants are shown in
Table VII-1. It is important to note that these figures
do not represent actual costs of existing plants in the
Columbus area, as such data was not available. The costs
as modified do show the order of magnitude cost differen-
tial that would be passed on to the homeowners served by
such systems. The relative costs per residential unit are
indicated for small, medium, and large plants along with
an estimate of annual operating and maintenance
"lThe EIS plan presents an alternative to the Facilities Plan other
than the no action alternative.
VII-10
-------
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VII-11
-------
costs. These cost estimates do not reflect the; cost of
lines as those would be basically the same for a
developer whether they were for delivery to the package
plant or for a tie-in to the municipal system. Addi-
tional costs for package plants would occur if an
extended outfall line were required, or if several
pumping stations were indicated. Line installation
costs average $8 to $10 per foot and pumping stations
can vary between $10,000 and $15,000 each. Thus, costs
for a system on a per unit or per lot basis can run
between $500 to $1200, with total costs running an
additional $1000 per unit or lot. Total system costs
for low density subdivisions, in contrast to those for
high rise structures, are considered equal, as the
construction of the outfall line for a high rise pro-
ject may equal the cost of collector lines in a. large
subdivision. The incremental cost per unit for
package plant system would not be considered prohibitive
for marketing residentia.1 units in the Franklin County
area.1 The additional cost for the package plant is
generally about 1.0 percent of total development cost,
on a per unit basis.
(2) Residential Development Patterns
The no action alternative may result in slightly
different patterns of development throughout the plan-
ning area and within proposed service areas. Devel-
opers will attempt to develop parcels of land within
reasonable distance from streams and other surface
waterways in order to minimize costs, and may try to
develop at higher densities to reduce the costs of line
installation and reduce the per unit capital cost which
is passed on to the consumer. Projects in Big Run,
West Scioto, Big Walnut and Rocky Fork are likely to be
designed at higher densities than those projects planned
under the proposed action simply to satisfy the; devel-
opers' objective of recovering the cost of treeitment
facilities. However, any differences in density of
development among these areas will be influenced by
several factors in addition to the costs of providing
private sewage disposal systems. These factors include:
1An exception may be the Big Run Area which traditionally has not
been an attractive area for development. The added costs of package
plants, unless offset by the provision of other amenities will
continue to constrain development.
VII-12
-------
The allowable single family lot size for
septic tanks
Land cost and parcel size
The demand for multi-family dwellings
Capacity and type of community services
Accessibility of land tracts.
Under either action, densities in Big Walnut and Big
Run are likely to be lower than those in Scioto West,
Blacklick and Rocky Fork. Most new projects will plan
for densities of between one and six units per net acre
for single family dwellings and up to 16 units per net
acre for low-rise multi-family dwellings.1 Under
either alternative, higher densities for high-rise
apartments would be expected primarily in downtown
Columbus which already is served by central sewer.
Adequate marketability of most new housing developments
will depend upon the availability of good schools and
other community services. Where a developer must
provide community facilities such as recreational
facilities in order to market his project, he will
probably plan for higher densities than "single family
detached" in order to distribute the costs of devel-
opment over more units. Similarly, developers will
seek to distribute the cost of package treatment plants
over more units. This probably would result in higher
densities than those achieved under the proposed action.
The exception might be Big Run and Blacklick. Without
central sewers, Big Run will be more costly to develop
and will be far less attractive. In the Blacklick
area, widespread use of package plants may not be a
feasible alternative for new development unless it is
coupled with an expansion and upgrading of the existing
wastewater treatment plant. Therefore, under the no
action alternative, the threat growth poses for water
quality may constrain development.
In general, a developer who installs a package
treatment plant has two alternatives for disposing of
the plant's discharge:
MQRPC, A Technical Report on Year 2000 Land Use and Trip Generation
Variables, February 1977 (preliminary).
VII-13
-------
Open space via spray irrigation
Rivers and streams.
The cost of system implementation will generally differ
under these alternatives and will affect planned den-
sities. In Franklin County, however, there is an in-
sufficient amount of suitable land available for spray
irrigation. Therefore, under the no action alter-
native, additional population growth would be served by
either septic tank systems1 or package plants which
discharge to surface streams.
(3) Population Growth
This section explains why growth in the planning
area is expected to be about the same for the proposed
action and the no action alternative. The following
assumptions underlie the no action alternative:
No regionalization of wastewater treatment
facilities
No expansion of Southerly and Jackson Pike
Plants
No upgrading of Jackson Pike and Southerly
beyond normal maintenance requirements
No expansion or upgrading of the Reynoldsburg
Plant beyond normal maintenance
Use of package plants discharging to area
rivers and streams
Use of septic tanks.
In general, most growth would be accommodated through
the use of septic tanks and package plants. In the
absence of a prohibition against additional tie-ins to
existing interceptors, some growth will be accommodated
in the city. In contrast, the proposed action would
reduce the need for septic tanks and package plants
except in very remote parts of the planning area since
most wastewater would be handled through a regional
system.
1 In some cases, the Franklin County Board of Health requires aeration
or evapo-transpiration systems.
VII-14
-------
The no action alternative would probably have very
little effect on the area's economy and therefore on
the economy's ability to support growth. In general,
without a central sewer system, an area is much less
attractive to industry, particularly to manufacturing.
Industries discharging to public facilities need only
comply with applicable pretreatment standards and user
charges. Without central sewers, each plant would have
to design its own package treatment facility in accor-
dance with the NPDES process applicable in the State of
Ohio. However, Chapter II has shown that manufacturing
has and will continue to decline in its share of the
Columbus economy. Chapter III also has shown that
sufficient commercial space is available to accommodate
needs of existing and new corporations. In addition,
the City of Columbus is planning a major redevelopment
of the Central Business District. This area, which is
already sewered, will provide commercial, retail,
recreational, and other service facilities. Therefore,
the no action alternative would not significantly alter
the area's potential for economic growth.
The demand for new residential units will be much
stronger than that for industrial and commercial space
under both the proposed action and no action alterna-
tive and is the focus of this analysis. The market
will consist of two types of development: high density
apartments development, concentrated in the central
city; and low to medium density single-family, town-
house, and low-rise multi-family units to serve the
primary home market. As stated previously, sufficient
vacant commercial space is available for growth, and
additional space will become available with the rede-
velopment of the Central Business District. However,
in the residential market, nearly all of the early
1970's overbuilding of multi-family units has been
absorbed. As Table VII-2 shows, high vacancy rates
occur only in the lower rental ranges.1 IN 1976,
construction in the single-family housing market ex-
hibited renewed growth.
In conclusion, the absence of additional central-
ized sewer facilities is not likely to constrain pop-
ulation growth in the planning area. The no action
1 The exception is the $300-499 rental range where the high vacancy
rate may reflect the size unit surveyed.
VII-15
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VII-16
-------
alternative poses few, if any, obstacles to economic
growth and continued residential demand. The following
section will illustrate further how the total growth
under the proposed action is not expected to exceed the
total growth under the no action alternative.
7.2.2 Environmental Effects
To provide a point of reference for evaluating the
secondary impacts of the Facilities Plan proposed action,
the following discussion summarizes the effects of the no
action alternative. It makes the following assumptions:
As determined previously, county-wide population
growth is likely to be similar under the Facilities
Plan proposed action or the no action alternative
Although the Facilities Plan proposed action has
some potential to induce population distribution
patterns and infrastructure costs which might not
have occurred under no action, it is difficult to
ascertain the importance of sewer investments
relative to other factors in determining growth
and development patterns.
(1) Manmade Environment
Under the no action alternative, the rate of
growth in the proposed service areas is likely to be
smaller than under the proposed action; whereas the
rate of growth in areas with existing service is likely
to increase. Nevertheless, even in the absence of
central sewer service, growth will continue in some
sections of Big Run, West Scioto, Big Walnut, Blacklick
and Rocky Fork. An estimate of the effects of popu-
lation distribution on the demand for services and on
the costs of providing services must take into account
the existing services provided by various jurisdictions
in the planning area. Since the growth distribution
under the no action alternative is likely to differ
from that of the proposed action, the extent to which
each jurisdiction is affected may also differ. For
example, under the no action alternative, a higher
proportion of the demand may be placed on the City of
Columbus where the already serviced developable areas
are located. In a region where infrastructure is in
place only in a central urban area and no services
VII-17
-------
were available in fringe areas, the no action alter-
native would appear to result in far fewer additional
infrastructure costs than under a plan to invest in
central sewer services. However, the metropolitan
institutional setting of Franklin County is such that
the transportation infrastructure is in place through-
out the county; extensive police, fire, educational and
other services are provided by jurisdictions other than
the City of Columbus; and incorporated areas which
already have infrastructures in place continue to annex
unincorporated areas. Therefore, it is difficult to
estimate whether the man-made environmental impacts
under the no action alternative will be substantially
less than under the Facilities Plan proposed action.
In either case, all jurisdictions may be faced with
increased service demands.
(2) Natural Environment
Effects on the natural environmental setting will
depend primarily on how well package treatment plants
and septic tanks are maintained and operated and how
many additional tie-ins there are to the existing
system. Although regulatory agencies might require the
installation of systems designed to produce a high
quality effluent, these agencies such as the Franklin
County Board of Health may have difficulty in com-
pelling good operation and maintenance. Therefore,
water quality probably would not improve and may well
be further degraded. In Big Walnut and Scioto West,
surface drinking water supplies may become contaminated
in the absence of rigorous regulation. It is also
important to note that under the no action alternative,
the Southerly and Jackson Pike Plants will not be able
to meet their final NPDES permit conditions and will
continue to degrade water quality. Air quality impacts
are not expected to differ significantly from those
under the Facilities Plan proposed action.
7.3 SECONDARY EFFECTS ON THE MANMADE ENVIRONMENT
Construction of the proposed interceptors will not
significantly affect total planning area population. How-
ever, it is likely to affect distribution of the population
and consequently land use and community facilities and
services. Under the no action alternative, there is likely
to be more in-filling coupled with limited single-family
large lot and medium density multi-family unit developments.
VII-18
-------
Under the Facilities Plan proposed action, there will be
less in-filling and a greater propensity to continue the
urban/suburban sprawl already characterizing much of the
planning- area. The Facilities Plan potential for inducing
sprawl is accompanied by a potential for inducing infra-
structure costs. The extent to which costs are induced,
however, is related to the existing level of services and
growth pattern which would have occurred in the absence of
any action.1 This section considers the socioeconomic
effects of the population distribution patterns attributable
to the proposed action.
7.3.1 Demographic and Economic Characteristics
The population of the planning area is projected to
reach 1,110,000 by the year 2000 under either the proposed
action or the no action alternative.2 However, the proposed
action is likely to have the following impacts on population
characteristics of the five proposed interceptor service
areas.
(1) Big Run
As explained under the no action alternative, most
of the growth projected in Chapter II for the Big Run
area is likely to occur as a result of the proposed
interceptor. At present, the development potential of
Big Run does not appear to be as strong as that of
other areas. Traditionally, it has not been considered
for other than agricultural development and has few
public services to attract new development. Even with
the construction of 1-270 and 1-70, much of the area
The relative costs of infrastructure in newly developing areas
are presented in Real Estate Research Corporation, The Costs of
Sprawl, prepared for the Council of Environmental Quality;
Department of Housing and Urban Development; and Environmental
Protection Agency, April 1974. It shows that both public sector
and private sector costs rise as sprawl inceases. However, direct
application of the study's results is difficult since the study
is based on hypothetical communities of a considerably smaller
size than the Facilities Plan study area and communities in which
no infrastructure presently exists.
Chapter II discusses a range of population estimates using several
standard techniques and explains the selection of a year 2000
population of approximately 1,110,000.
VII-19
-------
does not have as good access to the central city as do
Blacklick, Scioto West, and Rocky Fork. Nor does the
area have the attractive aesthetic and recreational
features available in Scioto West and Big Walnut. In
the absence of centralized sewage facilities, devel-
opers are not inclined to incur additional development
expenses in an area with little market demand relative
to other areas in Franklin County. Nevertheless, land
in Big Run is abundant and inexpensive, and market
demand is high in general in the county for single
family homes. MORPC estimates that by 1985 demand will
also rise for medium density multi-family dwelling
units. The installation of centralized sewage facili-
ties would induce developers to provide reasonably
priced housing in Big Run to accommodate some of the
anticipated county housing needs.
(2) Scioto West
Under either the Facilities Plan proposed action
or the no action alternative this area is likely to
develop at approximately the same rate. Continued
growth even under the no action alternative is anti-
cipated due to the attractiveness of the area, which
borders Griggs Reservoir, coupled with its access to
the city and the availability of a good school system.
The final section of this chapter will address the
secondary impacts anticipated as a result of the action
proposed in Chapter III.
(3) Big Walnut
Despite this area's relative remoteness from the
city, it nevertheless is an attractive area for devel-
opment due to its proximity to Hoover Reservoir.
Therefore, growth is likely to occur under either the
Facilities Plan proposed action or no action. However,
the rate of growth under the proposed action is likely
to exceed that under the no action alternative. Under
the no action alternative, development in the area is
likely to be on large lots. The area is likely to
retain a fairly exclusive character under either alter-
native.
VII-20
-------
(4) Rocky Fork
The extent to which the population growth of this
area is greater under the proposed action than under
the no action alternative will depend to a large degree
on the ability of Plains Township to implement and
enforce its recently enacted zoning code. The code,
which is designed to retain the large lot characteris-
tic of the area immediately outside the New Albany
population center, may be easier to enforce under the
no action alternative. However, an analysis of zoning
applications and present land holdings indicates strong
pressures for development in the area.
(5) Blacklick
This area which includes Reynoldsburg is likely to
experience development pressures under either alter-
native , although the Facilities Plan proposed action
may induce a moderately higher growth rate. However,
as the section on natural environmental impacts shows,
continued growth under the no action alternative will
lead to further deterioration in the area's water
quality. Chapter III presents an alternative to both
the Facilities Plan proposed action and the no action
alternative.
7.3.2 Land Use
Secondary effects would be the development of currently
vacant land induced by population growth attributable to the
proposed action. Therefore, the principal land use effects
would occur in Big Run and Blacklick. There also is a
potential for the Facilities Plan proposed action to induce
some land use effects in parts of West Scioto, Big Walnut
and Rocky Fork although these effects as well as induced
infrastructure costs are likely to be less than the effects
in Big Run and Blacklick. Both Big Run and Blacklick are
likely to experience considerably greater population growth
and therefore residential development under the proposed
action than under the no action alternative. In Big Run,
the residential development under the proposed action is
likely to occur at a somewhat higher density than under the
no action alternative when development will be either large
lots on septic tanks or a very few multi-family units on
package plants. Similarly, the proposed action will permit
higher residential densities in Blacklick. Under the no
action alternative, existing water quality may preclude
VII-21
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the use of new package plants and constrain the use of
septic tanks. Therefore, under the no action alternative,
residential development in Blacklick will be scattered
single family lots whereas the proposed action will en-
courage single family subdivisions, planned unit develop-
ments (PUDs), and multi-family townhouse and garden apart-
ment units. The construction of the proposed sewage facili-
ties also would facilitate the development of commerical and
institutional sites. In the near-term, i.e., before 1985,
in Big Run, these sites, would be primarily retail establish-
ments and public institutions to serve the residential
communities. In the long term, i.e., between 1985-2000, the
proposed facilities might encourage the development of
office space and storage and warehousing space in proximity
to residential population centers. Land use in the three
other proposed service areas would be essentially the same
with or without the proposed action. In all cases, the
development emphasis initially will be on single family
residences and later on medium density townhouses and garden
apartments. Under both the proposed action and no action
alternatives, the redevelopment of the central business
district of Columbus will include hotel and convention
facilities, office and retail establishments, recreational
facilities and high rise apartments.
It is important to note that the Facilities Plan pro-
poses construction of interceptors which would traverse
large tracts of vacant and agricultural land. However, it
is difficult to quantify the impact of the proposed action
on acres of farmland compared to the recommended actions in
Chapter III or to provide quantitative discussion of this
impact in each service area. First, Franklin County farm-
land acreage has decreased by 25% between 1959 and 1976,
from 199,000 acres to 150,000 acres. The rate at which
factors other than sewer investments would induce continued
conversion of agricultural land is uncertain. For example,
the full effects of completion of the beltway have not been
felt. Second, data on agricultural acres by service area is
not available for comparing the specific differences in
impact of the Facilities Plan and EIS proposals.
7.3.3 Community Facilities and Services
The population projected for the planning area will
require that the various local jurisdictions provide addi-
tional facilities and services. Since the population dis-
tribution under the proposed action may differ slightly from
that anticipated under the no action alternative, the
VII-22
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jurisdictions most impacted also may vary. County and
community government agencies can identify the types and
amounts of additional services required by evaluating the
availability, adequacy, and accessibility of existing ser-
vices. The agencies can identify the improvements needed to
meet the needs of the existing population ancl from that
extrapolate the additional requirements to accommodate
population growth. Chapter II has identified previous and
on-going MORPC efforts to evaluate community services.
These studies can provide local jurisdictions with baseline
data.
MORPC's recent survey of fire protection services,1 for
example, has identified location of facilities as a. signi-
ficant present and future concern. In some areas, residents
feel that services are inadequate, either because annexation
disrupted established patterns or because stations belonging
to different jurisdictions are not appropriately dispersed
throughout the county. Under the proposed action, the
increased tendency toward sprawl rather than in-filling may
require construction of additional stations. While the
report did not make recommendations, it noted a tendency for
local jurisdictions to provide additional services in re-
sponse to actual growth rather than in anticipation of
growth. Thus the construction of the proposed facilities
need not result in an immediate or unfair economic burden on
existing residents. The report did note that "voter support
of fire levies in the county has been and still is excellent
The impact of the proposed action on provision of edu-
cational services may be quite significant. The analysis
already has shown that the proposed action will tend to
encourage some additional sprawl and less in-filling. This
sprawl will result in either a demand for new schools or a
need for busing children from new neighborhoods to existing
schools. Either approach will raise the cost of education
services. Given recent voter reluctance to support higher
school budgets, and the uncertain financial situation of
many school systems in Franklin County, local jurisdictions
might find it difficult to meet the demands induced by the
proposed action. It is important to note, however, that
these demands will not entirely disappear under the no
action alternative. Significant new growth is still likely
to occur in Big Walnut, Rocky Fork and Scioto West. However,
1 Mid-Ohio Regional Planning Commission, Public Services and Facilities
Profile; Fire Protection Services in Franklin County, February 1977.
VII-23
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of the remaining anticipated county growth, some of it would
be absorbed in already serviced areas of the city. Thus
under the no action alternative the demands for schools at
new locations would be less than under the proposed action.
A third service which will be affected differently by
the proposed action than by the no action alternative is
sanitation pickups. In general, since the proposed action
will discourage in-filling, new collection routes will have
to be established. There will also be a sharp increase in
vehicle miles travelled. This may result in a need for
capital investment in new equipment as well as increased
expenditures on additional personnel. By contrast, under
the no action alternative, some of the in-fill development
can probably be served by existing routes and equipment.
The impact of the projected population growth and
distribution on transportation facilities should be the same
under either the proposed action or no action alternative.
As Chapter II noted, the Franklin County/Columbus area has
an excellent transportation network. Recent completion of
the interstate highway system has improved access between
downtown Columbus, suburban, and rural areas. This system
together with some additional planned road improvements
already have fostered growth and will be sufficient to
accommodate additional growth.
In conclusion, the impact of the proposed action on the
provision of community services can be summarized as follows.
To the extent that the proposed action will encourage sprawl
and remove any incentive for in-filling, it will result in a
need for capital investment in new facilities and equipment.
7.3.4 Historical/Archeological Sites
There are no significant secondary effects on historical/
archaelogical sites or on cultural resources in general that
can be determined at this tine. Normal population growth
will affect patronage of cultural resources on an increasing
but proportional basis. The sewage treatment system should
have no effect upon regional demand for cultural activities
per se. To the extent that in filling of development occurs
in the central Columbus metropolitan area, then citizen
support may be sustained and possibly increased for those
cultural resources located downtown and in the close in
suburban areas. Such resources would include: theatres,
libraries, museums, art galleries, craft centers, YMCA and
other young peoples associations, and churches.
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7.3.5 Resource Use
Because population growth will occur under either the
proposed action or no action alternative resource consump-
tion will increase as a result of either alternative both in
the maintenance and operation of facilities, services, and
in the construction of houses, schools, and other facilities.
To the extent that the proposed action encourages sprawl and
therefore additional vehicle miles travelled (VMT) for the
transportation of people and goods, fuel consumption will be
higher than under no action alternative. Use of other
resources such as water should be approximately the same.
7.3.6 Other Planned Projects
The proposed action should have no anticipated impacts
upon most of the planned projects cited in Chapter II.
Although the potential for the patterns of growth to differ
only slightly under either the proposed action or no action
alternative exists, the proposed action is not expected to
have a significant effect on either the redevelopment of the
CBD, the 701 comprehensive planning program, or the proposed
1-670 freeway link. The proposed action will, however, have
an impact on the 208 Central Scioto Water Quality Management
Plan.
7.4 SECONDARY EFFECTS ON THE NATURAL ENVIRONMENT
Because the potential difference between the population
growth and distribution anticipated under the Facilities
Plan proposed action and no action alternative is moderate,
the secondary effects due solely to the proposed action on
the natural environmental setting are also expected to be
only moderate. This section looks at the "worst-case"
scenario by assessing the effects on the natural environ-
mental setting of the total population growth anticipated by
the year 2000. The final section of this chapter assesses
the secondary effects likely to be associated with the
action proposed in Chapter III.
7.4.1 Physical Characteristics
This section assesses the degree to which the total
population growth of the area is likely to affect the area's
topography and drainage, geology, and soils. In general,
VII-25
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the anticipated population growth and corresponding devel-
opment is not likely to substantially alter the area's
topography. However, a significant increase in development
may lead to increased rates and volumes of runoff. In
addition, without effective coordination among the many
local jurisdictions for land use management, new development
may possibly contaminate the water in the area's major
potential aquifers. The anticipated growth is not likely to
have any major effect on the planning area's geology or
soils.
7.4.2 Atmospheric Characteristics
This section presents an assessment of the impact of
the total anticipated population and related commercial and
industrial growth on the ambient air quality and climate in
the Columbus area.
(1) Air Quality
Since the Columbus metropolitan area has been
classified as an Air Quality Maintenance Area (AQ.MA)
for total suspended particulates (TSP) the impact of
the projected urban growth on the future TSP concen-
tration is assessed in this section.
The major impact of urban growth on the ambient
TSP concentration is likely to occur in the proposed
new interceptor service areas, where the population is
projected to grow from 53,000 in 1975 to 133,900 by
2000.! However, it should be noted that the overall
population increase in the study area with or without
the sewer service is not expected to differ significantly.
The analysis presented here, therefore, reflects the
impact of the overall population growth, rather than
that of the incremental growth with the sewer service.
The population growth will be accompanied by an in-
crease in particulate generating activities such as
residential and commercial fuel combustion, automotive
and exhaust and tire and brake wear, and solid waste
burning. The effect of the increased levels will
depend primarily upon the local meteorological condi-
tions.
These areas include Big Walnut, Rocky Fork, Blacklick, Big Run,
Scioto West; see Table 11-17.
VII-26
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An atmospheric diffusion modelling analysis of the
impact of future development upon ambient TSP levels
in Franklin County was conducted by PEDCo.1 This
analysis focused on the following areas: Rocky Fork,
Blacklick, Scioto West, and Southwestern Franklin
County. These areas generally correspond to the pro-
posed interceptor service areas, with the following
differences: The upper half of Southwestern Franklin
County as defined in the PEDCo report approximately
corresponds to the proposed Big Run service area, but
the lower half of Southwestern Franklin County is not
included in the Facilities Plan; the proposed Big
Walnut service area was not analyzed in the PEDCo
report. Since all of the areas will be characterized
primarily by relatively low density residential devel-
opment and the projected population growth over the
next 25 years in the PEDCo report agrees closely with
the currently projected population growth for the same
period, the results of the PEDCo analysis are appli-
cable to the proposed interceptor service area. These
results are compared with two sets of standards: the
non-degradation criteria and the ambient air quality
standards.
The PEDCo results indicate that the maximum con-
tribution to annual average TSP concentration in the
proposed service area from emissions within the service
area would be 9 yg/m3 in 1995.2 This would represent
an increase of 6 ug/m3 in 1995 over the baseline 1975
contribution of 3 yg/m3. This 6 yg/m3 increase is well
below the applicable non-degradation criteria of
19 yg/m3 for Class II areas.3
Monitoring data for ambient TSP concentrations in
the proposed interceptor service area are not available.
However, the measured annual geometric mean TSP con-
centration in 1976 at two sites located in the South-
western Franklin County area was 53.36 yg/m3 at Dennis
1 PEDCo-Environmental Specialists, Inc., "Impact of Future Develop-
ment upon Particulate Air Quality in Franklin County Ohio," pre-
pared for Malcolm Pirnie, Inc., Columbus, Ohio, November 1975.
2 At Site 9 and 10 of the PEDCo study.
3 According to the Federal non-degradation criteria, all parts of
the Nation are currently classified as Class II.
VII-27
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Lane in Grove City and 54.74 yg/m^ at Norton Avenue in
New Rome.1 The maximum predicted increase in 1995 over
the 1975 TSP levels in the areas according to the PEDCo
report would be 4 yg/m2.2 Assuming that the 1975 TSP
concentration to be the same as that measured in 1976,
the predicted maximum annual average concentration in
1995 in the Southwestern Franklin County would be 58.74
yg/m3, slightly below the applicable standard of 60
yg/m^. Extrapolating the results to the year 2000
indicates the TSP standards would be met in 2000. Ex-
tending these results to the proposed interceptor
service area, it can be concluded that the particulate
emissions resulting from the projected population
growth in the proposed interceptor service area by 2000
would not violate the ambient TSP standard there.
(2) Climate
Since the population growth and development are
not expected to result in a violation of ambient air
quality standards, it is unlikely that the growth will
contribute to changes in the area's overall climate.
7.4.3 Hydrology
In the case of hydrology, it is useful to analyze both
the effects of total growth and the effects of the different
patterns of growth anticipated under the proposed action and
no action alternative. Growth will be approximately the
same under both alternatives; however, under the proposed
action, regionalized wastewater facilities will serve to
protect surface and ground water quality.
(1) Water Supply
The population growth anticipated with or without
the proposed action will require a significant increase
in water supply. Chapter II noted that the 135 mgd
which will be available after the completion of con-
struction underway will be sufficient only to meet
growth through the mid 1980's. Therefore, the antici-
pated growth will require the development of new sources,
1 See Table E-l, Appendix E.
2 At receptor 12 of the PEDCo study.
VII-28
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Two sources under consideration are the water well
fields in the southern portion of the County and Upper
Darby Creek. However, the Darby which presently is the
last free flowing creek in Central Ohio is susceptible
to environmental damage from damming. In addition,
without effective land use controls, development accom-
panying the population growth may contaminate the
county's underground aquifiers.
(2) Surface Water Quality
Since the total county population projection is
likely to be similar under either the proposed action
or no action alternative, this section assesses the
relative impact on surface water quality of that growth.
Under the no action alternative, the sewage require-
ments of new development will be met in three ways:
Existing central sewers
Package plants
Septic tanks
Since the Jackson Pike, Southerly, and Reynoldsburg
treatment plants already have periodic difficulty in
handling existing loads, an increased load on the
plants is likely to lead to further contamination of
the area's rivers and streams. This is particularly
true in Blacklick where the existing Reynoldsburg plant
is often so overloaded that untreated water is diverted
directly to the Blacklick. While the use of package
plants need not contribute to a significant deteriora-
tion in water quality, the regulatory agencies do not
have the monitoring resources to ensure continued
operation and maintenance of the plants at a treatment
level sufficient to maintain quality. Finally, the
widespread use of septic tanks could lead to contami-
nation of drinking water, particularly in Big Walnut
and West Scioto. Chapter III proposes actions which
are cost effective and will address existing pollution
problems.
(3) Ground Water Quality
Under the Facilities Plan proposed action, popu-
lation growth is less likely to threaten ground water
quality. In particular, the availability of inter-
ceptors will reduce the demand for septic tanks. Thus
VII-29
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there will be fewer opportunities for ground water
contamination from malfunctioning septic tank leach
field systems. It is important to note that although
soil limitations in parts of the county have resulted
in poorly functioning septic tanks, the regulatory
policies do not effectively constrain additional septic
tank use in these areas.
7.4.4 Biotic Characteristics
The principal biotic characteristics are vegetation,
wildlife, and aquatic life. The first two are likely to be
impacted similarly under either the proposed action or no
action alternative. Aquatic life, however, is likely to be
more severely impacted under the no action alternative
because without the proposed action, water quality will be
harmed.
7.5 SECONDARY IMPACTS OF THE EIS PLAN
The regional!zation alternatives to the proposed pro-
ject plan have been described and developed in Chapter III
of this report. The conclusions which deviate from the
service areas proposed in the Facilities Plan by the end of
the planning period (the year 2000) are as follows:
Southerly Service Area
Rickenbacker AFB added
- Service only provided to Reynoldsburg in the
Blacklick Creek subarea
- Service only provided to New Albany in the
Rocky Fork subarea
Partial service to the Big Walnut Creek sub-
area may be necessary by 1985.
Jackson Pike Service Area
- Some portions of Delaware County to be in-
cluded with the West Scioto subarea;
- Service will not be provided to the Big Run
subarea.
VII-30
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Details of recommended changes in phasing, interceptor
sizing, and transport routes can be found in Chapter III.
The secondary impacts of the action proposed in Chapter
III are likely to be substantially fewer than even the
moderate ones anticipated under the Facilities Plan proposed
action. This reduced potential for secondary impacts
reflects the fact that the EIS proposals focus on the ex-
isting pollution problems of existing population centers.
By adjusting the phasing in some areas and by proposing
pressurized mains instead of interceptors for other areas,
the EIS proposed action reduces the potential for public
investment in sewer service to induce sprawl and infra-
structure costs. In addition, it reduces the potential for
sewer investments to induce the conversion of agricultural
land to other uses.
VII-31
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CHAPTER VIII
MITIGATIVE MEASURES
FOR
ADVERSE IMPACTS
-------
VIII. MITIGATIVE MEASURES FOR ADVERSE IMPACTS
This chapter summarizes the more important unavoidable
adverse impacts discussed in the preceding chapters and sug-
gests measures to mitigate these impacts. Mitigative meas-
ures for primary impacts and secondary impacts are discussed
separately.
8.1 PRIMARY IMPACTS
Mitigative measures required during construction will
differ from those required for operation and maintenance of
the treatment plants. These measures are discussed below.
8.1.1 Mitigating Measures During Construction
Most of the definable, predictable, unavoidable adverse
primary impacts are associated with the relatively short-term
effects of actual construction activities. Short-term prob-
lems may be evidenced in terms of noise, air pollution (pri-
marily from fugitive dust), temporary erosion, increased
traffic to and from the plant sites, and effluent degradation
if and when construction needs dictate the shut-down of any
process capability. The construction specifications should
contain mitigative measures for all of these short-term im-
pacts, including a definite scheduling of improvements which
will minimize bypass of any present or proposed unit proc-
esses.
Examples of the kinds of mitigating measures which
could be undertaken to reduce the temporary adverse impacts
due to either the construction or repair and maintenance
of facilities, particularly sewer lines, are shown below.
These measures may be applied either by the City of Columbus
or its construction contractors:
(1) Fugitive dust resulting from traffic over unpaved roads, excavation
and cut and fill operations, and wind erosion from storage piles
and unpaved areas at the construction site can be controlled through
an effective watering program, traffic control, and chemical treat-
ment. Twice daily watering with complete coverage can reduce fugi-
tive dust emissions by 50 percent, while restricting vehicle speed
to 15 mph on unpaved roads can reduce dust from unpaved roads by
80 percent (U.S. EPA, "Compilation of Air Pollutant Emission Factors,"
Third Edition, AP-42, August 1977, Section 11.2). Chemical treatment
of completed cut and fills and inactive areas can significantly
reduce the emissions from wind erosion.
VIII-1
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(1) Light Glare
Proper positioning of light fixtures when evening
or night emergency work is performed can minimize
glare which would affect the surrounding community.
The bright lighting, however, can serve a useful pur-
pose in commercial areas as a crime deterrent. High
intensity lighting has been used successfully by many
cities as a crime deterrent in high-crime-rate districts.
(2) Waste Spillage and Dispersion
Excessive solid waste spillage resulting from load-
ing disposal truck within construction sites can be
minimized. Trucks should not be overloaded and the
waste material should be dampened as necessary to pre-
vent fugitive dust emissions. Mud and grime from truck
wheels will be removed at wheel washes at all truck
exists to prevent the spread of these materials to sur-
rounding neighborhood streets and arterials should be
made. During the construction phase, the contractor
should be made responsible for maintaining the construc-
tion sites to ensure they are free from debris and
spoil material and for keeping equipment in orderly
storage areas with minimum disruption to public acti-
vities .
(3) Traffic Congestion
Public traffic flow should be given priority, par-
ticularly emergency and public service vehicles. Care-
ful routing and scheduling of trucks hauling equipment.
and debris should be done to avoid peak travel periods:
7:00 to 9:00 a.m. and 5:00 to 6:30 p.m. Appropriate
visible and audible warning systems for construction
points of activity should be installed and an overall
traffic control plan employed by the contractor. This
traffic control plan should be developed and coordinated
with Ohio Department of Transportation's District 6
Office. Local jurisdictions should be alerted and ap-
provals should be obtained for planned truck routes
and traffic control plans.
(4) Public and Worker Safety
Strict adherence to all safety regulations and
employee training programs serves as the most effective
means to minimize or prevent injuries to construction
This entire section 8.1.1 (1) through (6) has been added to
the orginal text.
VIII-2
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and operation employees. Proper placement of barricades
and explicit siguage for vehicular and pedestrian detour
routes should provide for an acceptable level of public
and worker safety.
(5) Land Use Alterations
Land owners (private, industrial, and commercial)
should be contacted well before construction begins in
their respective property areas. The owners should be
informed of plans such as proposed truck traffic routes,
access requirements, and possible impacts. Other
measures which can be used to prevent or mitigate
the expected public nuiscance impacts include:
Public thoroughfares excavated for installa-
tion of connecting pipes, collecting struc-
tures, and shafts should be repaved or rebuilt
to their original condition.
The Chicago Department of Development and
Planning will be advised of the relationship
of proposed shaft locations with respect to
the Riveredge, New Town, and South Loop plans.
The City of Columbus should notify the State
of Ohio Historic Preservation Office to ob-
tain appropriate approval of proposed sewer
lines prior to construction. Once approval
has been obtained procedures should be estab-
lished for halting construction temporarily
in the event important artifacts are found
or uncovered.
Excavation workers should be informed of
potential value of finds and trained in the
rudiments of identifying and preserving arti-
facts if the Preservation officer or desig-
nated representative cannot be present during
construction within potentially sensitive
areas.
(6) Transportation
Although the number of truck trips during the peak
construction period is expected to be a small fraction
of the total traffic volume on most truck routes, these
routes should be selected on the basis of the least im-
pacts. The planned truck routes should avoid residential
areas and other sensitive areas (i.e., hospitals, libra-
ries), as well as congested streets, especially during
rush hours.
VIII-3
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Since all proposed expansion will take place within
the boundaries of the present sites, land related impacts
will be minimal. Excavated material at each site should be
used as cover and fill for the existing lagoons, with dis-
placed liquid routed back to the mainstream treatment pro-
cess .
