UNITED STATES
ENVIRONMENTAL PROTECTION AGENCY
REGION 5
230 S. DEARBORN ST.
CHICAGO, ILLINOIS 60604
AUGUST 1976
ENVIRONMENTAL
IMPACT STATEMENT
                            EIS764918F
               FINAL
Sewage Treatment Facilities
for the South Bloomington
and Lake Monroe Service Areas
Bloomington, Indiana

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                     EPA-5-IN-MONROE-BLOOMINGTON-WWTP&INT-76


         FINAL ENVIRONMENTAL  IMPACT STATEMENT

                            For

                SEWAGE TREATMENT  FACILITIES

FOR THE  SOUTH BLOOMINGTON AND LAKE MONROE SERVICE AREAS,

                   BLOOMINGTON, INDIANA


                  Project No.  C180560-01



                      Prepared By The

      UNITED STATES ENVIRONMENTAL PROTECTION AGENCY

                         REGION V

                      Chicago, Illinois



                  With the Assistance of

                 GILBERT ASSOCIATES, INC.

                  Reading, Pennsylvania
   -' S. Environmental Protection
   ^ " l"'": -• Library (5?L-:>:;)
   ,".  ' '-••  -e-rbom St.-eot.  I?IA..;,
   '--icago, IL  60601
                                   APPROVED BY:
VALDAS V/ADAMKUS         A
DEPUTY REGIONAL ADMINISTRATOR
                         ex
AUGUST 1976  '

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                   SUMMARY SHEET



(  )   Draft



(X)   Final



U.S. Environmental Protection Agency Region V, Chicago



1.  (X)  Administrative Action



    (   )  Legislative Action



2.  Description of the Action



    Tne analysis of alternatives indicates that the needs of



the South Bloomington Service Area would most adequately be



served by a 15 MGD two-stage activated sludge sewage treatment



plant  (STP) with sand filters located at the Dillman Road site.



(The present flow diversion of 2 MGD to the north STP will



continue.) Sludge treatment recommended is aerobic digestion,



concentration by centrifugation followed by composting,  agro-



nomic land spreading and/or landfilling of the processed sludge.



Discharge of the treated effluent will be to Clear Creek.



    Constructing a new sewage treatment plant at the Dillman



Road site will result in abandonment of the existing Winston



Thomas STP and will require the construction of a connecting



sewer  approximately 2 miles long paralleling Clear Creek from



the Winston Thomas plant site to the Dillman Road site.  The



South Bloomington Service Area is located in Monroe County,



Indiana.



3.  Environmental Impact



    Water



    Tne present waste load allocation on Clear Creek will be



met by the proposed project.  This will result in a significant



improvement in the existing water quality in Clear Creek.



                             i

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Increased siltation and temporary flow interruption may occur



during construction of the connecting sewer along Clear Creek




and also from relocation and channelization of Clear Creek at



the Dillraan Road site.



    Air Quality



    Dust generated from construction activities may temporarily



change ambient conditions.  No significant change in air quality



is anticipated from implementation of this project.



    Land Use



    Implementation of the project provides the opportunity for



growth to occur in the South Bloomington Service Area while



retaining centralization of sewec service consistent with the



geographic drainage area and the 20 year population projections.



    Biology



    Terrestrial plants and animals will be displaced by con-



struction activities.  Revegetation after construction will



provide some biological recovery.



4.  Alternatives Considered



    a)  Regionalization of the South Bloomington Service Area



    and the Lake Monroe Regional Waste District.



    b)  Continuing diversion of approximately  2 MGD to the



    North Bloomington Service Area STP for treatment.



    c)  Site Locations



        1)  4  sites on Clear Creek



        2)  1  site on Salt. Creek



    d)  Treatment Processes



        1)  Activated Sludge



        2)  Pure Oxygen



                             ii

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    e)   Sludge Processing and Disposal - 9 alternative com-
    binations examined.
    f)   Discharge points
        1)  Clear Creek
        2)  Salt Creek
    g)   No Action.
5-  Irreversible and Irretrievable Commitment of Resources
    Capital, labor and energy expended in construction of the
proposed facilities.  Land use of the Dillman Road site (in-
cluding relocation of Clear Creek) for a sewage treatment
plant over the useful  life of the proposed facilities and
associated operation and maintenance costs.
6.  Federal, State and Local Agencies Notified of this Action
    Federal
       Senator Birch Bayh
       Senator Vance Hartke
       Representative Lee Hamilton
       Representative John Myers
       Council on Environmental Quality
    -  Environmental Protection Agency
       Army Corps of Engineers, Louisville, Kentucky
       Department of the Interior
       Geological Survey
       Fish & Wildlife Service
       Dept. of Health, Education and Welfare
       Farmers Home Administration, Indianapolis, Indiana
       Forest Service
       National Park Service
    -  Department of Housing and Urban Development

                             iii

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    State
       Honorable  Otis  R.  Bowen,  M.D.
       Indiana Stceam  Pollution  Control  Board
       Indiana Highway Planning  Commission
       Indiana Legislative  Council
       Department of Natural  Resources
       Planning,  Service  Agency,  Department  of Commerce
       Indiana Geological Survey
    Local
       Francis McCloskey, Mayor,  City of Bloomington
       Monroe  County Planning Commission
       City Environmental Control Commission
       City of Bloomington  Utilities
       School  of  Public and Environmental Affairs,  Indiana
       University
       Chamber of Commerce
       Environmental Quality and Conservation  Commission
       Lake Monroe Regional Waste District
6.   Dates
    Statement made available to:            Draft           Final
The Council on Environmental  Quality       March 1976     September 1976
The Public                                March 1976     September 1976
Acknowledgements
    This document was  prepared with the  assistance  of  Gilbert
Associates, Inc.  of Reading Pennsylvania.
    Portions of this  Environmental Impact study were taken
directly from Gilbert  Associates final  report  to USEPA.
"Investigations of Key Issues ... for Sewage Treatment
                            iv

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 Facilities for the South Bloomington and Lake Monroe Service



Area, "(December 1975),  the Facilities Plan  (December 1974)



and FJrst Amendment (December 1975) for the Bloomington, Indiana -



Lake Monroe Area prepared by Black & Veatch, Kansas City, Missouri



and the "Lake Monroe Regional Waste District's Facilities Plan"



(October 1974) prepared by Beam, Longest & Neff, Inc., Indianapolis,



Indiana.
                              v

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TABLE OF CONTENTS

Summary

Sheet
Acknowledgements
Chapter
A.
B.
C.
D.
E.
F.
G.
H.
Chapter
A.
B.









Chapter
1 Background
Identification of Grant Applicants and Consultants
Desciption of the Applicants' Proposed Action
General and Specific Location of the Proposed Action
Water Quality and Water Quantity Problems in the Area
Other Water Quality and Quantity Objectives
Cost and Financing
History of Application
Issues Evaluated
2 The Environment Without the Proposed Action
General
Detailed Description
1 . Climate
2. Topography
3. Geology
4. Soils
5. Water Resources
6. Parks and Historical Sites
7 . Cemetary
8. Environmental Constraints
9. Air Quality
3 Issues and Alternatives
Page
i
iv

1-1
1-1
1-1
1-5
1-7
1-8
1-8
1-10

2-1
2-1
2-1
2-1
2-2
2-2
2-2"
2-3
2-3
2-3
2-4

Task 1 Evaluation of Regionallzation/Projected Population and

1
1


1









Land Use Patterns
.1 Issues, Basic Assumptions and Findings
.2 Population and Flow Projections
1.2.1 Summary of Findings
1.2.2 Flow Variations
.3 Population Project ions /Demand Calculations
1.3.1 Introduction
1.3.2 Alternate Projections/Bloomington 201 Plan
1.3.3 Adjustments to Projections/1970 Under Reporting
1.3.4 Projected Population Distribution
1.3.5 Population Distribution and Sewer Service Areas
1.3.6 Variances with Bloomington 201 Plan Projections
1.3.7 Alternate Projections/Lake Monroe Regional Waste
District
1.3.8 The Seasonal and Second Home Market
3-1-1
3-1-1
3-1-3
3-1-3
3-1-4
3-1-6
3-1-6
3-1-6
3-1-8
3-1-8
3-1-9
3-1-10

3-1-12
3-1-19

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                            -2-
  1.4  Systems /Coordination and  Compatibility with Projected
       Land Use Patterns                                       3-1-21
    1.4.1   Summary                                            3-1-21
    1.4.2   Coordination with City Land Use Plans              3-1-23
    1.4.3   Coordination with County Land Use Plans            3-1-24
    1.4.4   Plant Site and Environs/Land Use Compatibility     3-1-24

Task 2  Evaluation of Pure Oxygen Process                      3-2-1
Task 3  Renovation and Expansion  of Winston Thomas Sewage
        Treatment Plant                                        3-3-1
Task 4  Plant Capacities                                       3-4-1
Task 5  Clear Creek Treatment Plant Tradeoffs Evaluation       3-5-1
Task 6  Present Worth Analysis                                 3-6-1
  6.1   Plant Site and Interceptor Alternatives                3-6-1
  6.2   Explanation of Present Worth Analysis for Interceptors 3-6-3
  6.3   Explanation of Present Worth Analysis for Site
        Development                                            3-6-3
  6.4   Evaluation of Interceptor Alternatives                 3-6-4
  6.5   Wastewater Treatment Systems                           3-6-5
    6.5.1  Land Application Alernative for Bloomington         3-6-5
    6.5.2  No Action Alternative                                3-6-7
  6.6   Present Worth Analysis -  Smithville and Sanders        3-6-7
    6.6.1  Alternative No. 1 Sewage Treatment at Dillman Rd.    3-6-8
    6.6.2  Alternative No. 2 Sewage Treatment at the Caslon
           Treatment Plant                                     3-6-8
    6.6.3  Fairfax                                             3-6-8
  6.7   Project Costs                                          3-6-9

Task 7  Distribution of Costa                                  3-7-1
Task 8  Sludge Treatment and Disposal                          3-8-1
  8.1   Introduction and Summary                                3-8-1
  8.2   Sludge Production                                      3-8-2
  8.3   Unit Processes                                         3-8-4
    8.3.1  Aerobic Digestion                                   3-8-4
    8.3.2  Anaerobic Digestion                                 3-8-5
    8.3.3  Sludge Lagoon                                       3-8-6
    8.3.4  Sand Drying Bed                                     3-8-6
    8.3.5  Incineration                                        3-8-7
    8.3.6  Centrifuge                                          3-8-7
    8.3.7  Vacuum Filter                                       3-8-8
    8.3.8  Thickener                                           3-8-9
  8.4   Sludge Treatment Alternatives                          3-8-9
  8.5   Sludge Disposal Alternatives                           3-8-10
    8.5.1  Composting                                          3-8-10
    8.5.2  Soil Injection or Land Application                  3-8-10
    8.5.3  Sludge Lagoons                                      3-S-ll
    8.5.4  Land Requirements for  Injection or Surface
           Spreading                                           3-8-11
    8.5.5  Hauling Costs                                       3-8-13
    8.5.6  Sludge Lagoon Costs                                 3-8-14
  8.6   Conclusion and Recommendations                         3-8-14

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                                  -3-
Chapter 4  Environmental Effects of Alternatives         -   .

     Task 9  Physical Environmental Impacts                         4-9-1
       9.1  Impact on the Ecology                                   4-9-1
         9.1.1  General                                             4-9-1
         9.1.3  Aquatic Ecology                    '                 4-9-1
         9.1.3  Terrestrial Ecology                                 4-9-6
       9.2   Impact on the Visual Aesthetics                        4-9-8
       9.3   Impact on the Traffic Pattern                          4-9-9

     Task 10  Induced Development r Lake Monroe                     4-10-1
       10,1   Introduction                                          4-10-1
         10.1.1  Regionalization Issue                              4-10-1
         10.1.2  Other Questions and Considerations                 4-10-1
       10.2   The Unique Role of the State of Indiana               4-10-2
       10.3   Sewer System Development                              4-10-4
       10.4  Projected Land Use Patterns/Zoning                     4-10-5
       10,5   Physical Constraints                                  4-10-7
       10.6   Discussion of Secondary Impacts                       4-10-8
       10.7   Impact of Not Sewering Lake Monroe                    4-10-9

     Task 11  Mitigative Measures for Minimizing Physical Effects   4-11-1
       11.1   Construction Activities                               4-11-1
         11.1.1  Revegetation                                       4-11-1
         11.1.2  Pipe Crossings in Stream Beds                      4-11-2
         11.1.3  Pipes Laid Parallel to Stream Banks                 4-11-3
         11.1.4  Channel Relocations                                4-11-4
         11.1.5  Tunneling Operations                               4-11-5
       11.2   Plant Operation Activities                            4-11-6
         11.2.1  Slduge Disposal by Land Application                 4-11-6
         11.2.2  Odor Control                                       4-11-6
         11.2.3  Disinfection of Treated Sewage Effluent            4-11-8
         11.2.4  Visual Impact                                      4-11-8
         11.2.5  Clear Creek Recreation                             4-11-8
         11.2.6  Zoning                                             4-11-9

       12.1   Irreversible and Irretrievable Commitments of Resources
              to the Proposed Action Should it be Implemented        4-12-1

       13.1   The Relationship Between Local Short Term Uses of Man's
              Environment and the Maintenance and Enhancement  of Long
              Term Productivity                                     4-13-1
Chapter 5  Conclusions and Recommendations
           Special Grant  Conditions

Chapter 6  Federal/State/Local Agency Comments and Public
           Participation
  Part I  Comments Received Prior to Issuance of Draft EIS
       A.  Federal Comments
       B.  State Comments
       C.  Local Agencies and Interest Groups' Comments
       D.  Letters From Individuals
5-1
5-2
6-1

6-2
6-15
6-17
6-86

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                                  -4-


Part II  Comments on the Draft  EIS                                       6-96
     1.  Oral Testimony and  Written  Comments  from Public Hearing         6-96
     2.  Written Comments on Draft EIS                                   6-110

      Plates

      1.   Alternative Regional  Sewage Treatment Plants
      2,   Existing & Proposed Sewage Transmission
      3.   Recommended Plan
      4.   Demand Centers - Lake Monroe Area

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                                   — 5—
                                APPENDICES
A.  Physical Parameters

    A.  Municipal Waste Loads                                      A-l
    B.  Receiving Water Quality                                    A-4
    C.  Winston Thomas Wastewater Plant Flow Measurements          A-10
    D.  Sludge Composition                                         A-l3
    E.  Effluent Limits for the Proposed South Bloomington STP     A-l6

B.  Aquatic Ecology - Lake Monroe

    A.  General Information                                        B-l
    B.  Physiography of Lake Monroe                                B-5
    C.  Physico-Chemical Properties of Lake Monroe                 B-ll
    D.  Organisms                                                  B-36
    E.  Summary                                                    B-69
    F.  References                                                 B-71

C.  Hardin Ridge Recreation Area - Discharge Monitoring Report     C-l

D.  Lake Monroe Land Suitability Study - Executive Summary         D-i

    Introduction                                                   D-l
    Geology                                                        D-5
    Terrestrial Ecology                                            D-ll
    Aquatic Ecology                                                D-l5
    Land Use                                                       D-21
    Institutional Framework                                        D-25

E.  Air Quality Sampling Data & Ambient Air Quality  Standards     E-l

F.  Engineering & Cost Calculations

    I. Evaluation of Pure Oxygen Process                           F-l

    II.  Present Worth Analysis - South Bloomington

          A.  Site Development                                     F-21
          B.  Calculated Cost of Treatment Plant                   F-26
          C.  Calculate 0 & M Costs                                F-29

    III.  Present Worth Analysis - Lake Monroe     .                F-31

    IV.  Present Worth Analysis - Interceptors and Pumping Stations

          A.  Unit Prices                                          F-35
          B.  Interceptor Systems - Construction Costs             F-36
          C.  Stream Crossings                                     F-38
          D.  Railroad Borings                                     F-39
          E.  Pumping Stations                                     F-40

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                                    -6-
G.  Polychlorinated Biphenyl Problem and Status                      G-2

    I.  History of Usage of PCB's                                    G-2
    II.  The Environmental Problem of PCB's                          G-3
    III.  Critical Path of PCB's in Bloomington Area
            and Approach to Elimination of the Problem               G-3
    IV.  Summary                                                     G-3

H.  Archaeological Reconnaissance Survey and Excavation
      Reports on the Dillman Road site                               H-l

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                                     -7-
                        List of Tables and Figures

Chapter 1                                                        Page

  Figure

  1.1.  Location Map of Bloomington Indiana                      1-2
  1-2   Surface Drainage in the Bloomington Area                 1-3
  1-3,  Planning Area Map                                        1-4

Chapter 3

  Table

  1-1.  Flow Comparisons (MGD) Year 2000                         3-1-27
  1-2.  Comparison of Population Projections (Not adjusted)      3-1-28
  1-3.  Comparison of City Planning and 201 Plan Population
        Projections and Allocations                              3-1-29
  1-4.  South Drainage Area 1970 Population Estimates
        Restructured to Reflect Population Contributory to
        Interceptors                                             3-1-30
  1-5.  1970 Census Discrepancies                                3-1-31
  1-6.  University Enrollment                                    3-1-31
  1-7.  1970 Monroe County Employment & Jobs                     3-1-32
  1-8.  Projected Total Employment                               3-1-33
  1-9.  Current Municipal Population Trends-Lake Monroe
        Regional Waste District                      '            3-1-34
  1-10  Household Characteristics 1970 LMRWD                     3-1-34
  1-11  Estimate 1970 Population - Lake Monroe Area              3-1-35
  1-12  Existing 1970 Institutional & Recreational Flow
        Capacities                                               3-1-36
  1-13  Estimate of Existing Flows - Year-Round Residences       3-1-37
  1-14  Projected Year-Round Population Lake Monroe Area -
        Year 2000                                                3-1-38
  1-15  Projected Flows - Year 2000; Year-Round Residences       3-1-38
  1-16  Institutional & Recreational Projected Flows             3-1-39
  1-17  Proposed Seasonal/Second Home Flows 1998                 3-1-40
  1-18  Land Use Comparisions/Alternate Sites                    3-1-41

  Figure

  1-1   A Comparison of Monroe County Population Projections     3-1-42
  1-2   Drainage Jurisdictional Boundaries                       3-1-43
  1-3   Flow Comparisons - Year 2000                             3-1-44

  Table

  2-1   Cost of Pure Oxygen Versus Air at the Salt Creek and
        Clear Creek Sites @ 15 MGD                               3-2-4

  Figure

  2-1   System Differences - Pure Oxygen vs. Conventional
        Activated Sludge                                         3-2-5

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                                  -8-
  Table

  5-1    Comparison  of  Salt  Creek  and  Clear  Creek  Sites            3-5-4
  6-1    Cost  of  Interceptor Sewer Alternatives                    3-6-10
  6-2    Interceptor Design  Criteria                               3-6-11
  6-3    Interceptor Cost  Guidelines;                               3-6-12
  6-4    Cost  of  Site Development                                  3-6-13
  6-5    Liquid Treatment  Process  @ 15 MGD                        3-6-14
  6-6    Present  Worth  Analysis  of Treatment
        Alternatives (§15 MGD                                    3-6-15
  6-7    Present  Worth  Analysis-Smithville & Sanders               3-6-16
  6-8    Project  Costs                                             3-6-17
  6-9    Cost  Effectiveness  - Treatment Alternatives               3-6-18
  7-1    Cost  Sharing for  Dillman  Road Site                        3-7-2
  8-1    Unit  Process Cost-Sludge  Handling                        3-8-16
  8-2    Alternative Sludge  Treatment  Cost                        3-8-17
  8-3    Land  Disposal  - Hauling Costs (10%  Solids Concentration)  3-8-18
  8-4    Composting  - Hauling Costs (20% Solids  Concentration)     3-8-19
  8-5    Summary  of  Sludge Treatment  and Disposal  Cost            3-8-20

  Figure

  8-1    Sludge Treatment  and Disposal Process                    3-8-21

Chapter 4

  Table

  9-1    Major Physical Impacts  of Project at Alternative Sites-
        A Comparison                                             4-9-11
  9-2    Aquatic Organisms Found in Lake Monroe and Expected
        in Salt Creek                                             4-9-12
  9-3    Trees of the River  Bottoms                               4-9-21

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                       CHAPTER  1
                       BACKGROUND


A.  Identification of Grant Applicants  and  Consultants

The grant applicants for the proposed wastewater  treatment
facilities are the City of Bloomington  Utilities  (CBU),  and
the Lake Monroe Regional Waste  District (LMRWD)  in Indiana.
The facilities plan for the City of  Bloomington was prepared
by Black & Veatch, Kansas City, Missouri.   The facilities
plan for the LMRWD was prepared by Beam,  Longest  & Neff, Inc.
of Indianapolis,  Indiana.

These facilities  plans were submitted to  USEPA as one document
with the City of  Bloomington as the  lead  agency  since regionali-
zation of the two wastewater treatment  service areas is  one of
the major considerations in developing  a  facilities plan for
the planning areas.  The consulting  firm  of Gilbert Associates,
Inc., Reading, Pennsylvania was hired by  USEPA to provide
additional analyses of alternatives  and impacts  associated with
implementation of various plans.

B.  Description of the Applicants' Proposed Action. *

Construction of a 20 MGD single stage complete mix activated
sludge STP with sand filtration of the  effluent,  aerobic
digestion of sludge followed by lagooning and soil injection
on the Salt Creek site.  This STP would be  a regional facility
providing service to the South  Bloomington  Service Area  (20 yr.
flow projection of 17 MGD) and  the Lake Monroe Regional  Waste
District (20 yr.  flow projection of  3 MGD).  To  transport the
existing flows from the Winston Thomas  STP  to the Salt Creek
site a 13.4 mile, 50 MGD gravity sewer  along Salt Creek  would
be constructed.

C.  General and Specific Location of the  Proposed Action.

Bloomington, Indiana is located approximately 50  miles SSW of
Indianapolis, Indiana  (see Figure 1-1).  Figure  1-2 displays
surface drainage  in the Bloomington  area.    The planning areas
under consideration for sewage  treatment  facilities are  the
South Bloomington Service Area, and  the Lake Monroe Regional
Waste District (see Figure 1-3).  The South Bloomington  Service
Area is presently served by both the Winston Thomas and  Blucher
Poole STP.  (Approximately 2 MGD is  pumped  via force main from
the South Service Area for treatment-at Blucher  Poole STP).
The LMRWD Service Area has package treatment plants located
primarily around  Lake Monroe.   The communities of Smithville,
Sanders, and Harrodsburg in the LMRWD do  not have sewerage
service and rely  on septic systems for  sewage treatment.

Based on applicant's  facilities plans. At  the  public hearing on the Draft EIS
in Bloomington, Indiana, May 3, 1976, the City  of Bloomington indicated that they
would support construction of a 15 MGD STP  at the Dillman Road site.  Their
facilities plan is being amended to accept  the  conclusions  of the Final EIS.
See Chapter 6 Comments on the Public Hearing.

                            1-1

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1-3

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                                     Figure 1-3
«•
r
  Beanblossom      f
         Creek      I

       „ ,,           • •
•	-Blucher Poole STP
 •
       *V'
        Dillman Rd. Site
        Ketcham Rd. Site
           Clear Creek
                                      ._ Winston Thomas
                                      — S. Rogersj^
                                              Site|
                                                               STP
                                           *
                                          i
                                                      SeTSil
                                                                    r
               'Salt Creek Site
,J
                                            Salt Creek
                       LEGEND

             • — ——  Lake Monroe Regional Waste District Service Area Boundary
             >—••—•  City of Bloomington Planning Area Boundary

             ^•—•• —  Drainage Area Boundary

                                                        PLANNING AREA MAP

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Effluent discharges in the south drainage basin of the planning
area are to Clear Creek (from the Winston Thomas STP and Caslon
Package Plant) which flows generally south to its confluence
with Salt Creek.  (Lake Monroe discharges to Salt Creek with a
minimum controlled release of 32 MGD.)  Salt Creek flows into
the East Fork of the White River which becomes confluent with
the West Fork of the White River near Petersburg, Indiana.
The White River flows west into the Wabash and the Wabash
flows generally south discharging to the Ohio River.  In the
north drainage basin, the Blucher Poole STP discharges its
effluent to Bean Blossom Creek which flows into the West Fork
of the White River.

D.  Water Quality and Water Quantity Problems in the Area

    1.  Sources of Water Supply in the Service Area.

The major sources of water in the Bloomington area are the  Lake
Lemon, Griffy Creek, and Lake Monroe Reservoirs with Lake Monroe
being the primary water supply for the City of Bloomington  and
the LMRWD.  Groundwater does not supply a significant quantity
of water in the planning area due to the proximity of the lime-
stone bedrock near the surface throughout much of the area. As
in other limestone regions, water from ground supplies or
issuing from springs is not filtered as well as water taken
from  sand or gravel aquifers.  Pollution of the groundwater
supply by infiltration from septic tank drainage fields and
polluted suface water can be a serious problem.  Unfavorable
geological conditions require deep wells drilled through bed-
rock  and generally such wells do not yield adequate quantities
of good quality water for household use.  For this reason,  most
rural development is served by rural water districts that pur-
chase water from the Bloomington municipal water system which
utilizes Lake Monroe water as its major source.  At the present
time  there are no municipal water supplies in Monroe County
using groundwater, however, a number of private wells are
located in the planning area.

    2.  Wastewater Treatment in the Planning Areas

        a-  The City of Bloomington

The City of Bloomington1s existing sewer system is primarily a
separated system consisting of sanitary sewers.  A storm sewer
does exist, however, it is an expedious system which in some
cases is covered and in other cases uncovered drainage ditches.
The City of Bloomington presently has two sewage treatment  plants
(STPs).   The north drainage area is served by the Blucher Poole
STP.  This plant has a design capacity of 6 MGD with approximately
2/3 (2 MGD)  of the present 3 MGD flow being pumped via force main
from the south drainage area.   The treated effluent is discharged
to Bean Blossom Creek.   The south drainage area is served by the
Winston Thomas STP which has a design capacity of 7 MGD and hy-
draulic capacity of 10  MGD.   Flows in excess of 10 MGD receive
primary treatment and are diverted to a 16 acre lagoon while
flows in excess of 14 MGD by-pass the STP and go directly to
the lagoon.   Discharge  of treated effluent is to Clear Creek
(Clear Creek  has a 1  day once  in  10  year  low flow of zero).
This STP was  built in 1934  and expanded in-1955 and 1969.


                            1-5

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The Winston Thomas STP is difficult to operate efficiently and
is frequently overloaded (1974  average daily flow was 11.2 MGD**)
The municipal waste laods,  flows,  treatment efficiencies,
metal content of sludges, D.O.  conditions in the receiving
streams and effluent permit standards for the proposed
facilities are in Appendix A.   Building a new sewage treat-
ment plant to serve the South Bloomington area has a state
priority number of 14.

        b.  The Lake Monroe Regional Waste District

Package STPs and septic systems presently serve the LMRWD.
The present flow to package plants during the summer season
is approximately .2 MGD.  The projected summer flow in 20
years from the Lake Monroe Regional Waste District is estimated
to be 1 MGD.  Constructing an STP  to serve the LMRWD has  a
state priority of 139.  Listed  below are the point source
discharges within the LMRWD,,
Facility

1. Hardin-Monroe,  Inc.

2. Hardin Ridge U.S.
   Forest Service

3. Boy Scout Camp

4. Salt Creek

5. Paynetown Recreational
   State Dept. of  Natural
   Resources              Camping Area

6. Water Filtration Plant Sludge Lagoon
   City of Bloomington     Overflow
Development

1(> Residences


Camping Area

Scout Camp

Residences
  Capacity

  6,000 G.P.D.


 40,000 G.P.D.

  6,500 G.P.D.

 15,000 G.P.D.



 43,700 G.P.D.


 19,200 G.P.D.
7. Fairfax Recreational
   Area State Dept. of
   Natural Resources

3. Flood Control -
   Dam U.S. Corps of
   Engineer s

9.  Caslon STP
Camping Area   46,100 G.P.D,
Office & Overlook
at Dam         10,000 G.P.D.
The Pointe
115,650 G.P.D.
Discharge To

 Lake Monroe


 Lake Monroe

 Lake Monroe

 Lake Monroe



 Lake Monroe


 Lake Monroe



 Lake Monroe



 Salt Creek

 Clear Creek
A major concern of the existing sewage discharges to Lake Monroe
is their effect on water quality.   The Aquatic Ecology section
of the Lake Monroe Land Suitability Study provides detailed
information on existing physical-chemical and biological
conditions in Lake Monroe and is reproduced in Appendix B.
(The sewage treatment plant in Nashville, Indiana discussed
in Appendix B, is not in the planning area under consideration
in this EIS.  However, the poor quality effluent reported for

**  Based on the 1st amendment to the Facilities Plan (December 1975)
prepared by Black & Veatch.  See Appendix A for discussion of corrected
flows submitted June 14, 1976, by the City of Bloomington Utilities.
                               1-6

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Nashville which flows into Lake Monroe is based on x^uo  x=>72
data.  The effJuent quality has been  changed significantly
as a result of expansion during 1975 of the Nashville  STP
to .25 MGD and a general upgrading cf the facility.)*

The largest point source discharges to Lake Monroe within
the LMRWD are Paynetown, Fairfax and Hardin Ridge Recreation
Areas.  Although no monitoring of effluent quality was done
for Paynetown and Fairfax Recreation Areas, the state  of
Indiana has authorized the construction of an interceptor
that diverts the flow of the Fairfax Recreation Area from
Lake Monroe to the Caslon STP for treatment with subsequent
discharge to Clear Creek.  This action will eliminate  the
most significant treated sewage discharge to Lake Monroe in
the LMRWD.  Based on existing water consumption, the discharge
effluent from Paynetown is seasonal with the peak flows  of
approximately 30,000 GPD during the summer.  Effluent  quality
information for Paynetown was not monitored and as a result
no detrimental effects on Lake Monroe are known due to dis-
charge from the Paynetown Recreational Area.  Constructing
an interceptor to serve the Paynetown Recreational Area  is
considered in this EIS.

The Hardin Ridge Recreation Area is located on the east  side
of Lake Monroe and regionalization with other facilities is
presently not economically feasible, nor is it necessary
based on the effluent quality found in Appendix C. Elimina-
tion of poorly functioning septic systems in the LMRWD by
constructing sewerage facilities is desirable only when
sewering an area is the most cost effective method to  solve
the problem.  Documentation of the severity of existing  septic
system problems and alternate costs of solving those problems
should be evaluated by the LMRWD prior to its decision to
construct sewers to replace septic systems.

        c.  Polychlorinated Biphenyls (PCBs) in the Winston
            Thomas STP System

PCBs have been detected in raw sewage of the Winston Thomas STP.
Monitoring efforts are underway by EPA to determine the  sources
and concentrations of PCBs and the appropriate action  that
should be taken to correct the problem.  Appendix G contains  a
brief history of the problem in general and as it applies  to
the Bloomington, Indiana area in particular.


 E-  Other Water Quality and Quantity Objectives

     1.  The Federal Water Pollution Control Act Amendments of
         1972 (Public Law 92-500) require:

         a.  Secondary treatment of wastes for municipal sewage
             and best practicable treatment for industrial
             discharges by July 1, 1977.

  *  NPDES Permit BOD5 =  10 mg/1  ss= 10 mg/1
                                1-7

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       b.  Best practicable waste treatment technology for
           municipal wastes and best available treatment for
           industrial wastes by July 1, 1983, and form the
           basis for design of projects funded by EPA from
           FY 1975 or later allocation.

       c.  All point-source discharges require a permit under
           the NPDES program (National Pollutant Discharge
           Elimination System).  The NPDES permit states the
           allowable waste loading and flow volume that can
           be discharged to a  receiving stream, lake or ocean.

    2.  The National Flood Insurance Act of 1968 requires the
       designation of flood-prone areas in the United States
        (based on 100 year flood) and participation by the
       appropriate communities and homeowners to qualify for
       national flood insurance protection.

       Portions of the Bloomington Metropolitan Area have been
       mapped for flood prone  designation and HUD is presently
       pursuing appropriate public comment procedures prior to
        issuing an official 100 year flood-prone map.

    3.  A Lake Monroe Land Suitability Study has been published
       by the school of Puolic and Environmental Affairs, Indiana
       University.  This study evaluates existing environmental
       conditions in a 100 square mile portion of the Lake Monroe
       Watershed, identifies issues that need to be considered in
       planning for future changes in the study  area, and sum-
       marizes the institutional framework that affects land  use
        and water quality decisions for the Lake Monroe area.
        The executive summary of this study is found in Appendix D,

F.   Cost  and  Financing

Detailed  costs of  the various alternatives are summarized in
Chapter 3 Table 6.  The funding of the recommended proposal
would be  apportioned as follows:

    1.   75% federal funding of  eligible project costs

    2.   10% State  of Indiana  funding of eligible project costs

    3.   The local  communities must provide the capital to pay
        the remaining costs.

G.   History of Application  -•  Sewage Works Projects;  C180560-Q1
    and C180-561-01

       June 3,  1974 Application for  facilities plan  grant sub-
       mitted to  the State  of Indiana

       July 9,  1974  "Facilities Plan Agreement" between the City
       of Blooraington and  the LMRWD  for conducting  a facilities
       plan.

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   August 20, 1974 Revised application for facilities  plan
   grant submitted to State of Indiana.

   September 12, 1974 Application for completion of  Sewer
   System Evaluation Survey (SSES)  (C180561-01)  submitted
   to State of Indiana.

   October 25, 1974 State of Indiana conditionally certi-
   fied application covering June 3, August 10,  and  Septem-
   ber 12, 1974 applications.

   December 20, 1974 State of Indiana certified  the  Facili-
   ties Plan segment and SSES to EPA.

_  January 22, 1975 Meeting at Region V offices  in Chicago
~~  to discuss deficiencies in facilities plan with City  of
   Bloomington, LMRWD and Black & Veatch.

   March 20, 1975 Black & Veatch transmitted 1st Amendment
   to Facilities Plan to EPA.

-  May 14, 1975 EPA issued notice of intent to prepare an
   EIS on the South Bloomington - Lake Monroe Facilities
   Plans.

   May 29, 1975 Environmental Assessment hearing by  the  City
   of Bloomington Utilities Service Board on the Facilities
   Plan in Bloomington.

   June 25, 1975 EPA made grant award to City of Bloomington
   for facilities plan preparation subject to supplemental
   information which might be requested during EIS process.

   July 14, 1975 Gilbert Associates commences preparation of
   an analytical report on South Bloomington, Indiana  -  Lake
   Monroe EIS issues.

   July 16, 1975 EPA Holds community information meeting
   to explain EIS Process, to identify key issues on the
   proposed wastewater treatment facilities and  to announce
   preparation of analytic report by Gilbert Associates.

   November 7, 1975 Gilbert Associates transmits preliminary
   analytic report to EPA.

   December 4, 1975 EPA summarizes preliminary findings  of
   GA report in letter to City of Bloomington, see Chapter 6.

   December 23, 1975 GA submits final report to  EPA.

   January 17, 1976 EPA approves and releases final  report
   of GA.

-  May 3, 1976 Public Hearing on Draft EIS in Bloomington,
   Indiana.

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H.  Issues Evaluated;

    1.   Regionalization -  should  there  be  one  STP  to  serve  the
        South Bloomington  and  Lake  Monroe  areas  or separate
        STPs?

    2.   Evaluation of  the  pure oxygen wastewater treatment  process
        for all regional plants as  contrasted  with the  activated
        sludge process.

    3.   The desirability of  renovation  and expansion  of the Winston
        Thomas STP.

    4.   The capacity(ies)  and  location(s)  of a regional STP or
        separate STPs  as determined by  existing  needs and pro-
        jected populations of  the South Bloomington and Lake
        Monroe areas.

    5.   The tradeoffs  involved in constructing a treatment  plant
        on sites along Clear Creek  with a  5 BOD  ,  5 SS  effluent
        vs. the Salt Creek site with a  10  BOD  10  SS  effluent.

    6.   Present Worth  Analysis of alternatives.

    7.   Distribution of Costs.

    8.   The process of sludge  treatment and disposal  best suited
        for the wastewater treatment facilities  recommended.

    9.   The full range of  environmental impacts  in implementing
        the various alternatives.

   10.   The induced growth implications for the  Lake  Monroe Area
        if one regional STP  is constructed.

   11.   The mitigative measures that can be implemented to  mini-
        mize undesirable physical environmental  impacts.

The above issues are evaluated in Chapters 3 and 4.   They are
organized by tasks corresponding  to the order  in which  they
are identified.  Tasks 1-8 are in Chapter  3 and  tasks 9-11
are found in Chapter 4.
                            1-10

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                         CHAPTER 2
        THE ENVIRONMENT WITHOUT THE PROPOSED ACTION
A.  Gener al

Trie planning area consists of three regions referred to as the
north, soutn, and Monroe Reservoir service areas.  The proposed
new wastewater treatment facilities will primarily affect the
south and Monroe Reservoir service areas.

The south service area consists of most of the City of
Bloomington and the lower Clear Creek drainage area. Approxi-
mately 28,230 acres of developed lana or land suitable for
development are contained within the City and the surrounding
fringe areas south of the City.  It is anticipated that resi-
dential development will continue to expand into this area.

An additional 24,300 acres are contained in the lower Clear
Creek area located between Dillman Road and Salt Creek.  This
area is sparsely populated farm land, with several stone quarries
scattered throughout the area.  Extensive development is not
anticipated in this area during the period considered in this
study.  Concentrated development is more likely to occur in  areas
adjacent to the City of Bloomington and near Monroe Reservoir.

The Monroe Reservoir service area is located about 8 miles
southeast of dloomington.  The reservoir covers approximately
10,750 acres of the total 40,000 acres within the Lake Monroe
Regional Waste District boundaries.  Some of the area has
rugged terrain and limited development has occurred. The area
is suoject to extensive recreational use, especially over
holiday weekends.  Greater detail on the Lake Monroe Area
is found in Appendix D .

6•  Detailed Descr iption

    1.  Climate

Indiana has a climate of warm summers and cool winters.   0
tiloomington has a mean maximum temperature in January of 42   F
and in July of 89 F.  The annual mean temperature is 55.3° F
and the annual mean precipitation is 44.04 inches.

    2.  Topograpny

Tne area in the vicinity of Clear Creek between Bloomington
and the confluence of Clear Creek with Salt Creek is rugged  and
characterized by steep land slopes.  The rugged topography
limits tne potential treatment plant sites south of Bloomington.
There are relatively few areas which have sufficient level
ground to allow construction of a treatment plant adequate
to handle existing and future neeeds.  The few level areas
available are generally dissected by a railroad track, roads,
or Clear Creek.  The rugged topography also influences the

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location and the difficulty of construction of  the  main
interceptor  foe  the proposed wastewater  treatment facility.

    3.   Geology

Bloomington  and  its immediate surroundings are  located in the
northern portion of the famous Bedford-Bloomington  limestone
area.  It is an  important mineral producing area, with many
stone quarries and milling operations.   Four limestone forma-
tions (Harrodsburg, Salem, St. Louis,  and St.  Genevieve)  underlie
much of the  central and western portions of the county.   Weather-
ing of  this  limestone has resulted in  the formation of the long,
narrow karst plain that extends from northwestern Monroe  County
all the way  to Kentucky.

Tne limestone bedrock which extends the  entire  length of  Clear
Creek will complicate the construction of the main  interceptor
sewer.   It will  require use of explosives in the construction
of the sewer .

    4.   Soils

Soils in the areas underlain by the limestone have  extremely
variaole thickness and are a function  of topography.  Three
general geologic soils types are present:  residual, colluvial,
and alluvial.  Most soils in Bloomington and vicinity are of
residual and colluvial origin and are  derived largely from the
weathering of limestone.  Residual soils are those  that were
formed in place by progressive weathering of rock.   Colluvial
soils were formed by accummulations of the soils from higher
slopes sliding downhill.  Colluvial soils are generally thicker,
less Homogeneous, and less well compacted.  All four limestone
formations are overlain by residual soils on the flat upland
slopes, but colluvial soils are dominant on the steep slopes
of the valleys near stream level.  Most colluvial areas,  how-
ever, are characterized by gently rolling topography without
steep slopes.  Alluvial soils are soils deposited by moving
water and are found only  in the large stream valleys.

Suosoils  in the upland areas are moderately to slowly permeable,
depending upon topography.  Soils in the Salt Creek and Monroe
Reservoir areas are underlain by relatively impervious siltstones
and shales.

     5.  Water Resources

As in other limestone regions, water from ground supplies or
issuing from springs  is not filtered as well as water taken
from sand or gravel aquifers.  Pollution of the ground water
supply by infiltration from septic tank drainage fields and
polluted  surface waters can be a serious problem.   Unfavorable
geologic  conditions require deep wells drilled through bedrock
and generally such wells  do not yield adequate quantities of
good-quality water for household use.  For  this reason, most
rural development  is  served b/ rural water districts  that

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purchase water from the Bioomington municipal water system
which utilizes surface water supply sources.  At the present
time there are no municipal water supplies in Monroe County
using ground watec .  However, a number of private wells are
located in the planning area.

Surface drainage is distinctly different in the central and
western areas of the county as compared to eastern areas.
Drainage in some parts of the limestone region is through under-
ground passages or into small streams ending in sinkholes.  Sur-
face drainage in the east and southeast areas of the county is
more clearly defined.  The area is severely dissected by stream
beds cut deeply into the bedrock.  The high runoff rates in this
area cause minor flooding problems on the lower reaches of Clear
and Salt Creeks during periods of heavy rainfall.

There are no natural lakes in Monroe County.  Reservoirs, water-
filled quarries, and ponds, however, are scattered throughout
the area.  Lake Lemon and the Monroe and Griffy Reservoirs
are used extensively for recreational purposes and also serve
as municipal water supply sources for most of the county.

    6.  Parks and Histor ical Sites

There are no parks or prominent historical sites within the
limits of the proposed project.  There are state and national
forests along the eastern part of Monroe Reservoir.  There are
also recreational areas adjacent to Monroe Reservoir to the
east of the Salt Creek Site.

    7.  Cemetery

A cemetery is located near one of the potential treatment plant
sites.  It is east of Victor Pike and slightly more than one
mile south of Dillman Road. The cemetery would be within about
250 feet of the Ketcham Road site, but would be separated
from the plant by Clear Creek.

    ^•  Environmental Constraints

Topography and geology are factors which place serious constraints
on the project.  The rugged terrain and existing development limit
the number of potential treatment plant sites. The prevalence of
rock throughout the area will complicate construction of a con-
necting main sewer for all sites except Winston Thomas and
South Rogers.

Tne quantity of water available for effluent dilution is another
consideration.  A higher degree of treatment must be provided
for a plant located on Clear Creek due to the lack of dilution
water during low flow periods.

Provisions must be made to protect the treatment facilities
from floods. Levees can oe provided for flood protection for
the 100 year flood level.  The flood protection measures

                            2-3

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must not result in excessive restriction of the flood plain.

    9.   Air  Quality

The air quality in the Bloomington area (Dased on the monitoring
station at 4th and Walnut Streets) is within the ambient air
quality standards.  Air sampling  frequency distributions and
tne ambient  air quality standards are found in Appendix F .
                            2-4

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                                 CHAPTER 3
                            ISSUES & ALTERNATIVES

                                  TASK 1*

                 EVALUATION OF REGIONALIZATION/PROJECTED POPULATION
                               AND LAND USE PATTERNS

1.1           ISSUES,  BASIC ASSUMPTIONS AND FINDINGS

              The regionalization issue,  which would probably result in one large
              plant at Salt Creek to serve the South Bloomington Service Area (SBSA)
              and the  LMRWD,  hangs upon the demand  and need for  sewering Lake Monroe.
              There is no other apparent reason for treating sewage some eight miles
              from its major  source, the Bloomington Area.   As such, the decision
              becomes, in the Consultant's opinion**,  more  of a  politcal than an
              engineering one, for the analysis of  the issues and related consid-
              erations raises some serious doubts as to the need for sewering the
              Lake Monroe area.

              A desire for the improvement of the economic  climate may be the sole
              reason for the lakewide sewer system, which would  aid in opening the
              lake area for development.   Even if this sytem could be financed by
              tying it into the Bloomington Sewer System and thereby spreading the
              cost of  this economic development program over a wider population
              (the Bloomington Urban area), it would still  be prudent to defer
              such action until the environmental effects of development can be
              better evaluated in light of the lake's ability to accommodate such
              change.   Lake Monroe is too valuable  a natural resource and asset
              to the area to treat it like a commodity.

              If Lake  Monroe were not served by a lakewide  interceptor sewer system,
              the Salt Creek Plant site location and regional scheme would not be
              necessary.  Both the Lake Monroe and  Bloomington 201 Plans recommended
              this regional plant and the lakewide  interceptor system.  The latter
              system was sized and designed to facilitate seasonal, second home
              and resort complexes proposed at various locations around the lake.

              There is no absolute answer about the need for sewering the lake.
              Data given the Consusltant was not in sufficient detail to conclude
              that a regional waste treatment system is economically feasible,
              when in  fact it might be needed, or who might be participating in its
              financing.  This system, as designed, consists of  a force main collector.
              Therefore, economically speaking, it  will only be  available to rather
              large developments, those which can underwrite the temporary treatment
              facility depreciation and provide for the pumping  and other extra costs
              necessitated by such a system.  These potential second home and resort
              developers, were unable, for the most  part, to respond to the LMRWD
              Consultant in sufficient detail to ascertain  a timetable for construction,
              In effect, this system would be planned for developments which have not
              been scheduled and may never be constructed.

              * Pages in Chapters 3 & 4 are numbered as follows 1st digit = chapter //,
                2nd digit = tasV // and 3rd digit =  page #.

             ** The (Consultant's opinion/Consultant) not explicitly identified in
                Chapters 3 & 4 is Gilbert Associates.

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The attempt to determine the potential seasonal housing market at Lake
Monroe produced unsatisfying and somewhat inconclusive results.  There
are too many significant variables affecting this market.  One aspect
is that it would be possible to purchase a housing unit located on the
lake but not in line of sight with the lake, nor having any access for
swimming or boating except at designated public facilities such as
Fairfax State Park.  This holds true for all developers except the
State of Indiana.  At present, the State leases land from the U.S.
Army Corps of Engineers, with full property rights including direct
lake access.  The  State, in turn, is able to sublease land, and has
done so for commercial development such as the Four Winds Marina.
There is no way of determining what the State will do in the future;
but theoretically, the State is in a more advantageous position than
private developers with respect to the market and inducing development.
It is possible that with the present market uncertainity, it is the
market and not the sewer system that may prove to be the more central
issue in Lake Monroe's development future.

There is one seasonal/second home development now under construction
and it has its own temporary sewerage treatment facility.  This
development, The Pointe, is a planned community of some  1400 units.
At its present rate of completion, The Pointe may not be completed
until after 1990.  The Pointe is a first class seasonal-recreational
facility; and it has advantages that other developers may not be able
to equal, such as  lake access thorough the Marina.

In the course of this independent analysis, the Consultant was able to
locate individual  demand centers or areas of sufficient population
size and densities felt to warrant sewerage service.  In addition,
these demand centers were evaluated with respect to their geographic
and hydraulic location to one another with a view toward determining
their potential relationship to service from alternative site
locations.  It was not possible, with the data available at this time,
to ascertain economic feasibility of  alternative  total  systems for
servicing Lake Monroe.  The Consultant*is of the opinion that  such
feasibility studies are premature considering that it is not
known for certain  how, when and where sewerage service will be needed
around the lake.   This preliminary analysis was helpful  in suggesting
some alternate possibilities for handling the major sewerage demands
within the Lake Monroe area.  The major demand centers  in the  Lake
Monroe Area are shown on Plate 4.

The major sewerage demand in the Lake Monroe area consists mainly of
year-round housing located  in several of the older hamlets.  One
grouping, the Sanders-Smithville area, could actually be better served
at  the Dillman rather than  the Salt Creek Site.  Harrodsburg fits  in
with  the  Salt Creek  Site location but could just as well be served  at
The Pointe's  facility.  The  sewering  of these older areas would be
more  desirable in  the event of the documentation of on-lot disposal
system  failures within  these older settlement areas.


 * Gilbert Associates.

                             3-1-2

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          Some areas around the lake, particularly near the causeway, are
          actually located closer to the Winston Thomas site than the Salt Creek
          Site.   On the south side of the lake, the developments could probably
          treat their effluent outside the lake drainage district; although some
          of these proposed developments are too small to reasonably expect
          service.

          Even if it were determined that serving the Lake Monroe area would
          induce immediate development, sufficient doubts have been raised about
          the environmental effects of such development to warrant further study
          before taking action.

1.2       POPULATION AND FLOW PROJECTIONS

          Since people create the demand for sewerage service, it is important
          not only to carefully match the rate of population growth to the
          sizing and scheduling of sewer development, but also to coordinate
          sewer system development with anticipated changes in land use
          activities to maximize the benefit of that improvement.

          Any projection, whether demographic, economic or social, is based upon
          a multitude of assumptions and value judgements as to the reasonable
          expectations for the future.  Demographic projection is not a science,
          because the future will consist of those events and changes that
          cannot be forseen as well as. those that can.  The only certain thing
          is that conditions underlying projections can, and often do, change
          overnight.

          Since the preparation of the Bloomington and the Lake Monroe Regional
          Waste District 201 Plans, some changes have occured in local growth
          assumptions regarding the university, industrial trends, and other
          factors that warranted independent analysis to determine what, if any,
          significance these changes might have on flow calculations.  In
          addition, the original population analysis outlined in the 201 Plan
          was not organized in a manner suitable for evaluation of alternative
          regional schemes.  Considering this situation, the Consultant decided
          to independently prepare population and flow projections as an aid in
          evaluating regionalization.

1.2.1     Summary of Findings

          The following paragraphs describe the methodologies, procedures and
          assumptions used by the Consultant in developing projections and
          estimates of flows.

          The Bloomington 201 Plan estimated increases in residential and
          student populations, industrial jobs, and commercial activities to
          determine flow increments; adding to these projections those of the
          Lake Monroe 201 Plan.
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          The  Consultant,  in  preparing  independent  projections,  used  a similar
          projection method and  flow parameters  as  found  in  the  Bloomington 201
          Plan.

          Figure  1-1 shows a  comparison of various  population  projections for
          Monroe  County.

          Using quite  different  growth  assumptions  and  expectations  for flow
          increases in the residential, industrial  and  university  segment,  the
          results only varied 10%  from  those  in  the Bloomington  201 Plan as
          amended.

          Table 1-1 summarizes the differences in flow  calculations between
          those of the Bloomington 201  Plan and  this Consultant,   The existing
          flow figure  of  11.2 MGD  does  not include  the  total flow  from the  south
          now  pumped north and treated  at the Blucher Poole  plant.  The
          Bloomington  201 Plan recommended that  this pumping be  discontinued,
          but  this Consultant feels that there are  compelling  arguments for its
          continuation.   Therefore, for convenience of  comparing the  two
          calculations in Table  1-1, the current Blucher  Poole flow was deleted
          from the southern regional plant sizing consideration.   The rationale
          for  this recommendation  is the excess  capacity  at  the  northern plant
          and  the fact that the  use of  this capacity will aid  in producing  a
          better  effluent and allow more efficient  operation.  In  addition, the
          lower level  of  treatment required at the  northern  plant  means that it
          will more than  likely  be operated at an equal or lower cost than  a new
          regional facility,  even  considering the minimal extra  costs associated
          with pumping.

          In the  case  of  Lake Monroe, it was  extremely  difficult to  corroborate
          the  expectations for a sewage flow  of  3.0 MGD.   Instead, a  near term
          flow estimate of 1.0 MGD was  used in the  alternative comparison.
1.2.2     Flow Variations
          To adequately understand the  differences  between flow projections in
          the 201 Plan and those  developed by this  Consultant,  it is necessary
          to understand the various drainage and  jurisdictional areas within
          Monroe County.   The boundaries  of these areas  are shown in Figure 1-2.
          The flow comparisions Indicated in Table  1-1  are shown graphically in
          Figure 1-3.
1.2.2.1   Residential
          Local agencies indicated that  the Bloomington 201 Plan County
          projections for the county were quite high as evidenced by
          Figure 1-1.  In addition, the  201 Plan considered the entire
          population living south of the drainage divide to be "contributory to"
          and therefore to be served by  the regional sewer system.  But, in
          fact, there are extensive areas within Monroe County that will not be
                                      3-1-4

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          economical to serve in the foreseeable future.  Both of these
          differences would tend to reduce the original 201 estimate, but
          they were offset by other considerations.   First of all, local
          planning officials did not agree that such a high percentage of the
          total county population (even if overstated) would be located in the
          northern section of their jurisdiction, instead of the south and
          southeast areas, the more traditional growth areas.  Secondly, the
          local planners envision more of the total  population residing within
          range of future sewers.  Even with these differences, the overall
          difference between flow calculations as shown in Figure 1-3 was not
          too significant, particularly considering  that this Consultant used
          the City Planning Commission's more conservative growth projections.

          The differences between flow calculations  in the case of Lake Monroe
          are more at variance and are documented in this task and in Task 10,
          Induced Development - Lake Monroe.  The Lake Monroe 201 Plan assumed
          that all the population within the district and all the seasonal
          developments would be served.  This Consultant's review indicates
          that it is almost impossible to predict the lake resort seasonal and
          resort prospects based on available information.

          The differences between this Consultant's  and the Lake Monroe 201
          Plan projections are quite significant, and are rooted more in basic
          assumptions than in differences in opinions as to rates of growth and
          household sizes.

          The Lake Monroe 201 Plan assumed a rather  rapid rate of population
          growth for the lake area, presumably in anticipation of a forthcoming
          real estate boom.  The future of the Lake  Monroe area in terms of
          population growth lies in the seasonal and second home market.  While
          the 201 Plan treated all the plans submitted to date as if they would
          be built, this Consultant feels that with  the particular situation
          at Lake Monroe and the current market, this assumption cannot be
          corroborated.  This consultant assumed, based upon the details
          presented later in this text, that the south side of Lake Monroe
          and even the causeway area did not at this time justify service,
          and furthermore, that the entire interceptor concept would be quite
          an expensive system.  Passing on added costs of an expensive sewerage
          system would in turn affect the competitiveness of each project.
1.2.2.2   Industrial
          The main difference in the industrial flow calculations is that the
          Bloomington 201 Plan inadvertantly used Region 10 overall economic
          employment projections as an industrial employment projection for
          Monroe County.
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1.2.2.3   Indiana University
          University officials indicated that they anticipated the enrollments
          to peak prior to construction startup and decline thereafter.  As a
          result, this Consultant did not consider the university as having any
          future increase.

1.2.2.4   Commercial

          As an independent check, this Consultant calculated commercial flow at
          50 gallons per person daily.  With an anticipated 19,000 more people
          to be served by the year 2000, an increase in commercial flow of about
          1.0 MGD might be expected rather than the 0.8 in the 201 Plan.

1.3       POPULATION PROJECTIONS/DEMAND CALCULATIONS

1.3.1     Introduction

          The population projections for Monroe County from the 1974 Bloomington
          Facilities Plan anticipate a significantly higher rate of growth than
          projections from either the Bloomington City Planning Commission or
          the Bureau of Research ir the Indiana University School of Business.
          Personal interviews with officials in both agencies substantiate this
          disparity.^  The variation in population projections is shown in
          Figure 1-1.

          Population projections reflect basic underlying assumptions regarding
          birth, death, and migration rates.  The Bloomington 201 Facilities
          Plan population projections are thought to be based upon pre-1970
          census data embodying underlying assumptions such as a continuation of
          Monroe County's population increase commensurate with its share of
          1960-1970 population growth which represented 90 percent of the total
          of Economic Region 10.   However, during the 1960-1970 period,
          several changes occurred that were responsible for Monroe County's
          accounting for  such a large share of Region 10's population change,
          and local authorities do not feel that these events will reoccur in
          the future.  These changes included doubling of University enrollments
          and a  rapid increase in manufacturing jobs resulting from the
          relocation of the Otis Escalator Plant, employing 1000 persons, into
          the area.  In addition, the 201 Facility Plan projections were based
          on pre-1970 birth rate trends which would result in a much higher
          population level than if current birth rates were utilized.

 1.3.2     Alternate Projections/Bloomington 201 Plan

 1.3.2.1   Indiana University School of Business, Bureau of Research

          One set of alternate population projections was prepared by  the
          Indiana University School of Business, Bureau of Research.  While
          these  projections incorporated more  current birth rate trends, they do
  Bloomington  City  Planning  Commission;  Indiana University, Bureau  of Reasearch
  School  of  Business.
  Includes Monroe,  Owen,  Lawrence  and  Greene  Counties.
                                      3-1-&

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          economical to serve in the foreseeable future.  Both of these
          differences, would tend to reduce the original 201 estimate, but
          they were offset by other considerations.   First of all, local
          planning officials did not agree that such a high percentage of the
          total county population (even if overstated) would be located in the
          northern section of their jurisdiction, instead of the south and
          southeast areas, the more traditional growth areas.  Secondly, the
          local planners envision more of the total population residing within
          range of future sewers.  Even with these differences, the overall
          difference between flow calculations as shown in Figure 1-3 was not
          too significant, particularly considering that this Consultant used
          the City Planning Commission's more conservative growth projections.

          The differences between flow calculations in the case of Lake Monroe
          are more at variance and are documented in this task and in Task 10,
          Induced Development - Lake Monroe.  The Lake Monroe 201 Plan assumed
          that all the population within the district and all the seasonal
          developments would be served.  This Consultant's review indicates
          that it is almost impossible to predict the lake resort seasonal and
          resort prospects based on available information.

          The differences between this Consultant's and the Lake Monroe 201
          Plan projections are quite significant, and are rooted more in basic
          assumptions than in differences in opinions as to rates of growth and
          household sizes.

          The Lake Monroe 201 Plan assumed a rather rapid rate of population
          growth for the lake area, presumably in anticipation of a forthcoming
          real estate boom.  The future of the Lake Monroe area in terms of
          population growth lies in the seasonal and second home market.  While
          the 201 Plan treated all the plans submitted to date as if they would
          be built, this Consultant feels that with the particular situation
          at Lake Monroe and the current market, this assumption cannot be
          corroborated.  This consultant assumed, based upon the details
          presented later in this text, that the south side of Lake Monroe
          and even the causeway area did not at this time justify service,
          and furthermore, that the entire interceptor concept would be quite
          an expensive system.  Passing on added costs of an expensive sewerage
          system would in turn affect the competitiveness of each project.
1.2.2.2   Industrial
          The main difference in the industrial flow calculations is that the
          Bloomington 201 Plan inadvertantly used Region 10 overall economic
          employment projections as an industrial employment projection for
          Monroe County.
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1.2.2.3   Indiana University
          University officials indicated that they anticipated the enrollments
          to peak prior to construction startup and decline thereafter.  As a
          result, this Consultant did not consider the university as having any
          future increase.

1.2.2.4   Commercial

          As an independent check, this Consultant calculated commercial flow at
          50 gallons per person daily.  With an anticipated 19,000 more people
          to be served by the year 2000, an increase in commercial flow of about
          1.0 MGD might be expected rather than the 0.8 in the 201 Plan.

1.3       POPULATION PROJECTIONS/DEMAND CALCULATIONS

1.3.1     Introduction

          The population projections for Monroe County from the 1974 Bloomington
          Facilities Plan anticipate a significantly higher rate of growth than
          projections from either the Bloomington City Planning Commission or
          the Bureau of Research in the Indiana University School of Business.
          Personal interviews with officials in both agencies substantiate this
          disparity.1  The variation in population projections is shown in
          Figure 1-1.

          Population projections reflect basic underlying assumptions  regarding
          birth, death, and migration rates.  The Bloomington 201 Facilities
          Plan population projections are thought to be based upon pre-1970
          census data embodying underlying assumptions such as a continuation of
          Monroe County's population increase commensurate with its share of
          1960-1970 population growth which represented 90 percent of  the total
          of Economic Region  10.   However, during the 1960-1970 period,
          several changes occurred that were responsible for Monroe County's
          accounting for  such a large share of Region 10's population  change,
          and local authorities do not  feel that these events will reoccur in
          the future.  These  changes  included doubling of University enrollments
          and a  rapid increase in manufacturing jobs resulting from the
          relocation of the Otis Escalator Plant, employing 1000 persons, into
          the area.  In addition, the 201 Facility Plan projections were based
          on pre-1970 birth rate trends which would result in a much higher
          population level than if current birth rates were utilized.

 1.3.2     Alternate Projections/Bloomington 201 Plan

 1.3.2.1   Indiana University  School of  Business, Bureau of Research

          One set of alternate population projections was prepared by  the
          Indiana University  School of  Business, Bureau of Research.   While
          these  projections  incorporated more  current birth rate  trends, they do
  Bloomington City Planning Commission;  Indiana University,  Bureau of  Reasearch
 .School of Business.
  Includes Monroe, Owen,  Lawrence and  Greene  Counties.
                                       3-1-&

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          not offer a fair comparison due to the manner in which university
          student population was projected.  The methodology used was a five
          year age-sex, cohort-survival method; but student populations were
          aged forward rather than replaced as the overall population was aged
          forward for each five year period.  As a result, by 1990 the 15-24
          age group, where one would expect to find most university students,
          was one third the size of that age group in 1970.  The 1970 university
          student population being aged forward resulted in an abnormally large
          35 to 44 year age group by the year 2000.  While these two errors may
          offset each other, the resulting projection is significantly lower
          than if the error was not introduced.

1.3.2.3   Bloomington City Planning Commission

          Another source for locally prepared population projections is the
          Bloomington City Planning Commission.  This agency is responsible for
          the planning and land use control for the more populated portion of
          Monroe County, the Bloomington jurisdictional area.  This Commission
          is now in the process of preparing a report dealing with future
          population growth within the Bloomington area.  It was the lead agency
          responsible for discovering, among other census irregularities, that
          the 1970 census total population was greater than that reported.

          The city has prepared population projections for its jurisdictional
          area as well as for Monroe County.  These projections consist of a
          high and low series reflecting somewhat different birth rate levels
          and are quite conservative in comparison to the Bloomington 201 Plan.
          The reason for this wide disparity is that the basic underlying growth
          assumptions in the city's projection run contrary to those of the 201
          Plan.  The former assumes a reduced birth rate commensurate with
          current trends, a much slower rate of economic growth, and anticipates
          university population stabilizing in the very near future.  The City
          Planning Commission projections are more attuned to the areawide 1950-
          1960 rather than 1960-1970 growth trends.  They consider the latter
          period to be atypical due to birth rate levels, the university
          enrollment explosion, and the rather rapid growth of industrial
          employment.

          Their Monroe County projections ranged from a low of 95,000 to a high
          of 110,000 by the year 2000, from a 12 to 30 percent increase.   For
          comparison purposes, the average population change anticipated was
          used.  The city's high estimate is about ten years behind the
          population levels envisioned in the Bloomington 201 Plan, while the
          city's low estimate was twenty years behind.the same 201 Plan
          forecasts.

          The Bloomington 201 Plan envisions Monroe County to increase in its
          population by 62 percent by the year 2000 versus a more modest 21
          percent envisioned by the city.  Certainly, neither projection will be
          absolutely correct.  Short term trends evident today, such as greatly
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          reduced  birth  rates,  slow growth in  university enrollment,  and less
          than dynamic economic conditions would  appear  to  lean more  toward
          corroborating  the  city's  growth  assumptions  rather  than the 201
          Plan's.

          Intercensal population estimates for Monroe  County  pinpoint the
          county's 1973  population^ at  89,806  persons.   If  these figures are
          reasonably accurate,  then the short  term county population  growth
          rate trend would more clearly approximate those in  the Long Range
          Water and Sewer Plan  for  1980.   If this estimate  is on course in
          context  of the long run period,  then even the  city's high projection
          would appear to be somewhat conservative,  while the 201 Plan would
          still fall on  the  high side.

1.3.3      Adjustments to Projections/197QUnder Reporting

          Both the 201 Plan  and the City Planning Commission  projections were
          estimated without  the benefit of adjusting for 1970 census  under
          reporting.  While  it  is fairly evident  that  the 1970 city and,
          therefore, county  population  was actually larger  than reported, by
          how much has not yet  been definitely determined.

          If  the city's  projectioas are adjusted  upward  by  6000  persons the
          city's high side population projection  fits  remarkably well with the
          curve in the Long  Range Water and Sewer Plan,  while the adjusted
          average  would  approach the former high  population projection.   The
          average  adjusted projection was  utilized herein as  an independent
          population projection to  compare with the 201  Plans.

1.3.4      Projected Population  Distribution

          The Bloomington 201 Plan  not  only assumed a  faster  rate of  population
          growth within  the  county, but a  somewhat different  distribution of
          population than envisioned in the city  projections; and more importantly
          a somewhat larger  population  "contributory to" the  southern area.

          The Bloomington 201 Plan  distributed future  population change almost
          equally  between locations north  and  south of the  major drainage
          divide running through the center of the city. Under this  allocation,
          the northern area, which  accounts for about  20 percent of the 1970
          population, would  account for 33 percent of  the total county population
          by  2000. In this  regard, the 201 Plan  also  anticipates a more rapid
          rate of  development for this  northern area than did the City Planning
          Commission.  The Planning Commission expects the  major thrust of new
          residential development to continue  within the southern and southeastern
          sectors  of its jurisdic^ional area.   One reason the city5 offers for
          this is  that the northern section of the Bloomington jurisdictional
          area is  restricted by fLood plains,  steep slopes, limestone problem
3Table 1.  Population 1970 and 1973,  and Related Per Capita Income (PCI)  for
.Revenue Sharing Area, U.S. Bureau of Census.
 See paragraph 1.3.6.1, Census Discrepancies.
 Conversation with the Bloomington City Planning Commission Staff.


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          areas, quarries, existing industrial development, and city and
          university ownership of large tracts of land.  These factors are
          significant constraints to residential development.  This is in
          contrast to the less physically restricted traditional south and
          southeast growth corridors.

          The portion of the northern drainage area that has recently reported
          rapid population growth is the Elletsville area which is located
          beyond the Bloomington jurisdictional area.   Elletsville has its own
          sewer system which has apparently already reached its capacity.  The
          City Planning Commission is  of the opinion that the lack of additional
          sewage treatment capacity there would tend to limit growth of Elletsville.

          While the City Planning Commission has not yet allocated its population
          growth projections,  it does  not anticipate a widening gap between the
          proportion of population north and south of  the drainage divide.
          Instead, the City Planning Commission is of  the opinion that the
          present 20/80 percent distribution of population is likely to continue
          in the future.   Therefore, even using the City Planning Commission's
          population projection for Monroe County for  the year 2000, which is
          30,000 persons below that shown in the Bloomington 201 Plan and the
          city's distribution assumptionst  it is apparent that some 7,000
          fewer people would reside in the southern drainage district in the
          year 2000 (Table 1-3).

1.3.5     Population Distribution and  Sewer Service Areas

          The Bloomington 201  Plan used the total anticipated change in population
          for all areas of the county  located south of the major drainage
          district in determining incremental increases in sewage flows, even
          though some of this  population was located within drainage areas not
          planned to be served by future interceptors.

          The Bloomington 201  Plan referred to some 63,000 persons as residing
          "contributory to" the southern drainage district, with 90,000 people
          anticipated by the year 2000.   Not all of this population will be
          served by sewers by  the year 2000 regardless of the plant site
          location;  however, the 25,000 persons increase was used in the
          Bloomington 201 Plan to calculate increase in future sewage flows.

          With this in mind, the Consultant, using U.S.G.S. 7-1/2 minute
          quadrangle sheets and counting houses, attempted to determine existing
          population distribution with the natural drainage area that would be
          served by the southwest and  southeast interceptors—the two interceptors
          planned for construction within the 20 year  planning period for the
          proposed plant.  A part of the southeast drainage area even goes far
          enough south to include a part of the District Service Area  of Lake
          Monroe Regional Waste District.
 Lake Monroe 201  Plan.
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         Based  on  the  foregoing  analysis,  it was  determined  that  only  70
         percent of  the  1970  population residing  south  of  the major  drainage
         boundary  actually  resided within  any  of  these  natural  drainage
         districts:  the central, southeast and southwest.   This  percentage
         should be adjusted upward to  80 percent  taking, into account the 1970
         census under  reporting.

         The  Consultant  assumed  tnat this  southern  drainage  area,  noted  by the
         City Planning Commission to be the major growth area within its
         jurisdictional  area, would attract an ever increasing  percentage or
         share  of  population  growth in the future.   Although not  definitively
         ascertained, this proportion was anticipated to increase  from  80 to 85
         percent by  1990.

         The  Consultant, using the city's  growth  projections, calculated an
         18,000 person increase  within the combined central, southwestern, and
         southeastern  drainage areas.  At  an average sewage  flow  of  100  GPCD
         this would  add  1.8 MGD  rather than 2.5 MGD to  southern sewage flows.
         This calculation does not yet include consideration for  the Lake
         Monroe waste  district flow increases.

1.3.6    Variances with  Bloomington 201 Plan Projections

1.3.6.1   1970 Census Discrepancies

         The  1970  census count for the City of Bloomington and  the south
         drainage  flows  should be adjusted upward by 5,000 to 6,000  persons to
         reflect  census  discrepancies. This would  directly  affect all
         previously  prepared  population projections such as  found in the
         Bloomington 201 Facility Plan by  enlarging the population base  quite
          significantly,  amounting to an equivalent  of 1/6  of the  city's  total
          1970 population.  Not all of  this error  is within the  City  of
         Bloomington,  but most of it is certainly located  within  the southern
          drainage  districts.

         As well  as  can  be  determined, this under reporting  occurred primarily
         within the  university  student population.   The 1970 census  was  self-
          reported so there  is no way to definitively determine  the extent of
          under  reporting with the data at  hand,  but the calculations in  Table
          1-5 provide at  least an estimate  of  the  magnitude of  total  error.
          From this cursory  analysis,  it appears  that about 8 percent of  the
          university  student population probably  commutes to  and from the
          university  from locations  outside Monroe County.

1.3.6.2   Indiana  University Enrollment Trends/Flows

          The university  is  the  city  and  county's  largest single industry.  A
          good share  of  the  9,714 persons  employed by public  and private  schools
          within the  county  owe  their  livelihood  to  the university.
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          The  30,370 student population in 1970 was equivalent to 3/4 of the
          city's population as reported in the census.   Adjusting for suspected
          discrepancies,  the university student population accounts for 2/3 of
          the city's total population.

          Current and future university enrollment trends indicate that the
          Indiana University enrollments will peak prior to 1979-1980 school
          year.   After this the enrollment may stabilize or even decline
          slightly.

          The unofficial  1975 enrollment at Indiana University is expected to
          fall within the range of 31,000 to 32,000 students.'  An average of
          31,500 students would indicate an increase of 1,132 students, a rate
          of change  less  than a 1% per  year since 1970.  At this rate of change,
          enrollment may  peak out at approximately 32,350 students in the 1978-
          1979 school year; some 2,500  fewer students than anticipated in the
          Bloomington 201 Plan.

          These enrollment projection rates may be slightly overstated
          considering the current economy.  The university noted a one to two
          percent higher  ratio of enrollment to the total state population age
          pool that  the university draws, upon for its enrollment and apparently
          a higher proportion of undergraduates remaining for graduate work.
          This condition  is felt to reflect current employment opportunities and
          will probably not become a permanent condition.  It is quite possible
          that university enrollments will actually decline in the 1980's as a
          reflection of the current statewide decline in the size of the
          elementary and  secondary school age group.

          There are  no known absolute limits to long term enrollment changes at
          the Bloomington Indiana University campus.  The university owns
          considerable acreage upon which to expand.  There are, however,
          practical  short term limits.   At present, the university is faced with
          a limit in the  amount of classroom capacity.**  With the immediate
          prospects  for declining enrollments, it is not very likely that the
          State of Indiana will be entering upon any new era of university
          enlargement in  the near future.

          With an anticipated 1978-1979 enrollment increase of less than 2,000
          students over the 1970 levels, increase in university flows may be
          closer to  .09 MGD rather than the.2 MGD increase projected in  the 201
          Plan.   In  fact, considering that university enrollments will have
          peaked prior to the completion of the sewage treatment plant, and may
          even decline thereafter, incremental changes in sewage flows from the
          university may  be negligible.
7Telecon with Mr.  Shellhamer, I.U. Registrar's Office, September,  1975.

 Telecon with Mr.  James Perin, Indiana University Budget Office,  September,  1975,
                                      3-1-11

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1.3.6.3   Economic Trends
                                  9
          The economy of Region 10  improved rapidly in the 1960?s as a result
          of the university enrollment  doubling and an increase in electrical
          machinery employment.  Otis Elevator located a new factory in the
          Bloomington area hiring 1,000 persons.   Most local sources forsee a
          slowdown in economic growth,  and the future growth prospects for the
          university appear to be limited.  Increases in manufacturing
          employment normally result more  from growth within existing industries
          rather than relocations, and the  probability of another large
          manufacturing plant relocating to the Bloomington area is felt to be
          remote.

          One reason is that the Bloomington area, particularly the
          manufacturing sector, is rather  limited with respect to labor supply.
          It is estimated  that nearly I/A  of all 1976 jobs in the Bloomington
          area were held by residents of other counties and that nearly 1/2 of
          all manufacturing job opportunities within the Bloomington area were
          held by outsiders.  Any additional labor would have to drive from more
          distant areas.   It appears that  from both a labor demand and supply
          standpoint this  area will probably not grow at a very fast rate in the
          future.

1.3.6.4   Manufacturing Employment Trends

          The Bloomington  201 Facility  Plan estimate of projected growth of
          manufacturing employment was  based upon employment trends anticipated
          in an "Indiana Regional and Economic Development and Planning
          Study."10  The 201 Plan calculation of Monroe County's share of
          Region 10's manufacturing employment actually represented the total
          projected employment increase which includes both the manufacturing as
          well as the non-manufacturing sectors of employment opportunity.

          Increases anticipated in manufacturing flows as recalculated by the
          consultant are equivalent to  about 1/3 that projected in the 201 Plan.
          Note that the recalculations  were taken to the year 2000, while those
          embodied in the  Bloomington 201  Plan were to the year 1990.

1.3.7     Alternate Projections/Lake Monroe Regional Waste District

1.3.7.1   Existing Year-Round Population

          Lake Monroe Regional Waste District's 201 plan estimated the
          district's 1966  population at 5,000 persons in 1,404 household units,
          assuming 3.7 persons per average household.  It was not determined
          where these 5,000 persons resided nor if they were favorably located
          with respect to  fostering development of an economically viable
          sewerage treatment system. Also, the plan did not differentiate
          between year-round and seasonal  residential development.
9
 Includes the counties of Monroe, Greene,  Lawrence,  and Owen.

  Richard L. Pfister, Indiana University,  Division of Research, School of Business.
                                      3-1-12

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          It is desirable to isolate the concentration and distribution of
          year-round sewage flows from that which might accrue from seasonal,
          second home, and recreational inputs.  This is important because
          seasonal growth is not directly related to normal economic and
          population growth factors.  Furthermore, there is normally a difference
          in flow volumes per dwelling unit between these types of units.

          The Consultant duplicated the LMRWD methodology, but updated the 1966
          housing counts to 1970, and instead of using a blanket 3.7 persons
          per household, utilized individual 1970 municipal household sizes.
          This 3.7 persons per household figure used in the 201 Plan is much
          higher than reported in the 1970 Census.  The 1970 figures predate
          seasonal and second home construction around the lake and are assumed
          to fairly accurately represent existing year round household sizes.

          The results of the recount of population by this Consultant were not
          exactly similar to the LMRWD 201 Plan figures. Possibly part of the
          difference might result from the difference in boundary delineations
          for the Lake Monroe Regional Waste District shown in the two 201
          plans.  The LMRWD population estimates probably include people
          residing in the State Route 37 corridor, although this corridor does
          not appear to lie within the district boundaries.  There is no doubt,
          however, that this corridor should be also served by sewers, especially
          if Harrodsburg is, since together they represent one of the larger
          demand centers found within the entire area.

          The major demand centers in the Lake Monroe area are shown on Plate 4.

1.3.7.2   Population Distribution/Demand Centers

          Suprisingly. the majority of the 3,500 persons estimated by the
          Consultant1  to be residing in or contiguous to the LMRWD or within
          the District's Service Area (Figure 1-2) are located some distance
          from the lake, principally in older hamlets and villages as distinct
          from new subdivisions, and not within the district boundaries.

          About 1,600 persons resided within the boundaries of the original
          Lake Monroe regional waste district in 1970; and, more importantly,
          there were few population concentrations warranting sewer services
          based on population density or concentration.   Most residential
          developments in the lake district proper consisted of residential
          development along the ridge roads.  Portions of this district population
          are physically isolated from the rest of the county by Lake Monroe,
          which is the largest man-made lake in Indiana.  Those isolated segments
          of Salt Creek and Polk Townships are also lightly populated, and
          these two areas are predominantly forested with some steep terrain.
          In addition, much of the land here is maintained by the U.S. Forest
          Service as part of the Hoosier National Park.   The only concentration
          of year-round housing found within the LMRWD was at Harrodsburg.
  Gilbert Associates,  Inc.
                                     3-1-13

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          The  District's  Service  Area  (DSA)  is  located  contiguous  to  and  north
          of the  LMRWD boundary.   As estimated  by  Gilbert  Associates,  Inc.,
          this area  contained  55% of the  3,518  persons  residing with  the  combined
          LMRWD and  DSA.   The  DSA is contiguous to the  city of  Bloomington
          jurisdictional  area;  part of  it is also  located  within the  southeast
          drainage basin  of  the city.   This  means  that  part of  the DSA population
          is favorably located with respect  to  possible gravity sewage flow to
          the  Dillman or  Ketcham  s:Ltes.

          The  DSA population is located mainly  with the small older settlements
          such as Handy,  Sanders  and Smithville.   Handy and Sanders are located
          just at the edge of  the city's  southeast watershed boundary, but
          sewage  would have  to be pumped  over this ridge to be  treated at any
          of the  Clear Creek sites,  However, except in the case of Smithville,
          these sewage flows would also have to be pumped  over  ridges to  reach
          the  Salt Creek  Site.

1.3.7.3   Estimates  of Potential  Flow  From Existing Development

          There are  two existing  residential demand centers that warrant
          sewering.12 The largest is  the Harrodsburg/State Route 37  corridor
          and  the smaller an amalgamation of the small  hamlets  located in the
          DSA. Discounting  the isolated  and scattered  residential developments
          typical in the  area, it is estimated  that less than 2,500 persons
          reside  in  areas of favorable density  and in locations that  warrant
          near term  sewerage service.   This  figure also includes 600 persons
          outside the district in the  State  Route  37 corridor.   Another .12 MGD
          should  be  added to this estimated  .24 MGD year-round  residential flow
          to  reflect contributions from the  three  elementary schools  and
          recreational  flows from Fairfax State Park.

1.3.7.4   Year-Round Population Projections

          In  the  LMRWD  201 plan the'  population  increase was assumed to be an
          average annual  rate of  3.47% per year.  At this rate  Monroe County
          would have a  population of  180,000 persons by the year 2000.  This
          rate of growth  even exceeds  that found in the Bloomington 201 Plan
          which is itself probably overstated.   At this rate, the Bloomington
          201 plan population projection of  138,000 would be attained in the
          mid 1980's; and the City Planning  Commission's county projection for
          2000 would be  attained  in  approximately 1977.

          Current population trends  within the  district reflect a turn-around
          from 1960 to  1970  population changes  (Table 1-9) , when the reservoir
          construction  was largely responsible  for an estimated 500 person
          population loss in the  townships adjoining the lake.   These current
          1970-1973 growth trends range from 1.0 to 1.7 percent per annum
          increase within these lakeside municipalities.  The census does not
          ennumerate seasonal populations so that this increase will not
          include new recreational and resort projects.  These most current
          figures are,  however, only estimates.
12
  Assuming a minimum of 300 units.
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          The City Planning Commission population projections estimated a 3,650
          person population increase between 1970 and 2000 in that part of the
          county located outside their jurisdictional area.  The corresponding
          growth rate using their projection is 16.7 percent over the 30 year
          period.  At this rate of increase, the year round district population
          would enlarge to slightly over 4,000 persons,   If the area growth
          rates were to continue at the 1970 to 1973 levels of approximately 1,5
          percent per annum, this area could reach a population level of about
          5400 persons.

          The same 16.7 and 45,0 percent growth rates for a thirty year period
          were used to estimate the magnitude of year-round population change
          anticipated within the Lake Monroe demand centers.  It appears from
          these calculations that year-round residential flows in the Lake
          Monroe area will be in the vicinity of .30 MGD.

1.3.7.5   Recreational and Institutional Projections

          The  recreational and institutional flow projections were utilized
          directly from the LMRWD 201 Plan.  It appears that within the time
          frame in question, the three small  schools may eventually be con-
          solidated into one school, the location of which may not even be in
          the Lake Monroe Regional Waste District.  This particular proposition
          was recently on the ballot for voter approval at a strain Ridge Road
          location and was voted down.

          The only real net increase in recreation flow is projected at the two
          major state recreation areas—Fairfax and Paynetown.   While the
          Fairfax recreation area is rather favorably located with respect to
          incorporation with other flow into the Little Clear Creek interim
          package plant, Paynetown is ill-located - about five (5) miles
          directly north and east of Fairfax.  Without crossing Moore Creek and
          Ramp Creek inlets, this distance may actually increase to nine (9)
          miles and the path between is lightly populated.

1.3.7.6   Seasonal Population/Background

          Lake Monroe is a Corps of Engineers multi-purpose reservoir,  a flow
          augmentation and flood control reservoir, a major water supplier for
          the City of Rloomington, and a major state recreational facility.
          Since its completion in 1965, the lake has been the scene of  intense
          real estate as well as environmental activity.  The latter is a
          response to the real or imagined threat of development
          indiscriminantly destroying the lake with sewage discharges,  coupled
          with the possibility of construction and operation of developments
          resulting in an increased sedimentation and siltation, fertilizer
          runoff, etc.

          The State of Indiana passed special legislation to form the Lake
          Monroe Regional Waste District solely to address the wastewater
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          problem around  the  lake.   This  group,  in  turn,  contracted for the
          preparation  of  sewerage system  plans.   In recognition of the linkage
          between the  sewerage  service  and  land  usage  and environmental effects
          it  also spearheaded a three phase environmental survey and baseline
          study of Lake Monroe  to include a capability model  for determining
          optimum land usage  around  the lake.  This model is  not available and
          the first phase" conclusions were  preliminary and could not be used in
          this report.

          The Corps of Engineers purchase line for  the lake ensures that no one
          can privately own frontage and  have direct access to  the lake.  Lake
          access is limited to  selected state facilities  for  boating and
          swimming, such  as Fairfax, Paynetown,  etc.   Reportedly,  this lake line
          was designed so that  views from boats  on  the lake toward the shore
          would remain natural  looking  even if developed.   The  Indiana State
          Department of Natural Resources controls  the construction of boat
          docks, slips, marinas, and ramps  into  the lake.   In turn, the quantity
          of  these facilities controls  the  intensity of boating on the lake.

          The major selling point of Lake Monroe from  a real  estate viewpoint
          for marketing seasonal home developments  is  the view  and aesthetic
          appeal, micro-climate of a lake,  and relative proximity to boating
          opportunities.   Interestingly enough,  the lake  itself seems to have
          very little  to  do with the only viable development  under construction
          at  Lake Monroe  - -  The Pointe.  The Pointe is inward  and recreation
          oriented, built around a golf course,  tennis, etc.  Lake usage is
          possibly by  special arrangements  with  the Four  Winds  Marina or at the
          State Park,  both of which  are located  off-site.   Even at The Pointe,
          the lake presence or  the fact that this development adjoined the lake
          was not very visually apparent.


1.3.7.7   Seasonal Development  Proposals

          At  present the  major  private  seasonal-resort developments are The
          Pointe, a planned unit condominium development  with a recreation
          orientation, and the  Four  Winds,  a resort-motel-marina located within
          Fairfax State Park  on subleased land.   Quite a  few  development schemes
          have been presented for various properties located  on the perimeter of
          the lake. These proposals range  from  campsites to  highly commercial
          developments such as  resort-motels, etc.   Very  few  of these developers
          could provide a definite timetable or  construction  schedule to the
          LMRWD Consultant.   Some developments are  apparently being held in
          abeyance unless and untiL  there is a regional sewer system; while
          others, such as the Inland Steel  proposal, have been  temporarily or
          perhaps permanently abandoned.

          The Pointe is  the only development where  construction is in progress
          and following reasonably close  to a construction schedule.  Subsequent
          to the LMRWD 201 Plan, the Pointe constructed a 0.1 MGD temporary
          package sewage  treatment plant  along Little  Clear Creek.
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          The existing developments proposed around the lake have selected
          the west and north side of the lake.   This may also reflect
          ownership patterns since most of Salt Creek and Polk Creek Townships
          are federally owned forest lands, but it also reflects environmental
          constraints such as soil and steepness of slopes.  Of all the
          developments proposed to date, only The Pointe and Land and Leisure
          are located so they would drain naturally to Little Clear Creek and
          the Salt Creek Plant.  Except for proposed developments clustered
          around the north side of the causeway, most are separated from one
          another by significant distances of open land which is wooded, with
          rugged terrain, steep slope, and numerous lake inlets.

          Most of the Lake Monroe perimeter within Salt Creek and Polk Creek
          Townships is surrounded by U.S. Forest Service lands, part of the
          Hoosier National Forest.  These forest lands surround every potential
          development around Lake Monroe except for The Pointe, Land and
          Leisure, Seven Flags and Brendon Shores.  The U.S. Forest Service has
          taken a stance that it will not allow sewer line easements across its
          lands without the protection afforded by an areawide plan for the
          entire lake, presumably addressing the impact of such development.

1.3.7.8   Existing Seasonal Development/The Pointe

          The Pointe, a condominium apartment development, is the sole major
          seasonal development being constructed around Lake Monroe.  The first
          village, one of seven planned, was partially completed in August 1975,
          with 96 of the 200 planned units under roof.  Each of the seven
          villages is planned to have a pool and tennis courts as its focus and
          draw.  Each will contain approximately 200 units.  Central recreation
          features now include a championship golf course.  Joint arrangements
          have been made with Four Winds for use of their marina.  Plans include
          a central sports complex centered around golf and tennis pro shops and
          restaurant facilities.

          Current purchasers reside mainly in Indianapolis and Terre Haute,
          using their units for second homes.  They are predominately
          professional's in their 40's and 50's.1^   The latter may be more of a
          reflection on the mix of units built in this first section which was
          predominantly three bedroom apartments.

          Of the 96 units under roof (August 1975), some 45% reportedly have
          been sold. ^  This represents approximately a one year construction
          and marketing effort with respect to the residential aspects of the
          project.  At this rate The Pointe may not meet its expected 1985
          completion date.  In fact, at this rate the completion might extend
          considerably beyond 1985.  Certainly the overall market for housing is
          a little soft at this time, although this seasonal housing market
          consists mainly of affluent families, better capable of improving
          their relative position in a period of economic uncertainty. Units
          in this development range in price from $25,000 to $85,000 with
13
  Conversation with Ron Jarrett, The Pointe.

                                      3-1-17

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          most units probably priced in the $45,000 range.   A sizable front end
          investment has been made in this project, such as an 18 hole golf
          course,  roads, water,  sewage treatment plant,  etc., which would lead
          one to believe that it will be completed, and  become a guaranteed
          part of future sewage  flows within this area.

1.3.7.9   LMRWD 201 Plan Projections

          According to the LMRWD 201 Plan, seasonal flow projections for the
          major developments proposed at one time or another around Lake Monroe
          could total approximately 6400 units with an estimated flow of over
          1.5 MGD by 1998, assuming a regional collection and sewer system.

          The LMRWD consultant queried each potential developer to determine
          his projected 1998 sewage flows and their startup and completion
          schedules.  Only three developers responded with schedules.  Land and
          Leisure and Brendon Shores indicated a 1974 startup, while Graves and
          Moore indicated they were awaiting the public  sewer system.  Construction
          activity was apparent  only at The Pointe during an August 1975 flight
          over the lake.

          In Table 1-17, the Consultant has rearranged the projected LMRWD 201
          Plan flow data by geographical location around the lake and grouped
          together developments  that are relatively geographically contiguous.

          Those seasonal developments reasonably close to the Salt Creek site
          and the interim facility on Little Clear Creek include The Pointe,
          Land and Leisure, Fairfax State Park and the Four Winds Marina.  Flow
          projections for Fairfax State Park includes the Four Winds.  This
          grouping of developments, etc., represents the area with the greatest
          potential for completion as well as for sharing sewerage services.
          The seasonal development within these two developments represents
          one-half of the proposed year 2000 sewage flows for the north and
          west side of the lake.  This service area could also handle about
          one-half of that projected flow increase expected to be contributed
          by regional recreational facilities.

          The Inland Steel project now lies dormant and the remaining second
          home projections on the north side of the lake have a potential waste
          load of  .23 MGD, not including the Paynetown State Park.  About 5 to
          9 miles of open land separates this area from Fairfax, depending on
          whether or not Moores Creek Inlet is to be crossed by a sewer line.
          This particular area is located closer to Winston Thomas than it is
          to the Salt Creek site.  Due to the lack of definite plans and schedules
          for development the feasibility for servicing this area is uncertain.

          Considerably  less seasonal development has been proposed for the south
          side of the lake.  The largest of these proposals, Seven Flags, lies
          practically on  top of the Salt Creek site.  Seven Flags, Brendon
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          Shores and Chapel Hill proposed developments together account for
          one-half of the projected seasonal development sewage flow on the
          south side of the lake.  Each is located close enough to the lake
          drainage divide to enable them to discharge effluent outside the Lake
          Monroe drainage district without worrying about discharges into the
          lake.

          Developments on the southern side share with those on the northern
          side a lack of definite timetable and a wide distance separating each
          development from its so called neighbor.

          Another factor complicating regional service is that national forest
          lands surround most of these developments and any joint collection
          system would require right-of-way easements through these Federal
          lands.  This does not appear to be an immediate certainty, since the
          Forest Service has stipulated as a precondition to granting such
          easements that a coordinated areawide planning for the lake be
          developed.  The latter may result as an outgrowth of the Lake Monroe
          Land Capability Study, but is probably some years away from becoming
          a reality.

1.3.8     The Seasonal and Second Home Market

          Little regional analysis is available either from a governmental or an
          institutional sources that would enable the determination of the
          aggregate market for resort, seasonal and second homes within the Lake
          Monroe area.    At present there are some 6400 units or lots which
          have been conceived and planned.  Some of these plans have already
          been cancelled-*-*, while others cannot offer much in the way of
          providing start-up dates, scheduling, etc.    At present there is no
          definitive answer as to whether any of these units will ever be
          constructed.
          The prospect of a regional plan being developed as a result of the
          Lake Monroe Land Capability Study now underway may be a limiting
          factor to large scale seasonal development around the lake.  Such
          a plan may limit or constrain lakeside development for environ-
          mental reasons, and possibly increase the cost of construction.
          The U.S. Forest Service's reluctance to allow easements across
          their land, without an overall land use plan for the lake should
          be considered another important constraint.  In addition, the
          Indiana Department of Health discharge requirements will add
          to the list of limiting factors.
  Dr. Morton Marcus, Indiana University, Bureau of Research and Planning,
  Graduate School of Business.

  Inland Steel Project, for example.
  Beam, Longest and Neff, Survey of Lake Monroe Developers.
                                      3-1-19

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         Lacking areawide data, this Consultant  investigated  some  national and
         regional  literature  on the second home  market which  isolated  various
         usage  and ownership  characteristics.  Several reports  indicate that
         the  second home market consists primarily  of affluent  metropolitan
         residents (two-thirds of all owners nationally),  and most of  these
         homes  were located within a 100 mile  radius of  their year round
         residence.17,1$  The Indianapolis and Terre Haute SMSA's  would,
         therefore, make up the primary market areas for Lake Monroe seasonal
         housing, being the most accessible to Lake Monroe, within a one and
         one-half hour commuting time.  However, a  100 mile radius from Lake
         Monroe includes all  of Indiana's Standard Metropolitan Areas  except
         for  the Gary-Hammond-East Chicago, South Bend and Fort Wayne.   In
         fact,  even the Cincinnati and Louisville SMSA's falls  within  this
         radius.

         Nationally, the second home boom accelerated between 1950 and  1970,
         directly correlated with the viability  of  the economy  and rising
         affluence of families in metropolitan areas.  In  that  period,
         one-half of all the  total second homes  units were constructed.

         Nationally second home owners consist mainly of small  families, one
         or two persons, with one-third of all families having  three to four
         members.  About one-fifth of all seasonal homeowners nationally are
         over 65 years of age.

         Second home usage will also vary with the  local climates,  and  whether
         the  location is suitable for "four season" usage.  Nationally,  usage
         will range from 90 to 180 days.  In 1967 second homes  were mainly used
         almost exclusively by their owners with only ten  percent  of them
         rented.1'  In 1967 the average second homeowner reported  a medium
         income nationally of $9600 - well beyond the overall national  medium.

         Experiences in the Pocono Mountain Region  of Pennsylvania, an
         established four season vacation area serving the northeast
         megalopolis, indicates that less than one-fifth of all the seasonal
         lots existing at the time of the survey were built upon,  and  that land
         prices range from an average of $3,640  to  $11,590 for  lake-front
         locations.1"  Ninety percent of all lots were without  community
         sewerage  and fifty percent without public water.   Electricity  and
         roads  seemed to be the major common improvements  available.   Retirees
         only comprised 10% of the buyers, and the median  family income of
         Pocono land buyers was $16,098.
  Housing Report,  Series  121,  U.S.  Bureau  of  Census and  the U.S.  Forest  Service,
  U.S.  Government  Printing  Office,  1969.
18
  Supply Characteristics  of the  vacation home  in  Pocono  Mountain  Region,  Center
  for Business  Economics  and Urban  Studies, Lehigh University,  Bethlehem,
  Pennsylvania,  update.

19
  Housing Report,  Series  121,  U.S.  Bureau  of  Census and  the U.S.  Forest  Service,
  U.S.  Government  Printing  Office,  1969.

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          Usually, the major attraction for seasonal and second homes is a body
          of water, and Lake Monroe is the largest man-made lake in the state of
          Indiana.  Counterbalancing this attraction is the fact at Lake Monroe
          access cannot be purchased but is owned by the Corps of Engineers,
          which may discourage boating and swimming enthusiasts.

          While the economy is a big factor in second home purchase, there are
          some positive factors in the second home market.  The November 1974
          House and Home Magazine, a housing trade publication, attributed the
          resort market's apparent survival of environmental pressures, gas
          shortage (at that time), runaway inflation, etc., to the fact that
          this market consists mainly of the affluent who have a greater
          discretionary income either less affected by inflation; or afraid that
          with inflation, their buying power will not be increased in the
          future.  Many are buying as an investment and thinking about
          retirement.  The projects that are in best shape are those that have
          the best combination of design and planning and the most attractive
          environment.  The latter includes recreation attractions and
          facilities and thoughtful unit design.

          Other factors that might stimulate this market include an innovative
          real estate concept called time-sharing, now emerging in Florida and
          California.  Under time-sharing, a buyer actually buys a time frame
          for occupying the unit which is centrally managed for all buyers.
          Another more conventional method to reduce the investment needed or
          help defray owners costs is to sublease the second home.  Buyers of
          units at The Pointe can take this course of action, although some
          developments prohibit subleasing.

1.4       SYSTEMS/COORDINATION AND COMPATIBILITY WITH PROJECTED LAND
          USE PATTERNS

1.4.1     Summary

          Within this subtask, attention has been given to comparing and
          evaluating the relative differences between each plant site system
          with respect as to how well they relate to locally desired long range
          development goals, plans, and land use compatibility.

          With respect to serving the near term urban area growth of the
          Bloomington area, the Winston Thomas site appears to be the best of
          all four choices; but from a long term viewpoint, the advantage falls
          to the Dillman site which was presumably selected as an optimal
          location to receive gravity flow from the two drainage districts
          flanking the urban area that are considered to be the long range
          growth areas.  The Ketcham Road site also appears favorably with
          respect to the latter consideration.  In fact, at first glance the
          Ketcham site is even better located since it could also collect
          gravity flows from the western drainage district.  However, providing
          sewer service to the Western district with the resulting large
                                      3-1-21

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interceptor would conflict with the Bloomington Use Plan which
attempts to discourage intensive development on the environmentally
sensitive lands within a large portion of this district.  The Long
Range Water and Sewer Plan also did not schedule the western
interceptor.  This apparent locational advantage of the Ketcham site
is not really an asset in the time-frame under consideration.

The Ketcham and Salt Creek sites, particularly the latter, would be
the more disruptive to the desired land use pattern for the urban
region systems.  Both would foster leap-frogging and sprawling type of
development pattern on cheaper lands accessible to the interceptor
sewer line.  One Bloomington Land Use Plan goal is to foster the
centralizing future development in higher density patterns to take
advantage of the existing community infrastructure.  Leap-frogging
would tend to dissipate this effort by helping in dissipating the
central area growth potential.  This same leap-frogging and sprawling
development pattern would have play havoc on those lightly populated
rural areas that are little prepared to cope with the associated
problems and costs.

In a total economic sense, uncontrolled development is the worst
choice for both the public and the private economic sectors and both
must pay for the extra costs that result.  Granted, the control of
sprawl is a difficult matter, but strong utility policies could play a
most important role in this effort.  The land use goal of higher
density in more centralized locational patterns where the community
framework develops gradually outward from the existing network is also
a most economical pattern with respect to utility system development.
A side benefit is that less pressure is put on less suitable vacant
lands by speculative interests.

The list of total economic costs is long, involving both operating and
capital expenses, and public and private interests.  These are well
documented in  "The Costs of Sprawl," prepared in 1974 for the Council
of Environmental Quality by the Real Estate Research Corporation.
This same publication also documents the overall environmental effects
as well as personal effects of sprawl in the community and the
residents.

In terms of plant site location and compatibility with proposed land
use and zoning patterns, the Salt Creek site is in obvious conflict
with the existing zoning ordinance.  The site is zoned for residential
use as are  its environs.  Most of this site, which lies on a floodway,
is not suitable  for residential usage without the added expenses of
flood protection and/or flood proofing.  Existing document search did
not clarify whether the South Rogers site was zoned or not, but the
Land Use Plan  indicated a residential usage pattern here.  The other
sites and  their  immediate environs are for  the most part zoned for
non-residential usage which would not conflict with a plant being
located at  those sites.
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          With respect to existing development patterns, Winston Thomas and
          South Rogers Site are the only two sites that have already been
          encroached upon by residential development.  The Rogers Site is  in
          fact occupied by a rather large mobile home park.  It is difficult to
          assess just how critical the land use conflicts are at the Winston
          Thomas Site, since it was built and in operation long before the
          adjoining residential development occurred.

          One very serious shortcoming complicating the entire land use issue is
          the lack of long range guidelines for development around Lake Monroe.
          The county zoning pattern appears to have placed part oi; the lake on
          hold, i.e., requiring extremely large residential lots in both Polk
          and Salt Creek townships as well as some other areas; although
          allowing unlimited residential development in Clear Creek and Perry
          townships.  This same map, except for a few commercial zones, bears
          little relationship to the multitude of development proposals offered
          the lake.  The analysis made possible with the present time
          constraint, unfortunately, has probably raised more questions than
          were answered.  More importantly, the lack of planning around the lake
          puts the Consultant in the hazardous position of interfering in  local
          land use decisions.  This could result from the acceptance of a
          particular sewerage plan solution, which will by fiat establish a land
          use plan whether the municipalities desire that particular plan  or
          not.  The development of an overall totally coordinative land use and
          sewerage plan for the lake should be a priority item in Monroe County.

1.4.2     Coordination with City Land Use Plans

          The City of Bloomington is responsible for charting the future growth
          and development of the urban area of Monroe County, while the county
          exercises that responsibility in the other areas which includes Lake
          Monroe.

          The Bloomington Land Use Plan, circa 1970, maps land use patterns
          desired within the city's jurisdictional area, along with highway and
          utility plan improvements.  The City Planning Commission's staff is of
          the opinion that this plan is a conceptually correct and acceptable
          portrayal of how the area might ultimately develop. 0  The city's Land
          Use Plan recognizes most of the recommendations of the Long Range
          Water and Sewer Plan such as the southwest, southeast, northeast, and
          northwest interceptors.  The Long Range Water and Sewer Plan
          recommendation for the western interceptor was largely ignored,
          reflecting the land use goal to preserve rather than develop the
          environmentally sensitive western area.  The plan shows the proposed
          treatment plant site location at Dillman Road.

          The Bloomington Land Use Plan might be considered an optimum plan.  It
          does not provide specific guidance in terms of the desired phasing of
          growth and development, such as when and where it would be most
          desirable to encourage growth and development.  The Bloomington City
20
  August 1975 conversation with Tom Grossman, Executive Director, and his
  assistant, Stuart Rueller.

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          Planning  Commission  Staff was  able,  however,  to supply some direction
          in this regard.   The answer  to this  question  will  depend largely upon
          the staging  of  the construction of  the  various proposed interceptor
          sewers.

          The City  Staff  is of the opinion that physical growth constraints are
          more limiting to  the west and  northwest of  the city than in any other
          directions.  These mainly result from the unique Karst geological
          formation with  its associated  problems  such as the development of
          sinkholes, solution  cavities,  and easy  linkage to  the groundwater
          supply.   Other  limiting factors in  this sector,  particularly for
          residential  development include large areas now quarried and large
          industrial tracts located west of the city.   In addition, State
          Route 37  Bypass and  the railroads have  cut  this sector into smaller
          areas reducing  residential appeal.

          To the north of the  city, the  floodplain areas and rugged steep
          hillsides, are  the major physical limitations.  In addition, much of
          the remaining usable land is largely tied up  in municipal watershed or
          university ownership.  The rugged wooded topography which adjoins Lake
          Monroe extends  westward toward the  city to  form a  physical barrier to
          eastward  expansion of the city.   The more physically suitable and
          readily developable  areas lie  to the south  and southeast of the city;
          the historic direction for residential  growth.  This potential urban
          growth area  to  the south extends down to Dillman Road which is fairly
          close to  the Lake Monroe District Service Area.  Within this latter
          service area, the nature of  the terrain quickly changes to that of
          rugged wooded hills.

1.A.3     Coordination with County Land  Use Plans

          Monroe County does not have  a  long  range planning  guideline document
          available from  which to make similar comparisons as in the city's
          jurisdictional  area.^1

1.4.4     Plant Site and  Environs/Land Use Compatibility  (See Plate 1)

1.4.4.1   Winston Thomas/Rogers Site

          This plant site and  immediate  environs  are  in predominantly
          non-residential land usage pattern,  except  for the south portion of
          the Rogers Site which 15; now occupied by an 80 unit trailer park.
          While Old State Route 37  to  the east of the site has developed
          commercially,  residential development has  occurred across the creek
          and railroad right-of-way west of the Winston Thomas Plant, the plant
          site construction preceded  this residential development.  The latest
          addition  to  this  residential fabric is  a new middle school opening
21
  Conversation with Mr. Lee Hardy., August 1975.
                                      3-1-24

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          this year at the corner of Rogers Road and Gordon Pike.  Much of the
          view toward the Winston Thomas site from the higher residential
          development is partially screened on the western side of the plant by
          the creek and railroad tree lines.  Much of the existing plant site
          lies within the floodplain of Clear Creek.

          The Bloomington Land Use Plan for the Winston Thomas site reflects
          its non-residential potential, while the Rogers Site and most peripheral
          areas are considered suitable for low density residential development,
          except east of Old State Route 37 where commercial development is
          contemplated.  The site is zoned for special conservation and light
          manufacturing with a low density residential zone on the northern
          periphery.  The east side of Old State Route 37 is zoned for arterial
          business.  Either the city's zoning jurisdiction ends at Gordon Road,
          or the Zoning Map is incomplete, because zoning district lines were
          not indicated south of Gordon Road.

          The special conservation district is designed to protect lands with
          high water tables or flooding, and most of the treatment plant site
          lies within this zone.  The city has adopted floodway and fringe area
          regulations for the 100 year flood contour.  Permitted uses within
          this floodway mainly include agricultural and recreational activities
          having a non-structural character that would tend not to obstruct,
          confine, or impede flood flows.
1.4.4.2   The Dillman Site
          The Dillman Site is located between two railroad rights-of-way
          paralleling Clear Creek.   Most of the land is now vacant.  State
          Route 37 cuts the site into two pieces.  The general land use character
          of the environs is rolling pasture land and fallow bottomland with
          homes located up on the hillside to the west of the site along Victor
          Pike.  This site has little potential other than for an open and
          agricultural usage, and is not well suited for residential development.

          The Dillman Site is located at the extreme southern edge of the
          optimum plan area.  An analogy has been made that the Dillman Site is
          now located with respect to urban growth as was the Winston Thomas
          Site some years back.   This observation ignores the fact that the
          area available for expansion increase is directly proportional to the
          square of the radius as development radiates outward.  Furthermore,
          it is unlikely at the present rate of growth that the Dillman Site
          would be surrounded by residential development, even if the zoning
          allowed residential development.

          Both the Bloomington Plan and the County Zoning Ordinance consider
          this area to be more suitable for non-residential usage.  The
          Bloomington Plan shows most of the site in a special conservation
          floodplain district with commercial development at the northeast
                                    3-1-25

-------
          corner of Dillman Road and State Route 37.   The Bloomington Land Use
          Plan does not portray residential development below Clear Creek.  The
          Dillman site, as well as  the Ketcham Road Site, is located within a
          huge proposed industrial  zoning district, some 5-1/2 square miles in
          area.  Except for a few level upland areas,  most of this industrially
          zoned land has little suitability for industrial usage, except
          possibly for quarrying, etc., a predominant  existing industrial
          activity.
1.4.4.3   Ketcham Site
          The Ketcham Site, like Edllman,  consists of bottomland located between
          the two railroad rights-of-way.   The general environs of the Ketcham
          Site is even more rural than at  Dillman.  Land use is typified by
          occasional small farms, fallow lands, rural housing, and what appears
          to be an abandoned quarry.   A plant located here should not interfere
          with any current land use activities.
1.4.4.4   Salt Creek Site
          The Salt Creek Site consists mainly of a wide bottom which is now
          fanned at the confluence of the Clear and Salt Creeks.  The main value
          of this land is for agricultural purposes, however, the soils here
          appeared to be poorly drained and tile fields have been installed to
          dewater the site area for farming.  The only possible land use in
          compatibility might be with a proposed seasonal development that could
          be located up the hill from the proposed site.  The site area is now
          zoned residentially.
                                      3-1-26

-------
                                    TABLE 1-1

                        FLOW COMPARISONS (MGD) YEAR 2000

                         Consultant               Bloomington
                  (Gilbert Associates, Inc.)    LMRWD 201 Plans       Differences

Existing Flow*                11.2                  11.2

Increase
  Residential        '         1.9                   2.5                   +.6
  Industrial                   0.4                   1.0                   +.6
  University                    -                    0.2                   +.2
  Commercial        .           1.0                   0.8.                  -.2

Subtotal Bloomington
  Region                      14.5                  15.7                   +1.2

Lake Monroe Regional
Waste District

  Year Round                    'A
  Seasonal                      .5

Subtotal Lake Monroe           1.00                  3.0                   +2.0

TOTAL                         15.5                  18.7                   +3.2


SOURCE:  Bloomington 201 Facility Plan, and independent analysis by Consultant
         (Gilbert Associates, Inc.)


*Neither includes 1,9 MGD flow currently pumped north to Blucher Poole Plant.
Notes:  (1)  Assumes 0.30 MGD from residences (Ref. Table 1-15) and 0.15 MGD
             from institutional and recreation areas (Ref. Table 1-16)

        (2)  Assumes flows only from "The Pointe" and "Land and Leisure"
             (Ref. Table 1-17)
                                    3-1-27

-------
                                    TABLE 1-2

               COMPARISON OF POPULATION PROJECTIONS (Not adjusted)

                                   1970      198Q      1990      2000

Monroe County

City Planning Commission*         84,850*   9Q,5QQ*   95,500*   102,500*

Bloomington 201 Plan              84,850   105,000   122,000    138,000

City Jurisdjctional Area

City Planning Commission*         63,000    68,OQO    72,000     77,OOQ

Remainder of County

City Planning Commission*         21,850    22,50.0.    24,000     25,500

*Average between high and low projections -
 Sources:  City Planning Commission;  Rloomington 201 Plan.
                                      3-1-28

-------
                                     TABLE 1-3

               COMPARISON OF CITY PLANNING COMMISSION AND 201 PLAN
                     POPULATION PROJECTIONS AND ALLOCATIONS
                              1970
Monroe County
- City Planning Commission,  90,849
    Adjusted3
- Bloomington 201 Plan       85,000

City Jurisdictional Areab

- City Planning Commission   69,000
    (Adjusted)

County Population North
of Major Drainage Divide

- City Planning Commission   22,570
- Bloomington 201 Plan6      20,000

County Population Southc
of Major Drainage Divide

- City Planning Commission   68,290
- Bloomington 201 Plan6      63,000
Central Southwest and
Southeast Drainage Areas'*

- Gilbert Associates, Inc.
- Adjusted9
                1980



               96,500

              105,000



               74,000
47,410
53,410
               23,530
               28,500
               72,970
               74,000
52,540
58,540
                1990



              102,000

              123,000



               78,000
               24,000
               37,000
               78,000
               83,000
58,500
64,500
                2QQQ



              108,500

              138,000



               83,000
               24,600
               44,000
               83,900
               90,000
65,440
71,440
Source:  Unpublished Projections City Planning Dept., Gilbert Associates, Inc.
         Calculations of Distributions for North and South Drainage Area.
 Adjusted upward by 6,000 students, assumed to be city residents and reside
 in the southern drainage area.

 Includes city plus two mile perimeter, some areas of which fall outside
 natural drainage ways of southwest interceptors.
r*
""Includes Lake Monroe and southern area of county.

 Includes only population within these two natural drainage areas.

3
"Does not include total county population.

                                      3_l-29

-------
                                    TABLE 1-4
Township


Benton


Blootnington


Richland


Van Buren


Perry


Salt Creek


Polk Creek


Clear Creek


Indian Creek


Total
                  SOUTH DRAINAGE; AREA 1970 POPULATION ESTIMATES
                             RESTRUCTURED TO REFLECT
                     POPULATION CONTRIBUTORY TO INTERCEPTORS

                                      1970
Bloomington
201 Plan
South
Drainage
990
23,410
2,300
6,600
24,550
793
290
2,470
876
62,279
Southwest
& Southeast
Interceptors*
-
23,410
,-*
1,135*
22,864**
-
v»
-
_
47,409
  Change


   -990




 -2,300


 -5,465


 -1,686


   -793


   -290


 -2,470


   -876


-14,870
*    Gilbert Associates calculations; also  does not  include  population now
     pumped into system.

**   Excludes  800 persons of  the population residing within  the  LMRWD
      (Districts Service Area).
                                       3-1-30

-------
                                    TABLE 1-5

                            1970 CENSUS DISCREPANCIES
                    U.S. Census
                      Persons enrolled in college*                    22,708

                    Indiana University
                      1970 enrollment                                 30,368

                    Net difference                                     7,660
                    U.S. Census
                      Population in group quarters*                   12,434

                    Indiana University
                      Estimate of student housing                     18,000

                    Net difference                                     5,566

                    Net difference population enrolled                 7,660
                    Net difference population in group quarter         5,566
                    Estimate of student commutation**                  2,594
 * Residents of Monroe County

** Est. of students living outside of Monroe County

Source:  U.S. Bureau of Census, Bloomington 201 Plan.
                                    TABLE 1-6

               Estimated                                         Estimated
               Enrollment               Increase       GPCD      Flow (MGD)

               Bloomington 201 Plan      4,500          45          0.20
               University Est.           1,980      .    45          0.09
                                      3-1-31

-------
                                    TABLE 1-7


                      1970 MONROE COUNTY EMPLOYMENT  &  JOBS


                          Employment
Jobs
Manufacturing


Non-Manufacturing


Total




TJ.S. Census



 Indiana Employment Service


Q
 From counties other than Monroe;
County
Residents
6,435
26,572
33,007
Employed
in Monroe
5,600
23,120
28,720
Total
9,300
27,550
36,850
Held by
Commuter0
3,700
4.400
8,100
Commuter
As %
of Total
40.0
16.0
22.0
                                       3-1-32

-------
                                    TABLE 1-8

                           PROJECTED TOTAL EMPLOYMENT3
                      ECONOMIC REGION NO. 10 (BLOOMINGTON)
                              BLOOMINGTON 201 PLAN
Projected Total Employment
  Change 1975-1990                                     8,000
Monroe County Share (90%)a                             7,200
Bloomington 201 Plan
  Manufacturing Employment Est.                        7,200


Employment Change 1975-2000                           14,000
Monroe County Share (90%)a                            12,600
Ratio Mfg/Non-Mfg (25%)c                               3,150
Percent in southern
  drainage district (83.3%)                            2,620
Increase in Manufacturing Flow
  Bloomington 201 Plan (MGD)
     (7,200 x 165 gpcd) =                              1.18
  Gilbert Associates
     (2,620 x 165 gpcd) =                              0.43
 Based on Monroe County's share of 1960 to 1970 population growth, Bloomington
 201 Plan


 Straight line extrapolation to the year 2000

Q
 Indiana Employment Security Office 1970


 Estimated current ratio of industrial flow
Source:  Richard L. Pfister, Indiana University School of Business; Gilbert
         Associates Extrapolations & Flow Recalculations.
                                      3-1-33

-------
                                     TABLE 1-9

                       CURRENT MUNICIPAL POPULATION TRENDS
                       LAKE MONROE REGIONAL WASTE DISTRICT
                             196D - 1970 - 1973 (EST)
Municipality

Clear Creek Township

Perry Township

Polk Township

Salt Creek Township
1960
2,
6,


250
461a
572
837
1960-1970
Change
Net %
-224
2,071
-278
- 39
-10
32
-48
- 4
.0
.1
.6
.7
1970-1973
Change
1970 Net %
2,474 100
8,532 b
294 15
798 37
4.
5.
5.
4.
0
3°
1
6
1973
2,574
b
309
835
                       10,120
978
9.6   12,098
  Total excludes city of Bloomington and Broadview  (U).

  Not comparable with 1960 and 1970 figures.
r+
  Includes the City of Bloomington and Broadview  (U).

SOURCE:  U.S. Bureau of Census
                                     TABLE  1-10

                         HOUSEHOLD  CHARACTERISTICS  1970
                       LAKE MONROE  REGIONAL WASTE DISTRICT
                      SELECTED MCNROE DISTRICT MUNICIPALITIES

                                     Population
                                    per  Household
 Clear  Creek  Township

 Perry  Township  *

 Polk Township

 Salt Creek Township
      3.36

      2.73

      3.09

      3.28
                   Households

                       736

                     8,772

                        95

                       234
 * Includes  City of  Bloomington and  Broadview (U).

 SOURCE:   U.S.  Census
                                       3-1-34

-------
                   LMRWD
                                   TABLE 1-11

                            ESTIMATE 1970 POPULATION
                                LAKE MONROE AREA
DSA
             % Total
TOTAL       Municipal
Townships
Clear Creek
Perry
Polk
Salt Creek
Total
Units
300
75
50
66
491
Pop.
l,008a
205
155
216
1,584
Units
213
446
-
.
659
Pop.
716
1,218C
-
T *** „
1,934
Units
513
521
50
	 £6
1,150
Pop.
1,724
1,423
155
216
3,518
Population
70
17b
50
27_
29
  Includes 440 persons residing in Harrodsburg area.


  Percent of Township excluding city of Bloomington and Broadview.

r*
  Includes about 328 persons living within gravity flow district of Dillman.
SOURCE:  Gilbert Associates, Inc. - Quad Sheet (1965-1966) housing count
         updated to 1970 by 104.8 percent, except for Clear Creek where
         this method would have exceeded the 1970 housing count.
                                      3-1-35

-------
                                   TABLE 1-12
                         EXISTING 1970 INSTITUTIONAL AND
                          RECREATIONAL FLOW CAPACITIES
                                                 MGD
                   Population
                   Equivalent
Perry Township
     Sanders School

Clear Creek Township
     Water Plant
     Fairfax State Park*
     U.S.C.E.**
     Smithville School
     Harrodsburg School
                    Subtotal
.01
.02
.05
.01
.02
.01

.11
770
160
                                                                        930
Salt Creek Township
     Residences
     Paynetown State Park

                    Subtotal

Polk Creek Township***
     Residences
     Hardin Ridge U.S.F.S.
     Boy  Scout Camp

                    Subtotal

                    TOTAL
.02
.05
.07


.01
.04
.01.

.06

.21
667
405

772
 * Includes  Four Winds  Marina
 ** Discharges to Salt Creek
 *** East Side of Lake Monroe

 SOURCE:   LMRWD 201 Plan.
                                       3-1^-36

-------
Clear Creek Twp.
  Units
  Population
  Flow (MGD)

Perry Twp.
  Units
  Population
  Flow (MGD)

Total
  Units
  Population
  Flow
                                   TABLE 1-13

                           ESTIMATE OF EXISTING FLOWS
                              YEAR-ROUND RESIDENCES
                    LMRWD   Harrodsburg
DSA
  Outside And
Other Locations
Total
60
202
.02
.
-
~*
60
202
.02
131
440
.04
_
-
•—
131
440
.04
136a
457
.05
80b
218
.02
216
675
.07
173
581
.06
193C
527
.05
366
1,108
.11
500
1,680
.17
273
745
.07
773
2,425
.24
dSmithville


 Sanders

f>
 Handy plus area that drains toward Dillman or Ketcham Sites.

SOURCE:   Gilbert Associates, Inc., estimate only includes significant
          population concentrations.  Polk and Salt Creek Townships were
          considered too sparsely settled to include.
Note:  1.  LMRWD figures on this table do not include Harrodsburg.

       2.  DSA = District's Service Area (see Figure 1-1)
                                    3_l-37

-------
                                   TABLE  1-14
Townshij)

Clear Creek
Perry
Polk
Salt Creek
     Total

SOURCE:
                      PROJECTED  YEAR-ROUND POPULATION
                                TAKE MONROE AREA- YEAR 2000
LMRWD
A B
1176 1460
240 298
180 224
252 312
DSA
A B
836 1038
1420 2060
- -
-
                        1848
                                2294
2256
3098
                                                                   Total
                                                                 A       B

                                                                2012    2498
                                                                1660    2358
                                                                 180     224
                                                                 252     312
4104
5392
          Gilbert Associates,  Inc.
          A.    Assumes city planning commission growth rate of 16.7%,
          B.    Assumes current 1970-73 trend rate of 45.0%.
                                   TABLE 1-15

                           PROJECTED FLOWS - YEAR 2000
                              YEAR-ROUND RESIDENCES
Clear Creek
  Population
  Flow (MGD)

Perry Township
  Population
  Flow (MGD)

Total
  Population
  Flow (MGD)
LMRWD
A B
750
.08
-
750
.08
930
.09
-
930
.09
DSA
A
532
.05
254
.02
786
.07
B
662
.07
316
.03
978
.10
Other
A
678
.07
608
.06
1286
.13
B
842
.08
764
.08
1606
.16
Total
A
1960
.20
862
.08
2822
.28
B
2434
.24
1080
.11
3514
.35
  Including Harrodsburg.

SOURCE:   Gilbert Associates, Inc.
          A.   Assumes city planning commission growth rate of 16.7%.
          B.   Assumes current 1970-73 trend rate of 45.0%.
                                      3-1-38

-------
                                     TABLE 1-16

                          INSTITUTIONAL AND RECREATIONS
                                 PROJECTED FLOWS
Perry
     Sanders - School

Clear Creek
     Smithville School
     Harrodsburg School
     Filter Plant
     Fairfax State Park
     U.S.C.E.
Salt Creek
     Residences
     Paynetown State Park
Polk Creek
     Residences
     Hardin Ridge U.S.F.S.
     Boy Scout Camp
                              Subtotal
                              Subtotal
                              Subtotal

                              TOTAL
                                                  1998 Flows
                                                     MGD
.01
.02
.01
,02
.09
.01
• ii   i

.15
.02
.09

.11
.01
.04
.01

.06

.33
              Net Increase
               1970 - 1998
.04
.04
.04
.04
.08
SOURCE:  LMRWD 201 Plan, Beam, Longest and Neff.
                                      3-1-39

-------
                                   TABLE 1-17

                            PROPOSED SEASONAL/SECOND
                                 HOME FLOWS 1998
                            (MAJOR DEVELOPMENTS ONLY)
Est. of
Residential Est. of
Units Population
North Side of Lake
Clear Creek
The Pointe (under construction)
*Land and Leisure
Subtotal
Salt Creek
Inland Steel 1,
*Graves, Moore, etc.
Holiday Hills
Subtotal
TOTAL NORTH SIDE
South Side of Lake
Polk
Tan Tara
Aliens Creek
Chapel Hill
Subtotal
Clear Creek
*Brendon Shores
Seven Flags
Subtotal
TOTAL SOUTH SIDE
1,440
560
2,000
300
740
205
2,245
4,245
625
480
100
1,005
450
700
1,150
2,155
2,880
1,020
3,900
2,600
1,650
450
4,700
8,600
1,250
960
200
2,410
900
1,400
2,300
4,710
Est.
Flows
MGD
.50
.05
.55
.26
.15
.08
.49
1.04
.13
.10
.02
.25
.09
.14
.23
.48
GRAND TOTAL                            6,400          13,310              1.52

3 Estimated by the Consultant at 100 GPCD, and 50 GPCP for campsites.

  Project now inactive.

* Did not reply to LMRWD consultants query as to potential startup dates.