8.1.2 Mitigative Measures During Plant Operation
Long term unavoidable adverse primary impacts due to
the implementation of the proposed wastewater treatment
facilities should be minimal. The majority of the possible
future adverse impacts will relate to temporary upsets in
the treatment systems which may occur due to equipment
malfunction, shock loadings, occasional operating difficulties,
etc. Sufficient backup has been provided for critical unit
processes to ensure the minimization of impacts due to
equipment breakdown, while the institution of pretreatment
guidelines for industries contributing flow and load to the
treatment facilities will reduce the likelihood of shock
loadings severe enough to impact the performance of either
plant.
Additional mitigative measures to abate adverse impacts
during periods of elevated sewer system flow (e.g. during
storms) can be accomplished by construction of separate
sewers or combined sewer overflow treatment facilities. As
discussed in Chapter III, an ongoing sewer system evaluation
survey is being conducted, and plans are being laid for the
separation of some key areas.
Strip mine restoration affected by the use of sludge in
the backup sludge disposal system will result in restoration
of streams that drain strip-mined land to a natural state.
The backup system will allieviate any problems caused by
incineration malfunction of future quantities of sludge too
large to be handled by the incinerator facilities.
Whether air quality standards for particulate matter
are met at both incinerator sites remains to be determined.
Be that as it may, these standards are based on total weight
of particulates in the air and do not consider particle size
and chemistry. Because of evidence indicating that hazard-
ous trace metals tend to concentrate in fine particulates,
there is a growing concern that these particulates are re-
sponsible for adverse health effects due to their ability
to penetrate deeply into the lungs. These particles have
VIII-4
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long residence times in the air and are capable of absorbing
toxic gases such as S02, thus leading to potentially severe
synergistic health effects.
An adequate body of knowledge is not currently available
to evaluate the performance of the particulate removal
equipment in terms of particle size and chemistry. The EPA
is conducting research to obtain more information in this
area and to determine the need to set performance standards
based on these parameters. Long-term mitigative measures
for sludge disposal, to prevent degradation of air quality
and attendant health problems, include more extensive use of
land disposal of sludge both for strip-mine reclamation and
for croplands.
8.2 SECONDARY IMPACTS
The construction of interceptors is a factor which may
cause adverse secondary impacts by inducing undesirable
population growth and development patterns in areas where
such growth could not be anticipated without the existence
of the sewers. While the construction of the proposed
facilities is not expected to significantly affect total
planning area population as compared to expected growth with
the no-action alternative, it is likely to affect distribu-
tion of the population, with consequent environmental
impacts due to changed land use patterns. In areas of high
accessibility, sewer investments may hasten the progression
of the area from urban-rural fringe type to higher density
development. The changes to the facilities plan proposed by
the EIS, which would provide phased service to certain
subareas, will help to preclude the possibility of induced
growth where such growth is undesirable. Thus, future
growth patterns can be directed and controlled and the
potential for adverse secondary impacts will be reduced.
It should be noted however, that there are other major
factors (e.g., other community services) influencing develop-
ment patterns and these may have as much if not more control
over growth in the planning area. In fact, the adequacy of
water supplies together with the ability of the region's
economy to support additional population may be the most
significant determinants of future growth and development
patterns. Ultimately, control and direction over growth
will have to come from environmentally and economically
sound areawide planning.
Vlii-5
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8.3 IRREVERSIBLE AND IRRETRIEVABLE COMMITMENTS OF
RESOURCES AND RELATIONSHIP BETWEEN LOCAL SHORT-TERM
USES OF MAN'S ENVIRONMENT AND LONG-TERM BENEFICIAL
EFFECTS
The proposed action would involve irreversible and
irretrievable commitment of capital, material, and labor
during the construction and operation of the proposed facil-
ities. No other significant commitment of resources is ex-
pected. Their is no need for significant additional commit-
ments of land since the treatment plants already exist and
land needed for interceptor construction would eventually be
recovered. The treatment plants and interceptor system
would help control water pollution in the Columbus area with
long-term beneficial effects as discussed in Chapter IV.
VIII-6
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APPENDIX A
BASELINE EVALUATION OF THE
COLUMBUS, OHIO, FACILITIES
FOR WASTEWATER TREATMENT
-------
APPENDIX A
BASELINE EVALUATION OF THE COLUMBUS, OHIO,
FACILITIES FOR WASTEWATER TREATMENT
This Appendix provides a baseline evaluation of the
Jackson Pike and Southerly Wastewater Treatment Plants.
These two facilities serve the city of Columbus, Ohio as
well as numerous suburban political jurisdictions. The
primary purpose of this section is to define the equipment,
influent characteristics, and performance of the two treat-
ment facilities as observed and evaluated in the Spring of
1977.
The first step of such an evaluation is to characterize
the service area of each plant, as this is fundamental to an
understanding of the influent characteristics found at any
wastewater treatment installation. Influent wastewater
characteristics are described from 1970 through 1976; this
characterization highlights the 1973-1974 data base used to
prepare the facility plans and assures that recent load
changes are addressed. Next, a current process flow diagram
and unit process inventory is provided to assure fundamental
understanding of each facility and to provide reference for
discussion in the main text of the Environmental Impact
Statement. The present performance of each treatment plant
is then described in light of the data summarized and the
existing unit processes.
A.I SERVICE AREA
A.1.1 Sewerage System
The Columbus sewerage system occupies some 160 square
miles with nearly 2,300 miles of sewers. The percentage
distribution of the sewers is as follows: sanitary - 60
percent, combined - 29 percent, and storm - 11 percent.
The 63,000 acre Jackson Pike service area is estimated
to contain a population of over 500,000 individuals. Approxi-
mately 9,400 acres of this area are served by combined
sewers with an estimated tributary population of 146,000
people.
The Southerly service area incorporates 40,000 acres
with a base population of some 300,000 people. Its combined
sewer area is about 2,400 acres with a population of 29,000
persons.
A-l
-------
A.1.2 Users
The Columbus water supply network and wastewater
treatment service area are not significantly different. An
approximation of the relative volumetric contribution of
each sewer user can be obtained from City water supply
records. Data from 1976 are shown in Table A-l.
Table A-l
1976 Water Supply Accounts
Flow
Distribution Flow
Category Accounts (%) (mgd)
Government
Commercial
Domestic
Industrial
School/Church
1,840
9,870
152,880
970
1,410
10
14
54
20
2
8
11
42
15
1
Total 166,970 100 77
Table A-l reveals the significance of the waste flows
that can be developed from the City's numerous governmental
agencies and commercial establishments.
The Jackson Pike Wastewater Treatment Plant processed
an average daily flow of 72 mgd in 1976. Estimated industrial
waste flows at the plant are between 8 and 11 mgd. The
largest single industrial waste source is the Fisher Body
Plant of General Motors, which can release up to 2.0 mgd of
zinc plating wastes. Other industrial wastes of significance
are related to plating operations, appliance manufacturing,
and food and dairy industries.
The Southerly Wastewater Treatment Plant processed an
average daily flow of 46 mgd in 1976. Its total industrial
waste flow is on the order of 5 to 7 mgd. In recent years,
the waste load from Anheuser-Busch has had a progressively
greater impact upon the plant. In January, 1976, the 2.8
mgd release from the brewery contributed approximately 16
and 37 percent of the suspended solids and BOD5 mass reported
in the influent to Southerly.
A-2
-------
A.1.3 Major Interceptors
Wastewater arrives at the Jackson Pike Plant by the
108-inch diameter Olentangy-Scioto Interceptor Sewer (O.S.I.S.)
and the 72-inch diameter Big Run Interceptor. The plant
accepts all of the flow from the Big Run Interceptor but
limits its acceptance of the O.S.I.S. flow to the point that
the processing capability of the plant will not be violated.
The major diversion point for the O.S.E.S. flows is at the
Whitter Street Storm Standby Tanks.
Southerly receives the majority of its flow from a
108-inch interceptor, with a small quantity entering via
a 156-inch line. It also accepts only the amount of flow
that it feels it can successfully proces. Diversion at
Southerly occurs through a 108-inch diameter sewer at the
plant's influent regulator chamber.
A.1.4 Diversion and Retention Structures
The main interceptors of the City of Columbus were
designed to carry sewage and large volumes of storm water.
Relief points are common throughout the collection system,
with some 23 regulators and 18 overflow structures located
in the combined area alone.
The diversion facilities of the City are complemented
by the Whitter Street and Alum Creek Storm Standby Tanks,
which were designed to provide sedimentation and skimming of
the combined sewer overflows. Both facilities are cleaned
by backflushing the accumulated debris into the adjacent
interceptors. Neither provide more than a token treatment
gesture at high flow conditions. The combined three tank
capacity of the Whitter Street installation is 4 million
gallons; operation of the regulating gates can be done auto-
matically by flow level sensing in the O.S.I.S. interceptor,
manually, or remotely from Jackson Pike. The Alum Creek
installation contains one underground tank with a capacity
of 0.86 million gallons. Appendix H contains a further
detailing and analysis of the combined sewer system and
overflows.
A.2 INFLUENT WASTEWATER CHARACTERISTICS
A.2.1 Jackson Pike
Table A-2 summarizes the reported Jackson Pike influent
characteristics for the last seven years. Superficially,
the data show a declining flow pattern, perhaps influenced
A-3
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-------
by precipitation, and a rising suspended solids (SS) mass.
If the average results of 1973 and 1974 (the data years used
in preparing the Facilities Plans) are used as a baseline,
then two to three years later (1976) an 18 percent decline
in flow is observed to accompany a 23 to 19 percent rise in
the influent BOD5 and suspended solids mass. The rise in
influent pollutant concentrations is even more striking,
with BODr and SS values increasing by 48 and 45 percent,
respectively. The question is "are these changes real or
are they associated with the nuances of Jackson Pike's
operation?" It is believed that the latter is the case, as
is described in the subsequent paragraphs.
(1) Flow
An examination of the annual precipitation values
against the influent flow values reported in Table A-2
shows little correlation. For example,
1970 and 1971 -
1974 and 1975 -
1971 and 1976 -
A nine inch (21 percent)
decline in precipitation
is observed against a 9
mgd (12 percent) rise in
flow.
A two inch (5 percent)
increase in precipitation
is observed with an 8
mgd (10 percent) decline
in flow.
Annual precipitation
values are nearly the
same but the 1976 flow
has dropped by 15 mgd
(17 percent).
1976 Low - A 6 mgd (8 percent) decline
from the average annual daily
flow is observed with a data
base that incorporates nine
percent of the data days.
1976 High - A 6 mgd (3 percent) rise
from the average annual
daily flow is observed with
a data base that incorporates
57 percent of the annual
precipitation on 10 percent
of the data days.
A-5
-------
The 1976 low and high flow observations might be expected
with a "tight" collection system but certainly not with an
old combined system as exists in Columbus. These flow
inconsistencies suggest that unmonitored bypassing is more a
cause of the flow decline rather than a dramatic change in
the flows produced from the collection system. Qualitatively,
this hypothesis is further supported in that Jackson Pike
accepts only that flow which it feels it can successfully
process. The continued decay of its solids processing
capability, culminating in the 1976 failure of one incinerator,
suggests that the lower flows may be associated with an
inability to successfully handle any additional flow and its
associated mass. The highest flow year summarized was 1.972;
a year which was preceded by an optimism that thermal
sludge conditioning might provide the best solution for the
solids handling and recirculation problems that still olague the
plant.
Thus, it is concluded that the flow decline observed at
the plant is not truly precipitation or user oriented, but
rather one of upstream bypassing from the collection system.
However, the problem remains to somehow estimate the base-
line flow that Jackson Pike would experience if flows con-
sistent with its rated hydraulic capacity were processed.
If it is assumed that the true ratio of the plant's low flow
to average annual flow is on the order of 0.67 to 0.75 ( a
common range for plants this size), then the average annual
flow is about 88 to 98 mgd. A potential average annual flow
of about 90+5 mgd appears realistic for 1976, with an average
annual flow estimate of 100+5 mgd corresponding to Columbus'
long term mean precipitation of 37 inches per year.
A rough preliminary estimate for the magnitude of the
infiltration and inflow can be derived for the Jackson Pike
service area through the data and estimates developed in the
preceding paragraphs. As shown in Table A-3, infiltration
and inflow estimates of 15 and 24+_5 mgd, respectively, are
obtained for 1976 conditions. The combined infiltration/inflow
estimate increases to about 50+15 mgd when the service area
experiences the mean annual precipitation observed at Columbus.
(2) Quality
The striking change that has developed in the
influent wastewater quality at Jackson Pike over the
last two years cannot be attributed to any one of the
following reasons:
changes in sampling and analytical procedures,
A-6
-------
Table A- 3
Jackson Pike Service Area:
Inflow/Infiltration Estimate
A. 1976 (32 inches annual precipitation)
1. Contribution of Users: Assume consumptive use
= private water supply
Industry ------------------------------- 9 mgd
Domestic - °°*°°° (42) -------------- 26 mgd
Government, Commercial, School/Church
Assume concentrated in service area
factor = (1+5/8)1/2 =0.81
------ (0.81) (20) -------------------- 16 mgd
TOTAL 51 mgd
2. Infiltration
1976 Low Flow-Users = 66-51 ----------- 15 mgd
3. Inflow
1976 Estimated Annual Average- (Inf iltration+Users)
= 90 ± 5 - (15+51) -------------------- 24+5 mgd
B. 1976 with 37 inches of Annual Precipitation
Flow Increase = (100 ± 5) - (90 ± 5) ------- 10 ± 10 mgd
1. Infiltration: Assume 20 percent of the flow
increase = (2± 2) +15 ----------------- 17 ± 2 mgd
2. Inflow: Assume 80 percent of the flow
increase = (8+8) + 24+ 5 ---------------- 32 ± 13 mgd
3. Total Amount of Infiltration/Inflow
= (17 ± 2) + (32 ± 13) ------------ ----- - 49 ± 15 mgd
USE 50 ± 15 mgd
A-7
-------
changes in the receipt of scavenger wastes
(the plant provided a 'night soil1 dump
station in 1971, the load from this source
probably averages 20,000 to 30,000 gallons
per day), or
changes in the service area in terms or
significant industrial discharges.
However, a review of the plant's operation reveals that
the decant liquor from the thickening tank that receives
the thermally conditioned sludge returns ahead of the
influent sampling point. This minor process stream,
enriched with both soluble and particulate pollutants,
is the source of the sudden quality change. Thus, the
plant is 'double inventorying1, or including a recycle
stream as a part of its reported influent pollution
load. The following paragraph provides a more detailed
discussion of this phenomenon.
The 200 gpm Jackson Pike thermal conditioning
system began operation in June, 1972. At that time
(and presumably until sometime in 1974) the clecantate
was pumped and returned with the digester supernatant
to an isolated portion of the secondary aeration system
(flow diagrams prepared in 1972 and in the Unit Operations
Process Schematics published in 1975 illustrate this
operation). However, due to the odors that evolved
from the aeration system, the decantate was rerouted to
a convenient gravity sewer that drains upstream of the
influent sampling point. In 1975, the impact, of this
recycle, combined with the dilution derived from a high
precipitation year and more upstream bypassing, gave
the first significant change in the measured influent
pollutant concentration. The impact of the decantate
recycle became even more significant in 1976 due to a
40 percent increase in the thermal conditioning opera-
ting time. (See Table A-2).
Since the precise date of this changeover cannot
be identified, it is believed that the plant's influent
quality from 1970 through 1972 provides the best estimate
of the normal influent pollutant concentration. Influent
BOD5 and SS values of about 210 and 250 mg/1 appear
reasonable for the 1976 condition. If these estimates
are valid, then the recycled decantate caused a 23 and
48 percent increase in the measured influent pollutant
mass of BODC. and SS, respectively.
A-8
-------
(3) Estimated 1976 Potential Influent Characteristics
Based upon the preceding sections, it is possible
to summarize reasonable estimates of the true Jackson
Pike influent load. These estimates are believed to
have a validity of +10 percent.
1976 Conditions
Precipitation, inches/year 32 37
Influent Flow, mgd 90+5 100+5
BOD- @ 160,000 Ibs/day,
mg/1 210 190
SS @ 190,000 Ibs/day,
mg/1 250 230
Infiltration/Inflow, mgd 40+5 50+15
A.2.2 Southerly
Table A-4 summarizes the reported Southerly influent
characteristics for the last seven years. Superficially,
the data show little flow change, with a dramatic rise in
the influent BODr mass accompanied by a smaller gain in the
suspended solids mass. If the average results of 1973 and
1974 (the data years used in preparing the Facilities Plans)
are used as a baseline, then two to three years later (1976),
a 12 percent flow decline is observed to accompany a thirty
percent increase in the BOD,- mass, while the suspended
solids mass stays constant. In the same time frame, the
concentration levels of the influent BOD- and suspended
solids rose by 46 and 7 percent, respectively. In contrast
to the situation at Jackson Pike, it is believed that the
1976 pollutant concentrations are correctly stated. However,
like Jackson Pike, it is also believed that the average
daily flow reported at Southerly is substantially understated.
The rationale for these conclusions is developed in the
subsequent paragraphs.
(1) Flow
A review of the 1976 plant operating data is
indicative of the amount of bypassing that occurs at
the Southerly Plant. The low flow data days were 11
fewer than reported at Jackson Pike due to bypassing at
the plant's diversion chamber. A more striking observa-
tion is that the volume treated on the 38 days when the
plant's flow should have been the highest (46 mgd) was
exactly the same as the plant's average annual flow.
Historically, it is believed that the 36 mgd low
flow reported in 1971 was due to the bypassing associated
A-9
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A-10
-------
with expanding the plant's main treatment capability.
It is believed that this bypassing continued into 1973
until completion of the construction program. At that
time, the brewery load had increased so that the new
plant's startup largely coincided with a severe bulking
(loss of activated sludge settleability) problem in the
secondary system. In 1974, with false confidence, the
plant probably accepted close to average annual day
flows (Note: a 1 mgd, or 2 percent, flow decline with
a nine inch, or 20 percent, decline in precipitation).
Final effluent suspended solids for these two years
(1973 and 1974) averaged over 90 mg/1. Over the last
two years the plant has tried a variety of control
techniques such as chlorine and alum addition to the
activated sludge system, but none has proved more than
marginally successful. Today, the most successful
operating technique is to keep the solids loading rate
on the final settlers below 15 Ibs/SF'day by reducing
the influent flow and the mixed liquor suspended solids.
Mixed liquor suspended solids control is difficult due
to the limits of the solids handling system and continu-
ous recirculation of solids about the plant, a situation
caused primarily by operational difficulties and equip-
ment limitations.
Thus, as at Jackson Pike, it is concluded that the
flow decline observed at Southerly is not truly preci-
pitation or user oriented, but rather is due to diversions
at the plant's regulating chamber. If it is reasoned
that the more frequent bypassing at Southerly compensates
for its tighter collection system, then the average
daily flow is also likely to be about 50 to 25 percent
higher than the 1976 low flow. This assumption yields
a probable 1976 average annual flow of about 55+_5 mgd.
The average annual flow associated with Columbus'
average annual precipitation of 37 inches is estimated
at about 60+_5 mgd.
A rough preliminary estimate for the magnitude of
infiltration and inflow for the Southerly service area
is given in Table A-5. This estimate reveals that 1976
infiltration and inflow were about 15 and 14+5 mgd,
respectively. The combined infiltration/inflow estimate
for the Southerly collection system is about 35+15 mgd
when the annual precipitation matches the long term
average of 37 inches.
(2) Quality
Upon review of Southerly's sampling procedures,
analytical techniques, and method of operation, it is
A-ll
-------
Table A-5
Southerly Service Area:
Inflow/Infiltration Estimate
A. 1976 (32 inches annual precipitation)
1. Contribution of Users: Assume consumptive use
= private water supply
Industry ------------------------------- 6 mgd
Domestic " (42> -------------- 16
Government, Commercial, School/Church
------- 0.19(20) ---------------------- 4 mgd
TOTAL -------------- 26 mgd
2. Infiltration
1976 Low Flow-Users = 41-26 ----------- 15 mgd
3. Inflow
1976 Estimated Annual Average - (Inf iltration+Users)
= 55±5 - (15+26) --------------------- 14±5 mgd
1976 with 37 inches of Annual Precipitation
Flow Increase = (60±5) - (55±5) ---------- 5±10 mgd
1. Infiltration: Assume 20 percent of the
flow increase = (1±2 mgd) + 15 -------- 16±2 mgd
2. Inflow: Assume 80 percent of the flow
increase = (4±8 mgd) + (14±5 mgd) ----- 18±13 mgd
3. Total amount of Infiltration/Inflow
= (16±2 mgd) + (18±13 mgd) ------------ 34±15 mgd
USE ------ 35±15 mgd
A-12
-------
believed that the 1976 influent quality characteristics
are essentially correct as stated in Table A-4. The
steady rise in BODp. and suspended solids is largely
attributable to the release from Anheuser-Busch.
(3) Estimated 1976 Potential Influent Characteristics
Based upon the preceding paragraphs, it is possible
to develop reasonable estimates of the true Southerly
influent load. These estimates are believed to have a
validity of +10 percent.
1976 Conditions
Precipitation, inches/year 3_2_ 3_7_
Influent Flow, mgd 55+5 60+5
BOD,. @ 180,000 Ibs/day,
mg/1 380 360
SS @ 110,000 Ibs/day,
mg/1 230 220
Infiltration/Inflow, mgd 30+5 35+15
A.3 WASTEWATER TREATMENT FACILITIES
A.3.1 Jackson Pike
The Jackson Pike Wastewater Treatment Plant began
operation in 1937. The plant was modernized and doubled in
capacity in the mid-fifties. The older (Plant A) and newer
(Plant B) facilities have a collective average day hydraulic
capacity of about 100 mgd. The flow split, 50 to 60 percent
in Plant A and 50 to 40 percent to Plant B, is achieved at
the influent pump station. The two plants operate relatively
independently of each other during liquid processing, but
share sludge handling facilities.
Figure A-l provides a schematic flow diagram of the
Jackson Pike Plant. Table A-6 describes the unit capacities
of the major treatment works. Where applicable, comments
are provided in this Table to depict the present condition
of the facilities. On an overall basis, after several
decades of use, most of the plant's mechanical equipment is
either worn out, outdated, or in need of frequent repair.
Such would be expected. However, the plant's major structures
appear physically sound, with only the external surfaces of
the older concrete tanks showing noticeable wear.
A-13
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A review of annual reports from 1971 to date show a
nearly continuous program to modernize and repair the
treatment facilities. Presently, several construction
contracts are underway to rehabilitate and expand the
plant's baseline treatment capability. These contracts are
outlined below:
rehabilitation of incinerators,
construction of temporary disinfection facilities,
addition of one 200 gpm thermal conditioning unit,
provision of air pollution control equipment for
incineration,
expansion of plant water system,
replacement of vacuum filters with six 55 to 110
gpm scroll centrifuges,
replacement of pneumatic ash handling system with
pump slurry to lagoon,
addition of metering and sampling equipment,
replacement of Plant A's high water pumps, and
replacement of numerous valves and metering
equipment in Plant A.
A.3.2 Southerly
The Southerly Wastewater Treatment Plant began operation
in 1967 with a rated capacity of 40 mgd. In the ecirly
seventies, the wet stream hydraulic capacity of the plant
was expanded to 100 mgd along with provision of a metal salt
phosphorus removal capability. This expansion was followed
by the addition of two flotation thickeners for waste activated
sludge and three 200 gpm thermal sludge conditioning systems.
The latter facility, placed in operation in June of 1976,
was intended to improve the dewaterability of the sludge.
The 1967 main stream treatment capability is termed the
Center Section. The newer 1973 system is called the West
Section. Typically, the West Section receives 70 percent of
the influent flow.
A-18
-------
Figure A-2 provides a schematic flow diagram of the
Southerly Plant. Table A-7 describes the unit capacities of
the major treatment works. Where applicable, comments are
provided in this table to note the present condition of the
treatment facilities.
Historically, it would appear that Southerly has long
been plagued with either hydraulic or solids handling problems
compounded by a high turnover in the operating staff and
improperly performing equipment. On an overall basis, it
would appear that this plant has never fully achieved sustained,
stable performance. The cause of this failure seems to be
more one of unit process limitations with the 'as received'
wastewater load than directly attributable to inattention
and neglect upon the part of the plant's staff.
A-19
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-------
A.4 PERFORMANCE CHARACTERIZATION
A.4.1 Jackson Pike
The BOD,- and suspended solids quality characteristics
Jackson Pike*s final effluent are reported in Table A-8.
Data are presented to describe the last seven years of
record and the variability of performance in 1976. The
bottom of the Table describes the current definition of
secondary treatment equivalency (STE) for the pollutants of
concern. Annual performance in 1971, 1972, and 1975 violated
the STE definition for effluent suspended solids. The
average effluent quality in 1976 was clearly superior to
that achieved in the previous years but, as noted previously,
may be accompanied by more upstream bypassing of the influent
pollutant load.
The performance variability data show little correlation
with flow and dates. The failure of high BOD,, data to
correlate with elevated suspended solids concentrations can
be attributed to the BOD5 test itself, which does not keep
solids in suspension and has a notorious analytical tolerance.
In 1976, only the month of March exceeded the STE 30 day
maximum for effluent suspended solids. A lack of flow
correlation with elevated effluent suspended solids supports
the hypothesis that high effluent suspended solids are more
a function of the solids inventory in the activated sludge
system. During the worst week of operation in March, the
mixed liquor suspended solids concentration averaged 5,560
and 2,510 mg/1 in the 'A' and 'B' plants, respectively. The
average solids load on Plant A's final sedimentation tanks
was 40 Ibs/SF.day in this time period; clearly in excess of
the 30 lbs/SF*day that is conventionally used in today's
design practice for maximum loading conditions with an
activated sludge exhibiting a sludge volume index (SVI) of
100 ml/gm. The SVI at the Jackson Pike Plant is normally in
the range of 50 to 100 ml/gm. Low SVI's should be expected
at Jackson Pike due to the preferential BODr:SS ratio in
the influent and the digested solids recirculation.
Influent phosphorus levels are not reported at Jackson
Pike, but removals should be somewhat higher than conventionally
expected due to background iron concentrations in the raw
sewage. Final effluent phosphorus concentrations averaged
4.5 mg/1 in 1976.
Total nitrogen forms are not conventionally reported
for the Jackson Pike influent or effluent. Effluent nitrate
nitrogen values show a seasonal (temperature) dependency,
ranging from less than 1.0 mg/1 in January through February
to a maximum of almost 9 mg/1 as N in July. Higher nitri-
fication could probably be achieved if desired; operation of
A-24
-------
Table A-8
Jackson Pike Wastewater Treatment Plant:
Performance Characterization
Year (mgd)
1970 (78 mgd)
1971 (87 mgd)
1972 (96 mgd)
1973 (92 mgd)
1974 (83 mgd)
1975 (75 mgd)
1976 (72 mgd)
1976 - Max. Mo.
May (64 mgd)
March (70 mgd)
1976 - Min. Mo.
July (74 mgd)
Sept. (75 mgd)
1976 - Max. Week
May (61 mgd)
March (77 mgd)
1976 - Min. Week
July (77 mgd)
Aug. (69 mgd)
1976 - Max. Day
Aug. (71 mgd)
March (76 mgd)
1976 - Min. Day
July (76 mgd)
Aug . (67 mgd )
Sec. Treat Equiv.
Max. Month
Max. Week
Final Effluent - mg/1
BOD 5
17
21
21
16
16
18
15
22
9
34
5
46
3
30
45
SS
22
38
39
26
30
35
14
38
8
95
4
142
1
30
45
A-25
-------
the activated sludge system in a plug flow mode attenuates
the nitrification capability of the plant due to the dissolved
oxygen depression to trace levels for about 50 percent of
each aerator's pass.
The 1976 cost of operation at Jackson Pike averaged
about $140 per million gallons treated. The cost breakdown
was as follows:
Category Dollars $/mg Percent
payroll $1,934,072 75 54
power 865,635 33 24
chemicals 46,234 2 1
miscellaneous 776,048 30 21
Total $3,611,989 140 100
The power expenditure was associated with a nominal 1,490
KWH demand per million gallons of flow.
A.4.2 Southerly
Table A-9 summarizes the final effluent quality reported
for the Southerly Wastewater Treatment Plant. The STE
definition for effluent suspended solids was violated on an
annual basis in 1971 through 1974; similar violations for
the effluent BOD5 occurred in 1973 and 1974.
The 1976 performance variability data shows little
correlation with flow and dates. Again, as observed at
Jackson Pike, suspect BOD,- and SS ratios are evidenced due
to the crudeness of the BOD- test and excessive operating
solids in the activated sludge system. In 1976, average
monthly BOD,, values violated the STE criterion from July
through October. Similar violations of the suspended solids
STE criterion occurred during the same months with the
exception of September. The average sludge volume indices
during the same time period ranged from 160 to 320 ml/gm;
while in the other months the SVI ranged from 130 to 190
ml/gm. The apparent causative agent for the bulking acti-
vated sludge has been identified by the plant staff and
scientists from Ohio State University as a blue-green algae
(Schizothrix calciocola or Phormodium sp.). It is obvious
that the high temperatures and low dissolved oxygen stresses
found during the summer period serve as a catalyst for the
onset of severe bulking conditions. Equally clear is that
the basic cause of this problem is the highly soluble carbohy-
drate brewery waste discharged from Anheuser-Busch. This
A-26
-------
Table A-9
Southerly Wastewater Treatment Plant:
Performance Characterization
Year (mgd)
1970 (40 mgd)
1971 (36 mgd)
1972 (50 mgd)
1973 (53 mgd)
1974 (52 mgd)
1975 (49 mgd)
1976 (46 mgd)
1976 - Max. Mo.
Aug. (48 mgd)
Aug. (48 mgd)
1976 - Min. Mo.
March (47 mgd)
Feb. (45 mgd)
1976 - Max. Week
Aug. (53 mgd)
July (42 mgd)
1976 - Min. Week
March (46 mgd)
Feb. (38 mgd)
1976 - Max. Day
Oct. (43 mgd)
July (40 mgd)
1976 - Min. Day
March (44 mgd)
May (44 mgd)
Sec. Treat Eguiv .
Max. Month
Max . Week
Final Effluent - mg/1
BOD5
16
19
28
59
62
18
28
52
13
72
11
210
4
30
45
SS
19
33
46
90
96
24
24
56
8
124
6
257
0
30
45
A-27
-------
waste, which makes up 40 to 60 percent of the nominal BOD
load at the plant, can cause daily influent BOD,- peaks in
excess of 1,000 mg/1.
The worst month of operation in 1976 was August. At
that time, the average SVI was 310 ml/gm. A maximum solids
load on the final settlers of about 10 lbs/SF"day would be
recommended for this condition. The plant's average solids
load was about 8 Ibs/SF'day with a maximum day value of
about 13 Ibs/SF'day in the West Section. The average mixed
liquor suspended solids (MLSS) during this month was about
1,850 mg/1. The estimated required return sludge percentage
for this solids concentration given the August SVI is about
85 to 125 percent. Due to return sludge pumping limitations,
the plant returned an average of 42 percent, or about half
of the calculated requirement. Thus, it is seen that the
August failure was more associated with an accumulation of
solids in the final sedimentation tank than an overload of
the system's allowable solids loading rate. Once the stored
solids build up to an intolerable volume the system has
little choice but to relieve itself through an excessive
release of effluent suspended solids.
Influent phosphorus levels are not reported at Southerly,
but removals should be somewhat higher than conventionally
expected due to the high amount of sludge synthesis that
accompanies a high influent organic concentration. The
plant reported an average annual phosphorus release of 5.8
mg/1 in 1976.
Nitrification at Southerly in 1976 was essentially
nonexistent. The absence of nitrification can be attributed
to the high carbonaceous load applied to the activated
sludge system and the inability to achieve a dissolved
oxygen concentration above trace levels for the majority of
each aeration pass. The plant cannot use its full blower
capacity due to back pressure problems with its sock dif-
fusers, further complicating DO problems at high loading
periods.
A-28
-------
The 1976 cost of operation at Southerly averaged about
$240 per million gallons treated. The cost breakdown was as
follows:
Category Dollars $/mg Percent
payroll $1,630,833 99 41
power 948,905 58 24
chemicals 481,395 29 12
miscellaneous 871,225 54 23
Total $3,932,408 240 100
The power expenditure was associated with a nominal 2,540
KWH demand per million gallons of treated flow.
In comparison to Jackson Pike, Southerly is a much more
expensive operation. Reasons for this include the following:
Payroll - Southerly is staffed to treat a
higher flow than it presently accepts,
Power - Southerly has high influent pumping
head, uses more air to satisfy high
oxygen demanding load, and contains
two more thermal conditioning systems
with attendent high pressure pumps
and compressors,
Chemicals - Southerly practices chlorination
and chemical sludge conditioning
routinely and added alum for a
brief period in the summer, and
Miscellaneous - Reason unknown, superficially
a newer plant would be expected
to have a lower cost.
A-29
-------
APPENDIX B
MATHEMATICAL CHARACTERIZATION
OF THE SCIOTO RIVER BELOW COLUMBUS
(This Appendix has been substantially
revised in the final EIS. See Appendix
DD in Volume II.)
-------
APPENDIX B
MATHEMATICAL CHARACTERIZATION
OF THE SCIOTO RIVER BELOW COLUMBUS
B.I INTRODUCTION
The computer is a valuable tool in the systems analysis
approach to comprehensive studies involving stream modeling
and alternative evaluation in the development, use, and
management of water resources. This study has used a basic
dissolved oxygen water quality model to define the impact of
point wastewater releases from the Jackson Pike and Southerly
wastewater treatment facilities upon the oxygen resources of
the Scioto River under a variety of low flow regimes.
Effluent loadings were adjusted so as to establish a final
load allocation for any modeled pollutant such that a viola-
tion of the applicable water quality standard is avoided.
Ideally, this provides an optimum situation because the
receiving stream can now be used as a final treatment device
to the extent that its capability is not taxed to the detri-
ment of the natural environment and indigenous aquatic
species.
Obviously, any attempt at future prediction is fraught
with difficulty and plagued with controversy. Indeed, the
capability for mathematical sophistication via the computer
far exceeds the fundamental knowledge needed to establish
reasonably correct input parameters. The reader should
remember that a mathematical model gives only correct
relative results with constant input parameters. Specific,
finite results are a desired goal but are rarely achievable.
B.2 DISSOLVED OXYGEN MODEL
Detailed mathematical analysis of the Scioto River
revolves around a simplified dissolved oxygen profile. The
basic program was produced by the Texas Water Development
Board and titled "DOSAG"(D. This water quality model was
then modified by the Georgia Environmental Protection Division
to allow the incorporation of a different method of calculating
reaeration and to drop flow augmentation considerations.
(1) Simulation of Water Quality in Streams and Canals
DQSAG-1, Texas Water Development Board (1970).
B-l
-------
The mathematical model was further refined to incor-
porate instream sheet oxygen demands and assets and reaction
rate attenuation as a function of dissolved oxygen concentra-
tion or attainment of a set background ultimate carbonaceous
oxygen demand. The final form of the dissolved oxygen model
is given below.
n — KI lip / — K, t —K0t, —K0t
~ " 2 ) + DQ e 2
/ -Kt -Kt BD -Rt.
28.3dK2
where Do = Initial dissolved oxygen deficit (mg/1)
Lo = Initial ultimate carbonaceous oxygen demand
(mg/1)
No = Initial ultimate nitrogenous oxygen demand
(mg/1)
D = Dissolved oxygen deficit (DO saturation - DO
stream) at any time t (mg/1)
KI = Carbonaceous decay coefficient (days~l)
K2 = Reaeration coefficient (days~l)
K3 = Nitrogenous decay coefficient (days~l)
t = travel time, days
BD = Sum of in-stream sheet demands and assets
(mg/day/SF)
d = stream depth (ft.)
28.3 = Liters/cubic feet
The following sections describe the development and background
thinking that went into the establishment of the input
parameters for the model and the waste load allocation
activities.
B.3 TEMPERATURE CONSIDERATIONS
The temperature adjustments for Kj, K2, K3 and BD are
given below:
K.^ K3 and BD at any T, °C = K^ K3 and BD at 20°C (1.05)T~20
K at any T, °C = K at 20°C (1.02)T~20
B-2
-------
These adjustments are well documented in the literature and
represent no deviation from the current state of the art.
Temperatures under low flow conditions in the Scioto
will likely be relatively high due to the three cooling
water releases in and below the City of Columbus. Two of
these, Ohio State (not presently operating) and the Columbus
Division of Electricity plant, are above Jackson Pike, while
the third, Columbus and Southern Ohio Electric Company, is
below Southerly. This bracketing of the facilities being
modeled pointed toward use of the maximum permissible stream
temperature stated in the Ohio Water Quality Standards, 32°C.
Model sensitivity to temperature was investigated with
additional computer runs at 28 C.
The use of an input temperature of 32 C will probably
remain valid even after the closing of the present City
Division of Electricity plant. Plans currently call for the
replacement of this facility with another coal-and refuse-
fired production unit just below Jackson Pike (pending voter
approval), a move which will likely continue to produce
elevated stream temperatures.
Winter model runs were also conducted for the same
segment of the Scioto River. The stream temperature utilized
in this effort was 12°C, a value which again reflects conditions
resulting from releases of cooling water.
B.4 INSTREAM OXYGEN DEMANDS AND ASSETS
The BD term in the dissolved oxygen model represents
the cumulative effect of algal photosynthesis, algal decay,
and the oxygen demand associated with any benthic deposits.
The first would represent a stream asset, and the other two
would be demands.
Algal photosynthesis is, first of all, nutrient depen-
dent. After that, a favorable habitat for algal replication
is needed. Algal replication and, in turn, photosynthetic
oxygenation, are dependent upon sunlight as an energy source.
Where algal photosynthesis occurs algal decay is an inevitable
corollary. A field sampling program will usually measure a
stream condition exhibiting the maximum net influence of
algal photosynthesis since it is most often conducted in the
daylight hours. Only those samples taken near dawn will
measure the maximum net impact of algal decay on the oxygen
resources of the stream. Quantitatively, it is not known if
the net 24 hour impact of photosynthesis and decay is
positive or negative. Therefore, it was assumed in this
study to be self-canceling.
B-3
-------
The benthic oxygen demand is highly variable, .since it
reflects the accumulation of both natural organic debris
(such as leaves in the Fall), organic settleable solids
discharged from point wastewater sources, and the naturally
developed sediment load from nonpoint sources. The cumula-
tive impact of these considerations is further reduced to
the intangible by storm frequency and intensity as well as
stream velocity.
For the purposes of the modeling effort, it was assumed
that both of the dischargers were achieving a minimum of
secondary treatment equivalency with no settleable solids in
their effluent. It was further assumed that the seven
consecutive day, ten year low flow regime would precede the
fall season and its attendant leaf litter in the streams.
These assumptions allowed the use of a zero or insignificant
benthic demand in all modeling runs.
B.5 REACTION COEFFICIENTS
B.5.1 Reaeration Coefficient (K~)
The escape coefficient concept established by Tsivoglou
and his co-workers is gaining wide acceptance in stiream
modeling work for a definition of the reaeration coefficient.
The reported relationship is of the form:
K2 = C -~ (base e, days"1)
_-i
where: C = escape coefficient, ft. "
Ah = change in stream bed height, ft.
t = time of travel, days.
Historic convention had been to use a constant C of 0.05
throughout the entire flow range with an upward adjxistment
for clean streams (up to 0.07) and a downward adjustment for
grossly polluted streams (down to 0.02). However, a. later
publication by Tsivoglou and Neal(1) has further refined
this relationship to reflect changing values of C with
stream flow. This study recommends using an escape coef-
ficient (at 20°C) of 0.05 when stream flows are in e;xcess of
25 cfs. This value was used in all simulation runs.
(1) Tsivoglou, E.C., and Neal, L.A., Tracer Measurement
of Stream Reaeration - III. Predicting the Reaeration
Capacity of Inland Streams, 48th Annual WPCF Conference,
Miami Beach, Florida (1975).
B-4
-------
In this modeling effort, the Ah value was established
using 7.5 minute USGS quadrangles and establishing a repre-
sentative stream slope through a measured distance and
reported contour lines. The change in elevation was then
calculated from the slope over the stream reach. Slope on
the Scioto from Columbus to Circleville is fairly uniform,
with values ranging from 2.1 to 2.3 feet per mile.
B.5.2 Carbonaceous and Nitrogenous Decay Coefficients
(K1 and K3)
The establishment of correct K, and K inputs for
mathematical characterization of a receiving stream is one
of the most controversial aspects of river modeling and
waste load allocation. Most historic modeling efforts have
incorporated K]_ and 1(3 rates corresponding to those observed
in a standard laboratory BOD determination. Studies by
Havens and Emerson(1)(2) incorporating field derived K rates
have indicated that laboratory values may significantly
underquantify actual instream deoxygenation characteristics
due to the static nature of the BOD test itself. The rates
characterized as "high" in the following analyses represent
a composite of those measured by Havens and Emerson in
streams carrying elevated concentrations of oxygen demanding
materials. These rates, as shown below, are adjusted as a
function of velocity in a very rough approximation of the
in-situ measurements. (It is probable that they truly vary
as a function of both stream depth and velocity, i.e., a
total mixing function.)
Velocity KI
(fps) (days"1," base e, 2QOC)
<0.6 0.6 0.3
>1.0 6.0 3.0
> 0.6 to 1.0 straight line transition
(1) Water Quality Assessment and Basin Modeling - Rocky
River and Tinkers Creek, prepared for the Three Rivers
Watershed District by Havens and Emerson, Ltd. (1974).
(2) Water Quality Assessment and Low Flow Analysis -
Muskingum Watershed, prepared for the Ohio EPA by
Havens and Emerson, Ltd. (1976).
B-5
-------
The critical velocities are those where instream settling
«0.6 fps) and instream scour (>1.0) are believed to dominate.
Laboratory rates are, generally speaking, approximately
an order of magnitude less than the corresponding field
rates found in the above referenced studies. As a general
rule, it can be safely stated that a laboratory rate will be
the lower limit of field rates experienced under any stream
condition(D. Accordingly, modeling runs were conducted at
rates one tenth and one-half the above tabulated values:in
order to "envelope" probable stream conditions and to demon-
strate model rate sensitivity. Rate coefficients of one
half of the above tabulated values are considered to be the
most probable for the river under the design conditions.
B.6 REACTION RATE ATTENUATION
B.6.1 Dissolved Oxygen
The dissolved oxygen model is only intended to char-
acterize the stream's reaction under aerobic conditions. In
recognition of this situation and the fact that aerobic
organism activity will become attenuated under low dissolved
oxygen conditions, it was necessary to reduce the deoxygena-
tion coefficients associated with carbonaceous and nitro-
genous stabilization. A review of several readily available
references(D (2)(3) indicated that carbonaceous stabilization
rates begin to slow at dissolved oxygen levels on the order
of 0.5 mg/1. Similarly, nitrogenous or nitrification rates
begin to slow at a dissolved oxygen concentration of about
1.5 mg/1.
(1) "DO Workshop," Federal EPA sponsored Symposium: Rate
Constants for Surface Water Modeling, San Fransico,
California, April, 1977.
(2) Eckenfelder, W.W., and O'Connor, D.J., Biological
Waste Treatment, Pergamon Press, New York, N.Y.T1961)
(3) Process Design Manual for Nitrogen Control, U.S. EPA
Technology Transfer (1975).
(4) Hopwood, A.P., and Downing, A.L., Factors Affecting
the Rate of Production and Properties of Activated
Sludge in Plants Treating Dometic Sewage, Institute
OF Sewage Purification, 5, 3 (1961).
B-6
-------
Figure B-l shows the rate attenuation employed in the
water quality model. The model utilizes the calculated
dissolved oxygen at the end of each subreach (each reach is
divided into ten equal subreaches) to set the appropriate
attenuation factor, if applicable, for K, and K., in the
subsequent subreach.
This adjustment alone would make the dissolved oxygen
model limited to aerobic waste stabilization. The predicted
rate shutdown upon calculation of zero dissolved oxygen
means that the oxygen demanding load will now start to
accumulate as new downstream loads are introduced into the
stream. Since this load accumulation will act to further
suppress modeled stream recovery, any predicted recovery can
be totally eliminated when the input is large. In recogni-
tion of this fact, a further refinement of the model in-
corporated a velocity dependent anaerobic decay function of
the carbonaceous load when extremely low (<0.1 mg/1) levels
of dissolved oxygen are anticipated. Figure B-2 provides a
comparison of this anaerobic adjustment with the usual
aerobic equation.
B.6.2 Background Carbonaceous Load
A background carbonaceous load attenuation consider-
ation is based upon the observation that some fraction of
the ultimate carbonaceous load (Lo) is not readily bio-
degradable, and thus is stabilized at a much lower rate.
The computer handles this by using a reaction rate one-
hundredth of the normal value when a preset background
ultimate carbonaceous load is calculated at the end of each
subreach. A background Lo of 3 mg/1 was utilized in all
modeling runs.
B.7 VELOCITY CHARACTERIZATION
Many models of streams start with Manning's equation
for velocity of liquids in open channels:
1.5 2/31/2
V ~ ~N~ R S
where N = Mannings n
R = hydraulic radius, ft.
S = slope, ft./ft.
B-7
-------
Figure B-1
Attenuation Factors
for Kj and Kg
1.0
0.8
0.6
CO
oc
O
z
O
z
Ul
I-
<
CO
* 0.2
0.4
0.1
CARBONACEOUS!^}
NITROGENOUS(K3)
1.0
DO, mg/liter
2.0
-------
Figure B-2
Anaerobic K, Velocity
Adjustments
6.0
4.0
2.0
0.2
0.6
1.0
1.4
Velocity,fps
-------
Figure B--3
Model Sensitivity at Summer NPDES
Release Levels : DO = 6m9/I .
L0 = 12m9/l ; N0=10mg/|
10
10
o>
d
Q
10
Jackson
Pike
Southerly
U.S.22
Temperature Sensitivity
Deoxygenation Rate
Sensitivity
33 Stream Velocity
Sensitivity i
30
25
20 15
RIVER MILE
10
-------
This equation can be solved by trial and error in the
computer for a satisfying depth and velocity with a known
flow. The major difficulty of using this technique is that
it is dependent upon correct Manning's n and stream width
assumptions for the flow regime under consideration. Since
the detailed measurements and observations necessary to
properly define these parameters were not possible in this
study, it was thought to be preferable to attempt to define
only the stream velocity of the Scioto River in the modeled
segments. Characterization of the velocity bypasses inter-
mediate estimates of physical parameters associated with a
stream, since velocity is the result of a given physical
stream reach experiencing a given flow at a calculated
slope. Several methods were employed to estimate reasonable
instream velocities for this study.
The first technique employed for velocity estimation
was a statistical correlation of stage discharge relation-
ships provided by the United States Geological Survey for
gaging stations within the study area. Equations of the
form y = aQb can be developed from this data, with y equal
to velocity, width, or depth such that the expression for
hydraulic continuity (Q = VA) is satisfied. Data obtained
in this manner in the study area is, to a large extent, site
specific, since many stations experience upstream flow
regulation? a phenomena which precludes the application of
coefficients and exponents derived to other stream points
which are similar physically but nonregulated.
Only three stations on the Scioto were within the
modeled portion of the River: the USGS gage at Columbus (RM
27.0), a point between Shadeville and Southerly (RM 16.5),
and at U.S. Route 22 in Circleville (RM 0.0). Coefficients
relating stream flow to velocity at these points are 0.381,
0.009, and 0.055, respectively. Exponents on flow were
found to be 0.232, 0.646, and 0.379, respectively.
Estimates of stream velocities in the Scioto River have
also been made by the Ohio Environmental Protection Agency
as a part of their 303e waste load allocation responsi-
bilities. Values were obtained through a mathematical
technique which adjusted a measured set of cross sectional
data to predicted low flow cross sections and their at-
tendant stream velocities.
B-8
-------
Cross sectional measurements were also taken by con-
sultants to the State of Ohio in 1962 as a part of a flood
plain study for the Columbus area. Using the mean daily
flow at the USGS Scioto River at Columbus gage on the dates
of each measurement, a rough approximation to the stream
velocity can be made. Table B-l lists both the Ohio EPA and
the 1962 velocity estimates as a function of Scioto River
mile along with the predicted velocity at stream points
where the coefficient and exponent method is applicable.
The flow input for the treatment plants under the OEPA and
gaged approximations cause overall flow in the stream to be
near that noted in 1962, which was at somewhat higher back-
ground values with a lower plant input.
Table B-l reveals a consistent velocity trend - a
relatively slow stretch below Jackson Pike after which the
River speeds up and gradually tapers off to a fairly steady
velocity. A visual survey of USGS maps and the Scioto
itself indicated likely points for these general velocity
regimes to exert themselves due to either natural or arti-
ficial considerations acting upon channel geometry and side
conditions. Again, in an effort to envelope actual future
conditions, model sensitivity runs were conducted at velocities
+33 percent of the predicted values.
B.8 FLOW INPUTS
Effluent flows from the two Columbus wastewater treat-
ment facilities were assigned the (1995) dry weather values
attributed to them in the Environmental Assessment of the
Columbus Metropolitan Area Facilities Plan. Jackson Pike
was modeled at 100 million gallons per day (mgd), while
Southerly was modeled at 85 mgd. Other present wastewater
releases in the planning area were not modeled, since they
will most likely be contributory to one of the larger plants
by the design year. The proposed Delaware County plant on
the Olentangy River is the exception to this, and is assumed
to contribute its design flow to the stream above the study
area. Cooling releases to the Scioto River are assumed to
be an intake and once through arrangement, with no net
stream flow addition or subtraction.
Background stream flows are unusually hard to define
for the study area due to the regulated nature of many of
the streams. The Scioto River is especially affected by
regulation and withdrawals for water supply.
B-9
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At least three low flow regimes on the Scioto below
Columbus are possible and can be supported by some form of
documentation. One flow assumption would be that the Scioto
River above the Olentangy actually goes dry due to the
withdrawals experienced, and that the Olentangy flows are
those dictated by the low flow release schedule from the
Corps of Engineers dam at Delaware Lake/ as follows:
Period Discharge, cfs
July 1-10 10
July 11-20 25
July 21-31 35
August 1-20 40
August 21-31 35
Sept. 1-Oct. 31 20
Minimum Release 5
Communications with the USGS have indicated that a flow
regime which incorporates the minimum release from Delaware
Lake in conjunction with a zero flow in the Scioto above the
Olentangy is in fact far more severe statistically than the
usually modeled low flow that persists for 7 days with a ten
year recurrence (7-10)(D.
Another possible low flow regime is that which was used
by the OEPA in arriving at their waste load allocations for
the Columbus treatment facilities. This value, 18.2 cfs,
attempted to strike a balance between the minimum permissible
reservoir release and the normal low flow discharge schedule.
The USGS also maintains a computerized file for each of
their stream gaging stations which will permit the calculation
of a 7-10 (or any other statistically significant) flow.
Since upstream regulation was instituted, the 7-10 flow
reported to exist just above the Jackson Pike facility is
122 cfs. This value seems to be the best documented of the
three possibilities, and was used in all allocation activities.
Flows from streams tributary to the Scioto were input
on the basis of a USGS - specified 7-10 low flow or on a
cfs/square mile transfer of those flows to similar streams
on a direct drainage area ratio basis.
(1)Personal Communication, Richard Swisshelm, Ohio District,
USGS.
B-ll
-------
Wintertime flows were arrived at by analyzing seven
consecutive day cold weather low flows which have actually
been recorded at the Scioto River at Columbus USGS gage over
the past ten years. A value of 222 cfs, which was observed
in January, 1971, was selected as representative of a low
wintertime flow regime. This is not to be confused with a
cold weather statistically correct 7-10 low flow - it is
merely intended to provide an approximation to such si value.
Table B-2 provides a summary of significant inputs to
the stream model in terms of river mile. The velocities
tabulated are those at the median field conditions.
B.9 WASTE LOAD ALLOCATION
National Pollutant Discharge Elimination System (NPDES)
permits have been issued to both of the Columbus wastewater
treatment plants. Limitations significant to a simplified
stream modeling effort are those on dissolved oxygen (6.0
mg/1 average), BODs (8 mg/1 monthly average), and NH3~N (1.0
mg/1 summer and 2.5 mg/1 winter monthly averages). These
values correspond to the Ohio EPA definition of BACTEA (Best
Available Control Technology Economically Achievable).
Since DOSAG operates on the basis of ultimate BOD (Lo) and
ultimate nitrogenous demand (No), an adjustment to the NPDES
permit values was required. In accordance with past Ohio
EPA practice, Lo was defined as 1.5 x 6005 and No as 4.0 x
NH3~N. These release levels, along with an effluent DO of
6.0 mg/1, were used as a starting point for all model runs.
Table B-3 provides a summary of stream response to
effluent loadings from Jackson Pike and Southerly at NPDES
permit release levels. iModel sensitivity to stream velocity,
deoxygenation coefficients, and stream temperature is tabulated;
as is the seasonal variation in the stream response to the
applied load.
Figure B-3 provides a visual representation of the DO
profile in the Scioto River for the various sensitivity runs
under summer conditions. Two striking results are indicated
by the Figure. The first of these regards the "tightness",
or lack of significant variation, exhibited by the DO pro-
files under the temperature and velocity sensitivity runs.
Such a phenomena indicates that many of the uncertainties
associated with the prediction of these parameters are
relatively insignificant. Even the parameter which showed
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Figure B-4
Model Sensitivity at Winter
NPDES Release Levels : DO =6™9/l ;
L0 =12mg/| ; No =
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Southerly
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Sensitivity
Stream Velocity
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20 15
RIVER MILE
10
-------
the greatest sensitivity, deoxygenation rates, produces a
summer minimum DO below both treatment facilities which is
still less than the 5.0 mg/1 water quality standard at both
modeled levels.
The second consistent output from all modeled runs at
summer NPDES release levels is the small variation of stream
DO at the end of each run at US 22 in Circleville (6.1
mg/1 - 6.6 mg/1). Since Circleville is the next significant
discharger of wastewater in the Scioto River basin, such a
reduced upstream DO and instream pollutant load (in relation
to current conditions) will allow allocation requirements at
this facility to be established without regard to stream sag
problems caused by the Columbus releases.
Overall, the output obtained for summer conditions
would indicate that the decision is proper to require the
Columbus facilities to upgrade to their final NPDES levels
rather than to levels which are predicted to maintain present
water quality standards. Despite probable continued dissolved
oxygen violations below each release, conditions in the
Scioto will improve immensely. Evidence has indicated a
slowing of deoxygenation rates in streams that undergo
substantial load reductions - a fact which points to the
need for detailed observation and sampling of improved
stream conditions before passing judgment on any water
quality maintenance release levels.
Winter stream response upon receipt of NPDES allowable
loads were modeled to determine the impact of the higher
nitrogen releases allowed under nitrogenous stabilization
rate limiting conditions resulting from colder temperatures.
Again, as shown in Figure B-4, violations or near violations
of instream DO levels were shown on four of the five sensitivity
runs. Only the "low" deoxygenation rate condition allowed
the stream to carry the release loads without noticeable
impact. Instream oxygen levels at Circleville are again
uniformly high under all modeled winter conditions (7.3-8.4
mg/1).
Although the decision to require the present NPDES
release levels from the Columbus plants appears to be sound,
some indication of probable allocations to achieve water
quality standards is also in order. Table B-4 presents the
allocated values for the various sensitivity runs in both
summer and winter for the Jackson Pike facility. Table B-5
provides the same information for Southerly.
B-18
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-------
Summertime modeling runs for Jackson Pike indicate the
high degr-ee of treatment required at this facility under all
conditions. Releases of nitrogenous oxygen demand are re-
duced to zero under all but the least stringent (10%) rate
condition. Such an effluent limitiation would require substan-
tial additional processes at the facility, such as a break-
point chlorination and dechlorination capability. Equally
significant costs would be involved in reducing the carbona-
ceous load to the levels tabulated, which approach bcickground
stream concentrations.
Winter conditions at Jackson Pike indicate that it is
possible to release levels of nitrogenous demand equal to or
greater than that specified by the cold weather permit re-
quirement in all runs. Carbonaceous levels are more varia-
ble, with two runs indicating the need for more stringent
control than the NPDES limits, and one allowing release up
to a secondary treatment equivalency. Differences in allow-
albe DO release levels tabulated are intended to tak«5 ad-
vantage of higher oxygen solubility at lower temperatures,
with effluent DO values of 6.0 mg/1 indicating no need for
post-aeration at the plant.
Summertime allocations for the Southerly treatment
facility (Table B-5) are less stringent than those for
Jackson Pike under all modeled conditions. Nitrogenous
releases are never required to be less than permit values, *
while carbonaceous levels vary form 6 to 12 mg/1 for eight |
of the ten conditions investigated. *
Winter conditions allow nitrogenous releases to in-
crease substantially from Southerly, with two of the five
modeled runs limited by instream ammonia toxicity rather
than oxygen demand and sag. Instream nitrogen levels were
assumed to be toxic in accordance with the 1972 EPA Water
Quality Criteria which sets an upper limit for un-ionized
ammonia of 0.02 mg/1. The total ammonia exhibiting this
un-ionized fraction will vary depending upon temperature and
pH coditions. If one assumes a wintertime pH of 7.5 and a
stream temperature of 12°C, toxic conditions will exist
when the total nitrogen demand exceeds 14 mg/1. Carbon-
aceous winter allocations are always equal to or less strin-
gent than NPDES requirements, with reduced deoxygenation
rates again allowing higher release levels.
B-20
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B-21
-------
A few modeling runs, which are not tabulated, were also
done to see whether or not it would be advantageous to treat
a portion (50%) of the Jackson Pike flow at Southerly.
Results consistently indicated little, if any change, in
release requirements at Jackson Pike, while forcing Southerly
to obtain more stringent effluent levels due to the combina-
tion of higher process flow and lower upstream dilution. It
was concluded that such a treatment and release scheme would
offer no overall benefits in terms of either environmental
quality or cost savings.
The results of the modeling indicate that the following
release levels are appropriate for maintenance of stream
quality below the Columbus wastewater releases:
Table B-6
Required Release Levels (mg/1)
DO LO_ %
Summer:
Jackson Pike 6.0 4 0
Southerly 6.0 9 4
Winter:
Jackson Pike 8.8 12 14
Southerly 6.0 30 40
Facilities design activities summarized elsewhere in this
Impact Statement were predicated on these effluent levels.
B.10 HIGHER FLOW STUDIES
Although the design of the wastewater treatment facilities
is such that the Table B-6 release levels will be maintained,
it was considered desirable to determine what performance
would be allowable while still maintaining stream standards
under flow regimes higher than critical low flow. Accordingly,
modeling runs were conducted at stream flows observed over
the last ten years which represent low summer and winter
month average flows.
The average of September and October Scioto River at
Columbus USGS gage readings during this period was 379 cfs,
while January and February flows averaged 2,640 cfs. Winter
and summer temperatures were input at 28°C and 10°C, re-
spectively. Stream velocities were adjusted by using the
coefficient and exponent method at points of USGS gaging, as
described earlier.
B-22
-------
As shown in Table B-7, little change in carbonaceous
load allocations at Jackson Pike is possible for summer
conditions. An increase in flow up to the maximum monthly
average observed in the last ten years is required to even
allow the Jackson Pike facility to release at levels equal
to or less stringent than those in the NPDES permit. Release
levels at Southerly show little dependency on the summertime
upstream flow. The ultimate nitrogen release permissible is
the same at both modeled flows (28 mg/1), with toxicity
considerations dominating at the average monthly upstream
condition and oxygen sag the determining factor at maximum
average monthly flow.
Winter conditions, also summarized in Table B-7,
demonstrate the considerable factor of safety that would be
involved in maintaining water quality below each plant.
Results indicate that even temporary upset of the advanced
treatment processes with effluent degradation to secondary
equivalency levels will not cause a predicted downstream
contravention of either dissolved oxygen or toxicity standards,
B-23
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APPENDIX C
WATER QUALITY DATA
-------
Table C-l
Water Quality Standards1
(Maximum contaminant levels except where noted)
Parameter
Stream
General Stream
Standard
Warm
Water
Cold
Water
Within 500 Yards
of any public
water
supply
BACTERIOLOGICAL
Fecal Coliform - No./lOO ml
Geometric Mean
Maximum 90% less than
200
400
MISCELLANEOUS
pH - Units (1)
Maximum
Minimum
Threshold Odor No.
Radioactivity - picocuries
1
Combined radium - 226
and radium - 228
Alpha Emitters
Gross Beta Activity
Strontium 90
Tritium
96 Hour Median
Tolerance Limit
Turbidity - JTU
>6 £6.5
24 at 40°C
100
10
0.1
for any indigen-
ous aquatic
species
(1) Deviations are allowed if associated with natural causes.
These standards have been superceded by new water quality standards adopted by
the State (Ohio Administrative Code Regulations 3745-1 through 3745-1-14, formerly
EP-1-01 through EP-1-09, recodified January 31, 1977; Amended December 30, 1977;
Effective February 14, 1978).
C-l
-------
Table C-l
Water Quality Standards - Continued
(Maximum contaminant levels except where noted)
Parameter
Stream
General Stream
Standard
Warm
Water
Cold
Water
Within 500 Yards
of any public
water
supply
MISCELLANEOUS - CONTINUED
Temperature
Maximum change
above background
conditions
Other
5°F (2.8°C)
Not to exceed the
following:
Jan,Feb-50°F(10.0°C)
Mar -60°F(15.6°C)
Apr,Nov-70°F(21.1°C)
May -80°F(26.7°C)
Jun,Jul-90°F(32.2°C)
Aug,Sept
Oct -78°F(25.6°C)
Dec -57°F(13.9°C)
Freedom from sub-
stances associated
with human activi-
ties which result in
sludge deposits,
floating materials,
color, turbidity or
any other nuisance
conditions
OTHER CONSTITUENTS - mg/1
Ammonia (N)
Arsenic
Barium
Cadmium
Chloride
Chromium
Chromium (Hex)
Copper
Cyanide
Free Cyanide
Dissolved Oxygen
Average
Minimum
1.5
0.05
0.8
0.005
250
0.3
0.05
See Zinc
0.2
0.005
_
>4
17(1)
>6
0.01
0.005
(1) In spawning areas.
C-2
-------
Table C-l
Water Quality Standards - Continued
(Maximum contaminant levels except where noted)
Parameter
Stream
General Stream
Standard
Warm
Water
Cold
Water
Within 500 yards
of any public
water
supply
OTHER CONSTITUENTS - mg/1 - CONTINUED
Dissolved Solids
May exceed one
but not both
Fluoride
Foaming Agents (MBAS)
Iron (dissolved)
Lead
Manganese
Mercury
Nickel (Ni) (2)
Nitrate (N)
Oil and Grease (Hexane
soluble)
Phenols
Selenium
Silver
Copper and Zinc
(hardness as
1500
and
150 due to human
activities
1.3
0.5
1.0
0.04
1.0
0.0005
See Zinc
8
5
0.01
0.005
0.001
Hardness
0-80
80-160
160-240
240-320
>320
Ni
and
Cu Zn
0.005 0.075
0.01 0.1
0.02 0.2
0.05 0.4
0.075 0.5
500 monthly avg.
750 max. observa-
tion and
150 due to human
activities (1)
0.3
0.05
8
0.001
(1) Also applies to any water supply intake.
(2) No standard presently in regulations, value listed
suggested by Havens and Emerson, Limited.
C-3
-------
Table C-l
Water Quality Standards - Continued
(Maximum contaminant levels except where noted)
Parameter
Warm Water
Fishery
Cold Water
Fishery
STREAM MIXING ZONES - SIZE LIMITATION
Effective Width
Effective Vertical
Cross-Sectional
Area
Effective Downstream
Extension
Effective Horizontal
Area
Other
0.5w
0.33AV
5w
12 acres
0.33w
0.20AV
5w
3 acres
Shall Not
Include:
a) a drinking water supply, or
b) spawning or nursery areas
of any indigenous aquatic
species, or
Interdict:
a) the migratory routes of
any indigenous aquatic
species
STREAM MIXING ZONES - WATER QUALITY STANDARDS
96-Hour TLM for any
indigenous aquatic
species
Allowable Temperature
Change: May thru Oct.
Nov. thru Apr.
1
15°F (8.3°C)
23°F (12.8°C)
1
(5°F) (2.8°C)
(23°F) (12.8°C)
C-4
-------
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ot:
Werthinfltofi (C«)
Qoodale St. (C9)
Seioto River of.
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APPENDIX D
HISTORIC SITES
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TABLE D-l
Historic Structures and
Sites of Franklin County
Structure/Site
Location
Anson Davis House
Bergstresser Covered Bridge
Squire's Glen Farm
American Insurance Union
Citadel
Coe Mound
Columbus Country Club Mound
Samuel Davis House
East Town Street Historic
District
Franklin Park Conservatory
German Village
Ohio Asylum for the Blind
Ohio Stadium
Ohio State Arsenal
Capt. Edward V. Rickenbacker
House
Sessions Village
Trinity Episcopal Church
Union Station Entrance
4900 Hayden Run Road
West of OH 674 over Walnut
Creek
6770 Sunbury Road
50 West Broad Street
West of High Street
4831 East Broad Street
4264 Dublin Road
Roughly bounded by Grant,
Franklin Avenues, Lester Dr.,
and East Rich Street
1547 East Broad Street
Roughly bounded by Livingston
Avenue, Pear Alley, Nursey Lane,
Blackberry Alley,and Lathrop
Street
240 Parson Avenue
404 West 17th Avenue
139 West Main Street
1334 East Livingston Avenue
Both sides of Sessions Drive
125 East Broad Street
348 North High Street
-------
TABLE D-L
Historic Structures and
Sites of Franklin County
(Continued)
Structure/Site
Location
Hartley Mound
Hartman Stock Farm
Historic District
Jackson Fort
Jonathan Noble House
Holder-Wright Works
Benjamin Sells House
John Galbreath Mound
Tom Cannon Mound
Groveport Log Houses
Mark Russell House,
Gideon Hart House
Westerville High School
Vince Street School
John W. Everal Farm
Buildings
John Snow House
H.P. Jeffers Mound
North of Columbus
South of Columbus on U.S. 23
Columbus Vicinity
5030 Westerville Road
Dublin Vicinity
South of Dublin at 4586 Hayden
Run Road
West of Galloway
Georgesville Vicinity
Wirt Road, Groveport
5805 North High Street, Riverlea
7328 Hempstead Road, Westerville
44 North Vine Street,
Westerville
7610 Cleveland Avenue,
Westerville vicinity
41 West New England Avenue,
Worthington
Worthington Vicinity
-------
TABLE D-l.
Historic Structures and Sites of Franklin County
Structure/Site
Location
Description
Campbell Mound
Fort Hayes
Hays Hall
Orton Hall
Camp Chase Site
Columbus
McKinley Ave.
Cleveland Ave,
and Int. 71
Ohio State
University
Ohio State
University
2900 Sullivant
Avenue
Franklinton
Post Office
(David Dearduff House)
General William
Henry Harrison
Headquarters
(Jacob Oberdier House)
Ohio State House
Ohio Theatre
Old Governor's
Mansion (Ohio
(Archives Building)
Old, Old Post Office
72 South Gift
Street
570 West Broad
Street
S.E. corner of
High and Broad
Streets
39 East State
Street
1234 East Broad
Street
121 East State
Street
A large conical Indian burial
mound constructed during the
period 500 B.C.-400 A.D.
Established by the U.S. War
Dept. in 1863 for the manu-
facture and storage of war
materials.
1893 - The first Ohio college
building to be designed and
used exclusively for manual,
technical and domestic
instruction.
1893 - Built for Laboratory
work and as a museum.
1861-1865 - Used during the
Civil War as a training camp
for new recruits. Later
became a military prison till
1865. Prisoners' graveyard
remains.
1807 - The first post office
of Franklinton
1807 - Used as headquarters
by Gen. William Henry Harrison
during the winter of 1813-1814,
1839-1861 - Noted for its
Greek Doric style.
1928 - Noted for its extremely
ornate interior.
1904 - Noted for its Neo-
Georgian style.
1884-1887 - Noted for its.
Romanesque and Gothic style.
-------
TABLE D-l (continued)
Structure/Site
Location
Description
Peruna Drug Manufac-
turing Building
Benjamin Smith House
Lucas Sullivant
Building
Toledo and Ohio
Central Railroad
Station
Wyandotte Building
Benjamin Hanby House
Towers Hall, Otterbein
College
Orange Johnson House
New England Lodge
Worthington Manufac-
turing Company
Boarding House
Columbus cont'd
115 East Rich
Street
181 East Broad
Street
714 West Gay
Street
379 West Broad
Street
21 West Broad
Street
Westerville
160 West Main
Street
West Main and
Grove Streets
Worthington
956 High Street
634 North High
Street
25 Fox Lane
1902-1906 - One of the most
ornate commercial structures
in Columbus.
1860 - Also the home of two
Ohio governors.
1822 - House and office of
one of the first settlers
in the area.
1895 - Noted for its oriental
style tower and front entrance
and also its ornate interior.
1897-1898 - An 11-story build-
ing, it is the first skyscraper
of Columbus.
1850 - The home of song com-
poser Benjamin Hanby.
1872 - Since 1872 has served
as the main classroom build-
ing of Otterbein College.
1816 - Home of Orange Johnson,
comb manufacturer.
1820 - The oldest Masonic
Temple west of Allegheny
Mountains.
1812 - The company manufac-
tured military gear and
saddlery.
Source: The National Register of Historic Places, 1972;
and Supplement, 1974.
-------
APPENDIX E
AIR QUALITY DATA
-------
TABLE E-l
Particulates, Annual Average (in ug/rn-^)
Site
181 S. Washington Blvd.
Multipurpose Bldg. -
Fairgrounds
1313 Cheaspeake Avenue
1780 Windsor Avenue
4300 Kimberly Pky
2626 Cleveland Avenue
5750 Maple Canyon Drive
215 Norton Avenue
1016 Grandview Avenue
584 Dennis Lane
No.
Obs.
253
57
221
57
46
58
58
57
64
59
Geo
Mean
85.05
92.48
69.61
91.28
58.92
64.31
65.28
54.74
65.28
53.36
Arith
Mean
92.52
101.98
76.23.
102.09
64.59
70.62
71.47
47.50
69.42
59.29
Max
240
238
199
250
133
143
151
132
225
146
2nd
Max
238
204
168
226
124
138
135
131
141
133
Standard-Federal (secondary): 60 ug/m3 (25°C) Geometric mean
State (secondary): 60 ug/m^ (25°C) Geometric Mean, max.
-------
TABLE E-2
Sulfur Dioxide, Annual Average (in ug/m3)
Site
181 S. Washington Blvd.
1313 Cheaspeake Avenue
1780 Windsor Avenue
State Fairgrounds
395 E. Capitol Street
2626 Cleveland Avenue
5750 Maple Canyon Drive
1016 Grandview Avenue
No.
Obs.