SOURCE:  LMRWD 201 Plan, Gilbert Associates Estimate of Units and Population.
                                      3- 1-40

-------
TABLE 1-18
OMPARISONS /ALTERNATE SITES
LAND USE COMPATIBILITY
EXISTING PROJECTED TRAFFIC
LAND USAGE* ZONING PATTERNS AND ACCESS
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3-1-41

-------
                                         FIGURE  -  1-1

                                       A  COMPARISON OF

                          MONROE COUNTY  POPULATION  PROJECTIONS
       130   -
       120   -
GO
=i
o
110
o.
o
a.
       100
        90  -
        80  -
        70
          1970
               1975
1980
1985
1990
1995
2000
             1   STRAIGHT  LINE EXTRAPOLATED BY  GAI FROM  1990 TO 2000


             2   MEAN AVERAGE POPULATION ADJUSTED UPWARD BY 6000 PERSONS FOR  I960,  1990 AND  2000

                TO REFLECT 1970 UNDERREPORTING
                                          3-1-42

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                                FIGURE  - 1-2
                DRAINAGE JURISDICTION BOUNDARIES
                                    LEGEND
A.   COUNTY BOUNDARY
B.   NORTH-SOUTH DRAINAGE DIVIDE
C.   CITY PLANNING JURISDICTION!. AREAS
D.   LAKE MONROE REGIONAL WASTE DISTRICT
E.   DISTIICTS SERVICE AREA
F.  CENTRAL DRAINAGE DISTRICT
G.  SOUTHEAST DRAINAGE DISTRICT
H.  SOUTHWEST DRAINAGE DISTRICT
I.  WESTERN DRAINAGE DISTRICT
-*•   ALTERNATE TREATMENT SITE LOCATIONS
                                     3-1-43

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                                 FIGURE 1-3

                         FLOW COMPARISONS - YEAR 2000
                                    (MGD)
           BLOOMINGTON
            201 PLAN
INDEPENDENT
 ANALYSIS
       18.7
       15.7

       14.9
       14.7

       13.7
       11.2*
          15.5
          14.5
          11.2*
                                                            LEGEND


                                                             LAKE MONORE

                                                             COMMERCIAL

                                                             UNIVERSITY

                                                             INDUSTRIAL

                                                             RESIDENTIAL

                                                             EXISTING  FLOW
*  Based on  1st Amendment  to  Facilities Plan  (December 1975)  prepared
by Black & Veatch.  See Appendix A for discussion of corrected flows
submitted on June 14, 1976, by the City of  Bloomington Utilities.
                                    3-1-44

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                                     TASK 2
                       EVALUATION OF PURE OXYGEN PROCESS
The use of oxygen rather than air in the activated sludge process  is an
advancement that often offers higher quality treatment from existing plants and
construction of new facilities at reduced cost.  The pure oxygen process
requires a covered oxygenation tank and high purity oxygen (90-100 percent
volume).  Because of higher DO levels, the biological solids settle faster
resulting in reduced detention times.  There is less wasted activated sludge and
a higher BOD load at comparable effluent quality.  A comparison of the unit
processes for pure oxygen and conventional activated sludge is given in Figure
2-1.

A cost comparison was made utilizing the pure oxygen process and the complete
mix activated sludge process utilizing air.  The analysis included comparing
both processes using Clear Creek and Salt Creek effluent standards.

According to Indiana State regulations, the following effluent standards will be
required by 1977 for discharges to Salt Creek and Clear Creek.
     BOD (Biochemical Oxygen
      Demand)

     Suspended Solids
     Phosphorus
     Ammonia Nitrogen
Salt Creek

10 mg/1 or 95%
removal

10 mg/1 or 95%
removal
1 mg/1 or
removal
6.5 mg/1 in summer
no limitation in
winter
                                                       Clear Creek
5 mg/1 or
removal
97.5%
5 mg/1 or 97.5%
removal

1 mg/1 or 80%
removal

1.5 mg/1 summer
3.0 mg/1 winter
The significant difference between a Salt Creek plant site and Clear Creek plant
site is the nitrogen effluent standards.  In order to obtain a NH-j-N (ammonia
nitrogen level) of 1.5 mg/1, a two stage aeration process is recommended.  A
single stage nitrification process would be suitable to meet Salt Creek effluent
requirements.

The single stage nitrification process achieves biological oxidation of
carbonaceous and nitrogenous compounds in one aerated unit with a corresponding
clarifier unit.  The system is based on a single sludge culture of mixed
organisms.
                                       3-2-1

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The two stage system consists of two essentially identical sets of activated
sludge units with two sets of sedimentation units.  Each activated sludge unit
has its own separate sludge system.  The first system oxidizes the carbonaceous
matter (conventional activated sludge), the second oxidizes nitrogenous compounds
(nitrification).

The cost analysis was based on the aeration and clarifier treatment units alone
at a flow of 15 MGD.  It was assumed that the pure oxygen process would produce
a sludge of sufficient density that: would eliminate the need for a thickener.
It was assumed the air process would require a thickener.  Operation and
maintenance costs in the analysis only concerned the aeration units, clarifiers
and thickeners.

Sizing of the pure oxygen process components (aeration, clarifier and power
requirements) was done in consultation with manufacturers of equipment for the
process.  Significant design parameters concerning the pure oxygen are as
follows:

                                        Single Stage        Two Stage
                                        (Salt Creek)      (Clear Creek)

     Detention Time  (hrs.)                   3               3(1.5 hours each)

     MLSS (nig/I)                         4,500           4,500

     Recycle Flow  (% of Q)                  30              30

     Clarifier Dia.  (ft.)                  115             115

     Brake Power                           594             626

The significant design parameters  concerning the air process are as follows:

                                        Single Stage        Two Stage
                                        (Salt Creek)      (Clear Creek)

     Detention Time  (hrs.)                   6                8 (4 hrs. each)

     MLSS  (mg/1)                         3,000            3,000

     Recycle Flow  (% of Q)                  43               43

     Clarifier Diameter  (ft.)              100              100

     Brake Horsepower                      516              543

The above data indicates  that  it was  assumed that aeration volumes did not vary
as a result  of the site being  located  on either Salt or  Clear Creek, however,
detention times significantly  varied  between the  air  (8  hours) and pure oxygen
 (3 hours).   The power  required to  run  the aeration systems at ultimate load
                                      3-2-2

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(15 MGD during the summer) did not vary significantly between plant sites or
process.  It should be noted that the pure oxygen process did require more power
than the air process.  There was a significant difference in equipment costs
between the air and oxygen process.  The equipment required for an air process
was quoted at $390,000 while the pure oxygen equipment was quoted at $1,900,000.

Clarifier size was a process variable.  Clarifiers were designed on a basis of
700 GPD/sq. ft. overflow rate and a solids loading of 25 Ibs/sq. ft.  The air
process required clarifiers to be sized at 100 ft. in diameter.  However, the
pure oxygen process required clarifiers to be designed with a diameter of 115
feet.  The increased diameter was required because of the higher solids
concentration being carried in the pure oxygen process and therefore an
increased solids loading to the clarifier over the air process.

As stated previously, the two stage process requires a second set of clarifiers
because of the two separate sludge systems, whereas the single stage process
only requires one set of clarifiers.

Power costs for pumping return activated sludge will favor the pure oxygen
process as the percent return sludge is less with the pure oxygen process.  The
two stage process will require additional pumping costs in the form of both
capital and operating as there are two sludge systems.

Construction costs for the aerations tank and equipment as well as the clarifier
tank and equipment were calculated by obtaining manufacturers' quotes for the
equipment and performing takeoffs for the concrete, excavation, etc., for the
aeration and clarifier tanks.  Power costs were determined by using 2C/KWH.

Material and supply costs were determined by using "Estimating Costs and
Manpower Requirements for Conventional Wastewater Treatment Facilities."
Construction, operation and maintenance costs for the thickener were determined
from this source also.

Table 2-1 shows construction, project, operating and salvage costs.  These costs
have been put in terms of present worth.  It is evident from the analysis that
the complete mix activated sludge process utilizing air is more economical than
the pure oxygen process for either the single stage or two stage system.  A
summary of the table follows:

               Alternative                   Present Worth

          Single Stage - Air                   3,498,000

          Single Stage - Oxygen                5,510,000

          Two Stage - Air                      6,060,000

          Two Stage - Oxygen                   7,925,000
                                     3-2-3

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         c       c
'—       r-       —       V.       ~

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                               FIGURE 2-1





                           SYSTEM DIFFERENCES



              PURE OXYGEN VS. CONVENTIONAL ACTIVATED SLUDGE
Pure Oxygen Activated Sludge
Salt Creek
OXYGENATION
i


CLARIFIER
RETURN SLUDGE

Clear Creek
OXYGENATION
i


CLARIFIER
RETURN SLUDGE



OXYGENATION


CLARIFIER
1 RETURN SLUDGE

Conventional Activated Sludge
Salt Creek
AERATION
t


CLARIFIER
RETURN SLUDGE

                                THICKENER
Clear Creek


T?T7TTTT?Ttt <""! TTTifF 	 . -.-.

T
THICKENER


J ,



                                 3-2-5

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                                     TASK 3

        RENOVATION AND EXPANSION OF WINSTON THOMAS SEWAGE TREATMENT PLANT


The present plant is a secondary treatment plant with grit removal facilities,
primary clarification, biofiltration, secondary clarifiers, chlorination and an
oxidation pond.  Sludge handling is accomplished by anaerobic digestion and
drying beds.

Portions of the plant date back to 1934, with improvements and expanded
facilities added in 1955 and 1969.  The present plant has primary units capable
of handling 7 MGD average daily flow and the secondary units have a capability
of handling a 5 MGD average daily flow.  The plant is currently processing
average daily flow of 11.2 MGD.

A tour of the Winston Thomas plant was completed as part of the scope of work
for this project.  The inspection of the plant revealed a facility showing signs
of its age; the units are 20 and 40 years old.  The primary clarifier drive,
sludge collector equipment and gear bores are badly worn.  The concrete in the
final clarifiers is structurally damaged.  The biofiltration design is an
outdated fixed nozzle design.  The biofiltration units require considerable
maintenance for cleaning and repairing nozzles since the nozzles are specially
manufactured and must be constructed individually at the plant.  There are also
cracks in the concrete walls of the digester which have allowed sludge leakage.

It is the opinion of the Consultant that use of the existing Winston Thomas
plant would be very inconvenient considering process, operating and maintenance
problems.  The treatment process required to meet the new effluent standards
would not normally incorporate the biofiltration process.  If the new plant were
to use the biofiltration process and activated sludge process to meet the new
effluent standards, it would require plant personnel to operate and maintain two
entirely different processes.  The previously mentioned differences concerning
the equipment and structures of the existing treatment facilities would require
considerable maintenance, repair and replacement dollars.

It is also the Consultant's opinion that the phased construction of new
facilities along with the required demolition and renovation of existing
facilities would require that the effluent standards (30 mg/1 BOD5 and 30 mg/1
suspended solids) could not be met at all times.

Therefore, it is not recommended that the existing facilities be considered as
a viable alternative for providing the required treatment plant facilities.
However, there is sufficient land available for a 15" MGD plant on the
Winston Thomas plant site, west of the existing facilities.   If the plant were
placed in the area, continuous operating of the existing facilities could be
practiced while the new plant was constructed without any interruption or
degradation of effluent quality.  When the new plant was completed, flow to the
old plant would simply be shut off and diverted to the new plant.
                                      3-3-1

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                                     TASK 4

                                PLANT CAPACITIES
The population projections developed in Task 1 indicate that design capacities
for the proposed plants should be somewhat less than those indicated in the
201 Facilities Plan.

Examination of present population densities and projected development patterns
within the 20 year planning period indicates that a regional plant to serve both
the Bloomington area and the Lake Monroe area is not feasible at this time.
Instead, based on present population projections, it appears to be more realistic
to build a separate plant to serve the Bloomington south drainage area and serve
the Lake Monroe area with one or more smaller plants.

Based on the population projections, a plant capacity of 15 MGD will be required
to serve the south Bloomington service area through 1995.  This capacity would
apply to the Winston Thomas, South Rogers Street, Dillman Road, and Ketcham Road
sites. A total flow of 1 MGD is projected for the Lake Monroe Area.


The 15 MGD figure developed for the south Bloomington drainage area assumes the
continuation of pumping of 1.9 MGD at the central lift station of sewage from
the south drainage area to the north plant.  The north plant is presently
greatly underutilized and is expected to remain so for the foreseeable future.
The low operation and maintenance costs for the pumping and force main indicate
that this practice should be continued.

In evaluating the effects of inaccurate flow metering at the Winston Thomas
plant, it appears that 11.2 MGD represents the present average daily flow to the
plant.

The possibility of phased construction was considered for the new Bloomington
south plant, but was rejected because of the relatively slow growth rate
now projected for the Bloomington area.  If the projected growth were slow
for the first ten years of the design life and rapid for the last ten, staging
of construction (building a new plant now, with an expansion later on) would be
appropriate.
                                        3-4-1

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                                     TASK 5

                CLEAR CREEK TREATMENT PLANT TRADEOFFS EVALUATION


5.1       INTRODUCTION

          In addition to the issue of regionalization (of the Bloomington and
          Lake Monroe areas),  a number of other factors must be considered in
          the determination of the final treatment plant site location.

          For the City of Bloomington, a treatment plant site on Salt Creek
          means the construction of a long outfall sewer (13.4 miles); but since
          effluent requirements are less stringent on Salt Creek,  a less
          expensive plant can be built than would be required on Clear Creek.
          It is assumed, in this analysis, that the same treatment process train
          would be used for any of the alternative sites on Clear Creek.

5.2       TREATMENT REQUIREMENTS

          The Clear Creek and Salt Creek effluent standards are as follows:

                                        Clear Creek         Salt Creek

          BOD5                (mg/1)         5                 10

          Suspended Solids    (mg/1)         5                 10

          Phosphorus          (mg/1)         1                  1

          Nitrogen            (mg/1)
            Summer                           1.5               7.9
            Winter                           3.0               N/A

          The significant difference between the Salt Creek and Clear Creek
          effluent standards is in the nitrogen standard.   Nitrogen conversion
          is not required during the winter months, defined as 5 months  of the
          year, if discharge is to Salt Creek.  Nitrogen conversion is required
          year round if discharge is to 'Clear Creek.   The degree of nitrogen
          conversion also varies depending on the point of discharge.   During
          the summer months, an ammonia nitrogen discharge level of 1.5  mg/1  is
          required at Clear Creek, while a level of 7.9 mg/1  is  mandated
          for Salt Creek.  (Based on a 15 MGD flow )

          Because the two stage nitrification system is capable of essentially
          complete nitrification at all times, and because incomplete
          nitrification is characteristic of winter performance of single stage
          systems, the two stage system was chosen for Clear Creek sites and  the
          single stage system for the Salt Creek site.
                                     3-5-1

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The single stage nitrification process achieves biological oxidation
of carbonaceous and nitrogenous compounds in one aerated unit with a
corresponding clarifier unit.   The system is based on a single sludge
culture of mixed organisms.   The two stage system consists of two
essentially identical sets of activated sludge units with two sets of
sedimentation units.  Each activated sludge unit has its own separate
sludge system.  The first system oxidizes the carbonaceous matter
(conventional activated sludge); the second oxidizes nitrogenous
compounds (nitrification).

Concerning costs, a two stage system has both higher capital and
operating cost.  As disscussed previously, the two stage system
requires two sets of clarifiers with corresponding additional capital
and operating costs.  Also,  because a two stage system has two
separate sludge systems, return sludge pumping costs are twice those
of a single sludge system.  Additional construction costs are
necessary for additional piping, pumps and pump structures.  Because
there are more facilities to operate in a two stage system as opposed
to a single stage system, more manpower will be required to operate a
two stage system.  Power costs for the single stage system are less
than the two stage system by the nature of the effluent requirements,
since no ammonia conversion is required during nine months of the
year.

Concerning process reliability, a two stage system affords protection
of nitrifying organisms from sludge loads of toxic materials, high
organic loads and peak flows.   It is important to realize that the
nitrifying organisms are unique and that the mixed liquor suspended
solids must not be allowed to escape from the system.   A two stage
system by its very nature affords better protection of the organisms
and can provide a better flexibility for growing the organisms as well
as phosphorus removal.  Both systems can readily be followed by
clarification units.

In summary, it is the Consultant's opinion that a single stage
nitrification is appropriate for Salt Creek effluent standards and a
two stage system is appropriate for Clear Creek effluent limitation.
The following is a tabular presentation of the trade offs between the
two systems.

                              Clear Creek           Salt Creek
                              (Two Stage)          (Single Stage)

Construction Cost             $3,320,000           $1,975,000

0 & M @ 15 MGD                $  205,000           $  138,000

Present Worth                 $6,060,000           $3,498,000

Man power (hours) (annual)         7,500                5,500
                          3-5-2

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5.3       OTHER FACTORS
          Table 5-1 lists a number of additional factors considered in the
          comparison of the Salt Creek and Clear Creek plant sites.  In terms of
          the cost required to meet effluent requirements, the Salt Creek site
          has a definite advantage.  However, in terms of the quality of the
          discharge, a Clear Creek plant would produce a superior effluent
          because of the higher degree of•treatment required.  Furthermore, the
          two stage process which would be utilized at the Clear Creek site
          would be more reliable in terms of maintaining a consistently high
          effluent quality than the single stage process which would be employed
          at the Salt Creek site.

          A water supply intake for the City of Bedford, Indiana is located on
          Salt Creek approximately 13 miles downstream from the confluence of
          Clear Creek and Salt Creek.  If the Bloomington south treatment plant
          were located at any of the Clear Creek sites, the added travel
          distance in Clear Creek would provide more instream aeration   of the
          discharge before it reached the Bedford intake, than if the plant were
          on Salt Creek.  However, in terms of immediate dilution in the
          receiving stream, the Salt Creek site would be favored because of the
          higher flow in Salt Creek.

          The high cost of the long outfall sewer necessary for the Salt Creek
          site, plus the probability bf'advferse environmental effects resulting
          from the construction of the outfall definitely favor a Clear Creek
          site.  However, more land is available at Salt Creek for plant
          construction and future expansion.  In addition, large areas of bottom
          land suitable for sludge disposal are located closer to Salt Creek
          than the Clear Creek site.1     	

          In terms of plant operating costs and energy costs, the Salt Creek
          site is favored because it would be a single stage process as opposed
          to a two stage process at any of the Clear Creek sites.

          A final point favoring the construction of the plant at a Clear Creek
          site is the fact that by not discharging the effluent to Clear Creek,
          the flow in the creek could at times be reduced to zero.
                                      3-5-3

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                                    TABLE 5-1

                 COMPARISON OF SALT CREEK AND CLEAR CREEK SITES
                                                          Favor
                                                       Clear Creek
          Factor                                          Sites

1.    Effluent requirements (cost to attain)

2.    Effluent requirements (water quality)                  X

3.    Distance from discharge to Bedford water
     supply intake                                          X

4.    Cost for outfall sewer from Bloomington                X

5.    Environmental effects of outfall sewer                 X

6.    Land area available

7.    Plant operating costs

8.    Effluent dilution in receiving stream

9.    Effect on low flow in Clear Creek                      X

10.  Reliability qf process to maintain
     effluent quality                                       X

11.  Energy requirements

12.  Proximity to land suitable for sludge
     disposal
  Favor
Salt Creek
  Site

    X
    X

    X

    X
                                       3-5-4

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                                     TASK 6

                             PRESENT WORTH ANALYSIS


6.1       PLANT SITE AND INTERCEPTOR ALTERNATIVES

          Alternative treatment plant site locations are shown on Plate 1.  All
          locations have sufficient land area available to permit future
          expansion of the presently proposed 15 MGD plant to 30 MGD.

          All pipe sizes and lengths for interceptors are the same as shown in
          the 1974 201 Facilities Plan  and the 1975 amendment.  Sizes and
          lengths of various interceptor sections are shown in the calculations
          in the Appendix F of this report.

6.1.1     Alternative 1

          The treatment site for this alternative would be located at the
          confluence of Clear Creek and Salt Creek.  The site offers 320 acres
          of land.  Approximately 60 acres of this would be sufficient for the
          plant's needs.  Flood protection and 1000 feet of stream relocation
          are necessary at the Salt Creek site.  The present worth analysis does
          include a separate item for additional land (320 - 60 = 260 acres)
          available at Salt Creek.

          Sewage would be transported by an interceptor that would flow entirely
          by gravity from the existing Winston Thomas plant site along Clear
          Creek to the Salt Creek plant site.  The total length of pipe would
          be 71,000 feet.  The proposed routing would also require 25 concrete-
          encased stream crossings and 15 railroad borings.  A minimal expenditure
          in maintenance would be necessary for the interceptor.

6.1.2     Alternative 2

          This scheme would also use the Salt Creek treatment plant site
          discussed under Alternative 1.  The interceptor would flow by gravity
          from the Winston Thomas plant site along Clear Creek to a pump station
          near Jackson Creek.  A force main would carry sewage along the Monon
          Railroad to Smithville where it would discharge into a gravity sewer.
          This sewer could be constructed in the abandoned railroad right-of-way,
          then flow along Little Clear Creek to the Salt Creek site.  The total
          length of the interceptor would be 57,500 feet.  A significant reduction
          in stream and railroad crossings could be realized by using this
          alternative rather than Alternative 1.  However, the savings would be
          partially offset by the cost of the pump station.  The pump station
          would have a peak capacity of 40 MGD and a total dynamic head (TDK)
          of 140 feet.

6.1.3     Alternative 3

          This alternative would utilize a treatment plant located on Clear
          Creek at its intersection with Ketcham Road.  The Ketcham Road site
          offers approximately 60 acres of land for a plant site.  Clear Creek


                                    3-*-!

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          makes a circuitous path through the existing site and it is presently
          subject to flooding.   Therefore, 2,500 feet of stream relocation would
          be required with dikes for flood protection.

          The transport system would be a gravity interceptor from the Winston
          Thomas plant site along Clear Creek to the Ketcham Road site.  The
          total length of this interceptor would be 23,400 feet.
6.1.4     Alternative 4
          This alternative is similar to Alternative 3.   The treatment plant
          would be located on Clear Creek immediately upstream from its
          intersection with Dillmari Road.  The Dillman Road site has available
          60 acres of land.  Clear Creek meanders through the site.  In order
          to construct a treatment plant at the site, 2,000 feet of stream
          would have to be relocated along with flood protection.

          The interceptor would follow the same route along Clear Creek as
          Alternative 3, but would terminate at the Dillman Road site.  Alternative 4
          would require 12,600 feet of interceptor sewer pipe, the least of any
          of the alternatives considered.
6.1.5     Alternative 5
          Under this alternative,  sewage would be pumped from the southwest and
          southeast interceptors upstream along Clear Creek to the South Rogers
          Street Site.   Two pump stations would be required, one to pump the
          flow from the southwest  interceptor and the other to pump the flow
          from the southeast interceptor.  The southwest pump station was sized
          on an average daily flow of 3.5 MGD and a TDK of 52 feet.  The
          southeast pump station was sized on an average daily flow of 6.5 MGD
          and a TDK of  71 feet.   The total length of the force main would be
          15,000 feet.

          The South Rogers Street  Site presents a unique problem.  There is an
          existing mobile home development on the site which would have to be
          relocated.  An assumed cost of $500,000 has been included in site
          development costs for  the South Rogers Street Site to purchase the
          mobile home development  and relocate the existing homes.  The South
          Rogers Street Site is  comprised of approximately 40 acres which will
          require approximately  4,500 feet of stream relocation and flood
          protection.

          A separate evaluation  of transmission of sewage to the Winston Thomas
          plant was not undertaken.  However, its proximity to the South Rogers
          Street Site suggests that the cost for transporting sewage to either
          of them would be approximately equal.

          Sufficient land is available to the west of the existing Winston
          Thomas treatment facilities to provide for a complete 15 or 16 MGD
          plant.  In order to accomplish this, a streatr relocation of approximately
          3,200 feet would be necess'.ary.  Flood protection would also be required.
          It is assumed that the land is owned by the City of Bloomington.

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          A basic- ?jncertaint> in the c.o.-stiug of this alternative is che timing
          of construction of the southeast and southwest interceptors.   Without
          these interceptors, tba force main and pimping stations would not be
          needed to transport sewage upstream along Clear Creek to the  plant
          site.  In the basic analysis for this alternative,  it has been assumed
          that the southeast and southwest interceptors would be constructed in
          1985 (year 10).  The location of the proposed interceptors is shown on
          Plate 2.  The assumption of construction in 1985 is based upon this
          consultant's best estimate of when population will  grow to a
          sufficient level in the southwest and southeast drainage areas to
          warrant construction of the interceptors.  However, because of the
          degree of uncertainty in the timing of these interceptors, alternative
          estimates have been made for Alternative 5.  Alternative 5A assumes
          that the southeast and southwest interceptors will  be built in 1990,
          while Alternative 5B assumes that they will not be  built until after
          the year 2000-

6.2       EXPLANATION OF PRESENT WORTH ANALYSIS FOR INTERCEPTORS

          A summary of design criteria for the interceptor alternatives is found
          in Table 6-2.

          A number of assumptions were made in the compilation of the cost
          table.  Capital costs, obtained from unit price take-offs (see
          Table 6-3) are converted to project costs by multiplying by a factor
          of 1.3.  This factor includes allowances for engineering and  legal
          fees, contingencies, right-of-way costs, etc.

          Operation and maintenance costs for the gravity systems are very
          small.  One or two man-days per month would be required to maintain
          the lines.  The O&M gradient for these systems is assumed to  be zero
          because the labor costs would not increase with the capacity  of the
          system.  Operation and maintenance of Alternatives  2 and 5 is more
          costly because of the electrical, labor, and material and supply costs
          required to operate the pump stations.

          The service life of the facilities is assumed to be 50 years.
          Assuming the value of the facilities depreciates linearly with time,
          at the end of the 20 year design period the salvage value will equal
          30/50 of the original value.

6.3       EXPLANATION OF PRESENT WORTH ANALYSIS FOR SITE DEVELOPMENT

          A present worth analysis for site development costs has been  prepared
          for each of the prospective sites.  A summary of this analysis is
          presented in Table 6-4.  The items of concern in this analysis are
          stream relocation and restoration, flood protection, dikes, and
          available land.  The costs of general site clearing, grading, etc.,
          have not been included in this analysis as they would be common to all
          sites.  Land costs have been assumed to be $2,500 per acre at each
          site.
                                     3-6-3

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6.4       EVALUATION OF INTERCEPTOR ALTERNATIVES

          The least costly alternative based on present worth analysis is
          Alternative 5.  The total present worth is $1,766,600.  The low cost
          of this alternative is due. to a high salvage value at the end of the
          design period.  Because flow in the southwest and southeast
          interceptors can presently be routed through the City of Bloomington
          to the Winston Thomas Plant, the main interceptor need not be
          constructed until 1985.  Therefore, by 1995, only 10 years of the
          50 year useful life of the sewer pipe will be exhausted.

          Estimates for the capital costs of the pump stations indicated that a
          3.5 MGD station should cost $600,000.^  Experience with similar pump
          stations has indicated that these figures are not adequate to cover
          the cost.  Consequently, the cost of the 3.5 MGD station was estimated
          at $1,000,000 and the 6.5 MGD station at $1,400,000.

          The second least costly alternative is Alternative 4.  This ranking is
          caused by Alternative 4 having the shortest interceptor length and no
          pump stations.

          Alternative 3 is third least costly.  It is similar to Alternative 4
          except that 10,000 additional feet of interceptor would have to be
          installed to reach the Ketcham Road plant site.

          Alternatives 1 and 2 both utilize the Salt Creek plant site.  Because
          of the much greater length of interceptor required to reach this site,
          these alternatives are the most costly.  Under Alternative 2,
          assumptions similar to those in Alternative 5 had to be made regarding
          capital costs of pump stations.  Therefore, the graphic takeoff cost
          of 1.3 million for a 15 MGD pump station was thought to be inadequate
          and the estimated cost was adjusted to 2.5 million for the 15 MGD pump
          station.

          A summary of  the present worth costs  is given in Table 6.1.
            "Estimating Costs  & Manpower Requirements for Conventional
            Wastewater Treatment  Facilities," Black & Veatch, U.S.
            Environmental  Protection Agency, Act 1971.

            "Basis  of Cost Estimates, '  Camp, Dresser & McKee, Pennsylvania
             Department of Environmental Resources, COWAMP Studies,
             March  8, 1974.
           2
            Some  of the cost: estimates  are  for  15 MGD capacity and others
            are for 16 MGD.  The  1.0 MGD discrepancy reflects the projected
            additional flow from  the Lake Monroe District.   The  comprehensive
            cost  table  (Table  6-6)  is based on  15 MGD because it would not
            be feasible to transport t;he Lake Monroe flow to most of  the
            treatment plant sites.
                                      3-6-4

-------
6.5             WASTEWATER TREATMENT SYSTEMS

                This discussion is limited to the liquid treatment portion of the
                wastewater disposal process.  Sludge handling alternatives and
                costs are discussed in another section.

                The Consultant recommends the use of a complete mix activated
                sludge plant without the use of primary  clarifiers.  The plant
                process includes raw wastewater pumping, preliminary treatment,
                clarification, dual media filtration, and disinfection.  Phos-
                phorus removal would occur in the clarification basins.  A flow
                equalization basin is included to reduce peak flows.

                The only variation in liquid treatment process would be the use
                of a single stage activated sludge system for a plant located
                along Salt Creek as opposed to a two stage activated sludge system
                for a plant located along Clear Creek.  Costs for the liquid treat-
                ment portion of the plant for both two stage and single stage
                systems have been calcuatled and are summarized in Table 6-5.

                Construction and operating cost data was determined from "Estimating
                Costs and Manpower Requirements For Construction of Wastewater
                Treatment Facilities" with the exception of flow equalization and
                filtration costs.  These costs were determined from "Flow Equali-
                zation - EPA Technology Transfer Seminar Publication" and "Advanced
                Wastewater Treatment Seminar Manual" by Gulp, Wesner and Gulp.
                These sources were required because flow equalization and filtration
                costs were not available in the "Estimating ... " reference.
                Construction costs for the aeration and clarification units were
                derived from take off and manufacturers' quotes as they were
                necessary for the pure oxygen versus air cost analysis.

                Costs also included in this discussion are clearing and grubbing,
                piping, roadways, structures, electrical work, heating, ventilating
                and plumbing.

6.5.1           LAND APPLICATION ALTERNATIVE FOR BLOOMINGTON

                The area within a 10-mile radius of the existing Winton-Thomas
                plant was evaluated for potential sites for land application of
                treatment sewage effluent.  All wastes would receive a minimum
                of secondary treatment before application to the'land.  (The area
                north of Bloomington, which drains into Bean Blossom Creek was
                eliminated since pumping of the total flow of 15 MGD would be
                necessary to cross the drainage divide.)  The following parameters
                were considered in the evaluation: soil depth, soil permeability,
                geology and topography.

                Soils in the Bloomington area are of variable depth, ranging from
                2-20 feet in the vicinity of Lake Monroe.  The U.S. Department of
                Agriculture Soil Map for Monroe County indicates the frequent
                occurrence of shallow soils (2-4 feet) in the Bloomington area.
                                       3-6-5

-------
Since land application of treated sewage effluent requires a
uniform minimum soil depth of 5-6 feet, certain measures would
likely be needed to insure proper effluent treatment.  Such
measures might include underdrains or use of more than one
application site with minimum soil depth requirements.

The major soils found in the Bloomington area are silt loams.
Because these soils are relatively fine-grained, their permea-
bility is generally poor.  For land application systems, a
relatively permeable soil is needed to allow for percolation
and removal of nutrients from the effluent.

The Bloomington area is underlain by cavernous Mississippian
limestones.  A number of quarries and caves are presently in
the vincinity, and sinkholes, some of which are filled with
water, are abundant.  Since much of the drainage in this area
is underground, special attention would need to be given to
site location to insure that improperly treated effluent would
not enter surface streams.

The topography of the Bloomington area is rugged and is character-
ized by steep-sided streams valleys.  Since land application
requires a relatively flat area to minimize soil erosion and
surface runoff, potential application sites in the Bloomington
area would be severly limited by the topography.

A land application system serving a 15 MGD treatment plant would
require 4000 to 7000 acres of land, and based on the physical
parameters evaluated, there are no areas of this size within
ten miles of the existing treatment facility.  Therefore, it
can be concluded that the area within ten miles of the Winston-
Thomas plant is not conducive to land application of sewage
effluent.

A potential site was located outside of the ten mile radius
about seven miles southwest of the Salt Creek site by Black
and Veatch in the Bloomington 201 Facilities Plan.  However,
the great length of effluent line required between the other
proposed treatment plant sites along Clear Creek and this
disposal site renders the land application alternative not
cost-effective for Clear Creek sites.

Cost calculations for a transport, storage, capacity and spray
irrigation system with  secondary treatment by complete mix
activated sludge  (CMAS) are compared with other liquid treat-
ment alternatives for the Salt Creek site in Table 6-10  . The
present worth cost of the land application alternative  (2C)  is
approximately twice that of other liquid treatment alternatives
for the Salt Creek site evaluated in the Facilities Plan.
    Black & Veatch Facilities Plan for Bloomington, Indiana -
    Lake Monroe Area, 1974.
                          3-6-6

-------
              In summary,  because of the unavailability of a suitable site
              (based on physical parameters),  land application of treated
              sewage effluent is not feasible  for any of the proposed treat-
              ment plant sites except the Salt Creek site.  Furthermore,  the
              high cost figures for land application indicate that even if
              the Salt Creek location were chosen, land application is not
              the most cost-effective alternative.

6.5.2         NO ACTION ALTERNATIVE

              The no action alternative for the South Bloomington Service
              Area would result in continued use of the Winston Thomas STP.
              As indicated in Chapter 1, the present flow of 11.2*MGD exceeds
              the design capacity resulting in a poor quality effluent.

              The no action alternative would  not enable the City of Bloomington
              to meet NPDES standards consistent with P.L.92-500 and would
              result in a continuously poor water quality in Clear Creek.

6.6           PRESENT WORTH ANALYSIS - SMITHVILLE AND SANDERS

              A present worth analysis was made of the following two alter-
              natives for providing sewage service to the communities of
              Smithville and Sanders.

              1.  Treatment at the Dillman plant site with the necessary  pump
                  station, force main and gravity lines.

              2.  Treatment at the Caslon treatment plant at an expanded  capacity
                  of 0.6 MGD and necessary gravity interceptor to reach the  Caslon
                  plant.


              *See Appendix A for discussion of corrected flows suhmittted
               June 14, 1976,  by the City of Bloonington Utilities.
                                   3-6-7

-------
6.6.1.         ALTERNATIVE NO.  1 SEWAGE TREATMENT AT DILLMAN ROAD

              In order to convey Smithville and Sanders wastewater to the Dillman
              site,  it is estimated that one pump station with 6,500 lineal feet
              of 4 inch force  main and 5,500 lineal feet of 8" gravity sewer
              would  be required.

              Smithville and Sanders would be responsible for their share of the
              project and operating costs of the Dillman plant.  The Dillman plant
              will be 15 MGD and Sanders Smithville ultimate flow is expected to
              be 80,000 gpd.  Therefore, their share of the Dillman costs would
              be .08/15 or 0.53 of the costs.

6.6.2.         ALTERNATIVE NO.  2 SEWAGE TREATMENT AT THE CASLON TREATMENT PLANT

              In order to reach the plant, 18,500 feet of 8" gravity interceptor
              would be required.  The Caslon plant presently has a capacity of
              0.09 MGD.  The 20 year growth projection for the Caslon Development
              is 0.5 MGD.  For the purposes of this analysis, it was also assumed
              that Harrodsburg  (.D4 MGD) and the communities of Smithville and
              Sanders (.08 MGD) to the north would also join in this plant.
              Therefore, .5 MGD of additional capacity would be required at
              the Caslon plant.  Smithville would be responsible for .087.6
              or 14% of those costs.  Also, a relief outfall sewer would be
              required as a result of the additional flows.

              The present worth analysis, summarized in Table 6-7, reveals that
              it is more economical for Smithville and Sanders to convey and
              treat their waste at the Dillman site.

              It would still be possible for the Harrodsburg area to be served
              by the existing Caslon Development plant on Little Clear Creek.
              Another possibility, if Harrodsburg would be served by the plant,
              would be to move  the plant to an alternate location at the con-
              fluence of Clear Creek and Little Clear Creek.

6.6.3.        FAIRFAX

              A construction and project estimate was made for conveying waste-
              water from Fairfax to the plant serving the Caslon Development
              (The Pointe).  It was assumed that three pump stations would
              be required and 2,000 feet of 8" gravity sewer with 16,000 feet
              of 4" force main.  It was also assumed that use of the existing
              interceptor would be made by Fairfax although no costs were
              added for their proportionate share.  A construction cost of
              $486.000 and project cost of $632,000 were estimated.  (The
              Indiana State legislature has appropriated 300,000 to design
              and construct an  interceptor connecting the Fairfax Recreation
              Area to the Caslon lift station with treatment at the Caslon
              package plant.)   The Caslon interceptor was originally sized
              to accommodate flows from the Fairfax Recreation Area.
                                      3-6-8

-------
6.7          PROJECT COSTS
             Table 6-8 presents a summary of project costs (excluding sludge
             disposal) for the various alternative sites.  The project cost
             represents the capital cost of the project times a 1.3 factor
             for engineering, legal, and miscellaneous costs of completing
             construction.  The table shows the Dillman Road site to have
             the lowest project cost of the alternatives.
                                 3-6-9

-------




























































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-------
                                    TABLE 6-2

                           INTERCEPTOR DESIGN CRITERIA
A.   Pipe

     1.   Gravity Sewers

          a.   Reinforced concrete
          b.   Steel joints with 0-ring gasket
          c.   Size - 42" to 78" dia.

     2.   Force Mains

          a.   Ductile iron
          b.   Tyton jpint
          c.   Size - 24" to 48" dia.

     3.   Excavation

          a.   Two-thirds of the distance from Winston-Thomas to Salt Creek
               Site is classified as rock excavation.
          b.   Average trench depth - 10 feet.
          c.   Trench width - pipe diameter plus two (2) feet.

B.   Stream Crossings

     1.   Length - 40 feet.
     2.   Concrete encasement.

C.   Railroad Crossings

     1.   Length - 80'
     2.   Tunnel

D.   Highway Crossings
                                              i   ,
     1.   Open cut.
                                         3-6-11

-------
                               TABLE 6-3

                      INTERCEPTOR COST GUIDELINES
Pil
          Size and Type

             24" DIP
             30" DIP
             42" RCP
             48" DIP
             54" RCP
             60" RCP
             66" RCP
             72" RCP
             78" RCP
     *Excavation and backfill not included
        Price for Pipe & Labor*
              $ 66 L/F
                    71
                    88
                   105
                   132
                   149
                   165
                   187
                   209
          Rock Excavation
          Soil Excavation
          Backfill
$25/C.Y.
$ 5/C.Y,
$ 6/C.Y.
Manholes
     $1,500 each

Pumping

1.   Electricity - 2
-------
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-------
                                    TABLE 6-8
                                  PROJECT COSTS
Interceptors

Site Development
  Total
Winston-
Thomas
3,023,000*
775,000
.8,383,000
1,787,500
13,968,500
South
Rogers
3,023,000*
1,745,000
18,383,000
1,787,500
$24,938,500
Dillman
Road
2,832,700
781,000
18,383,000
1,787,500
$23,784,200
Ketcham
Road
6,118,700
943,000
18,383,000
1,787,500
$27,232,200
Salt
Creek
18,502,500
884,000
16,130,000
886,600
$36,403,100
*  Present worth of 5.512 million dollars 10 years hence.  See Table 6-1,  column 6
   for project cost in 15 and 20 years respectively.

** Project costs of aerobic digestion and centrifuge for all sites except  Salt Creek
   which would have aerobic digestion and sludge lagoon.
                                      3-6-17

-------




























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-------
                                     TASK 7

                              DISTRIBUTION OF COSTS
The initial purpose of this task was to identify costs for a regional treatment
facility serving both Bloomington and the Lake Monroe Area and to break those
costs down to each service area, namely Bloomington and Lake Monroe.  However,
based on the discussions in other tasks of this report, such a regional plant is
not recommended, and hence a detailed breakdown of costs is not needed.

The Consultant has recommended that a 15 MGD plant be built on the Dillman Road
plant site with the necessary interceptor from Bloomington.  An analysis of Lake
Monroe has revealed that it is less costly for the communities of Sanders and
Smithville to have their wastewater treated at the Dillman site rather than at
the Caslon site.  Smithville - Sanders will require 80,000 gallons per day (0.08
MGD) of treatment plant capacity.

If the City of Bloomington and Smithville - Sanders agree to build a plant on
the Dillman site, both project and operating costs will be shared.  As stated
previously, the plant should have a capacity of 15 MGD, and Smithville - Sanders
will be responsible for .08/15 = 0.53% of the project and operational costs at
design capacity.  Each community will be responsible for its own interceptor to
reach the plant.

Table 7-1 shows the sharing of costs for the respective shares of the plant
costs and individual interceptor costs.

It should be noted that this analysis does not list the collection system
project costs for Sanders and Smithville.

A sewage collection system for the Sanders-Smithville area would, of course, be
needed.  A very rough approximation of the cost for such a system is based on
27,000 lineal feet of sewer line at an in-place construction cost of $25 per
foot.  This would produce an approximate construction cost for the collection
sewer system of $675,000, or a total project cost of approximately $877,500.
Assuming receipt of a federal grant for 75 percent of the cost and a state
grant for 10 percent of the cost, the local share of the project cost would be
$131,625.
                                      3-7-1

-------
                                    TABLE 7-1

                    COST SHARING FOR DILLMAN ROAD PLANT SITE
Treatment @ 15 MGD

     Bloomington

     Smithville and Sanders

                    Total

Interceptors and Pumping Station

     Bloomington

     Smithville and Sanders


Bloomington Total Costs

Smithville/Sanders Total Costs
Project Cost    O&M @ 11 MGD



$ 16,776,000     $ 524,000

	89,000         3,000

$ 16,865,000     $ 527,000



$  2,833,000     $   1,000

     393,000         8,000


$ 19,599,000     $ 532,000

$    482,000     $  11,000
NOTE:  Project cost for sewage collection system for Smithville and Sanders
       would be approximately $877,500.

       Total project cost for collection, interceptors and treatment = 1,359,500

       Assuming 75% federal grant, 10% state grant:

                    Local Share = $203,925

       Annual Cost, assuming 20 years at 6k% = $17,960
                                       3-7-2

-------
                                     TASK 8

                          SLUDGE TREATMENT AND DISPOSAL
8.1       INTRODUCTION AND SUMMARY

          A major problem facing the designer of any sewage treatment plant
          today is the ultimate disposal of the solids removed in the treatment
          processes.   Environmental regulations concerning the disposal of
          sewage treatment plant sludges are becoming increasingly stringent as
          adverse effects of past disposal practices become known.  In
          investigating sludge handling alternatives for the new Bloomington
          south treatment plant, a number of treatment and disposal processes
          were evaluated.  The sludge volume to be produced by the proposed
          plant was first calculated, and costs for the various handling
          processes were then determined.

          Potential sludge disposal sites in the Bloomington area were
          investigated by examining topographic maps, aerial photographs and
          soils maps.   It was determined that with the recommended agronomic
          loading rates    there would not be sufficient land available at the
          Salt Creek site to sustain land application of all sludge produced at
          the plant for the 20 year planning period.

          The least costly alternative for sludge handling and disposal at the
          recommended  Dillman Road site is aerobic digestion followed by a
          sludge lagoon with ultimate disposal by soil injection.   This
          arrangement,  however,  limits future flexibility for sludge disposal,
          since other  methods of disposal (composting,  landfilling)  require a
          higher solids concentration than soil injection (20% solids vs 10%
          solids).  More flexibility could be built into the system by adding
          centrifuging instead of the sludge lagoon,  even though the costs, both
          initial  and  operating,  would be higher.   This would provide the
          flexibility  of being able to use other methods of sludge disposal such
          as  composting, landfilling,  or land application.

          The alternative of composting was considered  for  sludge  disposal
          because  of the proximity of the Scarab Composting Company and the
          recent request by Scarab to take large volumes of sewage treatment
          plant sludge.   The Scarab offer appears quite attractive since the
          city would do away with much of its problem of ultimate  disposal,  and
          a useful  product would  result  from the operation.   However,  the city
          should approach composting with some caution  for  several reasons:

          1.    The  history of composting operations in  the  U.S.  is not  good.
               Most operations have failed.

          2.    The  composting system must be extremely  reliable, or  provisions
               must be  made to stockpile the sludge.   Sludge  will  be produced
               every day and must  be placed  somewhere.
                                        3-8-1

-------
         3.    The city would still be responsible for disposal of the sludge  in
              the event the composting operation were shut down.

         Landfilling or land application would be viable alternatives should
         the composting arrangement fail.

8.2      SLUDGE PRODUCTION

         The daily sludge volume produced by the proposed treatment plant was
         calculated by performing a mass balance analysis on the treatment
         plant.  The assumptions and calculations used in this analysis are
         listed below.

         Influent:
                   Flow = Q = 15 MGD
                   BOD  = 144 MG/L = 18,020 #BOD/Day
                    SS  = 180 MG/L = 22,520 //SS/Day

         Assume:  95% BOD and SS removal efficiencies

         A.    Biological Sludge Production

              Effluent:
                        BOD = 7 MG/L = 876 //BOD/Day
                         SS = 9 MG/L = 1126 //SS/Day

              Sludge Produced:
                        BOD = 18,020 ///Day - 876 ///Day = 17,144 //BOD/Day
                         SS = 22,520 ///Day - 1126 ///Day = 21,394 //SS/Day

              Assume:
                        0.5 //VSS Produced per //BOD Removed

                        17,144 //BOD/Day x 0.5 //VSS///BOD = 8572 //VSS/Day

              Biological Sludge Production = 21,394 //SS/Day + 8572 ffVSS/Day
                                           = 29,966 //Dry Solids/Day

         B.    Chemical Sludge Production for Phosphorus Removal

              Influent:
                        4 MG  P04.L = 1.3 MG P/L

                        80% Removal Required.

              Effluent:
                        1.3 MG P/L X 0.2 = 0.26 MG/L

                        P Removed =1.0 MG/L

                        Stoichiometric Relationship for Aluminum  (AL)  to  P  is:

                                       0.87/1 by Weight

                                        3-8-2

-------
     Assume:   2.2 AL/1.0 P Ratio because of competing reactions  and
               Low P Concentration.  Aluminum Sulfate  (AL_  SO.) = 9% AL


                    1'° ^2 S°4    X   2.3 AL  -  26"° ^2  S04
                       0.9 AL          1.0 P        1.0 P


                    26.0 AL2 S04   x  1.0 P  X  8 34  X  ]
                       1.0 P
                                                         #AL2 P04/Day


               Since additional alum was added in excess of the
               Stoichiometric requirements, AL(OH)_ will be formed.

                    Stoichiometric Requirement

                    CU37AL   x  1.0 AL, SO,   =   1Q ^

                    1'° F         0.09 ALL
                    Excess Alum =26.0 MG/L - 10 MG/L =16.0 MG/L

                    AL(OH)  Produced = 16.0 MG AL.SO,  X  156 =
                          J                      L  *     600
                         4.2 MG AL(OH).
                                     '3/L
                                     >duc€

                         15 MGD = 525 #AL(OH).
Pounds AL(OH)3 Produced =4.2 MG/L X 8.34 X
                                             F3/Day

     Total Chemical Sludge Production:

     3255 #AL2P04/Da  -1- 525 #AL(OH)3/Da  = 3780 # Dry Solids/Day


C.   Total Sludge Production = Biological + Chemical

     29,966 I/Day + 3780 #/Day = 33,748  *

          Use 33,750 # Dry Solids/Day

     Assume:   Solids Concentration from the
               Clarifier = 2% = 20,000 MG/L
                       Solids Production, ///Day	
                    ~ Solids Concentration, MG/L X 8.34

                    _ 33.750 ///Day
                      20,000 MG/L X 8.34

                    = 0.20 MGD

                              3-8-3

-------
              Summary :
                        Flow  =   0.20 MGD
                        Solids Concentration = 20,000 MG/L Total Solids

                        VSS normally equals 75% of TSS in a Biological Sludge.
                        Due to the addition of Chemical Sludge  Assume
                        VSS = 73% TSS

                        Solids Production  = 33,750 #TSS/Day
                                           = 24,640 #VSS/Day

8.3      UNIT PROCESSES

         Figure  8-1 presents eleven unit processes for sludge stabilization,
         dewatering, drying and  disposal.  The size and cost of each process
         appears in the following pages.   The design criteria and assumptions
         are based on design recommendations appearing in Metcalf and Eddy,
         Inc., Wastewater Engineering, McGraw - Hill Book Co., 1975.

8.3.1    Aerobic Digestion

8.3.1.1  Aerobic Digester Design

         Design Criteria:
                        SRT = 20 Days                       3
                        Solids Loading = 0.024 - 0.14 #VS/FT /Day
                        Oxygen Requirements - 2 #02/#VSS

                        Energy For Mixing

                             Mechanical Aerators - 0.5-1.0 hp/1000 FT

                             Air Mixing - 20-35 SCFM/1000 FT3

         Volume of Sludge

              Assume:   Specific Gravity =1.03

                                 1.03 (62!4M0.02) - 26>26° FT
         Volume of Digester          ~                          -
                        V - 26,260 FT /Day X 20 Day = 526,000 FT

         Check Solids Loading

                        #vs/FT3/Day . 24,640 y/VS/Day m ^     Check
                                       526,000 FT
                                        3-8-4

-------
          0,,   Requirements

               Assume:    40% VSS Reduction
                         #02/Day = 24,640 #VSS/Day (0.40) (2.0 #02/#VSS)
                                   19,720 //02/Day
         Volume  of  Air
                        1 q 720               f\   "
                    0.075  (0.232)  =  i'13 X 10  FT

              Assume:    10%  Transfer Efficiency
                                                    f>
                        Air  Requirement =    3*              - 7870 CFM
                        Air/1000 FT3 of Digester
                         7870
                         — 526       =  15 CFM/1000 FT  TOO LOW FOR ADEQUATE MIXING

         Mixing Requirements Govern

                         30 SCFM/1000 FT3

                         Air Requirement  « 15.780 SCFM

8^3.1.2  Aerobic Digested  Sludge                                  ,

         Assume:  4% Solids Concentration
                  40% Volatile  Solids Reduction
                  24,640 ///Day  X  0.40 - 9860  //VSS/Day
                  Total  Solids  =  33,750  #TSS/Day - 9860  #VSS/Day  -
                         23,900  //TSS/Day
                                        8.34
         Summary :
                   Flow = 0.072 MGD
                   Solids Concentration = 40,000 MG/L
                   Solids Production = 23,900 //Dry Solids /Day

8.3.2    Anaerobic Digestion

8.3.2.1  Anaerobic Digester Design

         Assume:
                   Heated Digester
                   Solids Retention Time = 15 Days
                   40% Volatile Solids Reduction
                   Specific Gravity CF Sludge =1.03
                                       3-8-5

-------
         Sludge Volun.e =             _         .  26,260 Fr%ay
         Digester Volume =  (Sludge Volume)  (Solids Retention Time)

                         =  (26 ,,260 FT3/Day)  (15 Days)

                         =  394,000 FT3

8.. 3.2.2  Anaerobic Digested Sludge

         Assume:  4%  Solids Concentration

         Summary :
                   Flow = 0.072 MGD
                   Solids Concentration - 40,000 MG/L

                   Solids Production  =  23,900 #Dry Solids /Day

8.3.3    Sludge Lagoon

         Flow = 0.072 MGD = 9630  FT3/Day
         Solids Retention Time =  1 year = 365 days
                                   3
         Volume of Lagoon = 9630  FT /Day (365 days)

                          = 3,520,000 FT3

         Assume :
                   No Solids Reduction
                   10% Effluent  Solids  Concentration

                            23,900 //Dry  Solids/Pay
                   *IOW =  (100,000 MG/L) (8.34)

                        =  0.029 MGD

         Summary :
                   Flow «  0.029 MGD
                   Solids  Concentration = 100,000 MG/L
                   Solids  Production  =  23,900 //Dry Solids
                                                   Day

 g.3.4    Sand Drying Bed
                                                    3
         Assume:   Loading Rate  = 20  //Dry Solids /FT /Year

                   Solids  Production  =  23,900 ///Day = 8,725,000 ///Year

                   _  .    _ , c   ,     .      8,725.000 ///Year
                   Drying  Bed Surface Area = — * - *— » - ' -
                                              20 # /FT /Year

                                            = 436,250 FT2
                                            =10.0 Acres
                                        3-8-6

-------
         Assume:    30%  Solids Concentration
                                         23.900 tf/Day
                    Volume of Sludge
                                       1.03 (62.4)(0.30)

                                        1240 FT3/Day
8.3.5     Incineration
         Assume:    80  Hours /Week Operating Time

                    Solids  Production = 33,750 ///Day = 236,250 ///Week

                    _   .  „  t     236,250 ///Week
                    Feed  Rate =   an ^ - TT, — T
                                  80 Hours /Week

                              =  2950 //Dry Solids /Hour

         Assume:    Sludge  Feed Characteristics

                    Solids  Concentration = 200,000 MG/L
                    VSS = 73% of Total Solids
                              '                                  i,
         Assume:    0%  Moisture Content in Ash

                    Density - 2000 ///YD3

         Summary:   2.3 Tons of Ash/Day
                    4300  //Ash/Day . 2.15 TO3 Ash/pay
                     2000 „, *.„            .
                                  = 58  FT  Ash/Day for Disposal

8,3.6     Centrifuge

          Assume:   40  Hours/Week Operating Time

                   Solids Production = 23,900 ///Day
                   Flow * 0.072  MGD = 504,000 Gallons/Week
                   .,  . _ ..    504,000 Gallons/Week
                   Feed Rate - 	fr-=	TT:—f	
                                   40 Hours/Week

                              »  12,600 Gallons/Hour

                              =  210 GPM

          Sludge Cake Summary:

                   Flow = 0.014  MGD
                   Solids Concentration = 200,000 MG/L
                   Solids Production = 23,900 //Dry Solids
                                                  Day


                                       3-8-7

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8.3.7    Vacuum Filter
         Assume:   Yield  Rate  ==3.5  ///FT /Hour
                   40  Hours/Week Operating Time

                   Solids Production <= 23,900 ///Day = 167,300 ///Week
                                                          167.300 ///Week
                    Surface  Area of Vacuum Filter
                                                   C40 Hours/Week) (3.5 ///FT /Hour)

                                                  - 1200 FT2
          Sludge  Cake  Summary:
                    Flow = 0.014  MGD
                    Solids Concentration * 200,000 MG/L
                    Solids Production = 23,900 //Dry Solids
                                                  Day
8.3.8     Thickener
         Assume:    Solids Loading Rate = 10 ///FT /Day

                    Solids Loading = 33,750 #/Day

                    Surface Area of Thickener - 33»750 I/Day
                                                10 f /FT /Day
          Assume:
          Summary:
                                                3375 FT
6% Solids Concentration
No Solids Reduction
                    Flow - 0.067 MGD
                    Solids Concentration = 60,000 MG/L
                    Solids Production = 33,750 // Dry Solids
                                                   Day
                                       3-8-8

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8.4
SLUDGE TREATMENT ALTERNATIVES
         Utilizing the information developed in the Unit Process Section, nine
         Sludge Treatment Alternatives were evaluated.  The alternatives are as
         follows:
         Alternative
              4


              5
               Unit Processes

               Aerobic Digester
               Sludge Lagoon

               Aerobic Digester
               Vacuum Filter

               Thickener
               Vacuum Filter
               Incineration

               Aerobic Digester
               Centrifuge

               Thickener
               Aerobic Digester
               Sand Drying Bed

               Anaerobic Digester
               Sludge Lagoon

               Anaerobic Digester
               Vacuum Filter

               Anaerobic Digester
               Centrifuge

               Thickener
               Anaerobic Digester
               Sand Drying Bed
          Solids Requiring Disposal
                           o
Tons Dry Solids/Day      FT /Day

                          3720
11.95


11.95


 2.15



11.95


11.95



11.95


11.95


11.95


11.95
                          1870


                            58



                          1870


                          1240



                          3720


                          1870


                          1870


                          1240
         All of the nine alternatives shown above could be used at any of the
         proposed treatment plant sites for sludge treatment.  Each alternative
         requires the disposal of solids, which will.be covered in the next
         section.
                                       3-8-9

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         Table  8 -1 presents the capital cost, annual operation and maintenance
         cost,  salvage value and the present worth for each unit process.

         Table  8 -2, "Alternative Sludge Treatment Cost," presents the  total
         present worth of the sludge treatment alternatives.  The alternatives
         are ranked on the basis of total present worth.

8 .5      SLUDGE DISPOSAL ALTERNATIVES

8-5.1    Composting

         Three  alternatives for sludge disposal were investigated.  The first
         alternative is hauling the sludge to the Scarab composting site.   The
         present worth of the hauling costs are as follows:

                   Plant Site                    Present Worth

                   Winston Thomas                $ 161,700
                   Dillman                       $ 156,900
                   Ketcham                       $ 226,000
                   Salt Creek                    $ 349,600

         It was assumed that the sludge would have to be at a minimum of 20%
         dry solids, therefore, sludge treatment alternative //4 was used in
         calculating the total sludge treatment and disposal cost for
         composting.

 8.5.2    Soil Injection or Land Application

         The second alternative is hauling the sludge via existing roads to a
         centralized distribution point located south of the Valley Mission
         Church in Lawrence County.  The present worth of the hauling cost  are
         as follows:

         Assuming sludge at 10% dry solids

                   Plant Site                    Present Worth

                   Winston Thomas                $ 682,400
                   Dillman                       $ 582,800
                   Ketcham                       $ 549,600
                   Salt Creek                    $ 412,300
                                        3-8-10

-------
         Assuming  sludge  at  20%  solids

                    Present Site                   Present  Worth

                    Winston Thomas                 $  342,500
                    Dillman                        $  292,400
                    Ketcham                        $  276,000
                    Salt Creek                     $  207,000

         The sludge is transferred  from  the hauling vehicle  to an  application
         vehicle at the land disposal site.  The  application vehicle  would
         inject the 10% solids sludge into the  soil and spread the 20%  solids
         sludge on  the soil surface.  The present worth of the sludge
         application cost are as follows:

                    Sludge Concentration          Present  Worth
                          10%                     $  736,300
                          20%                     $  734,200
8.. 5.3    Sludge Lagoons
         The third alternative is construction of sludge lagoons for  the
         disposal of the sludge.  The costs for lagoons with 20 years  capacity
         and the costs for lining the lagoons were calculated.  The present
         worth of the lagoons are as follows:

                                                 PRESENT WORTH
                   Lagoon Capacity          With Liner    Without Liner

                      20 Years              $ 2,975,400    $ 1,781,500

8.5.4    Land Requirements for Injection or Surface Spreading

         Sludge disposal alternative #2, land spreading requires a large land
         area.  The calculations are as follows:

                   Sludge Production = 11.95 Tons Dry Solids/Day
                                     = 4362 Tons Dry Solids/Year

8.5.4.1  Application Rate

         Heavy Metals Criteria:

         Equation - Total Quantity of Dry Solids, Tons/Acres

                  	CEC (meq/lOOg Unamended Soil) X 1.63 X 1Q4	
      Tons/Acre =         mgZn   - 50) + 2 S (  mgCu    25) + 8 X (  MgNi    )
                  [1 X Kg Sludge              Kg Sludge            Kg  Sludge -25]

         Assume:  CEC = 25 meq/lOOg Unamended Soil
                                        3-8-11

-------
Use Winston Thomas sludge heavy metal analysis of September  17,  1975.

          Element                  Concentration, MG/KG Dry  Weight

             Cu                           980
             Cr                           585
             Fe                          5940
             Ni                           282
             Cd                             29
             Zn                           430

Using these assumptions, the total quantity of dry  solids  equals 90
Tons/Acre.

Therefore, the annual application rate for  the twenty year design life
equals 4.5 Tons Dry Solids/Acre/Year.

Use 5.0 Tons Dry  Solids/Acre/Year

Agricultural Plant Growth Requirements;

Using equations in EPA's proposed sludge disposal guidelines,  it was
calculated that the annual sludge application rate  for plant growth
requirements would be approximately  5 Tons  Dry Solids/Acre/Year.

Therefore, the land requirements for land disposal  are as  follows:

          T   , ,      4362 Tons Dry  Solids/Year      „-..,  .
          Land Area = -=—=	-	_/- . ,—rr—-—r—-     =873 Acres
                      5 Tons Dry Solids/Acre/Year

Because of the large land area requirements for  land disposal, it is
recommended that  Bloomington should  not purchase the land  at the Salt
Creek Site for disposal purposes.  It was assumed that the sludge
would be  spread on farmland as it is done at the Bucher-Poole Plant.
Due to the lack of available data, it was assumed that the sludge
would be  spread on farmland located  on the  Salt  Creek Flood  Plain from
the Salt  Creek Plant site to areas located  in Lawerence County.
Because the sludge is assumed to be  hauled  in 20 Ton loads by trailer
trucks, primary roads were chosen in determining the distances to the
disposal  site from the various plant sites.