61
57
6563*
61
61
6273*
61
50
57
50
Geo
Mean
19.85
15.54
.018*
13.68
22.82
.009*
21.02
14.97
14.35
13.70
Arith
Mean
24.21
17.81
.028*
14.57
0.17*
26.27
16.90
15.66
14.39
Max
83
69
45
131
96
58
51
37
2nd
Max
81
52
42
128
84
53
50
33
Standard - Federal (Primary): 365 ug/m3 (25°C) .14 ppm 24 hr. max, 1 per yr.
State (Secondary): 260 ug/m3 (25°C) .10 ppm 24 hr. max, 1 per yr.
Sampling Interval, 1 hour; units, ppm.
-------
Table E-3
Nitrogen Dioxide, Annual Average (in ug/m3)
Site
181 S. Washington Blvd.
1313 Cheaspeake Avenue
1780 Windsor Avenue
State Fairgrounds
395 E. Capitol Street
2626 Cleveland Avenue
5750 Maple Cayon Avenue
1016 Grandview Avenue
No.
Obs.
60
57
2712*
60
61
61
49
56
49
Geo
Mean
46.43
34.91
.031*
28.51
46.53
38.67
29.32
35.93
29.12
Arith
Mean
53.00
41.21
.055*
32.23
51.59
44.00
37.82
44.18
35.67
Max
114
86
62
94
94
117
94
71
2nd
Max
96
77
56
88
85
91
92
69
Standard - Federal (Secondary): 100 ug/m3 (25°C) .05 ppm Arith. mean
State (Secondary): 100 ug/m3 (25°C) .05 ppm Arith. max.
Sampling Interval, 1 hour; units, ppm.
-------
TABLE E-4
Ozone, Annual Average (in ppm)
Site
1313 Cheaspeake Ave.
395 E. Capitol Street
5750 Maple Canyon Drive
No.
Obs.
8470*
3326*
5343*
Geo
Mean
.014
.009
.007
Arith
Mean
.026
.017
.011
Standard - State (Secondary): 119 ug/m3 (25°C),
.06 ppm 1 hr. Arith. mean max
Sampling interval, 1 hour
-------
TABLE E-5
Nonmethane Hydrocarbons, Annual Average (in ppm)
Site
1313 Cheaspeake Avenue
No.
Obs.
6995*
Geo
Mean
1.25
Arith
Mean
2.13
Standard - Federal (Secondary):
State (Secondary):
160 ug/m3 (25°C) .24 ppm
3 hr. max. 1 per yr.
126 ug/m3 (25°C) .19 ppm
3 hr. Arith mean max, 6-9 A.M.
Sampling interval, 1 hour
-------
APPENDIX F
INTERCEPTOR ALTERNATIVE DESIGN TABLES
-------
Table F-l
West Scioto Alternative Design
Dry
Weather
Slope Year 2000 Flow Peaking
Peaked Design Pipe
Flow Flow Size
Section (%)
Population (ragd) Factor (mgd) (mgd)
(inches)
Low Level
#1 to
#2 to
#3 to
#4 to
#5 to
High
#1 to
#2 to
#3 to
#4 to
#5 to
#2
#3
#4
#5
#6
Level
#2
#3
#4
#5
#6
0.07
0.06
0.06
0.04
0.06
0.15
0.15
0.15
0.83
0.10
Modification to
#1 to
#2 to
#3 to
#4 to
#5 to
12
#3
#4
#5
#6
0.15
0.15
0.15
0.83
0.10
16,800
25,200
30,200
33,600
42,600
16,800
25,200
30,200
33,600
42,600
High (add
31,800
40,200
45,200
48,600
57,600
1.
2.
3.
3.
4.
1.
2.
3.
3.
4.
15,000
3.
4.
4.
4.
5.
68
52
02
36
26
68
52
02
36
26
people
18
02
52
86
76
3.20
2.95
2.85
2.75
2.60
3.20
2.95
2.85
2.75
2.60
from
2.80
2.65
2.60
2.55
2.45
5
7
8
9
11
5
7
8
9
11
.38
.43
.61
.24
.08
.38
.43
.61
.24
.08
Delaware
8
10
11
12
14
.90
.65
.75
.39
.11
10.
14.
16.
18.
21.
10.
14.
16.
18.
21.
55
58
88
12
72
55
58
88
12
72
36"
42"
48"
48"
48"
36"
36"
36"
36"
48"
County)
17.
20.
23.
24.
27.
46
89
04
30
67
42"
42"
42"
42"
48"
F-l
-------
Table F-2
Big Run Alternative Design
Section
#1 to #2
#2 to #3
#3 to #4
#4 to #5
#5 to #6
Slope Year 2000
(%) Population
0.05
0.30
0.12
0.12
0.12
1,700
2,500
4,400
10,400
10,400
Dry
Weather
Flow
(mgd)
0.17
0.25
0.44
1.04
1.04
Peaking
Factor
4.60
4.20
80
3,
3,
40
Peaked
Flow
(mgd)
0.78
1,
1,
3,
05
67
54
Design
Flow
(mgd)
Pipe
Size
(inches)
3.40
3.54
1.58
2.06
3.28
6.93
6.93
18"
18"
21"
27"
27"
F-2
-------
Table F-3
Minerva Park Alternative Design
Dry
Weather Peaked Design Pipe
Slope Year 2000 Flow Peaking Flow Flow Size
Section (%) Population (mgd) Factor (mgd) (mgd) (inches)
#1 to #2 0.80 1,200 0.12 5.00 0.60 1.18 12"
#2 to #3 0.80 3,100 0.31 4.05 1.26 2.46 15"
#3 to #4 1.00 3,500 0.35 3.95 1.38 2.71 15"
#1 to #2 0.80 1,900 0.19 4.45 0.85 1.66 12"
F-3
-------
Table F-4
Alternative A Design for Big Walnut,
Rocky Fork, and Blacklick Creek
Slope
Section (%)
Big Walnut
#1 to #2 0.10
#2 to #3 0.10
Dry
Weather Peaked Design
Year 2000 plow Peaking Flow Flow
Population (mgd) Factor (mgd) (mgd)
14,000
21,300
1.40
2.13
3.25
3.00
4.55
6.39
8.92
12.53
Pipe Size
(inches)
36
36
Rocky Fork
#1 to #2 0.20 9,000 0.90 3.50
#2 to #3 0.20 11,300 1.13 3.40
#3 to #4 0.10 17,800 1.78 3.15
#4 to #5 0.50 17,800 1.78 3.15
3.15 6.18
3.84 7.53
5.61 10.99
5.61 10.99
24
27
36
36(*)
Blacklick
#1 to #2
#2 to #3
#3 to #4
#4 to #5
0.40 7,300 0.73 3.60 2.63 5.15
0.30 16,300 1.63 3.20 5.22 10.23
0.30 37,400 3.74 2.70 10.10 19.80
0.30 41,900 4.19 2.60 10.89 21.36
21
27
36
36
(*)Size was not decreased in order to maintain same hydraulic
characteristics downstream.
F-4
-------
Table_F-5
Alternative B Design for Big Walnut,
Rocky Fork, and Blacklick Creek
Section
Slope Year 2000
(%) Population
Big Walnut
#1
#2
#3
to
to
to
#2
#3
#4
0.
0.
0.
20
20
10
3,
14,
21,
,000
,000
,300
Dry
Weather Peaked Design
Flow Peaking Flow Flow
(mgd) Factor (mgd) (mgd)
0.30
1.40
2.13
4.05
3.25
3.00
1.22
4.55
6.39
2.38
8.92
12.53
Pipe Size
(inches)
18
27
36
Rocky Fork
#1
#2
#3
#4
PS
#2
to
to
to
to
to
to
#2
#3
#4
BL#2
#2
#3
0.
0.
0.
0.
FM
0.
20
20
10
15
(b)
20
9
11
17
17
(6
,000
,300
,800
,800
,200)
0.90
1.13
,78
1.
1.
78
0.62
3.50
3.40
3.15
3.15
3.00
(a)
3.15 6.18
3.84 7.53
5.61 10.99
5.61 10.99
1.87
1.87
24
27
36
36
Existing 15
Blacklick
#1 to #2 0.40 5,900
#2 to #3 0.40 25,100
#3 to #4 0.30 34,100
#4 to #5 0.30 59,700
0.59 3.65 2.15 4.22 18
2.51 2.95 7.40 14.52 30
3.41 2.75 9.38 18.39 36
5.97 2.40 14.33 28.09 42
(a) For pump station a peaking factor of 3 was used to be
conservative on its design.
(b) When population of force main reaches 6,200, either the
existing 15" must be replaced as well as enlarging the
pump station or a gravity sewer to serve this area must
be constructed.
F-5
-------
Table F-6
Alternative C Design for Big Walnut,
Rocky Fork, and Blacklick Creek
Slope
Section (%)
Big Walnut
#1 to #2 0.10
#2 to #3 0.10
Rocky Fork
#1 to #2 0.20
#2 to #3 0.20
#3 to #4 0.20
#4 to #5 0.10
#5 to BL#2 0.15
Blacklick
#1 to #2
#2 to #3
#3 to #4
#4 to #5
#5 to #6
0.40
0.40
0.30
0.30
0.30
Year 2000
Population
11,300
18,600
4,000
11,700
14,000
20,500
20,500
5,900
27,900
36,800
58,000
62,400
Dry
Weather Peaked Design
Flow Peaking Flow Flow
(mgd) Factor (mgd) (mgd)
1.13
1.86
0.40
1.17
1.40
2.05
2.05
0.59
2.79
3.68
5.80
6.24
3.40
3.10
3.85
3.35
3.25
3.05
3.05
3.65
2.90
2.70
2.45
2.40
3.84
5.77
1.54
3.92
4.55
6.25
6.25
2.15
8.09
9.94
14.21
14.98
7.53
11.31
3.02
7.69
8.92
12.26
12.26
4.22
15.86
19.48
27.86
29.36
Pipe Size
(inches)
30
36
18
27
27
36
36
18
30
36
42
42
F-6
-------
Table F-7
Alternative D Design for Big Walnut,
Rocky Fork, and Blacklick Creek
Section
Slope
Big Walnut
#1 to #2 0.10
#2 to #3 0.10
Year 2000
Population
14,000
21,300
Dry
Weather
Flow
(mgd)
1.40
2.13
Peaking
Factor
3.25
3.00
Peaked Design
Flow Flow
(mgd) (mgd)
4.55
6.39
8.92
12.53
Pipe Size
(inches)
36
36
Rocky Fork
FM to Gr. -
Gr. to
Existing 0.28
5,000
5,000
0.50
0.50
3.00
3.75
(a)
1.50 2.94
1.88 3.68
2-8" FM
18
Blacklick
FM to Gr. - 22,000
Gr. to
Existing 1.1 22,000
2.20
2.20
3.00
3.00
(a)
6.60 12.94
6.60 12.94
2-16" FM
24
(a) A peaking factor of 3 was used to be conservative in the force
main and pump station design.
F-7
-------
Table F-8
Slope
Section (%)
Alternative
East
Branch
Main
Branch
Main "
Branch
Main
Branch
Northeast
Alternative
East
Branch
Canal In-
terceptor
Main
Branch
Main
Branch
Main
Branch
Main
Branch
Main
Branch
Northeast
A
0.12
0.15
0.16
0.16
0.16
B
0.19
0.09
0.09
0.10
0.09
0.09
0.10
0.16
Groveport Alternative Design
Dry
Weather
Year 2000 Flow Peaking
Population (mgd) Factor
5,200
10,400
2,100
2,100
1,200
1,500
4,900
10,400
8,700
2,000
2,000
6,900
1,200
0.52
1.04
0.21
0.21
0.21
0.15
0.49
1.04
0.87
0.20
0.20
0.69
0.12
3.70
3.40
4.35
4.35
5.00
4.75
3.75
3.40
3.50
4.4
4.4
3.6
5.00
Peaked
Flow
(mgd)
1.92
3.54
0.91
0.91
0.60
0.71
1.84
3.54
3.05
0.88
0.88
2.48
0.60
Design Pipe
Flow Size
(mgd) (inches)
3.77
6.93
1.79
1.79
1.18
1.40
3.60
6.93
5.97
1.73
1.73
4.87
1.18
24"
27"
18"
18"
15"
15"
24"
30"
27"
18"
18"
27"
15"
F-8
-------
APPENDIX G
PRM No. 77-8
FUNDING OF SEWAGE COLLECTION
SYSTEM PROJECTS
-------
^ .gpv \ UNITED STATES
* *•*&* ~ ENVIRONMENTAL PROTECTION AGENCY
I ^w7 2 REGION v
230 SOUTH DEAPBORN ST
CHICAGO. ILLINOIS 50604
OCT 18 1977
NOTICE
REGION V IMPLEMENTATION OF PROGRAM REQUIREMENTS MEJCRANDCM (PRM) 77-8,
FUNDING OP SEVRGE COLLECTICN SYSTEM PROJECTS
The purpose of this notice is to inform applicants/grantees with active Step 1
(facilities planning) projects about the subject PRM 77-8. Where the Step 1
facilities plans involving collection sewers have not yet been approved, the
full requirements of the PRM 77-8 are in effect.
Basically, the PRM-provides clarification of the EPA policy and does not levy
any fundamentally new requirements. Rather it refines the previous Agency pol-
icy by providing for a more rigorous review of grant application requirements
to insure compliance with the following statutory and regulatory criteria:
1) The area under consideration for collection sewers must have substantial
human habitation in existence on October 18, 1972.
2) The proposed collection system must ab .te a public health has:ard, ground-
water contamination problem, or a surface water quality violation.
3) The proposed collection system, including treatment cost, must be cost-
effective when compared to other alternatives such as non-sewered solu-
tions, e.g., septic tanks.
4) The proposed system must be designed so that the bulk (generally two-
thirds) of the flow design capacity through the collection sewers will
be for wastes originating from the community (habitation) in existence
en October 18, 1972.
5) The project costs including those items identified under III. C. in PEM
77-8 must have been publicly displayed or disclosed to the anticipated
users.
Region V is conaitted to ensure that grants for colleccion sewers are neces-
sary, cost-effective and meet applicable statutory and regulatory requirements
including the policy set forth in PRM 77-8. We urge your cooperation in sub-
aitting facilities plans which ;aeet the stated requirements."
Copies of the PRM and additional EPA guidance to implement the PSM are
attached.
Charles H. Sutfin
Director, Water Division
Attachments
-------
Attachment U
REGION V, EPA GUIDANCE FOR THE EVALUATION OF LESS COSTLY TREATMENT SYSTEMS
Institutional Arrangements and Physical Alternatives
Institutional solutions utilizing existing individual systems can
be quite varied. Four possible arrangements are as follows:
1. Improvement and operation of existing systems by individual users;
present users retain ownership; inspection program by municipality.
2. Same as #1 with a municipally supported maintenance program available
to owners (honey wagon, construction aid, etc.).
3. Improvement of existing systems by municipality; operation, maintenance
and ownership by municipality.
4. Improvement of existing systems with Federal Section 201 funds as
per Draft Guidance forwarded to you on October 20/ 1976; operation, main-
tenance/ and ownership by municipality.
The selection of the institutional .solution will be decided on a case-
by-case basis depending on the problem, legal constraints, availability
of funds and other considerations.
Municipal ownership of individual systems, as used above, must include
free access for inspection, maintenance and construction purposes, and can
be accomplished by any legally binding method such as an easement.
A portion of the cost of developing an implementation program, such as
municipal ownership and maintenance for the above institutional solutions,
may be eligible for Section 201 funds.
-------
Attachment f2
REGION V, EPA GUIDANCE FOR EVALUATION OF LESS COSTLY TREATMENT SYSTEMS
Method for Evaluating Existing System Alternatives
To comply with the requirements of PRM 77-8 / and to minimize the
potentially high Facilities Plan costs of analyzing the alternative of
retaining existing individual waste treatment systems, the evaluation
of this alternative should be completed in accordance with the following
procedures:
Stage 1
1. Determine the effect on surface and groundwater quality of treatment
received from individual wastewatar treatment systems. A distinction
must be made between relatively isolated local water quality problems
and more widespread problems causing a public health hazard or signifi-
cant water quality degradation. The applicant shall provide evidence
in the form of stream sampling and discharge data to support allegations
of a pollution problem. If no degradation can be documented, conclude
the analysis and transmit the results of the water quality monitoring
to the State pollution control agency for evaluation. If water quality
standards have been violated by discharges from individual wastswater
treatment systems, the analysis should be continued.
2. Check existing soil maps.
3. Check county health department for existing information.
4. Determine the type of water system used in the planning area. I
water is obtained from wells, their location relative to existing and
potential soil absorption fields should be identified.
5. Determine the present condition of septic systems. A community
survey must be conducted to determine the number of disposal systems in
the community, and the number, nature and location of malfunctioning
systems.
6. Where failure exists, the reason for failure should be identified
(i.e., age, capacity, frequency of cleaning, lot size, as well as clear
water and garbage grinder connections). A determination of the final
discharge point of the system (storm drain, soil, etc.) also needs to
be included. This information should be compiled to project the number
and distribution of individual systems that could work in the area.
It should be emphasized that past performance is far more indica-
tive of future performance than theoretical predictions. Thus, if seme
'systems in a community are operating properly, an analysis is necessary
to provide direction for rehabilitation of malfunctioning systems.
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- 2 -
Further, minimum site, soil and lot size requirements for optimal
operation of absorption fields found in the literature should not be
applied to existing systems where past performance indicates successful
operation.
At the conclusion of Stage 1, we request that the applicant consult
the State agency and U.S. EPA prior to proceeding to Stage 2. In this
way, we can jointly evaluate- whether a cost-effective analysis, in
accordance with PBM 77-8, should be completed at that time or delayed
until completion of Stage 2.
Stage 2
This stage includes appropriate field analysis including percola-
tion, dye and smoke testing to determine the discharge points of those
systems not determined by the community survey and to predict the future
viability of existing, rehabilitated and new absorption fields. If per-
colation rates are an issue, separate representative percolation tests
should be performed for each different soil type in the community.
Percolation tests should be performed in conformance with appropriate
local and State codes.
Preparation of the.Cost-Sffective Analysis
On the basis of the results'obtained in the comnunity survey and,
if necessary, the field analysis, alternatives to conventional sewage
collection and treatment shall be provided which specifically list the
capital, operation and maintenance costs and methodology involved in:
1. Upgrading malfunctioning systems.
2. Maintaining currently functioning systems that can be expected to
malfunction during the planning period because of age or inadequate
design.
3. Providing alternative collection and treatment measures for those
users whose systems cannot reasonably be expected to function. These
measures should include investigating the use of the mound septic
system, sand filter systems, and septic systems serving small, clusters
of users; community septic systems; small diameter, pressure anc vacuum
sewers; and holding tanks for small portions of the community.
4. Utilizing combinations of the above solutions.
To provide the public with the necessary information for an adequate
evaluation of the options available, the analysis of the alternative(s)
to conventional collection and treatment and the data upon which it is
Jpased, especially the community survey, need to be discussed in some
detail at the public hearing. This discussion should include the
nature and extent of the community's problem, an outline of the costs
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- 3 -
of the alternatives considered, and the distribution of these costs.
This is especially LTiportant where on-site disposal is less costly and
likely to not solve isolated nuisance discharges. It is the citizens
themselves who must choose the appropriate solution in these cases.
In summary/ EPA is looking toward the engineering profession to be
innovative in dealing with the problems of small communities. Further,
EPA is coirmitted to provide whatever financial and technical assistance
available to obtain solutions for small communities equivalent to their
problems.
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UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
'WASHINGTON. D C. 20460
" 1 Mt'l 1"7'»
'- 1 c'-.i to/ /
CONSTRUCTION GRAETS
Program Requirements Memorandum
NO. 77-8 THE ADMINISTRATOR
ND134 FOR Regional Administrators-
SUBJECT: Fundong of Sewage Collection System Projects
I. PURPOSE
This memorandum summarizes Agency policy on the award of grants for
sewage collection system projects under P.L. 92-500.- It sets forth
guidance for rigorous review of grant applications to ensure that proposed
projects meet the established requirements of the law and regulations,
II. DISCUSSION
Sewage collection systan projects may be grant eligible projects
under P.L. 92-500 (the Act). Eligibility is limited, however, by Section
311 of the Act which provides for funding of collection systems only 1)
•for the replacement or irajor rehabilitation of an existing collection
system or 2) for new collection systems in existing cuaiiunities.
Sewage collection systems are defined in 40 CFR 9 35.905-19 as:
For the purpose of 3 35.925-13, each, and
all, of the canrcn lateral sewers, within a
publicly-cwnea trea-teent system, which are
primarily installed to receive wastewaters
direcrly fron facilities which convey wastewater
fron individual structures or froa private
property, and which include service connection
"Y" fittings designed for connection with those
facilities. The facilities which convey '.vasts-
water from individual structures or from private
property to the public lateral sewer, or its
equivalent, are specifically excluded from the
definition, with the exception'of pumping units,
and pressurized lines, for individual structures
or groups of structures when such units are COST:
effective and are owned and maintained by the
grantee.
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The eligibility of savage collection system projects; is farther
defined in 40 CFR S 35.925-13 which reads:
That, if the project is for, or includes
savage collection systsn v.ork, such work (a) is
for replacement or major rehabilitation of an
existing sewer systsn purs-cant to S 35.927-3(a)
and is necessary to the total integrity and
performance of the waste treatment v.orks
servicing such coninunity, or (b) is for a new
sewer system in a courrunity in existence on
October 18, 1972, with sufficient existing or
planned capacity to adequately treat such collected
sewage. Replacement or major rehabilitation of
an existing sever systsi may be approved only if
.cost effective and must result in a sewer system
design capacity equivalent only to that of the
existing systsn plus a reasonable amount for
future growth. A ccnmunity, for purposes of
this section, would include any area with sub-
stantial hurran habitation on October 18, 1972.
No award may be made for a new saver system in
a caiitiunity in existence on October 18, 1972
unless it is further determined by the Regional
Administrator that the bulk (generally two-thirds)
of the flow design capacity through the sever
system will be for wasts waters originating fran
the corrniunit?/ (habitation) in existence on
October 18, 1972.
This section of the E?A regulations implements Section 211 of
P.L. 92-500.
All treatment works funded under the construction grauits program
must represent the most cost effective alternative to comply with the
requirements of the Act. Treatment -.vorks are defined in Section 212 to
include sewage collection systems. EPA cost-effectiveness; rsquirsr.ents.
are found in 40 CFR 3 35.925-7 and in Appendix A to 40 CFR Part 35.
A large-number of ne.v collection system projects have appeared en
FY 1977 State project priority lists. The lists contain both individual
collection system projects and collection systems associated with treat-
ment plant and interceptor se-ver projects. Many of these projects may
not meet the eligibility and cost-effectiveness requirements set forth
above.
Funding must be denied for all collection system projects which are
not grant eligible or not cost-effective. This is important for toe
reasons. First, the requirements of the regulations must be satisfied.
Secondly, the funding of collection' system projects net mere ting the
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eligiblity and cost-effectiveness requirements vn.ll ccrrrait limited
Federal dollars to projects v,nich provide fewer pollution control benefits
than more needed treatment plants and interceptors.
Public disclosure of costs is a fundamental prerequisite for all
grants projects, including collection systems. Program Requirements
Memorandum 76-3, "Presentation of Local Government Costs of Wastewater
Treatment Works in Facility Plans," August 16, 1976, requires that cost
information be presented at all public hearings held on facility plans
after January 2, 197,7. However, public hearings were held on many
collection system projects prior to this date. Special measures are
necessary to ensure the pobiic is aware of the cost implications of
collection systems prior to their approval.
The following policy is • to be followed in reviewing future grant
applications for collection system projects. This policy supplements
all existing Agency regulations and policy statements. It dees not levy
any fundamentally new requirements, bat provides guidance for more
rigorous review of grant applications to ensure that proposed projects
meet the established requirements of the law and regulations. Compliance
with this policy will help to assure that only grant eligible and cost-
effective collection system projects *are funded by EPA.
III. POLICY
«
EPA policy on the funding of sewage' collection systems is as follows:
A. Substantial human habitation
New collector sewer projects are eligible for funding only in a
community in existence on October IS, 1972, with sufficient existing or
planned capacity to treat adequately such collected sewage. The Title
II regulation states in Section 35.925-13 that a community would include
any area with substantial human habitation on October 18, 1972. The
bulk (generally two-thirds) of the flew design capacity through- the
se*-er system is to be for wastewaters originating from the habitation.
The Agency policy is that closely populated areas with average
densities of 1.7 persons per acre (one household for every two acres) or
more on October 13, 1972, shall be considered to meet the requiranent
for "substantial human habitation". Population density should be evaluated
block by block or, where typical city blocks do not exist, by areas of 5
acres or less. The "tr.>o-thirds" rule would apply with±n each area
evaluated when making a decision on collector se.ver eligibility.
Densities of less than one household for every two acres rarely
result in sericus localized pollution or public health prcblerrs from the
use of properly operated on-site sysrems. These areas should not be
.considered to have had, on October 18, 1972, substantial habitation
warranting collection servers from a pollution control standpoint.
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B. Cost-Effectiveness
New collector sewers must be proven in the facility plan to be
necessary and cost-effective in addition to being eligible under the
definition of "substantial human habitation" and the twc-thirds rule.
New collector severs should be funded only when the sys terns in use
(e.g. septic tanks or rsw discharges from hares) for disposal of wastes
frorti the existing copulation are creating a public health problem, con-
taminating grounc.w-a.cer, or violating the point source discharge require-
ments of the Act. Specific documentation of the nature and extent of
health, groundvater and discharge problems must be provided in the
facility plan. Where site characteristics are considered to restrict
the use of on-site systems, such characteristics, (e.g. groundwater
levels, soil permeability, topography, geology, etc.) itrust 'be docirr.er.ted.
by soil maps, historical data and other pertinent information.
The facility plan must also document the nature, number ard location
of existing disposal systems (e.g. septic tanks) which are malfunctioning.
A comiunity survey of individual disposal systems is recorrrnended for
this purpose, and is grant eligible.
In addition, the facility plan, must demonstrate, where population
density is less than 10 persons per acre, that alternatives are clearly
less cost-effective than new gravity collector sever construction and
centralized treatment. Such alternatives are cited in the previous
Administrator's memorandum of December 30, 1975, subject: "Encouraging
Less Costly Wastewatar Facilities for Small Ccrrtttunities11 ard Mr. Rhstt's
memorandum of August 13, 1976 en "Eligibility of Septic Tanks and other
Small Treateent Systems". A draft guidance document accompanied the
August 18 memorandum. The draft policy represents the policy of the"
.Agency until issued in final form.
The alternatives to be evaluated include the following-:
- measures to improve operation and maintenance of existing septic
tanks including more frequent inspections, timely puspcuts, and
prohibition of garbage grinders.
- new septic tanks
- holding tanks and "honey wagons"
- various means of upgrading, septic tanks, including mounds,
alternate leaching fields and pressure sewers
- other systems to serve individual households or a cluster
of households. Such systems include, for example, wastewater
separation, water conservation and recycle syster.s where feasible.
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The facility plan, wnare applicable, must examine alternatives such
as limited sewer service for a portion of a cot-muni ty. For example,
septic systems work very well in many srrall towns except in one isolated
area such as a business district where open space for adequate en-site
disposal is not available.
c* Public Disclosure of Costs
All projects, including collection systems, on which public hearings
were held after January 2, 1977, roust comply fully with the requirements
of Program Requirements Memorandum 76-3 prior to approval.
Agency policy is to ensure public disclosure of the costs of any
collection system projects where a public hearing was held on or before
•January 2, 1977. Such disclosure -shall take the form of a prominently
published notice in a local newspaper, and the cost is grant eligible.
The Agency shall pay the cost of the notice if necessary to expedite the
project.
The notice shall include the estimated monthly charge for operation
and maintenance, the estimated monthly debt service charge, the estimated
connection charge and the total monthly charge to a typical residential
customer for the new collection system being funded and any other associated
wastewater facilities required. Such associated facilities . would include
new treatment capacity needed to handle the flows from the ne// collection
system.
The charges may be only rough estimates, and may be presented as a
range of possible costs when major unknowns exist such as whether or not
substantial parts of the project are grant eligible.
IV.
The States are to be advised of the issuance of this policy at
once. All pending and future grant applications for collection system
projects or projects containing collection systems are to be reviewed
for compliance with this policy .
The requirements of sections III-A and III-C are effective immediately.
'The requirements of S«=ction III-B are effective immediately for all
projects which have received a step 1 facility planning grant but have
not yet received approval of their facility plan.
For all other projects, the recuirsrants of section IH-3 are
effective "'mrrediately unless the Regional Administrator determines, from
information in the facility plan and other sources, that a project is
necessary and ccst-effeccive even thcugh the full documentation recruired
by section III-B is not available. In "any case, the full requirements
of section III-3 shall apply without excepticn to all 'projects being
reviewed for funding after September 20, 1377.
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V. REFERENCES
A. Sections 201, 211, 212, P.L. 92-500.
B. 40 CFR S3 35.905-19, 925-7, 925-13, Appendix 3.
C. PRM 76-3, "Presentation of Local Government Costs; of Wastewatar
Treatment Works in Facility Plans", August 15, 1976.
D. Memorandum to Regional Administrators frou Russell E. Train,
"Encouraging Less Costly Wastswater Facilities For Small
Connunities", December 30, 1976.* ..
E. Msnorandum to Regional Acatinistratcrs frou John p. Rhstt, "Less
Costly Treatment Systsrs", August /IS, 1S76./ / \
[U J -
DouglasJM. Costle
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APPENDIX H
COMBINED SEWER OVERFLOWS
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APPENDIX H
COMBINED SEWER OVERFLOWS
H.I BACKGROUND INFORMATION
H.I.I Present Conditions
The City of Columbus has almost 12,000 acres of area
served by combined sewers. This constitutes approximately
12 percent of the present service areas of the two Columbus
wastewater treatment plants.
Flow from the 2,500 acres of the combined area tributary
to the Southerly Treatment Plant may discharge through only
one regulated point: the Alum Creek Storm Standby Tank.
This tank receives flow from a 108-inch interceptor and
passes it through a 48-inch square regulator gate which is
presently set at an 8-inch opening. When large quantities
of storm water are added to the sanitary flow the regulator
gate acts as an orifice which passes a fraction of the total
flow and impounds the remainder until it overflows into the
storm standby tank. The standby tank is designed to treat
influent flows by sedimentation and to collect floating
material before discharging to Alum Creek.
The remaining 9,400 acres of combined area contributes
flow to the Jackson Pike Plant. Flow is collected by
numerous interceptors, each of which must pass through a
regulator before entering the Olentangy Scioto Intercepting
Sewer (O.S.I.S.). Each regulator is composed of a system of
sluice gates for interception and weirs for overflow. Table
H-l describes the 17 regulators which discharge flow into
the O.S.I.S.
Table H-l also describes the six regulators in the
Jackson Pike system which are not part of the O.S.I.S.
network above the Whittier tanks. The Old Main and South
Side interceptor sewers each have two regulators. Two
regulators also exist on the west side of the Scioto River.
The Sullivant Avenue regulator has its overflow blocked,
preventing any discharge. Apparently, the bypass into which
the Harmon Avenue regulator overflows has not been used by
the Jackson Pike treatment facility for over two years,
indicating total interception of the flows from the separate
sewer area above this point.
Flows in the O.S.I.S. can be ultimately regulated by
the Whittier Street Storm Standby Tanks. The Jackson Pike
Plant has controls onsite to automatically shutdown and
H-l
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Table H-l
Present Regulators
Description
Location
Hudson Street
Doe Alley
Frambes Avenue
Indianola Avenue
King Avenue
Third Avenue ^ '
First Avenue
Henry Street (1) (2)
West Street
Chestnut Street
Spring Street
Long Street
Broad Street
Town Street
Rich Street
Pipe
Regulated
48" Sewer
33"
66"
8'
24"
36"
84"
15"
24"
96"
60"
117"
72"
36"
84"
42"
96"
72"
49"
Sewer
Sewer
Sewer
Sewer
Sewer
Sewer
Sewer
Sewer
Sewer
Sewer
Sewer
Sewer
Sewer
Sewer
Sewer
Sewer
Sewer
x 60"
Sewer
Size of
Opening to
Interceptor
24" x 24"
Sluice Gate
18" x 18"
Sluice Gate
48" x 36"
Sluice Gate
54" x 54"
Sluice Gate
24" x 36"
Sluice Gate
48" x 48"
Sluice Gate
20" x 20"
Sluice Gate
72" x 48"
Sluice Gate
30" Diameter
Sluice Gate
66" x 66"
Sluice Gate
30" x 30"
Sluice Gate
30" x 36"
Sluice Gate
30" x 48"
Sluice Gate
38" x 48"
Sluice Gate
36" Diameter
Sluice Gate
Interceptor
Discharge to
O. S.I.S.
O.S.I.S.
0. S.I.S.
O.S.I.S.
O.S.I.S.
O.S.I.S.
O.S.I.S.
O.S.I.S.
O.S.I.S.
O.S.I.S.
O.S.I.S.
O.S.I.S.
O.S.I.S.
O.S.I.S.
O.S.I.S.
H-2
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Table H-l - Continued
Present Regulators
Description
Location
Pipe
Regulated
Size of
Opening to
Interceptor
Interceptor
Discharge to
Peters Run
Whittier Street
Cozzins Avenue
Spring & West
Street
Moler Street
Markison Avenue
120" x 66"
Sewer
36" Sewer
96" Sewer
24" Sewer
60" Sewer
72" Sewer
Sullivant Avenue^ ' 48" Sewer
(3)
Harmon Avenue
78" Sewer
54" x 54"
Sluice Gate
36" x 36"
Sluice Gate
16" Flap Gate
Float Actuated
16" Flap Gate
Float Actuated
36" x 36"
Sluice Gate
30" x 30"
Sluice Gate
12" x 12"
Sluice Gate
24" x 24"
Sluice Gate
O.S.I.S.
O.S.I.S.
Old Main Int.
Old Main Int.
South Side Int.
South Side Int.
O.S.I.S. (after
Whittier Tank)
O.S.I.S. (after
Whittier Tank)
(1) Sewers Cross Connect - able to share flows.
(2) Overflow intercepted by Cozzins Avenue Regulators.
(3) Overflow blocked.
H-3
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bypass the flow from the O.S.I.S. through the storm standby
tanks by activating a regulator gate. If the Jackson Pike
Plant does not control the closure of the regulator at the
Whittier tanks, the gate automatically holds the level of
flow through the O.S.I.S. at or below U.S.G.S. Elevation
705.
H.I.2 Present Plans
A sewer system evaluation survey for the combined areas
has been authorized by the City of Columbus. This study
will be performed by consultants to the City, and is expected
to be completed by mid-1978. The City of Columbus has
separated several sections of the combined sewered area.s
over the past 10 to 12 years, with the most recent being an
area near the Ohio State University. These improvements
have all been completed using local funds.
A bond issue was recently passed which included $30.7
million for sewer separation. Three areas are presently
being considered for separation. They are:
Milo-Grogan Area - Approximately 1,100 cicres
of area located between the Ohio State Fair-
grounds and the Penn Central Railroad. This
area is presently undergoing detailed engineer-
ing design.
East Central Area - Approximately 2,500
acres, or roughly the entire combined area in
the Southerly service district. This area is
presently undergoing engineering design,, with
the lower portion being done in detail.
Lower West Side - Roughly 1,900 acres, including
all combined sewers west of the Scioto River.
This area is presently under detailed engineer-
ing design for both sewer separation and
sanitary relief sewers, with 40-50% of zhe
planned work presently under contract for
construction.
Figure H-l provides an overview of the total combined
areas along with a delineation of those undergoing study for
separation.
H.2 MATHEMATICAL CHARACTERIZATION OF OVERFLOWS
This Section describes and documents the data and
results for input information into a mathematical model of
the combined overflows along with the model output.
H-4
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Figure H-l
Combined Sewer
Areas
FRANKLIN NO. I
TRUNK SEWER
JACKSdN PIKE
WASTEWATER T^EATMEN
PtAN
Combined Sewer Area
plH Combined Sewer Area, currently under ttudy to b* separated
Boundary of Wastewater Treatment Plant Service Area
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H.2.1 Precipitation
Five years of precipitation records for the Columbus
area (1971-1975) were evaluated in an attempt to establish
probable precipitation effects. Three types of occurences
were chosen to illustrate precipitation effects on combined
overflows. Numbers of events, as well as total duration
time for each, were grouped for rainfall events below 0.25
inches, 0.50 inches, and 1.4 inches (a one year/three-hour
duration storm).
Table H-2 gives information as to duration, intensity,
and percent exceedance of each range between these precipi-
tation events. The one year storm event with three hour
duration was chosen as critical, since several of the combined
areas were calculated to have a time of concentration which
approached three hours.
H.2.2 Overflow Quantities
Using the reported average intensities in conjunction
with planimetered areas, the Rational Method (Q = CiA) was
used to find peak runoff quantities from the areas served by
combined sewers. The "C" values in the Rational equation
were found by using the Hoad-McKee method, which considers
percent imperviousness and duration time. For a duration of
three hours the "C" values ranged from 0.60 to 0.85; while a
duration of six hours resulted in a constant value of 0.95
for all combined sewered areas.
Since the duration of each storm event considered is
about one-half an hour longer than the largest calculated
time of concentration, a conservative estimate was used
which assumed the peak runoffs from each contributory area
were additive. The two treatment facilities were assumed to
handle as much of this runoff quantity as their peak hydraulic
capacity will allow. Table H-3 shows the computed runoff
quantity for each storm event, the flow that treatment
plants will be able to accept, and the quantity of runoff
estimated to overflow to the respective water courses.
H-5
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Table H-2
Five Year Period Precipitation Event Data
Amount of Average Average
Precipitation Duration Intensity Percent
Per Event (hours) (in/hr) Exceedance
Less than 0.25
inches 3 0.08 18
Between 0.25 inches
and 0.50 inches 6 0.08 18
Between 0.50 inches
and 1 year/3 hour , .
storm (a) 3(D; 0.47 1
(a) According to Technical Bulletin 40, the one year storm
with a three hour duration time for this area is 1.4 inches,
(b) The storm events between 0.50 inches and the one year storm
average 10 hours duration; however, the one yeeir storm
gave a larger intensity and was therefore chosen for this
range.
H-6
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Table H-3
I. Overflow Quantities for Alum Creek
Storm Event
Average
Intensity
(in/hr)
0.08
0.08
0.47
Average
Duration
(hr)
3
6
3
Peak
Runoff
(mgd)
96
122
565
Intercepted
Flow To
Southerly
(mgd)
110
110
110
II. Overflow Quantities for the Scioto River
Storm Event
Average
Intensity
(in/hr)
0.08
0.08
0.47
Average
Duration
(hr)
3
6
3
Peak
Runoff
(mgd)
360
460
2,100
Intercepted
Flowd)
(mgd)
170
170
170
Overflow
(mgd)
0
12
455
Overflow
(mgd)
190
290
1,930
(1) Assumes ability to transfer flow through 150"-156"
interconnecting sewer to Southerly at design conditions,
H-7
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H.2.3 Overflow Qualities
The quality associated with combined sewer overflows
must be estimated in order to examine the impact of pollutant
loads for various rainfall events. Quality characterization
should include, at a minimum, estimates of concentrations of
BOD, ammonia nitrogen, and dissolved oxygen. Due to the
extreme variability of combined sewer overflows and the site
and event specific nature of the problem, very broad ranges
for each parameter were incorporated into all analyses. It
is not intended to pinpoint exact loads discharged at each
regulator, as a detailed and lengthy field program would be
required for such a task. (The current, ongoing sewer
system evaluation survey is designed to fulfill these needs.)
However, the approach of modeling the expected average high
and low concentrations does lend itself as a tool for
judging the relative impacts of various rainfalls and may
make possible the drawing of generalized conclusions.
The range of concentrations used for each of the three
parameters are given in Table H-4.
Table H-4
Overflow Qualities
Poor Quality Good Quality
Parameter mg/1 mg/1
SS 500 150
BOD5 130 50
TKN 10 1
DO 2 4
These levels were determined by a search of available
literature as indicative of conditions ranging from poor
overflow quality heavily impacted by sanitary wastes to a
relatively dilute flow which reflects a greater storm water
makeup. These concentrations must be related to peak flow
and are not intended to reflect a first flush phenomena.
First flush conditions are not considered due to the opera-
tion of the existing regulators, which intercept the first
flush (or a large portion thereof) and transport it to the
treatment plants.
H.2.4 Mathematical Modeling
Computer modeling of combined sewer overflows is a
complex undertaking, with the many variables and conditions
discussed earlier usually investigated by use of a sophisticated,
H-i
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nonsteady state computer model. The nature of the available
data, particularly with regard to anticipated flow variations
at the significant overflow points, precludes such a sophis-
ticated analysis for the purposes of this report. Little
can be gained by following and modeling the time-varying
effects of overflow quantities and loads in a model when
these basic inputs are poorly defined.
Given the assumptions that were made regarding flows
and loads, it seemed appropriate to use the same steady
state model employed in the low flow characterization of the
Scioto River below the Jackson Pike and Southerly wastewater
treatment plants (Appendix B). Such a model will predict an
instantaneous condition in a receiving stream, with no
indication of the duration of a stress condition at a given
point. Inputs from modeled overflows were varied in terms
of both flow and load to attempt to simulate different
release conditions. Results should be interpreted in a very
broad, relative sense, and not as indicative of specific
occurrences which would be encountered following a particular
storm event.
Release flows used for modeling runs were those developed
for the three storms discussed earlier. Each was modeled
initially at both of the pollutants levels (DO = 2 or 4
mg/1, BOD5 = 50 or 130 mg/1, NH4~N = 1.0 or 10 mg/1) indicated
by literature review to be representative of ranges expected
from combined overflows.
Background stream flows and quality above the release
point of the modeled overflows are extremely difficult to
quantify, but in a different sense than that associated with
the definition of these same variables for the actual overflow.
Estimates of significant statistical flow regimes are arrived
at relatively easily due to the many USGS (United States
Geological Survey) stream gaging stations in the area.
Despite this quantification, there is no general agreement
among investigators as to what particular flow regime is
indicative of probable critical conditions prior to a major
storm event. It is generally conceded, however, that the
seven consecutive day, ten year low flow used in the modeling
and allocation of loads from continuous point sources of
wastewater (i.e. treatment plants) is too severe a back-
ground condition for modeling of combined sewer overflows.
Accordingly, this study has used estimates of stream flow
provided by the USGS which represent seven consecutive day
two year low flow (7-2); 120 day, two year low flow (120-2);
and average annual flow. It was originally intended to
H-9
-------
investigate conditions under a 120 day, ten year (120-10)
background low flow as well, but this regime proved to be
closely approximated in streams in the Columbus area by the
7-2 flow. Table H-5 provides a summary of the three flow
regimes used in the modeling activities.
Background stream quality characteristics are also
difficult to define. In an effort to avoid overquantifi-
cation and confusion as to the source of stream "impact below
the combined releases; a background stream 6005 of 4.0 mg/1
was input, a value only slightly higher under all flow
regimes than that used in the Appendix B modeling for critical
(7-10) low flow. Dissolved oxygen concentrations were
assumed to be at 90 percent of saturation, and background
ammonia levels were considered to be negligible.
Stream temperatures were assumed to be 22°C for the 7-2
and 120-2 conditions and 18°C for the average annual flow.
Flow velocities were calculated by the model using the
coefficient-exponent technique described in Appendix B,,
Actual time of travel and velocity runs conducted by the
USGS on Alum Creek demonstrate good correlation with velocities
predicted using the coefficient-exponent method with input
flows similar to those present at measured conditions.
Deoxygenation rates for both carbonaceous and nitroge-
nous demand stabilization were incorporated at the "high"
levels presented in Appendix B. Rates were adjusted as
stream velocity varied, with lowest values assumed at deposit-
ing (< 0.6 fps) velocities, and highest values used at scouring
( >1.0 fps) velocities.
A total of 30 modeling runs were conducted for untreated
overflow conditions: 12 for Alum Creek and 18 for the
Scioto River. Each overflow quantity at each of the two
major points of release was modeled at both untreated quality
levels previously defined in combination with the three
background stream flow regimes.
Results for the six Alum Creek simulation runs at the
one year storm overflow indicate severe degradation under
even the lowest flowing load assumption of a good overflow
quality release into an average annual stream flow. Dissolved
oxygen levels are predicted to fall to a zero or trace
concentration at all conditions investigated. Probable
ammonia toxicity conditions are also predicted at all three
background stream flows if a poor quality release is assumed.
H-10
-------
Table H-5
Input Stream Flows and Loads
USGS 7-2 120-2 Avg. Annual
Station cfs/ cfs/ cfs/
Identification cfs sq. mi. cfs sq. mi. cfs sq. mi
Alum Creek at
Columbus ^ (2> 3.0 0.016 17.0 0.090 167 0.880
Big Walnut Creek
at Reese 33.0 0.061 103 0.189 507 0.932
Scioto River at
Columbus (2) 157 0.096 314 0.193 1,380 0.847
Big Darby Creek
at Darbyville 17.0 0.032 47 0.120 443 0.830
Some change in the tabulated values will be effected by
the Alum Creek Reservoir.
(2)
Flow values per square mile used for tributary inputs
in modeling runs.
H-ll
-------
Due to the severity of the degradation caused by the
one year storm untreated overflows, load reduction measures
were only investigated in conjunction with an annual average
background flow. Assuming that no reduction in the ammonia
levels contained in the "good" untreated quality will take
place, cuts were made in the BOD5 release concentrations.
Even after reducing the BOD5 level to 10 mg/1 (at a DO of 5
mg/1) minimum stream DO only increased to slightly under 3.0
mg/1. Once this release quality level was attained, however,
stream quality proved to be relatively insensitive to
release flow quantities, with release flow cuts of 50
percent producing small ( <0.2 mg/1) increases in downstream
minimum DO levels.
Trace DO levels were observed in five out of six model
runs conducted for the untreated overflow resulting from a
0.5 inch, three hour storm. Only in the good release quality
to an annual average stream flow run did the DO remain at a
somewhat acceptable level (3.0 mg/1). Treatment of the
overflow to a 6005 of 10 mg/1 produced minimum downstream
DO's of 3-4 mg/1 at the 7-2 and 120-2 background flow regimes.
Reduction of BOD5 to 20 mg/1 was all that was required to
maintain a minimum DO of 5 mg/1 at average annual stream
flow. Due to the low overflow magnitude (12 mgd), such a
treatment level may already be achieved by the existing
tank.
The untreated release situation below the Whittle]:
Storm Tanks demonstrates trace DO levels under all release
and dilution consideration investigated. Unlike Alum Creek,
there are severe degradation problems at all storm events
quantified, for even the smallest of these three produces an
overflow situation. Thus, conditions modeled in the Scioto
River are far more likely to occur than those in Alum Creek,
both in terms of rainfall event probability and likelihood
of proper characterization in this analysis. The latter
statement is true because even if flow and quality char-
acteristics of the release have been significantly over-
stated, there is sufficient variation between the events
modeled (190 vs. 1,930 mgd) to assure that at least the
lower values will occur on a regular basis.
Reductions in the overflow BOD5 to 10 mg/1 produced
significant improvement in the Scioto for only the lowest
overflow quantity modeled. Even then, minimum stream DO
remained near 1.0 mg/1 at 7-2 and 120-2 background stream
flow, and increased to only slightly over 3.0 mg/1 at an
average annual flow condition. The essential comparison,
H-12
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then, between the Alum Creek and Scioto River overflow
situations is that similar levels of treatment on the over-
flow due to the smallest storm event at points above and
including the Whittier Tanks will produce a stream quality
nearly equivalent to that which occurs below the Alum Creek
Storm Tanks following the greatest storm event considered.
H.3 ALTERNATIVES FOR ABATEMENT OF COMBINED SEWER OVERFLOW
IMPACT
This section uses the output of the computer model to
define alternatives for abatement of overflow loads and
flows.
H.3.1 Alum Creek
The model output indicated that the degradation of Alum
Creek is more dependent on the quality of combined overflow
than the quantity (within the ranges investigated). Therefore,
this section will consider only those combined overflow
management alternatives which will reduce pollutant loading
to the receiving stream.
The following methodologies are discussed:
source control
collection system control
storage
physical treatment
physical-chemical treatment
biological treatment
(1) Source Control
The only source control alternative that would
specifically exert a significant impact on the quality
of storm runoff is street cleaning. Sweeping efficiency
ranges from 79% for a particle size of 2,000 microns,
to 15% for particle sizes of less than 43 microns.
Unfortunately, the pollutant characteristics of combined
storm and wastewater flows are dominated by the smaller
particle distribution. Consequently, the largest
H-13
-------
source of pollutants is least efficiently removed by
street sweeping equipment. An estimate of pollution
reduction due to a well coordinated street sweeping
program approaches only 20% for both BOD and total
solids.
(2) Collection System Control
Collection system control alternatives pertain to
the transport of flow in combined sewers. These alterna-
tives include sewer separation, infiltration/inflow
control, line flushing, polymer injection, regulators,
and remote monitoring and control.
Sewer separation is attained by the construction
of either a sanitary or storm sewer adjoining the
existing combined sewer. A separated sewer system can
also be achieved by constructing a sewer within the
existing combined sewer. The advantages of sewer
separation include:
all sanitary sewage is treated prior to
discharge
wastewater treatment plants operate more
efficiently under more stable flow
regimes.
external power requirements are minimal
no land acquisition is necessary
little increase in operation and maintenance
manpower is needed.
Disadvantages of separate sewers include:
a comparatively expensive alternative
extensive construction creating disruptions
over extended periods of time
only partial reduction of the pollution
effects of overflow is achieved due to the
pollutants contained in stormwater alone.
Infiltration and inflow represent two sources of
unnecessary additional flow through the sewer system.
However, unless this flow is unusually large, its
dilution effect would not ease the quality dependent
situation at Alum Creek.
H-14
-------
Flushing of the sewer system represents a control
alternative which decreases the first flush pollutant
impact of combined sewer overflows. Since the storm
standby tank can already accept and pass the first
flush, this would not be an effective alternative.
Polymer injection to increase the hydraulic capacity of
the combined sewers is not viable, since the Southerly
WWTP is considered to be operating at its peak hydraulic
capacity at the overflow conditions investigated.
The remaining collection system control alterna-
tives; regulators, and remote monitoring and control of
combined sewer flows, have been partially implemented
with the construction of the Alum Creek Storm Standby
Tank. It is possible to automate this tank's operation
in the future.
(3) Storage
Storage of combined sewer overflow can be either
an "in-line" or "off-line" control technique. The
storage facilities in both instances dampen the quan-
tity of combined sewer overflow during storm events.
"In-line" storage is accomplished by retaining flow in
the sewer system and subsequently allowing it to continue
on for treatment. "Off-line" storage involves the
diversion of the combined overflow to a holding facility.
Stored flow is either returned to the sewer system
after overflows have ceased or is held for onsite
treatment.
In addition to providing flow detention, storage
can be easily adapted to provide primary treatmant for
combined sewer overflows. Other advantages in using
storage as a control technique include:
simple in design
unaffected by quality or quantity fluctuations
relatively fail-safe
adapts well to stage construction
The major drawbacks to storage facilities area:
construction costs
real estate requirements due to large
size
H-15
-------
aesthetic impacts
possible solids handling and disposal
problems
impact on value of adjoining land
"In-line" storage may be a viable solution, but
"off-line" storage will not be considered further due
primarily to the need for relatively large land areas
in the highly developed areas served by the combined
sewer system.
(4) Physical Treatment
Physical treatment alternatives include sedimenta-
tion, dissolved air flotation, screening, swirl concentra-
tion, or the use of a helical bend. Dissolved air
flotation and screening are not considered feasible for
the Alum Creek conditions due to their relatively low
removal of BOD5 in conjunction with large capital
investments ana O&M costs.
1. Sedimentation
Sedimentation facilities consist of concrete
settling basins designed to provide quiescent
conditions for the combined sewer flow. Proper
design can achieve removal rates of approximately
30 and 60 percent for BOD5 and suspended solids,
respectively.
Using sedimentation as a control for combined
sewer overflow has two main advantages:
the process is well proven and
refined
the detention tank itself provides
storage capacity for combined sewer
flows.
The major disadvantage of using sedimentation is
found in the size of the detention tank which.
results in large construction costs when compared
to other physical treatment methods.
H-16
-------
2. Swirl Concentration
The swirl concentration control technique
consists of an off-line circular channel in which
rotary motion creates a gentle swirl. Combined
sewer overflow into the chamber is slowed and
diffused with very little turbulence. The parti-
cles entering the basin settle rapidly and are
concentrated at an underflow outlet back to the
interceptor. Excess flow discharges over a center
circular weir in the unit and is conveyed to
storage, further treatment, or the receiving
stream.
Experience at Syracuse, New York, indicates
that swirl concentrators can achieve 6005 and
suspended solids removals in excess of 50%.
The swirl concentrator is considered to be particu-
larly attractive for treatment of the first
flush derived from combined overflows.
The main advantage in using a swirl con-
centrator is its cost-effectiveness for the amount
of treatment provided. This technique can handle
high flows and is relatively maintenance free,
since it incorporates no moving parts. The main
disadvantage of a swirl concentrator is the large
head loss experienced between trunk and interceptor
sewers. This situation often necessitates the
installation of a pump to return the concentrated
underflow to the interceptor. Construction and
maintenance costs associated with such a pump
decrease the relative cost-effectiveness of this
alternative.
3. Helical Bend
A helical bend control alternative can operate
efficiently as a flow-through, nonmechanical
channel bend device in removing settleable solids
and, thereby, reducing the pollutional impact of
periodic overflow incidents. Field testing of
this alternative has been limited. The only full
scale helical bend in operation is in Nantwich,
England, and is reported to be operating success-
fully. Grit removals in lab prototypes have been
reported to approach 100%. Suspended solids and
BOD5 removal efficiencies can be expected to
approach, and possibly exceed, those reported for
a swirl concentrator, which elicits 90% grit
removal.
H-17
-------
The helical bend control alternative possesses
the potential to provide good control of wet
weather flow in combined sewers. The English
study(1) suggests that the main advantages of
utilizing the helical bend are:
the structure can be designed to treat
high flow rates;
it is potentially maintenance free;
requires minimal land usage;
it requires less head loss than the
swirl concentrator; and
it is cost-competitive.
The main disadvantages are that:
its design requires a transition section
of 10 to 15 times the inlet sewer diameter;
and
it has had limited field applications.
(5) Physical-Chemical Treatment
Physical-chemical treatment systems are best
utilized as a control alternative when effluent require-
ments are extremely stringent. Excluding simple coagulant
addition, a process of this type is not cost-ef fe;ctive
for the Columbus situation due to the large capital and
operation and maintenance expenditures required for the
relatively infrequent times the system is to be operated.
The objectives here are better achieved with less;
sophisticated and less costly methods.
(6) Biological Treatment
Biological treatment is used to remove nonsettleable
colloidal solids and to stabilize dissolved organic
matter. This treatment process is not considered
viable for combined sewer overflow treatment unlesss it
is incorporated at a wastewater treatment plant site.
(1) "The Helical Bend Combined Sewer Overflow Regulator",
Environmental Protection Technology Series, Report
EPA-600/2-75-062, December 1975.
H-18
-------
(7) Alternative Selection
There is no clear choice of any one technique or
combinations of techniques to be implemented at the
Alum Creek Storm Standby Tank. Five of the methods
discussed above have been retained for cost comparison
in this section. They are:
sewer separation;
in-line storage;
sedimentation and storage;
swirl concentrator; and
helical bend
Another alternative which should be considered is
allowing the present system to operate "as is" with no
new capital outlays.
Sewer separation is a very costly procedure. The
USEPA report entitled "Alternative Waste Management
Techniques for Best Practicable Waste Treatment" lists
1964 costs of sewer separation for 16 cities as $468/person.
If this cost is brought to 1977 by use of an ENR Construc-
tion Cost Index ratio of 2.6, the cost per person would
be increased to almost $1,220. If the Alum Creek
combined sewer area is assumed to presently contain
approximately 30,000 people, the cost for separation,
in 1977 dollars, would be estimated at over $36 million.
As mentioned earlier, $30.7 million has been allocated
through a City bond issue, a portion of which will be
used to eliminate the Alum Creek overflow by selected
sewer separation.
In-line storage for the Alum Creek combined area
would require a thorough knowledge of the system in
order to maximize the volume of flows stored. The
reason for its inclusion in this analysis is that the
actual cost of the sewer modifications and operations
is usually low relative to most other control schemes.
At this time, there is little knowledge of how
well the present Alum Creek Storm Standby Tank is
operating. The original plans at this site provided
for the future construction of one additional tank. If
further study shows the need for this second tank, it
could be installed for an estimated cost of $1.8 million.
This tank would increase the total available volume to
1.7 million gallons, which will provide 30 minutes
detention for an average flow rate of 82 mgd.
H-19
-------
Costs for helical bends and swirl concentrators
were derived from a USEPA report entitled "The Helical
Bend Combined Sewer Overflow Regulator". Since re;moval
efficiencies vary with amount of overflow treated,
costs were developed for three capacities for both
helical bends and swirl concentrators.
Table H-6 summarizes costs for all selected
control methodologies in terms of 1977 dollars.
All of these alternatives have costs associated
with them due to operation and maintenance expenses.
The largest possible expenditure of this type is
associated with the swirl concentrator, which may
require pumpage due to head loss through the system.
Inclusion of operating and maintenance costs will not
affect the overall cost comparison of the alternatives.
H.3.2 Scioto River
The computer model indicated that the overflows to the
Scioto River are not easily assimilated for any of the
conditions investigated. Degradation of the stream occurs
due to the impact of both the quality and quantity of combined
sewer overflow. The control methods previously described
for the Alum Creek situation could also apply to the Scioto
River. However, due to the need for abatement of both
quality and quantity of combined sewer system overflows, and
the many different locations to be considered (over 20), the
most likely alternative is to first optimize the operation
of the existing system.
Costs for total sewer separation in the combined areas
located along the Scioto River seem to be prohibitive. If
the same basis is used as in the Alum Creek area, assuming
a population of 147,000 people, a total estimated cost of
over $180 million is derived.
The planned separation and sanitary sewer relief for
some 3,000 acres in the Jackson Pike service area would
result in a 13 to 14 percent reduction in the peak runoff
values given in Table H-3, with the overflow quantities
reduced even more significantly. The three hour storm event
at 0.08 inches per hour would have a 24 percent reduction in
peak overflow. The six hour duration storm with the same
intensity would have a 22 percent reduction, while the one
year storm would have a reduction of 14 percent. These
reductions will not affect the conclusion drawn from the
data reported in Table H-3, since, as stated above, the
degradation of the Scioto River below combined overflow
points is due to both overflow quantity and quality.
H-20
-------
Table H-6
Cost Comparisons of Selected Combined Overflow
Management Alternatives for the Alum Creek Area
Method
Sewer Separation
In-line Storage ' '
Sedimentation and
Storage
Swirl Concentrator
Helical Bend
Flow Capacity
(mgd)
N.A.
-
41 (64 cfs) (3)
32.3 ( 50 cfs)
64.6 (100 cfs)
106.7 (165 cfs)
32.3 ( 50 cfs)
64.6 (100 cfs)
106.7 (165 cfs)
Estimated
% BOD 5
Reduction
N.A.
-
30
50
50
50
50
50
50
Capital
Cost (1)
$100,000
360
-
18.0
1.3
2.1
3.0
3.2
6.0
8.5
(1)
(2)
Land Costs not included.
Feasibility studies required for even preliminary
capacity and cost estimates.
Total capacity = 82 mgd.
N.A. - Not Applicable
H-21
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A special analysis and report on the Whittier Storm
Standby Tanks was published in 1971 by the Federal EPA.
The recommendations from this report are presented below:
The Jackson Pike Wastewater Treatment Plant
is limited in the volume of flow which it can
handle from the Olentangy-Scioto Intercepting
Sewer upstream of the Whittier Street Storm
Standby Tanks. All flow in excess of the
limiting rate (often 10 mgd) will have to be
passed through the tanks, except in rare
instances when it will be necessary to open
the emergency gates to avoid tank overflow.
Since some reduction in concentrations of
solids and BOD and improvement of dissolved
oxygen is obtained, even at higher rates of
flow, it is recommended that all flow up to
the point where overflow of the tanks would
occur be passed through the tanks.
The construction of two additional tanks
considered in the original design is not
recommended because of the limited benefits
which would be derived.
If the existing system is to stay in use, steps toward
increasing the efficiency of its operation would include:
Require the separation of sewage and storm
waters in new or renewed construction areas.
Maximize interception of the regulator chamber
flows into the O.S.I.S. so as to pass as much
flow as possible through the Whittier Tanks.
Maximize the quantity of combined sewer flows
to be treated at either the Jackson Pike or
Southerly Treatment Plants through the use of
the interconnecting sewer.
The above suggestions would have a minimal cost to the
City of Columbus associated with them, and could be implemented
along with any future decision regarding further control of
the combined overflows.
(1) "Evaluation of Storm Standby Tanks, Columbus, Ohio",
Water Pollution Control Research Series 11020FAL 03/71,
EPA Water Quality Office, 1971.
H-22
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APPENDIX I
REVIEW AND EVALUATION OF THE WASTEWATER TREATMENT
PROCESSES RECOMMENDED BY THE COLUMBUS FACILITIES PLANS
-------
APPENDIX I
REVIEW AND EVALUATION OF THE WASTEWATER TREATMENT
PROCESSES RECOMMENDED BY THE COLUMBUS FACILITIES PLANS
This chapter presents the project plan for wastewater
treatment and waste solids management at the Jackson Pike
and Southerly Water Pollution Control Facilities proposed
by Consultants to the City of Columbus. It is divided into
four sections. The first provides the basic data used by
the consultants to screen, evaluate, and design the recommended
improvements. The second and third sections, respectively,
address the main stream treatment and waste solids manage-
ment Facilities Plans. These sections describe the unit
processes or treatment concepts examined in the screening
process, the viable alternatives subjected to a detailed
comparison, and the final recommended project plan. The
data presented in the first three sections was extracted and
summarized directly from the Facilities Plans; costs and
evaluations therein are solely the work of the consultants
retained by the City of Columbus.
The final section provides an independent engineering
analysis which evaluates the original basis of design as
defined by the influent wastewater characteristics, the
conclusions of the screening and detailed comparisons, and
the final recommended project plan. A review of the costs
used in the Facilities Plan indicated no serious areas of
disagreement. Consequently, they have been retained in this
analysis and in the cost comparisons drawn in the main text
of this Impact Statement.
I.I BASIC DATA
1.1.1 Design Populations and Loads
Population projections for the Jackson Pike and Southerly
Wastewater Treatment Plants' service areas are presented in
Table l-l.
Table 1-1
Population Projections
Southerly
Jackson Pike
1985
442,633
561,589
1995
573,177
610,348
1-1
-------
These data were used to determine the flow, BOD5, and sus-
pended solids loadings for 1995 as summarized in Table; 1-2,
Table 1-2
1995 Influent Flows and Loads
Q, mgd
BOD5 , mg/1
SS, mg/1
P, mg/1
Primary s ludge ,
Ib/day
Secondary sludge,
Ib/day
Jackson
30 Day
Maximum
Pike
Average
Annual
120
225
302
12
136,000
204,500
120
190
270
10
121,600
175,300
Southerly
30 Day Average
Maximum Annual
120 120
340 265
275 220
13 9
123,800 99,100
233,500 178,500
*
*
This table also cites the waste sludge quantities used for
design. These values include the additional waste solids
associated with phosphorus removal and final effluent
polishing.
1.1.2 Design Effluent Standards
Performance goals for the two Columbus Wastewatei:
Treatment Plants are defined by the current National Pollu-
tant Discharge Elimination System (NPDES) permit limitations
of each. These release criteria are summarized in Table I-
3. Essentially, both plants must achieve the same performance
levels.
1.2 MAIN STREAM TREATMENT
1.2.1 Preliminary Screening of Process Alternatives
This section provides a summary of the unit processes
or treatment concepts initially examined for their applica-
bility in serving the treatment needs at both the Jackson
Pike and Southerly facilities.
1-2
-------
Table -L-3
Jackson Pike and Southerly
NPDES Effluent Limitations
Parameter
BOD5, mg/1
SS, mg/1
Fecal Coliform, No/100
NH^-N, mg/1
July-October
November-June
P, mg/1
DO, mg/1
pH, units
residual, mg/1
DO, mg/1
Crtot, yg/1
Cr+6, yg/1
Ni, yg/1
Pb, yg/1
(1)
(2)
(3)
(4)
(5)
Average Permissible Values
30 Day 7 Day
8
8
200
1.0
2.5
1.0
6.0
12
12
400
1.5
5.0
1.5
6-9
Maximum
Permissible Values^2'
0.5
4.0
300
50
500
40
50
400
(minimum)
(3)
(4)
(5)
(5)
Zntot,
Geometric means
Listed values are instantaneous maximums except for DO
Southerly only
Jackson Pike only
Assuming total hardness is 240-320 mg/1 as
1-3
-------
(1) Preliminary Treatment
Screening, grit removal, influent pumping, and
preaeration were recommended for inclusion in any final
treatment scheme at both plants.
(2) Primary Sedimentation
Primary sedimentation was also recommended as an
essential process in any alternative for Columbus'
wastewater treatment.
(3) Phosphorus Removal
Phosphorus removal by either metal salt (iron or
aluminum) or lime addition was examined during the
screening step of process selection. Main stream lime
coagulation and clarification was rejected on both a
cost-competitive basis and by its incompatibility with
existing unit processes.
In comparison to iron, aluminum is less likely to
show significant soluble residuals in the final effluent
at similar metal ion-to-phosphorus molar dosages. This
advantage, coupled with the overall favorable cost
comparison attributed to metal salt addition, makes the
selection of the addition of aluminum as alum the most
attractive process for phosphorus removal.
(4) Carbonaceous BOD Removal
Methods of carbonaceous BOD removal by biological
and physical-chemical means were screened in the: Facilities
Plan. Physical-chemical techniques, such as activated
carbon adsorption, ion exchange and reverse osmosis
were eliminated as not cost-competitive with biological
treatment concepts. This was due to both the readily
biodegradable nature of the Columbus wastewater and the
unproven applicability of these physical-chemiceil
processes for other than advanced treatment applications.
Alternatives cited for biological stabilizeition of
the wastewater"s carbonaceous component included both
suspended (air and oxygen activated sludge) and fixed
film or attached growth reactors (rock and synthetic
media trickling filters and rotating biological contactors)
Rotating biological contactors were eliminated from
further consideration due to area limitations at both
plants. Synthetic media trickling filters were selected
over those containing rock due to performance and cost
considerations.
1-4
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(5) Nitrogenous Oxygen Demand
The physical-chemical alternatives for removal of
the nitrogenous oxygen demand (ammonia stripping,
selective ion exchange, and breakpoint chlorination)
were screened and rejected for one or more of the
following reasons:
economic unattractiveness,
cold weather failure,
unproven full-scale performance, and
incompatibility with existing unit processes.
Biological nitrification, alone and with additives,
was selected as the only viable concept for removal of
the nitrogenous oxygen demand. In the screening process,
single stage attached growth systems were eliminated
for reasons of cost and unreliability. Single stage
air activated sludge and attached growth-suspended
growth treatment options without the benefit of inter-
mediate sedimentation alternatives were also screened
out for reasons of undocumented performance under
similar operating conditions or needs. The net result
of the screening evaluation was that six biological
alternatives were retained for detailed evaluation.
These six alternatives are described in the "Alternative
Evaluation" section later in this chapter.
(6) Effluent Polishing
Microscreening and granular media filtration were
considered as the only viable unit process of those
screened for effluent polishing at the Columbus facilities,
Lagooning, land application, and granular activated
carbon adsorption were examined and rejected for reasons
of implementability or expense. Ultimately, granular
media filtration was selected as the only reliable unit
process which could consistently achieve the required
final effluent suspended solids residuals.
(7) Disinfection
Chlorination and ozonation were screened for
applicability at the two wastewater treatment plants.
Chlorination was finally selected due to the capital
and operational intensive costs found with ozonation.
1-5
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1.2.2 Alternative Evaluation
The preliminary screening of alternate unit process and
treatment concepts resulted in the selection of six alterna-
tives for possible application at Jackson Pike and Southerly.
Each of these alternatives share common preliminary, primary,
effluent filtration and disinfection treatment capabilities.
The six alternatives can be grouped as a function of two-
stage or single-stage treatment concepts as shown below:
Two-stage treatment with intermediate sedimentation
synthetic media trickling filtration and pure
oxygen activated sludge
synthetic media trickling filtration and air
activated sludge
pure oxygen activated sludge
air activated sludge
Single-stage treatment
pure oxygen activated sludge
air activated sludge with powdered activated
carbon addition
Only the air activated sludge system with powdered activated
carbon addition represents a significant departure from more
or less proven nitrification technology. This system,
patented by Zimpro, claims the benefit of improved stability
and effluent clarity but relies upon successful regeneration
and reuse of the powdered activated carbon for economic
feasibility.
(1) Evaluation Methodology
Each of the previously listed alternatives was
evaluated on the basis of five parameters: cost,
reliability, implementation capability, energy and
resource use, and public acceptability. The evaluation
procedure incorporated a subjective ranking system of 1
through 10 with the lowest number being the most accept-
able or desirable. Table 1-4 provides the ranking
matrix from the Facilities Plan. A short discussion of
each parameter follows.
1. Cost
Detailed costs were developed in the Facilities
Plan for all six alternatives. The single-stage
pure oxygen system was most expensive in first
cost at both treatment facilities. Conversely, on
1-6
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a first cost basis, the two-stage air activated
sludge system was most attractive at Jackson Pike
while the trickling filter-air activated sludge
system was most preferable at Southerly. Operation
and maintenance expenditures at both plants were
highest for the single-stage air activated sludge
system incorporating powdered activated carbon
additions, and the lowest for the trickling
filter-pure oxygen activated sludge two-stage
treatment alternative. Collectively, these costs
translated into a least cost selection of two-
stage treatment at both plants: air activated
sludge at Jackson Pike, and trickling filtration
with air activated sludge at Southerly.
2. Reliability
The reliability parameter formulated in the
Facilities Plans addressed two considerations:
the ability of a process sequence to consistently
meet the required air, land, and water standards;
and the ability of the present management system
and operators to utilize the proposed sequence
efficiently. The trickling filter-air activated
sludge system was deemed the most reliable of the
alternatives evaluated.
3. Implementation Capability
The ability of the City to undertake, construct,
and operate a proposed system alternative was of
major import in the implementation capability
category. The short-term effects derived with any
change from the existing system were also considered
under this evaluation parameter. Once again, the
Facilities Plan rated the two-stage trickling
filter-air activated sludge alternative as the
most favorable.
4. Energy and Resource Use
The energy and resource use parameter considered
the irretrievable commitment of power, fuel, and
chemicals associated with each alternative. Here,
the apparent advantages of the two-stage trickling
filter-pure oxygen activated sludge system were
highlighted, as the system was rated the least
energy and resource use intensive.