It is recommended that: the sludge not be applied in excess of the
agronomic rate because of the possibility of nitrate leaching.  This
is also within the linits of the proposed EPA sludge disposal
guidelines which  will probably be enforced  in the near future.
                              3-8-12

-------
 8.5.5    Hauling Costs

          Table  8-3 presents hauling costs for land disposal and composting.
          It was assumed that Bloomington would contract with a hauling firm to
          transport the sludge and that a trailer truck with a 20 ton load limit
          would be used.

          Table  8-4 presents the cost for the application vehicle.  The capital
          and operation and maintenance costs were obtained from Mr. Rich Schapland,
          Big Wheels, Inc., Paxton, Illinois.

                            Application Vehicle Cost

                            10% Solids Concentration      20% Solids Concentration
                                SjLudge Injection             Surface Spreading

Capital Cost of Vehicle             $ 37,000                      $ 33,000

Annual Capital Cost                   49,802                        44,418
  6.125% Interest
  5 Year Life

Annual Cost                            1,000                         1,000
  0 & M (insurance, tires,
  truck maintenance, etc.)

Fuel Cost                              7,040                         7,040
  8 Gallons/hour
  $.55/Gallon
  1600 Hours/year

Operator                               9,600                         9,600
  $6.00 Hour
  1600 hours/year

Total Annual Cost                     67,442                        62,058
  Year 20

Total Annual Cost                     62,242                        56,858
  Year 1

Total Present Worth                  736,300                       734,200
                                         3-8-13

-------
 8.5.6    Sludge Lagoon Costs

          Sludge lagoon costs are as follows:

                                   ANNUAL COST

                    Capital        O&M      O&M      O&M      Salvage
                     Cost         11 MGD     16 MGD     Gradient     Value

Without Liner     $1,228,200      39,000     46,000       350       958,000
With Liner         2,353,200      39,000     46,000       350     1,835,500

                                  PRESENT WORTH

                    Project                       Salvage        Present
                     Cost           Q & M          Value          Worth

Without Liner     §1,597,000       477,500        293,000       1,781,500
With Liner         3,059,200       477,500        561,300       2,975,400

          The 20 year capacity lagoon would require 90 acres of land.
          Therefore, it was assumed that the lagoons could only be utilized at
          the Salt Creek site.

 8 .6      CONCLUSION AND RECOMMENDATIONS

          Table  8-5 presents the Summary of Sludge Treatment and Disposal
          Costs.  The sludge treatment alternatives, aerobic digester-lagoon and
          aerobic digester-centrifuge have the lowest present worth for
          producing sludge at 10% and 20% solids concentration, respectively.
          Composting has the lowest present worth of the disposal alternatives
          but it requires treating the sludge to 20% solids.  Therefore, this
          combined treatment and disposal alternative is not the most economical
          alternative.

          The least cost combined treatment and disposal alternative at each
          site is treating to 10% solids and soil injection.  This is assuming
          that land is available for soil injection at no cost to the City of
          Bloomington.

          It should be pointed out that the 20 year capacity unlined lagoon and
          the aerobic digester alternative is the least costly alternative at
          the Salt Creek Site but the land area requirements of the lagoons is
          too great for inclusion at the other sites.  However, if a lagoon site
          could be found within reasonable distance from the other plant sites,
          this could become a viable alternative at the other plant sites.
                                        3-8-14

-------
To provide the most flexibility and reliability, it is recommended
that the sludge be treated to 20% solids via aerobic digestion and
centrifugation.  This would allow disposal via composting, landfilling
and/or surface spreading.  Therefore, should the composting
arrangement fail, the City of Bloomington would have alternative
disposal mechanisms readily available.

Soil injection of the 10% sludge is the least cost alternative for
sludge disposal.  This is predicated on the assumption that
Bloomington will not purchase the disposal land.

However, due to the land area requirements and the unreliability of
land management arrangements, the more costly system is recommended.
                               3-8-15

-------
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-------
                                   TABLE  8-2

                        ALTERNATIVE SLUDGE TREATMENT COST
Alternative    Unit Processes

     1         Aerobic Digester
               Sludge Lagoon

     2         Aerobic Digester
               Vacuum Filter

     3         Thickener
               Vacuum Filter
               Incineration

     4         Aerobic Digester
               Centrifuge

     5         Thickener
               Aerobic Digester
               Sand Drying Bed

     6         Anaerobic Digester
               Sludge Lagoon

     7         Anaerobic Digester
               Vacuum Filter

     8         Anaerobic Digester
               Centrifuge

     9         Thickener
               Anaerobic Digester
               Sand Drying Bed
Total Present Worth

   $ 1,788,800


   $ 3,818,900


   $ 6,393,000



   $ 3,342,300


   $ 4,085,700



   $ 1,951,900


   $ 3,982,000


   $ 3,505,400


   $ 4,488,000
Rank
NOTE:     TOTAL PRESENT WORTH DOES NOT INCLUDE COST FOR SLUDGE DISPOSAL,  i.e.,
          LAND SPREADING, LANDFILL AND COMPOSTING TRANSPORTATION COST.
                                      3-8-17

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                                CHAPTER 4
                    ENVIRONMENTAL EFFECTS OF ALTERNATIVES


                                     TASK j?
                         PHYSICAL ENVIRONMENTAL IMPACTS
9.1       IMPACT ON THE ECOLOGY

9.1.1     General

          The ecosystem of the area will be adversely impacted during
          construction and operation of the proposed wastewater treatment plant
          only if the mitigative measures recommended in Task 11 are not
          practiced.  It is recommended that a member of the Bloomington Utility
          Board make frequent inspections during construction operations to
          ensure that the recommended mitigative measures are implemented.

          The caliber of adverse physical environmental impacts which can result
          from poor engineering practices and which should be avoided in the
          proposed project are described in an article appearing on page 3 of
          the July 1969 Bloomington Newspaper, "The Balancer," which reports
          sewer lines, siphon boxes and manholes constructed in the Bean Blossom
          Flood Plain were not buried and covered properly.  As a consequence,
          during heavy rains the pipe lines dammed up water which became
          stagnant and served as a hatching area for mosquitos.  The pipelines
          were uncovered and heavy siltation of the creek occurred below the
          facilities.

          In the following paragraphs, the possible sources of physical damage
          to the aquatic and terrestrial environments due to construction and
          operation activities will be considered.  Table 9-! compares the
          physical impacts by alternative sites for the wastewater treatment
          plant.

9.1.2     Aquatic Ecology

          Rare and Endangered Aquatic Organisms

          No aquatic organisms appearing in the area of the proposed project are
          considered rare or endangered as defined in The Federal Register
          (July 1, 1975) and the U.S. Department of Interior (1974). Table 9-2
          lists the aquatic organisms which have been found in the subject area.

          Impacts of Interceptors and Outfalls on the Aquatic Environment Storm
          water runoff carrying silt from areas excavated for interceptors,
          outfalls and other facilities associated with the project could affect
          the biota of Clear and Salt Creeks.  The smothering influence of silt
          could affect the primary producers as well as all other levels of the
          food chain.  Filter-feeding zooplankton are harmed because their
          feeding apparatus becomes clogged.  Aquatic plants are affected
          because silt suspended in the water blocks out light and inhibits
          photosynthesis.  Dying plants consume oxygen and lower dissolved
                                        4-9-1

-------
oxygen (DO) of the water.  A decrease in DO could be harmful to fish
when they are smothered as a result of silt particles clogging their
operculum cavity and gill filaments.  Silt settling on fish eggs
decreases oxygenation of the eggs, which die.  This effect on fish
populations is the most severe effect of silt production.

Because the depth of soil over the bedrock is much greater in the
alluvial portion of Clear Creek near its confluence with Salt Creek,
the quantity of silt in runoff is greater there than in the upper
portions of the creek.  This situation contrasts to the waters of
Clear Creek further north where topsoil is not as thick and runoff  is
not as silt-laden.  Observation made of the creek in August of 1975
confirmed that near the confluence of Salt and Clear Creeks the water
was very muddy.  Between Bloomington and Ketcham road, Clear Creek  was
relatively clear.  Heavy siltation of the creek during construction
activities would worsen the already bad siltation problem in the
southern end of Clear Creek and create a new and adverse condition  if
it occurred in the northern reaches of the creek.  Silt production  can
be minimized if the recommended engineering practices mentioned in
Task 11 are followed.

Crossing of the creek with interceptor lines and rerouting the creek
are construction activities which are potential sources for
alterations in the natural aquatic ecology of the area if good
engineering practices are not followed.  Because the creek bed is
solid limestone the dredging and blasting required for these
activities is not expected to produce a great deal of silt.  While  the
trench is being dug, habitats for benthic organisms in the immediate
area will be disrupted; however, after the encased pipeline is
installed the trench will be refilled with riprap consisting of the
caliber of heavy stones which now line the creek bed.  These stones
will be recolonized by organisms seeded from the water passing over
them.

Proof of the ability for Clear Creek to recover from localized
devastation is shown by two historical occurrences:

1.   The installation of the tertiary lagoon in the Winston Thomas
     Sewage Treatment Plant

2.   Rerouting the creek to accoraodate expansion of the Winston Thomas
     Sewage Treatment Plant

Prior to 1969, when the  tertiary lagoon was built, the poor water
quality of the creek was reflected in the low species diversity for
invertebrates and absence of fish.  Since the lagoon has been
installed and the quality of sewage effluent flowing into the creek
has  improved, species diversity of invertebrates has increased and  the
more tolerant Cyprinidae such as the stoneroller (Campostoma anomalum)
and  the creek chub  (Semotilus atromaculatus) have been found near the
outfall  (D.G. Frey - personal communication).

-------
When the creek was rerouted, the water channel was simply transferred
from one bedrock channel to a new one with no apparent disruptions of
the creek south of the rerouting.

Impacts of Operation on the Aquatic Ecology - Effluent

The physical effects of the effluent will depend on where the outfall
is located and the degree to which the sewage is treated.  According
to Indiana State regulations, the following levels of treatment will
be required by 1977 for discharges to Salt Creek and Clear Creek.
BOD (Biological
  Oxygen Demand)

Suspended Solids
Phosphorus
Ammonia Nitrogen
Salt Creek

10 mg/1 or 95%
removal

10 mg/1 or 95%
removal

1 mg/1 or 80%
removal

6.5 mg/1 in summer
no limitation
in winter
Clear Creek

5 mg/1 or 97.5%
removal

5 mg/1 or 97.5%
removal

1 mg/1 or 80%
removal

1.5 mg/1 summer
3.0 in winter
The requirements for a greater degree of treatment for effluent
discharged into Clear Creek is due to the lower dilution rate which
occurs there.  When comparing the potential physical effects of the
effluent discharged into Clear Creek and Salt Creek, the two primary
considerations are:

1.   The decreased flow which would occur in Clear Creek if the
     effluent were no longer discharged into it

2.   The chemical characteristics of the effluent when it reaches
     a water intake for the city of Bedford, 13 miles downstream from
     the Lake Monroe dam

Canoeing of Clear Creek is impossible during low flow conditions
which normally occur during the summer.  On four sampling dates
between February 22, 1975 and April 2, 1975 (a high flow period for
the creek) the flow of Clear Creek averaged 200 MGD
(Pullman G. Douglas, 1975).

If the flow from the city's sewage treatment plant was removed from
Clear Creek and discharged into Salt Creek, Clear Creek would be
unnavigable by canoe sooner than it is now.  If the outfall is moved
farther south on Clear Creek, the flow from Bloomington to the new
location will be reduced from its present level.  This reduced flow
                             4-9-3

-------
rate which could occur if effluent were removed from Clear Creek  is
significant from another standpoint:  it would no longer dilute the
pollutants which drain into the creek from a variety of sources.
Hartzel et al.  (1971) reported that pollution of Clear Creek above
the Winston Thomas Sewage Treatment Plant outfall came from the
following sources:

1.   Oil from a creosote plant

2.   Indiana University via the Jordan River which is located on
     campus

3.  Faulty septic tank drainage fields

4.  Runoff from Bloomington
On April 2, 1971, water quality parameters which were more severe
above the sewage treatment plant when compared to those below it
included:

1.   Bicarbonate alkalinity

2.   pH

3.   Nitrate

4.   Resistivity

These parameters were improved below the outfall due to the effect of
dilution.  Parameters which were more severe below the plant included
dissolved oxygen, calcium, and total phosphate.  Removing the effluent
from Clear Creek or upgrading the treatment to the projected level
required for 1977 would generally improve the water quality of Clear
Creek.  However, those pollutants which enter from above the point of
discharge of the Winston Thomas plant would no longer be diluted and
their concentrations would become higher than they are now below the
discharge of the Winston Thomas Plant.

Two questions have been raised concerning the effect sewage will have
on the City of Bedford's water intake on Salt Creek.  The first is
whether the effluents could raise the nitrage level in the water to a
level which would be toxic to humans drinking it.  The nitrate
concentrations above and below the present Winston Thomas Treatment
Plant on April 2, 1971, were 5.6 above the discharge and 2.0 ppm below
the discharge, and 3.9 and 6.6 ppm on April 9.  On April 12, 1975 at
1 P.M., the nitrate concentration was 3.2 ppm at Clear Creek, 0.29 ppm
on Salt Creek and 0.3 ppm at their confluence.  These were high flow
conditions.  During low flow conditions, the nitrate levels may be
                              4-9-4

-------
 considerably higher.  In addition to the effluent, another source of
 nitrate is the sludge injected into the land, which could he washed
 off during floods.   This is a potential problem only at the Salt Creek
 site where the sludge injection system is proposed and where frequent
 flooding occurs.   The amount of nitrate which could be washed off
 during floods can be controlled through manipulation of the
 application rates.   As discussed in Section 11.2.1, it is recommended
 that if the Salt  Creek site is selected, a study be carried out to
 determine the application rates.  Pollution of surface or ground water
 with other materials as a result of the sludge injection system would
 not be expected (Ken Dotson EPA, Cincinnati, personal communication).
 After the effluent is discharged into a creek, the nitrate
 concentration will drop as a consequence of denitrification and
 nitrate reduction which occurs naturally as the creek flows southward.
 There is no possibility that the nitrate concentration could reach the
 50 ppm level which has been associated with infant methemaglobinemia
 (Maxey-Rosenau, 1965).

 There has also been some question about toxic chlorinated organics in
 the effluent reaching the intake for the City of Bedford's water
 supply.  The chlorinated organics form as a result of the chemical
 reaction of chlorine, added to the sewage for disinfection purposes,
 and the organics  discharged into the sewage by industries and
 university laboratories.  No definite statement can be made at this
 time concerning this potential problem except that natural degradation
 of the compounds  is more likely to occur in Clear Creek which is well
 aerated and further from the reservoir than will occur in Salt Creek
 which is less aerated and closer to the intake.  In addition, the
 greater degree of treatment required for sewage discharged into Clear
 Creek may result  in the decomposition of the organics which could
 react with chlorine and will decrease the quantity of chlorine
 required for disinfection.  It is recommended that the raw sewage and
 chlorinated effluent from the Winston Thomas Sewage Treatment Plant be
 analyzed by the gas chromatographic mass spectro-photometric method to
 identify toxic chlorinated compounds that may be formed during the
 chlorination process.  If they are detected, alternative disinfection
 systems can be designed into the proposed treatment plant.
 Alternatives which could be considered include:

 1.   Ozonation

 2.   Chlorination - dechlorination

 3.   Bromine chloride

 4.   No disinfection

*"... uncontrolled and excessive use of chlorine for wastewater
 disinfection may  result in potential harm to both human and aquatic
 life (A/WPR, April 28, 1975, p. 166) ...Alternative means of
 disinfection control (dechlorination) must be considered where public health
 hazards and potential adverse impact on the aquatic and humand environments
 coexist, but disinfecting should not be required in those instances where
 benefits are not  present."  (A/WPR, August 25, 1975, p. 332).

                               4-9-5

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9.1.3     Terrestrial Ecology

          Rare and Endangered Terrestrial Organisms

          A search of the scientific and other literature was conducted to
          determine if rare or officially designated "endangered" species might
          occur in the area.   Table 8-3 lists terrestrial vertebrates of
          potential occurrence which are listed as "threatened" and/or
          "endangered" by the U.S.  Department of the Interior, Office of
          Endangered Species and International Activities (1973, 1974).  Because
          critical nesting habitat  for the two birds is absent from the area,
          and caves which would attract the bat (Hall 1962)  are unknown in the
          areas potentially affected, it is believed that effects of
          construction would be neglible at any site proposed.

          Impact of Interceptors and Outfalls on Terrestrial Ecology

          Interceptor and connector sewers necessary for the several
          alternatives under study would require trenches of depth and width
          appropriate to provide drainage by gravity.  If the Salt Creek site is
          chosen, it will require interceptors.  The interceptors will require
          trenches about 2m (6 feet) wide, no less than 2.7 m (9 feet) deep, and
          extending for varying lengths, but in no instance less than several
          kilometers.

          One hundred foot construction right-of-ways and 50 foot permanent
          right-of-ways are required for interceptors.  After the trench was
          closed, vegetation could become reestablished along the right-of-way,
          and in fact would be essential to prevent damage from erosion and to
          limit penetration of frost.

           It would be necessary  to  maintain accessibility for vehicles along the
           entire length of  the right-of-way to permit inspection and repair to
           the facility.   Manholes would protrude  at  intervals.   Consequently,
          construction of any  sewer so  large as the several proposed in
          alternative plans in the present project must be assumed to have
          significant effect, much of which will not diminish for the useful
          life of  the sewer, and much lasting  long after the sewer line has lost
          its utility.  The following paragraphs discuss in some detail che
          effects  probable from constructing such sewers.

          The effects of  clearing a wide swath  through fields and woodlands, or
          along  the riparian vegetation bordering such a stream as Clear Creek,
          are manifestly  significant, whether  or not  they can be quantified in a
          particular  instance.  Vegetation would be destroyed.  Consequently,
                                        4-9-6

-------
the area would become untenable, at least during  construction,  for
many kinds of animals dependent on that vegetation.  Any  such project
as those considered here clearly has unavoidable  influence on vast
areas.  For example, a right-of-way only 100  feet wide would occupy
about 12 acres per mile  (i.e., a right-of-way 30  m wide and 1.6 km
long would occupy 4.9 ha).

If the interceptor is built  to the Salt Creek site,  it should clearly
affect riparian communities  to the almost total exclusion of uplands,
and the right-of-way would traverse cropland  at almost every point
where it was not in woods.

The riparian vegetation which would be removed by construction  is
suitable habitat for a variety of game species of recreational
importance, as well as some  species which are apparently  incompletely
harvested  Ce.g., raccoons, Procyon lotor).  More  hunter pressure is
apparently placed on upland  game birds (e.e.,  ring-necked pheasants,
Phasianus colchicus) in the  adjacent croplands, and  destruction of
forest growth would probably increase the attractiveness  of the area
traversed by the sewer to hunters during a brief  part of  the year.

Clear Creek is a moderately  severely polluted stream, presently
ill-suited for most aquatic  sports for much of its length.  However,
it is presently used during  the period of high water in the winter for
canoeing; it has been characterized as the "only" sizable reach of
water suitable for canoeing  in a radius of 30 miles  or more from
Bloomintgon.  The riparian growth, while difficult to traverse on
foot, offers a potentially rewarding experience to hikers along the
stream.  The Cedar Cliffs preserve, owned by  the Nature Conservancy,
is in fact worthy of protection as a wild area; and  it is recommended
strongly that no construction be considered which would degrade the
area.

The presently proposed sewer routing,  and any other along Clear Creek
that seems to be economically feasible, would have little adverse
effect on agriculture.  Digested sludge probably would be a beneficial
soil adjuvant in the area,  and consequently its availability would
encourage agricultural use of bottom lands.

The importance of forest industries in the region appears to be small
at present, though some large and consequently merchantable trees have
been noted in the riparian community.   However, the destruction of
timber associated with construction of the proposed sewer would be
deleterious in proportion to its extensiveness.
                             4-9-7

-------
         The use of Clear Creek for recreational purposes might be fostered if
         adequate sewage treatment were to be instituted to ensure its
         attractiveness throughout the year.  Use of the creek for aquatic
         sports, including fishing, might well induce the construction of
         summer homes or year-round residences along its course.   Such use
         would probably depend upon the availability of convenient sewer
         connections.

         Information on potential industrial development which might be
         encouranged by constructing the sewer is not known.

         Man can influence succession in many ways.  Some of these involve the
         establishment of almost permanent disclimaxes.  Egler and Foote (1975)
         provide a book-length summary of techniques for stabilizing the
         vegetation of rights-of-way, and review the scientific literature.

         One economically advantageous course of management of the right-of-way
         would provide for establishing shrubs along the boundaries of the
         affected area and limiting growth in the center to grasses and other
         herbaceous vegetation too low to interfere with the passage of off-
         road vehicles.  Experience elsewhere suggests that such
         self-sustaining plant communities could be established in this area by
         making appropraite plantings initially:  However, experiments have not
         to our knowledge yet been performed which would definitively
         demonstrate the feasibility of such techniques, and it may be
         necessary to limit growth in-part by mechanical and/or chemical means.

         However, if vegetation on rights-of-way is maintained, we assume here
         that a stable plant community can in fact be established, and that the
         growth-form of the plants will be various, ranging from grasses and
         low shrubs to tall trees.  The habitats afforded by such a community
         will be more productive of game and other animals than if a sharp
         delimintation of forest from an artifically-maintained grassland type
         existed, because of the phenomenon of edge effect (Leopold
         1933:131-132, Ghiselin 1975).                   ~~

9.2       Impact on the Visual Aesthetics

         While  the design of the plant and the arrangements may differ slightly
         from site to site, the visual impact of the plant site will depend
         largely upon its position wihin the landscape with respect to both
         terrain and natural vegetation, as well as upon the number and
         position of potential viewers, and the duration or frequency of the
         view.  Since each sense is not entirely independent of each other, the
         odor associated with a plant might easily influence the visual
         register of the plant.

         Of all the  potential sites,  only one, the existing Winston Thomas Site
         is located within an existing or planned development corridor.  One
         might  theorize that this  plant has been there for such a long time
                                        4-9-8"

-------
          that the average person wouldn't even be visually bothered by a
          different plant site configuration.  Nonetheless, it is here where
          trailers, residences, and apartments are located in relatively close
          proximity on the hills overlooking the site to the west of Clear
          Creek.   A good part of the view from this residential development
          along Rogers Road is visually screened from the site by the natural
          tree line found between the residences and along the railroad and
          Clear Creek.  In addition, views are possible from the Gordon Road
          trailer development as well as from traffic passing along Old State
          Route 37, the main north-south artery.

          Both the Salt Creek and the Dillman Plant Sites would be visible from
          State Route 37 Bypass, the Dillman Site for a shorter duration than
          the Salt Creek Site.  The latter is, however, more distant from the
          viewer, in this case from a vehicle, than would be the Dillman Site.
          The Dillman Site is, however, tucked into a narrow landform depression
          at a point where the highway alignment changes quickly and, therefore,
          probably eliminating any long duration vistas toward the site, which
          might be more prevalent at the Salt Creek Site.

         , The Ketcham Site is the most visually removed of all the sites.   Both
          Dillman and Salt Creek are located well outside the limits of planned
          growth corridors, so they shouldn't be surrounded by development which
          night intensify their future visual impact.  The Salt Creek site does,
          however, sit adjacent to the boundary of a potential seasonal
          development which would overlook the site.

9.3       Impact  on the Traffic Pattern

       ,  /Traffic impacts are expected to be minimum with peak truck traffic
          expected during sludge removal.  Most of the plant sites are located
          relatively close to major arteries; with Dillman,  Ketcham, and Salt
          Creek having access via State Route 37 Bypass; and Winston Thomas and
          Rogers  via Old State Road 37.  In this regard, the impact will be
          relatively more significant in the more urbanized locations, however,
          all of  these major highways have significant traffic capacity to add a
          few more trucks, approximately fifteen round trips per day.

          The Dillman Site cannot be reached without a new bridge over Clear
          Creek since the present bridge is one lane wide and limited to five
   ,       tons.  Construction truck traffic, especially cement trucks, would
          have trouble getting to this site unless a new bridge were to be
          constructed.  The fact that a new bridge would be constructed here as
          part of the creek relocation would result in a positive impact.

          The Ketcham Road Site probably has the most,inadequate and hazardous
          highway access of all the sites.  Not only is Ketcham Road narrow, but
          its intersections with State Route 37 and Fluckmill Road are
          hazardous.  In addition, the railroad underpass may be too low to
          allow for construction truck traffic to pass under it.   The only other
          access  way to this site is via Victor Road, a narrow, curving, rural
          residential road.

          The Salt Creek site offers few, if any, potential traffic impacts.

                                        4-9-9

-------
References
     Egler, F. C.; and S. R. Foote, 1975.  The Plight of the Right-of-way Domain,
     Victim of Vandalism.  Futura Media Services, Inc., Mount Kisco, N.Y.  2 vols.

     Ghiselin, J. 1975.  The Edge Index:  A Method for Comparing Terrestrial
     Species Diversity.  Bull. Ecol.  Soc. Amer. 56(2):14.  (Abstr.)

     Gray, H. H.; Howe, P. A.; Randolph, J. C.; Roberts, M. C.: and White, N. L.
     1975.  A Technical Report on a Selected Portion of the Lake Monroe Watershed.
     Indiana University School of Public and Environmental Affairs, Center for
     Urban and Regional Analysis Bloomington.

     Hall, J. S. 1962.  A Life History and Taxonomic Study of the Indiana Bat,
     Myotis sodalis.  Reading Publ. Mus. Sci. Publ. No. 12.  68 pp.

     Hartzel, M. H.; Hobbs, H. H.; Paterson, K.: and Seechausen, S.; 1971.  The
     Headwaters of Clear Creek Drainage - A Comparative Study - A Class Report
     for Dr. D. G. Frey, Unpublished.  U. of Indiana, Bloomington.

     Hawn, G.; and J. A. Huber.  1975.  A Study of the Diversity of the
     Macroinvertebrates of Clear Creek After Sewage Outfall.  A class Reporp for
     Dr. D. G. Frey, Unpublished.  U. of Indiana, Bloomington.

     Leopold, Aldo.  1933.  Game Management.  New York  (Charles Scribner's Sons):
     xxi 4- 481 p. ill.

     Maxcy, K. F.; and M. J. Rosenau.  In Preventive Medicine and Public Health,
     P. E. Sartwell, Ed.  (New York, Appleton - Century - Crofts, 1956).

     Pullman, Douglas G., 1975.  A Survey of Clear Creek and Salt Creek Near
     Their Confluence South of Bloomington, Indiana - A Class Report for
     Dr. D. G. Frey, Unpublished.  U. of Indiana, Bloomington.

     Restle,  Barbara, 1969.  State To Investigate Bloomington's Sewer Installation,
     The Balancer, July P.  3 Bloomington, Indiana.

     Shelford, Victor E.  1963.  The Ecology of North America.  Urbana (Univ.
     111. Press):  xxii + 1-610 pp.., 195 ill.

     U.S. Department of  the Interior, Bureau of Sport Fisheries and Wildlife,
     Office of Endangered Species and International Activities.  1973.  Threatened
     wildlife of  the United States..  Resource Publ. 114.  289 pp.

     U.S. Department of  the Interior, Fish and Wildlife Service, Office of
     Endangered  Species  and International Activities.   1974.  United States
     list of  endangered  fauna.  22 pp.

     U.S. Department of  the Interior, Fish and Wildlife Service.  1975.  Threatened
     or Endangered  Fauna  or Flora Tuesday, July; 1975.  Federal Register.
                                        4-9-10

-------
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                                                                                        4-9-11

-------
                                    TABLE  9-2

                    AQUATIC ORGANISMS FOUND IN LAKE MONROE AND
                             EXPECTED IN SALT CREEK*
     Fish

Largemouth bass
Bluegill
White crappie
Black crappie
Yellow perch
Yellow bass
Carp
Black bullhead
Yellow bullhead
Channel catfish
White sucker
Spotted sucker
Redear sunfish
Pumpkinseed
Longear sunfish
Green sunfish
Wartnouth
Orange-spotted sunfish
Redhorse
Rockbass
Smallmouth bass
Flathead catfish
Northern pike
Micropterus salmoides
Lepomis macrochirus
Pomoxis annularis
Pomoxis nigromaculatus
Perca flavescens
Morone mississippiensis
Cyprinus carpio
Ictalurus melas
Ictalurus natalis
Ictalurus punctatus
Catostomus commersoni
Minytrema melanops
Lepomis microlophus
Lepomis gibbosus
Lepomis megalotis
Lepomis syanellus
Lepomis gulosus
Lepomis humilis
Moxostoma sp.
Ambloplites rupestris
Micropterus dolomieui
Pylodictis olivaris
Esox lucius
 From Gray et al 1975
                                         4-9-12

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                             TABLE  9-2   (Continued)

                        Nannoplankton Algae and Protozoa
Melosira italica
Melosira sp.

Dinobryon divergens
Dinobryon bavaricum

Stephanodiscus sp.

Merismopedia tenuissima
Merismopedia minor

Ankistrodesmus sp.

Cryptomonas sp.

Fragilaria crotonensis

Chroococcus limenticus
Chroococcus minor

Mallomonas akrokomas
Mallomonas sp.

Coelastrum sp.

Asterionella formosa

Anabaena lemmermanni

Coelosphaerium kutzingianum

Strombidium viride
                                       4-9-13

-------
                             TABLE 9-2  (Continued)

                                   Zooplankton
Protozoa
     Codonella
     Ceratium
     Difflugia cristata
     peritrich

Rotifera
     Ascomorpha
     Asplanchna
     Branchionus
     Colurella
     Conochilus
     Filinia
     Gastropus
     Kellicottia
     Keratella cochlearis
     Polyarthra euryptera
     Polyarthra vulgaris
     Rotatoria
     Trichocerca

Cladocera
     Alona sp.
     Alonella sp.
     Bosmina coregonl
     Ceriodaphnia lacustris
     Chydorus spaericus
     Daphnia laevis
     Daphnia retrocurva
     Diaphanosoma leuchtenbirgeanum
     Holopedium gibberum
     Leptodora kindtil
     Pleuroxus denticulatus
     Pseudosida bidentata
     Sida crystallina

Copepoda
     Cyclops (2 sp.)
     Limnocalanus
     Diaptomus

Ostracoda
                                        4-9-14

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                             TABLE 9-2  (Continued)

                                  Phytoplankton
1.    Cyanophyceae
          Chroococcales
               Chroococcus
               Coelospaerium
               Dactylococcopsis
               Gloeocapsa
               Gomphosphaeria
               Marssonlella
               Merismopedia
               Microcystjs
          Chaemaes iphonales
               Pleurocapsa
          Oscillatoriales
               Anabaena
               Lyngbya
               Oscillatoria

2.    Chlorophyceae
          Chloroccoccales
               Ankistrodesmus
               Crucigenia
               Lauterbornlella
               Oocystis
               Pediastrum
               Scenedesmus
               Tetraedron
          Tetrasporales
               Gloeocystis
          Volvocales
               Volvox
          Zygnematales
               Closterium
               Cosmarium
               Gonatozy&on
               Micrasterias
               Spirogyra
               Staurastrum
3.   Chrysophyccae
          Dinobryon
          Mallomonas
          Ochromonas

4.   Xanthophyceae
          Asterogloea
          Ophiccytium

5.   Bacillariophyceae
          Centrales
               Cyclotella
               Melosira
               Stephanodiscus
               Terpisnoe
          Pennales
               Amphiprora
               Amphora
               Asterionella
               Cymbella
               Fragilaria
               Gyrosigma
               Navicula
               Neidium
               Nitzschla
               Surirella
               Synedra
               Tabellaria
                                       4-9-15

-------
                             TABLE 9-2  (Continued)

                     Aquatic Organises Found in Clear Creek
Monera
     Sphaerotilus

Algae
     Chlorophyta (green algae)
          Volvocales
               Chlamydomonas
          Tetrasporales
               Tetraspora
          Ulotrichales
               Ulothrix
               Stigeoclonium
               Chaetophora
               Coleochaete
          Cladophorales
               Cladophora
          Oedogoniales
               Oedogonium
          Zygnetnatales
               Zygnema
               Spirogyra
          Chlorococcales
               Ankistrodesmus
          Desmidiales
               Closterium
               Cosmarium
     Euglenophyta  (euglenoids)
          Euglenales
               Euglena
               Peranema
     Chrysophyta  (yellow-green  algae  &  diatoms)
          Chrysomonadales
               Synura
          Pennales
               Tabellaria
               Diatomella
               Meridion
               Diatoma
               Fragilaria
               Synedra
               Asterionella
               Ceratoneis
                                         4-9-16

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                                   9-2  (Continued)
               Cocconeis
               Brebissonia
               Gyrosigmia
               Anomoeneis
               Amphipleura
               Navicula
               Cymbella
               Amphora
               Gomphonema
               Gomphoeneis
               Aphanotheca
               Nitzschja
               Bacillaria
               Dentlcula
               Centronella
          Cyanophyta (blue-green algae)
               Anacystis
               Oscillatoria
               Lyngbya
               Spirulina
Vascular Plants
     Najadaceae (pondweed)
          Potomogeton
Protozoa
     Sarcodina
          Amoeba
     Ciliata
          Vorticella
Coelenterata
     Hydrozoa
          Hydra
Platyhelminthes (flatworms)
     Turbellaria
          Dugesia
Aschelminthes
     Nematoda
     Rotifera
                                        4-9-17

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                             TABLE 9-2 .. (Continued)


Tardigrada
Annelida
     Oligochaeta
          Aeolosoma
          Tubifex
          Lumbricus terrestris
     Hirudinea
     Glossophonidae
     Piscicolidae
          Pisicola
Mollusca
     Gastropoda  (snailsl
          Lymnaea
          Goniobasis
          Campeloma
          Physa
          Helisoma
     Pelecypoda  (bi-valves)
          Sphaerium
          Musculium
Arthropoda
     Chelicerata
          Arachnida
Arthropoda
     Crustacea
          Malacostraca
                Isopoda
                    Asellus
                    Lirceus
                Amphipoda
                    Gammarus
                    Haustoriidae
                Decapoda
                    Cambarus  laevls
                    C. d.  diogenes
                    Orconectes p_^ prppinquus
          Insecta
                Apterygota
                    Collembola  (springtails)
                                         4-9-18

-------
              TABLE 9-2  (Continued)
Pterygota
     Ephetneroptera (mayflies)
     Ephemeridae
          Hexagenia
     Heptageniidae
          Stenonema
     Baetidae
          Neocloeon
     Odonata (dragonflies)
       Anisoptera
          Aeschnidae
       Gonphidae
     Zygoptera
          Agrionidae
               Nehallenia
     Plecoptera (stoneflies)
          Perlidae
               Atoperla
          Isoperlidae
               Isoperla
     Hemiptera (true bugs)
          Corixidae
          Notonectidae
          Gerridae
     Neuroptera
          Corydalidae
               Corydalus
     Coleoptera (beetles)
          Elmidae
               Stenelmis
          Haliplidae
               Peltodytes
          Hydrophilidae
          Psephenidae
               Psephenus
     Trichoptera (caddisflies)
          Rhyacophilidae
               Hesperophyla
          Hydropsychidae
               Drydropsyche
          Hydrophilidae
          Limnephilidae
                         4-9-19

-------
                             TABLE 9-2  (Continued)
                    Diptera (flies)

                         Chironomidae
                              Chironomus
                         Tipulidae
                              Hexatoma
                         Simulidae
                         Culicidae
                              Culex
Chordata
Osteichthyes
     Cyprinidae (carps & minnows)
          Campostoma anomalum
          Pimephales notatus
          Semotilus atromaciilatus
          Ericymba buccata
     Centrarchidae (sunfish)
          Lepomis cyanellus
     Percidae (perch)
          Etheostoma spectabile
          _§_._ flabellare
          E. nigrum
Amphibia
     Urodela (salamanders)
          Plethodontidae
     Anura (frogs & toads)
          Rana catesbeiana

     Reptilia
          Squamata (lizards & snakes)
               Natrix s. sipedon
                                       4-9-20

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                                    TABLE  9-3

                           TREES OF THE RIVER BOTTOMS


Common Name                             Scientific Name


Black walnut                            Juglans nigra

American hornbeam                       Carpinus caroliniana

Oak                                     Quercus sp.

Chestnut oak                            Quercus prinus

Elm                                     Ulmus sp.

Hackberry                               Celtis sp.

Sassafras                               Sassafras albidum

Sycamore                                Platanus occidentalis

Wild black cherry                       Prunus serotina

Water locust                            Gleditsia aquatica

Silver maple                            Acer saccharinum

Basswood                                Tilia americana

Ash                                     Fraxinus sp.
             RARE AND ENDANGERED TERRESTRIAL VERTEBRATES POTENTIALLY
                           OCCURRING IN THE STUDY AREA
Common Name                   Scientific Name                    Remarks


Peregrine falcon              Falco peregrinus sspp.             Possibly transient

Kirtland's warbler            Dendroica kirtlandii               Possibly transient

Indiana bat                   Myotis sodalis                     Possibly summer
                                                                 resident
                                        4-9-21

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Common Name






True Solomon's seal




Hydrangea




Wood-sorrel




Poison ivy




Jewel weed




Black-eyed Susan




Ironweed
       TABLE 9-3  (Continued)




HERBS AND SHRUBS OF THE RIVER BOTTOMS






                  Scientific Name






                  Polygonatum commutatuni




                  Hydrangea sp.




                  Oxalis sp.




                  Rhus radicans




                  Impatiens sp.




                  Rudbeckia hirta




                  Vernonia sp.
                                        4-9-22

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                                      TASK 10

                         INDUCED DEVELOPMENT - LAKE MONROE


10.1       INTRODUCTION

10.1.1     Regionalization Issue

           The issue of induced development and its secondary  impacts on Lake
           Monroe assumes the eventual development of sewerage service.  The
           issue of how this service will emerge or develop and what form it will
           take is also the issue within the regionalization issue.  Without a
           regional interceptor around the lake and a near term demand of 3.0 MGD,
           there would really be little need to locate a plant sized to serve the
           Bloomington Region at the lake.

           Both the Bloomington and the Lake Monroe Regional Waste District 201
           Plans assumed that the Lake Regional System and single regional
           treatment at Salt Creek was the best alternative.  The reaction
           following this conclusion was that widespread environmental damage
           would result from the increased development at the lake.

 1 Q..1• 2     Other Questions and Considerations

           The Consultant, based upon independent analysis and many unanswered
           questions about the market potential, timing, and other factors, has
           found it extremely difficult to theorize induced impacts at Lake
           Monroe.  There are no real assurances that many of these proposed or
           potential developments around the lake are actually viable
           undertakings.  On this basis, the economic feasibility of the regional
           sewer system for the lake is questionable, as is the matter of how
           such a system could somehow be constructed so as to logically and
           sequentially serve development proposals as they fall due.  It is also
           difficult to corroborate the Lake Monroe Regional Waste District
           rationale for near term sewerage service in light of the lack of firm
           commitments.

           Also worthy of consideration is the possibility that sewer development
           itself may well not be the overriding consideration on whether the
           Lake Monroe area grows or not.  In fact, considerations of the market
           for second homes, the money market, and potential income tax reform
           might override the sewer question.

           One thing that is obvious is that the nature of the regional system as
           proposed benefits the large scale developer who can afford the interim
           treatment facilities needed, costs of pumping and injecting into the
           force main, and what is anticipated to be a rather expensive system to
           operate.
                                        4-10-1

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           There are enough other uncertainties attached  to expectations  for
           development around the lake to further cloud the issue,  the  main one
           being the fact that the State of Indiana is the biggest  and  most
           successful developer around the lake.

           Further complicating this analysis is the lack of readily  available
           data, the multiplicity of public and private interests which are often
           times strongly intertwined, and the lack of any overall  coordinated
           water and land use goals and policies.

           The potential growth of the lake area will for the most  part depend on
           future expectations in seasonal and recreational housing.  Trends
           within the latter market are probably far more significant with
           respect to inducing development than the construction of a regional
           sewer system around Lake Monroe.  Conversely,  without the  market,
           there will in all probability be no demand for such a sewer  system.

           Present knowledge of the potential market for  seasonal and
           recreational development at Lake Monroe is indeed limited, even as
           limited as current information regarding the multitude of  lake side
           private projects talked about, but never evidently entering  the
           planning and scheduling stages.  Balanced against the total  market
           considerations must certainly be the physical, chemical, and
           recreational carrying capacity of the lake itself, and the watershed
           draining into it.  Hopefully, the ongoing land capability  plan will
           better address some of these issues.

           There are a multitude of federal and state agencies in a position to
           influence the development in and around the lake either  directly or
           indirectly.  These include the U.S. Forest Service, the  U.S. Army
           Corps of Engineers, the Farmers Home Administration, and EPA at the
           federal level.  At the state level, the Department of Natural
           Resources and Department of Health are in a position to  influence land
           development potential.  At the local level, the Lake Monroe  Regional
           Waste District and the Monroe County Planning  Commission are in a
           position to directly influence the rate and direction of growth.

10 .2      THE UNIQUE ROLE OF THE STATE OF INDIANA

           The State of Indiana, through its Natural Resources Department,
           occupies a very special and privileged role in the real  estate aspects
           of Lake Monroe development.  The State indirectly influences lake
           recreational usage by controlling public access points to  the  lake  and
           lakeside facilities, since they are the only lakeside developer having
           direct access to the lake from the shoreline other than  the  U.S. Army
           Corps of Engineers.

           This consideration means that the State may be in a position to
           influence development and change within the Lake Monroe  watershed to
           an even greater degree than some of the proposed seasonal
           developments, particularly when one investigates the  complete  lack of
           a definitive timetable for the latter.


                                         4-10-2

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How did the State get into this unique position?  The Corps of
Engineers and the State shared in the cost of developing the lake with
the Corps retaining ownership of abutting lands.  For the most part,
this ownership corresponds to a specified lineal height above the
flood pool elevation.  In some cases this lake buffer strip is rather
narrow.  In other cases, additional lands were purchased to protect
and control waterside views, etc.  While many argue that the buffer is
too narrow and possibly not totally enforced, in fact, there are no
properties abutting the lake that have direct access to the lake
because of this buffer, except those leased by the State.

The State leases its recreational areas, boat ramps and campgrounds
from the Corps of Engineers on a long term basis.  In turn, the State
subleases this prime waterfront property to private developers.  A
good example at Lake Monroe is the Four Winds Marina initially built
by Ramada Inns and recently sold to Aircoa.  The Four Winds Marina is
a resort hotel with recreational facilities and water facilities
including direct lake access.  At present, there are only two ways of
enjoying the lake, either going to a public access point or to the
Four Winds.

If there are no major restrictions on subleasing of leased recreation
areas, the major portion of which consists of open land, then it would
be inconceivable for another commercial-resort type of development
locating at the lake and competing with Four Winds without similar
lakeside access unless the development were non-water oriented.  If
the lake access is taken away, there should be little, if any,
incentive to locate a resort near Lake Monroe.

The State was asked if it had a master plan for development of its
property around the lake.  The reply indicated that the Department of
Natural Resources felt the Lake Monroe Regional Waste District 201
Plan was the Lake Master Plan.

The State's influence in a real estate sense is not just confined to
its properties, but has application and impact upon seasonal and
second home development expectations around the lake.  An example in
this regard is The Pointe.  The Pointe is a planned condominium
development being constructed along the northwestern shoreline of Lake
Monroe.  The shoreline is fairly wooded and The Pointe does not have
lake access.  In fact, the tree line along the shore all but hides the
view of the lake from intermediate and lower slope positions below the
tree line.  The developers of The Pointe have spent considerable
monies and taken great pains to develop key front end recreational
draws such as a tournament golf course, club house and pro-shop.  Each
phase or village within the development will have tennis courts and
swimming pools as the major attractions.  Even with these attractions,
the developers made arrangements with the Four Winds Marina (which
sits on land subleased from the State) for access to the lake for
boating and swimming.
 Telecon, with Carl North, Department of Natural Resources, State
 of Indiana.
                             4-10-3

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Assuming there will be a limit to the number of private agreements
that the Four Winds Marina can make, the combined draw of The Pointe
recreation and water access will make it extremely difficult for other
developers to compete with it, since later developments will probably
not be able to emulate The Pointe's fortuitous position, i.e., not
able to overcome this competitive advantage, unless the State
subleases additional lands.

If there are to be no more subleases and arrangements for private lake
access, then all subsequent developers will have to appeal to a market
of persons prepared to drive a considerable distance to a lake that
they cannot see or directly use, except at public facilities, the use
of which will probably be self-governing due to congestion that will
discourage use somewhat.

SEWER SYSTEM DEVELOPMENT

Basic to the question of servicing Lake Monroe is the question of how
such a system might develop.  Sewer systems are not developed in a
vacuum years in advance of actual need.  Nor are systems conceived,
designed, funded and constructed overnight.  The regional system
proposed around Lake Monroe in the 201 Plan consists of a force main
with each individual proposed development served by a lift station,
lifting the sewage up the hill.  A force main is pressurized, and
access is limited to points where sewage may be injected into the
system.  This would tend to effectively limit the size of developments
around the lake to large ones.  It is not likely that small
developments would be able to pass through pump station and other
associated costs onto the cost of housing as effectively as large
scale developers.

Except for public recreation areas and facilities and The Pointe
seasonal development, there is no current or near term demand for a
regional collection system around the entire lake.  Of the
developments proposed around the Lake, few if any are located near
enough to one another to easily support a regional collection system.
The collection system would have to pass through large sections of
open land with little prospect of picking up additional flows along
the way.  Few, if any of these seasonal projects, can at this time
produce even a tentative time table or development schedule.  In fact,
no one can say with certainty, if or even when, these projects will
ever be constructed, although it seems safe to conclude that The
Pointe will be completed.

This means that the lakewide system as proposed in the LMRWD 201 Plan
would have to develop internally with each development culminating  in
either a package treatment plant or connection to the regional
collection system, if accessible at that time in that area.  This will
increase the total economic cost of the system since the temporary
sewage treatment costs will have to be quickly written off.  The
financing of such a system has to be tenuous when one considers that
potential customers along  the way may not be ready to participate at
                              4- 10-4

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           the time the collector system is being financed, or that if one or two
           developments along the system have financial difficulties or fold, the
           costs would then be picked up by few users.

           The U.S. Forest Service is in a position to influence the routing and
           timing of interceptor development, and it has gone on record as
           intending to withhold permission for sewer line easements across its
           property.  In some cases, this will merely mean rerouting, in others
           it might mean that no service can be provided.

           The west side of the lake has been shown to be more suitable for
           development because it is more accessible; the general terrain is more
           amenable for development; and temporary sewerage service is now
           available there.  Three of the five seasonal developments proposed on
           the south side of the lake could pump their sewage up and discharge
           effluent out of the lake basin without having to construct an
           expensive collection system.  Such an opportunity is not possible on
           the north and west side of the lake.  The proposed development around
           the causeway near Paynetown recreation area is physically located
           closer to the existing Winston Thomas treatment plant than to the
           proposed Salt Creek site, but drains toward the lake.

           Even if the sewers were to be constructed, there is no guarantee that
           every seasonal development proposed for the lake will in fact be
           constructed.  Rather, this will depend more upon the market demand and
           the money market for seasonal housing.

10.4       PROJECTED LAND USE PATTERNS/ZONING

           No real pattern has developed to date around Lake Monroe.  The lack of
           an overall coordinated land use plan for Lake Monroe is detrimental to
           orderly development in light of the intricate web of governmental,
           quasi-governmental, and private interests in and around the lake.
           There is not a single level of government that is not  intricately
           involved in Lake Monroe's development; and yet there is not one single
           agency or mechanism that can guarantee or ensure such  coordination at
           this time.

           The actual responsibility for land use planning and the legislative
           controls rests with the Monroe County Planning Commission.   The Lake
           Monroe Regional Waste District,  a single purpose agency responsible
           for utility planning and development,  has taken the role of the lead
           agency in fostering coordinative land use planning.   This agency
           contracted with the Indiana University of Public Affairs to prepare an
           environmentally oriented land capability plan for eventual  use  by
           local officials.   This plan reportedly will show how to best  plan  for
           the long term use and enjoyment  of the land compatible with continued
           beneficial use of the lake.   Unfortunately, this material is  only
           approaching the stage where it can be utilized in land policy planning
           efforts;  and this report must precede those efforts.
                                         4-10-5

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The Monroe County Zoning Ordinance is the land use control document  in
effect around the lake.  This document was prepared after the Lake
Monroe 201 plan, but the zoning pattern does not particularly
correspond to or reflect the sewer plan, except in some isolated
spots.

The land surrounding Lake Monroe is zoned for a wide variety of
activity patterns.  Most of Salt Creek and Polk Townships are located
within a Forest Reserve Zone.'-  The intent of this zone is to include
rough terrain and also publicly owned forest land.  While these
townships are almost exclusively zoned for reserve usage, which is
quite restrictive in its standards, huge tracts of land within this
reserve are set aside for business, presumably to allow for planned
developments and commercial recreational activities within these  two
townships.  The largest business districts correspond roughly with the
Graves-Monroe-Inland Steel tracts near the north end of the causeway,
and Tan-Tara on the south side of the causeway.  Neither of these
projects now have a definitive time schedule.  It would appear that
the force main needed to serve these units will require an easement
across Federal Forest Land, unless the Moore Creek inlet on Lake
Monroe is to be crossed nearer the Paynetown recreation  area.  The
county zoning plan requires a minimum lot size of 4.5 acres in this
forest reserve, and the county health department requires a permit for
lots under ten acres in size.  Within the business district,
residences may be built at a density of 6 units per acre with public
sewers.

Most of the remainder of the lakefront within Clear Creek and Perry
Townships is zoned for residential usage with .4 acre lots allowed
with community water systems and on-lot sewerage; and .8 acre lots
with on-lot water and sewer systems.  The only substantial sized
business district here adjoins the Fairfax recreation area and
Harrodsburg.  What fostered this delineation of these two districts  in
this location is not known.  The Consultant has no knowledge of
specific developments proposed here.  It is interesting that the  only
planned unit development under construction in the county was not
zoned similar to the many other potential seasonal developments
located around the lake which were zoned for business.

Another curious zoning district configuration is tbo noticeable lack
of an agricultural district within the Lake Monroe area except for the
property immediately surrounding The Pointe.  Considering the
potential for sewering this area, it would appear that this would be a
prime area for additional development.  The intent of the agricultural
district is, according to the County Zoning Ordinance, to provide
areas in which little or no urbanization has occurred or is likely to
occur in  the near future.  Lots used for residences in the
agricultural district would have to be the same size as in the Forest
Reserve District, 4.5 acres.
 2
 Monroe  County  Zoning Ordinance
                               4-10-6

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          The remainder  of  the  land  is  residentially zoned.   The  intent  of the
          residential  zoning  is  either  to  include  areas  that  can  be served by
          water and  sewage  utility systems,  principally  near  state highways and
          present urban  centers, or  to  include areas that  have  been subject to
          urbanization on a scattered pattern, principally along  county
          highways.

          Under the  terms of  the county zoning ordinance,  approximately  16.5
          square miles of land around the  lake is  zoned  for residential  use; 3.5
          for agricultural; 25 square miles  for forest reserve; and about  3
          square miles for  business.  Under  the present  zoning  umbrella, some
          13,200 lots could be spread out  on these 16.5  square  miles supporting
          some 32,000 to 40,000 people, with on-lot  sewers and  septic tanks
          flowing into rather unsuitable receiving soils.

1Q5       PHYSICAL CONSTRAINTS

          The lake is assumed to have an absolute limit  in terms  of recreation
          carrying capacity although this  limit has  not  yet been  ascertained.
          Some sources have indicated that based upon certain standards  of  boats
          per acre of water, the lake is now overutilized.  The Department  of
          Health has evidently held off issuing permits  to discharge effluent
          into the lake.  Statements have been made  that the lake  is
          environmentally phosphate sensitive.  Land activities such as  clear
          cutting for development and exposing unstable  and easily erodable
          steep soils, if uncontrolled, will  only increase the  potential for
          soil erosion and  sedimentation.  Once areas are  developed,  additional
          nutrients will be derived from fertilizer  runoffs, etc.,  even  if  the
          sewage problem is solved.  Development not sewer connected will only
          increase the potential for groundwater seepage and lake  pollution.  As
          more development occurs, it is probable the usage of  the  lake will
          increase.   With increased boating,  the chance  for wave and bank
          erosion and oil spill finding its way into the reservoir  becomes more
          likely.

          With few exceptions, the general landfonn, geology, topography soils
          and rather poor road structures would not be considered  conducive  to
          normal construction and development.  The  road pattern is  almost
          exclusively restricted to the ridges, since the  impoundment covers the
          former valley floor.

          Lake Monroe's soils are severely restricted in terms of  development of
          new highways, basements, and on-lot septic systems.   The major
          limiting factor is the steep slope, and the next is shallow bedrock
          conditions.  The Lake Monroe  terrain is quite  rough and  steep, and
          highly erodible.  The area's present land use  is predominantly
          woodland.   Any changes in land use  are bound to  have more  of a
          physical impact here than elsewhere on less sloping lands.
                                        4-10-7

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          It is anticipated that ongoing land capability  studies  and  future
          models will better pinpoint the specific limiting parameters of  the
          environment at Lake Monroe,  The environmental  capability plan  is  a
          forerunner in this regard, and is expected  to culminate in  the
          adoption of additional environmental constraints and  controls on
          development designed to protect the quality of  the  lake and its
          environs.

10.6       DISCUSSION OF SECONDARY IMPACTS

          The secondary impacts from the proposal generally fall  into one  of two
          categories, physical or fiscal impact.  The physical  impacts relate  to
          changes as they result from cutting of vegetation,  clearing and
          improvement of land, paving over of pervious soils, reworking the
          landscape, changes in density of population and their effects on
          traffic, sewage flow, water usage, increased demands  upon lake usage,
          fertilizer runoffs, etc.  The fiscal impacts include  all the increased
          demands upon municipal services and facilities  resulting from the
          development.

          Fiscal impacts are normally evaluated in a  cost-benefit analysis
          wherein the incremental changes in revenue  of a development are
          evaluated against the incremental increases in  the  cost of  government.
          Normally, in a community development cost-benefit analysis, the  number
          and type of housing units planned are of paramount  importance,  since
          this has a direct bearing upon the family size, the number  of children
          and their impact upon the school system.  The latter  usually comprises
          the major share of total municipal expenditure, sometimes reaching 75%
          of the total expenditure.  Data shows that, for example, apartments
          will generate less school children for each similar size unit than a
          single family house.  In addition, the larger the housing unit  the
          greater the expectation for more school age children.    The remaining
          municipal costs often are considered on a per capita  basis.

          Rut second and seasonal home developments do not fit  well into  a
          normative cost-benefit analysis.  Each such analysis  must be tailored
          to each specific plan, and a picture of local services  and  financial
          structure.  In seasonal developments, school age children become less
          of an issue since so few of these units will become occupied year
          round by families with small children that  will enter the local  school
          system.  Without entering into a detailed set of calculations,  resort
          and seasonal developments accrue taxes to the school  system without
          the concomitant influx of students, and therefore usually overshadow
          other municipal cost considerations, such as road and bridge
          maintenance, other public works, hospitals, fire protection, police
          protection.

          The shortcoming of most cost-benefit analyses is their  preoccupation
          with the operational stage of development while often ignoring  the
          initial capital expenditures that such developments may foster,  such
          as new road, storm sewers where not previously  present, etc.
           3
            Cost  Revenue  Impact  Analysis,  Urban Land  Institute,  June  1975.

                                        4-10- 8

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           Without a fairly definite plan to peruse, it is difficult to forecast
           the magnitude of demand for services and facilities that might be
           generated by these proposed lakeside developments.  In fact these
           developments could be augmented or diminished overnight to change the
           picture rapidly.  With seasonal housing, the length of occupancy and
           type of covenants and restrictions on subleasing are also critical in
           determining equivalent demands upon municipal services.  The Lake
           Monroe area does not appear as an area having much in the way of a
           four season attraction, having little to offer in the winter.
           Therefore, less than full year-round occupancy probably could be
           anticipated.

10.7       IMPACT OF NOT SEWERING LAKE MONROE

           The impact of not developing the force main interceptor and providing
           regional sewer service will fall mainly upon the expectations of the
           larger developments proposed around the lake.  It is the large scale
           developers who stand to benefit by such a system, and conversely, get
           hurt if it is not built.

           The physical nature of this regional system encircling the lake would
           essentially limit individual lot by lot hook-up, since a pump station
           would be needed.  This means that certain population levels would need
           to be reached before pumping ca.n become economical to the lot owner or
           small developer.  The lack of service would probably be no more
           limiting than a regional force main.

           The Pointe development did not wait for the regional system and
           therefore gained permission to build package treatment plant and
           discharge into Clear Creek. Construction  is  now underway to add
           the Fairfax Recreation Area to the Caslon package plant, thereby
           eliminating the most significant sewage discharge to Lake Monroe.
           This plant might relieve the development pressure from other lake
           locations for the interim period, since it could serve this area
           that has the more amenable landform and better potential for
           development.
                                         4-10-9

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                                     TASK 11

               MITIGATIVE MEASURES FOR MINIMIZED PHYSICAL EFFECTS
11.1      CONSTRUCTION ACTIVITIES

11.1.1    Revegetation

          For right-of-ways, it is desirable to maintain low growing vegetation
          that will allow for easy access to the area and at the same time
          prevent undesirable native vegetation from overgrowing the area.
          Dr. Marion T. Jackson, Professor of Life Sciences at Indiana State
          University, offered the following information on plant species which
          could be used to revegetate the area.

          "1.  If it would survive that far south, Sweetfern, Myrica
               asplenifolia, would be a strong choice.  It is characteristic of
               the Indiana Dunes area where it covers extensive areas,
               particularly in combination with bracken fern, Pteridium
               aquilinum.   Myrica is presumed to be a nitrogen fixer, which
               would enhance its value as a site-recovery shrub species.

          "2.  Corylus americana (American hazelnut) and Ribes cynosbati
               (pasture gooseberry) are shrubs with wildlife value, and possible
               cover species.  Both occur in extensive stands when well
               established.  Corylus grows quite tall on better sites, but
               usually reaches less than a meter on poor soils.  Both species
               are found throughout Indiana.

          "3.  Ceonothus americanus (Jersey tea) does well on dry sites where it
               grows less than a meter tall.  It has possibilities as a cover
               species, but I doubt that it would exclude tree seedlings or
               other later successional species.

          "4.  Two species of shrubby dogwoods offer promise.  Roughleafed
               (Cornus asperifolia) is a wet site species for the most part
               where it grows quite tall.  Gray dogwood (C_. racemosa) is found
               in both wet and dry sites, but is more common in N. Indiana than
               in the south.  It is generally of a shorter stature (1-2 m) than
               roughleaf dogwood.  Either would be an interesting species for
               trial plantings.

          "5.  Coralberry (Symphoricarpos orbiculatus) occurs in extensive
               stands in both full sun and under thin forest canopies.  The
               limber shrub is usually less than a meter tall.  This species
               seems to be one of the strongest candidates for utility corridor
               plantings.

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          "Other  possibilities  include Lonicera japonica (Japanese honeysuckle)
          although  I  personally prefer native to exotic species.   Also,  the
          honeysuckle often gets out  of hand and spreads flagrantly.   Some of
          the greenbriers  (Smilax)  could be used,  but they often grow in nearly
          impenetrable tangles.  Perhaps such species could be used to impede
          the corridor construction crews.'"  Reference:  Jackson, M. , 1975,
          personal  communication.

          Before  the  construction begins, the Consultant recommends that an
          Indiana botanist such as Dr. Jackson be consulted.

          In the  case of revegetation to prevent erosion of areas disturbed by
          major excavation and  grading activities, the objective is to select a
          grass or  group of grasses which germinate quickly.  Pasture grasses
          which are known to grow well in the area include alfalfa, red clover,
          broome  grass, tall fescue and orchard grass.

11.1.2    Pipe Crossings in Stream Beds

          Type of Site:

          1.   Rock strata, gradually sloping banks, rocky stream bed.
               Generally found  in upper drainage area.

          2.   Alluvial stream, high banks, significant depth to rock strata
               under  stream bed.  Generally found in lower drainage area.

          Comments:

          Type 1  is a young stream, with high velocities during floods, steep
          slopes.  Large rocks  are transported by flow, and bars may form at
          various locations and move along the stream.

          Type 2, in alluvial material, is probably meandering.  Difficult to
          predict future stream channel alignment.  Bed is made of fine
          material.  Significant scour during runoff events.

          Suggestions for Minimizing Environmental Impact

          1.   Conduct construction operations during dry weather when stream
               flows are low, on the average.

          2.   Store excavated material on stream banks, outside of stream bed
               and above anticipated flood level  for mean annual flood.