1-8
-------
5. Public Acceptability
The final parameter, public acceptability,
collectively considers the previous four with
recognition of the dominance of cost considera-
tions. The two-stage trickling filter-air acti-
vated sludge system was rated as most acceptable
to the public in the opinion of the City's consultants,
(2) Conclusions
Summation of the subjective weights assigned to
each process alternative for each parameter showed the
two-stage trickling filter-air activated sludge alterna-
tive to be the preferred treatment system for both
Columbus facilities. This alternative scored consistently
well throughout the parameters evaluated. Accordingly,
it was selected for implementation at both the Jackson
Pike and Southerly Wastewater Treatment Plants.
1.2.3 The Project Plan
(1) Facility Requirements
Table 1-5 summarizes the capital improvement
program proposed for the two Columbus plants and the
resulting unit process sizing.
(2) Power Requirements
Table 1-6 summarizes the estimated nameplate and
operating horsepower for the two treatment plants at
the proposed design conditions.
(3) Cost Estimates
Table 1-7 summarizes the estimated construction
and operating costs for the improved wastewater treat-
ment plants. In total, the proposed main stream treat-
ment improvement program was estimated to cost over $90
million with an operating budget of nearly $7.5 million
annually.
1-9
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Table 1-6
Unit Process
PRETREATMENT
Screening & Grit
Influent Pumps
PREAERATION
PRIMARY TREATMENT
1ST STAGE BIO-TREATMENT
Pump Station
Trickling Filters
Intermediate Clarifiers
2ND STAGE BIO-TREATMENT
Aeration System
Final Clarifiers
Return Sludge Pumps
Waste Sludge- Pumps
EFFLUENT FILTRATION
Filter Pumps
Backwash Pumps
Surface Water Pumps
Plant Water Pumps
DISINFECTION
Booster Pumps
HIGH WATER PUMPS
MISCELLANEOUS HP
TOTAL HORSEPOWER
Treatment Project Plan
ir Requirements
Jackson Pike
Nameplate
Horsepower
159
2,000
900
50
2,000
8
•s 92.5
3,600
120
590
120
1,250
820
300
240
60
-
75
12,385+
Operational
Horsepower
56
800
450
50
800
8
47.5
2,763
120
225
60
500
410
150
120
40
-
50
6,650
Southerly
Nameplate
Horsepower
88
2,200
950
40
2,600
8
72.5
6,000
71
520
160
1,125
880
310
360
60
900
8
16,350
Operational
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46
745
360
40
1,000
8
42.5
4,350
71
200
80
438
440
155
180
40
0
3.5
8,200
1-13
-------
Table 1-7
II,
Mainstream Treatment
instruction and Annual Operation and Maintenance Costs
CONSTRUCTION COSTS ($1,000)(1)
Unit Process Jackson
PRETREATMENT
Bar Screens & Racks $ 783
Grit Facility 924
Influent Pumps 2,949
P RE AERATION
PRIMARY TANKS
PHOSPHORUS REMOVAL
1ST STAGE BIO-TREATMENT
Pump Station 8,090
Trickling Filters 3,335
Intermediate Clarifiers 4,365
2ND STAGE BIO-TREATMENT
EFFLUENT FILTRATION
Filters 9,029
Pump Station 2,676
ADDITIONAL CHEMICAL
TREATMENT
DISINFECTION
HVAC, PLUMBING, ELECTRICAL,
ETC.
TOTAL
ANNUAL OPERATION AND MAINTENANCE COSTS
Item Jackson Pike
Chemicals $1,961,000
Power 761,000
Personnel 727,000
Material & Supply 287,000
Pike Southerly
$ 4,656 $
$ 0
0
0
1,898
1,498
2,160
15,790 14,
7,090
3,022
3,976
13,941 5,
11,705 10,
7,511
2,647
I/
1,225
3,287 3,
$56,160 $34,
(2)
Southerly
$1,806,000
937,000
686,000
241,000
0
66
0
0
088
472
158
080
764
163
791
Total $3,736,000 $3,670,000
(1)Uses 1974-1975 basis; includes contingencies at 25%.
(2) Average costs developed over the planning period on an annual
basis. Approximately 60 percent of chemical costs associated
with alum for phosphorus removal.
1-14
-------
1.3 WASTE SOLIDS HANDLING AND DISPOSAL
The development of the waste solids management program
for the Columbus Water Pollution Control Facilities has
been'evaluated in two documents: the Facilities Plan and
the Environmental Assessment. Although differing in scope,
content, and detail, both documents have a similar format:
preliminary screening, detailed evaluation, and project plan
selection. The following summarizes the information con-
tained in these reports.
1.3.1 Preliminary Screening
The Facilities Plan for waste solids management did not
fully develop the unit process alternatives screened out
prior to a detailed evaluation of processing alternatives.
The seven alternatives evaluated in detail were as follows:
Centrifugation before and after heat conditioning,
incineration, and landfill
Centrifugation and composting
Centrifugation, heat treatment, and liquid disposal
365 days a year
The preceding system with incineration utilized
four months each year
The preceding system with year around incineration
both as backup and as a continuous heat source for
thermal conditioning
Centrifugation before and after heat conditioning,
dry land disposal
Centrifugation before and after heat conditioning,
landfill disposal
The Environmental Assessment screened the 11 processing
alternatives described in Table 1-8 as a function of the
defined categories in the matrix. If an alternative received
favorable marks under two of the three categories, it was
retained for detailed analysis. As can be seen in the
Table, four waste solids management alternatives were retained
for detailed evaluation. These alternatives were:
Composting, preceded by Centrifugation for thickening
and dewatering, and dry land application;
Aerobic digestion, chemical conditioning, centrifugal
dewatering, and landfill disposal;
Heat treatment, centrifugal dewatering, incineration,
and landfill disposal; and
Heat treatment, centrifugal dewatering, and dry
land application.
1-15
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1-16
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1.3.2 Detailed Alternative Evaluation
The three waste solids management alternatives sur-
viving both screening processes are summarized in Table 1-9,
along with the parameters used in the evaluation matrix of
the Facilities Plan. The following paragraphs describe
these evaluation parameters in more detail.
(1) Costs
Costs were developed in the Facilities Plan to
quantify the true system needs at each wastewater
treatment plant from the point of solids generation
through the final point of residue application. Costs
for residual liquor (landfill leachate, compost drainage,
etc.) and nonpoint surface runoff control and treatment
were not developed for any of the remote handling or
application site alternatives. These considerations
were addressed in the subjective part of the matrix.
From a strict cost standpoint, this creates a favorable
bias towards the composting and land application alterna-
tives in both first and annual costs. With this qualifi-
cation, the incineration and land application alternatives
are nearly equivalent on a present worth basis. The
tradeoff involved is that the incineration alternative
is first-cost intensive, while the land application
alternative is intensive in operational costs.
(2) Implementation Capability
The Facilities Plan rated the incineration alter-
native as the most implementable since it continues the
existing type of operation and largely manages the
waste solids at the plant site. The two land-based
alternatives have a poor implementation rating because
of the necessity to rely upon favorable conditions,
both natural and man-induced, beyond those normally
associated with wastewater treatment and waste solids
management at Columbus.
(3) Contribution to Water Quality Objectives
The Facilities Plan judged the incineration and
composting alternatives as good in their contributions
toward achieving water quality objectives. This judgment
was based upon the fact that the pollutant emissions
from both these systems are reasonably predictable,
concentrated, and controllable in comparison to a
broad-based land disposal scheme.
1-17
-------
Table 1-9
Waste Solids Handling and Disposal Evaluation Matrix
Alternatives
Parameters
COSTS (4)
First Cost
Annual Costs
Electricity
Fuel
Manpower
TOTAL
Present Worth
SUBJECTIVE
Implementation
Capability
Contribution to
Water Quality
Objectives
Reliability
Public
Acceptability
OVERALL
ATTRACTIVENESS
Incineration
(1)
1.00
0.62
0.05
0.52
0.59
0.82
Excellent
Good
Good
Good
Good
Composting
(2)
0.80
0.26
1.00
Land Application
(3)
0.95
0.93
1.00
1.00
0.59
1.00
1.00
Poor
Good
Good
Good
Fair
0.84
Poor
Fair
Poor
Fair
Fair
0.98
(1) Centrifugation before and after heat conditioning, incineration,
ash landfill, with heat recovery from incineration to conditioning.
(2) Centrifugation and composting.
(3) Centrifugation before and after heat conditioning, cake land
application.
(4) Cost values developed as sum of Jackson Pike and Southerly ex-
penditures, highest value assigned unity factor - all others
defined as the calculated fraction of unity, based upon re-
ported costs in the Facilities Plan.
I-ir
-------
(4) Reliability
The reliability of the incineration alternative
was rated good, since final responsibility for day-to-
day waste solids management rests with a single entity,
unencumbered by climatological conditions and least
impacted by the variables of manpower and energy
availability. Although less so, the composting alterna-
tive was also given a good rating in the Facilities
Plan due to the manageability, predictability, and
buffer built into its unit operations.
(5) Public Acceptability
Public acceptability can only be addressed as a
function of the entire community in the service area.
The community is most sensitive to debt and service
charge; the incineration alternative will minimize
both. Special interest groups will respond also to
environmental considerations. The incineration alter-
native, when examined from an energy usage viewpoint
and with recognition of the pollutant emissions derived
in other alternatives from electrical power generation
and vehicle traffic, was judged to be less significant
than the others in terms of collective atmospheric
emissions. The Facilities Plan points out that although
the incineration alternative does not recycle nutrients
to the land, it does recover and use directly the
latent energy available in the waste solids.
(6) Overall Attractiveness
In the final analysis of both costs and subjective
considerations, the incineration alternative was judged
most attractive and recommended to the City of Columbus
as the preferred project plan for the Jackson Pike and
Southerly Wastewater Treatment Plants. The documents
prepared by the City's consultants indicated that the
incineration alternative was the one system that gave
day-to-day reliability with the benefit of future
flexibility when and if land application schemes become
a reality. In this scenario, the incinerator would be
relegated in the future to a supportive position to
assure a continuous on-demand solids processing capability,
1-19
-------
1.3.3 The Project Plan
(1) Improved Facilities
Table 1-10 summarizes the capital improvement
program proposed for the two Columbus plants and the
resulting unit process sizing. Special note should be
made of the special primary sludge withdrawal system,
which is proposed as an alternative to gravity thick-
ening as a sludge concentrating concept. The design
goal is to obtain a primary sludge concentration of
about 5 percent solids.
(2) Cost Estimates
Table 1-11 summarizes the estimated construction
and operating costs for the improved waste solids
management capability at both wastewater treatment
plants. In total, the Facilities Plan contained a
construction cost estimate of nearly $70 million,, with
an annual operating budget of about $3.8 million.,
1-20
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1-22
-------
Table 1-11
Waste Solids Handling Project Plan
Construction and Annual Operation and Maintenance Costs
I. CONSTRUCTION COSTS
Unit Process Jackson Pike Southerly
Primary Sludge Withdrawal $ 500,000 $ 300,000
Waste Sludge Concentration 8,000,000 2,300,000
Waste Sludge Conditioning
and Settling 4,000,000 1,800,000
Sludge Dewatering 1,000,000 6,000,000
Sludge Incineration 10,000,000 10,000,000
Ash Disposal 500,000 100,000
Recycle Treatment 5,500,000 5,800,000
$29,500,000 $26,300,000
Contract Administration,
Fees, and Contingencies $ 6,900,000 $ 5,100,000
TOTAL CONSTRUCTION COST $36,400,000 $31,400,000
II. ANNUAL OPERATION AND MAINTENANCE COSTS
Chemicals(2) $ - $ 210,000
Power 615,000 415,000
Personnel 560,000 545,000
Maintenance 760, OOP 700,000
TOTAL $ 1,935,000 $ 1,870,000
(1) Operation and maintenance costs are for 1995.
(2) No chemicals were assumed as necessary for centrifugal
thickening and dewatering, chemical charge at Southerly
was associated with dissolved air flotation thickening.
1-23
-------
1.4 ENGINEERING ANALYSIS
State and Federal review of the Jackson Pike and
Southerly Facilities Plans raised several fundamental ques-
tions concerning the basis of design for the proposed plant
improvements. Collectively, these questions suggested the
need for a baseline evaluation of the two treatment plants
and a subsequent review of the proposed design criteria
prior to the evaluation of any alternatives to the proposed
action.
The baseline evaluation of the Jackson Pike and Southerly
Wastewater Treatment Plants is provided in Appendix A. This
evaluation contains the following:
a description of the service area,
a quantification of the influent wastewater
characteristics,
a description of the unit processes and their
present mode of operation, and
a characterization of the present performance.
These data provide the baseline information needed to review
any basis of design considerations.
The value of the following engineering analysis is that
it provides an independent development of design parameters
and characterization of unit process performance. In recognition
of the speculation and conjecture associated with the projection
of future conditions and probable unit process performance,
this analysis addresses only those facets of the conceptual
design which may have a significant impact upon the success
of the proposed installations and the performance of the
unit processes contained therein. Accordingly, any interpre-
tation of the results of this analysis bear the following
qualifications:
differences of 10 percent or less are insignificant,
differences of 10 to 25 percent may or may not be
significant depending upon the given parameter and
its impact upon unit process performance, and
differences of 25 percent or more may be significant.
1.4.1 Basic Data
Two parameters are of importance in the design of any
wastewater treatment installation: influent wastewater
characteristics, and final effluent quality objectives. The
1-24
-------
latter will not be addressed here; it represents a given
defined by the NPDES permits listed previously. Influent
wastewater characteristics will be as formulated from the
basis developed in Appendix A.
(1) Flow
Appendix A developed the approximate annual
average flow for the two Columbus wastewater treatment
plants in 1976 with an average annual precipitation of
37 inches. These flow characterizations provide the
basis for the future flow projections shown in Table I-
12.
The 1995-2000 flow projections in Table 1-12 seem
to pass a test of "reasonableness"; the 25 mgd difference
between the Jackson Pike and Southerly flows is seen to
be largely in the government and commercial flow source
and in the magnitude of the inflow estimate. The older
Jackson Pike service area, which serves the majority of
the downtown Columbus area, would be expected to experi-
ence a higher average annual daily flow with a nearly
equivalent domestic population.
The 110 mgd design flow developed for Jackson Pike
is not significantly different than the 120 mgd defined
in the Jackson Pike Facilities Plan.
The 85 mgd design flow developed for Southerly is
some 35 mgd less than the average annual daily flow
defined in the Southerly Facilities Plan. This
difference is considered significant. The 85 mgd
Southerly design flow is believed more nearly correct
for the future condition at this installation. However,
it should be noted that a combined overflow pollution
abatement program which incorporates the Southerly
collection system and treatment works could substan-
tially increase this average day value.
Facility design entails more than the establish-
ment of average day values, since hydraulically depen-
dent unit processes are sized as a function of both
process (successful treatment performance) and hydraulic
capacity. In the absence of any information to the
contrary, the process peak may be developed through the
use of the following relationship:
0 95
Process Peak = 1.95 (Average Daily Flow)
1-25
-------
Table 1-12
I. JACKSON PIKE
Flow Source
Domestic
Population(D
Flow, mgd
Industry, mgd
Gov. and Comm., mgd
Infiltration, mgd
Inflow, mgd
TOTAL, mgd
II. SOUTHERLY
Flow Source
Domestic
Population
.
'1^
Flow, mgd
Industry, mgd
Gov. and Comm. , mgd
Infiltration, mgd
Inflow, mgd
TOTAL, mgd
III. RECOMMENDED FLOW PEAKS
Design Process Peak
and Southerly Flow Estimates
s Annual Precipitation)
Year
1975-1976 1985
500,000 550,000
26 28
9 10
16 17
17 18
32 32
100 105
1975-1976 1985
300,000 400,000
16 21
6 8
4 5
16 18
18. 19.
60 71
Jackson Pike
170 mgd
:y(2) 200 mgd
1995-2000
600,000
30
11
18
19
32
110
1995-2000
500,000
27
11
7
20
20.
85
Southerly
130 mgd
230 mgd
(1) Nearest 50,000 people.
(2) Use 150 to 156-inch diameter interconnecting sewer
to divert peak Jackson Pike flow to Southerly.
1-26
-------
This relationship was used to define the EIS design
process peak for the Columbus plants. Facilities are
normally designed to handle this flow with little or no
performance deterioration. The design hydraulic capacity
of a plant is normally selected at 2 to 2.5 times the
average daily flow for facilities the size of the
Columbus installation. The Columbus Facilities Plan
defined a design hydraulic peak of 200 mgd at Jackson
Pike and 180 mgd at Southerly. These hydraulic peaks
are less than two times the average daily flow defined
in the Facilities Plan. However, when viewed from the
new average daily flows developed in this review, only
the Jackson Pike Facilities Plan design hydraulic
capacity remains in strict violation of a peaking
factor of at least two times the avarage daily flow.
Rather than expand the Jackson Pike hydraulic
capacity from 200 mgd, it is recommended that all
Jackson Pike flows in excess of 200 mgd be diverted to
Southerly through the 150 to 156-inch diameter connecting
sewer until the 230 mgd existing conduit hydraulic
capacity of Southerly is reached. This will yield a
collective hydraulic capacity for the Columbus Plants
of 2.2 times the average day design flow, or a peaking
factor within the norm of conventional design. Table
1-12 has also summarized the recommended flow peaks
used in this review.
The decision to use the interconnecting sewer for
Jackson Pike service area flow diversion to Southerly
is also consistent with present planning at Columbus.
Recently, the City let a construction contract to
tie-in the Big Run and Frank Road Jackson Pike service
area interceptors to the interconnecting 150 to 156-
inch sewer. It was assumed that this tie-in will be
used only until the Jackson Pike infiltration/inflow
problem is reduced, an eventuality which should take
place during the planning period.
(2) Quality
An approximation of the future influent wastewater
characteristics can be developed from the "knowns" of
today with the flow projections of Table 1-12.
Jackson Pike's future influent BOD5 and SS load is
estimated in Table 1-13. The technique incorporated
starts with a definition of the total influent load as
1-27
-------
Table 1-13
Future Jackson Pike Influent Characteristics
I. 1975-1976 Conditions(^with Domestic Contribution Range
BOD5 SS
A. Total Influent at 100 mgd
-mg/1 (1) 190 230
- Ibs/day 160,000 190,000
Domestic Contribution
at 0.17 Ibs/capita-day 85,000 85,000
at 0.23 Ibs/capita-day 115,000 115,000
Commercial, Government,
etc., (2) - Ibs/day 26,000 35,000 26,000 35,000
Infiltration at 17 mgd
- mg/1 15 5 25
- Ibs/day Trace 1,000 1,000 4,000
Inflow at 32 mgd - mg/1 10 25 50 75
- Ibs/day 3,000 7,000 13,000 20,000
B. Total Domestic, Comm.,
Gov., and I/I - Ibs/day 114,000 158,000 125,000 174,000
C. Industrial (A-B) - Ibs/day 46,000 2,000 65,000 16,000
II. 1975-1976 with Domestic Contribution at 0.2 Ib/capita-day
(nearest 5,000 Ibs/day)
Domestic - Ibs/day 100,000 100,000
Comm., Gov., etc.,
- Ibs/day 30,000 30,000
Infiltration/Inflow
- Ibs/day 5,000 20,000
Industry - Ibs/day 25,000 40,000
(at 9 mgd) - (mg/1) (330) (530)
1-28
-------
Table 1-13 Continued
Fu-ture Jackson Pike Influent Characteristics
BOD 5 SS
III. 1995-2000 (nearest 5,000 Ibs/day)
Domestic - Ibs/day 120,000 120,000
Comm., Gov., etc.,
- Ibs/day 35,000 35,000
Infiltration/Inflow -
- Ibs/day 5,000 20,000
Industry - Ibs/day 30,000 45,000
TOTAL 190,000 220,000
(at 110 mgd) - (mg/1) (210) (240)
(1) Estimated in Appendix A
(2) 0.50 Q comm., gov.) (Domestic Mass)
Q Domestic
1-29
-------
developed in Appendix A. From this total load, reason-
able estimates of the domestic, commercial, government,
infiltration, and inflow loads can be subtracted to
establish an industrial contribution. Domestic loadings
were checked at per capita contributions of 0.17 Ibs/capita-
day and 0.23 Ibs/capita-day; values which bracket those
conventionally used for facilities design. The pollutant
concentrations of the calculated industrial contribution
were then checked against what self-monitoring datei the
City had available; the average BOD^ and suspended
solids concentration for the fj'.ve largest sources (0.2
to 0.4 mgd) averages 400 and 600 mg/1, respectively.
Reasonably agreement with these industrial concentrations
is obtained if the domestic load contribution is assumed
to be between the values (0.17 and 0.23 Ibs/capita-day)
investigated. Therefore, the 1995-2000 influent pollu-
tant mass was projected assuming a domestic contribution
of 0.2 Ibs per capita per day, a slight increase in the
commercial and government load, no change in the
infiltration/inflow pollutant mass, and a 5,000 Ib/day
increase in the industrial 6005 and suspended solids.
Collectively, it is anticipated that the influent
pollutant strength at Jackson Pike will increase slightly
in the future. Comparing these values with the average
day basis of design used in the Facilities Plan, an
insignificant difference is observed in the BODs concen-
tration and mass, whereas the suspended solids concen-
tration and design flow of the Facility Plan (270 mg/1
and 120 mgd, respectively) show a significant difference
of 50,000 Ibs/day of dry suspended solids. It is
believed that the lower value developed in Table I--13
is more nearly correct.
Table 1-14 develops the influent characteristics
for Southerly in a similar manner as used with Jackson
Pike. Here, the test of reasonableness centers around
the waste load derived from the brewery. The 100,000
pounds per day estimated brewery waste load in 1976
appears reasonable when viewed from the dramatic rise
and fall of influent 6005 characteristics through the
last 14 months of record. As shown in Figure 1-1,
daily peaks in excess of 1,000 mg/1 BOD5 were observed
during this time, in conjunction with maximum average
monthly BOD5 of about 500 mg/1. Future projections at
Southerly are most tenuous due to the presence of the
waste load from Anheuser-Busch. The brewery has made
1-30
-------
Figure I -1
Chronological Variation of
Southerly's Influent Characteristics
50
1,000
500
500
1976
-------
Table 1-14
Future Southerly Influent Characteristics
I. 1976 Conditions (1) BODs SS
A. Total Influent at 60 mgd -
mg/1 (1) 360 220
Ibs/day 180,000 110,000
Domestic Contribution at
0.2 Ibs/capita-day 60,000 60,000
Commercial, Government, etc.
- lbs/day<2) 6,000 6,000
Infiltration at 16 mgd
- mg/1 155 25
- Ibs/day Trace 1,000 1,000 4,OUO
Inflow at 18 mgd
- mg/1 10 25 50 75
- Ibs/day 2,000 4,000 8,000 11,000
Non-brewery Industrial Wastes
at 3 mgd
- mg/1 200 400 200 600
- Ibs/day 5,000 10,000 5,000 15,000
B. Subtotal - Ibs/day 73,000 81,000 80,000 96,000
C. Brewery Wastes at 3 mgd (A-B)
- Ibs/day 107,000 99,000 30,000 14,000
II. 1976 Conditions Use (nearest 5,000 Ibs/day)
Domestic - Ibs/day 60,000 60,000
Comm., Gov., etc. - Ibs/day 5,000 5,000
Infiltration/Inflow - Ibs/day 5,000 10,000
Nonbrewery Industrial -
Ibs/day 10,000 10,000
Brewery - Ibs/day 100,000 25,000
(at 3 mgd) (-mg/1) (4,000) (1,000)
III. 1995-2000 (nearest 5,000 Ibs/day)
Domestic - Ibs/day 100,000 100,000
Comm., Gov., etc. - Ibs/day 15,000 15,000
Infiltration/Inflow - Ibs/day 5,000 10,000
1-31
-------
Table I-14 Continued
Future Southerly Influent Characteristics
BODs SS
Nonbrewery Industrial
at 8 mgd - Ibs/day^3^ 25,000 25,000
Brewery at 3 mgd - Ibs/day 60,000 15,000
TOTAL - Ibs/day 205,000 165,000
(at 85 mgd) - (mg/1) (290) (230)
(1) Estimated in Appendix A
(2) 0.50 ,Q. comm. , gov.,. /r> , . .
( Q Domestic } (Domest1C m*ss)
(3) Proposed U.S. EPA Guidelines (Federal Register, 42, 24,
6841-6844, February 4, 1977) allow the following future
unforeseen industrial load to be eligible for grant funding
if it is cost-effective:
a) not more than 10 percent of total future load exclusive
of all industrial allowance, or
b) not more than 25 percent of the total existing and
documented future industrial load.
These guidelines yield an allowable BOD5 increase of 12,000
to 17,500 Ibs/day and an allowable SS increase of 6,000 to
12,500 Ibs/day. For simplicity, a BOD5 and SS increase of
15,000 Ibs/day was utilized.
1-32
-------
a formal commitment to the City to keep its untreated
waste BOD5 load below 60,000 pounds per day following
the near crisis release of the last three months of
1976. This commitment was assumed to be valid throughout
the 20 year planning period.
In comparison to the 1976 Southerly influent
pollutant levels reported in Appendix A, the projected
1995-2000 influent wastewater characteristics show an
estimated 90 mg/1 BOD,, decline with no change in the
suspended solids concentration. The influent pollutant
concentration values used for the Facilities Plan are
less than 10 percent lower than the values listed in
Table 1-14. However, the higher average day design
flow of the Facilities Plan (120 mgd) against the 85
mgd developed in this analysis results in approximately
29 and 35 percent more influent BOD,, and suspended
solids mass. It is believed that tne lower mass values
cited in Table 1-14 are more correct if the brewery
stays at a waste BOD release of no more than 60,000
pounds/day on an average day basis.
(3) Design Wastewater Characteristics
Table 1-15 reports the 1995-2000 design wastewater
characteristics for the two Columbus treatment plants.
As shown, the design values were developed from a
variety of assumptions for each wastewater source. The
final total pollutant concentrations were rounded off
to the nearest 10 mg/1 (SS, VSS, 6005, COD) and 0.5
mg/1 (TKN, P) in recognition of the speculation associated
with an attempt to define representative average day
concentrations. In general, it is believed that the
final estimated overall pollutant levels are within a
tolerance of +10 percent; the tolerance associated with
the specific source estimates may be somewhat greater.
The nutrient levels associated with the brewery waste
were estimated at one percent of the 8005 mass in
recognition of its nutrient deficient nature and the
absence of specific long term brewery waste analyses.
The final design criteria for unit process sizing
is the influent pollutant mass peak. A design mass
peaking factor of 1.9 was derived by multiplying the
hydraulic process peak by 1.25, assuming this flow will
carry a more concentrated waste load than that associated
with the average day flow.
1-33
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The design influent wastewater characteristics
reported in the Facilities Plans did not report alka-
linity or TKN concentrations, nor the phase character-
izations of the pollutants. The cited phosphorus
levels are not significantly different than those
proposed in Table 1-15. The Facilities Plans estimated
the volatile fraction of the influent suspended solids
for Jackson Pike and Southerly at 60 and 70 percent,
respectively; Table 1-15 provides volatile suspended
solids estimates of about 70 percent at Jackson Pike
and about 80 percent at Southerly. It is believed that
the latter values are more correct.
1.4.2 Evaluation of the Selection Procedure
(1) Main Stream Treatment
Table 1-16 summarizes the processes screened and
evaluated to select the main stream treatment system
for Jackson Pike and Southerly. This array of unit
processes, concepts, and techniques represents a fair
appraisal of wastewater treatment technology in the
1974-1975 time frame. Although this study might have
chosen the single stage air activated sludge system for
detailed evaluation at Jackson Pike and might not have
chosen the single stage air activated sludge system
with powdered activated carbon addition for detailed
evaluation, it is in agreement with the other five
alternatives.
Conceptually, this analysis agrees with the
selected and recommended main stream processing sequence
for both plants. Two-stage treatment at Jackson Pike
can be recommended if for no other reason than the need
to maximize performance due to the critical position of
the facility on the receiving stream. Technically, the
isolated nitrification system has the greatest potential
for ease of nitrification kinetics and production of an
effluent free of ammonium. An upstream attached growth
(fixed film) reactor provides an economical means of
removing carbon with the potential corollary benefit of
improved waste solids thickening characteristics. The
upstream attached growth reactor at Southerly can be
considered mandatory as long as the highly soluble
carbohydrate wastes from the brewery significantly
impact the plant's influent pollutant load.
1-36
-------
Table 1-16
Main Stream Treatment Selection
Process of the Facilities Plan
Processes Considered
Preliminary Treatment
Grit Removal
Screening
Preaeration
Primary Treatment
Gravity Sedimentation
Phosphorus Removal
Metal Salt Addition
Lime Addition
Biological Uptake
Evaluation Outcome
3
3
3
(1)
CBOD and NBOD Removal
(2)
3
1
1
Physical-Chemical:
Activated Carbon 1
Reverse Osmosis 1
Breakpoint Chlorination 1
Ion Exchange 1
Ammonia Stripping 1
Biological:
Single Stage Activated Sludge
Air 1
Air with activated carbon 2
02 2
Single Stage Attached Growth
Rock trickling filter 1
Synthetic trickling filter 1
Rotating contactor 1
Two Stage Systems* '
Synthetic TF and
Air activated sludge 3
O2 activated sludge 2
Air activated sludge 2
0~ activated sludge 2
Effluent Polishing
Filtration 3
Microscreening 1
Disinfection
Chlorination 3
Ozonation 1
(1) 1 = dropped during preliminary screening; 2 = retained for detail
analysis; 3 = part of recommended plan.
(2) Carbonaceous (CBOD) and Nitrogenous (NBOD) oxygen demand.
(3) All considered with and without intermediate sedimentation -
final plan includes settling between stages.
1-37
-------
Although the proposed main stream treatment system
provides the greatest assurance of producing an effluent
essentially free of oxygen demanding materials and
suspended solids, it does not fully address the NPDES
effluent permit standards nor the water quality criteria
of the State of Ohio. One parameter of concern is the
dissolved oxygen standard of 6 mg/1 or greater for a
30-day average; nowhere in either Facilities Plan was a
post-aeration capability mentioned. Another parameter
not addressed in the Facilities Plan is the impact of
the plant's chlorinated release or instream chlorine
toxicity. To assure complete freedom from chlorine
toxicity (instream Cl2 < 0.01 mg/1) the stream flow
above each plant must be 100 times the plant's discharge
rate for each mg/1 of total chlorine carried in the
effluent. Effluent disinfection by chlorination would
still remain the system of choice for disinfection even
with a dechlorination capability. These two considerations
(post-aeration and dechlorination) are discussed in
more detail in Chapter IV of the main text.
(2) Waste Solids Handling and Disposal
Table 1-17 summarizes the unit processes and
processing sequences screened and evaluated to select
the waste solids handling and disposal system for
Jackson Pike and Southerly. A review of this array and
the documents associated with its development reveals
the following:
alternatives for waste biological solids thicken-
ing were not formally evaluated;
alternatives to centrifugation for solids dewater-
ing were not evaluated in the project plan's
processing sequence;
alternatives for obtaining an autogenous cake
other than thermal conditioning were not evaluated;
and
the energy impact associated with oxidizing the
nitrogen solubilized during anaerobic digestion
and thermal conditioning that escapes resynthesis
was not included in the evaluation.
The existing commitment to thermal sludge conditioning
at Jackson Pike and Southerly and the state of the art
of equipment available in the mid-seventies may explain
the third point. A similar present commitment to
1-38
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1-39
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centrifugal dewatering at Jackson Pike may explain the
second point. The experience factor with dissolved air
flotation at both plants may explain the first point.
However, it is believed that unfavorable Columbus
experience with a given waste solids handling process
represents tenuous grounds for unit process rejection
because of severe solids recycle problems at both
plants and a bulking secondary sludge at Southerly
which is difficult to thicken and dewater. These
points are further addressed in Chapter IV of the main
text.
(3) The Project Plan
Figure 1-2 schematically illustrates the proposed
main stream treatment and waste solids management
system for the two Columbus Plants. Conceptually, the
unit processes recommended at both plants differ only
in the means for waste secondary sludge thickening -
centrifugation at Jackson Pike and dissolved air flota-
tion at Southerly.
Table 1-18 summarizes the estimated expenditures
defined in the Facilities Plans to fully implement the
project plan at the two Columbus Wastewater Treatment
Plants. The plan has an estimated first cost of $159
million with an approximate annual operation and maintenance
cost of $11.2 million. The O&M charge averages about
$170 per million gallons of flow for an assumed ave:rage
daily flow of 180 mgd. As previously mentioned, this
analysis is basically in agreement with these Facilities
Plan costs.
1.4.3 Evaluation of the Project Plan
The evaluation of the proposed project plan took the
form of a completely independent development of design
quantities applied to any given unit process. The technique
incorporated the design wastewater characteristics previously
established in Table 1-15 of the preceding section. A
series of unit process performance assumptions were then
made consistent with the historic practice of Havens and
Emerson. The most significant of these assumptions was the
following estimate for the degree of pollutant solubilization
during thermal conditioning:
Applied Pollutant Solubilization-%
VSS BOD5 COD TKN P
Primary sludge 15 15 15 30 2
Secondary sludge 33 33 33 67 5
1-40
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1-41
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The following deviations from the proposed plant flow diagram
were also made:
Ash lagoon overflow returned to the plant influent;
Two-stage phosphorus removal with application of
aluminum salts to the influent of the intermediate
and final clarifiers (reason: not described in
facility plans);
Filter backwash returned to the final settler
(reasons: recycle of lost nitrifiers, avoid
hydraulic surge at upstream unit processes;, and
All biological sludge applied to thickening and
thermal conditioning systems (reason: consistent
treatment of dilute, difficult to thicken and
dewater biological solids).
Design equilibrium pollutant quantities were then established
through mass balance concepts at each unit process. These
results were used to check the recommended facility require-
ments at each installation. The results of this evaluation
are described in the following sections.
(1) Jackson Pike
The results of the engineering evaluation of the
proposed Jackson Pike treatment system are summarized
in Table 1-19. From an overall standpoint, several
potential opportunities for capital savings were
found. The net impact of these opportunities depends
upon the various tradeoffs incorporated in the inte-
grated flow sheet.
In the main flow stream, it appears that savings
can result in trickling filter sizing and the required
area for final solids-liquid separation. In the sludge
handling sequence, savings appear likely in the selection
of thickening centrifuges and the elimination of the
new 200 gpm thermal conditioning system and one new 200
ton/day incinerator. These savings can be realized due
to the backup provided by some 12 million gallons of
storage available within the plant's original anaerobic
digestion system and the 8-inch, 500 to 600 gpm, inter-
connecting Jackson Pike-Southerly sludge force main
presently nearing completion. The recycle aeration and
settling system appears, at a minimum, to be oversized
in all considerations except the magnitude of return
sludge. It may even be possible to completely eliminate
i
1-42
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this treatment system through direct return of the
recycle liquors to the main flow stream, in either a
continuous or staged fashion.
(2) Southerly
The results of the engineering evaluation of the
proposed Southerly treatment system are summarized in
Table 1-20. From an overall standpoint, several
potential opportunities for first-cost savings were
found. The net impact of these opportunities depends
upon the various tradeoffs incorporated in the integrated
flow sheet. The following presents a brief overview of
the findings of the engineering evaluation.