          3.   If stream is flowing, consider a downstream rock dam, possibly
               with a filter layer on  the upstream face, to prevent downstream
               movement of material.
                                      4-11-2

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          4.   In Type 1 stream, excavate pipe into rock strata, blasting if
               necessary.  Use selected fill, topped with native stream bed
               stone.  Keep top of pipe 1 ft. below normal stream bed, as a
               minimum.

          5.   For Type 2 stream, especially if banks are high, consider the use
               of a pipe bridge, rather than burying pipe.  These streams are
               generally unstable and scour or meandering may expose buried
               pipe.  Keep pipe bridge foundations away from stream bank as far
               as possible.

          6.   If pipe is buried in a Type 2 stream, bury deep enough that
               general scour during floods will not disrupt pipe.

          7.   During trenching, consider dikes to divert one-half of the stream
               around construction, fill, and perform construction on other
               side.  A better method would be to divert entire stream around
               construction area until backfill is completed.  If dikes are
               used, hydrology of area should be re-evaluated to determine
               optimum duration of construction.  Stability of materials should
               be evaluated with respect to erosion and slippages.

          8.   Replace stream bed in as near its original condition as possible.

          9.   Protect disrupted banks with mulch or temporary lining (jute
               mesh, etc.).  Seed with native vegetation.  Re-establish vegetation
               as soon as possible.

          10.  In severely disrupted areas of the stream bank, consider the use
               of rock riprap to prevent erosion.

11.1.3    Pipes Laid Parallel to Stream Banks

          In general, follow good construction erosion control practices.

          1.   Keep excavation as far from stream bank as possible.

          2.   Use ditch checks in sloping areas to prevent erosion along pipe
               trench.  Checks may be of any less erodible materials such as
               clay.

          3.   Seed, mulch, and re-establish native vegetation as soon as
               possible.

          4.   Use temporary linings such as jute mesh in steep areas.

          5.   Use temporary sediment basins to collect sediment in areas where
               runoff is concentrated.  Hay bales could be used in some
               instances to form temporary dikes.
                                      4-11-3

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          6.    Avoid disrupting or intercepting natural drainage areas.  Bury
               pipe deep enough to return bed to original elevations.

          7.    Keep excavated material away from stream channel, and revegetate
               disrupted areas.

          8.    Leave existing vegetation on all areas where possible until
               necessary to remove to grade for construction.

          9.    Stockpile topsoil to be spread on surface when preparing final
               grade.

          10.   Use temporary seeding on areas that must be scalped but will not
               be finished for a period of time.

11.1.4    Channel Relocations

          This is a difficult problem, because when a stream channel in alluvial
          material is disrupted, it will usually cause a reaction at some other
          location, such as headcutting, general channel erosion, deposition, or
          new meandering.   There is no particular problem in nonerodable stream
          channels except for the disruption of the aquatic habitat and sediment
          production.

          In  an alluvial channel, the relocated channel should have the same
          characteristics, as far as possible, as the channel which has been
          replaced.  For example, if the new channel is shorter than the old
          channel, the friction slope will increase and erosion will occur.
          Thus, a solution would be to add riprap to increase friction losses in
          the new channel and protect the bottom.  Generally,  riprap channels
          are quickly rehabitated by aquatic organisms and have a somewhat
          natural appearance.  The use of smooth concrete channel linings for
          relocated channels should be avoided.  Ideally, the relocated channel
          should have as near as possible the same length, bank width, and bed
          features as the old channel.  Since this is not possible, one should
          isolate the main considerations and study each separately and as a
          combination.  The principal considerations for diversion locations
          are:

          1.    Outlet conditions

          2.    Topography

          3.    Land use

          4.    Agricultural operations

          5.    Soil type

          6.    Length of slope
                                      4-11-4

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          The design of a diversion involves:

          1.   The above generalities

          2.   Velocities as high as possible but not eroding

          3.   Grades dependent on site

          4.   Peak runoff capacity dependent on site

          5.   Appropriate friction coefficients

          6.   Available construction equipment

          Finally, they should be inspected annually and after heavy floods.

          Suggestions for Minimizing Environmental Impact

          1.   Conduct operations during dry period when stream flows are low.

          2.   Replace old channel in kind, and design based on river mechanics
               to transport same sediment load.

          3.   Store excavated materials outside flood levels (mean annual
               flood).

          4.   Consider use of open graded rock dam with filter material on
               upstream face to prevent downstream movement of sediment.

          5.   After construction, seed, mulch, and revegetate disrupted areas.
               Use temporary linings or riprap as necessary to prevent erosion
               in channel.

          6.   Use standard erosion control measures as necessary:

               Ref:  "Guidelines for Erosion and Sediment Control Planning and
                    Implementation"  EPA-R2-72-015, U.S. Environmental
                    Protection Agency, Washington, B.C.  August 1972.

                    "Erosion Control on Highway Construction Projects"  Project
                    20-5, Topic 4-01, Natural Cooperative Highway Research.
                    Program, Highway Research Board, Washington, D.C., Draft
                    January 1973.

11.1.5    Tunneling Operations

          Environmental impact should not be serious.

          Generally:

          1.   Dispose of excess material in an acceptable manner to prevent
               erosion and downstream sediment problems.  Example, outside
               stream flood plains, revegetate, no steep slopes.

                                      4_ 11-5

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          2.    Revegetate disrupted areas, or protect with artificial materials
               to prevent erosion.

11.2      PLANT OPERATION ACTIVITIES

11.2.1    Sludge Disposal by Land Application

          Minimizing the adverse environmental impact which could result if
          excessive amounts of sludge were applied on land is contingent on
          proper application rates.  It is recommended that a research project
          be conducted to determine the best application rates for sludge
          produced at the plant when it is constructed for the different soil
          types on which it will be applied.

11.2.2    Odor Control

          Control of odors at wastewater treatment plants is of utmost
          importance particularly when communities are located near the
          treatment plant.  This has been an occasional objection to the Winston
          Thomas treatment plant.  Sources of odors include the following:

          1.   Grip and grit chambers both in and out of service.

          2.   Septic wastewater screenings and grease at wetwells.

          3.   Pre-aeration tanks in which odorous gases are stripped from
               wastewater.

          4.   Primary settling tanks where gasification of sludge may be caused
               by infrequent sludge withdrawal and floating solids.

          5.   Biological facilities in which aerobic conditions may not always
               be maintained.  Causes such as clogged diffusers in aerators or
               surcharged air-intake channels should be identified.

          6.   Tank walls, open channels, boxes and pits which are cleaned
               infrequently.

          7.   Secondary settling tanks with accumulations of floating solids.

          8.   Over chlorination.

          9.   Oxidation ponds with odorous sludge accumulations.

          10.  Digesters of the anaerobic or aerobic type in which optimum
               conditions have not been maintained.

          11.  Sludge holding and thickening facilities in which the contents
               are not aerobic.
                                      4-11-6

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          The design of a diversion involves:

          1.   The above generalities

          2.   Velocities as high as possible but not eroding

          3.   Grades dependent on site

          4.   Peak runoff capacity dependent on site

          5.   Appropriate friction coefficients

          6.   Available construction equipment

          Finally, they should be inspected annually and after heavy floods.

          Suggestions for Minimizing Environmental Impact

          1.   Conduct operations during dry period when stream flows are low.

          2.   Replace old channel in kind, and design based on river mechanics
               to transport same sediment load.

          3.   Store excavated materials outside flood levels (mean annual
               flood).

          4.   Consider use of open graded rock dam with filter material on
               upstream face to prevent downstream movement of sediment.

          5.   After construction, seed, mulch, and revegetate disrupted areas.
               Use temporary linings or riprap as necessary to prevent erosion
               in channel.

          6.   Use standard erosion control measures as necessary:

               Ref: "Guidelines for Erosion and Sediment Control Planning and
                    Implementation"  EPA-R2-72-015, U.S. Environmental
                    Protection Agency, Washington, B.C.  August 1972.

                    "Erosion Control on Highway Construction Projects"  Project
                    20-5, Topic 4-01, Natural Cooperative Highway Research.
                    Program, Highway Research Board, Washington, D.C., Draft
                    January 1973.

11.1.5    Tunneling Operations

          Environmental impact should not be serious.

          Generally:

          1.   Dispose of excess material in an acceptable manner to prevent
               erosion and downstream sediment problems.  Example, outside
               stream flood plains, revegetate, no steep slopes.

                                      4_ 11-5

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          2.    Revegetate disrupted areas, or protect with artificial materials
               to prevent erosion.

11.2      PLANT OPERATION ACTIVITIES

11.2.1    Sludge Disposal by Land Application

          Minimizing the adverse environmental impact which could result if
          excessive amounts of sludge were applied on land is contingent on
          proper application rates.  It is recommended that a research project
          be conducted to determine the best application rates for sludge
          produced at the plant when it is constructed for the different soil
          types on which it will be applied.

11.2.2    Odor Control

          Control of odors at wastewater treatment plants is of utmost
          importance particularly when communities are located near the
          treatment plant.  This has been an occasional objection to the Winston
          Thomas treatment plant.  Sources of odors include the following:

          1.   Grip and grit chambers both in and out of service.

          2.   Septic wastewater screenings and grease at wetwells.

          3.   Pre-aeration tanks in which odorous gases are stripped from
               wastewater.

          4.   Primary settling tanks where gasification of sludge may be caused
               by infrequent sludge withdrawal and floating solids.

          5.   Biological facilities in which aerobic conditions may not always
               be maintained.  Causes such as clogged diffusers in aerators or
               surcharged air-intake channels should be identified.

          6.   Tank walls, open channels, boxes and pits which are cleaned
               infrequently.

          7.   Secondary settling tanks with accumulations of floating solids.

          8.   Over chlorination.

          9.   Oxidation ponds with odorous sludge accumulations.

          10.  Digesters of the anaerobic or aerobic type in which optimum
               conditions have not been maintained.

          11.  Sludge holding and thickening facilities in which the contents
               are not aerobic.
                                      4-11-6

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12.  Sludge dewatering facilities processing odorous sludges.

13.  Incinerators that have exit gas temperatures below 1400 F.

The existing plant is overloaded.  The new plant will not be
overloaded; and, furthermore, it will use the activated sludge process
with denitrification which will lend itself to better controls and
efficiency of operation.  If odors should develop at the new plant,
the following mitigative measures will be used:

1.   The first control strategy will evaluate physical and chemical
     control measures that are permanent and effective in reducing
     odors below the detectable level at the plant property line.
     These may consist of:

     a.   Oxidation by chlorine, ozone, or hydrogen peroxide.

     b.   Chemical precipitation of sulfides.

     c.   Treatment of liquors such as supernant, centrate, filtrate,
          and thickener overflow with lime powdered carbon, or
          chemical oxidants.

     d.   Adjustment of loadings upon all biological facilities to a
          level not in excess df design capacity.  This may include
          requiring pre-treatment of strong industrial wastes to an
          acceptable strength.

     e.   Maintaining optimum operating conditions in all treatment
          facilities.

     f.   Installation of environmental enclosures as required.
          Filter and scrub air prior to discharge to atmosphere.

2.   The second control strategy will evaluate corrective measures to
     be implemented should an odor episode occur such as killing of
     biological processes by toxic substances.  These corrective
     measures may include:

     a.   Staffing and equipment to identify sources and causes of
          odors either at the plant or at the discharge source
          responsible for the odor

     b.   Masking of odors

     c.   Emergency chemical treatment

     d.   Interim modification of plant operation
                            4-11-7

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11.2.3    Disinfection of Treated Sewage Effluent

          Because of the possibility that chlorinated effluent could contain
          toxic compounds which would reach the water supply of Bedford, 13
          miles south of the Lake Monroe dam,  it may be desirable to choose an
          alternative disinfection system.   It is recommended that chlorinated
          sewage from the Winston Thomas plant be analyzed by gas
          chromatographic mass spectropholometric (GC-MS) techniques to
          determine if potentially toxic compounds are present.  The results
          should be compared to unchlorinated  sewage at Winston Thomas to
          determine which compounds result  from the addition of chlorine.  The
          Environmental Protection Agency's laboratory in Athens, Georgia may be
          commissioned to do the GC-MS work.   If toxic compounds are detected
          alternative disinfection agents which should be considered include:

          1.   Ozone

          2.   Bromine chloride

          3.   Chlorine - sulfur dioxide (i.e., chlorination - dechlorination)

          A.   No disinfection

11.2.4    Visual Impact

          The visual impact of the plant sites can be mitigated by redesigning
          the landscape features, creating berms from site excavated materials
          and by strategically locating these  berms where they will minimize the
          more unsightly visual elements of the plant site.  Much of this can be
          done in conjunction with rechanneling, floodproofing and soil erosion
          and sedimentation control activities.  In addition, trees and natural
          vegetations make ideal foils to hide unsightly views.  The added
          benefit resulting from carefully designed mitigative efforts will be
          better noise control, since noise travels on a line-of-sight.

11.2.5    Clear Creek Recreation

          Reference has been made to the fact  that Clear Creek is sometimes used
          for non-white water leisure type canoeing, and as such, is one of the
          few creeks in the area with enough flow for canoeing.  While the
          Consultant was unable to substantiate this claim, it is quite certain
          that with the Salt Creek site configuration in low flow periods such
          as the summer, there will not be enough water in Clear Creek to
          support canoeing since most of the flow now in the summer consists of
          effluent.  The only way to remedy this would be to augment Clear Creek
          flow upstream with dams, etc., which is not likely to happen.
                                     4- 11-8

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11.2.6    Zoning
          The non-structural mitigative measure with the greatest potential for
          easing land use frictions which are more apparent during the
          operational stage is the standard zoning ordinance and the floodplain
          ordinance.  Most sewage treatment plants are located in or near the
          flood plains, since a low-lying location is necessary to facilitate
          gravity flow and to provide for ready discharge to a waterway.  This
          location is less than ideal for residential locations since they
          normally can less afford expensive flood protection devices.  A
          floodplain ordinance can restrict and control floodway and floodway
          fringe development.  Such a provision is incorporated into the City of
          Bloomington's zoning ordinance which would affect the Winston and
          South Rogers sites.  The county zoning ordinance, applicable to all
          other sites, does not have a similar provision.

          Rarely is a sewage treatment plant located in the middle of an
          existing residential development.  Usually the plant is located prior
          to residential development.  One aspect of zoning that can be used to
          ensure that this situation is controlled to require that sewage
          treatment plants, because of their unique operating conditions, come
          in for a special exception or a conditional use permit.  Usually this
          requires that special preconditions be met in the course of plant
          location such as extra wide setbacks and yards, and the special
          exceptions procedure usually requires a public hearing and public
          notification of adjoining property owners as a prerequisite to any
          hearing.  The Bloomington Zoning Ordinance is silent with respect to
          sewage treatment plant locations and does not precondition or make
          special exception to plant location, while the county zoning considers
          the sewage treatment plant as a special exception and requires open
          and unutilized yards having 300 feet depth as its sole condition.

          Probably the most pertinent aspect of zoning in relation to mitigating
          the effects of sewage treatment plants would be to zone the site and
          immediate area for other than residential uses to ensure that people
          do not build at the edge of sewage treatment plants.  This would
          protect people from making poor locational decisions that they may
          later regret, and then use pressure to work for the removal of sewage
          treatment plants, pump stations, or other utility facilities.

          The Dillman and Ketcham Road sites are protected from residential
          encroachment.  Both are located within a rather large industrial
          district that does not allow location of residences therein.  At Salt
          Creek, the land is zoned for residential usage, which under the
          provisions of the Monroe County Zoning Ordinance allows for a variety
          of residential housing types ranging from single family to apartment
          units depending upon the availability of public sewerage.  While it
          seems unlikely that residences would be constructed in this poorly
          drained bottom land, the current zoning ordinance would, on the face,
          allow such a condition to develop.
                                      A-11-9

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The Rogers Site is apparently not zoned.  The County Zoning Map shows
it within the city's jurisdiction, and the City Zoning District
boundaries terminate at Gordon Road.  This should be rectified.

The development pattern around the Winston Thomas site is fairly well
established and would probably not be affected by any change in zoning
designations, although redesignation of the low density residential
strip bordering the northern boundary of the site might better be
classified as light manufacturing, the present site designation.
                            4-11-10

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12.1     Irreversible and irretrievable commitments of resources to the proposed
         action should it be implemented.

         Two classes of irreversibility and irretrievability need to be identified
         in evaluating the commitment of resources.  Class I is the irreversible
         and irretrievable decisions that cannot be reversed such as the expenditure
         of energy.  And Class II commitments are the decisions to commit resources
         which are not likely to be retrieved or reversed during the useful life
         of the project.

         Class I commitments resulting from the construction of the proposed
         sewage treatment plant include the capital costs, energy, and labor
         necessary to construct and make operational the proposed facility.

         Class II commitments for the proposed STP include: the operational
         requirements of chemicals, energy, mechanical equipment, labor, the
         use of 60 acres of land zoned as industrial and the tax loss associated
         with alternate uses of the site.  Clear Creek will be relocated and
         channelized to provide maximum utilization of the Dillman Road site.
         The habitat for typical wildlife such as birds, rabbits, field mice,
         etc. will be diminished.
                                    4-12-1

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13.1     The relationship  between  local  short  term  uses  of  man's  environment and
         the maintenance and  enhancement of  long  term productivity.

         The construction  and operation  of the proposed  South Bloomington Sewage
         Treatment Plant will result  in  efficient treatment of sewage  generated
         in the South Bloomington  Service Area and  a  general improvement in the
         water  quality of  Celar  Creek and Salt Creek.  To accomplish this im-
         provement in surface water quality  a  commitment of energy and resources
         necessary to operate the  proposed facility (flow through the  STP is
         projected to be 15 MGD  by the year  2000) and the removal from the tax
         roles  of  approximately  60 acres of  land  zoned industrial will be
         required.
                                     4-13-1

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                              CHAPTER 5
                  CONCLUSIONS AND RECOMMENDATIONS


1.  A 15 MGD two-stage activated sludge sewage treatment  plant  with
    rapid sand filters and sludge treatment via aerobic digestion
    and centrifugation should be constructed at the Dillman Road
    site to serve the South Bloomington Service Area.

2.  The present 1.9 MGD diversion from the south service  area via
    a force main to the Blucher  Poole STP  should continue.

3.  The processed sludge from the proposed STP should  not be applied
    to farmland until:  1) the extent of the PCB problem  in Bloomington
    has been determined 2) corrective actions are taken that reduces
    the PCB levels to those determined to  be safe for  agricultural
    application.  When the PCB problem is  resolved,  land  spreading
    of the sludge on farmland at agronomic rates consistent with
    Federal and State of Indiana regulations for land  application
    is one recommended alternative.   The composting operation that
    presently utilizes some of the Winston Thomas (W.T.)  sludge
    should be sampled to determine if heavy metals or  PCB's due to
    the W.T. sludge are at concentrations  such that  application of
    the composted material should be  restricted to certain  uses
    until the heavy metal and/or PCB  problem is resolved.   If PCB's
    or heavy metals are present  at an unacceptable level  in both
    processed sludge and the compost  product, then landfilling  of
    the south service area sludge should be practiced  until the
    nature of the sludge changes (due to pretreatment  requirements
    or changes occur in the composition of the sludge)  so that  the
    alternatives of composting and land spreading can  meet  the
    standards promulgated by Federal  and State agencies.

4.  Regionalization of the South Bloomington Service Area and the
    Lake Monroe Regional Waste District as proposed  in the  Bloomington
    201 plan is not cost-effective.   The Dillman Road  STP could provide
    service to the communities of Smithville and Sanders  via an 80,000
    GPD interceptor if it is determined that this is the  most cost-
    effective alternative.  (An  approvable facilities  plan  would have
    to be completed for the LMRWD prior to any grant award  for  design
    and construction of these facilities.   Furthermore, it  must be
    demonstrated that properly operated and maintained septic systems
    cannot function as designed  due to existing soil and  bedrock con-
    ditions.)

5.  Other areas in the Lake Monroe District can be adequately served
    with existing and proposed facilities, e.g.  Paynetown,  served by
    an existing package plant and the Caslon plant serving  the  Pointe
    and Fairfax.  The Caslon plant could also be expanded (if cost-
    effective) to handle a flow  from  Harrodsburg and from development
    along Old State Route 37. Another possibility,  if Harrodsburg
    would be served by the plant, would be to move the Caslon packa a
    plant to an alternate location at the  confluence of Clear Creek
    and Little Clear Creek.


                                5-1

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SPECIAL GRANT CONDITIONS THAT WILL BE REQUIRED IN ANY GRANT AWARD
1.  A specific fish and wildlife mitigation plan shall be de-
veloped and implemented for the Dillman Road site by the City
of Bloomington Utilities in consultation with the U.S. Fish
and Wildlife Service and the Indiana Department of Natural
Resources.

2.  The relocated channel at the Dillman Road site shall be
constructed:

    a.  following the general mitigative actions on p.4-11-15
        of the final EIS

    b.  in accordance with the U.S. Fish and Wildlife mitiga-
        tion plan identified in #1 above.

3.  The City of Bloomington Utilities shall analyze by the gas
chromatographic mass spectrophotometrie method the raw sewage
and chlorinated effluent from the Winston Thomas STP to identify
toxic chlorinated compounds that may be formed the chlorination
process.  If toxic organochlorine compounds exceeding Federal
or state standards are identified, a mitigation program shall
be required to enable the effluent to conform to state and
Federal water quality standards.

4.  The City of Bloomington Utilities shall identify the sludge
disposal alternative or combination of alternatives they intend
to use for the proposed STP.  If land application of sludge is
one of the methods chosen, a sludge management plan shall be
prepared subject to the approval of the Indiana State Board of
Helath  (ISBOH) and USEPA that demonstrates the implementability
of this alternative.  If land application is selected as an
alternative, the management plan shall be submitted to ISBOH
and USEPA at least one year before the proposed STP is projected
to become operational.

5.  The City of Bloomington Utilities shall prepare a narrative
fully describing the impacts of abandonment, demolition of the
existing plant and the ultimate disposition of the property on
which the Winston Thomas Plant is located.
                               5-2

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                     CHAPTER 6

FEDERAL/STATE/LOCAL AGENCY COMMENTS AND PUBLIC PARTICIPATION


The written comments in Part I of this chapter  (pages 6-1 to 6-95)
were received or transmitted during the preparation of the draft
EIS.  The order of the comments is as follows:

A)  Federal, B)  State, C)  Local Agencies and Interest Groups,
and D)  letters from individuals.

Part II of Chapter 6 (pages 6-96to 6-143^ addresses comments received
on the Draft EIS and our responses and is divided into two sections:

    1.  Oral testimony and written comments submitted at the Public
hearing on May 3, 1976, in Bloomington, Indiana.  Official tran-
scripts of this hearing are on file at:

        a.  USEPA, Region V offices, Water Division, 230 S. Dearborn
            Chicago, Illinois 60604.

        b.  Indiana State Board of Health, 1350 West Michigan,
            Indianapolis, Indiana.

        c.  City of Bloomington, Utilities Service Library, 1969 S.
            Henderson, Bloomington, Indiana 47401.

    2.  Written comments submitted during the official 45-day
comment period.
                             6-1

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       PART I




A)  FEDERAL COMMENTS
        6-2

-------
           ©niteb States Senate
               MEMORANDUM

     Please note the attached letter from
a constituent which I am forwarding for
your consideration.  It would&be greatly
appreciated if you would check into this
matter.  Upon completion of your inves-
tigation, please advise me of the status
of this case in duplicate and return the
original letter in an envelope addressed
to the attention of Parry Sragow.

     Thank you for your assistance.

                   Sincerely,
                   Birch
                   United States Senator
    6-3

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                     INDIANA  UNIVERSITY
                             Department of Physics
                             SWAIN HALL	WEST I I J
                        BLOOMINGTON, INDIANA 4740
                                                              TEL. NO. SIS— 337~2650
                                             November 13, 1975
Senator Birch Bayh
363 Old Senate Office Bldg.
Washington, B.C.  20510

Dear Senator Bayh:
             enclosed a copy of a letter sent to Mr. Hirt of the EPA, Region
V, in Chicago.  It is important that the full interests of the community be
considered in this matter.

     As mentioned in the letter to Mr. Hirt, some members of the Bloomington
Utilities Service Board have placed a high priority upon the economic
consequences of the delays in initiating our wastewater treatment project.
The delays reflect a long public discussion and a broad concern with the
ecological impact of the location of the treatment plant.  A priority that"
is governed solely by economic concerns and not responsive to the environ-
mental considerations is, in our opinion, misplaced.

     It is important that you understand that the costs for this project
have not increased solely because of inflation.  More detailed engineering
studies and changes in the treatment .cost have also affected the cost esti-
mates.
     The Environmental Impact Statement being prepared >by EPA will resolve
our particular problem and bring the public debate to a conclusion.  The
citizens of the United States must have an agency that works in a responsible
manner to preserve the best interests of our land.  The economic and ecolog-
ical factors must be viewed together and properly balanced.  The Congress
has given this responsibility to the EPA and defined the Environmental Impact
Statement as one of the instruments to be used to meet this obligation.  The
EIS must be prepared carefully and completely if it is to serve its purpose.

                                        Sincerely yours,
       David L. Dilcher                 Hugh j  Martin
       Member, Utilities Service Board  Member, Utilities Service Board
       Dept. of Plant Sciences          Dept. of Physics
       Indiana University               Indiana University
       Bloomington, IN  47401           Bloomington, IN  47401 .
DLD/HJM:ralc
enclosure
                                       6-4

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                  E'"'IRONMENTAL PROTECTION
                                        DEC 10 1975
Honorable Birch Bayh
United States Senate
Washington, D.C. 20510

Dear Senator Bayh:

The Environmental Protection Agency is fully aware of the need to
address all pertinent issues in the siting of new sewage treat-
sent facilities for the South Blooraington Sewage Service Area as
indicated in the Nov. 13, 1975 letter from David L. Dilcher and
Hugh J. Martin.  To aid us in our environmental evaluation the
consulting firm, Gilbert Associates of Reading Pennsylvania, was
hired and is completing an analytical report on key issues related
to the proposed projects.  When the draft environmental impact
statement is issued, the final report of Gilbert Associates will
also be available, and a puolic hearing will be held to consider
all comments on these documents.

I ans also enclosing a copy of the Nov. 3, 1975 letter from other
members of the Utilities Service Board and our response of Nov. 20,
1975.  Based on the concerns of the citizens of Bloontington, it is
clear to us that the EIS process provides a viable mechanism for
resolution of these important concerns.

Your interest in this matter is appreciated and copies of the draft
and final £15 will be nailed to you when they are available.
                                  Sincerely.youra.
cc:  Office of Legislation
    Planning & Standards Branch
    OCIR
Valdas V. Adatnkus
Acting Regional Administrator
                             6-5

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\
                               !     Respectfully referred toi
1
                                             E.P.A,
                                             Waterside Mall
                                             401  M.  Street, S.W.
                                             Washington,  D.C. 20460
                                    Because of the desire of this office to be
                                    responsive to all inquiries  and communications,
                                    your consideration of the attached is
                                    requested.  Your findings and views, in
                                    duplicate form, along with return of the
                                                           i
                                    enclosure, will be appreciated by
                                                               u.s.s.
                                                   Attni  Janis McClintock
                                                          447 Federal Building
                                                          Indianapolis,  Indiana
                                               LJ                           46204
                                           6-7

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'.TOOK    '''•
 V^V/ V^JLV.    *  «
                                »
                                A.  v x k \j[  •*. .j. A j
November 3,  1975
The Honorable Vance Hartke
313 Old Senate Office Building
Washington, DC  20510

Dear Senator Hartke:

The Utilities Service Board of the City of  Bloomington  recently  requested  the
Environmefi^.l Protection Agency to provide  .information .concerning ....the, direct
and indirect costs.,of_,...tJ[i^.,Envirojameatal,.Impact  Statement  that EPA jLs. currently
preparing*"6n Blpomington1 s proposed wastewatef  treatment "facility. "(See the""" '
attached letter of August 21,  1975, from Utilities Project  Coordinator Richard
S. Peoples.)  As you can see from Mr.  Harlan Hirt's  response of  September  19, 1975,
which is also attached, EPA does not seem disposed to divulge this information,
which we feel should be a matter of public  record.

As citizens of Bloomington who are very interested in this  project and as  federal
taxpayers who are concerned with the total  environmental  and economic costs of
the new wastewater treatment facility, we sincerely  believe we have  the right
to know what the direct and indirect costs  of the Environmental  Impact Statement
will be.  As one of our elected federal representatives,  we would appreciate it
if you would look into this matter to help  us secure this information.
Sincerely,
mjh

Enclosures

cc:  Mr. Harlan Hirt

                                        6-8

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                  ENVIRONMENTAL PROTECTION AGENCY
                                         DEC \ i 1975
Honorable Vance Hartke
447 Federal Building
Indianapolis/ Indiana 46204

Dear Senator Rartkes

This is in response to your request for information concerning
a letter you received from several members of  the  Utilities
Service Board (USB) of the City of Bloonington,  Indiana. The
Environmental Protection Agency has responded  to the Cook  In-
corporated letter of Nov. 3, 1975 signed by several members of
the USB. Our response is detailed in the attached  Nov.  20 , 1975
EPA letter.

During November a second letter from two other members  of  the
USB was received by EPA.  I ant attaching this  letter and the local
newspaper article which accompanied it. These  letters illustrate
the differing viewpoints which exist on the USB  regarding  the
preparation time for the draft EIS. EPA is concerned about project
delays but also recognizes the need to  fully evaluate all  alter-
natives in the proposed project and the associated environmental
impacts.

When the draft EIS is issued,  the final report of  Gilbert Associ-
ates will also be available, and a public hearing  will  be held to
consider all comments on these documents.   Based on the concerns
of the community it is clear to us that the. EIS  process provides
a viable mechanism for resolution of these important concerns.

Your interest in this matter is aopreciated and  copies  of the
draft and final CIS will be mailed to you when they are available.


                                  Sincerely yours,

                                          /*/
                                  R.  J.  Schneider
                                  Acting Regional Administrator


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                   FNVIRONMENTAL PROTECTION AGE* CY
                                                        DEC   41975
Mr. Gary R. Kent                                                                   .
Director of Utilities                                                              I
City of Bloomington Utilities                                                      \
P.O. Box 1216                                                                      i
Blooming ton, Indiana  47401                                                        \

Dear Mr. Kent:

This letter is a response to your November 20,  1975 letter  concerning
preliminary findings with respect to the Environmental  Impact Statement
for the South Blooolngtonr-Lake Monroe Service Area.  As you know EPA
has received a draft report from the consulting firm of Gilbert  Associates      \
on the proposed wastewater treatment facilities. While some  revision            \
of this report is necessary and ongoing,  a clear position with respect             \
to comparing the Salt Creek Site and the Clear  Creek Sites  can be stated.

We will not support construction of the  new sewage plant  for  the South
Bloomington Service Area at the Salt Creek Site in the  Draft  EIS.  We
have determined that three Clear Creek Sites (Winston Thomas, Dlllman
Road and Ketchun Road) are preferable to the Salt Creek Site  on  an
environmental, economic and geographic basis.  Preliminary  present worth
analyses indicate that the Salt Creek Site is more costly than the three
Clear Creek Sites by several million dollars.
                                                       i
Furthermore, selection of the Salt Creek Site would result  in less
centralization of sewer interceptor facilities, extensive disruption of
the Clear Creek stream banks, a poorer quality  effluent,  a  less  reliable
sewage treatment facility, and might cause an acceleration  of the
development of the Lake Monroe Area prior to a  full opportunity  by the
local planning commission, with appropriate citizen input,  to discuss and
evaluate land use options for the Lake Monroe Area.

I wish to point out that the above position Is  not a final  determination
by EPA which can only be taken in the Final EIS after reviewing  and
responding to agency and public comment.  Our present analyses indicates
that the Salt Creek Site is not cost-effective  and is not the optimum
environmental alternative.  We cannot advise you on the manner in which to
respond to your purchase option on the Salt Greek Site.  This letter can
only Identify the position that will be  presented in the  Draft EIS.
                                         6-10

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                                                               DEC   41975
           Mr. Gary R. Kent
           Page Two
           When the Draft EIS  Is issued, the final report of Gilbert Associates
           also be available and a public hearing will be held to consider all
           comments on these documents.

                                             Sincerely yours»
                                             Valdas V. Adarakus
                                             Acting Regional Administrator
I                                               6-11

 1

  i

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                                                 November 20, 1975
                    Cook Incorporated
                    925 South Curry PUte
                    P. 0. Box 489
                    Blooming ton, Indiana 47401

                    Gentleraen:

 .                   Ue have received your latter of Soveaber 3, 1975 regarding
?i                   costs of preparing the SIS for the Bloowington project and
_ii                  . ara responding within the procedures of the Freedoa of In-
•j                   formation Act.
'i
J                   Wy staff advises that the Utilities Service Board and others
|                   involved in the Bloominfston EIS have provided excellent co-
|                   operation.  We definitely want to continue in that spirit of
I         '          cooperation.  Unfortunately, tnost of tha information you are
J         : .          requesting is not available t/itlaout conauaing a {jraat deal
|                   of effort in additional study and would require a number of
|                   subjective aasnnotiona which would leave, a ^ood bit of doubt
I       .          .  as to the result »  £9 3 imply do not have the r-aupower to con-
^                   duct such n study.
    1  .              The only readily available fact in response to your
                    is that our contract on the EIS ia for $32,690.  Ve estimate
    '               ve eay devota approxitnately one can-year of in-house effort
                    at an estioated cost of about $16,000.

                    Although ve recognize that compliance with the National En-
                    vironmental Policy Act does Involve delays when Impact State-
                    cent preparation is initiated late in the planning process t
                    it was our judgment that the Bloornington proposal required
                    an EIS to satisfy the statute.  We also feel that the poten-
                    tial savings in environmental irepact and dollar costs out-
                    weigh the potential costs of lost tine.
 i   .   V   •
 I                   I trust that through continuing cooperation we can bring tho
 ]                   process to a rapid conclusion and nove forward to design and
 .  .                 construction at an early date.
 !
 •)
 |                                                 •   Sincerely yours,
 j      "             HDTUrt:i«n 11/20/75                     '    /

 I                                                        /  V
 5                                                    Ilenry L. longest II
 i                                                    Director, Water Division
                                               6-12

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                    UNITED STATES
          ENVIRONMENTAL PROTECTION AGENCY
                230 SOUTH DEARBORN ST.
                CH.CAGO, ILLINOIS GOG04
                         September 19,  1975
Mr. Richard  S. Peoples, Project  Coordinator
City of  Blooraington Utilities
P. 0. Box  1216
Bloomington,  Indiana 47401

Dear Mr. Peoples:                     •             .

In your  letter of August  21, 1975, you  requested  direct  and
Indirect cost data to all parties related  to  the  prepara-
tion of  the  Bloomington-Lake Monroe  Indiana Draft and  Final
EIS.  First,  let me identify that the decision  to do an
EIS on a proposed project is not based  on  direct  or indirect
costs, but on whether or  not the proposed  Federal action
(in this case a grant award for  construction  of wastewater
treatment  facilities) is  a major Federal action signifi-
cantly affecting the quality of  the  human  environment  (NEPA
Section  102(2)(c)).  Furthermore, the final regulations
for Preparation of Environmental Impact Statements of  EPA,
40 CFR Part  6, April 14,  1975, Sections 6.200 and 6.510,
Identify criteria for determining when  to  prepare an envi-
ronmental  impact statement.
                                            i
With respect  to the Bloomington-Lake Monroe,  Indiana pro-
ject, it was  apparent to  EPA, based on the  NEPA  Act and our
regulations,  that unresolved environmental  concerns, such  as
the optimum  location for  a new wastewater  treatment facil-
ity existed  and could .most efficiently  be  resolved through
the environmental impact  statement process.  As you know,
both the Blooraington Utilities Board on April 4,  1975  and
the Mayor of  Bloomington  on April 10, 1975 officially  re-
quested an EIS for the proposed project, being aware that
the EIS process generally takes 8-12 months until a grant
award can be made.

Once a Federal agency or  a Federal court has declared  that
an EIS is required, the time period  necessary to  complete
the EIS process is considered an essential step for the
project to proceed.  (The courts have,  in  fact, stopped
construction of nuclear power plants, etc., until satisfac-
tory EIS was prepared.)
                          6-13-

-------
                         -                .   -2-

                    The EIS process also provides the public a greater oppor-
                    tunity to identify their concerns and have their concerns
                    addressed in a written  document subject to review by the
                    public, local, state and Federal agencies.

                    In the environmental impact statement EPA will address
                    costs through the cost  effective analysis required under
                    P.L.  92-500.  The cost  effectiveness  analysis  with proper
                    concern for environmental impacts will be the  basis upon
                    which a specific recommendation for wastewater treatment
                    facilities will be made.   Direct and  indirect  costs assoc-
                    iated with the project  will not be identified  unless they
                    relate specifically to  the cost effective analysis re-
                    quired under P.L. 92-500.
                                              Sincerely yours,
i
                                             BarIan D. Hirt
                                             Chief, Planning  Branch
  "
          -
                                              6-1 A
                                              u *-t

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B)  STATE COMMENTS
        6-15

-------
STATEr
INDIANA
   DEPARTMENT OF NATURAL RESOURCES

            JOSEPH D. CLOUD
               DIRECTOR
                                                         INDIANAPOLIS, 46204
   September 12,  1975
   Mr. Dale Luecht
   Project Officer
   Environmental Protection Agency
   230 South Dearborn Street
   Chicago, Illinois   60604
   Dear Mr. Luecht:

   We have reviewed  the proposed wastewater treatment  facilities to serve the
   South Bloomington-Lake Monroe area and find that no known historic sites
   will be effected.

   This area has not been surveyed and if you find that your project has a
   direct effect or  is in close proximity to any older structures, please
   contact us at the earliest possible time.

   I understand that you have already been in contact  with the Glenn A. Black
   Archaeology Laboratory about archaeological sites in the area.  Any
   recommendations they forward should be included in  your assessment.

   Very truly yours,
         ID.  Cloud,   N
         br
      irtment of Natural Resources

       EG:jm
                                                   F rr F i v
                                     6-16

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C)  LOCAL AGENCIES'AND INTEREST GROUPS' COMMENTS
                   6-17

-------
            CITY  DF BLDDMINbTDN  UTILITIES

                            P. 0. BOX 1216

                      BLOOMINGTON, INDIANA 474D1
                          TELEPHONE AC 812 339-2261

                         November 20, 1975
Dale Luecht
Planning
U.S.. E.P.A. Region V
230 South Dearborn
Chicago, Illinois  60604

Dear Mr. Luecht:

     During the past few months, we have stressed the
importance of the completion of the draft EIS prior to
December 12,  1975 as the City has invested and stands
to lose some  $20,000 on land options at the proposed
Salt Creek site.  I realize that it is impossible for
you to issue  the draft EIS by December 12th.

     It is imperative that we receive as much advise
and assistance as possible from your agency prior to
the expiration of these options.  Therefore, we are
hereby requesting that you consider our situation and
its urgency.   We do need guidance from (E.P.A. so that
the City can  decide whether it should exercise, renew,
or drop the options on the Salt Creek site.

     Any assistance you can give will be most appreciated

                    Sincerely,
                    Gary R. Kent
                    Director of Utilities
GRK/sew
cc: Utilities  Service  Board
    Richard Peoples, Project Coordinator
                      6-18

-------
                 fTY DF  BLDDMINGinN  UTILITIES

                                  P. D. BOX 1216      j

                            BLODMINGTON, INDIANA 47401
                               TELEPHONE AC 812 339-1261    ';

                               August 21 , 1975
 Dale Luecht              .
 Planning                         .
 U.S. E.P.A. Region V           ••-••        '   .
 230 South Dearborn                               -.
 Chicago, Illinois  60604 .         .

 Dear Mr. Luecht:                          .

 It would seem appropriate that the citizens have an opportunity
 to know the cost  for an Environmental Impact Statement.  There
 appears to be three vital areas which need to be explored in a
 study of this type:


   1.  Cost to the Federal  government for the study.   This
       should include employee time for an Environmental
       Impact Statement and  cost  of any outside consultants.


   2. • Cost to the state and  local bodies who have Instigated
;     .  the project.  This section should include items such
       as principle and interest  on funds expended on the
       project.  Parts of prior engineering or design, which
       may have been discarded by the Environmental Impact
       Statement, should be  included.


  • 3.  Increased  cost of construction resulting from inflation
       during the period required for preparation of the
       Environmental Impact  Statement.
                              6-19

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Dale Luecht
August 21 ,  1975
Page 2
For the sake of good order, we, the Utilities Service  Board of
Bloom'ngton, Indiana respectfully request that  the  Environmental
Protection Agency include a section in its  Environmental  Impact
Statement entitled Summary p_f Direct and Indirect Costs  for the
Envi ronmental Impact Statement.
                          Richard S. Peoples
                          Project Coordinator
RSP/ses
cc: Utilities Service' Board
    Environmental Impact Statement (.file)
                                   6-20

-------
                    -INDIANA  UNIVERSITY

                             Department of Physics
                              SWAIN HALL	WEST  I I 7
                         BLOOMINGTON, INDIANA 47401
                                                              TEL. NO. «12— 337-2650
                                         November 13,  1975
Mr.  Harlan Hirt
Chief,  Planning Branch
EPA Region V
230 South Dearborn
Chicago,  IL  60604

Dear Mr.  Hirt:

     You  recently received a letter from several members  of the Bloomington,
Indiana,  Utilities Service Board expressing their concern with the delays  and
costs associated with the preparation of the Environmental  Impact  Statement
for our wastewater treatment plant.   We want to make it clear that this
position  is not supported by all members of the board.  The initial request
for an  EIS was  made by the Utilities Service Board knowing  full well that
costs and delays would be incurred.   To now make an issue of the dollar costs
can only  serve  to thwart  the reasons for the initial request.

     The  location of  the  wastewater treatment plant has been a controversial
issue in  our community for several  years and has remained so despite extended
public  discussions.   Both economic  and ecological concerns  were expressed.
In  our  nation's past,  decisions  of  major importance were  often based on
economic  considerations alone.   The Environmental Impact  Statement insures
that both economic and ecological factors are considered  in decisions involving
public  funds.   A proper balance  between these factors is  necessary if,  in
the future,  we  are to sustain the quality of life we enjoy  and preserve the
land we occupy.

     We appreciate the work that EPA is doing on this project  and  the respon-
sibility  that is assumed  when preparing an  EIS.   A hastily-prepared statement
would not be adequate.  To dismiss  the concerns  of any  segment of  the community
would not be proper.   The time required for careful preparation of the EIS
will be only a  small  fraction of the time that we must  live with the actions
that are  to  be  taken.

                                         Sincerely yours,
             David L. Dilcher           Hugh J. Martin
             Member, Utilities Service  Member, Utilities Service Board
                Board                   Department of Physics
             Dept. of Plant Sciences    Indiana University
             Indiana University         Bloomington, Indiana
             Bloomington, IN 47401      47401

DLD/HJM:mlc                             6~21
Copies to: Senators Bayh, Hartke; Representatives Meyer, Hamilton

-------
 Tc  lal environmer  t



 Veal'  economics

                    By DON JORDAN
                      H-T Outdoor Editor
   Environmental protection is coming under fire from all quarters
 of business and industry these days with critics beating the same
 drum with the same tune that protecting the environment costs too
 much.
   Part of the difficulty environmentalists have in countering these
 charges is that the large majority of business-oriented individuals
 put price tags on everything. But how do you put a price tag on the
 environment?
   Many enviornmental thinkers point to the what they call "ex-
 ternalities" of continued growth without environmental concerns
 figured.
   LYNTON K. CALDWELL, lU's environmental  and political
 science  leader, is fond of pointing out  these externalities of ex-
 pansion when the total environment is not considered.
   When William Cook of the  Bloomington Utilities Service Board
 recently  blasted  an environmental  impact  statement  being
 prepared by the U S. Environmental Protection Agency, he in-
• sisted that economics is part of the the environment.
   Environmentalists accept that argument, but Cook went one step
' farther, claiming that economic considerations must always come
 first, then environmental protection is fine.
   But what about those e> ternalities?
   Dollar  figures can be placed on providing schools, streets,
 sewers, water lines, sidewalks, transportation. These factors must
 also be considered as part of the environment, and all have large
 price tags afixed. And, when all of these environmental factors are
. included, costs incurred  by  government in drawing up  impact
 statements fade in comparison.
 ,'  COOK CLAIMED THE IMPACT statement for the new south
- sewage  plant will end up costing millions. But what will be the
 ultimate cost to the citizens of Bloomington and Monroe County if
 an environmental mistake is made in selecting the site  for the
 plant?
i   Utilities Director Gary  Kent has pointed out  that when new
 service areas are picked up by the city, funds used to purchase the
 utility lines from developers come from utility revenues.
   In other words, all customers served by the utility end up paying
 for new service. Such practices result in millions of dollars over
 long periods of time.                                     i
   Likewise, when new utility services like the new sewage plant are
 built, it is the customers v/ho always end up paying the bills. Utility
 rate increases result and tax increases are eventually needed to
 provide those myriad other services demanded by new residents.
 Tax base increases seldom provide increased income over the long
 run when new services must be maintained into infinity.
   BY NARROWLY DEFINING the environment, business and
 industry leaders detail economic considerations and seldom talk
 about the environment as a whole.
   Who asks about the environment of Bloomington and Monroe
 County as a whole — not just that narrow economic spectrum?
   Unfortunately, the asking of that question is in this area left in the
 hands of private citizens or environmental groups like Sassafras
 Audubon Society, Sierra Club, Izaak Walton League and  others.
 This is unfortunate, but necessary,  since government officials are
 many times not  sensitive to preserving the  environment that
 makes this area attractive.
   Claude Ferguson recently pointed out that he  likes this area and
 wouldn't move to a metropolitan area like New York or Washington
 for double his salary. Likewise, said Ferguson, his wife wouldn't
 leave her favorite turkey wood for any salary.
   PEOPLE HAVE MOVED to the Bloomington area because they
 like the total environment of the area. The sprawling forests and
 ridgelines provide a relief from the tensions of modern society.
    When considering economics as a part of the environment of this
 area, it would be good to wonder how far we can RO m changing it
 before people in other areas say: "I wouldn't take double my salary
 to move from here to someplace like southern Indiana."
    When those words are uttered is when the real economic crisis
 will hit southern Indiana
6-22

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November 3, 1975
Mr. Harlan D. Hirt
Chief, Planning Branch
U.S. E.P.A. Region V                    %
230 South Dearborn Street
Chicago, Illinois  60604

Dear Mr. Hirt:

At the dilution of the Utilities Service Board of the City of Bloomington,
Mr. Richard S. Peoples, Utilities Project Coordinator, in a letter of August
21, 1975, requested a summary of direct and indirect costs for the Environmental
Impact Statement that the Environmental Protection Agency is currently preparing
on our proposed wastewater treatment facility.   In your response to Mr. Peoples
of September 19, 1975, you state:  "Direct and  indirect costs associated with
the project will not be identified unless they  relate specifically to the cost
effective analysis required under P.L.  92-50Q."

As you are well aware, the Environmental Protection Agency has requested a
great quantity of information from the  Bloomington Utilities Department, the
consulting engineers Black & Veatch, and other  interested parties.  To our
knowledge all of this information has been provided with willingness; nothing has
been withheld or refused.  Since the direct and indirect costs of the Environment"!
Impact Statement are a genuine concern  of local residents,  we feel that the
Utilities Service Board's request for this information from the Environmental
Protection Agency is both legitimate and reasonable.  Your response to Mr.
Peoples' letter, however, seems to indicate that the Environmental Protection
Agency does not believe that the people of Bloomington have the right to know
this information.  As citizens of Bloomington who are very interested in this
project and as federal taxpayers who are concerned with the total environment
and economic costs of the new wastewater treatment facility, we respectfully
disagree.

When a study such as an Environmental Impact Statement is undertaken, the cost
of the study is just as important as the other  data that is collected.  We feel
that the value and merits of an Environmental Impact Statement should be measured—•
at least in part—by the cost of collecting the information.  An Environmental
Impact Statement takes time; in this day, time, unfortunately, can be measured
by the rate of inflation.  Without knowing the  cost due to lost time, might not
the economic environment of an entire community be jeopardized?  Here in Bloomington,
for example, the possibility of a moratorium on growth in the southern drainage
area exists because the present wastewater treatment plant is overloaded and
antiquated.  Inflation since 1972 has increased the cost of Bloomington's proposed
                                         6-23

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Mr. Harlan D. Hirt
November 3, 1975
Page 2


wastewater facility from $27 million to $40 million.   This inflationary cost
increase suggests that each month used to study the environment costs $360,000.
We realize that it is impossible to place a price tag on the environment; however,
we believe that it would be in the best interests of  all people if the Environmental
Protection Agency would thoroughly review its Environmental Impact Statement
process, keeping in mind the economic ramifications of such studies.
                                        »
In our particular case here in Bloomington, we sincerely feel that withholding
this information about the direct and indirect costs  of the Environmental Impact
Statement seriously hampers the spirit of cooperation that the people of this
community have attempted to foster between themselves and the Environmental
Protection Agency.  With this in mind, we once again request that the Environmental
Protection Agency provide us with a statement that details the costs related to
the Environmental Impact Statement currently being conducted on Bloomington's
proposed wastewater treatment facility.

Sincerely,
 rajh

 cc:  Senator  Birch  Bayh
      Senator  Vance  Hartke
      Congressman John Myers
      Congressman Lee Hamilton
                                          6-24

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 OOK  INCOKl'OKAl'ED
                                                              '131975
November 3, 1975
The Honorable John Myers
103 Cannon House Office Building
Washington, DC  20510

Dear Mr. Myers:

The Utilities Service Board of the City of Bloomington recently requested  the
Environmental Protection Agency to provide information concerning the direct and
indirect^yosts of the Environmental Impact Statement that EPA is currently
preparing on Bloomington's proposed vastewater  treatment facility.   (See the
attached letter  of August 21, 1975, from Utilities Project Coordinator Richard
S. Peoples.)  As you can see from Mr. Ilarlan Hirt's response of September  19,
1975, which is also attached, EPA does not seem disposed to divulge this infor-
mation, which we feel should be a matter of public record.

As citizens of Bloomington who are very interested in this project  and as  federal
taxpayers who are concerned with the total environmental and economic costs of
the new wastewater treatment facility, we sincerely believe we have the right
to know what the direct and indirect costs of the Environmental Impact Statement
will be.  As one of our elected federal representatives, we would appreciate
it if you would  look into this matter to help us secure this information.
Sincerely,
mjh

Enclosures

cc:  Mr.  Harlan Hirt
                                    6-25

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                  CITY OF BLDDMINGTDN  UTILITIES

                                   P. 0. BOX 1216

                             BLODMINGTDN, INDIANA 474D1
                                TELEPHONE AC 8)2 339-2261

                                 August  12, 1975
Dale Luecht
Planning
U.S.  E.P.A.   Region V
230 South  Dearborn
Chicago, Illinois  60604

Dear Mr. Luecht:

Attached are  the position papers for the individual  Utilities
Service  Board members concerning the improvement program as
outlined in the Bloomington South Facilities Program.

I must apologize for the delay in getting this document to you
as the positions were presented by the Board at the  June 3,  1975
Utilities  Service Board meeting.

If you have further questions for the Board or need  clarification,
please direct your questions to me and I will  see that they  are
transmitted to the Board.

                         Sincerely,
                         Gary R. Kent
                         Director of Utilities
GRK/ses
cc: James  R.  Quin,  Gilbert Associates, Inc
    Utilities Service Board members
                                                BRANCH - **>»
                                         FILE NO~
                           6-26

-------
                        UTILITIES SERVICE BOARD

                             JUNE 3, 1975
The Utilities Service Board members gave the following recommendations
as to site alternatives for the proposed treatment plant site:
DAVID DILCHER:  Dilcher affirmed his belief that Dillman Road is the best
site for the location of the proposed sewage treatment plant.  He stated
that this site best satisfies the needs of the City and the Region for
the following reasons:

     1.   It accomodates a gravity flow for the main lines and interceptors
         adaptable for picking up both City and Regional waste.

     2.   It is removed from residential areas and can be properly screened
         With proper county zoning,  residential development can  be
         -restricted.

     3.   It would provide a higher level  of treatment for the effluent.

     4.   It would provide a more constant and easily controlled  treatment
         because the two-stage plant planned for this site is less
         susceptible to upsets.

     5.   It would be less distruptive to  the Clear Creek Valley.

     6.   The Lake Monroe Region  could tie in,in total or in part.

     7.   The cost would be equivalent to  or less than the Salt Creek site
         in the long run considering the  lower operations and maintenance
         expense.

     8.   It would not encourage  stringer  type development along  a long
         outfall sewer and will  allow the development of city-centered
         facilities.

     9.   Space would be provided for expansion to 40 MGD.

    10.   It would best serve the Region by providing easy pick-up from the
         Smithville and Paynetown areas and it would not require such long
         interceptor sewers as the Salt Creek site.

    11.   There is the distinct possibility of a force main from  the south-
         west section of the Lake being extended up Clear Creek  Valley to
         Dillman Road.


                                     6-27

-------
                         UTILITIES SERVICE BOARD

                              JUNE 3, 1975
WILLIAM COOK:   Cook indicated that he accepts the Black & Veatch summary
that the Salt  Creek site is the most desirable.   The selected plan in-
cludes a gravity sewer from the existing South Plant along Clear Creek
to a 20 MGD plant at the Salt Creek site.

The selected proposal  is as described under Section Ten of the Facilities
Plan except that the initial  design flow is 20 MGD. This site is the most
desirable based on environmental concerns  and cost effectiveness.  In
addition, the  plan is  well  adapted to providing  service to the Lake
Monroe Region.   If service  were to be extended to the Lake Monroe Region
the selected plan would be  modified by the construction of a 5 MGD plant
addition approximately fifteen years after the initial start-up.

Availability of land is a great difference between the Salt Creek and
Dillman Road sites.  Unlimited land is available at the Salt Creek site
for disposal of wastes, composting, and future plant expansion.

The Salt Creek site could service Lake Monroe and also the southern
Monroe County area.  Since  we supply their water Cook feels we should
consider providing sewage treatment.  He feels that we must provide for
the future so that growth will take place in southern Monroe County. Cook
mentioned that in the Land  Suitability Study the southwest section is the
greatest portion of land available for any kind of development at Lake
Monroe.  Cook indicates disagreement with Dilcher as far as cost of
operation is concerned.  He stated there would be a $200,000 operations
savings on a year-to-year basis of operation at the Salt Creek site which
would result in lower sewer bills for residents.


JACK MARTIN:  Martin listed his reasons in support of the Dillman Road
site.  He feels that a higher degree of sewage treatment is offered by
the two-stage plant proposed for the location.  Because the effluent
discharged from Dillman Road eventually passes Salt Creek a higher degree
of treatment is indicated and with less impact for Salt Creek.

The main difference Martin sees between the  Dillman Road and Salt Creek
sites is that the Dillman Road site is the most cost effective for the
near future.  The arguments for Salt Creek are based upon predictions for
the distant future and projections about what will happen in different
areas of the City and the Lake Region.  Because construction costs for
Salt Creek are three million dollars more than for Dillman Road, Martin
feels it would take a great number of years  for Salt Creek to become more
                                        6-28

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                         UTILITIES SERVICE BOARD

                              JUNE 3, 1975
cost effective than Dillman Road.  The areas of clear cost differential
according to Martin are:  (1) the difference between the one-stage Salt
Creek plant and the two-stage Dillman Road plant, and (2) the difference
between the outfall sewer required by Salt Creek and a shorter sewer
required by Dillman Road.  If drying beds were constructed at Dillman
Road the sludge disposal costs would be about the same.   The degree of
treatment offered at Dillman Road would result in 97.5% removal of BOD
and suspended solids as opposed to 95.7% removal offered at Salt Creek.
The two-stage plant would employ additional people in the daily plant
operation.  Martin stated that the costs are based on a 20 MGD plant
flow which is a higher flow than has been projected for the first
twenty years.

Martin went on to state that he finds the question of a Regional plant
a rather difficult concept.  In looking at the argument that a central
plant is the most effective way to treat sewage, it seems unrealistic
that sewage must be moved so far to implement that concept.  In applying
this to our present situation, Martin stated that with the exception of
the southwest part of the Lake the Salt Creek site is relatively
inaccessible to the rest of the Region and Bloomington.   Martin indicated
that his belief was that perhaps a separate plant should be considered
for the southwest part of the Region.

Martin then outlined his uncertainties concerning the projections for the
Region.  He feels that looking at a 40 MGD plant to service a Bloomington
population of 200,000 is looking too far into the future.  He finds the
Region predictions troublesome for the fact that 1f the plant is built at
Salt Creek to service the Region and the projected growth fails to occur
then the plant will be serving a very small base of people. Martin stated
that Region growth predictions are based on:  (1) growth in a basically
rural  area projected to increase by 1007, (2) growth in the Lake Monroe
recreational areas is predicted to double, and (3) large growth of those
building developments around the Lake.  Martin disagrees with the rural
area growth stating that it would be difficult'to determine the high
density areas.  He concluded his remarks by restating his feelings that
the arguments for the Salt Creek site seem to be much more uncertain
and difficult to assess than arguments for Dillman Road.


RICHARD FEE:  Fee stated that as a result of ten years experience he feels
that the most suitable site is the one located as far downstream as possible
the Salt Creek site.   He indicated that the former sewage treatment plant
was located just two miles north of the present Winston  Thomas site so if
we are not to make the same mistake again we should move as far downstream
                                       6-29

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                         UTILITIES SERVICE BOARD

                              JUNE 3,  1975
as possible.   Fee feels that the Salt Creek site would be better suited
to meeting changing dilution requirements, sludge disposal  requirements,
and degree of treatment in future years.

In response to the argument that string-type development will  be
encouraged, Fee gave two reasons stating  why he feels this  will  not occur

     1.   The  pipe is neither in the flood plain nor inaccessible to
         normal development.

     2.   The  land around it is  not suitable for development.   There
         are  too many quarries  on the west and it is economically not
         feasible to build there.
ROBERT SCHMUHL:  Schmuhl  stated that he favors the Salt Creek site.
According to Schmuhl  initial  costs would be higher at Salt Creek but long
term operating and maintenance costs and the cost for equipment replace-
ment would be lower.

Schmuhl  feels that there  would be a greater expanse of available and
suitable land at Salt Creek.   This would be beneficial because more
efficient sludge disposal  and sufficient space for additional facilities
would be provided.  At Dillman Road there would be no room for construction
of additional facilities  if further advanced treatment processes were
mandated in the future.
AILEEN SCHALLER:  Schaller stated that because the total costs between
the Salt Creek and Dillman Road sites are not much different that cost
cannot be a basis for decision.

Although no permanent environmental  damage will  result from either site,
Schaller feels there are two areas of possible concern:  (1) the outfall
sewer, and (2) the Lake Monroe Region.  With careful  attention to
revegetation, long range damage will be prevented in the area of the out-
fall sewer.  As for damage to the Lake Monroe Region, the plant will not
be crucial to development but will instead be of use to the Region.

Regarding other environmental concerns, Schaller stated we must not over
look the aesthetic and odoriferous considerations.  She stated that the
plant should only be located along a major entry corridor to the City as
                                       6-30

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                        UTILITIES SERVICE BOARD

                             JUNE 3, 1975
a last resort.  The Dillman Road site would be on constant display, while
the Salt Creek site will use less of our dwindling energy year in and
year out.

Physical characteristics should also be considered in choosing a plant
site.   The plant should be located on level ground relatively free of
rock.   There should be adequate room for expansion and on-site sludge
disposal.  Undeveloped land should be available for a buffer zone. There
should be natural  screening of the plant.

In closing Schaller stated that the Salt Creek site meets all of the
preceding criteria while the Dillman Road site meets none.


Further discussion of the plant sites followed the Board members pre-
sentations.   Fee recognized additional  pluses for the Salt Creek site as
being  the lessened effects of an accident due to greater dilution possible.
He also mentioned  that the plant would  probably be resized down to 15 MGD
by the Environmental  Protection Agency.

Utilities personnel were then asked to  give their opinions as to the plant
site choice.  Director of Utilities Gary Kent stated that major consider-
ations should be the cost of operation  as far as local dollars are concerned,
the balance  of commodities in operation, the ability to serve the potential
growth and the plant layout.  He indicated that some costs are questionable
for both sites but he favors the Salt Creek site.  Utilities Treatment
Engineer Mike Phillips added that he felt the Salt Creek site was best from
the operating standpoint and Project Coordinator Rick Peoples concurred.

Fee moved, Schmuhl seconded a motion that the Salt Creek site be
recommended  to the Environmental Protection Agency as the site chosen by
members of the Utilities Service Board  and by Black & Veatch engineers to
be the most  suitable for the proposed treatment plant.  The vote was four
to two in favor of the Salt Creek site.
                                     6-31

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                                           . .iKONMENTAL PROTECTION AGtNl,
                                               RECEIVED
                                               JAN 21 1S76
                EVALUATION OF GILBERT REPO&^^GUBANOi.Region V
                                          "" e no.	
     A direct comparison between the Gilbert Report
and the Facilities Plan prepared by Black & Veatch  is
extremely difficult.  However, our preliminary review
reveals a number of areas where serious questions  exist.
Among these are:
          1.  On page 5-1, a misunderstanding  of the
     nitrogen, discharge requirements of the State  of
     Indiana is apparent.  On Clear Creek the  winter
     requirement should be 3.0 and not 6.5.  On Salt
     Creek the summer discharge should be 7.9  rather
     than 3.0.
          2.  The additional cost of facilities to
     provide second stage nitrification at Clear Creek
     sites is estimated on page 6-14 of the report  at
     $1,722,000.  It would seem that this second set
     of aeration, sedimentation and sludge handling
     facilities should cost about 20% of  the liquid
     treatment cost (page 6-14) or about  $3,400,000.
          3.  The cost of operating and maintaining a
     two stage nitrification plant on Clear Creek  is
     estimated at only 8% more than operating  a single
     stage nitrification plant at Salt Creek,  despite
     the fact that  the Salt Creek plant must nitrify
     only during the summer months while  a Clear Creek
     plant must nitrify  twelve months a year.
          4.  Either no  rock excavation is included
     or the  quantity of  rock  is seriously underestimated
     for the necessary channel relocations for Clear
     Creek sites.
                            6-32

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           EVALUATION OF GILBERT REPORT
                     PAGE TWO

     5.  The cost of the gravity sewer to  the  Salt
Creek site shown on page 36-A is over-estimated.
The price for all sewers larger than 42" in  diameter
is based on an over-sized pipe that is not needed to
carry the anticipated flow.  Current quotations  on
sewer pipe are from 20  to 35% less than those  used
for each pipe size.
     6.  In our experience, we have never  found  it
necessary to construct  and maintain a permanent  road
for vehicles along an outfall sewer.  (page  8-6)
     7.  On page 10-1,  the report states that  the
Salt Creek site is not  adequate to sustain land
application of sludge produced there.  A call  to
Joseph B. Farrell, Chief of the Ultimate Disposal
Section, of the Municipal Environmental Research
Laboratory, of the U.S. EPA in Cincinnati, revealed
that the formula used in the Gilbert Report  was  not
current.  Using the correct figures would  allow  about
2 1/2 times the sludge  loading proposed in the report.
     8.  The report states on page 10-20 that  the
costs for the recommended haul and application of
sludge from Dillman Road and Salt Creek sites  are
within 8% of each other, even though the sludge
application site is immediately across the creek from
the Salt Creek site, according to Plate 3.   In addition,
the report assumes that the owners of this property
will accept the sludge.
                         6-33

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                EVALUATION  OF  GILBERT  REPORT
                         PAGE  THREE
          9.   It Is  extremely  doubtful that  a new 15 mgd
     two  stage nitrification  treatment plant can be built
     on the Winston  Thomas  site west  of the  existing
     facilities as stated on  page  3-1.  In addition, the
     report reveals  a  lack  of  understanding  of the exist-
     ing  Winston Thomas  facility when  it refers to the
     obsolete, fixed-nozzle,  sprinkling filters as
     "Bio-filters."
          10.  The assumption  that  pumping 1.9 mgd north
     to the Blucher  Poole plant will  provide a less cost-
     ly treatment scheme than  handling it in its natural
     watershed.  (page 1-4)   It does  not consider the fact
     that the  Blucher  Poole plant  will have  to be upgraded
     to meet  substantially  the same  standards as discharges
     to Clear  Creek.
          11.  Page  31-A of  the report  discusses the need
     for  one  pump station to  serve Smithville while Plate
     3, illustrating this facility,  shows two.
          12.  The statements  in Section 5 to the effect
     that two  stage  nitrification  by  a plant on Clear Creek
     is,  per  se, superior to  single  stage nitrification on
     Salt Creek, suggests that it  is  considered that the
     State of  Indiana  has not  properly allocated waste
     loading  to the  streams of the State.
     If a detailed comparison between this Report and the
Facilities Plan would  be of value, we at Black & Veatch
respectfully  request that this Report be presented on a
basis comparable to  the Facilities Plan.
                           6-34

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Gilbert/Commonwealth  engineers and consultants

GILBERT ASSOCIATES, INC., P. 0. Box 1498, Reading, PA 19603/Tel 215 775-2600/Cable Gilasoc/Telex 836-431


                                     February 17, 1976


Mr. Dale  Luecht
U.S. Environmental Protection Agency
230 South Dearborn Street
Chicago,  IL.  60604

                               Re:   Bloomington, Ind.  E1S
                                     W.O. 06-7147-000

Dear Mr.  Luecht:

I am enclosing one original copy  of each of the following revised pages  for
the Bloomington Report.

        2-2        6-11       5-A          14-A          20-A
        2-3        6-12       6-A          15-A          29-A
        2-4        6-14       8-A          17-A          31-A
        5-1        3-A       12-A          18-A
        5-2        4-A       13-A          19-A

The changes made in these pages include some minor  typographical errors  we
found and also changes in some calculations as a result of our conversations
and the questions raised by Black and Veatch at the meeting on January 29.
The revisions indicate some changes in dollar amounts for various items, but
there is  no change in the ranking of alternatives.

The following are specific responses to the 12 comments made by Black and
Veatch at the meeting.

1.  Appropriate corrections have  been made in the report.

2.  Appropriate corrections have  been made in figures in light of Comment #1.

3.  The statement is essentially  correct.

4.  Based on  on-site investigation at the Dillman site, bedrock is at least
    ten feet  (10') below the surface in the area where the stream would  be
    relocated.  Rock excavation for stream re-location should be minimal.

5.  The over-sized pipes on which we based our estimates are shown in Appendix B,
    Plans 1 and 2, Black and Veatch Facilities Plan,  1974.  We did not under-
    take  any  new hydraulic calculations, but simply used the pipe sizes  shown on
    the Black and Veatch Plans.

6.  No permanent road is planned  along the outfall  sewer, and no costs for  juch a
    road  are  included in the calculations.  The statement referred to simply
    indicates that the line, and  manholes in particular, must be accessible.


        525 Lancaster Avenue, Reading, PA ' BOO Hill Avenue, Wyorrnabing, PA / Morgantown Road, Green Hills, Reading, PA 215 775-2600
              209 East Washington Avenue, Jackson, Ml 517 788-3000 / 80 Pine Street, New York, NY 212 422-3177

                                     6-35

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Gilbert Associates, Inc.                    U.S.  Environmental ~ rotection Agency
                                     Mr. Dale Luecht
                                     February 17,  1976
                                     Page  2
   7.   Source for our  figures  was  also  EPA in Cincinnati (Mr.  Kenneth Dotson) .

   8.   Although sludge application site is close to Salt Creek site,  highway
       distance to the sludge  application site is considerably greater than the
       straight line distance.

   9.   We agree that building  a new plant on the Winston Thomas Site  would be
       extremely difficult.  However,  the Black and Veatch plan (First Amendment)
       conceded that it would  be possible.

  10.   Dispite the need for  upgrading,  the North plant appears to be  grossly over-
       sized for the flow it is handling.  The increased flow from the South
       drainage area should  improve process efficiency.

  11.   We actually have assumed two pumping stations.

  12.   The comparison  is made  simply in the quality of the effluent.

  If you have any further questions, please give me a call.


                                      Very truly yours,

                                      GILBERT ASSOCIATES, INC.
                                      JAMES R. QUIN, P.E.
                                      Project Manager
                                      Environmental Division
  JRQ/nh
  Enclosures
                                     6-36

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              RECOMMENDATIONS OF THE


ENVIRONMENTAL QUALITY AND CONSERVATION COMMISSION


           ON THE SITING OF THE PROPOSED


    BLOOMINGTON SEWAGE TREATMENT FACILITIES
                   . PR!'1*' "ON
               R F r F '     n
          -LANiNL-
                  6-37

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        RECOMMENDATIONS OF THE ENVIRONMENTAL QUALITY
    AND CONSERVATION COMMISSION ON T!!C SITING OF THE PROPOSED
         BLOOMINGTON SEWAGE TREATMENT FACILITIES

1.  General  Background
     Almost since its inception during the spring of 1972 the Environ-
mental Quality and Conservation Commission (EQCC) has been studying
the environmental aspects of the placement of a new waste-water treat-
ment facility in southern Bloomington.  This is demonstrated by the
record of the EQCC meetings, whichis summarized in the Appendix.  The
EQCC has discussed the siting of the facilities during many civic
meetings, has supported several pertinent studies, and has participated
in studies carried out by other's.  We have presented recommendations
and relevant information to the citizens of Bloomington, to the Common
Council, to various members of the City Administration, and to State and
Federal officials.  Relying on these experiences and the understanding
we have gained from them, we present this report as our analyses of
the environmental factors associated with the siting of the proposed
facilities.
      From an environmental perspective, there are two major siting
options:  the proposed Salt Creek site and the alternative sites on
upper Clear Creek.  Possible alternative sites mentioned to date include
the present Winston Thomas site and sites on South Rogers Street, on
Dillman Road, and on  Ketcham Road.
                              6-38

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II.   Recommendations



     Based on their community involvement referred to above and on



their professional  expertise in such areas as physics, chemistry,  eco-



logy, and soil science, the members of the EQCC have unanimously con-



cluded that all  of the Clear Creek sites  are environmentally preferable



to the Salt Creek site.  Of the Clear Creek sites, the EQCC believes



that the total environmental impact of construction and operation  at



the Dillman Road site will  be the least.   Therefore, the EQCC recommends



that the treatment facility be placed at  the Dillman Road site.  This



report will present our reasons for this  recommendation;  first, the



environmental issues differentiating all  of the Clear Creek sites  from



Salt Creek; second, the environmental  and social  issues which differ-



entiate Dillman Road from Winston-Thomas  and South Rogers St.  There



are four main reasons for selection of a  Clear Creek Site:



     a.  The terrestrial  and aquatic destruction involved in running



         the outfall sewer to Salt Creek  will be avoided.



     b.  The level  of effluent quality from the Clear Creek sites  will



         be greater.
                          5


     c.  The Salt Creek site is within the floodplain of Salt Creek,



         directly below the spillway at the reservoir and located  on



         a soil  type known to be subject  to waterlogging. (Sso Soil Survey)



     d.  The possibility of adverse secondary effects of facilitated



         development at Lake Monroe because of placement at Salt Creek



         will be less severe.



The primary considerations differentiating Dillman Road from Winston



Thomas/St. Rogers St. are the adverse aesthetic impact of a wastewater



treatment facility placed in the more densely populated areas and  the
                               6-39

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social  impact of relocation of several  families living in a trailer
park on the proposed site.

III.  Comparison of the Environmental Effects of Clear Creek and
      Salt Creek Siting

A.  Outfall Sewer Effects
     Locating the waste-water treatment plant at the distant Salt
Creek site requires a long outfall sewer.  There are five alternative
sewer routes from Bloomington to that site:
     (1)  under Clear Creek;
     (2)  along Clear Creek, but higher upon the banks and slicing
          across the creek's bends;
     (3)  as in (2), but using a force main to cut across the broad
          westerly bend of the creek;
     (4)  along Clear Creek to the Ketcham Road area, then across the
          hills via a force main to lower Little Clear Creek, then
          south along Little Clear Creek and Clear Creek;
     (5)  as in (4), but to upper Little Clear Creek.
The proposed outfall sewers to the Ketcham Road and Dill man Road sites
follow  route (2) above, but for much shorter distances.  Both the South
Rogers  Street and Winston Thomas sites would require  9000 ft. force
mains running up the Clear Creek bed from the proposed southeast inter-
ceptor  sev;2r.   It should also be noted that, should the Lake Monroe
Regional  Waste  District decide to have its wastewater treated at a
Bloomington  Clear Creek facility, a force main running overland from
                                6-40

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from Smithville to the Clear Creek bed will  have to be built.
     Outfall sewer construction and maintenance will  have detrimental
environmental effects; the longer the sewer is, the worse these effects
will be.  These effects can result from earth-moving  during construction
and may also include permanent environmental damage caused by right-
of-way clearance and maintenance.  All of these effects are magnified  .
by the proximity of a natural area, Cedar Bluffs.  Following is a
more detailed consideration of these factors.
     The right-of-way for construction of sewer alternative (2), which
is the one recommended by Black & Veatch, is 100 feet wide and about
60,000 feet long.  An area of six million square feet will thus be
subjected to physical abuse.  A trench averaging twelve feet deep will
be dug down the length of this right-of-way.  Much of the 4.3 million
cubic feet of earth that will have to be removed is limestone, which
will have to be blasted out.  Some of this spoil will be bulldozed and
graded to level the right-of-way for maintenance access.  It is rather
difficult to believe that bulldozing and blasting on  this scale could
be done with an eye to "limiting environmental  disruption" (Black &
                          •>
Veatch, p. X-16).  It is more reasonable to believe that construction
activity will result in the destruction of much terrestrial and aquatic
wildlife habitat, in addition to impairing the stream's aesthetic value.
     Despite the promise to grade and reseed "as soon as practicable,"
it may work out that, considering the frequency of rain and flash-
flooding in the area, erosion may set in before vegetative cover does.
In the case of alternative (3), erosion may also result from unrevege-
tated sewer line easements in the hills above the creek.  In any case,
the resultant siltation of the stream could have an effect on the aquatic

                               6-41

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biota more permanent that  that  caused  by  sewer construction  itself.
     The EQCC also has  reservations  about the effects  of  the twenty-odd
creek crossings proposed under  alternatives  (1)  and  (2).  The provisions
for keeping the line from  being dug  up by the action of the  stream  are
not described in the Black & Veatch  report.  This  makes it impossible
to comment on them specifically except to hypothesize  that there  may
be permanent changes in the substrate  of  the creek which  could affect
stream biota, flow characteristics,  and aesthetics adversely.
     Though specific techniques for  right-of-way maintenance have not
been described by Black &  Veatch,  usual procedures involve defoliation
with herbicides.  This  would constitute a chronic  perturbation to the
immediate and neighboring  wildlife habitat as well as  a possible  source
of pollution from runoff.
     Another problem is the proximity  of  the Cedar Bluffs area to the
Clear Creek sewer route.   Sewer construction and maintenance could  affect
the integrity of this area through the resultant noise, dust, and impair-
ment.  While the sewer does not pass through the area, alternatives
place the line just across the  creek from it.  On  the  basis  of the  above
                          1
considerations, the EQCC recommends  that  the important potential  negative
environmental effects of the outfall sewer be minimized by minimizing
the length of the sewer, subject to  constraints  described below.
B.  Effluent Quality Effects
     The Salt Creek facility is to be  a one-stage  plant,  while current
state water quality standards require  that a Clear Creek  plant, because
of the low dilution capacity of the  receiving  stream,  be  a  two-stage
                              6-42

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plant.  A one-stage plant is somewhat more susceptible to rapid
changes in plant variables such as  water volume  than  a two-stage  plant.
Rapid changes in water volume do occur in the Bloomington area  during  the
summer.  It is conceivable that at  that time a one-stage  plant  could
discharge improperly treated effluent.
     More importantly, however, a one-stage plant  will be unable  to
discharge effluent of a quality high enough to meet the standards
currently required for 1983 by Public Law 92-500.   Yet the Black  &
Veatch study which judges the cost  effectiveness of the Salt  Creek
and Dillman Road sites to be similar assumes a one-stage  plant  at the
Salt Creek site.  The EQCC questions the rationale behind a twenty-
year cost effectiveness study predicated on water  quality standards that
will be superseded by more stringent ones after  only  five years.   Clearly,
with respect to present water quality standards, a Dillman Road plant
would be more cost effective than a Salt Creek plant, because the former
would discharge a higher quality effluent for the  same cost;  with respect
to future standards, a cost effectiveness study  would have to consider
fines the City might have to pay due to the emission  of an illegal
effluent by a Salt Creek plant.  The EQCC concludes that, environmentally,
and legally, a two-stage plant is better than a  one-stage plant and
that, economically, a two-stage plant at Dillman Road is  better than a
two-stage plant at Salt Creek.
     An added benefit of a Clear Creek site with the  relatively clean
effluent it is required to discharge is the potential recreational use
of Clear Creek as a canoe stream.  Such areas are  not abundant  around
Bloomington.  If the Salt Creek site is chosen,  the flow  in Clear Creek

                                 6-43

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will be too low to permit its use for this purpose.

C.  Hydrological Effects
     The proposed method of sludge disposal at the Salt Creek site is
subsurface soil injection over an area comprising most of the site.
During the spring rains of 1975, this area was heavily waterlogged.  The
EQCC cautions that sludge injection into land which is subject to
periodic leaching by rain water, and which abuts major receiving streams,
may result in periodic large influxes of nutrients, untreated heavy
metals, and other matter into the streams.  It should be noted that this
creek water is a water source for Bedford, only thirteen miles down-
stream.  These problems are not addressed in the facilities plan.
     These possible detrimental hydrological effects may be exacerbated
by  the location of the Salt Creek site within a 100-year flood plain.
Until flood-plain alterations potentially caused by the Lake Monroe
dam are known,  it would be wise to require that the facility's constr-
uction plans  include safeguards to prevent discharge, leakage, or
leaching of untreated wastes from the plant area into the creeks during
periods of high water.    1

D.  Secondary Effects of Unplanned Development in the Lake Monroe Area.
     Another  major concern of the EQCC is the possible adverse effect
on  the Lake Monroe area  resulting from development in the lake's
watershed  stimulated by  the  placement of  the  treatment facility at
Salt Creek.   We anticipate  this  facilitation  because, according to
          92-500
Public  Law /   development cannot occur without suitable wastewater
treatment.  While the dollar costs to Bloomington at  Dillman  Road or
                                6-44

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Salt Creek are similar, the cost toLMRWD*is much less  if the Bloom-
ington Plant is at Salt Creek.   The advantage of this Salt Creek  hookup
is that several existing sources of effluent will  be removed  from the
lake.  This is the main environmental  benefit of this arrangement.
This is balanced by the possibility that cheaper sewage treatment will
permit more rapid development than would otherwise occur.  In principle
the development of private living structures and even commercial  ones,
need not lead to the deterioration of the lake region,  providing  that
sufficient planning controls and enforcement procedures are established
and maintained.  No such planning structures and controls exist  in the
region at this time.  The Lake Monroe Land Suitability  Study  recently
carried out is not intended to guarantee the planning needed  in  the
area although it can serve as background for the development  of  such
a plan.  In view of this situation EQCC is evaluating potential  environ-
mental effects based on recent and current planning and construction
methods.
     The EQCC considers the primary functions of Lake Monroe  to  be
1)  flood control water impoundment, 2)  a recreational  resource,
3)  a major source of domestic water for the City of Bloomington  and its
environs.  It is the potential  deterioration of these functions  of the
lake with which we are concerned.  In  addition, much of the land  around
the lake presently has an undisturbed, natural  quality  which  is  important
in and of itself and also as it enhances the recreational  value  of the
whole region.
     Development without a regional land use plan and construction
 practice regulations  potentially could  detract  from the functions listed

 *Lnko Monroe ttcriional Waste District
                                   6-45

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above in the f61lowing ways:
     1)  Conversion of privately owned  natural  areas  into  develop-
ments which will  decrease the amount of natural  landscape  for aesthetic,
wildlife and recreational use.   This effect will  be concentrated in.
certain areas.
     2)  Improperly controlled  construction destroys  foliage and ground
cover, resulting in erosion,  increased  sedimentation  and potentially
decreased water quality.
     3)  Increased use of motor-driven  boats and motor vehicle traffic
on land will probably result  in increased amounts of oil-based products
and heavy metals entering the lake.
     4)  Motor boat traffic may result  in incre?sed shoreline erosion.
     5)  Unaesthetic construction on and around the lake's shoreline
will detract from the natural quality and recreational value of the
lake area.
     One very important variable which  must be considered in evaluating
possible development around Lake Monroe is the opinion of those people
who use the Lake.  Wise  (1975) has surveyed opinions of users and found
                          i
significant expressions in favor of preserving the semi-natural quality
of the area.  Most users prefer swimming, camping, and boat fishing as
recreational activities.  A substantial plurality favored fewe_r_ condo-
miniums and houses around Lake Monroe than presently exist.  Facilities
which  those interviewed did not desire included motels, sporting goods
stores, condominiums, houses, and boat ramps.  All but 3% found the
forest around the  lake attractive.  The attribute which people like best
is the beauty of_ the  lake.  The attributes liked least are the crowding
and  facilities.  EQCC's  conclusion about public opinion is that the type
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of development likely to be facilitated by placement of Bloomington's
sewage treatment plant at Lake Monroe (houses, condominiums, commercial)
is jjrecisely the type of development which Lake users do not want.
Further, such development might destroy those aspects of the Lake envir-
onment which the users appreciate the most (attractiveness, forests,
fishing) and exacerbate problems which they already perceive (crowding
and facilities).
     EQCC is concerned that the necessary regional  planning does not
exist to control such effects on the lake's primary functions as those
listed above.  We therefore believe that development should not be
facilitated by placement of the plant at Salt Creek.  We recognize  the
environmental value of removing present sources of effluent from the lake,
but are not certain that this value overweighs the other negative effects
which potentially might result.

E.  Summary
     The Salt Creek site will require a longer and thus more environ-
mentally disruptive outfall sewer than any of the Clear Creek sites.
A Clear Creek plant will produce effluent of higher quality than the
proposed Salt Creek plant, whose effluent will be outside legal limits
shortly after commencement of operation.  Hydrological  considerations
indicate that a Salt Creek plant may periodically cause stream pollution.
Finally, the Salt Creek site is more likely than a Clear Creek site to
lead to unplanned development in the Lake Monroe area,  with all the
environmental deterioration this, implies.  Because the  environmental
costs of the Salt Creek site are obviously much higher than those of
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the Dillman Road site, and because the economic costs are similar, the
Salt Creek site can be eliminated from further consideration.
IV.  Comparative Evaluation of jthe j^lear .Creek jrtes
     Differences among the impacts of the various Clear Creek sites on
the physical environment are minor compared with the difference in
impacts between any of the Clear Creek sites and the Salt Creek site.
The outfall sewer to the Dillman Road site would be a little longer
than the force main from the southeast interceptor to the Winston Thomas
or South Rogers Street sites, and the outfall sewer to the Ketcham
Road site will be a little longer still.  On the other hand, if the
new plant is not built at the Winston Thomas site, that site can be
converted to a park, though the South Rogers site would use part of the
present site and decrease the value of a park there.  Selection of the
Winston Thomas site may lead to better re-use of existing materials.
Thus, in terms of physical environmental impact, the only clear advan-
tage at this point is that of Dillman Road over Ketcham Road.  Given
its higher  economic costs, also the Ketcham Road site can be eliminated
from further consideration1.
     The major drawback to the present location seems to be the con-
struction disturbances and the possibility of increased odors in the
vicinity which is heavily populated, and the possible need to relocate
several households.  The Dillman  Road site is not presently densely
populated and for topographic  reasons dees not seem threatened by nearby
settlement. EQCC finds that, while all the Clear Creek sites seem
preferable  to Salt Creek, we would rank Dill man Road ahead of Winston
Thomas/S. Rogers St. primarily for social reasons.
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 V.  The Need for an_ Environmental  Impact Statement
     EQCC recommends that if the Salt Creek Site is selected,  EPA
should definitely prepare an EIS to investigate not only the points
made above but also many other specific points concerning possible
routes for the outfall sewer, the advisability of sub-surface  injection
as a means of sludge disposal, and specific treatment plans.  The issue
most difficult for us, as citizens, to predict and understand  about
the problem of site selection is the question of secondary impact of
development in the Lake Monroe Area.  EQCC recommends that, because  of
the complexity of this problem, major efforts should be made by EPA
to predict, evaluate and Suggest solutions to these secondary  impacts.
A list of points needing investigation in an EIS follows this  section.
Some members of EQCC believe that an EIS might be desireable irrespective
of which site is chosen and so points related to both sites are included
on the list.
1.  Environmental desirability of returning Clear Creek to its pre-
                          »
Winston Thomas flow level  in order to restore the original  biota;
comparative study of Little Clear Creek biota might be made to determine
if change has occurred.
2.  Extent of direct destruction of wildlife habitat by outfall  sewer
construction.

3.  Quantitative assessment of Clear Creek siltation which might be
caused by sewer construction; effect on Bedford drinking water.

4.  Extent of indirect environmental  degradation caused by outfall
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sewer construction  due  to  activities  by  the work  crew  such  as
driving equipment into  and out  of  right-of-way, parking  automobiles,
etc.
5.  Identification  of those areas  where  blasting  must  be done  and
assessment of the impact of the resulting  fallout and  noise on
nearby wildlife habitat and cultural  areas, e.g., Cedar  Bluffs,
Ketcham Road cemetery.
6.  Differentiation of sewage  treatment  alternatives with respect
to effluent quality, especially between  alternatives 2A  and 3A in
Facilities Plan; analysis  of economic-environmental  tradeoffs.
7.  Extent to which revegetation is  necessary following  sewer  con-
struction, how soon it must be done,  and how  likely  it is to be
successful, given the area's hydrology;  differentiation  between degrees
of erosion expected with  and without revegetation.
8.  Environmental impact  of overland sewer routing,  including  conside-
rations similar to those  given above for creek bed routing.  Judgment
on the advisability of building alternatives  3, 4, 5,  and LMRWD
Smithvilie-Clear Creek force main.
9.  Reevaluation of economic-environmental costs  of  outfall sewer alter-
natives for Salt Creek site, expecially with  respect to  alternatives
2 vs.  5A; analysis of environmental  tradeoffs of greater overland as
opposed to less creek bed routing for alternative 5A;  amount of eco-
nomic  difference LMRWD might fund as their share of  Little Clear Creek
sewer  to  have a plant on  Salt Creek instead of Clear Creek.
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10.  Description of biota of wildlife habitat to be destroyed  at
Ketcham Road and Salt Creek sites  and determination of its  rarity.
11.  Measures to be taken to ensure that  holding ponds,  etc.,  will
not be flooded.
12.  Environmental  assessment of possible landfill  and soil  injection
sites to determine  potential for water pollution due to  flooding or
leaching after rainfall.

13.  Comparisons of degrees of buffering  needed  and possible for various
sites and various treatment and disposal  methods to shield  local  residents
and visitors to  natural  and cultural  areas from  noise, odor, and ugli-
ness of sewage treatment.
14.  Assessment  of  tradeoffs between  biotic-geologic costs  and social
costs, the latter accruing from #13 above and from  forced relocations
at some of the sites.  (See also #23)
15.  Current aesthetic values of undeveloped sites.
                         >
16.  Comparative analyses of economies of land use  for various sewage
treatment and sludge disposal alternatives.
17.  Size of the work crew required for construction, where they will
commute from and what social costs they might impose on  the community.
18.  Social benefits with respect to reducing unemployment  of  con-
struction of plant.
                                  
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20.  Environmental  effects of travel  over, entry to, and exit from
right-of-way by maintenance crews.
21.  Precautions that must be taken to prevent the creek from digging
through to the sewer at crossing points; effects of these precautions
on biota and flow characteristics; impact of altered flow character-
istics on downstream creek ecosystem.
22.  Impact of possible herbicide use during right-of-way maintenance
on environment, both directly on biota and indirectly due to possible
water pollution this might cause.
23.  Surveys of local residents as to what impact they feel the Winston
Thomas plant and its proposed expansion or removal to South Rogers
Street has or will have on their lives; income distribution of resi-
dents so affected and assessment of their political power.
24.  Environmental benefits accruing to Clear Creek sites due to
potential recreational uses of Clear Creek resulting from maintaining
its  present flow level.
                          1
25.  Possibility that a regional plan should be a prerequisite for
selection of the Salt Creek site.
26.  Total environmental  analysis of the effects of unplanned development
around Lake Monroe facilitated by the Salt Creek site,  including  poten-
tial biotic, geologic, and social costs accruing from any destruction
of forest, degradation of the water  supply, and increase in  population
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density and potential  social  gains accruing from economic growth;
tradeoff analysis of these costs  and gains..
27.  Environmental  and economic costs and gains accruing from
sludge disposal  by means  of treating it and selling it as fertilizer.

28.  Determination of any upper "ceiling which geologic restrictions
may place on south-planning-area  population and deduction of largest
sewage treatment design capacity  that will ever be needed.

JCR/nan
                         Acknowledqements
     James Chiesa, S.P.E.A.  graduate  student, has permitted use of
portions of an unpublished manuscript as well as volunteering editorial
help.  The following report  was  cited in the text:
     Wise, Charles.  1975.  User preserences of policy alternatives:
        the case of recreational  user attitudes toward development
        and regulation at Lake Monroe,  Indiana.  School of Public and
        Environmental  Affairs Occasional Papers, No. 4.
    Soil Survey,  1973.   Interim Soil  Survey; Vol. 2,  Infornation
and Interpretation,  Bloonington, Indiana.   U. S. Department of
Agriculture, Soil  Conservation Service,  Purdue University.
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                         APPENDIX





     Brief synopsis of items discussed during Environmental




Quality and Conservation Commission meetings which pertain to




Lake Monroe, water quality,  and the sewage treatment plant.
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HISTORY OF ENVIRONMENTAL COMMISSION'S INVOLVEMENT WITH LAKE MONROE
                       Based on 1972 minutes

May 10 -- reported that Rod Crafts and Barbara Resile would travel to
Indianapolis to speak with John Cregor, an attorney who is the forenost
leading authority in the country on riparian rights, about the City's
power to control development in Lake Monroe,  The Water'Quality Commit-
tee wished to issue a warning about the possibility of Inland Steel
encroaching upon Lake Monroe and requested the Commission's support and
approval for enlisting the aid of other groups in the effort.  A motion
was made and approved that The Water Quality Committee should accumulate
as much factual information as they can before the next Commission
meeting with their suggestions as to what action the Commission can
take respecting Lake Monroe,

July 12 -- The resolution on Lake Monroe development was read and David
Docauer presented a background report on the resolution.   He said that
the resolution was^beginning step in seeking protection for Lake Monroe,
The vote was unanimous,  John Patton directed that the absent members be
polled to ensure a majority giving approval,

August 9 -— A motion made that: The Commission reques''- the City of Bloom-
ington to name a representative to sit in on the final hearing of the
Department of Natural Resources; to request from Inland Steel's attorney
a copy of the plans to be made available as soon as possible; and a
representative be named to appear at the hearing of the Stream Pollution
Control Board on Tuesday, August 15, 1972,  Whitehead offered an amendment'
asking that Inland Steel give the plans of their development  within the
drainage basin of Lake Monroe and that they also name a representative
to come before the Commission to discuss the development.   The motion and
amendment were approved unanimously,

October 11 -• Dick Hilliker, Representative of Inland S-lael Development
Corp., presented maps, gave a report on a proposed development around
Lake Monroe and discussed the development proposal with the Commission
and the audience,  A Water Quality Committee report submitted by Docauer
was accepted, Donald Itoitehead and David Docauer agreed to write a
letter to the Stream Pollution Control Board and the University on
behalf of the Commission  stating their views on the ISDC's plans.

November 8 -- Ted Najam, Administrative Assistant to the Mayor, read
a statement from the Office of the Mayor concerning the proposed Position
Paper prepared by David Docauer and Donald Whitehead on land development
around Lake Monroe; the present state of Lake Monroe and a projection
of its future in relation to presently proposed developments and future
developments.  The statement basically said that the Commission should
not make such statements without making it clear that it is not necessarily the
position of the City and "A statement of this kind with such broad
ramifications should be made only after there has been broad partici-
pation by all those City departments and commissions which have something
to contribute,"  Discussion followed, and some changes were made on
the position paper.  The paper was approved.  It was decided that Don
Whitehead would represent the Commission before the Common Council,

December 13 — Donald Whitehead reported that the Common Council passed
a resolution accepting and concurring in the Commission's Position Paper,
Bron added that at the enrl of the discussion a suggestion was made by
Council President ChaMotte Zietlow for the formation of a body to look

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into the ecological factors that concern the lake and the long range
view.  Chairman Patton would contact Zietlow to request that the
Commission be included in such a body if it was not already constituted.
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   SUMMARY OF ENVIRONMENTAL COMMISSION'S INVOLVEMENT UITII LAKE MONROE
                           Based on 1973 minutes

January 10 — The Commission's draft statement on the Black and Veatch report
was presented.  In the discussion that followed, it was brought out that there
would be federal funding but the City does not require an impact statement.
Dave Rogcrs(President of the Board of Works)  said lie worked with the Black and
Veatch Report and thought the comments of the statement appropriate.  On finding
Number two (Monroe Reservoir) he felt the comments were well taken, but said
that Black and Veatch were .only asked to do a bare hones study so the report
does not take into account the impact of increased development.  The construc-
tion of waste water facilities would of necessity require federal grants, which
would in turn require an impact study, though that study would be directed
primarily toward alerting the public rather than binding any specific agen cy
to a set course of action.  Mr. Rogers said also that Lake Monroe Reservoir would
not provide all of Bloomington's future water need.  The city plans to continue
to develop dependencies on Griffey Creek-Bean Blossom, though  dependence on
Lake Monroe would continue to be very important.  He added that the state makes
a good profit from the city of Bloomington bv providing the water from the
Lake Monroe Reservoir and that the state owed the city considerable consideration
in protecting the security of that  water supply.
Barbara Heise asked if Mr. Rogers thought the tertiary treatment facilities
should be funded immediately.  He acknowledged the need and said the city would
file for both federal and local funds, but he warned that the costs would be
astronomical.  Mr. Spencer asked whether effluent from the .treatment plant was
delivered to Salt Creek below the dan, and whether any study had been made on
plans to deliver processed water in the same area where the sewage system is
proposed.  Mr. Rogers said that the sewage plant was in one of the areas which
the Public Service Commission had currently given to one of the rural water
corporations and that the outflow main that goes down through Clear Creek actually
goes through a no man's land where there is currently no allocation of responsi-
bility.  Mr. Bron asked about future additional water sources besides Lake Monroe
Rogers said that Griffey Creek-Bean Blossom was not delivering the high quality
water it could if the treatment system were improved.  He expected that once
improved, the city could receive good water from it at a price below that the
city is paying to the state for water from Lake Monroe.  Mr. Eron asked what
population was projected by tTiat plan and Mr. Rogers answered that it ought to
be done just on the basis of present population because of the high price the
city is paying for Lake Monroe water.  To meet projected need both systems would
have to be improved, and the plant on Lake Monroe doubled.  Mr Bron said it was
his personal feeling that, in view of the high taxes to be paid by city
residents^ it was not unreasonable to ask that whatever development occurs be
controlled so that it doesn't damage the lake.  My Rogers answered that he
didn't think there was any conflict with that, but he was not sure whether the
government had the current ability to control development.  Barbara Heise asked
if it wasr.'t true that the city has virtually no control over development.  Mr.
Rogers responded affirmatively saying the city really could only make hopeful
statements.
Mr. Docauer spoke about the Griffey Creek Reservoir saying that it has good
quality water because it is well forested, but the quantity is insufficient.
He had little personal knowledge of Bean Blossom, but had hoard it was very
turbid and hard to process.  He doubted if it would serve if the population
increased.  lie said some of the mistaken in the Black and V'oatch Report had
not been corrected.  His comments were: I. That nil growth projected in the
report until 1980 occurring within Bloomington was unlikely—much should occur
outside the city.  2. That more growth would occur in the city than in the
count}' was also unlikely.  3. The overloaded south, plant was denignod for
7,000,000 gallons whereas before the Commission war. told 10,000,000.

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4. The tertiary treatment facilities need to be placed now.   Sometimes tertiary
lagoons cause problems--high algae growth causes secondary pollution.   No sure
method exists to remove the algae by sedimentation a.id the city ought  to con-
sider this.  In response to Barbara Heise's question as to whether tertiary
lagoons were the method of tertiary treatment now in use, Mr, Docauer  said
there were other methods (electrolysis, chemicals) depending on the purpose of
the tertiary treatment.
Chairman Patton suggested an amendment to the wording of the statement of the
effect that "all future additional water needs must come from Monroe Reservoir"
be changed to "and much of the foreseeable future additional water nee.d of
Bloomington must come from the Monroe Reservoir,"  The motion was accepted and
the amendment adopted,

February 14 — George Walkenshaw, of the City's Utilities Department,  spoke
about the problems facing the City's other sources of vrater, Lake Lemon and
Lake Griffey,  He pointed out that the City was never able to utilise  fully_
Lake Lemon water because it has_;to flow down a creek ten miles before  it is
collected and repiznped to the Griffey Water Treatment Plant, a facility which
was never designed to treat a water with a high turbidity content.  Thus, in
the past year the city has only been able to use vtater taken directly  out of the
Griffey Reservoir,  Me mentioned that water from Lake Monr.oe was costing the
city about three million dollars a day.  It would be Black and Veatch's
recommendation to expand and remodel the Griffey Water Treatment Plant so that
the water from Lake Lemon could be fully utilized.  This would involve extensive
settling and floculation facilities because of the sludge problem.  He knew of
no perfect solution to the devatering of alum plant sludge, but said,  the City
is presently constructing some pave drying beds from which the sludge  could
be scraped after it has been dried by mechanical equipment, then hauled off
and buried in lane! fills,  Oficr methods arc under investigation.  Other
problems included storn water entering the South Sanitary Treatment Plant, and
the plant is a dry ditch situation allowing little oxidation of the organic
material in the stream thereby causing odor.  He then spoKe on solutions and a
discussion followed.
     The Water Quality Committee introduced a resolution to support the Lake
Shore Protection Bill now in the state legislature.  The Bill would give the
Natural Resources Commission the right to review all development within two
miles of state owned or managed reservoirs,  Docauer remarked that the purpose
of the Bill was to make the N.RC into a kind of Plan Commission for the lake
which would examine all aspects of planning.  The Stream Pollution Control
Board presently hasn't the power to do this and neither does the NRC,   Cor-
poration-owned land within the Monroe watershed is about 33OO acres, all but
about 600 acres inside the two mile area.  The Bill gives the NRC
power to make decisions which it previously was not able to make,

March 21 —Barbara Restle of the Water Quality Committee, presented a prelimi-
nary report on a sedimentation survey of Lake Monroe,  Since the area is under-
going rapid change, it is necessary to start now to-obtain accurate records of
the sedimentation rate, which is thought by the Army Corp of Engineers to have
a worse effect on a reservoir than sewage or industrial pollution.  The Corp nay
not survey Lake Monroe for 4 to 5 years and the only soil surveys of the area
now are based on a 1922 study,  A recconnaissance study of the Lake is in order,
now to determine roughly what the rate might be, ejspecifelly since the original
surveys were made with no projected change in the land use around the reservoir,
A motion was made for the Commission "to encourage the City to take cooperative
action with the county as soon as possible to get the Corps of Engineers to
make a recconnaissance sedimentation study of Lake Monroe at its earliest pos-
sible opportunity in view of the probable effects of the proposed developments
around the lake,"

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May 9 — Barbara Hcise reminded the Commission of the positicr  "'    *  taken
last year, that in the absence of good regional planning,  massive  development
around Lake Monroe was unwarranted.  Since that time, Inland Steel has been
given its nearly final approval to build,   Heise noted that the county zoning
ordinance would be having public hearings  during the summer and urged  Commis-
sioners to attend these meetings to defend tighter controls for the two mile
fringe.  Jan Biar.chi indicated that a representative of the Army Corps of
Engineers had indicated that the Corps may not be favorably disposed to issuing
a permit to Inland.

June 13 —-A letter fro:n the Army Corps of  Engineers said that the  Corps planned
to resurvey the Lake, completing the other range installations, in 1977.  In
the meantime a preliminary survey would be conducted and the results would be
communicated to the City.  The letter added that the Corps did not fear a
potential reduction of the lifespan of the lal;e due to sedimentation even
though studies of otl.cr reservoirs indicate that initial projections of that rate
are incorrect.  Dianchi suggested, in light of Senator Bayh's recent disapproval
of the Indianapolis Reservoir project, that the Commission could exercise a lit-
tle more force in pursuit of a survey.  More pressure could be brought to bear
upon the Corps at least to get a study on  track for 1977«   Bron argued that
l')77 niay well be too late because the developnent around the Lake  appears to be
iminent.  Heise asked what results could be expected from a preliminary survey.
In response Barbara Restle, new chairwoman of the Water Quality Committee,
indicated that such a survey would probably be quite trivial.  A comprehensive
survey is quite complex and must give an indication of where the sedimentation
is coming from, not just iiow much deposition there is.  Such information would
be necessary in order to design sedimentation basins to protect the reservoir
from further sedimentation.  Responding to a question of the cost  of such a
study, Fix estimated around $20,OOO.  He thought the Commission . should
ascertain the estimate cost and then go directly to Washington for the appro-
priation.  Bron agreed that the City has much to lose should it not pursue this
course.  Patton proposed that the Commission take initial  steps to carry out
Fix's proposal by seeking a cost estimate.
     The Environmental Commission has been asked by the Plan Staff, to appoint
a member to attend meetings at Purdue on the ramifications and possible uses of
the information gathered by the Skylab experiments over Lake Monroe.
     Bianchi reported that Inland Steel Ifad still not accepted the restric-
tions placed upon them by the Stream Pollution Control Board and were  not on
the agenda for the June meeting.  In another development,  the proposed county
zoning ordinance has been amended to provide that no development visible from
the shores of Lake Monroe would be permitted, and to require drainage  and
erosion controls around the lake.  This amendment will be discussed June 14,
and could use the support of all Commissioners.  Bron added that the Forest
Service had also decided to deny permits to cross Forest Service land  with
utility pipelines until a regional plan is devised.  Heise pointed out that this
would have particular significance for Granves-Monroe and Inland Steel.

July 11 — Assistant City Planner, Stu Reller, and Dr. David Frey  reported on
the Lake Monree-Skylab project and its possible ramifications for  environ-
mental concerns.
     Bianchi reported that the estimated cost of a sedimentation survey of
Lake Monroe is $24,000 for a resurvey of the existing ranges» and  320,000
to complete the range installations.  The  Corps said its preliminary study
scheduled for July should give a reasonable indication of the sediment in the
project now.  In light of Barbara Restle's opinion that it is noro important to
know where the sediment is coning from, such a preliminary study would pro-    •
bably not help much, added Dianchi,  She pointed out that Sen. Bayh sits on
tli o *™>r»prifttion3.CoBinittee and could be  contacted for help in this matter.

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The initial response from the Mayor's office,  she reported,  was a willingness
to pursue the request in Washington,  asking that the appropriations be made now,
rather than in 1977»

September 12 — Ted Najam discussed the letter, sent to Birch Bayh, concerning
a sedimentation study of Lake Monroe.  He explained that an  earlier letter
had been sent to the Louisville District Army Corp of Engineers in reference
to the study.  Their reply was that they could give only a quick visual esti-
mate at this time, but that funds for an in-depth study would not be available
until 1977.  Sen. Bayh explained that the 197^ appropriations bill for the Corps
has already been passed by Congress arid therefore it is impossible to amend
it for such a large amount.  He expressed his desire to work with the City in
getting appropriations for this stxidy during the next funding session.  This
would make the study possible 2 to 3 years earlier than predicted and in
this sense he was encouraging.
     In reference to the Department of Utilities' proposal to close Lake Lemon
as a water supply, Marcia Gelpe replied that the Water Quality Committee has
begun to look into the proposal and tactics that could be used to clean up
Lake Lemon.  They expressed their feeling to the City's Utilities Board.  The
reasons for closing have to do with estimates of renovating  the facility
compared to the cost of Lake Monroe, volume of water and the plant.  Patton
cc nmented that several investigations are taking place, one  of which is a
sedimentation report and he assumed the decision won't be made until the
information is in.

October  1O  —  The Water Qua.1 i ty Corrnitteo has  been  studying the Toblen of
spills of  raw  sewage  into  Salt Creek  from the  Nashville Sewage Plant and sent
a letter to the  County Commissioners  of Brown  County asking that  a  joint
meeting be  set up to  discuss  the  source of the problem as well as possible
solutions.  The  Commission agreed to  send  a letter  to the Brown County Com-
missioners  endorsing  the  idea of  a joint meeting and asking to be kept informed
on the progress  on  solving the problem.

November 14 — Dennis King presented  a report  concerning the meeting of the
Lake Monroe Regional..Waste District  Doard and  City  Utilities Service Board
and a request  of the  Water Quality Committee submitted  for  an  additional
hearing  on an  environmental  assessment hearing to determine the environmental
 effects  of the regional  sewer treatment plant  that  is goir-g to be constructed
by the City Utilities Service Board  and of the diversion system that will be
 put in by  the  LMUWD3.   The Water  Quality Committee  said that the  LMRWDB had
not filed  any  information prior to the meeting in conjucction  with  regulations
 that the EPA has stated and  therefore did not  give  the  public  a 30-day notice
 to study the information.  The outcome of a request that they  hold another
 meeting  was a  letter which indicated that  another meeting would not be held,
 but they would put  some  information  on  file and  answer  questions,  if  there
 are any.   A motion  was  made  by the Environmental Commission and approved   that
 a hearing  be held at the regular  December  Environmental Commission meeting with
 the Utilities  Service Board  and their engineers  answering questions from  the
 Commission and the  public.  In addition,  the LMRWBD and the Monroe County  Plan
 Commission were  requested to attend.   Barbara  Restle stressed  the interrela-
 tedness  of these two projects in  the Water Quality  Committee report.

 December 12 -- see  attached  minutes.
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      HISTORY OF ENVIRONMENTAL COMMISSION'S INVOLVEMENT WITH LAKE MONROE
                              Based on 19?4 minutes

February 13 — Barbara Resile read . the minutes of the last Water Quality
monthly meeting.  In short, it said there was concern on the part of many members
that an environmental impact statement should be requested by the committee
that would deal with the effects of the nev sewage plant in greater detail.  A
working subcommittee was formed to study the assessment hearings held by the
USB.  It was hoped that this subcommittee would reach a conclusion on the course
of action the Water Quality Committee should pursue.   No questions or comments
were added.
Restle presented to the Commission a summary of the considerations from the sub-
committee.  She said the summary was by no means complete.  The two considera-
tions presented were in the areas of population data projections for Monroe
County and problems with the treatment plant site and outfall sewer,  Patton
recommended that these comments, if approved by the Commission, should become
part of the December 12^ meeting,  Restle agreed but added that more considera-
tions than these two are being questioned.  Restle stated that, although
the population data appears complete in the assessment it is not.  Dennis King
explained that one of the first considerations to be included in an assessment
is a description of the effect of population distribution concentration on any
growth that might occur if the project is undertaken.  He said that, with that
in uind, the subcommittee went through the Infiltration and Inflow Study and
the hearing record for the October 25- environmental assessment hearing and
the December 12^ information meeting to determine what RSH Associates had done
in regard to population projections.  King said his impression was that the
statistics used in the assessment had projections to 1980-1990 based on the
census of 1950-1960.  If it is based on these years there would be no influence
from the lake on the extraurban area because the lake was not constructed
until 1963*  King said that the alternatives to the temporary plant site were
not mentioned \/ith regards to growth in different volumes and directions.  He
said the Water Quality Committee is recommending further study.  Heise asked
if the Water Quality Committee was asking for an environmental impact statement.
King replied that at this time they are not asking £tir an environmental impact
statement but only trying to point out subjects that are not adequately investi-
gated,  Patton summed up King's comments by saying that the population projection
studies are not adequate and the effect of the waste water disposal plant on
changes in population have not been assessed at all.   King's final comment pointed
out that if the population projections have not been adequately looked into
one can not design capacity of a plant properly,  A copy of these questions will
be sent to the USD and EPA administrators.  The Commission voted unanimously to
forward them.
Jim Perro reported that at the last monthly meeting of the Water Quality commit-
tee another working group was formed composed of Jim Pros, David Docauer, and
himself.  This working group will investigate the effects of construction
activities around Lake Monroe with regards to water run-off.  The second major
project the working group is considering is one concerning Lake Lenon.  This
would involve sampling the shoreling during a rainy period to measure runoff.

April 10 -- Jim Ferro said the water sampling project which is being planned to
test the quality of the run-off in the Lake Monroe watershed is being organized
and should be underway soon.

September 11 -- An ad hoc committee consisting of Rick Peoples, Dave Parkhurst,
Rick Darby, and Barbara Heise agreed to study the USD report on the Long Range
Plan Water Supply and Distribution Facilities for Dloonington, IN,
Rick Darby gave his report on Lako Vonroe.  This report concerned the legal
standing; how can a reservoir outside of the city boundaries be controlled and
what is the relationship of the Commission to that lake, and whether there is

                                     6-61

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anything the Commission can look into  other than water  quality itself.

September 25 — Barbara nestle said that  interests in the Water Quality Committee
are too broad.  There are legal problems,  bacteriological problems,  limnological
problems, sedimentary problems, and more.   The  committee needs to form  subcommit-
tees and she asked for suggestions  on  restructuring.

November 13 ~ Rick Darby gave a report on Lake Monroe.   He  said that Lake
Monroe is a large interest requiring tremendous work.   There is no way  one
person can provide the Commission with enough information for the Commission
to feel it is in control with  the situation.  He has  therefore arranged with
Professor White in the Law School for  students  to receive credit for participa-
ting in a project designed to  prepare  a paper or pamphlet which would ade-
quately describe the jurisdiction of various governmental bodies over Lake
Monroe, interaction and jurisdiction between this commission and the City,
of "Bloomington in those various bodies and the  rights
                              generally given to individuals in Indiana in the
Environmental field.  Rick feels with  this help,  by the  first of the year, a
comprehensive and fairly clear statement  of exactly where the Commission stands
can be provided.  He then went on to state the  legal  proceedure the  Commission
would have to go through if it was  to  take action and suggestions the Commission
should consider.  Walter Bron  asked if Rick had a specific group in  mind other
than Water Quality.  Rick said no.   Rick  Peoples gave a  report on the status
of the Water Quality Committee.  The first meeting was held.   Only four people
showed up but only one was interested  in  participation.
                                       6-62

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          CITY    OF    BLOOMING
TON/
          PO BOX  100, MUNICIPAL BLDG., BLOOMINGTON,  INDIANA 47401


                                                          'Environmental Commission
June 5, 1975
Mr. Harlan D. Hirt
Chief, Planning Branch
United States Environmental
   Protection Agency, Region V
230 South Dearborn Street
Chicago, Illinois  60604
Dear Mr. Hirt:

The Environnental Quality and Conservation Commission qf
Bloominnton would like to ammend its "Recommendations of the
Environmental Quality and Conservation Commission on the Siting
of the Proposer! Bloomington Sewage Treatment Facilities."  The
report has been sent to you within the past week.

The anendment takes the form of clarification of some pf the
points made in the original "Recommendations11 and additional
points which we raise in the hope that they will be addressed
in the forthcoming Environmental Impact Statement.  These addi-
tional iter.is stem primarily from the discussions which occurred
during the Environmental Assessment Hearing held in Bloomington
on May P9.

The amendment is enclosed.

Sincerely yours,
W. E. Bron, Chairman
Blooninnton "environmental  Quality
and Conservation Commission

•..T.B/1!-
                               6-63

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               Amendment to the "Recommendations of the




       2nvii ronnental Quality and Conservation Commission (EQCC)




                     on the Siting of the Proposed




               D]oomington Sewage Treatment Facilities"










1.   Comparison of the Effluent Quality Effects between the Salt Creek




     Site and Any of the Clear Creek Sites.







     Discussion during the May 29, 1975 Environmental Assessment Tearing




     brought out the point that current requirements on effluent, based




     on the dilution capacity of the receiving stream, may not  (or  nay)




     be changed in the future to meet the 19oT goals stated  in  Public




     Law 92-5OO.  If the requirements are not increased, then clearly  the




     one-stage Salt Creek plant could continue to be in complianco  with




     the legal requirements.  In any event, however, as renards full cost




     effectiveness, a Clear Creek plant is more cost effective  than the




     Salt Creek plant, because  the former would discharge a  higher  quality




     effluent for the same cost.  Moreover, with regard to future stan-




     dards, a Clear Creek plant would discharge an  effluent  noro clearly




     in the spirit  of Public Law 92-5OO than would  t'.i^ 3alt  Crnoh plant.







2.  The IXiCC recommends that every effort b
-------
     G".3 rsilliori  (and probably for considerably Joss), sewer Jinhs can




     '•<•• '-,iii.it botrveen components of the facility which would nood to be




     local r-() on either siflc  of  tho erne)"..  ".<*o request thai th<~> ;>IG con-




     sider tho environmental  consequences of relocating the creel: com-




     pared with the conptruction of sewer links, and also the relative




     cost effectiveness  of these alternatives,







3.  At the Environmental  Assessnent Hearing, Blac,': and Veatch claimed




     that the need for vacuum drying of sludge at the Dillman Road site




     results from  the lac]-- of two to three level acres of land needed to




     build drying  beds.   The relative additional cost for vacuum drying




     over drying beds is  projected to be ;?! million  (projected worth).




     This additional expenditure is assessed only on the Dillman Road




     site.  A study of a  geodetic nap of the site suggests that the




     required two  to three acres of land are available, even if the




     Blac1-: ar.d Veatch layout is adhered to.  In any event, it appears to




     the EQCC that the required acreage can be constructed for consider-




     ably less than the  increnental $1 nillion.  The EUCC requests that




     tills cost differential  he  investigated.







'i.  The ^'.';CC questions the need for an additional anount of OlOO,OOO




     yearly attached by  Blac': and Veatch to the labor costs at any of the




     CJoar Cree': niter, con^arod to the Salt Cree'c site.  The on]y explana-




     tion ^T this  ano'Mit  given  ' y Ulac': and Veatch to ^Tatc ir that the




     Cloar Cree'; s:ter; do r>ot require r'ore personnel but, ral'^r, '»i G';nr




     "vality perKonnol.   .iince  Ulac!'. and VoatcJi has stated that tho COM-




      1^;:;ty of o;eratio;-, is the sane at all sites, the ECCC fails to
                                   6-65

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understand tho  basis for  tMr,  i-.crrv -ental r nrcrrv .'Jii t  a'ja:-ir>t ','




Clear Crop'  rjfter;,   T'i^ I^viCC requests  'hat  tl.Jr-  cost  -'; TTor^nt




a I .c; c •  b r  j.:: v c - r. t i o a t r> cl,
                                6-66

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                                          Blocoington, Indiana
                                          May 5, 1975
Steve Riggins, President
Monroe County Plan Commission
County Courthouse Annex
Bloomington, Indiana

Dear Mr. Riggins:

A number of organizations concerned with implementation of the
Land Suitability Study of the Lake Monroe area, in process of
completion by the Indiana University School for Public and
Environmental Affairs, would like a. place on the agenda of the
May 20th meeting of the Monroe County Plan Commission in order
to present two requests:

     l)  for formulation and adoption of a policy and plan for
         the use of the Lake Monroe Land Suitability Study, and

     2)  for consideration of applying for a Planning Grant for
         a similar study for the remainder of the County.

Enclosed is a statement which we are sending to the members of
the Monroe County Plan Commission, the Monroe County Council,
and the Monroe County Commissioners.

                          Yours sincerely,
                          Anne Hippy
                          809 S. Stull, representing the
                                        organizat ions
 cc:  Bob Snoddy
                            6-67

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TO:  THE MONROE COUNTY PLAN COMMISSION

FROM:  CONTACT, BLOOI.L1NGTON LEAGUE Oi-1 V/01.IEN VOTERS, ULOOi-I-UGTOlf E,fVIRO;«r-
       MENTAL DUALITY AND CONSERVATION COLZuISSIOIJ, SASSAFilAS AUDUBON SOCIETY


The Land Suitability Study being conducted by the Indiana University School
of Public and Environmental Affairs covers approximately a 100 square mile
area around Lake Monroe and will provide a valuable data base and Land  Capa-
bility Model for use in planning for that area.  It is an important first
step in terms of the study and planning needed for the entire Lake Monroe
Watershed.

The value of such a study, however, will not be realized until the results
of the study are incorporated into planning and decision-making for that
region.  We ask that the Monroe County Plan Commission formulate and adopt
a policy and plan for the implementation of the study.  Those involved  in
making the study will demonstrate how to retrieve and interpret the data,
but we need a firm committment to its use to gain the benefits inherent in
the study.

We believe that the time is appropriate, also, for undertaking a compre-
hensive land use study for the remainder of Monroe County with the ^oal of
incorporating the two studies with the zoning ordinance recently adopted
into a Comprehensive Master Plan for the County.

The need for such a study is apparent.  For example, the Indiana University
School of Business recently predicted a 25,000 population increase in the
south drainage basin of the. County within the next two decades.  Ue need
to identify critical areas such as fragile lands, renewable resource lands,
natural hazard lands, mineral resources, etc and protect them through
planning-—as well as seek an over-view of our land-use problems and potential.

Funding for such a study is available through a Federal 701 Planning Grant
which would pay 2/3 of the cost with the local governing body providing 1/J.
701 Planning Grant funds are allocated by the Indiana State Planning Services
Agency which could conceivably give high priority to a project which would
include land-use planning for Lake Monroe as one of its components.

Many kinds of data are available which would minimize the cost of the study.
The Soil Survey of Monroe County is well advanced and expected to be com-
pleted within two years.  The Indiana Geological Survey will provide geo-
logical and hydrological data and both the Soil Conservation Service and
the Geological Survey will provide expert services in interpretation of
this data.  A recently completed study of the karst region of the west  side
of the County should prove valuable.  The services of the Region 10 planner
and cooperation with the planning services of the City of Bloomington could
also expedite planning and minimize costs.

We would appreciate early consideration by the Monroe County Plan Commission
of an application for a Planning Grant.
                                 6-68

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 LEAGUE OF WOMEN VOTERS
                                                      BLOOMINGTON. INDIANA

                                                             1975
To:   City of Bloomington Utilities Service
      Indiana Stream Pollution Control Board
      Region V Environmental Protection Agnncy
      Lake Monroe Regional Sewage Board

From: League of Women Voters of Bloomington-Monroe County

Subject:  Addition to our statement of May 29, 1975 for the
          record of the assessment hearing for the proposed
          sewage treatment facility at the confluence of
          Salt and Clear Creeks in southern Monroe County

     Our initial statement consisted of an outline of the
positions of the League on the issues of water resources and
land use, followed by questions regarding the six major issues
of EPA concern as stated in the announcement of requirement
for an environmental impact statement.

     The purpose of this addition to the first statement is
twofold.  We would like to express our disappointment in the
reception given our questions.  For most of them there seemed
to be little serious attempt to answer tnem at the assessment
hearing.  Second, we would like to outline, this time in
statement form, our reservations and doubts about the
Facilities Plan and First Amendment prepared by Black and Veatch:

I. Regionalization

     The concept of regionalization, as it has been used in
this long conflict over expansion of treatment facilities
for Bloomington 's south service area, is fuzzy.  The most
widely understood meaning of a regional facility is that of
a facility planned by two or more local governmental bodies
with existing needs which can be more efficiently and
economically met by a common facility.  That Blocmington's
situation fits tnis description is extremely doubtful.

     An additional complication is a semantic problem which
has arisen with the use of the words "region" and "regional".
These words have been used to describe both the domain of the
Lake Monroe Waste District and the larger service area including
the Bloomington South Area.  The confusion is most obvious when
someone uses the phrase "regional plant" which might be for the
lake only (3 mgd) or for the larger proposed region (15 or 20 mgd)
            AFFILIATED WITH TM« LKAOUI OF WOMCN VOTCIM OF TMl UNITCD •TATM AND OF INDIANA


                                         6-69

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Page 2   Addition to LWV statement of May £9, 1975
     The needs of the Lake Monroe area are quite small at the
present time and are projected to reach 3 million gallons per
day only in 1998.  The Lake Monroe area has individual treat-
ment facilities for each of its few developments, since no
construction is permitted without approval of treatment
facilities.  Those which discnarge an effluent must have
NPDES permits and meet schedules for upgrading tneir treatment
as required by Public Law 92-500.

     The replacement of these small treatment facilities with a
collector sewer almost completely circling the lake basin
west of the causeway and a single treatment plant is a plan
which may not, by itself, be economically feasible.  Tnere
may never be enough users to pay for it.  The facilities
plan for the Lake Monroe Regional A'aste District lists costs
of more than $8 million for the collector and interceptor
sewers.  Presumably these costs are at prices as of October 23«
197^, the date of publication of the report.  The constructiion
cost listed for a 3 mgd plant is approximately 83«8 million.
These costs are to be borne by a present user population of
about 1900 home equivalents (370 gpd per home).  To finance
the total of $11.8 million in construction costs amounts to
about $6000 per home equivalent.  It seems clear and has been
so stated publicly that large developers will be needed to bring
the costs per dwelling within reasonable limits.

     At the 1998 projected population of about bOOO home
equivalents (3 million gpd, 100 gpd per person, 3.7 persons
per home equivalent), the cost still amounts to about $1500
per home equivalent for construction alone; and tnis does not
include lateral sewers from collector to dwelling.

     In addition single family dwellings not able to be served
by planned collector sewers nave been included in present and
projected user populations for the Lake Monroe Regional Waste
District.  They will have tr.e additional cost of building a
sewer from their lot line to the region interceptor sewer.
The cost to serve scattered single family dwellings would be
extremely high.