In the main flow stream, first-cost savings can be
developed with a more optimum use of the existing
activated sludge system. However, working against this
savings is the need to expand the main stream pumping
capability to match the hydraulic peak. In the sludge
handling sequence, an additional 200 gpm thermal condi-
tioning system is unnecessary but additional thickening,
decanting, and dewatering capabilities are suggested.
Other than this change, no significant disagreement
exists with the selected unit process inventory. As at
Jackson Pike, the recycle aeration and settling system
is oversized. The optimum cost-effective means of
handling the recycles may incorporate total abemdonment
of the proposed system due to the extra treatment
capacity contained in the main flow stream.
1.4.4 Conclusions of the Engineering Analysis
(1) Basic Data
The average day design flow for the Southerly
wastewater treatment plant may be overstated
in the Facilities Plan by 30 mgd (85 mgd was
the recommended value of this review).
The average day design influent suspended
solids mass at Jackson Pike may be overstated
by 50,000 Ibs/day (220,000 Ibs/day was the
recommended value of this review).
1-46
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1-49
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At Jackson Pike and Southerly, respectively,
this review has selected an influent suspended
solids volatility of 70 and 80 percent, as
more nearly correct than the 60 and 701 percent
values cited in the Facilities Plans.
No other significant disagreement in pollutant
mass characterizations to the extent defined
in the Facilities Plans.
(2) Selection Process
No significant disagreement with recommended
conceptual main stream treatment sequence
with the qualification that post-aeration and
instream chlorine toxicity considerations
were not addressed.
No significant disagreement with recommended
conceptual waste solids handling and disposal
system with the qualification that several
internal unit process alternatives were not
fully addressed.
(3) The Project Plan
Opportunities for significant first-cost
savings at Jackson Pike are found with the
following unit processes:
trickling filtration
- final sedimentation
thickening centrifuges
thermal conditioning
- incineration
- recycle treatment
Additional first costs at Jackson Pike may be
developed at the following unit processes:
final effluent filtration
post-aeration and dechlorination
decanting of thermally conditioned
product
Opportunities for significant first-cost
savings at Southerly are found with the
following unit processes:
activated sludge system
thermal conditioning
recycle treatment
1-50
-------
Additional first costs at Southerly may be
developed at the following unit processes:
all pump stations associated with
handling flow peaks
intermediate sedimentation
final effluent filtration
chlorine disinfection
post-aeration and dechlorination
1-51
-------
APPENDIX J
INTERNAL UNIT PROCESS ALTERNATIVES
-------
APPENDIX J
INTERNAL UNIT PROCESS ALTERNATIVES
This Appendix examines the resource savings that may
be available through the use of alternate treatment technology
at the Columbus plants. Its emphasis is not upon the alterna-
tives examined by the City's Consultants during the course
of preparing the Facilities Plans, but rather upon the
technology which has come into additional exposure or
acceptance over the intervening years. Mention of trade
names or proprietary systems should not be construed as an
endorsement of or a recommendation for a particular manufacturer's
product.
J.I SECONDARY SOLIDS THICKENING
The Facilities Plans for the Columbus Plants recommend
the use of centrifugation and dissolved air flotation for
waste secondary solids thickening at Jackson Pike and Southerly,
respectively. The type of centrifugation is not mentioned,
nor is the reason for differentiation between the two plants.
The 200 gpm sizing of the centrifuge suggests a preliminary
selection of a scroll or decanter type. This unit is certainly
more economical than smaller basket alternatives and probably
more dependable than the larger disc nozzle alternatives.
Whether or not it is more economical than dissolved air
flotation is a matter of conjecture without a detailed
engineering evaluation. It is certain that centrifugation
offers advantages in terms of product solids concentration,
first cost, and space. It is equally certain that dissolved
air flotation offers an advantage by eliminating the pretreat-
ment needs of centrifugation (degritting and/or screening
with subsequent residual management and disposal), and
savings in terms of operation and maintenance expenditures.
Both thickening alternatives can be designed to achieve
similar levels of applied solids capture with polymer applica-
tions limited to maximum loading periods. It is recommended
that the City consider a side-by-side comparison of representa-
tive centrifugation and flotation units prior to selection
of the preferred unit process. At a minimum, the design
engineer should perform a detailed evaluation of the two
before making a final commitment to either alternative at
Jackson Pike. At Southerly, with pretreatment of the brewery
waste and elimination of the roughing trickling filter and
intermediate sedimentation system as per the recommendation
in Section 4.1.3, the existing dissolved air flotation
system should be adequate for the future needs of the plant.
J-l
-------
J.2 CONDITIONING AND DEWATERING
The Columbus plants, for all intents and purposes,, are
fully committed to thermal conditioning to obtain a dry cake
and minimize, if not eliminate, the need for auxiliary fuel
during incineration. When this commitment was made in the
early seventies, the engineer and the City had little choice
but to select thermal conditioning to achieve the sludge
processing goals. Today, this is no longer true.
In the past two to three years a variety of belt press
configurations for waste solids dewatering have been introduced.
These systems have the potential of competing with thermal
conditioning as a means of achieving an autogenous cake (30
to 35 percent cake solids) both alone and as a post-dewatering
step following conventional centrifugal or vacuum filtration
procedures. Elimination of thermal conditioning, of course,
reintroduces the need for chemical conditioning by either
inorganic (lime and ferric) or organic additives. The
potential for post-dewatering is nearly unlimited, but full-
scale experience is essentially nonexistent. Certainly, it
will have none of the recycle management problems found with
thermal conditioning, and it is difficult to imagine how its
operation and maintenance requirements could be as severe.
The City should maintain the option of abandoning or gradually
phasing out the thermal conditioning system through a staged
conversion should its operation become untenable. Abandon-
ment of the thermal conditioning system is not recommended
without a long-term trial evaluation of a prototype chemical
conditioning - conventional dewatering - belt pressing
system to assure that a positive improvement in plant operation
will be derived.
J.3 RECYCLE MANAGEMENT
Effective management of the liquid recycles derived
from a thermal conditioning system represents a formidable
task. These recycles can cause aesthetic impacts due to
their odors, and may require large cash outlays due to
special treatment process considerations and operational
expenses. The cost of operation will be magnified for
plants such as Columbus' that are required to nitrify, due
to the extra energy necessary to oxidize the recycled
solubilized nitrogen which is not resynthesized.
The Facilities Plan for the Columbus Wastewater Treat-
ment Plants proposed an isolated air activated sludge system
to stabilize the recycled liquors derived from the decanting
J-2
-------
and dewatering processes that follow the thermal condition-
ing units. Plant practice has found that this technique,
although effective, results in the greatest generation of
odors due to the stripping of the concentrated organics from
the recycle mixed liquor into the air. Superficially, the
enclosed reactor configuration of a pure oxygen activated
sludge alternative would appear attractive, but hydrocarbon
stripping would remain, and the potential for shut-down
would increase. Technical journals and literature offered
by the manufacturers note no such pure oxygen application to
date. The odor potential would still remain as off-gases
are released to the atmosphere, but their reduced volume and
concentrated source might make deodorization a feasible
consideration.
In summary, it would appear that aerobic stabilization
of the concentrated liquors would be most applicable with
attached growth systems, such as a rotating biological
contactor, which have minimum liquid stripping. These units
could be enclosed and the building air deodorized prior to
release to the atmosphere. However, deodorization of large
air volumes is an expensive proposition. It is probable
that the most economical means of aerobic treatment when
odor control is a vital concern will be co-processing with
the raw wastewater on a programmed basis, i.e., return to
the main flow stream during non-peak loading periods.
The previous remarks have centered on aerobic stabiliza-
tion of the concentrated liquors. With organic concentrations
of several thousand milligrams per liter, it is probable
that the preferred treatment concept should incorporate
anaerobic stabilization with subsequent aerobic polishing of
the residual pollutant fraction. Investigations recently
reported at the 49th Annual Conference of the Water Pollution
Control Federation by Dr. R. T. Haug and his co-workers of
the Los Angeles/Orange County Metropolitan Area Regional
Wastewater Solids Management Program have shown the validity
of this concept. Although Dr. Haug's goal was to improve
the digestibility of waste activated sludge by thermal
preconditioning prior to anaerobic digestion, the results
of his bench and prototype investigations have similar
applicability to minimizing the recycle impact of the liquors
derived from thickening and dewatering the thermally conditioned
sludge. The observations of the California investigations
for a 60 percent volatile activated sludge applied to a
thermal conditioning system and subsequent anaerobic digestion
are as follows:
J-3
-------
Volatile solids destruction increased from 30
percent in the control to 50 percent.
The dewaterability of the solids remained
only marginally less than the undigested
thermally conditioned product.
Digester heating requirements will be reduced
if not totally eliminated.
Odorous compounds were largely destroyed
during digestion.
The investigations also mentioned the need for patient
acclimation of the digester to the thermally conditioned
sludge. Repeated observations noted initially high digestion
performance followed by a decline, with an ultimate recovery
and return to the high performance condition after about one
and a half months of operation. Optimum laboratory perfor-
mance was found at about 175 C (350 F), with complete failure
at temperatures above 200°C (390°F). Failure was originally
thought to be due to ammonia toxicity, but the possibility
of the production of inhibitory substances (heavy metal
release) during thermal conditioning was also suspected.
Subsequent studies at diluted ammonia concentrations and
temperatures above 200 C indicated the inhibition was due to
other toxic materials. In May of 1977 Dr. Haug was contacted
by Havens and Emerson to obtain an update on his investiga-
tions. He reported that field experience has shown no
inhibition with thermal pretreatment temperatures as high as
215°C (420°F). Other than this comment, no other changes
were made in the original observations.
Figure J-l shows the recycle management alternatives
that could be considered at Columbus. Alternative A may
have future applicability, but can be considered theoreti-
cally implementable today. Alternative B2 summarizes the
concept proposed in the Facilities Plan. The differentiation
between Alternatives Cl and C2 is whether the entire thermally
conditioned product or only the subsequently derived liquors
receive anaerobic stabilization. In each case a storage
reservoir could be provided for the product liquors derived
from thickening and dewatering the thermally conditioned
sludge for a programmed pumped return to the main flow
stream.
Table J-l summarizes the results of a hypothetical
examination of each alternative with a secondary solids
exhibiting a nominal volatility of 67 percent. Each parameter
value in Alernative B2, the recycle management system proposed
in the Facilities Plan, was given a value of unity to facili-
tate a rapid comparison of the processing options.
J-4
-------
Figure J ~ 1
Recycle Management
Alternatives
(A.)
No Thermal Conditioning
Dewater ing
— Additional Physical
(B.) Thermal Conditioning — Aerobic Stabilization
1. Concurrent
Ml M4M5M2
2. Isolated (Proposed Project Plan - Excluding Primary Sludge Addition
(C.) Thermal Conditioning — Anaerobic Stabilization
1. Complete
2. Liquor Limited
TK 4
Secondary Solids
Sludge Cake
Recycles to Main Flow
Stream
CODE
Thickening
Dewatering
Post Dewatering
Thermal Conditioning
5
>>—/
©
Decanting
Aerobic Stabilizatioi
Sedimentation
Anaerobic Stabilizatior
(Primary & Secondary
Digestion)
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J-5
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Alternative A is seen to be clearly advantageous for
every parameter except the solids load applied to the final
dewatering unit; however, this load increase is less than 10
percent over that expected for Alternative B2. The differ-
ences between Alternatives Bl and B2 are insignificant, and
can largely be attributed to Alternative Bl's longer overall
cell residence time for the net solids applied to the solids
processing stream. If the main process stream has the
treatment capacity, the preferred B Alternative is Bl due to
its ease of operation.
A comparison of Alternatives Cl and C2 shows slight
processing advantages for Cl in every instance except the
volatility of the final sludge cake. Alternative Cl appears
to offer clear processing advantages over Alternative Bl in
every instance except the nitrogen removal derived and, in
turn, the nitrogenous oxygen demand that must be satisfied.
Table J-2 summarizes the relative advantages and
disadvantages of the recycle management alternatives.
Alternative A would appear most attractive, but is not
presently implementable. At a new plant with a thermal
conditioning commitment and an incineration system, Alterna-
tive Bl, with a programmed return of pumped thermally condi-
tioned liquors to the main flow stream, is most attractive
due its operational ease and the avoidance of the expensive
anaerobic digestion structures. At a plant with a desire to
maximize the production of digester gas as well as to produce
a stabilized end product for land application, Alternative
Cl would be the system of choice.
The presence of the existing anaerobic digestion
systems (which were to be delegated to a storage service) at
the Columbus plants presents the opportunity to implement
Alternative Cl without the economic consequences of new
digester construction. The implementation of this concept
is strongly recommended as soon as possible to determine its
practical application. If fully implemented, the needed
improvements would consist of some new piping to allow
thermally conditioned sludge to be fed to the first stage
digester, new pumps and/or piping to allow the return of
settled digester sludge to the first stage digester for
direct management of the cell residence time, and programmed
return of the supernatant to the main flow stream. If this
concept proves invalid, then the plant operation should
return the nonstabilized liquors through the supernatant
return system. Construction of the isolated aerobic activated
sludge system for the thermally conditioned sludge liquors
is not recommended for the Columbus plants at this time.
J-6
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J.4 FYROLYSIS
Much has been written about sludge pyrolysis in the
last year or two. Engineers and municipalities increasingly
face the question of incineration or pyrolysis for disposal
of municipal wastewater sludges. Presently, the Eimco BSP
Division of Envirotech and Nichols Engineering and Research,
among others, are actively engaged in research and develop-
ment of what they term to be pyrolysis systems. If should
be noted that these systems do not represent true pyrolysis
(a chemical change brought about by heat alone) but rather
starved-air combustion (a chemical change resulting from the
controlled presence of oxygen with heat). Regardless, a
successful full-scale demonstration project has been conducted
with a converted multiple hearth furnace (MHF) at the Central
Contra Costa Sanitary District. The conversion of an existing
MHF to a starved air combustion reactor is reported to
involve only minor changes, with costs dependent upon the
existing system and air pollution criteria. Retrofitting
needs are described as follows:
Addition of an afterburner (required to burn
exhaust for heat recovery or release to the
atmosphere - exhaust gas has a heating value
of about 10 percent of natural gas).
Additional instrumentation and controls.
Reduction of fan speed or damper position
connection to provide less air to the system.
Modification of scrubbing system to maintain
high efficiency with reduced air flow rates.
General "tightening up" of furnace system.
The manufacturers presently list the following advantages
and disadvantages for starved air combustion versus incineration
as a result of their test works:
Advantages:
Operation is more stable and easier to control.
More feed capacity per equivalent area for
incineration.
Less air pollutants and easier particulate
size to scrub.
J-9
-------
Lower sludge solids content required for
autogenous combustion.
Slightly lower operating costs.
Disadvantages:
Afterburner requirement may limit use in
existing installations due to space problems.
More instrumentation.
Must be very careful of bypass stage exhaust
due to high hydrocarbon content which may be
combustible in air. Thus, bypassing may be
possible only following afterburning with
appropriate emergency controls.
Exhaust gases are more corrosive.
Combustibles in ash (up to 30 percent with up
to 10 percent fixed carbon) may create ultimate
disposal problems.
At this time, it cannot be concluded that starved air
combustion necessarily represents a superior option to
incineration. Preliminary conclusions, based upon limited
operational experience, show it to be competitive with, but
not a replacement for, incineration. Starved air combustion
appears to be attractive only in those situations where a
firm commitment to recover energy exists. Without this
final recovery of energy, the system will produce some 50
percent more waste solids residue for ultimate disposal with
special considerations involved in the selection of the
disposal site.
The application of starved air combustion cannot be
recommended for Columbus except on an experimental basis.
Even then, to assure future reliability, it would be recom-
mended that the proposed conventional incineration furnace also
be designed with a view towards starved air combustion.
These considerations limit the specific application of
starved air combustion to only new incineration systems.
Provision of this flexibility will increase the first cost
of the conventional multiple hearth incinerator by about 15
to 20 percent. This investment would not be totally lost,
as equivalently sized incineration systems have some 10 to
30 more capacity when operating in a starved combustion
mode.
J- 10
-------
J.5 PHOSPHORUS REMOVAL
The Linde Division of the Union Carbide Corporation is
vigorously marketing the proprietary "Phostrip" phosphorus
removal system through onsite bench and pilot demonstrations.
In essence, this system relies upon the luxuriant uptake of
phosphorus within the activated sludge culture (whether the
uptake is metabolic or a precipitated complex is not clearly
established) and subsequent phosphorus desorption from a
fraction of the return sludge in an anoxic stripping tank.
The stripper is designed as a thickener with a detention
time of some 10 hours. The thickened solids are returned to
the aerator, and the phosphorus-enriched decantate is treated
with lime to precipitate a calcium phosphate complex,. The
precipitated solids are dewatered and introduced into the
ultimate disposal process of the wastewater treatment plant.
The "Phostrip" concept has been advanced for over a
decade in various forms of the described processing sequence.
It has yet to achieve wide acceptance, although it normally
offers an opportunity for an appreciable operating cost
savings. This lack of acceptance has been largely due to
stability concerns (founded in phosphorus uptake debate) and
an apparent inability to achieve extremely low soluble final
effluent phosphorus residuals.
Union Carbide has offered to conduct an onsite "Phostrip"
demonstration study at Columbus. To evaluate its applica-
bility for the Columbus situation without such a study, a
preliminary investigation was conducted. Typical performance
data supplied by Union Carbide at other test installations
show a total soluble phosphorus concentration of about 0.5
to 1.0 mg/1 in the final effluent, and a nominal phosphorus
desorption of about 0.006+ 0.004 pounds per pound of volatile
suspended solids. Phosphorus desorption data was not available
from a nitrifying activated sludge system as proposed for
Jackson Pike. Intuitively, slower phosphorus desorption
would be expected from this type of activated sludge than
the norm found in the Union Carbide studies.
Preliminary cost estimates were developed to evaluate
the proposed Facilities Plan phosphorus removal concept of
metal salt addition against the "Phostrip" system. This
evaluation was conducted at both the assumed influent phos-
phorus levels for the present conditions and the calculated
influent concentrations if a statewide detergent phosphorus
ban was in effect (assuming a two-thirds reduction of the
baseline soluble domestic, commercial, and industrial phosphorus
load).
J-ll
-------
The latter consideration was included in the analysis
since legislation supporting a phosphorus ban as a builder
in detergents is now pending in both Ohio and on the Federal
level. This legislation has the full backing of the State
Environmental Protection Agency, and, to the extent that
Ohio lies in the Great Lakes Drainage Basin, it is also
advocated by the International Joint Commission and Region V
of the Federal EPA. On August 4, 1977, the United States
Senate voted overwhelmingly to amend the water pollution
laws to ban the sale of phosphate detergents in all of the
Great Lakes States. House approval is expected.
The results of the evaluation are summarized in Table
J-3. The estimates are specific for Columbus, since back-
ground phosphorus removals are assisted by the metal load at
Jackson Pike and the high carbonaceous load at Southerly.
The phosphorus ban in detergents would cause approximately a
50 percent reduction in influent phosphorus levels, with an
80 percent decline in chemical usage. The range in first
costs for the "Phostrip" system reflect assumed desorption
values of 0.006 and 0.003 pounds of phosphorus per pound of
volatile suspended solids. The total present worth figures
show a slight economic advantage (2 to 25 percent savings)
with the "Phostrip" system under the present conditions.
However, this advantage is lost if and when a phosphorus
detergent ban is implemented, with the final total present
worth of the "Phostrip" system some 55 to 115 percent more
than that estimated for the metal salt system.
The preceding discussion points toward the retention of
metal salt addition for phosphorus removal for the following
reasons:
The closeness of the two systems under
present conditions;
The clear economic advantage of the metal
salt system at lower influent phosphorus
level;
The probability of a statewide, if not
nationwide, phosphorus ban in detergents.
J.6 INTERMEDIATE SEDIMENTATION
The value of providing intermediate sedimentation
between the roughing trickling filter and the activated
sludge system may be questioned by some. In an effort to
determine its value or liability, a rough design was prepared
and costed for direct comparison with the system proposed in
the Facilities Plans.
J-12
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The results of the comparison are summarized in Table
J-4. The advantage to be derived by eliminating the inter-
mediate sedimentation system is found in the lower waste
secondary solids. However, when the treatment system is
called upon to nitrify, the elimination of the intermediate
settler results in a significant increase in the system's
oxygen demand and operating solids requirements. The pre-
liminary costing data contained in Table J-4 reveal that the
net impact of eliminating the intermediate sedimentation
system is an economic liability in terms of both first cost
and operating expenditures. It is the high operating solids
mass or cell residence time required for nitrification that
ultimately dictates the retention of the intermediate settlers
as a cost-effective treatment alternative.
J.7 OXYGEN PRODUCTION AND DISSOLUTION
Generalizations concerning the economics of oxygen
versus air activated sludge are difficult to draw, since
costs for the two systems are close and individual circum-
stances affect economics to a large degree. The original
economic studies of the main stream treatment Facilities
Plan showed the proposed trickling filter-air activated
sludge system, with a total operating horsepower of about
14,800, to have an annual cost advantage of about one million
dollars over the trickling filter-pure oxygen activated
sludge system with a total operating horsepower of about
12,100. A review of pure oxygen versus air system costs
produced no significant disagreement with the Facilities
Plan estimate. Thus, at an assumed motor efficiency of 90
percent, the price of electrical energy would have to increase
to approximately $0.05 per kwh before it would be advantageous
to go to the pure oxygen alternative. Since it is believed
that the proposed aeration and/or final sedimentation expan-
sion can be reduced or eliminated with an optimized project
plan at both plants (see Appendix I), the overall economic
liability of the pure oxygen alternative at Columbus will
only increase. Thus, it is recommended that Columbus stay
with an air activated sludge system at both treatment facilities
This conceptual commitment to air activated sludge
suggests an examination of the oxygen dissolution system.
The present sock diffusion system offers the potential of
efficient fine bubble oxygen transfer, a theory which is not
fully realized due to rapid clogging and development of a
high back pressure. The existing sock diffusion system
suffers from a lack of manufactured replacement socks and
J-14
-------
Table J-4
Impact of Eliminating Intermediate
Sedimentation at Jackson Pike as
Compared to the Proposed Facilities Plan
Parameter
Advantages:
Percent reduction in waste
secondary solids 20
Percent reduction in total
waste solids 10
Disadvantages:
Percent increase in nitrogen
to be oxidized 10
Percent increase in average
day oxygen demand 40
Percent increase in mixed
liquor suspended solids
mass for CRT = 15 days 230
First Cost - 106 $
Main Stream Treatmentd) 70
Waste Solids Management 31
Total 101
Percent increase over
Facilities Plan<2) 9
Operating Cost - 106 $/Year
Main Stream Treatment 4.2
Waste Solids Management 1.7
Total 5.9
Percent increase over
Facilities Plan^2) 4
(1) Activated sludge system designed for CRT = 15 days, plug
flow aeration pattern; final sedimentation system designed
for maximum solids loading rate of 25 Ibs/sf.day.
(2) Refer to Table 1-18 for costs associated with the Facilities
Plan.
J-15
-------
fittings coupled with a manpower-intensive cleaning program.
It is reported that the latter amounts to some 1400 manhours
per year for a biannual cleaning program at both plants.
The manpower cost is incurred at an overtime rate, since it
requires an intensive short-term effort on the part of the
plant staff in order to minimize the downtime of an aeration
tank and the consequent drop in overall plant performance.
Primarily due to the maintenance considerations, it is
obvious that the sock diffusion system at both Columbus
plants should be replaced. Several alternatives exist which
more or less maximize the use of existing equipment (blowers
and air headers) while minimizing the energy input in a
system that responds economically through the potential five
to seven fold change in oxygen transfer needs (winter minimums
without complete nitrification to summer maximums with full
nitrification requirements). Table J-5 lists four feasible
alternatives with budgetary estimates for installation in
1975 and a sliding price for electrical energy. The first
two alternatives use either coarse or fine bubble aeration
to assure mixing with mechanical aerators satisfying the
remainder of the oxygen demand. The third alternative
incorporates fine bubble diffusion (ceramic tubes or domes)
to the full extent of the existing plant blowers with only a
minor addition of mechanical aeration. Alternative 4 considers
the use of a directional mix jet aeration system as manufactured
by the Pentech Division of Houdaille Industries.
With reported standard oxygen transfer efficiencies as
high as 5 Ibs per brake horsepower hour at 15 feet of water
depth, the jet aeration system is competitive with optimum
use of cryogenic oxygen generation and subsequent dissolu-
tion and mixing in the aerator (a wire to water efficiency
of 2.6 pounds of oxygen transferred per horsepower hour is
reported by Union Carbide--a major supplier of pure oxygen
equipment). Acceptance of the jet aeration system, which
combines compressed air and recirculated mixed liquor
within the jet and subsequent injection back into the
aeration tank, has been limited in the past due to high
installation costs, cheap energy, and fears concerning
excessive maintenance. The present jet aerator has been
increased in size (one inch minimum opening) and simplified
in construction to minimize clogging and reduce fabrication
costs. Full scale performance data supplied by Pentech
indicate that this type of aerator is now ready for consid-
eration in municipal applications, with the higher installed
costs being reduced in significance as the price of energy
increases.
J-16
-------
Table J-5 shows that jet aeration would not be the
system of choice under the energy price, 1.5C/KWH used in
preparing the Columbus Facilities Plans. However, with
increasing energy expenditures it does become progressively
more attractive. It is recommended that jet aeration be
given a detailed evaluation for application at Columbus by
the design consultant that prepares the plant improvements.
The City may wish to conduct a jet aeration demonstration/
evaluation to derive operational experience with its own
staff and to derive a firm quantification of the actual
energy requirements for oxygen dissolution before commencing
with final design activities. The final EIS will consider
the results of such an evaluation in the selection of a
proposed dissolution system.
J.8 CONCLUSIONS
An examination of several alternatives to the proposed
treatment technology of the Facilities Plans leads to the
following conclusions and recommendations.
It is recommended that the selection of centri-
fugation over dissolved air flotation at Jackson
Pike for secondary solids thickening be reviewed
in the detailed design phase of the Columbus
project to assure cost-effective use of treatment
technology. (Preliminary costing of the two
systems is extremely close). The City may wish to
conduct a side-by-side comparison of representa-
tive units prior to selection of the preferred
unit process.
The City is presently fully committed to thermal
sludge conditioning as a means of achieving an
autogenous dewatered sludge cake. Recent capital
expenditures require the continuation of this
treatment concept. Future flexibility considera-
tions and present dissatisfaction with thermal
conditioning point toward continued testing of a
chemical conditioning-belt press system which, if
shown to be implementable, could be provided in
the future if the thermal conditioning system
operation becomes untenable.
Recent investigative efforts have suggested that
the most effective means of managing the recycles
associated with thermal conditioning of secondary
sludge is to apply the entire thermally conditioned
J-17
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product sludge to an anaerobic digester. This
concept (Alternative Cl of Section J-3), which
makes use of the present anaerobic digester
capacity, is recommended at the Columbus Plants,
with a programmed return of the supernatant to
the main flow stream during low loading periods.
Accordingly, it is recommended that isolated
treatment of the recycles by an air activated
sludge system, as proposed in the Facilities
Plant, be eliminated.
Starved air combustion is not clearly superior to
incineration. It still must be considered as
unproven technology with its ultimate attractive-
ness dependent upon a commitment to maximize the
recovery of waste heat. The City may wish to
construct one or more of its new incinerators with
the flexibility to convert to starved air combus-
tion in the future.
The economic attractiveness of a "Phostrip" phos-
phorus removal system at Columbus will be lost
with any state or national ban on phosphorus based
detergents. The probability of this legislative
action leads to the recommendation that Columbus
retain the proposed metal salt addition capability
for phosphorus removal.
An examination of intermediate sedimentation
between the roughing trickling filters and the
activated sludge at Jackson Pike reveals distinct
first cost and minor operating cost advantages for
a plant required to achieve year-round nitrifica-
tion. It is recommended that intermediate sedimentation
be retained in the main flow stream Jackson Pike
processing sequence.
A review of the operating horsepower and capital
expense for the proposed project plan and a pure
oxygen activated sludge system shows that the
price of electrical energy would have to increase
to $0.05 per kwh before pure oxygen is attractive.
Since it is believed that the proposed expansion
of the aeration and final sedimentation systems
can be fractionally or completely eliminated, the
overall economic liability of the pure oxygen
system will only increase. Thus, it is recommended
that the air activated sludge systems be retained
at both Columbus wastewater treatment plants.
J-19
-------
A preliminary evaluation of several air based
oxygen dissolution systems which maximize the
retention of existing facilities while minimizing
the oxygen transfer energy requirement show the
jet aeration system to be most attractive from the
standpoint of energy demands, but unattractive
from an overall basis until the price of energy
exceeds 3C/KWH. It is likely that even at the
present electrical energy cost of 2.3C/KWH, the
jet aeration system is well within ten percent of
the least cost dissolution method investigated.
The oxygen transfer capacity of the jet aeration
system is superior to other air systems, and
approaches that reported for optimum cryogenic
oxygen generation and dissolution and mixing in
the reactor. It is recommended that the jet
aeration system be evaluated in detail during the
design phase of the Columbus project, and that
consideration be given to a full-scale demonstra-
tion of its efficiency with quantification of its
maintenance needs.
J-20
-------
APPENDIX K
DESIGN QUANTITIES AND UNIT PROCESS
SIZING FOR THE RECOMMENDED
TREATMENT FACILITIES
-------
APPENDIX K
DESIGN QUANTITIES AND UNIT PROCESS
SIZING FOR THE RECOMMENDED TREATMENT FACILITIES
K.I DESIGN QUANTITIES
The proposed project plan is shown schematically in
Figure K-l, while Table K-l provides the average day process
stream characterization at the year 2000 design conditions
at Jackson Pike and Southerly with two stage metal salt
addition for phosphorus removal and all recycles returned to
the primary effluent. As shown, it is expected that the
nitrogen returned in the recycle will amount to an applied
TKN mass in the primary effluent approaching that found in
the raw wastewater. The basis of design additives of aluminum
ion and resultant net production of waste metal hydroxy
phosphate precipitates are as follows:
Al+3 added to influent to
First-stage
Second-Stage
Total
Total Metal Precipitate
Produced
Quantity, Ibs/day
Jackson Pike Southerly
3,300 (T.F.Effl.) 4,800 (Infl.)
2,300 1,800
5,600
21,000
5,300
22,000
Table K-2 summarizes the average and maximum day waste
solids production values used as a basis of design. As can
be seen, two 200 gpm thermal conditioning systems are assumed
to be in constant operation at Southerly, where varying
mixtures of primary and secondary solids are used as the
feed sludge. The Jackson Pike thermal conditioning system
sees only waste seconary sludge. Further, as shown in the
Table, the present sizing of the Southerly anaerobic diges-
ters prevents their receipt of all of the thermally condi-
tioned solids. If influent phosphorus levels were reduced
to the point that no chemical additions were required, the
solids mass applied to the incinerators would reduce by
about 10 and 15 percent at Jackson Pike and Southerly,
respectively, with a subsequent 25 to 35 percent reduction
in each plant's ash production.
K.2 UNIT PROCESS SIZING
Table K-3 summarizes the changes in unit process
sizing derived from the recommended alternative in compari-
son to the improvements originally proposed in the Columbus
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Facilities Plan. Where no change from the originally pro-
posed project plan is indicated, the reader is referred to
Appendix 1 for the unit process's sizing. The following
sections describe the recommended unit process sizing and,
where applicable, provide additional discussion of the
rationale leading to the final recommendations.
K.2.1 Pretreatment and Primary Sedimentation
With the exception of a slight expansion of the Southerly
influent pumping station to provide a firm pumping capacity
of 230 mgd (Facilities Plan proposed 185 mgd), no expansion
of the two plant's pretreatment and primary sedimentation
facilities is recommended. The pumping station at the
terminus of the 156-inch diameter interconnecting sewer,
with a firm capacity of 70 mgd, is also considered adequate.
It should be noted that the reason Jackson Pike's
pretreatment system is considered adequate is due to the
presence of the interconnecting sewer, which allows all
flows above 200 mgd (1.8 times greater than the average
annual design flow) to be diverted to Southerly. Failure to
use the interconnecting sewer would necessitate a design
hydraulic capacity of at least 220 mgd at Jackson Pike.
Although a flow peak of this magnitude could be easily
incorporated in the new Jackson Pike structures and con-
duits, its selection may force a major revamping of the
existing transfer conduits within the plant. Therefore, the
soundest decision appears to be one that makes maximum use
of the rated hydraulic capacity of both plants and the
interconnecting sewer.
As noted in Appendix I, rehabilitation of the four 120
feet by 60 feet by 15 feet side water depth primary sedimen-
tation tanks at Jackson Pike is not a strong requirement for
successful wastewater treatment. However, it was decided to
recommend rehabilitation of those tanks and their associated
collector mechanisms in order to derive a modernized facility
with all tankage suitable for service. The primary sedimenta-
tion surface overflow rates at design conditions for both
plants are given below:
Surface Overflow Rates
Jackson Pike Southerly
Average Day 880 gpd/sf @ 110 mgd 710 gpd/sf @ 85 mgd
Process Peak 1360 gpd/sf @ 170 mgd 1080 gpd/sf (§130 mgd
Hydraulic Capa-
city 1600 gpd/sf @ 200 mgd 1840 gpd/sf @230 mgd
K-5
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K.2.2 First Stage Biological Treatment
The first stage biological treatment system is only
recommended at Jackson Pike. It incorporates a pumping
station, synthetic media trickling filtration, and inter-
mediate sedimentation. The recommended changes impact the
entire facility. Final configurations and the attendent
rationale for their selection are given below:
Pump Station
Minimum Firm Capacity 220 mgd
This sizing reflects the firm capacity of the plant plus a
20 mgd credit for recycled flows. The original Facilities
Plan did not consider recycles in its pump station sizing.
Trickling Filter
Sizing 78'-dia x 21.5' depth
Number 8
Dt- load,
IBs/1000 cf.day 170
Hydraulic load,
gpm/sf 2.0
The originally proposed Jackson Pike trickling filter had a
diameter of 104 feet. As shown above, the proposed 78 foot
Jackson Pike filters have the same organic loading rate as
originally proposed at Southerly, which nearly doubles the
hydraulic rate. The anticipated removal of soluble substrate
through the. filter is on the order of 65 percent. It is
recommended that the original installation be designed with
the flexibility to divert flow around the filter. This
improvement may allow operational savings when complete
nitrification is not a treatment requirement by avoiding the
energy associated with pumping the wastewater.
Intermediate Sedimentation
Surface Overflow Rates
Eight tanks with total of 83,000 sf
Average Day 1360 @ 120 mgd
Process Peak 2160 § 190 mgd
Maximum Rate 2500 @ 220 mgd
The intermediate sedimentation system was designed for a
maximum surface overflow rate of 2500 gpd/sf with 20 mgd of
recycled flow. It is believed that the resultant sizing is
completely adequate for intermediate solids-liquid separation.
It is recommended that the system be designed with the
capability to supply waste sludge to the influent to the
K-8
-------
trickling filter and the activated sludge system for process
flexibility; The Facilities Plan proposed 84,400 square
feet of sedimentation area at Jackson Pike.
K.2.3 Second Stage Biological Treatment
The design of an activated sludge system entails an
optimized interrelated blend of aeration and sedimentation
tankage. Up to a certain point, hydraulic surface overflow
rates are secondary to successful performance. The key to
successful sedimentation is to maintain a reasonable solids
loading with sufficient return sludge capacity. Both are
related to the operating mixed liquor suspended solids
(MLSS) applied to the sedimentation system. The operating
MLSS is related to the cell residence time (or nitrification
requirements), the mode of applying both flow and return
sludge to the aerator, and the aeration tankage.
In Section 4.5.3, it was recommended that the activated
sludge systems at the Columbus plants be optimized to incor-
porate a modified step feed aeration pattern in order to
avoid an expansion of either the existing aeration or sedimen-
tation systems. Table K-4 shows the recommended design for
the Columbus activated sludge systems. At Southerly, the
most cost effective design is to provide the additional 5.2
million gallons of tankage defined in the Facilities Plan.
The proposed improvements at Southerly will allow one 5.2
million gallon aeration system to be completely committed to
return sludge aeration. This commitment will allow success-
ful obtainment of a nomlimiting cell residence time during
the critical winter condition. The return sludge systems of
both plants should be revamped for ease of operation, with
return to the beginning of each aeration tank and, at Southerly,
full return to an isolated aeration tank. The variable
MLSS concentrations noted in the first and second compartment
of the first aeration pass reflect a single point addition
of settled intermediate effluent at the beginning of each
compartment (low MLSS), or multipoint addition throughout
the aeration compartment (high MLSS). If possible, the
latter is recommended for ease of oxygen transfer. The
lower nitrification rate at Southerly reflects the "dilute
out" of nitrifying organisms due to the higher magnitude of
sludge synthesis.
It should be noted that the 1090 gpd/sf average day
surface overflow rate at Jackson Pike is higher than the
normally suggested 800 gpd/sf standard of regulatory agencies.
This standard is typically associated with a MLSS concentration
of 2000 to 3000 mg/1 in the aerator effluent, whereas the
proposed Jackson Pike aerator effluent concentration is 1500
K-9
-------
Table K-4
Recommended Activated Sludge System Design
I. Existing Physical Sizing
Jackson Pike Southerly
Aeration Tank, million gallons 31.5 26.3
Sedimentation, Square Feet 110,000 135,000
Total Return Sludge, mgd, 42.1 142
firm, mgd 23.6 115
II. Recommended Design
Expand aeration tankage at Southerly .by 5.2 million gallons as
proposed in Facilities Plan. Use one 5.2 MG tank to receive
only return activated sludge in wintertime operation, effluent
from this system is applied to the first compartment of the
remaining aeration tanks.
Jackson Pike Southerly
MLSS
Return Sludge Aeration - mg/1 Not 10,000
- Ibs Applicable 434,000
First Compartment^) - mg/1 6800*~3500* 7200*-4300*
- Ibs 447,000-230,000 395,000-236,000
Second Compartment^- mg/1 2800*-2100* 3500*-2700*
- Ibs 184,000-138,000 192,000-148,000
Thirds and Fourth - mg/1 1,500 2,000
Compartments - Ibs 197,000 219,000
Total - Ibs 828,000*-565,000* 1,240,000*-1,037,000*
* Based upon a return sludge concentration of 10,000 mg/1
T\I Assumes influent split of 1/3 to first, second and third com-
partment
Percent Volatile 50 68
Cell Residence Time - days 20-14 16-13
Assumed Nitrification Ib TKN
Rate at 10°C Ib MLSS,day 0.12 0.08
Maximum Design Nitrogen
Load to Nitrify Ibs/day 29,000 28,000
K-10
-------
Table K-4 (Continued)
Jackson Pike Southerly
Required recycle fraction,
R/Q, at sludge cone. = 10,000 mg/1 0.18 0.25
= 7,500 mg/1 0.25 0.36
Recommended minimum maximum
firm recycle rate, mgd 55 90
Solids loading rates, Ibs/sf day
Ave. day 16 15
@ Q=120 mgd, @ Q=95 mgd,
R/Q=0.18 R/Q=0.25
Process Design Peak 25 23
@ Q=190 mgd, @ Q=150 mgd,
R/Q=0.18 R/Q=0.25
Surface Overflow Rate, gpd/sf
Ave. day 1,090 @ 120 mgd 700 @ 95 mgd
Process Peak 1,730 @ 190 mgd 1,110 @ 150 mgd
Maximum Rate 2,000 @ 200 mgd 1,850 @ 250 mgd
K-ll
-------
mg/1. It is believed that Jackson Pike can maintain a
suitable performance level with the lower MLSS concentration
and higher surface overflow rate, and deviation from the
conventional standard is strongly recommended.
As mentioned in Appendix J, total revamping of the
Columbus plant's oxygen transfer capacity is recommended.
The calculated oxygen demands for design load satisfaction
are given below:
Design Oxygen Demand to be Satisfied,Ibs/day
Jackson Pike Southerly
Average Day
Carbonaceous 35,000 120,000
Nitrogenous 90,000 75,000
Total 125,000 195,000
Maximum Day
Carbonaceous 50,000 180,000
Nitrogen 135,000 130,000
Total 185,000 310,000
The firm oxygen transfer capability at both plants should
address these needs. It should be noted that the maximum
day values take no credit for load dampening due to con-
trolled release of the recycles at both plants, or the
controlled release of the pretreated brewery waste to the
Southerly collection system.
K.2.4 Final Effluent Filtration
The considerations associated with the final effluent
filtration system were developed in Section 4.5.4. The
recommended installations at Jackson Pike and Southerly,
using the nominal filter size of the Facilities Plan, are as
follows:
Jackson Pike Southerly
Nominal Filter Size, sf 1860 sf 1860 sf
No. of Filters 16 16
Maximum Flow Applied to
Filters, mgd 180 205
Maximum Filtration Rate
with one filter out of
service, gpm/sf 4.5 5.0
Average Filtration Rate
gpm/sf 2.8 @ 120 mgd 2.2 @ 95 mgd
Maximum Backwash rate
@ 15 gpm/sf 40 mgd firm capacity
Maximum Air Supply
@ 2 cfm/sf 3700 cfm firm capacity
K-12
-------
Jackson Pike
Southerly
Storage Volume @ Max-
imum Backwash for
10 minutes and 30
minute cycle time
0.19 million gallons with
13.5 mgd maximum return
The preceding sizing is specific for a Hydro-Clear instal-
lation. The storage volume and maximum backwash rate are
provided in the interest of completeness. A wide variety of
combinations are possible; in the tabulated system, the
elapsed time for cleaning the entire installation is eight
hours under the worst conditions.
K.2.5 Effluent Disinfection, Dechlorination,and
Post Aeration
The Facilities Plan did not include dechlorination or
post aeration. The suggested contact time for the entire
sequence of these two treatment concepts is 20 minutes at
the hydraulic peak. This yields a total volume of about 3.0
and 3.5 million gallons at Jackson Pike and Southerly,
respectively. The suggested maximum chlorination capacity
of 12,000 pounds/day at both plants will allow the breakpoint
elimination of 1 to 1.5 mg/1 of ammonium nitrogen under
average daily flow conditions. The dechlorination feed
capacity for SO.-, should be a similar order of magnitude as
that provided for chlorine addition.
K.2.6 Secondary Solids Thickening
The Facilities Plan for the Jackson Pike Plant recom-
mended thickening of waste activated sludge by centrifugation.
The nominal sizing for each centrifuge is 200 gpm. Table K-
2 cites an estimated maximum flow of waste secondary solids
at 2000 gpm with a solids concentration of 10,000 mg/1 for
this reasonable action alternative. This yields a total of
12 units, with two standby, for the maximum day condition.
This selection is recommended for the Jackson Pike installation,
since the waste secondary solids are dominated by sloughed filter
humus (which should be at a solids concentration of one
percent or higher), and since it is possible to realize a
greater hydraulic capacity for a scroll centrifuge without a
significant sacrifice in solids capture through the addition
of organic polyelectrolytes. This selection of equipment
appears to be more justified than the Facilities Plan's
callout of 18 units, which provide approximately three times
the average day operating requirement of the system.
K-13
-------
The Southerly Facilities Plan recommended two additional
dissolved air flotation units at 1900 square feet each for
waste secondary solids thickening. This 50 percent expansion
is unnecessary with the recommended project plan as the
existing 7600 square feet of thickening area will yield an
average and maximum day solids loading of 10 and 14 pounds/SF.day,
respectively.
A standby polyelectrolyte addition capability is recom-
mended as a contingency should one or more units be out of
service under maximum day conditions.
K.2.7 Thermal Conditioning
The Facilities Plan recommended that one additional 200
gpm thermal conditioning system be added to the existing two
units at Jackson Pike and three units at Southerly. The
recommended project plan does not differ with this selection
at Jackson Pike, as both the average day and maximum day
needs defined in Table K-2 require the use of two 200 gpm
systems. It does differ with the recommendations at Southerly,
since the average and maximum day requirement is also for
two units. Here, it is believed more sound to provide extra
standby auxiliaries (i.e., grinders, high pressure pumps,
high pressure compressors, etc.) and extra dewatering capacity
rather than one complete standby heat exchanger and reiactor
for the maximum day condition.
K.2.8 Anaerobic Digestion, Decanting, and Storage
Anaerobic solids destruction of the thermally condi-
tioned solids is recommended at both plants. The primary
digestion capacity less the cone volume at Jackson Pike and
Southerly is 6.3 and 4.3 million gallons, respectively.
With a design volumetric displacement time of about 20 days,
the Jackson Pike capacity matches the system needs perfectly.
At Southerly, only 36 percent of the average design day
thermally conditioned solids can be applied to the anaerobic
digestion system; the remainder must be decanted and directly
dewatered or stored.
The second stage anaerobic digester volume at Jackson
Pike and Southerly totals 8 and 2.2 million gallons, respectively.
It is recommended that two of the eight second stage digesters
at Jackson Pike and one of the two second stage digesters at
Southerly be committed to decanting and thickening the
digested thermally conditioned secondary solids. The
average day solids loading on these units is about 7.3 and
5.1 Ibs/sf day at Jackson Pike and Southerly, respectively.
The remaining existing digestion and decanting capacity
at the two plants is as follows:
K-14
-------
Jackson Pike
Southerly
Digestion
Decant Tanks
6 tanks @ 85 feet
diameter, 6
million gallons,
34,000 sf
3 tanks*, 0.37
million gallons,
3,500 sf
1 tank @ 85 feet
diameter, 1.1
million gallons,
5,670 sf
4 tanks @ 35 feet
diameter, 0.39
million gallons,
3,800 sf
includes proposed additional unit
These tanks provide the storage capabilities of the waste-
water treatment plants. Storage requirements vary as a
function of the maximum day processing capabilities provided
at the dewatering and incineration complex and the maximum
consecutive days of waste solids production. For ease of
analysis, the following peaking factors for waste solids
production were assumed:
Peaking Factors
Primary Solids Secondary Solids
Jackson PikeSoutherly
1
2
3
5
7
10
15
2.6
2.3
1.7
1.5
1.3
1.2
1.1
1.7
1.5
1.3
1.2
1.1
1.0
1.0
1.4
1.3
1.2
1.1
1.0
1.0
1.0
The required storage volume with these peaking factors and
the assumptions that (1) the minimum maximum day dewatering
capability should be 1.5 and 1.2 times the average dry
primary and secondary solids production, respectively, and
(2) on the first day of maximum sludge production, the
dewatering system is run at average day values, the required
approximate storage volume is about one million gallons at
each plant. This volume is presently available in the
uncommitted secondary digestion capacity at both plants.
The decant tanks at Jackson Pike can be committed to
fractional or complete primary sludge thickening uses if the
need so arises. If so used, the average day solids loading
rate for the entire primary solids mass is about 34 Ibs/sf
day. At Southerly, the decant tanks should remain in
service to concentrate (and store) the thermally conditioned
solids bypassed around the anaerobic digestion system. The
average day solids loading rate on the Southerly decant
tanks will be about 24 Ibs/sf day.
K-15
-------
Thus, the recommended alternative proposes to more
fully develop the use of existing equipment at the two
wastewater treatment plants. Implementation of this alter-
native will necessitate both major and minor piping changes,
additional pumping capabilities to derive an optimum con-
trolled return of the digester supernatant and decanting
liquors, and "as required" rehabilitation of the existing
digesters. Particular attention should be given towards
efficient mixing in the primary digesters and the capability
to return settled digested solids to the first stage digester.
Heating requirements of the digesters will be lessened due
to the elevated temperature (100 to 120 F) of the thermally
conditioned feed sludge. (The advantages of incorporating
the anaerobic digestion system in the project plan are
developed Appendix J.)
K.2.9 Dewatering and Incineration
The dewatering and incineration capabilities of any
plant are intimately related. Often, the incineration
capability of a plant is limited by its upstream dewatering
capacity and the routing of dewatered sludge to any inciner-
ator. Care should be exercised to assure that the capacity
of a given incinerator and the capability of a dewatering
system effectively match. If at all possible, a given
incineration system should be designed to share the product
solids from two banks of dewatering equipment. Coupled with
these considerations is the reality that normal operation
will require the programmed shutdown on an incinerator two
to three times a month for inspection. Typically, this
inspection requirement will encompass two to three days due
to slow cooling and heating considerations as the unit is
taken out of and then returned to service.
With the preceding comments in mind, the dewatering and
incineration needs of the Columbus plants were determined
for the reasonable action alternative. The results of. this
evaluation are summarized in Table K-5. The Columbus Facili-
ties Plan proposed nine dewatering centrifuges (3 at (55 gpm,
6 at 55 gpm) and four incinerators (2 at 170 wet tons/day, 2
at 200 wet tons/day) at Jackson Pike; and nine dewatering
centrifuges (6 at 65 gpm, 3 at 55 gpm) and four incinerators
(all at 200 wet tons/day) at Southerly. As can be seen from
Table K-5, when the maximum solids loading of the incinerators
are considered, neither plant has any standby centrifugation
equipment. Thus, it is probable that if the recommendations
of the Facilities Plan were implemented, each plant could
never realize its maximum incineration potential. As a
consequence, if the Facilities Plan's recommended inciner-
K- 16
-------
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K-17
-------
ators were installed, it would be necessary that at least
one additional new dewatering centrifuge (65 gpm capacity)
be provided at each plant.
In previous Appendices and in the main text of this
report, use of the nearly completed Jackson Pike to Southerly
sludge force main has been mentioned. The price for com-
pleting this force main with the provision of two stage
pumping is about the same as a new 200 wet ton/day inciner-
ator, while the committed investment for the force main
totals on the order of $300,000. As shown in Table K-5,
two Southerly incinerators are capable of handling the
diverted Jackson Pike load concurrently with its minimum
maximum day waste solids production. This consideration,
plus the extra existing 5 million gallons of storage volume
at Jackson Pike to further reduce the potential peak of
sludge transfer, makes this option even more viable,. Fur-
ther, the potential codisposal of sludge solids with refuse
at the proposed municipal refuse/coal fired power plant
suggests a planning desire to minimize the capital invest-
ment for sludge solids incineration at Jackson Pike. The
long-term potential of applying dewatered thermally condi-
tioned solids to reclaim strip mined land also makes
a centralized point of solids collection attractive at
Southerly. Finally, it is noted that the Southerly incin-
eration needs under the minimum maximum day with a 50,000
pound/day diversion from Jackson Pike remains at two incin-
erators, thus making one additional incinerator unnecessary.
In view of these considerations, it is recommended that
one incinerator be eliminated from the Facilities Plan
proposal at both Jackson Pike and Southerly. Consideration
should be given to transporting digested thermally conditioned
secondary solids on an "as required" basis to Southerly for
ease of conveyance and subsequent processing. (If the power
plant is constructed it may be more cost-effective to pump
sludge to Jackson Pike for incineration). Capability should
be provided to deliver these solids to the primary sedimenta-
tion system at Southerly with an optional application to the
existing decant tanks. The orginally proposed nine' centri-
fuges at Jackson Pike should be adequate for the revised
incineration complex. At Southerly, one 65 gpm centrifuge
could be eliminated from the Facilities Plan recommendation.
A final consideration concerning dewatering needs is
whether or not the existing Southerly vacuum filtration
system should be expanded or replaced with centrifugation,
as recommended in the Facilities Plan. With an assumed
yield rate of 5 pounds of dry suspended solids per hous per
K-18
-------
square foot of vacuum filtration area, the existing vacuum
filtration complex would have to be expanded by 50 percent
for design loadings. This need translates to two new 425
square foot filters or two new 65 gpm centrifuges with a 6.5
percent feed sludge concentration. Provision of either of
these two options would require a new structure to house the
new units. With total abandonment of the vacuum filtration
system and subsequent replacement with centrifugation it may
be possible to fit the required eight centrifuges in the
existing dewatering structure.
This option would result in significant first cost
savings by eliminating the requirement for a new building.
Expansion needs will be immediate upon provision of the
recommended main stream facilities, meaning an early decision
has to be made as to whether the existing filters are to be
retained and a new building constructed for new dewatering
equipment, or if the filters should be abandoned and the
existing space used for a centrifuge complex. Other salient
advantages derived from replacing the vacuum filters with
centrifuges are as follows:
The present 10 year old vacuum filtration facility
will be near the end of its effective life by the
time the improvements are provided. Extensive
rehabilitation of the filters and replacement of
many auxiliaries is likely as a design requirement
to assure a reliable operation for another twenty
years of service.
The centrifuge, with its enclosed means of sludge
dewatering, is aethetically attractive, especially
when processing thermally conditioned solids.
A total centrifugal dewatering capability will
minimize operator training considerations and the
needed spare part inventory required at Southerly.
These benefits will also facilitate the transfer
of operation and maintenance personnel between the
two plants as well as allow the pooling of spare
parts between the two installations.
Thus, this review is in agreement with the recommendation
that the Southerly vacuum filter system be replaced with a
centrifugation complex. The final recommended improvements
at both facilities are as follows:
K-19
-------
Dewatering Centrifuges
Incinerators
Miscellaneous
Jackson Pike
6 @ 55 gpm
3 @ 65 gpm
(3 banks of 3)
2 @ 170 wet tons/day
1 @ 200 wet tons/day
(one standby)
Southerly
6 @ 65 gpm
2 @ 55 gpm
(2 banks of 4)
3 @ 200 wet tons/day
(one stctndby)
Completion of interconnecting sludge force
main, provision of polyelectrolyte addition
capability for "as required" use.
K.2.10 Ash and Sludge Lagoons
The preferred ultimate disposal scheme for the inciner-
ator ash from the two wastewater treatment plants incorporates
the same quarry presently used by the City for water plant
waste solids disposal. Whether this is done on a periodic
or continuous basis dictates the volumetric requirements of
the ash lagoons. It is recommended that the City explore
this consideration in full to determine the most cost-
effective, implementable program of ash handling before new
ash lagoons at Jackson Pike are constructed. Whatever
capacity is finally provided, the lagoon overflow should be
returned to the main processing stream.
Presently, Jackson Pike makes use of a lagoon to
relieve its inadequate solids handling facilities. This
lagoon has been a source of odor complaints, and its even-
tual abandonment is recommended. The question remains as to
how to dispose of this historic inventory of partially
stabilized digested solids. It is recommended that after
the provision of the required sludge handling improvements
for Jackson Pike, Southerly, and the interconnecting sewer,
the solids be left in place. The lagoon should then be
backfilled and compacted with suitable cover made available
during the Columbus improvement program. Displaced liquid
should be returned through a temporary drainage ditch (and,
if needed, a temporary pumping station) to the main pro-
cessing stream at Jackson Pike.
K-20
-------
APPENDIX L
Considerations for Applying Sewage Sludge
on Agricultural Land*
*adapted from: "Application of Sludges and Wastewater on Agricultural Land:
A Planning and Educational Guide" in Section 3 by L.E. Sommers and
D.W. Nelson. North Central Regional Committee (ND-118) and Wester Regional
Committee (W-124), North Central Regional Research Publication 235, October
1976
-------
This procedure for calculating sludge application rates is intended
for use on privately owned and managed agricultural land. On large-
scale, municipally owned and managed systems, where monitoring is
regularly performed, the use of higher sludge loading rates may be
possible. Determination of suah loading rates is site specific as
described in the Bulletin.
The following information is needed prior to calculating the rate
of sludge application:
- Sludge composition
- Soil pH, cation exchange capacity, and lime requirement to
adjust soil to pH 6.5
- Soil test for available P and K; P and K fertilizer recommendation
for crop to be grown
- Crops to be grown
The rate of sludge application to land is based on the nitrogen
requirement of the crop grown and the metal content of the sludge. If
the sludge being applied has a low metal content, then it is possible to
use sludge as nitrogen fertilizer material. However, if the sludge
contains high concentrations of metals (i.e., Zn>5000ppm, Cu>1000ppm,
Ni>500ppm, or Cd>50ppm, all on a dry weight basis), then the sludge may
be used as a supplemental nitrogen source only. In either case, it may
be necessary to use commercial fertilizer materials to furnish potassium
for crop growth. The ranges of nitrogen, phosphorus, and potassium
contents found in anaerobically digested sewage sludges are shown in
Table 3.2.
TABLF 2.3—Composition of Representative Anaerobic Sewage Sludges
Component Range* Lb./Ton**
Organic nitrogen
Ammonium nitrogen
Total phosphorus
Total potassium
1% -
1% -
1.5% -
0.27%-
5%
3%
3%
0.8%
20 -
20 -
30 -
4 -
100
60
60
16
*Percent of oven-dry solids
**Lb./ton dry sludge
After addition to soil, sewage sludge is slowly decomposed, resulting
in release of nitrogen available for plant growth. Available data
suggest that 15-20% of the organic nitrogen is converted to plant available
forms the first year and that 3% of the remaining organic nitrogen is
L-l
-------
released each year for at least three subsequent years. Thus, plant
available nitrogen is released for several years after sludge has been
added to soils. For example, decomposition of a sludge containing 3%
organic nitrogen applied at 10 tons/acre/year for 3 years will release
41 Ibs. of nitrogen the fourth year. Thus, sludge application rates are
based on the quantity of readily available nitrogen in sludge (i.e.,
NHiJ: and NOj) and on the amount of nitrogen released during sludge
decomposition in soil. Because of nitrogen losses from denitrification,
ammonia volatilization, etc., nitrogen from sludge approximately equal
to or 50% higher than the crop nitrogen requirement can be applied to
soils with minimal environmental risk. If sludge is incorporated
immediately (e.g., injected), then available nitrogen from sludge equal
to the crop nitrogen requirement should be added. Although phosphorus
toxicity to crops is not a problem in most cases, the level of available
phosphorus in soils receiving sludge should be checked and serious
consideration given to discontinuing sludge applications if available
phosphorus exceeds 1500 Ib/acre. The crop most susceptible to injury
from excess phosphorus appears to be soybeans.
The criteria used to prevent metal injury from sludge application
on land are based upon the total amount of Pb, Cu, Zn, Ni, and Cd added
in sludges. Whereas nitrogen commonly limits the annual application
rate of sludge, metals in sludge will determine the length of time a
given acreage can receive sludge. The upper limit for metal addition is
given in Table 3.3. In addition to the maximum accumulation of Cd
shown, the rates of sludge application should result in no more than 2
Ib of Cd per acre being applied on an annual basis.
TABLE 3.3—Total Amount of Sludge Metals Allowed on Agricultural Land
Soil Cation Exchange Capacity (meq/lOQg)*
Metal 0-5 5-15 >15
Maximum Amount of Metal (Lb/Acre)
Pb
Zn
Cu
Ni
Cd
500
250
125
50
5
1000
500
250
100
10
2000
1000
500
200
20
*Determined by the pH 7 ammonium acetate procedure.
These values are the total amounts of metals which can be added to
soils. With metal contaminated sludges, one of the above criteria may
be met with a single application, whereas 5, 10, or 20 applications may
L-2
-------
be needed for "clean" domestic sludges. A soil pH >6.5 must be maintained
in all sites after sludge is applied to reduce the solubility and plant
uptake of these potentially toxic heavy metals.
Calculation of Annual Application Rate
Step 1. Obtain N requirement for the crop grown from Table 3.4.
Step 2. Calculate tons of sludge needed to meet crop's N requirement
a. Available N in sludge
% Inorganic N (Nj) = (% NH^-N) + (% N03-N)
% Organic N (NQ) = (% total N) - (% inorganic N)
Lb available N/ton sludge = (% N1 x 20) + (% NQ x 4)
b. Residual sludge N in soil
If the soil has received sludge in the past 3 years,
calculate residual N from Table 3.5.
c. Annual application rate
i) tons sludge/acre = crop N requirement - residual N
Ib available N/ton sludge
If sludge is surface applied this rate can be doubled
ii) Tons sludge/acre = 2 Ib Cd/acre
ppm Cd x .002
iii) The lower of the two amounts is applied.
L-3
-------
TABLE 3.4—Annual Nitrogen, Phosphorus, and Potassium Utilization
by Selected Crops.*
Crop Yield Nitrogen Phosphorus Potassium
Lb per Acre
Corn
Corn silage
Soybeans
Grain sorghum
Wheat
Oats
Barley
Alfalfa
Orchard grass
Brome grass
Tall fescue
Bluegrass
150 bu.
180 bu.
32 tons
50 bu.
60 bu.
8,000 Ib.
60 bu.
80 bu.
100 bu.
100 bu.
8 tons
6 tons
5 tons
3.5 tons
3 tons
185
240
200
257+
336+
250
125
186
150
150
450+
300
166
135
200
35
44
35
21
29
40
22
24
24
24
35
44
29
29
24
178
199
203
100
120
166
91
134
125
125
398
311
211
154
149
*Values reported above are from reports by the Potash Institute of America
and are for the total above-ground portion of the plants. Where only
grain is removed from the field, a significant proportion of the nutrients
is left in the residues. However, since most of these nutrients are
temporarily tied up in the residues, they are not readily available for
crop use. Therefore, for the purpose of estimating nutrient requirements
for any particular crop year, complete crop removal can be assumed.
+Legumes get most of their nitrogen from the air, so additional nitrogen
sources are not normally needed.
L-4
-------
Table 3.5—Release of Residual Nitrogen During Sludge Decomposition
in Soil.
Years After
Sludge Application
1
2
3
2
I
0
0
.0
.0
.9
.0
2.5
Lb
1.2
1.2
1.1
Organic N Content of Sludge %
3
.0
N Released
1
1
1
.4
.4
.3
3.
per
1.
1.
1.
5
Ton
7
6
5
4.0
Sludge
1.9
1.8
1.7
4.5
Added
2.2
2.1
2.0
5.0
2.4
2.3
2.2
Step 3. Calculate total amount of sludge allowable.
a. Obtain maximum amounts of Pb, Zn, Cu, Ni, and Cd allowed for
CEC of the soil from Table 3. 3 in Ib/acre.
b. Calculate amount of sludge needed to exceed Pb, Zn, Cu, Ni,
and Cd limits, using sludge analysis data.
Metal
Pb: Tons sludge/acre = Ib Pb/acre
ppm Pb x .002
Zn: Tons sludge/acre = Ib Zn/acre
ppm Zn x .002
Cu: Tons sludge/acre = Ib Cu/acre
ppm Cu x .002
Ni: Tons sludge/acre = Ib Ni/acre
ppm Ni x .002
Cd: Tons sludge/acre = Ib Cd/acre
ppm Cd x .002
(Note: Sludge metals should be expressed on a dry weight
ppm (mg/kg) basis.)
The lowest value is chosen from the above five calculations
as the maximum tons of sludge/acre which can be applied.
Step 4. Calculate amount of P and K added in sludge.
Tons of sludge x % P in sludge x 20 = Ib of P added
Tons of sludge x % K in sludge x 20 = Ib of K added
L-5
-------
Step 5. Calculate amount of P and K fertilizer needed.
(Ib P recommended for crop)* - (Ib P in sludge) - Ib P fertilizer
needed
(Ib K recommended for crop)* - (Ib K in sludge) * Ib K fertilizer
needed
*P and K recommendations based-on soil tests for available P and K
Lee E. Sommers and Darrell W. Nelson are Associate Professors,
Department of Agronomy, Purdue University, West Lafayette, IN 47907
L-6
-------
APPENDIX M
WARRANTY TESTS ON THE INCINERATOR
AT MIDDLETOWN, OHIO
-------
HAVENS ^>TD EMERSON
LIMITEO
Subject: Middletown Incinerator Study Date August 20, 1975
From M. C. Mulbarger File 0000-20
To Record
I. BACKGROUND
On March 18 and 20, 1974, a variety of special samples were collected
during the first Middletown Incinerator Warranty Test. The purpose of this
memorandum is to summarize the results of the study. Data are only presented
with the incinerators operating a full-load conditions or approximately
7500 Ibs/hr of wet cake. The two incinerators are Herreshoff type multiple hearth
units with six hearths. The unit was receiving lime and ferric conditioned
sludge from a vacuum filtration dewatering system. Flue gases pass through
a Sly Impingjet tvTO tray scrubber with an approximate head loss of seven
inches of water.
Nominal temperature conditions for the data given in the memorandum are
summarized below:
Item Incinerator 1 Incinerator 2
Hearth 1 880°F 890°F
2 1120 1080
3 1220 1120
4 1600 1530
5 1400 1450
6 250 400
Shaft cooling air 300 320
Flue gas entering scrubber 225 230
(after quench)
Flue gas after scrubber 110 135
Temperature conditions were somewhat more erratic for incinerator 2 \vith
some burning indicated on the lower hearth.
II. SOLIDS AND ORGANIC CHARACTERIZATION (Ref. Tables 1 and 2)
The first step in the data analysis is to calculate the wet weight of
ash flow. This is .done using the Ibs/day data from Table 1, as follows:
Incinerator 1 Incinerator 2
Cake
Total Solids In 44,040 43,310
Less TVS In 19,480 17,670
Total Inert Solids In, (1) 24,560 25,640
-------
INTER-OFFICE MEMORANDUM
> EMERSON
LIM:XTEE>
Subject:
From
To
Page 2.
Date
File
Scrubber Water
Total Solids Out
Total Volatile Solids Out
Total Inert Solids Out, (2)
Total Solids In
Total Volatile Solids In
Total Inert Solids In, (3)
Total Inert Solids Gain, (4) = (2)-(3)
Particulate Loss
Lbs/Ton
Tonage - ton/day
Loss, Ibs/day, (5)
Ash
Inert Solids Flow=(l)-(4)
Less Particulate Loss, (5)
Inert Ash Flow, (6)
Total Solids Factor, (7)
Wet Cake Factor, (8)
Wet Cake Flow=(6)(7)(8)
Incinerator 1
3,180
370
2,810
1,820
260
1,560
1,250
1.17
22.02
26 (use 30)
23,310
30
23,280
998 Jjj
998-6.3^'
1
1,998
23,470
Incinerator 2
2,460
390
2,070
1,690
90
1,600
470
0.70
21.65
15 (use 20)
25,170
20
25,150
999
999-8.1
1
1,999
25,380
It should be noted that these calculations exclude losses associated with
chemically bound water, such as associated with CaCO, and Fe(OH) . The cited
wet cake mass flows are therefore quantified high which introduces a consistent
positive error in all subsequent ash pollutant mass calculations.
The data cited in Table 1 show that the total solids in the scrubber
water increase by a nominal 400 mg/1 (range 289-509 mg/1), approximately 87
percent of this increase is associated with the suspended solids pickup. A
10 mg/1 COD increase is also found in the scrubber water which is superficially
inconsistent with the gain in total volatile solids (40-110 mg/1). The inability
of the COD test to truly measure some of the organics appears more likely than
a volatility associated with inorganic consistuents as the cause for this ob-
servation. The exiting scrubber water also experiences a 3-5 mg/1 (4-5 fold)
increase is measured aliphatic hydrocarbons. This grouping contains the short-
chain compounds which may be distilled in the upper hearths of the furnace.
The COD test is not particularly effective in the measurement of aliphatic
and aromatic hydrocarbons. The reader will note the slightly higher COD and
VS valves found in the ash from incinerator No. 2, which is the one still
experiencing sone burning on the lower hearths. Particulate and carbonaceous
-------
E^IEIRSCJN"
LIMITED
Subject: Date
Page 3. „..
From File
To
atmospheric releases are 5ummarized in Table 2. Incinerator 2 indicates
a poorer operation, most likely due to combustion temperature rather than
a lack of combustion air which is assumed proportional to the air flow valves
reported. The mass of carbon measured in the stack per mass of applied
available carbon ranged from 8.8 to 17.9 percent in incinerator 1 and 2,
respectively. The poorer performance of incinerator 2 is consistent with
the aliphatic hydrocarbon increases in Table 1. It is not known if the high
carbon losses as CO and CH are representive but, if so, they lead to some
questions concerning the efficiency of the multiple hearth incinerator as
a combustion device without an afterburner.
III. NITROGEN AND SULPHUR (Reference Tables 3 and 4)
Scrubber water valu-es are seen to increase by 70-100 mg/1 in terms of
sulfate levels. This reflects the efficiency of the scrubber in terms of
SOX removal. The data show that only about 6 percent of the applied sulphur
is ultimately released to the atmosphere. The mass balances indicate that
approximately 60-65 percent of the applied sulphur will be retained in the
incinerator ash.
The nitrogen analyses and mass balances show on the order of only 6
percent accountability. It would appear that approximately 94 percent of
the applied nitrogen is lost as N2- In terms of measurable releases, the
scrubber water picks up less than 3 percent of the applied nitrogen while
the stack effluent shows a similar loss of nitrogen in the form of NOX.
Incinerator 1, which was previously cited as producing the least amount of
carbon monoxide and hydrocarbons due to higher burning temperatures, pro-
duces twice as much NOX as incinerator 2. Such an observation would be
expected.
IV. HEAVY METALS (Reference Tables 5, 6 and 7)
Table 5 gives the wet weight metal concentration and mass flow. Table 6
examines each metal in order of declining volatility for the metal and its
oxide for their mass balance accountability. The temperature in the burning
hearth of the incinerators was on the order 830 to 870°C. The mass balances
results for the metals are generally considered excellent with the exception
of silver. Table 7, based upon the average results of the mass balances,
characterizes where we can expect the applied metals to appear. The reader
will note that with the exception of arsenic, which only had one good mass
balance, those metals with the lowest melting and boiling points are the ones
showing the greatest loss to the atmosphere. (Reference attached paper by
B. J. Copeland, "A Study of Heavy Metal Emissions From Fluidized Bed Incin-
erators"). It is also significant to note that a heavy metal pickup is
-------
IIAVERTS A^-D EMERSO1ST
Subject.
Page 4.
From
To
Date
File
consistently shown in the scrubber water for all the metals examined. The
data indicate that the existing scrubber system was essentially completely
effective for the capture of flue gas copper, arsenic, chromium, iron, silver,
and nickel.
V. FUTURE WORK
Future work by Havens and Emerson should include the following:
1. Laboratory analysis of ash to identify sulphur content
2. Continued analysis for CO and hydrocarbon levels in stack emission
3. Repeat carbon and sulphur mass balances with more careful attention
to operating conditions during time of sampling
4. Repeat heavy metal balances for mercury, cadmium, zinc, lead and
arsenic with emission sampling for each of these constituents
5. Examination of (2) and (3) under variety of operating conditions,
i.e., temperature, combustion air or oxygen level, and cake loading.
MCM:pab
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TABLE 7
HEAVY METAL CHARACTERIZATION - PERCENT
METAL
Mercury
Cadmium
Zinc
Lead
Copper
Arsenic
Chromium
Iron
Silver
.Nickel
RETAINED IN
ASH
6.8
30.9
86.7
88.7
91.6
93.7
95.4
95.5
96.0
97.7
RETAINED IN
SCRUBBER
13.1
48.5
7.7
9.1
8.4
6.3
4.6
4.5
4.0
2.3
LOST TO
ATMOSPHERE
80.1
20.6
5.6
2.2
0.0
0.0
0.0
0.0
0.0
0.0
-------
U.S. Environmental Protection Agency
Region 5, Library (5PL-16)
230 S. Dearborn Street, Boom 1670
Chicago, IL 60604
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