     There is no existing legal mechanism for forcing homes
now using eeptic tanks to hook onto tne planned sewers.
There is a state law requiring homes within 300 feet of a
sewer to hook on; but this nas not been uniformly enforced
even witnin the Bloomington city limits.  Moreover there does
not seem to be a mechanism for taking existing small treatment
plants out of service and forcing tneir users to hook onto tne
region's interceptor.  It seerne probable tnat many users
would reject this expensive alternative unless tnere are
legal means to compel them to accept it.
                                  6-70

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Page 3   Addition to LWV statement of May 29, 1975
     If the concept of providing sewer service for these areas
of low population density proves unworkable, we are Jeft with
a rather small probable service area for a Lakt Monroe regional
plant at the site proposed.  Tnis area might reasonably include
The Pointe, the Fairfax are.a, St ven Flags Corporation, possibly
Harrodsburg.  Th« total projected flow from tnese communities
by 1998 is #43,663 gpd compared to 3,000,000 gpd for tne whole
lake area, (page 15, Lake Monroe region facilities plan)

     There is already in existence a treatment plant built for
The Pointe with a capacity of 116,000 gpd.  The effluent of
this plant discharges into Little Clear Creek, out of the
Lake Monroe watershed.  This "interim plant" represents a
large investment and might not be willingly abandoned even
if Bloomington chooses the proposed Salt Creek site for its
South Area plant.

     In summary of our thinking on the regional concept, we
would like to see more cost factors discussed.  At what
population density does it become cost effective to go to one
big regional plant?  Do any cost projections consider a
planning span long enough to include replacement of sewers?
What is the state of the art for small (less than 1 mgd) treat-
ment plants?  For individual hone treatment?  Is there an
increased cost for "old" users when their sewer service area
is broadened?  Should a densely populated, efficient service area
share treatment plant construction costs with a sparsely
populated, inefficient service area?  Do the growth projections
accurately predict wnat will happen when a service area is
greatly expanded?  Might not a slowly growing Bloomington Soutn
area find itself paying the costs for a rapidly growing area
southwest of Lake Monroe?

II. The Capacity (ies) and Location(s) of a_ Regional STP or
    Separate STPs

    A. Capacity

     There are a number of important unanswered questions
relating to the amount of new plant capacity which is needed.
In the original facilities plan (December 4, 197^) a figure of
14.9 mgd was given for the Bloomington South area for 199&»
In the First Amendment to the facilities plan (March 20, 1975),
after a recalibration of flowraeters at the Winston Thomas plant,
this figure was changed to 17.6 mgd.  (In both cases the flow
contribution estimated for tne Lake Monroe area is 3 mgd.)

     Included in these figures is 1.9 mgd now treated at
Bloomington*s north treatment plant, tne Blucher Poole plant.
This compares to a total of 2.7 mgd treated at tnat plant.
                                 6-71

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Page 4   Addition to LWV statement of May •-••.-,.      ''.   : :   " ."    '.,  The Facilities
Plan analysis of tuis situation is: "inflow and infiltration into
the existing sewers will tend to increase with age of the system.
Maintenance of the system will be continued but the recent
inflow/infiltration studies nave indicated that extensive repairs
will not be cost-effective."  Tne studies are still in progress,
however, and the final conclusions may be different.  Neitner of
the firms involved in the first phase of tne study will be involved
in the second phase.  The Utilities Board nas recently accepted
the bid of American Consulting Services, Inc. of Minneapolis, iMinn.
for tne second phase.  It is to be hoped that tneir calculations
of the cost-effectiveness of renovation will include the costs
of new plant treatment capacity construction.

     The two factors discussed above are applicable to either
the Bloomington South area alone or combined with the Lake
Monroe area.  A third factor applies only to the larger service
area.  This factor, discussed above under regionalization, is
that of the probability of success for completion of trie
collector and interceptor sewers around Lake Monroe.  The 199&
flow figure for the lake area (3 mgd) is based on the complete
network as shown in the Beam, Longest and Neff Facilities Plan.
If the complete network cannot be financed, then a plant at
the Salt Creek site might serve only tnose developments within
two or three miles of the plant.  The flow from this restricted
area might not exceed 1 mgd and cculd be much less if the
new "interim plant" is not abandoned.

     A final factor not even mentioned in tne Facilities Plan
is the conservation of water use which might be acnieved within
the plan period.  This mignt be brought about by consumer
education, a reform in the rate structure to reward conservation
rather than high volume use, tne depressed economy, or the higher
rates resulting from the planned construction.  The Facilities
Plan projects an increasing per capita consumption in a time
when there is rapid development of the technology for water reuse
                                    6-72

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Page 5  Addition to LWV statement of May 29, 1975
and even individual home treatment.  These trends in the technology
have obvious cost benefits to the buyer of water and sewer services.

     To summarize our thoughts on plant capacity, there would
appear to be a number of reasons to question an initial design
capacity of 20 mgd (as recommended in the First Amendment).
For the Bloomington South area 15 mgd is a preferable design
capacity, with provision for staged enlargement of capacity.
If the decision is made to serve tne Soutn area and the Lake
Monroe area with a single plant, the 15 mgd would still be adequate
with staged enlargement depending on the speed of development in
the area.

    B^ Location

     Obviously the location problem is tied up with the choice
between one large and two or more smaller plants to serve the
region.  If the choice is one large plant and it is expected
that the entire Lake Monroe interceptor sewer system can be
built, the Salt Creek site might be the best location (only location
is considered here), but it would certainly seem foolish to build
a gravity outfall sewer all the way down Clear Creek and a
parallel interceptor sewer down Little Clear Creek valley when
the two might be combined in Little Clear Creek valley.  If,
however, it is decided that the southwest corner of the lake
might be served by its own plant (the "interim plant", already
constructed^ discharges out of the lake watershed), then tne
remainder of the lake service area might be just as well served
by a plant at Dillman Read or Ketchaai Road.  This would remove the
nece&sity for the interceptor sewer from Smithville down  the
Little Clear Creek valley to Salt Creek and the necessity for
11 miles of outfall sewer down Clear Creek.

     No cost comparisons have been made for the alternative
just described, with a small plant serving the south part of
the lake end a Bloomington plant at Dillman Road or Ketcnam Road
serving the north part of the lake area.  (The Facilities Plans
calculated costs for a separate lake Piant serving the entire
lake area.)  It might turn out to be/cost-effective  solution
for the planning region.  It would eliminate most of the Clear
Creek gravity outfall sewer which has caused so much environmental
concern.

III.  The Treatment Process Best Suited t£ Specific Sites

     We will not attempt to evaluate the relative merits of
available sewage treatment processes.  This does, however,
seem to be an engineering specialty in which there is much
current research and a great many developing new methods.
In addition, the requirements of Public Law 92-500 are for
increasingly high effluent quality to tne point where the
eize of the receiving body of water wiJl not be considered
as important as it is at present.

     The implication of the above situation for Bloomington's
choice are ae follows:              _-

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Page 6  Addition to LWV statement of May 29, 1975
     a) The treatment chosen should be capable of being changed
        or treatment steps added, to the extent possible with
        present knowledge.
     b) It seems likely that, treatment level required in the
        future will be higher than that required at present.
     c) The level of treatment required for the Clear Creek sites
        probably is closer to future requirements than that
        required for the Salt Creek site.
     d) The larger acreage at tne Salt Creek site probably gives
        more improvement flexibility, depending on the space
        requirements for improvements.
     e) The cost balance between Salt Creek and Clear Creek sites
        might well change before the end of the planning period
        if a higher level of treatment becomes mandatory at tne
        Salt Creek site, since the cost effectiveness of the
        latter depends on its lower level of treatment.
     f) Alternatives involving small treatment plants depend
        on the ability of such plants to produce effluent of
        high quality.

IV. The Environmental Impacts of Construction and Operation
    of SJ^s, Interceptors ard Outfall Sewers

     The most important environmental impact of the construction
and operation of the STPs would seem to be tne quality of the
effluent produced, and possibly tne odor in the immediate
vicinity of the plant.  Anotntr impact, of course, would be
the amount of site preparation necessary.  The Audubon Society
has questioned tne stream recnannelization which is proposed
in the Facilities Plan.  We leave this point to them and the
engineers.

     With regard to tne quality of the effluent produced, any
of the Clear Creek sites is superior to the Salt Cretk site
in this respect.

     As far as secondary >vater quality impacts are concerned,
we feel unable to predict these.  The number of septic tanks
abandoned, small treatment plants snut down, facilitation of
development in the Lake Monroe area, water quality impact cf
that development, art all unknown quantities.  There are water
quality arguments on botn sides of the controversy.  Statements
have been made that a large regional plant is essential to
Lake Monroe water quality, -ind that a large regional plant is
fatal to Lake Monroe water quality.  Ae are unable to reach
either of these conclusions.  Botn sides of the argument seero
to nave been overstated.  A small Lake Monroe region treatrntTt
plant can easily be built and would seem to have the same
advantages and disadvantages for Lake Monroe water quality as a
larger plant buiit by Bloomint-,t on.  We would like to see tne
primary emphasis placed upon other factors.
                                  6-74

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Page 7  Addition to LWV statement of May 29,


     The direct environmental impact of the interceptor and outfall
sewers construction and operation is considerable.  Discussion of
this issue is omitted here because others have addressed this
problem.  Alternatives should be evaluated with a goal of minimizing
sewage construction impact.  It is not clear that the present plan
does this.

     The secondary effects of sewer construction are another
matter entirely.  In the absence of otner more powerful forms of
planning for development, the construction of sewers is equivalent
to planning for development.  One may therefore expect that a loose,
sprawled network of sewers will lead to the same sort of development.
These in turn require loose, sprawled networks of roads, schools,
school buses, refuse collection.  All of these services cost more
than their clustered counterparts, and this probably means that
they have more environmental impact as well.

     Considering the effects of sewer placement, a plant for
Bloomington should be placed close to the planned development
area for Bloomington, and a plant for Lake Monroe should be placed
close to the area of planned or expected development for Lake
Monroe.  If long connecting sewers passing through undeveloped
areas are planned, then some means of controlling development
along them should be found in advance of construction.

     It is not clear how development along the interceptor sewer
ringing Lake Monroe could be controlled, except in the inaccessible
force-main portions.  In this respect, several carefully planned
and well regulated small treatment plants might be preferable, if
they are capable of achieving effluent of the required quality.

V. The Induced Growth Implications for the Lake Monroe Area
   of Building a_ Regional Sewage Treatment Plant

     On this issue like the Lake Monroe water quality issue,
extreme statements have been made.  On one side it has been
said that construction of a regional plant at the Salt Creek
site will result in rapid, unplanned development of the lake
area.  On the other side it has been said that development
will take place even witnout a regional plant.  Both sides
cite lake water quality as an important concern.  Both sides
(despite the threat of development without a plant) seem to
feel that development of tne Lake Monroe area is closely
linked to obtaining a regional treatment plant at the Salt
Creek site.  It is this link whicn is holding up a long
overdue expansion of treatment facilities for Bloomington"s
south area.

     A great improvement in eve-ryone's logical though
processes mignt be achieved at this point if Bloomington's
future and Lake Monroe's future were considered separately,
as regards sewage treatment needs.  Tnis probably means
separate sewage treatment plants.  It is not necessarily
                                  6-75

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Page 6  Addition to LWV statement of May 29, 1975
true that Lake Monroe development would ride along on the
coattails of Blooraington's treatment plant expansion.  But the
best way to be sure of fair consideration of both interests is
to find a cost equivalent plan for two or more plants to serve
separate density areas.

VI.  The_ Best Method £f_ Sludge Treatment and Disposal

     This issue, like the one involving treatment processes, is
for experts in the technology.  The situation does seem to be
under intensive study as indicated by published articles.
Changes are likely in recommended methods.  It would therefore
not seem wise to base arguments for choice of plant site on a
disposal method which might change even before the plant is
built.  From the same line of tninking, several disposal
alternatives should be possible for each site.

VII. Conclusions

     There is an alternative to a large regional plant which
should be considered.  This alternative would involve first
selecting a plant site whicn would best serve tne Bloomington
South area present and future needs.  After site selection
it would then be determined whicn portions of tne Lake Monroe
area could be served at the cnosen site.  Other treatment
facilities for the lake area mignt then be planned at one or
two sites near expected dense development.

     The Land Suitability Study prepared by the Indiana
University School of Public and Environmental Affairs has
indicated the southwest corner of the lake as the arta most
suitable for development.  Planning for sewage treatment
for the lake area might focus on this corner until tne
economics of the lake interceptor sewer plans are worked out.

     Either the Dillman or Ketcnam Road site could eerve the
north lake area,- while a small plant near tne dam cculd
serve the south lake area.

     This alternative would avoid the considerable difficulty
of  planning a sewer network to connect two planning areas which
are separated by a large stretch of undeveloped land.  It would
avoid both the environmental and unplanned development impacts
of  building long sewers through open countryside.

      The Salt  Creek  site  has  tne  advantage  of  larger  size
 and smoother  terrain.   The use  of  Salt  Creek  for  dilution  and
 of site acreage  for  sludge  injection  may  be undesirable  in  the
 near  future  and  should net  count  ae reasons in  favor  of  the
 site.   Use  of  the  site involvee  the problem of  very  long
                                    6-76

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Page 9  Addition to LWV statement of May 29,
sewer to connect it to the present plant.  The long controversy
which has been centered on this site is a reason in itself for
not choosing it if acceptable alternatives are available.

     The question of initial capacity contains several issues
which should be examined further; the infiltration/inflow
problem, the future use of tne north treatment plant, conservation
by users, and the portion of tne lake area to be served.  An
adequate solution would seem to be a 15 mgd plant to which
5 mgd capacity could be added when needed, depending on the
issues listed above.

                               Sincerely,
                               Shirley Cordes, Chairman
                               Environmental quality Committee
                               League of Women Voters of
                               Bloomington-Monroe County
                               (2728 Pine Lane, R.R. 3)
                               339-9364
                                   6-77

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                                         ' M Aft' NO
Llay 29,
US i]nvi ronmcntal I
Rc;;lon V
250 South Dearborn  Street
Chica ;o, Illinois  ,',060A
                                      ai - itegum
              of IAMVRENCE - CJREENE •  MONUOE
        BROWN • MORqAN ANd OWEN COUNWS
                                                             SASSAJRAS

                                                             sociEiy
Dear iir.  >?irt:
In regard  to yov.r lotted of '...ay 1A, 1975, the Sassafras  Auuubon Society
is interested  in  contributing to the preparation  of  tlie  Draft Hivironmental
Impact Statenont  on the location of the new wastewater treatment system in
the South  drainage basin of Bloomington, Konroe County,  Indiana.  The
principal  question,  as stated in your letter, is  whether to build one
sewage treatment  plant (oTP) for south Uloonington and the Lake I'onroe
area or  separate  STPs.

\7e believe that a site near Bloomin~ton vrould be  advantageous in terns of
curbing  urban  sprav;! and strip development, in niiii.iising environmental
disruption, and in overall econony of operation and  maintenance.  V/e rec-
or.uiend serious consideration of the Dillrnan ILoad  Site  without rerouting
of Clear Creek.

"Je further rcconmend that sov/age treatment facility  expansion at Lake
Monroe be  curbed  until comprehensive Land-use planning is in effect for
at least the area encompassed in the Lalce I.Ionroe  Land  Suitability Study.
Y/e see serious consequences if a Regional Sev;eragc Systen in instituted
at Lake  I.Ionroe prior to land-use planning for the Lalce ^onroe  .atershed.

The Sassarras  Audubon Society in Larch, 1974, sent Region Y, SPA (under
cover letter to Francis Layo) .  a file of bibliographical • material, corrcc-
pondence,  ncv.rs articles, etc on issxios cmd ]irobleriis  surrounding Lake Tlonroe.
Region V also  has a copy oF the lengthy statement v.-c presented at the
Hearing  on the Black & \Toatah Vacilii t J os Plan held in  I:arc!i of this yoar.

Y/e enclose with  this letter tiie brief stateliest \;,^   )re \a_re d for the '. ay
29, 1975 Environmental Assessment il oaring on the  siting oC the STP, as
\vcll as  a  statement sent to the Honroo County iMpji Commission (l.CTC) bir
a nuj.iber of orgatiiaations seeking implementation  o-"  the Lake Monroe Laud
Su .' t ab i 1 :L ty S in dy .

As you 'uiov;,  {,'je   'Ci'C has jurisdiction  Tor land-use  "ilannuig oL' a 1" ''gp
and vital  area oi' ('ic Lake I'orroe './-itcrslicd.  Tho I'CrC m.rde no corv.-.onty on
the Jraft  L:ike I.O'i.-oc Lrjid Suitability Study thong')  asked lo do so bv tie
Director of Llio  study (the ! .CPC  "eceived one of  the  ''on^ draTt oo^i^r.) .
They have  said that '..'lion the t; tuuy is in t'in;1,!  i'o""i. t ioy \ri]l road i t
and discuss it.
 Please  lot us l^iow 'iii
 viroiuu^ntal Impact S l;\ Le..KMit.
                                                                     >'t
          6-78
                                                                 ",i M1. SO''

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               Of {AWRENCe •  qREENE   MONROE     ^f  l/\ AUQUDON
         BROWN • MORGAN AN
-------
The Black & Teatoh Reports continue to seem slanted toward naxiniaing
the advantages of the Salt Creek Site while minimizing the advantage* of
the sites significantly oloaer to the Bloomineton Iletropolitan Area.   No
assessment of the environmental damages which could result from  construc-
tion of the lengthy transport system to the Salt Creel; Site hare been
made by Black & Veatoh.  Environmental damages should be considered a cost
of the project and not dismissed under the euphenisa of "temporary dis-
ruption,1' (EC-9).

The foot that there is sufficient acreage at the 3alt Crook Site for  use
of the sludge injection process is stressed as an advantage of the site,
yet no evaluation to given of the soils of the area in tenaa  of  the
process, nor of difficulties which night be encountered*  Composting  of
sludge should be considered for all sites* (See Sassafras Audubon  Society
Statement to Utility Service Board, February 1973* pages 2-3•)•

Blade & Veatoh assert (I&-10) that "Sewerage service for the  Lake  Monroe
region is necessary to preserve the ecologic value of the area*"  While
these is grave need for a new irastevater treatment system in  the south
drainage basin of Monroe County, we continue to assert that sewerage)
is but one of the factors that most be considered in the protection of
Lake Monroe.  LAHB-USE PLAITJINC POK TUB UoQ'. UUBROB V/ATSRSIIED SHOULD  HATS
AS HIOK PRIORITY AS THE DETELOPlEin? Of A REGIONAL 1JA/ERAGB STOP1&. Im-
plementation of the Lake Monroe Suitability Study by the Monroe  County
Plan Comoission should be of prime importance to the 21oomington~Uonroe
County CoBssunity.


                              The Board of Directors
                              Sassafras Audubon Society
                                     6-80

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TJp?-lnii D.  'iivt,  Chief
Re •',"'. on V Planning Branch
2JO Sovth  Dearborn £
Chicago, Illinois 6060/
              of IAWRENCE . qREENE •  MONKOE
        DROWN • IMORQAN ANfl OWEN COUNTItS
                                                             lliE
                                                             SASSAfRAS
                                                             AudUDON
                                                             SOCJETy
                                                 June 16, 1975
Dear Hr. llirt:
Ve would  like  to  call the attention of the Planning Brancii  of  Region V,
EPA, to the  Strain Ridge School controversy in llonroe County,  as  it has
inplications with regard to the siting of the new treatment plant.

There was organized opposition to the placement of a school at Strain
nidge when it  was first proposed, because Snithville citizens  wanted
to retain their community school, and the citizens of Harrodsburg and
Kirksville sought a community school near the center of their  popula-
tions (combined)  which would require significantly less bussing than
to Strain Ridge.

Me are enclosing  several recent news items from the Bloomington Daily
Herald-Telephone  which will give you some idea of the interest and argu-
ments this issue  has engendered. 'The issue is more complicated than can
be presented here,  but we do not feel the issue is whether  the children
in these  particular areas will be deprived of proper educational  facili-
ties, but where those facilities should be placed.   It should be noted
that if a Sewage  Treatment Plant (STP) were placed at the Dillnan Road
Site, it  could service a comr.Tanity school at Snithville.
stress
Crook
          THE SASo/LttiAS  AUi>U30If SOCTETY ",'ODLD LIKE TO REITERATE ITS
          SUPPORT POR  A  STP, .TEAR THE BLOOh'EIGTOH IHiTROPOLITAII AREA.
          "/E BE:IEVE THAT  .. PLAJTT AT T:IE DIL^IA.: SITE COULD BE A
          PuEGIO.iAL  ST? Ii.f  TIffi BEST oEifSE OF THE '/OIID, SERVIliG TIIE
          ilEEDS OP  Ail  EXPAITDIIIG,  SIvTERED,  i^TTtOPOLTTAil POPULATION,
          BUT ALSO  STIMULATING TaE DEV-JLOE^ifT OP A SE.fERAGE SYSTEM
          ^0?L T.IOSE BUILT-UP AREAS Ilf T!.^1 SOUTH BASIII SERVICED BY
          RURAL ',/ATER  SUPPLY SYSTBI.IS BUT STILL DEPEirDTJT dll SEPTIC
          TViJnS.  CC.iCCYj'LoLY,  ALSO, PARTS 07 TPE ]IORTH 'JATEZISIIED O"1
          LAizf] i!o:mc.-i  :,/]ric:i -.'OITLD :a.rCLU3E TIS ^AYinrran; RECNATION
          .'JMA, etc TOULD  BE l/IT'IIN A REASONABLE RAIfGE.

     re disturbed at the Final  Assessment ifearing in l.Iay to hear the
       -olr.ced on the advantage  which the Salt Creek S;to had over Clear
      Sites in terms of  dilution water. (b,;.r Blacl: c°: Veatch and a pepre-
se.-itative of the '.later Pollution Control  Division of the Indiojia State
      of JlealthJ V/e must  deal  with realities in terns of lack of imple-
      :i on of provifr;.ons  for  the high degree of treatment (or sero dis-
Borrd
neritat
chr--,r--e
nentr:,
of nuc
      ) sought b.y the recent federal \/ater Pollution Control Act Amdnd-
       ,?,nd insufficient appropriations for constructing STP's capable
         ;rcatnent.  ilevortheless,  we do have goals, we are working on
                              6-81

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the technology and planning  for achieving those  goals.  It is not good
policy  to  use a lessor standard an a selling point for a site, on  the
grounds  that it is cheaper.

Airt'icr:.! ,rc,  it is possible  that in the i'uture _,a/;e "'onroc's function
P,G the  -rinciTial -vatcr r;u M)ly  ^csourcc of the entire ilegion vri.ll  ascune
top priority in the :.iruuig->,.:cnt  or the lal'-e.  ivac  Sassafras Sudubon Societ./
is vorlcj.ng for that too priority recognition.  It is conceivable  then
that lov.'-flov.' oo'.vnstrean v,rould  becor.ie a lesser  'unction o" the lake during
periods  oT prolon;;ed drought,   ir so, the site advanta ,e could become n,
disadvantage.

We advocate sludge recycling but object to tne approach o± reco:mending
a process  of sludge disposal (soil injection) as  an advantage of  the
Salt Creeir Site nrior to on  evaluation of the soils mid the  'rocess
through  on-site research.  Me quote "ro:.i the Abstract of the pa^er
of Paul  Blalceslec "Monitoring Goiisiuerationo Cor  Lluivicipal ..'astev;ater
Effluent and Slii.dge Application to the Land" presented at the Joint
Conflorence on Recycling TTtmicipal Sludges and Affluents on Land in 1973:

     'Tonitoring the -lerfornance of the Many interrelated systens  v/hicn
      are  involved in any  ^roject enraloying v.ras i.ev/ater or v;nste\vater
      sludge application to  the land GOJ-I not be looked \ipon as a  sub-
      stitute for a full understanding of systen  res loiisc orior to
      project co-^ritt, sent."

We \/ould appreciate having the  Di.LLr vrhon tne/' ;o_'e in tlio area':'

                              Sincerely yours, ,,    _^
                              '?fi--^>  xSx. >-£ ^. £? . • -x^VW-c *-~
                              i{3j  ti '-th  Load,  nloo: i" n, ;tT>:i,  lj[ /Y/'Ol
                              fo  ' the r>oarcl o" Dl'^ctors
                              Uas:-,pJL"r:-s Av.iiubon Sociotv
                              6-82

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Dtle Leucht
Planning Division
Region V EPh.
230 South Dearborn Street
Chicago, Illinois 6060,4
                of IAWRENCE • qREENE • MONROE
          DROWN • MORCjAN ANfi OWEN COUNT if. S
          SASSAfRAS
          AUaUDOIN
          sociEiy
July 2, 1975
Dear Mr. leucht:
Enclosed are copies of three recent news  items from the Bloomington Herald-
Telephone which relate to the siting of the  south side sewage treatment plant.

On June 17 the Utility Service Board heard a presentation from Scarab Compost-
ing Company of Bloomington for accepting  al] the city's sludge.  The proposal
is being considered by the Board.   The  implications of this proposal are ob-
vious, if implemented, since a leading  argument for the Salt Creek Site is
the space available for the sludge  injection process.  We have advocated con-
sideration of composting as an alternative to the injection process, and would
like to see serious consideration given to this proposal.

The Statement of the Monroe Engineering Society (signed by Ray Graham, County
Surveyor and member of the Monroe County  Plan Commission, and Ray Long, City
Engineer) backing the Salt Creek Site is  essentially an endorsement of the
Black & Veatch recommendations,  using similar arguments for their decision.

Emphasis is placed both in the engineers  statement and the H-T editorial on
the argument thbt the operation and maintenance expenses would be higher at
the Clear Creek sites.  This is based on  the higher degree of treatment which
would be required at the Clear Creek sites and high costs of sludge disposal
at same sites.  We have discussed these matters previously and can only reit-
erate that they have not considered all the  factors involved, e.g. what the
situation might be if effluent standards  are adopted and enforced, implement-
ing recent amendments to the Federal Water Pollution Control Act, if denitri-
fication facilities are required at both  sites, if water supply is recognized
as a top priority function of Lake  Monroe (as we believe it should be) etc.

The Engineering Society also fails  to consider any alternative to landfill
for the Clear Greek sites and blindly accepts the sludge injection process
for the Salt Creek Site as if it had neither problems nor expenses associated
with it.   There are unknowns associated  with the sludge injection process
which can only be resolved by research  and continuing studies in the field.
Particularly important is thorough  analysis  or the capabilities of the site
which in this instance is lacking although the survey of soil types of tve
area has been made.   Perhaps better drainage might be needed, and this would
be a cost of the pr^iect.  In addition, also, to the costs of storage, trans-
noint, and injection of sludge,  would be the  need for continuing research on
what happens to the sludge components in  the soil and in the crons etc.
                                6-83

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Oil"1- Society would like to see the sludge recycled whatever  process  is used.   We
realize that it coiild be expensive, perhaps, especially  in  initial  stages when
an adequate and acceptable Method is being developed.  However,  a community
should feel an obligation toward recycling such a resource.

The assertion bv the engineers that permanent damage  in  Clear Creek Valley can't
be substantiated refleetsvthe viewpoint tl at ^f the end  justifies the mean,  and
?^ ignorance of the word "damage" fro1^ an ecological  standpoint.  Actually,  one
type of damage which could result fTvn interference with the  st^p^n channel,
and its watershed,has been widely ^emonRtrt-ted in ou^ country in terns o^ changes
in natural systems, drainage "»a+terns ^+c.  Tt is difficult to see  how long-lasting
damage could bf5 avoided if -I-hern fire numerous crossings  of  Cl par Creek involved
in th*5 laying of the •iery large interceptor sewer.  Recent  experiences with rock-
slides at road cuts on South 37 indicates the complexity of problems  associated
with construction in this are;;.

Both at the last environmental assessment hearing and in the  engineers statement
it was noted that nature rabidly heals scars of construction  and the  Korth Sewage
Plant outfall sewer was given as an example of how  soon  a sewer construction pro-
ject can be hidden bv nature.  What is not recognized is that out of  sight (dis-
guised by vegetation or hidden under the creek"1 is  not necessarily  out of mind
in terms of continuing effects if serious alteration  of  channel  and watershed
has been effected.

We also take exception to the convnarison of the North sewer line with the oro-
posed line to Salt Creek because of the greater length involved to  Salt Creek
and the magnitude of the topographical problems.  The North line had  one short
passage through rugged terrain and then followed the  •flood  plain to the Bottom
Road plant.  Even so, the laying of the north line  was a travesty of environ-
mental planning!  Enclosed is a copir of r>age 3 of The Balancer (newspaner of
Soil Conservation District)  which depicts and describes the  situation.  AS we
understand it, the City had to absorb costly changes  in  the laying  of the line.

The news article on the Engineering Society's statement  ends  on th<= not<= that
one plant is more economic than two, and that the  Lake ''onroe Regional 'Jaste
District will probably construct a plant somewhere  south of Farrodsburg if the
Clear Creek site is selected.  While we would a^ree that one  regional plant
would be more economic than t./ra, there are alternatives  which haven't been fully
considered for dealing with effluent now entering the lake  and questions of
po'jicy concerning the management of Lake iionroe are still to  be answered which
could affect what is needed in the way of a  QJant  tt  that site (or  if there is
any need at all beyond the plant . ow in process of  construction at  Little Clecr
Creek).

We reiterate our concern for  any action which would nromote growth  and dev>ion-
"lerrb around I,ake "!onroe	,ui ,.R^. OF Cill^C. I, KT/IIOIT:; T, L^G >! CIlli: .-EC, 1 ,;1
YT is ^HT? ci'T'F  (V'ri liuST1} WJiX'l X:3 'IY  .•I^T^CE  o^ ?! •;  ~S O'"i  ,; ,^/n r;  "T ,-n'Oi [._ "
j- Viv '•»«*"l»^in the absence of any combiner? «rfort. on  t.hn ogrt of  -ovprrir.er.tal
a^«:;cies concerned with its m^nagenent to evaluate  and determine -f< -r^ 1 pvola of
development and USP can b^ absorbed without  seHously affecting wal.er HU.J ity.

^he isfue is what is bes+  To^ the  public interest  in  this instance  as the r>< V^
TOS crested with oub] ic funds L.nd th^e li fp of a  comiiuriitv i.c"  involved.
                                     6-84

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  l?:nd-usp policy for- the perimeter i>nd the  entire  watershed ofi Lake Monroe
      to be adopted but has not «nma been considered as yet.   Standards must
necessarily be more stringent for  protection of a communal water supply.
Our Society  wou1 H a.l so lil<^ to  fro on record  as  favoring a ?0 rn^d nlarit in
order to provide for built-up areas  in need of newer service and for future
oxoansion around the metronoli+an southern aT>a.

Tn conclusion, WP would "liVe to  strer.s a  point already covered but which n^eds
to be emp^osi zed since the sT^jimpnt  used  for  the Salt Creek Site t^-nds to
center around d»,rpp /-.f dilution water:
     "The emnVifl.qi R of national water pollution control  policy is now on
      the amount of wastes that  can bp  kept  out of surfacp waters,  rathp
      than on the amount of wastes  that can  be assimilated by the waters.
      This emphasis will ^uide future acceptable water resource policies.
                (?vOTn Characteristicf? and  comparative magnitude of non-
                 point  sources by RayiorH  C.  Loehr,  Journal of Water P
                 Control ^Pderati^n,  I??.',,  'fi-W :' l?/,9-l *72.  M^.  Loehr is
                 prof PS SOT* of civil  and agricultural engineering, Cornell
                 University, Tthaca,  ^.v.

                                      Yours sincerely.
                                      for the  Board of Dirpctors,
                                      Sassafras Audubon Society
                                      R3.  Smith Road
                                      Bloomi nf^ton,  Indiana /;-7/f01
                                    6-85

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D)  LETTERS FROM INDIVIDUALS
                 6-86

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                                            7h1 Eigenmann Center
                                            Indiana University
                                            Bloomington, IN klhOI
                                            June 3, 1975


Region V Office
Environmental Protection Agency
1 North Wacker Drive
Chicago, IL 60606

Gentlemen:

With regard to the environmental impact statement you have decided to
write concerning the siting of the proposed Bloomington sewage treatment
plant, I believe that the following points, in addition to those made
in the report of the Bloomington Environmental Quality and Conservation
Commission, should be considered:

(1)  The amount of rock to be removed by blasting during the construction
of the outfall sewer.  The assumption made by Black & Veatch in their
Facilities Plan that the soil depth along Clear Creek is equal to the
average Monroe County soil depth is tenuous.  More blasting would quite
probably result in higher economic and ecological costs.

(2) Identification of sludge injection sites in the Dill man Road site
vicinity.  If soil injection could be used as a sludge disposal method
at that site, it would substantially reduce the present worth of that
alternative from the Black & Veatch estimate.

(3) Identification of the soil types at the various sites and their impli-
cations for plant construction and ionic leaching from sewage.

While I realize that resource constraints may prohibit a full investiga-
tion of these points, I think that, to the extent that they can be con-
sidered, the EIS will benefit from them.

                                            Sincerely,
                                                0
                                    6-87

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•*

fc
I
i

m

—

I

                   Indiana  University Alumni Association
                   AREA CODE 812 / 337-1711

                   Office of the Executive Secretary
             June 17, 197;.
                                                                            N A6ENCr
                                                                                y
Mr. Dale Luecht
United States Environmental  Protection
      Agency, Planning  Branch
12th Floor
230 South Dearborn Street
Chicago, Illinois  6o6oU

Dear Mr. Luecht:

I would like to  endorse the  Salt Creek site as the best location
for the Waste Treatment Plant  to serve Bloomington and that part
of Monroe County which  is  in the natural drainage area.

I believe the Salt Creek  site  will not only serve a much larger
area for a  collection system,  but it will also result in less
environmental damage  than any  other site to which serious attention
has been given.

I am interested  in environmental considerations for our community
and believe that the  Salt  Creek site will provide the greatest
protection.
                   B.  Jone
             Alumni  Secreta,

             FBJ:jh
    Winner of three national Alumni Administration awards for comprehensive excellence in alumni programming
                                            6-88

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               BUILDING AND COXSTRK'TIOX TKADKS COUXt'IL

                             IN AFFILIATION WITH


          BUILDING AND CONSTRUCTION TRADES  DEPARTMENT

        AMERICAN* FEDERATION OF LABOR	CONGRESS OF INDUSTRIAL ORGANIZATIONS
of -Pritcr 2535 Vernal  Pike,  BloomingtonT Ind
                                                     PKO;CC ^

                                                      1 V E o  "'
                                        June 18,
Mr. Dale Luecht
United States  Environmental Protection
Agency, Planning  Branch
12» Floor
230 South  Dearborn Street
Chicago, Illinois 60604
Dear Mr. Luecht:


     The Bloomington Building & Construction Trades

Council is  a  Council of representatives from all the

fifteen Construction Unions in this area.  As it was

impossible  for us  to attend the public meeting this

letter is to  advise  you that the Council has went on

record to support  the Salt Creek site for Construction

of the new  Waste Treatment Plant for the Bloomington

Indiana area.

     This site would serve a much larger area that

badly needs a sewage system.
                            6-89

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    ^Brotlg*rlgiro& of tysxxytntec* mtfc ^Ixxm*** of
                LOCAL UNION No. 1664
                     2335 VERNAL PIKE
                 BLaDMINClTQN, INDIANA 474D1
                    PHONE: 81 2/336-43 SO
                                    June 18,
Mr. Dale Luecht
United States Environmental Protection
Agency, Planning Branch
12ft Floor
230 South Dearborn Street
Chicago, Illinois 60604
Dear Mr. Luecht:
     The Carpenters in the Bloomington, Indiana are
very much interested in the proposed Waste Treatment
Plant for this area.
     When building a house, apartment, store, office,
school, factory or what ever, it is only good business
to design and locate the structure so that it will be
utilized to its fullest extent.  For these reasons
and others we want to urge your approval of the Salt
Creek site for this plant.
     As you may know Monroe County Indiana does not
have maney areas that are suitable for Septic Systems.
The Engineering report given in the local paper
recomended this site to service a large area and
thereby eleminating maney other possible environmental
problems in the future.
     We further think this plant should serve the
greatest number of people at the lowest possible cost.
The Salt Creek site is the best suited to do this
pluss protecting the environment of the largest
possible area.
                                    John irampkins
                                    B. A.
                          6-90

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JAMES R.REGESTER

EDWARD W. NAJAM,JR.
REQEBTEH 5 NA.JAM
  ATTDHNEYB AT LAW
  IOO14 WliST SIXTH STREET
           , INDIAKA
                                      June
  Mr.  Dale  Luecht
  United  States  Environmental  Protection  Agency
  Region  V,  Planning  Branch
  230  South Dearborn  Street
  Chicago,  Illinois   60604
                                                                TELEPHONE
                                                               AREA CODE 812

                                                          1 i 1975
                                RE:   City  of  Bloomington,  Indiana
                                      Wastewater  Treatment
                                      Disposal of Sludge
  Dear Mr. Luecht:
             It  is  our  understanding  that you  are  presently evaluating
  various  proposals  for construction by the City  of Bloomington of a
  new wastewater treatment  facility.  You  have been referred to us by
  Mr. Gary Kent, Director of Utilities, and Mr. Rick  Peoples,  Utilities
  Chemist.

             The Scarab Compost Company has developed  a  process for
  the accelerated  decomposition of organic matter.  The Company can
  process  virtually  any organic substance, e.g.,  leaves,  grass,  saw-
  dust, wood chips,  cardboard, paper, etc., and can convert such
  organic  material into a mineral rich dirt in a  period of thirty
  (30) days.

             The Company has worked with the Indiana State Board of
  Health in  cleaning up the Bloomington Packing Company by disposing
  of its organic refuse through composting.   The  Company has also,  by
  way of experimentation, disposed of sludge  left over  from the City
  of Bloomington wastewater treatment process.

             The Company now has a tentative agreement for a contract
  with the City of Bloomington to dispose  of  the  sludge material
  produced by both the Winston Thomas and  Blucher Poole waste treat-
  ment plants.  The  end product from this  process will  be a harmless,
  odorless and  mineral rich black dirt.
                                 6-91

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Mr. Dale Luecht
June 4, 1975
Page Two
          We believe that the process which Scarab has developed
holds great promise as an alternative to conventional land applied
means of disposing of sewage sludge.  We would like to discuss this
process with you or other representatives of the Environmental
Protection Agency, with emphasis on the high cost effectiveness of
the Scarab method and the environmental benefits.

          Please let us hear from you at your earliest convenience.

                                   Very truly yours,

                                   SCARAB COMPOST COMPANY, INC.
EWN:ap
                                6-92

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                          REQEBTEH S NAJAM
                            ATTOHNEYB AT LAW                     TELEPHONE
JAMES R.REGESTER                   IOO»t WEST SIXTH STREET                     AHEA CODE 812
EDWARD W.NAJAM.JR.                BLODMiKQTDK, INDIANA                     332-333*
                                  474OI

                                  August 8,  1975
  Mr. Dale Luecht
  United States Environmental
  Protection Agency
  Region V, Planning Branch       RE:  City of Bloomington,  Indiana,
  230 South Dearborn Street            Contract for Sludge Disposal
  Chicago, Illinois  60604             Through Composting

  Dear Mr. Luecht:

            Since I met with you and Cathy Grissom in Bloomington
  on July 17th, the Scarab Compost Company has signed a  sludge
  disposal contract with the City of Bloomington to compost  the
  sludge produced by the City's present wastewater treatment plants.
  A copy of the Contract is enclosed herewith.

            The purpose of this letter is to request that the
  Environmental Protection Agency and its consulting engineers fully
  consider and evaluate composting as a sludge treatment alternative
  in preparing the Environmental Impact Statement for Bloomington' s
  proposed wastewater treatment facility.

            In our Contract with the City, our objective is  to
  demonstrate, in practical use, the desirability and feasibility
  of composting sewage sludge.  We believe that composting is the
  most effective method of sludge treatment and disposal both in
  terms of environmental protection and solid waste resource re-
  covery and utilization.

            Our Contract with the City provides for testing  and
  evaluation of digested sludge both before and after composting.
  We anticipate that, given the constituent character of Blooming-
  ton's digested sludge, the concentration of heavy metals and other
  contaminants before composting will be acceptable and will improve
  in the future with pre-treatment.  After the sludge is composted
  with other organic materials, e.g. leaves, sawdust, corn cobs, etc.,
  there is a significant dilution factor in the finished product.
                                   6-93

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Page Two
Dale Luecht
August 8, 1975

          The Scarab compost process also achieves significant
pathogen reduction.  Accelerated bio-degradation generates tem-
peratures which disinfect the digested sludge in a natural pro-
cess of stabilization through bacterial action.

          In addition, the Scarab aerobic or "open stomach"
method requires a limited energy investment, a factor of in-
creasing significance which should be considered in evaluating
various sludge disposal alternatives.

          The Federal Water Pollution Control Act Amendments of
1972 call for the development of alternative means of sludge
disposal and utilization.  As you know, traditional land appli-
cation of digested sludge presents significant problems of soil
and water contamination.  These problems can be controlled and
significantly reduced or eliminated by adequate composting under
controlled conditions.

          To insure safe operation and control while the sludge
is being processed, our Contract provides for inspection by the
City and other appropriate public agencies,  including the Envi-
ronmental Protection Agency.  We invite you and your consulting
engineers to participate in the evaluation which will be conducted
by the City's Environmental Quality and Conservation Commission.

          There are not many people qualified and capable of
producing large amounts of compost on a commercial scale through
an accelerated process of bio-degradation.  The President of our
Company, William Addison, was among the original group of persons
involved in the 1930*s in compost research at George Washington
University at College Park and Beltsville, Maryland.  Mr. Addison's
early work involved field research in agriculture and animal hus-
bandry and the creation of organic substitutes to commercial ferti-
lizers.  In his early research Mr. Addison worked with Dr. E. E.
Pfeiffer who was responsible for the fundamental research in
composting during that period.  Mr. Addison's composting experience
spans forty years.  Three years ago he sold his sole proprietorship
and began the commercial production of compost within the present
corporation, the Scarab Compost Company.

          As I indicated to you in my letter of June 4, 1975,
Mr. Addison and the Company have worked with Indiana State
Board of Health in cleaning up the Bloomington Packing Company
                              6-94

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Page Three
Dale Luecht
August 8, 1975

which was under an order to close unless it disposed of its
organic refuse.  The Packing Company now has a clean bill of
health and Scarab composts all of the offal remaining after the
meat packing process.

          Mr. Addison has worked with numerous officials from
the State Board of Health.  Among those who may be contacted
are Mr. Frank Kuhns, Field Supervisor in the Division of Meat
and Poultry.  Mr. Lee Parsons of the Agricultural Waste Disposal
Section is also familiar with Mr. Addison*s work.

          Composting deserves serious and systematic consideration
in preparation of the Environmental Impact Statement wherever the
proposed treatment plant is to be located.  One reason we have
obtained the present Contract with the City is that our proposal to
compost the City's sludge is the most reliable and cost-effective
means of disposal.  The Scarab process also offers an environmental
control factor not available with other methods.  Further, composting
could result in a substantial savings to the City in eliminating the
need to purchase land for a sludge farm operation.

          We look forward to hearing from you or your consulting
engineers in the very near future.

                                Very truly yours,

                                SCARAB COMPOST COMPANY, INC.
                                   Edward W. Najam, (Tr,

EWN:rn
                                6-95

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Part II  Comments on the Draft EIS

    1.  Public Hearing Comments

Comment;  MAYOR FRANK McCLOSKEY:

I'd like to thank the EPA and Gilbert Associates  for  coming  down
and the interest they've shown.  As would be  the  gist of  this  state-
ment,  I'd like to stress that in no way  should  anything I say  be
construed as  being  in opposition or counter to  the  Dillman Road
site.  I think almost everyone  in Bloomington would enthusias-
tically endorse the Dillman  Road site and I think,  for the Record,
I would like  some questions  stressed, and I am  also helpful  that
the EIS would be finalized come June or  so, that  wherever we go,
it does move  along.  But now I'll read the statement.

For about four years now the City of Bloomington  has  been actively
working on a  sewage expansion program for the south treatment  area.
There  is total concensus by  all parties  that  the  City direly needs
a new  wastewater treatment facility to service  the  southern  drainage
area.  Recent weeks have seen the imposition  by the Stream Pollution
Control Board of an additional  hook-on limitation.  Neither  our
concern for the environment  nor for improved  economic conditions
in Bloomington can  allow further delay on this  vital  project.
Every  month of delay results in better than $300,000  in infla-
tionary costs.

The Environmental Protection Agency with the  aid  of their con-
sultants have definitely decided  that Dillman Road  is the best
site  for the  new facility.   The city's technical  consultants,
Black and Veatch, endorse  the concept that a  completely functional
and satisfactory plant  can be constructed at  the  Dillman  Road
site.   I believe the  entire  Utilities Service Board will  agree
to  the Dillman Road site,  as I  will.

However, as  the  final EIS  is still being processed, for the
Record I would  like to  see  several concerns addressed.  These
concerns include the  technical  questions raised by  Black  and
Veatch during the hearing  on January  29th.   I believe that two
gentlemen  from Black  and Veatch would  like  to speak later, briefly.
I  believe  that only one —  the  nitrogen  discharge requirements
of  the State  of  Indiana --  has  been addressed thus  far.

Perhaps of more  importance  to me  than  location  would  be the
question of  plant  size, as  additional growth  is expected  and
almost certain  in  the  Bloomington metropolitan  area.   It  would
be  unfortunate  if after years  and years  of  effort that  a  15  MGD
plant at the  Dillman  Road  site  would  be  in  any  way  inadequate
and have to  undergo an  additional expansion  program soon  after
construction.

 I  have no  desire  to freeze-in  or  artificially justify a  less than
optimum decision on a plant  site.  However,  consultation  with the
engineers  indicates it  would almost be  an additional  year's  delay
 for the new  planning  sheets  for modification  to the Dillman Road
                               6-96

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site to be completed.  Total additional  costs  for  all  consumers
and governmental agencies could amount to  several  million dollars
given the current inflationary spiral.   I  would hope that in the
ensuing weeks that these additional costs  — due to inflation,
time and consultants' work on modifications — would be  considered
in cost-benefit decisions as to the two  sites.

I would stress, however, that these concerns are in no way raised
in opposition to the Dillman Road  site.  The Utilities Service
Board, the consulting engineers, and  I will support the  Dillman
Road site.  These questions are raised only to develop pertinent
information to facilitate the best decision about  a project that
has been underway for a number of  years.

If the final version of the EIS recommends Dillman Road  and that
is the decision of the EPA, the City  of  Bloomington and  the entire
Bloomington and Monroe County area will  enthusiastically work
toward the accomplishment of this  project.

Comment;  MRS. DAVID FREY, commenting for  the  Sassafras  Audubon
          Society:

    1.  Supported construction of  the proposed STP at  the Dillman
Road site.

    2.  Stated that the Audubon Society, had aksed EPA to address
the capacity issue in an earlier "communication.

    3.  Expressed deep concern about  the PCB problem and suggested
that the Audubon Society would like to see a closed system for the
use of PCB's by Westinghouse in the very shortest  time possible.

Response:  To MAYOR FRANK McCLOSKEY and MRS. DAVID FREY

1.  The questions that Black & Veatch raised and the responses
to them are found on pages 6-35to6-36of this EIS.

2.  The capacity of the proposed STP  for the South Bloomington
Service Area recommended in the draft EIS was  15 MGD.  As a
result of Mayor McCloskey's concern that the proposed  STP
might be undersized, USEPA requested  the City  of Bloomington
Utilities to recheck the existing  flow data for the Winston
Thomas STP.  The revised flows and a discussion of them  is
found in Appendix A pp 9  to 15 ,  The conclusion  is that
a 15 MGD capacity (with 1.9 MGD diverted to the North  STP)
should be sufficient to meet the needs of  the  south service
area through the year 2000.

3.  The PCB issues are addressed in Appendix G.
                                 6-97

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COMMENT;   MR. L.W. BREMSER - Black and Veatch, Inc.

At the January 29th meeting we commented concerning twelve points
in evaluation of the Gilbert Report.  These comments are repro-
duced on pages 6-32 through 6-34 of the draft (and final) Environ-
mental Impact Statement.  One point (Point #1) regarding nitrogen
discharge has been resolved (in the draft EIS).   However, we still
have reservations as- to six other points, five of them concerned
with cost.  They are:

Point two -  The estimated additional cost for second-stage nitri-
fication required on Clear Creek has been increased from $1,722,000
back in January to $2,253,000.  We are still concerned that this
may not be adequate.

And if I understood the statement by the Gilbert representative
awhile ago today, the two stage plant was estimated at one and a
half times the single stage aeration plant.  This statement is
not borne out in the summary of estimates, Table 6-8, page 3-6-17.

Point four -  We still question the adequacy of estimates for
channel relocation at the Dillman Road site.

Point five -  We wish to point out again that overestimation of
the cost of the gravity outfall sewer tends to make the upper
Clear Creek sites more attractive than would otherwise be the
case.

Point three -  Differentials in operation and maintenance costs
pointed out in January have been increased to the nine to ten per-
cent range as opposed to the eight percent which they were.  We
still question the adequacy of this differential.

Point eight -  The additional 8 percent for sludge handling and
disposal still does not seem adequate but the backup for these
figures is not included in the draft.

Point ten -  This is concerned with pumping the 1.9 million
gallons per day to the Blucher Poole Plant as a routine practice.
This plan was only intended to serve on an interim basis and with
the current energy shortage, we believe this recommendation should
be reconsidered.  If this recommendation stands and the statement
as to the lesser cost treatment at Blucher Poole is correct, we
assume that no additional stage of treatment at the Blucher Poole
Plant would be required within the design period.

Finally,  the interpretation of trends and the pumping of 1.9 MGD
to the north has been used to justify the construction capacity
of only 15 MGD.   We are concerned along with others that limita-
tions of only 15 MGD capacity design could prove to be a short-
sighted approach.  Thank you.
                               6-98

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Response:  MR, JAMES QUIN of GILBERT ASSOCIATES  (Consultant to EPA)

We did reply to EPA after that January 29th meeting but our reply
was not published in the draft EIS.  (These comments have been
included in the final EIS and are found on pages 6-35 and 6-36.)
On the costs that Mr. Bremser mentioned on point two of the
additional cost for the two-stage nitrification, the figures
were revised after that January 29th meeting.  The one and a
half times figure that I spoke of earlier is incorrect, and we
will stand behind the figures that are published in the cost
summary tables, in the draft EIS.  (Same tables in Final EIS.)

Mention was made in the January 29th meeting of misunderstanding
that we had of the nitrogen discharge requirements (Point one).
This has been cleared up and the nitrogen discharge requirements
are shown correctly in the final report of Gilbert Associates
(and in the draft and final EIS's).

On the question of the rock excavation (Point four) at the Clear
Creek sites, our estimates are based on a minimum rock excavation
at the Clear Creek site, at the Dillman Road site, and that
assumption is based on an on-site investigation that we did •
while we were here during our field visit in August.  We didn't
do any extensive borings at the site, but we did do some borings
down to a depth of about ten feet at several places on that
Dillman Road site.

And we feel, based on that, that the rock excavation for a
stream relocation at that site will be minimal.  That is the
reason behind that assumption.

Another item (Point five) that was mentioned was the sizing
of the pipes that we used for the interceptor sewer going from
Winston Thomas down to the Salt Creek site.  Apparently, there
is a difference in two places in the facilities plan.  We took
the pipe sizes that were shown on a plate in the Black and Veatch
report and took the pipe sizes directly off that.  I noticed
in the table within the facilities plan (after our final report
to EPA was completed) that different pipe sizes are ased.  I
think the pipe sizes that we took from the Bloomington 201 plan
are consistently six inches larger than the sizes that were
used in costing in the Black and Veatch report.

This was an error, and it definitely involves higher costs,
but even if the smaller pipe sizes were assumed, it would
still not make the Salt Creek alternative more attractive than
Dillman Road.

We did take the pipe sizes directly off the plate in the
facilities plan.

On point ten involving the continued pumping to the Blucher
Poole plant we did recommend that it be continued based on
the low energy requirement for pumping.  The figure we were
given by the Utilities Service Board was on the order of
$4,000 a year in pumping costs to that north plant.  In
looking at the north plant, it's our feeling that the plant

                              6-99

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is presently being underutilized based on its design capacity,
and that the additional flow that's coming from the south
service area now should continue, and even if additional treat-
ment is required at the north plant, that it's still going to
be more cost effective to treat that sewage at the north plant
and continue the pumping, than it would be to increase the
capacity at the new plant to handle this.

We feel that there is certainly plenty of capacity at the north
plant to handle that 1.9 MGD flow.  I think that covers our
reply to those comments.  I think the other comments that
were made on January 29th have been covered in the EIS itself
and in our letter to EPA of February 17, 1976  (see pages 6-35
and 6-36).

Comment;  MR. ORAL HERT, Technical Secretary of the Stream
          Pollution Control Board, State of Indiana.

I might say that I do feel right at home in Bloomington. I
attended the joint school out on White Hall Pike, just a few
blocks from where Westinghouse is now located.  I graduated
from the high school that burned down a few years ago, and
attended one year at I.U. before World War II.  My gray hair
might indicate the age.

I would say that we have been concerned over the delay in
construction of additional treatment facilities for the City
of Bloomington.  We admit that we are somewhat taken aback
by the long sewer line that was proposed to transport the
sewage all the way to the Salt Creek site.

However, the State of Indiana does not make a cost effective
analysis, and our consideration was that there might be a
tradeoff of first cost of the sewer versus the less operation
and maintenanae costs  over the years at the Salt Creek site.

We did rely on the city's engineers to select the proper site.
We do believe — I am looking at the environmental report,
that the plant can be located at the Dillman Road site designed
to produce an effluent that will reach standard water quality
standards.  We certainly hope that this Environmental Impact
Statement would be completed at an early date, and it will be
acceptable to the city, so that they can have their consulting
engineers adapt the plans that have been developed for the
treatment plant for the city in time to receive construction
grant funds from grants that are now available and have to be
obligated to municipalities in the State of Indiana prior to
September 1977.

I have discussed this problem with the City officials, and
they have indicated to me that they are ready to go forward
as rapidly as possible once this environmental impact is
finally decided.

We are  somewhat concerned that the Lake Monroe area will not  ,
be served by a joint treatment plant, because we believe that
sewers in this area where there is development will be delayed
                              6-100

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because there is not a region system to meet that requirement.
But, we will continue as we have in the past to limit develop-
ments on Lake Monroe that propose discharge effluent to the
lake.

We'd just cite a couple of points on page 3-3-1 in the Environ-
mental Statement.  It cites the average daily flow treated by
the south plant as 11.2 MGD.  Recent information from the City
indicates the average flow at the plant is in the range of 7
to 8 million gallons a day with two to two and a half million
gallons a day pumped to the north sewage treatment plant. I'm
not sure whether that was available to the consultants when
they made their survey or not.

And one other point on the Pointe development sewage plant,
they may be required to extend their outfall to Salt Creek
since, at the time their treatment plant was approved by our
Board, we contemplated that a regional plant would be built,
and the effluent would be discharged to Salt Creek, so we will
have to take another look at the Pointe treatment plant in
the near future once this site is established to determine
whether or not a longer outfall will be required from the
Point treatment facility.

I think that's the only comments I have.

Response;  to MR. ORAL HERT

USEPA has reviewed the latest flow meter calculations on the
existing flows at the Winston Thomas STP.  This is found in
Appendix A-9 toA-15.  USEPA finds that 15 MGD is a cost effective
capacity for the proposed STP.  The decision on the outfall
location for the Caslon  (Pointe) STP is determined by the ISBOH.

Comment;  MR. ROBERT SCHMUHL, President, Bloomington Utilities
          Service Board.

Let me say first of all that the Utilities Service Board shares
the concerns expressed by Mayor McCloskey and Black and Veatch
about certain elements of the draft Environmental Impact State-
ment, and we appreciate the opportunity of presenting this
statement this evening.

In May of 1972, the City of Bloomington began to make plans for
a sewage treatment expansion program.  It was apparent at that
time, as it is now, that a new facility to replace the old and
nearly overloaded Winston Thomas plant was necessary.

Given the condition of the Winston^ Thomas plant, the recent letter
from the State limiting sewer hook-ons in the southern drainage
area, and other factors, the Utilities Service Board hopes that
the authorities of the Environmental Protection Agency and the
State of Indiana in cooperation with the City of Bloomington
will select a definite site as rapidly as possible.  The years
of delay on this project have already almost doubled what it
will eventually cost.  We need to get this program moving, and

                             6-101

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we need to move without delay.

To facilitate the selection of s site for the proposed facility,
the Utilities Service Board last Spring requested an Environmental
Impact Statement.  Since certain doubts about the site existed,
we felt that an EIS was necessary.  We appreciate the work done
by EPA and Gilbert Associates in preparing the EIS.

Although the Utilities Service Board has supported the Salt Creek
site as a cost effective and versatile choice, we nevertheless
recognize the arguments that have led EPA to select the Dillman
Road site.  Of utmost importance to the Board is a positive and
concerted movement towards the construction of a new plant.

We believe the Dillman Road site will serve the needs of our
community.  It will also provide for immediate and continuing
growth and is compatible with the City's plans for the future.
The level of treatment at the Dillman Road site will be vast
improvement over the capability of the present Winston-Thomas
plant.  We feel that a plant at Dillman Road will respond to
the environmental considerations and concerns that have been
raised by many segments of the community.  For these reasons
and others, the Utilities Service Board supports the selection
of the Dillman Road site.

In conclusion, let me reiterate on behalf of the Utilities
Service Board the City's genuine need for a new wastewater
treatment facility.  We sincer.ely hope that this project,
which has been delayed for so long, can be completed with all
deliberate speed.  Environmentally, Bloomington cannot afford    .
an old and overloaded sewage treatment facility.  Economically,
Bloomington cannot afford a moratorium on the number of sewer
hook-ons.  Our need is acute, and we hope by working together
that the community can have a new, environmentally-sound plant
in operation as soon as possible.

Response;  EPA has addressed MR. SCHMUHLs' concerns in the
           response to MAYOR McCLOSKEY.

Mr. Fuller, Deputy Planning Branch Chief, USEPA.

Do we have a representative here from the Lake Monroe Regional
Waste District?  Anyone wishing to speak on their behalf?
(No one spoke on the behalf of the LMRWD.)

Comment: MR. JIM PERRIN

Good evening.  It's been about a year since Bloomington Sierra
Club spoke at the May 29th meeting concerning the problem that
we saw with the study that had been done before and some of
the issues that we felt the EPA should address in the draft
Environmental Impact Statement.

At that time, we endorsed the Dillman Road site, and this
evening, we would like to affirm our support for the selection
of the Dillman Road site, and indicate that we are somewhat
                              6-102

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gratified that as a fairly new group at that time, *-ith little
experience, and a lot of help from other environmental groups
in town, that we were able to get involved in this issue and
come to some conclusions that we felt were right, and to have
them for the most part substantiated by' an external agency
that I am sure spent more money and time than we did in coming
to our conclusions.

There are some points, I guess, we still feel somewhat uneasy
about.  While the demographic projections made by Gilbert and
adopted by EPA are quite elaborate and seem certainly within
the realm of justification, it is difficult for us to come
to a conclusion about the size of the plant.  It is, of course,
crystals-bailing to look 20 years in the future, and it will be
an important decision in the Bloomington community.

The environmental concerns seem to have quite well covered by
Gilbert and the EPA and for that we are very gratified.  Our
stance was, of course to see first of all that the environ-
mental considerations were protected and did get a fair con-
sideration, and for that we are much appreciative.

Response;  None required.

Comment;  MR. W. E. BRAUN

I would like to read a prepared statement from the Environ-
mental Quality and Conservation Commission — I'll refer to
it hereafter as EQCC — of the City of Bloomington has counseled
the people of Bloomington on the siting of the proposed Sewage
Treatment Facility (STF).  The Commission's position was
completely summarized in its statement to the May 29, 1975,
Environmental Assessment Hearing on the subject.  The major
recommendations were:

1.  That the Sewage Treatment Facility be located at the Dillman
Road site.  The main reasons for rejecting the Salt Creek were:

    a.  The terrestrial and aquatic destruction involved in
running a long outfall sewer to the site.

    b.  The lower quality of effluent from the Sewage Treatment
Facility proposed for the Salt Creek site as compared to any
of the Clear Creek sites.

    c.  The Salt Creek site is within the flood plain of Salt
Creek, directly below the spillway at the reservoir and located
on a soil type known to be subject to waterlogging.

    d.  The possibility of severe adverse secondary effects
of facilitated development at Lake Monroe because of placement
at Salt Creek.

In addition, the EQCC requested that the Environmental Impact
Statement consider £g points of secondary impact.
                              6-103

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The draft Environmental Impact Statement contains detailed
treatment of items l.a, b, and d above and the majority of
the points of secondary impact.  In addition, item l.c and
most of the remaining points of secondary impact are treated
in a general way.

Our conclusions are as follows.

The Environmental Quality and Conservation Commission of
the City of Bloomington concurs with the conclusions of the
Environmental Impact Statement, specifically, one —

The EQCC concurs that a 15 million gallon per day activated
sludge sewage treatment plant with rapid sand filters and
sludge treatment via aerobic digestion and centrifugation
located at the Dillman Road site will serve the needs of the
South Bloomington Service Area.

2.  The EQCC concurs that the processed sludge from the south
treatment plant should not be applied to farmland until

    a.  The extent of the PCB problem in Bloomington has been
determined and;

    b.  Corrective actions are taken that reduce PCB levels
to a safe level.

We take this opportunity to recommend further that the pre-
cautions be taken placing contaminated sludge into landfill
so that the eventual leakage from such landfill does not
pose a future problem for the area's watersheds.

3.  The EQCC concurs that in view of the economic forecasts
and in view of the absence of a comprehensive development
plan, for the Lake Monroe region, regionalization of the
South Bloomington Service Area and the Lake Monroe Regional
Waste District as proposed in the Bloomington 201 plan is
not warranted.  We caution, however, that future development
trends may vary from current forecasts.  Since the Lake
Monroe region represents the prime watershed for drinking
water for Bloomington and its neighboring communities, land
use in the area should be closely monitored and indiscriminate
utilization as currently practiced be strongly discouraged.

4.  The EQCC concurs with the remaining conclusions in the
draft Environmental Impact Statement.

The EQCC would like to take this opportunity to thank all
those concerned, particularly the U.S. Environmental Pro-
tection Agency,  for their efforts to place in proper per-
spective the economic and environmental factors concerned
in this project.

 Response:   None  required.
                               6-104

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Comment;  MR. LARRY NEMBA

Good evening.  I am representing the Monroe County Home Builders
Associated.  We met with Mayor McCloskey and discussed the
possibilities of the sewage treatment plant at both sites.
We are in agreement with Mayor McCloskey's statement that we
need a site and we need it as soon as we can get one, whether
it be the Dillman Road site or the Salt Creek site.  As it
appears, it will probably be the Dillman Road site.

Our main desire is to provide housing for anyone in the City
of Bloomington or Monroe County.  Without sewage treatment,
we cannot increase the number of residents in Monroe County
or the City of Bloomington.  We are now down to a limited
number of hook-ons as you read in the paper recently.  Without
more hook-ons, virtually home builders and developers are out
of business.

We do desire that there be a reasonable growth.  We're not
just wanting to build anyplace anytime, with no concern for
what it does to the environment.  We still feel that the
original site on Salt Creek would have been our preference
due to the fact that there has been development around Lake
Monroe with better treatment of the sewage from that area.

We are also concerned on the additional cost that's going
to be to do all the planning and all the delaying to change
over to the Dillman site.

The time schedule, as it was mentioned these are just kind
of loose figures — at the time we were probably talking six
to eight months, before all the paper work can even be altered,
so we feel that we can live with either facility, but our main
goal is to get one underway.

Response;  EPA shares the objective of getting a new facility
           constructed for the South Bloomington Area.

Comment;  MR. DENNIS FALLS, Chairman of the Bloomington Sierra
          Club here in town.

Both Mayor McCloskey this afternoon and the Utilities Service
Board this evening expressed a need for proceeding with all
deliberate haste in proceeding with the beginning the con-
struction of additional sewage treatment facilities in
Bloomington.

I think they will excuse me if this is not their intent, but
I think I should comment on the implication that the prepara-
tion of the EIS itself was a cause for the additional delay
and cost in planning this facility.  I think that this has
been an excellent lesson for this community that had environ-
mental considerations and existing alternatives that were
                              6-105

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known at the time but inadequately considered in the  initial
planning that the delay in the additional costs might not have
had to have been incurred.

Might I at this time ask Mr. Ross some questions about his
statement?   (See Appendix G for Mr. Ross's statement)

I was here this afternoon and asked Mr. Ross for a copy of
EPA's statement, on the PCBs in this area.  We were very happy
to see this, it really does indicate some forward momentum on
this problem and indicates that some action certainly has been
initiated to help deal with this PCB contamination in this area,

I would like to ask a couple of questions not in the way of
criticism, but just to clarify a couple of problems with myself,

Could you clarify — I think a lot of people are concerned
about the meaning of the term "minimal discharge".  This has
been expressed as a goal, and it might be helpful if people
understood what this meant, since it seems often to be
referred to.

MR. ROSS:

I think you are referring to the statement that Westinghouse
in Bloomington has been placed on a timetable for obtaining
minimal discharging of PCBs by the end of 1976.

That question came up this afternoon from a lady, and I didn't
have the precise answer on it, and I still do not have it now,
because I did not make an attempt to examine the total state-
ment regarding Westinghouse.

Now, the State is the primary one carrying the ball on this.
We did some of the initial work and since then we've done some
joint work, and right now, the State is in the active phase of
the enforcement abatement of it.

But I think what can be said on this is that based upon the
process and the operation at Westinghouse, the schedule that
they are on here now to be completed by 1976 is perhaps based
on technology.  It may be the best schedule we can get from
them now, merely because they are going on a schedule now that
permits minimum discharge of PCBs which I might not qualify
now to quantify — it does not mean that the effluent will go
to complete zero either by recycling or by changing due plant
process in search of substitution of PCBs, it's still not the
ultimate goal, and still is being pursued with as much vigor
as it was prior to getting the kind of agreement we now have
with Westinghouse.
                             6-106

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MR. FALLS:

Okay.  The reason that I wanted to ask that question was — a
number of years ago when it first became known to State agencies
that PCBs were being discharged at the rate 46 pounds a day,
somebody probably considered that to be a minimal discharge,
and we hope that it will become more minimal as quickly as
possible.

You also stated that testing at Bloomington water plants found
PCBs below detectable levels.  Can you tell me what EPA con-
sidered to be a detectable level or minimum detectable level?

MR. ROSS:

I think the laboratory now looks at PCBs routinely at a level
that would generally stand as what you can detect in a labora-
tory.  Let's see, is Mr. Peoples here?

MR. PEOPLES: (City of Bloomington Chemist)

Ten per parts per billion.

MR. ROSS:

He's in the laboratory, and I am not, that's why I asked him
that.

MR. FALLS:

Sure, okay.  Refer on the last page to paragraph B.3, (Appendix
G) at the top of the page, in that the EPA recommended the
three landfill sites be closed and reworked which were formerly
used for solids waste disposal, by Westinghouse, and where water
and soil PCB contamination were found.  Does reworking a landfill
site mean complete excavation?

MR. ROSS:

Right now that's a recommendation that's in the report but at
the time the actual survey was done, the leaching from the
landfills that were looked at were very, minimal.  And when
I say minimal, leachate coming of there probably, one into
the stream, would not be detectable.  That doesn't mean now
that we are saying we don't have a concern for them, that's
why we have in there a recommendation to the Indiana district
office that it may be reworked in a manner which would pre-
clude the leachate in some ditches, drainage ditches, so
that the capacitors that actually conduct the flow of water
through landfill and perhaps into the stream.  We feel that
if in the future we find that this leachate problem is one
that is contributing to the problem in the creeks and
consequently in the fish, then those things ought to be
                            6-107

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reworked in a manner which would not cause the problem.

MR. FALLS:

One last question.  You note here that the Bloomington south
treatment plant — Winston-Thomas right next to us — has
stopped distributing sludge to farmers and gardeners because
of the high levels of PCBs — who or what agency would be
responsible in determining the proper ultimate disposal of
the sludge that is accumulating at the plant next door. And
apparently you only have until September before storage .
facilities are completely filled.

What local agency or state or federal agency would be most
helpful in determining what to do with that?

MR. ROSS:

Perhaps a better approach to it — I'm not prepared to pin-
point what local agency, or federal or state agency would
have the ultimate responsibility, but I think the approach
to it is going to have to be one where all pollution control
agencies — local, state, federal — are going to have to
pool efforts to find methods of safely disposing of sludge.
I think we necessarily should share the responsibility rather
than any one agency excluding the others.  We are addressing
a problem that we need all of the expertise and all of the
help we can get so I would think that we are going to work
together on that problem.

MR. FALLS:

Excellent, that's a very excellent idea, and I thank you
again for that report.  It's very encouraging.

If you will permit, Mr. Fuller, I'd like to read a short
public statement.

There will be a public meeting to form a citizens committee
on the PCB problem in Monroe, Owen and Lawrence Counties this
Thursday, May 6, at 7 p.m. in the County Public Library.  The
purpose of the committee will be provide a focus for citizen
concern on PCBs and to encourage research on and resolution
of the PCB contamination of lands and waters in this area.

If you have used  sludge from the Winston-Thomas treatment
plant, you are especially urged to attend.  If you know of
others who have used this sludge, please urge them also to
attend.   The committee will help obtain advice and assistance
for citizens concerned about the PCB contamination in  their
lives and of course this will help support any other agencies
that are  working  on this problem.

The coordinator of the committee will be Sarah Narreg  (phonetic
spelling), and I'd like to remind you that will be May 6th,
in the Monroe County Public Library auditorium, at 7 p.m.
                                6-108

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Comment;  MR. RAY GRAHAM, Professional engineer, county surveyor
          at the present time.

I think the question tonight on Salt Creek condemned route sites
were the same state when the bypass was built around Bloomington,
It was needed so bad that everybody said we wanted the thing, we
needed the thing, we were afraid to say what we should do with
it.  But we let the bypass go without anybody except Dave
Thrasher and I asking for overheads on it, so that we got
several people killed in the last few years.

I am in favor of the Salt Creek site because I think we're not
far enough down the road.  We've got a regional problem, we've
got a sanitation problem, below Dillman Road, as Mr. Hert, I
am sure, knows about, I think we should consider the whole
area — we've got a western area clear out to Stanford that
is going to be loading into the Bloomington plant at some
time.  I think the Salt Creek site is the only effective site
for the area.

Response;  To RAY GRAHAM

All Clear Creek sites  (Winston Thomas, Dillman and Ketchum)
are preferable to the Salt Creek site on an environmental,
economic and geographic basis.  Present Worth Analysis  (p 3-
6-15) indicate Salt Creek to be more costly by several millions
of dollars  (e.g. Dillman Road Present Worth $31,775,000 vs.
Salt Creek Present Worth $42,489,000.).

Furthermore, selection of the Salt Creek site would result in
less centralization of sewer interceptor facilities, extensive
disruption of the Clear Creek stream banks, a poorer quality
effluent, a less reliable sewage treatment facility, and might
cause an acceleration of the Lake Monroe area prior to a full
opportunity by the local planning commission, with appropriate
citizen input, to discuss and evaluate land use options for
the Lake Monroe area.
                              6-109

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 STATEMENT  FROM COUNCILMEMBER THOMAS 0 MIDDLETON, M.D.

            for the EPA Hearing,  3 May 1976
      For  the  past  five  to  six years, the City of
 Bloomington,  State of Indiana and U.S. government, as
 represented by  the Environmental Protection Agency
 (EPA)  and other appropriate agencies, have variously
 considered, debated  and procrastinated in the efforts
 to solve  our  increasing problem of disposal of sewagae
 waste within  the community.

      We have  now reached the point where future hook-
 ons are limited to 208.  This is not a year's problem,
 but will  continue  until the problem is solved.  This
 ruling by the State  Board  of Health, will preclude the
 development of  any significant apartment complexes,
 limit home construction, and seriously threaten any
 commercial developments, including those that are pre-
 sently planned.

      I have  no   quarrel with the particular sites that
 might-be  recommended, although I question the compe-
 tence of  the  report  upon which the EPA bases it^ recom-
 mendations.   In any  event, it is my belief that this
 problem must  be approached and solved without further
 dawdling.  To this end, I  will introduce a resolution
 to the Common Council of the City of Bloomington request-
 ing the Utilities  Service  Board to establish a site for
 the treatment plant  and proceed with all deliberate speed
 to implement  the plans  that are now at hand.

      I have sufficient  confidence in the capabilities
 of the persons  on  this  Board that they can consider the
 engineering plans  available to them and make a logical
 decision  in this matter.   I urge the EPA to be respon-
 sive of the needs  of the community and of the desires
 of the people who  live  here to solve their problems
•with a minimum  of  harrassment and obfuscation by outside
 agencies.  Further,  I have enough respect for the integ-
 rity of our local  boards and governmental officials that
 they are  going  to  be cognizant of the impact of their
 actions in this matter  upon not only the immediate envi-
 ronment of the  community,  but our neighbors as well.

      I urge you to consider this matter expeditiously.

                           Respectfully submitted,

                       C^\J^    <~sjtt-^f
                       \^,	y'T/lri   /-; / ' -/-//  /'">///

                           Thomas 0 Middleton, M.D.
    Response:   None

                                   6-110

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           United States Department of the Interior

                        OFFICE OF THE SECRETARY-
                           NORTH CENTRAL REGION
                       230 S. DEARBORN STREET, 32nd FLOOR
                           CHICAGO, ILLINOIS  60604

 ER  76/334                     May 14, 1976
  Mr.  George  R. Alexander, Jr.
  Regional Administrator
  U.  S.  Environmental Protection Agency
  230 South Dearborn Street
  Chicago,  Illinois  60604

  Dear Mr. Alexander:

  This is in  response to your request of March 5 for Department of the
  Interior comments on  the draft environmental statement for the Sewage
  Treatment Facilities  for the South Bloomington and Lake Monroe Service
  Areas, Bloomington, Indiana.

  GENERAL COMMENTS

  We  have noted that the applicant's proposed 20 MGD sewage treatment
  plant  at  the Salt Creek site described in chapter 1 is not the action
  proposed by the Environmental Protection Agency.  The EPA proposal,
  revealed  in the Summary and Conclusion chapters of the statement, is
  that a 15 MGD plant be constructed at the 60-acre Dillman Road site.
  A connecting sewer approximately two miles long, paralleling Clear
  Creek, would be constructed from the existing Winston Thomas plant to
  the Dillman Road site.  Clear Creek at the Dillman Road site would be
  relocated and channelized.

  While  the draft Environmental Impact Statement (EIS) includes much
  information on the aquatic ecology of the Monroe Reservoir, it does
  not describe adequately the abiotic and biotic factors of the streams
  affected  by the proposed facility, in particular Clear Creek which
  was recommended in the draft EIS for reception of sewage effluent
  from the proposed sewage treatment plant (STP).

  On  April 28, 1976, a  representative of the U. S. Fish and Wildlife
  Service conducted a field survey of the selected site (Dillman Road
  site)  for location of the STP.  The Service representative found that
  that segment of Clear Creek provides suitable habitat for some fish
  and wildlife species. Twenty-five species of birds and several
  squirrels were observed.  Also, raccoon and deer tracks were found
  along  the stream bank.  Sycamore trees predominate the flood plain

  0^T'o/v  .
^ /2V  \
                                      6-

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                                                                     -2-

with a few river birch arid silver maple.  Several species of shrubs
provide dense cover for birds and mammals.  Poor water quality in the
surveyed reach of Clear Creek was the only adverse factor found in the
field review.  Low species diversity of invertebrates and fish indicate
the unhealthy condition of the stream.  Oligochaetes, midge and black
fly larvae dominated the benthic community, and creek chub and stone-
roller were the only fish species observed.  Growths of Cladophora were
present and the rocky substrate was slippery with diatom growth.  Such
algae growth indicates nutrient rich waters.  Properly treated sewage
effluent should improve the water quality and subsequent biotic diversity
and abundance in Clear Creek.

SPECIFIC COMMENTS

Page 1-5 - General and Specific Location of the Proposed Action

The fourth and fifth lines indicate that Lake Monroe discharges a
minimum controlled release of 32 million gallons per day (49.5 cfs).
Also, at the bottom of the page, the EIS indicates that Clear Creek,
presumably at the Winston Thomas STP discharge, has a 7-day 10-year
low-flow of 0.  However, low-flow characteristics of Indiana Streams
by P. B. Rohne, Jr. (U.S. Geological Survey, 1972) indicates that Salt
Creek at Peerless, Indiana has a 7-day  10-year low-flow of 0.8 MGD
(1.3 cfs).  It also had a zero discharge from September to December 1965.
The same publication indicates that Clear Creek at Harrodsburg has a
7-day 10-year low-flow oE 4.3 MGD (6.6  cfs).  Sewage treatment effluents
from Bloomington are apparently included in the statistical estimate at
the Harrodsburg location.  This apparent conflict of information should
be investigated for resolution of a recalculated 7-day 10-year low-flow
figure in the final EIS.

Page 1-7 - Polychlorinated Biphenyls  (PCBs) in the Winston Thomas STP
           System

The final EIS should contain more specific information regarding the
occurrence of PCBs in raw sewage of the Winston Thomas STP.  We under-
stand that more information already is  known and available, as well as
the source of PCBs.  The final statement also should discuss the impacts
of project-processed PCBs on fish and wildlife resources.

Page 2-3 - Parks and Historical Sites

A letter from Mr. Joseph D. Cloud, Director, Department of Natural
Resources  (and State Historic Preservation Officer) confirms the state-
ment on page 2-3 that no known historic sites would be affected by  the
project.  In addition, Mr. Cloud recommends that the subject of archeo-
logical sites be addressed in the statement.  We concur and also recommend
that the statement discuss the action taken or proposed to professionally
determine the presence or absence of archeological resources in the
project area and the effect of the proposal upon any such resources
present.  The statement should further  reflect procedures to be followed
                                    6-112

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                                                                     -3-

should previously unknown archeological resources be encountered during
project development.

Page 2-3 - Environmental Constraints

The frequency and magnitude of flooding on reaches of Clear Creek and
Salt Creek draining the project area should be assessed.  This information
is needed to evaluate the planned flood-protection measures for the
treatment facilities.  Impacts of infiltration and exfiltration through
the sewer lines, many of which must actually be laid within the limestones
of the area, should be discussed.  The drastic, probably worst-case,
situation of a ruptured sewer line in a limestone with fractures and
cavernous openings should also be addressed.

Page 3-2-1 - Evaluation of Pure Oxygen Process, and Page 3-5-1 - Treatment
Requirements

While we consider the effluent standards adequate for parameters such as
BOD's, suspended solids and phosphorus, we are not in agreement with
concentrations proposed for ammonia nitrogen.  To ascertain a safe
concentration for toxic un-ionized ammonia, a correct 7-day 10-year low-
flow should be calculated.  Based on that calculated low-flow, the
concentration of project-caused un-ionized ammonia should not exceed
0.02 mg/1 in the receiving waters.  This determination should be made
for the chosen project site - - either Salt Creek or Clear Creek - - to
avoid ammonia toxicity to aquatic life.

Page 3-6-2 - Alternative 4

Because of the excellent physical characteristics of Clear Creek and
riparian habitat along Clear Creek at the proposed Dillman Road site,
we suggest further consideration be given to locating the treatment
plant to avoid relocation of 2,000 feet of stream.  If relocation is
necessary, we recommend mitigation features be implemented to minimize
permanent destruction of fish and wildlife habitat.  Mitigation measures
should include plantings of trees and shrubs along the relocated channel
to provide a variety of wildlife habitat.  Also, alternative riffles and
pools should be constructed in the new channel to offset that destroyed
by project construction.  A specific fish and wildlife mitigation plan
should be included in the final EIS.

Page 3-8-14 and 5-1 - Conclusions and Recommendations

The conclusions suggest only that land disposal of sludge—although
preferable on a cost basis--should not be undertaken until the PCB
problem is resolved (p. 5-1).  The statement should also more fully
describe the nature, distribution, and hydrologic properties of the
soils that may be involved, should address the probable character of
the leachate, and should evaluate the potential impacts over the long
                                6-113

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                                                                     -4-

term of the land-disposal process on ground water and the closely related
surface water, for any disposal site that might be considered.

Page 4-9-5 - Aquatic Ecology

The draft EIS considered several methods of disinfection of treated
sewage effluents but no final decision is made in the draft.  We support
the recommendation in the draft EIS to study further alternatives to the
use of chlorine and to analyze further the toxic effects of chlorinated
organics formed as a result of chlorination.  If chlorination is selected
as the method of disinfection, we recommend that the residual chlorine
be limited to such that the concentration will not exceed 0.003 mg/1 in
the receiving waters.  This concentration has been determined to be safe
for most aquatic organisms.  However, we agree that ultimately  final
chlorine limitations should be determined by bioassay study using the
receiving waters and the most sensitive fish species in the locality.

Page 4-9-16 - Aquatic Organisms Found in Clear Creek

More information should be given for this portion of table 9-2, such as
the location of the stream reach of the Clear Creek study and the dates
of investigations.  Judging from the U. S. Fish and Wildlife Service
findings on April 28, 1976, the data presented is unlikely to have been
observed between Dillman Road and Winston Thomas STP.

Page 4-11-1 - Mitigative Measures for Minimized Physical Effects

We support the general mitigation guidelines in the draft EIS.   However,
mitigation means and measures of construction activities should be more
specific.

                                       Sincerely,
                                        ^
                                      /Xa^
                                      '
                                       Madonna F.  McGrath
                                       Acting Special Assistant
                                         to the Secretary
                                   6-114

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USEPA Response:   (To U.S. Department of Interior)

1.  Page 1-5  General and Specific Location of the Proposed Action

    Clear Creek is tributary to Salt Creek below the Lake Monroe Dam.  Thus,
the flow in Salt Creek does not change the 7-day 10-year low flow for Clear
Creek.  The 7-day 10-year low flow of zero at the Winston Thomas STP does
not include the effluent discharge from the STP.  Construction of the Lake
Monroe Dam on Salt Creek began in October 1960 and according,to the discharge logs
at Lake Monroe, the minimum 50 cfs discharge began in February 1965 and has
been maintained since that time.  The reference Low Flow Characteristics
of Indiana Streams by P.B. Rohne, Jr. indicates low flows based on the
historic periods frctn February 1939 to September 1950 and February 1957 to
September 1963.  Since the flow is now regulated by the Lake Monroe Dam,
the niinimum discharge of 50 cfs  (32 MSD) is correct for Salt Creek and
consistent with the design parameters and management discharge program
for the reservoir.

2.  Page 1-7  PCBs in the Winston Thomas STP System

This is discussed in Appendix G.

3.  Page 2-3  Parks and Historical Sites

    The Glenn A. Black Laboratory of Archaeology at Indiana University has
completed a reconnaissance survey and test excavation at the Dillman Poad
site.  Their reports are in Appendix H.  The conclusions of their test
excavation indicate that "project construction at the Dillman Poad location
will not adversely affect prehistoric cultural resources".

4.  Page 2-3  Environmental Constraints

    a.  The proposed sewage treatment plant must be protected from a 100 year
flood event.  Flood protection will be achieved by the construction of levees
as follows:
Site
Winston Thomas
South Roger
Dillman Road
Ketchum Road
Salt Creek
Upstream end
of site
680
676
624
603
515
Downstream end
of site
676
672
617
598
515
Average top
of dike
678
675
620
600
515
    b.  Impacts of infiltration through interceptor sewer line from Winston
Thomas to Dillman Road site.

    To insure the integrity of the sewer system, test borings should be made
along proposed interceptor routes to assure adequate bearing capacity for
the line.  With proper construction, infiltration or exfiltration along the
proposed sewer lines should be minimal.

    As a  rule of thumb, infiltration in a new sewer could be as great as
100 gallons per day per inch of pipe diameter per mile of pipe.  Assuming a
42-inch diameter pipe, the infiltation would be:
                                        6-115

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USEPA Response:  cont.   (To U.S. Department of Interior)


                  42" x 100     gal       x 2 mi =  8 ,400 gpd
                           day-inch-mile

Assuming 15 MSD average flow, this would be less than one-tenth of one percent
of average daily flow.

5.  Page 3-2-1  Evaluation of Pure Oxygen Process and
    Page 3-5-1  Treatment Requirements

    To determine the "worst case" concentration of unionized ammonia for Clear
Creek, the following parameters are important:  pH, temperature, dilution ratio
and atmionia effluent discharge limit.

    Values for the worst case are:

    a.  dilution ration = 0   (i.e. 7-day 10-year low flow = 0)
        NH3 before - NH_ after

    b.  ammonia-nitrogen =1.5 mg/1

    c.  pH of treatment plant effluent
        Effluent pH can be adjusted chemically, but in normal operations should
not exceed 7.4.

    d.  T = 70° F
                                \
    Based on the article "The Percent Un-Ionized Armenia in Aqueous Ammonia
Solutions at Different pH Levels and Temperatures" by R.P. Trussell, Journal
Fisheries Research Board of Canada, Vol. 29, No. 10, 1972 pp 1505-1507, the
percent unionized ammonia for the worst case situation is 1.32%  thus the
unionized concentrations is:

                      1.32% x 1.5 mg/liter = .0132 x 1.5 = .0198 mg/1
                      which is less than .02 mg/1 in the receiving
                      waters recommended as the maximum concentration
                      by DOI.

6.  Page 3-6-2  Alternative 4

    Reasons for the stream relocation  (provided by Black & Veatch, consultant
to the City of Bloomington) are as follows.

    If the stream is not relocated, the plant structures would be in two or
perhaps three separate conplexes separated by the creek.  The resulting plant
layout would be very awkward.  Increased lengths of piping would be required
and perhaps pumping heads for sludge and return waste lines would be higher.
The longer lengths of piping would result in more maintenance and in the case
of sludge lines, increased probability of clogging.  The plant would be more
inconvenient to operate due to the separation of facilities.  Increased operation
costs would result due to greater pumping heads and greater maintenance.
Increased initial construction costs would result from the greatly increased
pipe lengths.
                                       6-116

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    Since stream relocation is desirable, the following mitigative measures
are recommended:

    a.  Following the general mitigative actions discussed on p 4-11-5 of
the EIS.

    b.  A fish and wildlife mitigation plan shall be developed and implemented
for the Dillman Road site by the City of Blocmington in consultation with U.S.
Fish and Wildlife Service and the Indiana Department of Natural Resources.

7.  Page 3-8-14 and 5-1  Conclusions and Recommendations

    Landfilling is the method of sludge disposal recommended. Until the PCB
problem is resolved. Land spreading and/or composting of the sludge may be
practiced only if these alternatives can meet the standards promulgated by
Federal and state agencies.  The nature, distribution and hydrologic prop-
erties of the soils that may be involved in land application as well as the
character of the leachate and long term impacts are beyond the scope of this
study.   (See Draft EIS on Sludge Disposal and Land Reclamation in Fulton
County, Illinois, USEPA Region V, June 1976.)

8.  Page 4-9-5  Aquatic Ecology

    Literature indicates that most aquatic organisms should be protected if
the total residual chlorine in the stream does not exceed a level of 0.003 mg/1.

    Typical dosage rates for chlorinating secondary effluents range from 2 to 8
mg/1.  Total chlorine residual in the effluent  (after 15 minutes detention) of
0.5 mg/1 should be sufficient for purposes of disinfection.  Since the kill
(disinfection effectiveness) is proportional to the concentration times the
time of contact, the contact time could be increased and the dosage decreased.
If necessary, dechlorination can be practiced following chlorination, using
sulfur, dioxide or sodium bisulfate.   (See Recommendation #8 page 5-2.)

9.  Aquatic organisms found in Clear Creek

    Further documentation concerning time and location of observations may
be obtained by contacting Dr. D.G. Frey at Indiana University in Blocmington.
The investigation upon which the table (9-2) is based was conducted under
the direction of Dr. Frey.  Results of the investigations were loaned to
us by Dr. Frey and have since been returned.
                                      6-117

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          National  Wildlife  Federation

1412 16TH ST., N.W., WASHINGTON, D.C. 20036                                     Phone 202—797-6800


                                            May  28,  1976


     Mr. Harlan D. Hirt
     Chief, Planning Branch
     EPA - Region V
     230 S. Dearborn Street
     Chicago, IL  60604

     Re:  DEIS from South Bloomington and Lake Monroe  Service
         Areas, Bloomington,  IN   (C-l80560-01)

     Dear Mr. Hirt:

         We have received and reviewed the DEIS for the  captioned
     project.  The draft  appears to be quite thorough, particularly in
     its discussion of alternatives.

         We would, however, like  to offer the following  brief comments
     for your consideration:

     1)     Page 2-3    of the DEIS indicate that  the  treatment  facility
     must be protected from  flooding and that such protective measures
     must not "result in excessive restrictions of the floodplain".

         We assume that  a portion of the service  area embraces  a
     flood hazard area?  If  so, we would like some assurance that this
     project will not serve  to stimulate growth in the floodplain (see
     Executive Order 11296,  which  calls upon you as far as  practicable
     to preclude the uneconomic, hazardous or unnecessary use of the
     floodplain).  Also,  the list  of agencies consulted (see page iii)
     fails to list the Flood Insurance Administration as  an agency
     consulted.  If the project involves a flood hazard area identified
     under the Flood Disaster Protection Act, 40 C.F.R. 6.512(a)(3)(ii)
     requires you to consult with  the HUD regional office.

     2)  Page 4-9-6 of the DEIS states that there are rare  and en-
     dangered species in the area, but that "effects of construction
     would be negligible in  any site proposed" (our emphasis).What
     secondary effects due to induced development, may be anticipated?
     While the DEIS thoroughly discusses the possible secondary  effects
     of  a  regionalization alternative (not favored), the  secondary impact?
     of  the  recommended alternative are not.  This concerns us.  For
     example, what type of areas will be affected by population  growth,
     how  large will the population growth be, and what will be the
     effects of  this population growth on wildlife habitat  in the
     area?
                                  6-118

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National Wildlife Federation

   Mr. Harlan D. Hi rt
   May 28, 197o
   Page Two
        We would appreciate your advice.
   JML/cr
                                            Very^truly yours,
                                            JOHN M. LISHMAN
                                            Wastewater Treatment/
                                              Land Use Project
                                            Resources Defense
                                6-119

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USEPA Response:  (to National Wildlife Federation)

1.  The final meeting on the 100 year flood plain map for Bloomington, Indiana
was held on June 1, 1976.  A three month comment period is now in effect.   (All
comments are to be directed to the City of Bloomington.)  Following resolution
of all issues, an official map will be issued that delineates two areas:

     a.  The floodway area which is inundated by the 100 year flood and defines
an area of continuously moving water.

     b.  The floodway fringe - inundated by 100 year flood but is primarily
standing  (or extremely slow moving water).

To participate in the flood insurance program the City of Blocmington must develop
land use controls restricting development in the floodway.  Development in the
floodway fringe is permitted provided that construction and development are pro-
tected fron a 100 year flood.  Although HUD was not listed as consulted on page
iii, of the Draft EIS, copies of the Draft EIS for Blocmington were mailed to
HUD offices.  HUD also has been contacted by phone regarding the proposed
project.  HUD did not submit any comments on the proposed projects.

2.  The Dillman Road Site is situated so that it will encourage centralization
of sewer service for the south service area of the City of Blocmington.  This
will minimize induced growth.  The secondary growth impacts of normal develop-
ment include the change of land use from open fields and farmland to urban -
suburban uses, development of hones, apartments, and businesses which means
more roads, sidewalks, water, sewer and power lines.  The net effect of this
development is to decrease the habitat for small animals.  However, by central-
ization of sewer service the total area developed is minimized.  The areas affected
by this growth will be in the South Service Area of Blocmington where connections
to interceptor sewers are made.  The extent of population growth in the service
area is projected in Chapter 3 Task 1,  (see p 3-1-25 for discussion of projected
land use around the Dillman Road site).
                                       6-120

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STATE-
INDIANA
   DEPARTMENT OF NATURAL RESOURCES

           JOSEPH D. CLOUD
               DIRECTOR
                                                        INDIANAPOLIS, 46204
   April 14, 1976

                                                               f""-    «—-
   Mr. George R, Alexander,  Jr.
   Regional Administrator
   Planning Branch - EIS Preparation Section
   Environmental Protection  Agency
   230 South Dearborn Street
   Chicago, Illinois  60604
                                           GV
                                           >
                                           tr
t-T
   Dear  Mr. Alexander:

   The Draft Environmental  Impact  Statement for Sewage Treatment for the South
   Bloomington and Lake Monroe Service Areas, Bloomington,  Indiana, indicates
   no known historic or architectural sites which will be affected.

   The Draft Environmental  Impact  Statement does not include a report by the
   Glenn A. Black Archaeological Laboratory.  We ask that the recommendations
   by the Black Laboratory, as outlined  in their letter of  September 9, 1975, be
   followed and that an archaeological survey be done prior to construction.
   Very truly yours,
          ).  Cloud,
     rector
     jartment of Natural Resources

     C:RG:jm
                                     6-121

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STATEr
INDIANA
   DEPARTMENT OF NATURAL RESOURCES

           JOSEPH D. CLOUD
               DIRECTOR
                                                         INDIANAPOLIS, 46204
                                       May 17, 1976
 Mr. George R. Alexander,  Jr.
 Regional Administrator
 Planning Branch-EIS Preparation Section
 Environmental Protection  Agency
 230 South Dearborn Street
 Chicago, Illinois 60604

 RE:  DNR #745, DEIS for Sewage Treatment Facilities, Lake Monroe and
      South Bloomington, Monroe County

 Dear Mr. Alexander:

 The above referenced project has been reviewed by the Department of
 Natural Resources and is  satisfactory in regards to its effect on the
 environment, including fish and wildlife resources and recreational
 sites.

 While no known historical or architectural sites will be effected by
 this project, we suggest  that any recommendations concerning archaeological
 resources by the Glenn A.  Black Laboratory be followed closely.  We refer
 you to our letter of April 14, 1976, addressing this matter.

 We appreciate this opportunity to be of service.  If we can be of further
 assistance, please do not hesitate to contact me.
                                              D. Cloud
                                        irector
 JDC:JEF:nm
 USEPA Response: An archaeological survey and test excavation have been completed
                for the Dillman Road site.   The results indicated that "project
                construction at the Dillman Road location will not adversely
                affect prehistoric cultural resources".  Reports on the survey
                and test excavation are found in Appendix H.
                         'EQUAL OPPORTUNITY EMPLOYER'
                                     6-122

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STATE-
INDIANA
       STATE BOARD OF HEALTH

        An Equal Opportunity Employer
                                                          INDIANAPOLIS
                                          Address Reply to:
                                      Indiana State Board of Health
                                        1330 West Michigan Street
                                        Indianapolis, IN 46206
                                       April 28, 1976
     Planning Branch-EIS  Preparation Section
     U.  S.  Environmental  Protection Agency
     230 South Dearborn Street
     Chicago, Illinois  60604
     Dear Sirs:
                    Re:   Bloomington Sewage Treatment Facilities
          We have reviewed the Draft Environmental Impact Statement for the
     proposed Sewage Treatment Facilities for the South Bloomington and Lake
     Monroe Service  Areas in  Bloomington, Indiana.

          This project  will be consistent with the Indiana Plan of Implementation
     if the following conditions are followed:

                 1.   That a proper program for dust control during
                     construction be followed using water sprays,
                     or other approved methods.

                 2.   That no  open burning be conducted without the
                     written  permission of the Indiana Air Pollution
                     Control  Board.
                                       Very truly yours,
                                       Harry D. Williams, Director
                                       Air Pollution Control Division
     WEM/sdp
 USEPA Response:  The Environmental Assessment submitted by the City stated that
                 the construction contract specifications will require construction
                 procedures  and measures during construction which will minimize
                 adverse environmental effects.  It will be the responsibility
                 of the City to ensure the specifications are so written and
                 subsequently enforced during the construction period.
                                         6-123

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                           RAYMOND  GRAHAM
                               3218 N. SMITH PIKE
                           BL.OOMINOTON,  INDIANA 474OJ

                             R.P.E. 84O9   INDIANA

                                                       May 10, 1^76



Mr. Harlan B. Hirt
Chief, Planning Branch
U. S. Environmental Projection Agency
Region V
230 South Dearborn Street
Chicago, Illinois 6060U

                         Re:  Draft Environmental Impact Statement
                         Facilities for the South 31oomington and
                         Lake Monroe Service Areas, Bloomington,
                         Indiana   U/U01

Dear Sir:

     After reading the report I am sure someone from this area should point

out some of the parts of this report which need to be commented on.

     A fifteen (15) mg/day plant will not be large enough to handle the sewage

of the Bloomington area in 1985.  At present there are several areas in the

existing jurisidiction of the City that are not on a sewer system.  Some  of  the

worst needed in the South Plant area are  the Edgement Park Addition, the

Broadview area and the South Rogers Street area, the Sunset  Hill and Allen  Street

Garden acres and parts of Grandview  , Clear Creek and the areas along Rogers,

Old State Route 37 and Walnut-  Street road below Gordon Pike, the Moffat  Lane

area and one large addition is also suitable for gravity sewers.

     Of course in the North plant area interce )tibrs have not been built in either

Stoutes Creek or Griffy Creek.  There is  enought unsewered additions and  de'iseiy

populated area to supply half of  the North plant capacity at oresent with no

further development.

     Also, an area for possible sewer to  a South plant includes the State Road

U5 area South and West of \irport road to Stanford w;ich should be collected in

Indiab Creek Valley and pumped to a Clear Creek Line.  This area is considerably

built up and has several more orcposed.

                                       6-124

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                            RAYMOND GRAHAM
                                32IB N. SMITH PIKE
                            BLOOMINGTON, INDIANA 474O1

                             R.P.E. 84O9   INDIANA
                                   -2-

     South of Dillman Road in  the Clear Creek  and Little Clear Creek Watershed area

there IE over one thousand (1000) single residences  on a count taken in November,

1975 plus the Pointe, The Fairfax and other  recreational and carping sites.

     The next thing that looks as though it  has not  been considered enough is

recommending any location in  -he  Clear Creek bottom. Both  the Dillman and

Ketcham Road sites are solid rock within four  (u) feet of the surfact, with a

limited width of valley i'or usable acreage,  the Plant cost of construction for

rock removal should alone call for another location.  It will be impossible

also to f^nd locations for sludge disposal in  the immediate area.

     Adding another five (5) million gallon  per day  effluent is going to cause

considerable damage to Clear Creek.  At the  present  time Clear Creek averages about

sixty-five (65) feet wide and from two (2) to  five (5) feet in depth, with the

solid rock bottom/  in any rainstorm the banks are going to be subjected to

considerable more erosion.

     Any expansion at a later date would also  have to expand the width of this

natural flume and cause considerable more damage than a single excavation which

will be covered in a grassy or weedy state and unnoticable within a few years.

     I thought the prime purpose of the Environmental Protection Agency was to

clean up pollution.  The Blcomington area could be amodel I'or other regions by

including the Lake Monroe Regional District  for treatment at a lower cost of

ooeration and considerable less tax dollars  than what it will cost to build

two (?) separate systems.

     I am firmly convinced that any Engineering Consultant having amole time

to study the Bloomington area would have to  favor the Salt Creek site.  It is

supposedly, the responsibility of an Engineer tc give his client the most
                                        6-125

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                            RAYMOND  GRAHAM
                                3215 N. SMITH PIKE
                            BL.OOMINGTON,  INDIANA 474OI

                             R.P.E.  84O9   INDIANA

                                 -3-

offiecent and least costly recommendations possible.  The Dillman site

operation and maintenance alone in the life of the Plant makes it more  costly

to the users, even though initial costs are more at the Salt  Jree'K site.

     Before a disoosal plant is discarded several exoansions  are alwys  necessary

and with the limited site selected someone will have to either move  the olant  to

a new s.te or remove small mountains.

     I believe the recommendation of the Di'.lman site is both bad on account of

cost and the unnecessary da- age that will be caused by the increased effluent  in

Clear Creek and the effects of a later more costly move.  I urge you to consider

both present cost and damage as well as future costs and damages before you g.i VP

your final decision.


                                          Sincerely j
    Si
  <^X
    Raymond Jra >am
    Professional Engineer 8i;0? Indiana
    Monree County Surveyor
6-126

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USEPA Response:   (To Ray Graham)

The capacity of the proposed STP is discussed in Chapter 3 Task 1 and in responses
to Mayor McCloskey and Mr. Oral Hert.   (See p 6-97 and 6-101.)

A 15 MGD capacity is a cost-effective capacity serve the South Bloomington Service
Area.  Areas presently not sewered were included in the flow projections for the
20 year planning period whenever providing service was determined to be cost-
effective.

Table 1-3  (p 3-1-29) of the EIS indicates that the City Planning Ccnmission
projects a population increase of 2,030 people for the north service area
which is the equivelent of 200,000 gal/day or 0.2 MGD.  the capacity of the
north treatment plant is 6 MGD with a present flow of 3 MGD including the
2 MGD division from the South Service Area.

With respect to the State Road 45 area, the area was included in population
projections as far west as the airport.  The areas South of Dillman Road and
in the Lake Monroe district discussed in the Draft and Final EIS (see Chapter
3, Task 1, and Chapter 4 Task 10) sludge alternatives are evaluated in
Chapter 3 Task 8.

Adding 5 MGD effluent to Clear Creek should not cause considerable damage.
On four sampling dates between February 22, 1975 and April 2, 1975 (a high
flow period for the creek) the flow of Clear Creek averaged 200 MGD (see
p. 4-9-3).  Therefore, an additional 5 MGD to the average flow of Clear
Creek should not cause any problems.

Extensive cost data for the alternatives has been developed and is presented
in Chapter 3, Tasks 6, 7, and 8 and Appendix F.
                                        6-127

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                                      THE IZAAK WALTON  LEAGUE OF AMERICA
                                              H003IER HILLS CHAPTER
                                                 BEDFORD, INDIANA

                                                   May 15, 1976

                                              c/o My. Carroll Ritter
                                                  R.R.# 1
                                                  Mitchell, IN


Mr. Harlan D. Hirt, Chief
Planning Branch
United States Etvriromnental Protection Agency
Region Fire
230 South Dearborn Street
Chicago, IL 6060lj.

Dear Sir,

     The Hoosier Hills Chapter of the Izaak Walton League of
America would like to comment on the Draft Environmental Impact
Statement for Sewage Treatment Facilities for the South Bloora-
ington and Lake Monroe Service Areas, Bloomington, Indiana.

     The location of one plant at Salt Creek, some eight miles
south of the metropolitan area is proposed to provide service
for the Lake Monroe Regional Waste District.  However, the
questions raised about such a site include whether the system
is economically feasible except to large developers, what the
second home market and recreational picture is going to be like
in the future, whether large developments will ever be constr-
ucted, and whether the decisions fit into a long range plan
for the area.

     Although the Lake Monroe 201 plan assumed that all develop-
ments and population within the district would be served, the
EIS Consultant believes that it is almost impossible to predict
seasonal influx and resort prospects from available information.
Although the 201 plans assumed full developments, this is pre-
mature.  The LMRWD 201 plan estimated 1,UOl|. household units,
but locations and  economic feasilility of hooking on  to  a
regional line were not included, as was not the  seasonal nature
of residents.   Furthermore such data is needed because seasonal
population economics  vary from permanent residential  economic
patterns, arid water usage varies.  Of the consultant's pop-
ulation estimate of 3»500 persons in the LMRWD or Service Area
or contiguous areas,  a majority resided in older settled areas

                               6-128

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                               2.

not within the  district's boundaries.   The  only  concentration
of year round housing  in the  LMRWD was  at Harrodsburg.   Such
areas can be treated at the Ketcham  or  Dillman sites.  Gilbert
Associates further believes that less than  2,500 persons reside
in areas of favorable  density and  location  that  warrant near
term sewerage service.

     The Salt Creek site would have  the most  serious long range
environmental impact and would encourage leap frogging devel-
opments.  Initial cheap land  costs could draw said  development
consequently driving up local land prices.  Investors would be
second home or  high rent apartment or condominium developers or
individual vacation home developers.  Monroe  CJounty planning
must continue to encourage current infrastructure development
to avoid encouraging leap frogging.  Current  rural  residents
faced with influx of s ervice  developments and consequent costs
to support new  residents will be forced t»  pay higher costs.
Concurrently, land speculators will  drive up  local  land prices.
Development within the existing central growth area will be the
most economical in the long run.

     A treatment plant at Salt Creek would  require  a long sewer
outfall of 13.U miles but since the  discharge limits are less
stringent at this site than at the Clear Creek discharge points,
the overall effectiveness of  treatment  would  be  less expensive
for Monroe Countians.  A two  stage nitification  process at the
Clear Creek sites would afford notification organisms protection
from sludge of  toxic natfcre,  high  organic loads, and overflow.
Phosphorus removal is  also enhanced.  The Clear  Creek sites
require two stage nitrification but  the Salt  Creek  site requires
only single stage nitrification to meet standards.  Cheaper, but
less effective.  A greater burden for downstream intake purif-
ication.  The two stage system would also be more reliable.
Clear Creek STP's would have  then  a  double  advantage: (1) more
effective treatment, (2) greater aeration travel distance
before reaching Bedford.

     The sum advantages of the STP at Salt  Creek appear to be:
(1) Cheaper site cost and energy less to run
(2) More land area available  for site
(3) Greater dilution flow
(U) More land for sludge disposal  (but  less than 20 years)

     The sura advantages of the Clear Creeks sites appear to be:
(1) Overall superior water quality of discharge
(2) Greater travel distance to Bedford
(3) Less cost for outfall
(if) Less environmental effects of outfall
(5) Beneficial  effect on low  flow of Clear  Creek
(6) Superior reliability and high flow  containment
(7) Meeting 1983 PL 92-500 requirements  more clearly

     Because of land requirements for disposal of sludge the
consultants recommended not using the Salt  Croek site.   Land
injection of sludge  at the the Salt Creek site may contribute
to greater nitrate levels in  Salt Creek after land flooding.
                                 6-129

-------
This would need controlled through, rate of application after
careful studies.  A Clear Creek site would be more efficient
in breaking up chlorinated organic compounds.  The two stage
process would not only reduce the organic compounds, but per-
mit a longer travel time for natural degradation.  A decrease
in chlorination would be possible, thus eliminating some chlor-
ine to the creek.  A careful analysis should presently be
made to determine chromatographically the toxic organochlorine
compounds which may already be present in discharges.  The
proposed plant should then be constructed with added capability
to render these harmless.

     The regional waste treatment system as proposed by the
Lake Monroe Regional Waste District 201 plan may not be the
pivotal stimulus for lake developments but it should be
considered as a necessity for future development, especially 3n
light of PL 92-500.  The system would benefit the large scale
developer.  Before any further development occurs, a regional
plan should integrate carrying capacity, impacts on the lake
and contiguous areas, and social and economic impacts.  Clear
separation must be maintained between public and private
interest*.

     A regional sewer line around the lake would for the most
part cross open land.  Too few developments are located close
enough to each other to merit one line.  The actual determination
of developments is unsure, especially in the current economic
climate.  The only existing development at this time which is
being completed is the Pointe.  The fewer the users on a region-
al trunk, the higher the individual cost.

     The need for a coordinated plan for future use of the lake
area is paramount.  Several jurisdictions overlap and few if any
are coordinated.  Such planning needs to reflect concern over
environmental and social impacts.  Resource committments may be
irretrievable.  Current responsibility for land use planning
lies with the Monroe County Planning Commission.  The Lake
Monroe Regional Waste District has the utility planning and
development function , while the Monroe County Zoning Ordinance
has determined the zoning plan around the lake.  The Inland area
has been zoned business but the sewer line to reach here would
cross Hoosier National Forest land. (However, Inland has withdrawn!),
The Forest Service has gone on record as intending to withhold
permission for the line to cross its property until an adequate
land use plan is in effect.   Current zoning incongruities appear
to hare been influenced by considerations other than environ-
mental.  The 16.5 square miles of residential zoning would permit
13,200 lots with on-lot sewers and septic tanks draining to un-
suitable soils.  The soils around Lake Monroe are easily eroded
and sloping.  Shallow soil depth to bedrock increases the chance
of septic reappearance.  Since the present natural land condition
is predominantly woodland, any major alterations are bound to
affect it. As areas are developed more runoff will occur.
Increased boating on the lake will further cause bank erosion and
petroleum slicks.  It is hoped that further environmental planning
                              6-130

-------
will curtail all these things.

     The initial capital expenses in developing utilites for
lake developments may be very high.  The type of residence and
yearly use will further determine operating costs for services
after development.  Although apartment sturctures will hare
fewer children to send into the school system, other services
will be needed.  The initial costs and operating costs for
services to any proposed developments need careful planning.
Even in cases where taxes paid may exceed service costs, the
total environmental impact must be the determinant factor for
development.

                           COHCLU3IOHS

     Based upon the information and alternatives contained in
the draft EIS, March, 1976, the Hoosier Hills Chapter of the
Izaak Walton League of America endorses the Dillman Road site.
The site on Clear Creek is preferable for the reasons previously
stated.  It is to be hoped that solutions could be found to      j
eliminate re-routing Clear Creek for environmental reasons*
The Salt Creek site should be rejected for the following reasons;

(1)  The overall quality of effluent would not be as good as the
     Clear Creek site
(2)  The efficiency of the Salt Creek plant is lower
(J>)  The holding capacity for overburdened flows is less
(Ij,)  The outfall distance and cost is greater and more damaging
(5)  The site is prone to waterlogging
(6)  The self purification distance before reaching Bedford is
     shorter
(7)  Future lake developments are questionable
(8)  The regional line around the lake benefits large scale
     development
(9)  Alternatives for sewage processing are available from other
     sites for Smithville,  Sanders,  Fairfax,  and the Pointe
(10) A regional plan for the lake and county is not in effect
     nor have long range plans considered all environmental,
     softial, ecoaomic, and political relationships and goals.
(11) The Charles Wise survey of 1975 indicates user preference
     for keeping the natural conditions in and developments out.
                                         Respectfully,
                                         Mr.  Carroll  Ritter
                                         Chapter President
                               6-131

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USEPA Response: The City of Bloomington shall be required as a grant condition
                to analyze by the gas chronatographic mass spectrophotometric
                method the raw sewage and chlorinated effluent from the Winston
                Thomas STP to identify toxic chlorinated compounds that may be
                formed during the chlorination process.  If toxic organochlorine
                compounds are identified exceeding Federal or State standards,
                a mitigation program shall be required to enable the effluent
                to conform to State and Federal water quality standards.
                The rerouting of Clear Creek is necessary according to Black
                and Veatch, the design engineers for the City of Bloomingtonj
                for the following reasons:  see response to DOI comment #6
                in Final EIS page 6-116 .
                                      6-132a

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CQRIS OF ENGINEERS COMMENTS:  (COE)

General Comments

Both Clear Creek and Salt Creek in the vicinity of this project
will, on July 1, 1977, come under the jurisdiction of the Louisville
District, U.S. Army Corps of Engineers.  Any of the proposed
project alternatives will require a Department of the Army Permit
pursuant to Section 404, PL 92-500, for the discharge of dredged
or fill material below the ordinary high water elevation of Clear
Creek or Salt Creek.

The Draft Environmental Impact Statement appears to be more of a
design and economic analysis rather than an examination of envi-
ronmental impacts.  An insufficiency of information is noted in
various areas and is discussed in both general and specific
comments.

The "proposed action" for this statement is unclear.  The summary
sheet indicates the proposed action to be a 15 MGD sewage treat-
ment plant at the Dillman Road site with no mention of a connection
with the Lake Monroe Regional Waste District.  Chapter 1 identi-
fies the applicant's action as a 20 MGD sewage treatment plant
at the Salt Creek site, serving both the South Bloomington Service
Area and the Lake Monroe Regional Waste District.  This discrep-
ancy between the EPA view of the proposed action and the local
utility view should be resolved. ~

Response;  The proposed action that EPA is recommending is the
construction of a 15 MGD facility.  It is anticipated that the
City of Bloomington will amend their facilities plan to propose
construction of a 15 MGD STP at the Dillman Road site instead
of a 20 MGD STP at the Salt Creek site.

Comment;  (COE)

A diagramatic layout of plant facilities for each site alternative
would be very helpful for reviewers of this document with key
locational features, such as highways, railroads, and streams,
indicated to provide reference points.

Response;  This will be provided by the City of Bloomington when
a diagramatic layout for the proposed 15 MGD STP at the Dillman
Road site is available.

Comment;   (COE)

The information provided to characterize the existing environment
for the treatment plant alternative sites, for Clear Creek and
for Salt Creek, is considered inadequate since it provides only
a regional characterization and indicates no detail as to the
characteristics of each alternative site and each stream.  This
lack of characterization does not allow a review of this document
to understand the present conditions or reasonably review the
impacts anticipated for each alternative.
                                6-132b

-------
Response;  The comment is noted and is responded to in the more
detailed comments that follow.

Comment:  (COE)

There appears to be a major discrepancy in the 1974 average daily
flow at the Winston Thomas Treatment Plant which is mentioned in
numerous locations.  The stated value in most of the text is 11.2
MGD while the Technical Appendix (Table V-3) indicates that the
flow meters showed a substantial error and corrected 1974 average
flow at the Winston Thomas Plant was 8.45 MGD.  This discrepancy
should be resolved.

Response;  This discrepancy is discussed Appendix A pages A-9 to A-15


CORPS OF ENGINEERS COMMENTS:   (COE)

Specific Comments

Chapter 1, - This does not provide an accurate characterization
of the proposed project; the proposed action is unclear.  The
elements necessary for this wastewater treatment plant are not
listed.  A flow diagram for the proposed plant would also be
helpful at this point in the DEIS so that reviewers can under-
stand the proposed action.  Since all alternatives appear to
require stream rechannelization and flood protection, this also
should be described in detail at this point of the EIS, to the
extent that they are adequately described, not merely to mention
that they are necessary.

A listing of all Federal and state permits necessary to construct
and operate a new wastewater treatment plant should be included.

Response;  The summary sheet page i identifies the proposed action.
Chapter  1 is a background chapter and follows EPA's Manual for
Preparation of Environmental Impact Statements ... Waste Treatment
Management Plans,  Office of Federal Activities, USEPA, July 1974.

A flow chart for the proposed Dillman Road STP is presently not
available.  A listing of all Federal and state permits necessary
to construct and operate a new wastewater treatment facility is
not considered to be an environmental issue in this EIS and
therefore is not included in the document.

Chapter  2, - The discussion provided in Chapter 2, the environ-
ment without the proposed action, provides only a regional
characterization of the alternate project locations.  This
should be supplemented with an in-depth discussion of the exist-
ing environment for each alternate site considered for the
wastewater treatment plant, the sludge disposal sites and the
effluent receiving streams.

This discussion should include, but not be  limited to, a site-
specific discussion of the existing soils and geology, including
construction limitations such  as shallow bedrock, erosive soils,
                              6-133

-------
wet soils, and seismicity; a thorough discussion of the existing
flora and fauna for each potential project area should charac-
terize the mammals, amphibians, reptiles and birds typically
occuring as well as a listing of floral species represented at
each site; a discussion to characterize the aquatic floral and
faunal species known to occur in Clear and Salt Creeks, with
sampling locations at various points in the streams to provide
an accurate representation of species distributions and popu-
lations at numerous locations;- a discussion to clearly charac-
terize the streams involved in, this project, to include mean,
minimum and maximum stream flows for both Clear and Salt Creeks,
floods of record, and an accurate representation of the existing
water quality, with adequate sampling to characterize the present
streams including at least BOD, DO, turbidity, hardness,
alkalinity, temperature, pH, conductivity, nitrates, phosphates,
heavy metals, chlorinated hydrocarbons, fecal coliforms and
total coliforms,; and a thorough discussion of socio-economic
elements involved at each alternative project element location
including archeological field and literature surveys, field
reconnaissance to determine if any structures of possible
historical or architectural significance will be involved,
a discussion of paleontological resources that may occur, a
statement regarding whether the National Register of Historic
Places has been consulted for the alternate project areas should
be included, a characterization of the land use at each alter-
nate site, a discussion of population characteristics at each
site location, in particular, those which will require displace-
ment of persons for project purposes, a discussion of local
employment patterns, and a narrative to describe the local
aesthetic characteristics for each site alternative and both
streams.

Response:  Chapter 2 is a regional characterization of the
environment without the proposed action.  The details requested
above are generally contained in Chapters 3-6 of the EIS and
in the appendices and are addressed concurrently as the issues
on Page 1-10 are evaluated.

Comments;  (COE)

Chapter 3, - Task 1 does provide a short description of several
of the project alternate sites in Section 1.4.4 but his dis-
cussion should be expanded to reflect the information that has
been suggested as addition to Chapter 2 or incorporated directly
into Chapter 2 if the proposed action is to be a range of alter-
natives rather than a specific site.

The summary provided in Section 1.4.1 needs several terms defined.
It describes the Winston Thomas site to possibly be the best site
with respect to serving the "near term urban growth".  This term
should be defined and compared to the anticipated population
                             6-134

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growth and given a time frame for reference.  A similar definition
should be given for the term "long term viewpoint" applied to the
Dillman Road, Ketcham Road and Salt Creek sites.

Response;  Near term urban growth is the present up to 10 years
in the future.  "Long term viewpoint" is the time frame beginning
in 15-20 years and beyond.  Population projections are detailed
in Chapter 3, Task 1.

Comments;  (COE)

Section 1.4.1 also indicates that the Ketcham Road and Salt Creek
sites could be disruptive to the existing land use pattern by
encouraging urban sprawl.  The Dillman Road site may also con-
tribute to sprawl and "leap-frogging" and should be included
in the discussion.

Response;  The Dillman Road site is approximately 2 miles down-
stream from the Winston Thomas STP.  The Dillman Road site retains
centralization of sewer service while allowing for normal growth
in the service area to be sewed by gravity interceptors rather
than a force main system  (see Chapter 3 sections 6.1.4 and 6.1.5).
We do not feel that construction of a sewage treatment plant at
the Dillman Road site would be a significant factor causing sprawl
and "leap-frogging" in the Bloomington area.

Comments;  (COE)

Task 3, Renovation and Expansion of Winston Thomas Sewage Treat-
ment Plant, indicates that phased construction of new facilities
along with demolition and renovation of existing facilities would
require that effluent standards could not be met at all times.
A definition of the 30-30 standards should be provided to indi-
cate whose standard this  is.  A definition of "could not be met
at all times" should be included to indicate peak ranges of BOD
and SS levels and the anticipated lengths of time that these
levels may be elevated.

Response;  The 30-30 standard is the interim requirement established
by the Indiana State Board of Health through the NPDES permit.
If the Winston Thomas site were chosen, renovation and expansion
via phased construction is recommended by Black & Veatch. While
it is difficult to specify exact changes in treatment efficiency
as construction proceeds, as units initially go off-line the
treatment efficiency decreases until new facilities become oper-
ational.

Comment:   (COE)

Task 6, present Worth Analysis, discusses alternative with a
heavy emphasis on economic factors.  Only few points of environ-
mental concern are raised, most typically stream relocation, and
they are discussed in terms of actions rather than impacts.  In
                               6-135

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view of CEQ guidelines, this and following discussions related to
alternatives are considered inadequate.

Section 6.1.5 discusses alternate interceptor design and timing
for both the South Rogers Street and the Winston Thomas site.
No information is provided on the existing force mains and pumping
stations that presently serve the Winston Thomas Plant.  If these
mains and pumping stations are inadequate, this should be stated.
If these existing facilities will be adequate for the near future
and can be utilized to handle anticipated future growth, this also
should be discussed.  It appears that few alernate interceptor
routings have been examined.  Those that have been examined are
"creek-bottom" routings and do not utilize the existing force
mains that presently serve the southwest and southeast portions
of the service area.  The reasons for assuming the need to
construct new southeast and southwest interceptors should be
included.

Response;  Figure 6-1 shows the existing collection facilities in
the south service area.  The two pump stations which would be
abandoned with construction of a southeast and southwest inter-
ceptor are labeled #1 and 3 respectively.  It should be noted
that this EIS does not state that these lift stations should
be abandoned but rather identifies that it is a possibility in
10 or 15 years depending on growth of the area.  The present
plan for these pump stations was discussed in the 1972 Long
Range Plan for wastewater collection and treatment facilities
for Bloomington, Indiana prepared by Black & Veatch.  Exerpts
from that report follow:

    1.  Southeast Lift Station

    The lift station pumps flow from the southeast trunk sewer
to the south plant.  The lift station is equipped with two
electric motor driven pumps, each rated at 2.0 mgd.  The third
pump is equipped with a gasoline engine drive, and has a rated
capacity of 3.7 mgd.  Firm capacity (with the largest unit out
of service) is 4.0 mgd.  Maximum flow rates are slightly less
than firm capcity, and overloading is anticipated in the near
future.

    2.  Southwest Lift Stations

    The two lift stations handle wastewater flow from the south-
west trunk sewer.  The lower lift station discharges directly to
the south plant, and has two 6.0 mgd pumps for a firm capacity
of 6.0 mgd.  The upper lift station has two electric motor driven
pumps, each rated capacity at 2.4 mgd.  The third pump has a
gasoline engine drive and a rated capacity of 4.8 mgd.  The
station has a firm capcity of 4.8 mgd.  Maximum rates of flows
are approaching the firm capacities of the stations.
                              6-136

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    3.  Southwest Interceptor Sewer

    The proposed southwest interceptor sewer could provide service
to 3,650 acres in the southwest drainage area.  The proposed sewer
will be 30-inches in size and will have a capacity of 14.1 mgd
(see Plate 2).

    At present flow from the upper half of the southwest drainage
area is pumped eastward into the south drainage area.  Completion
of the southwest interceptor sewer will permit abandonment of the
upper lift station.

    Completion of the interceptor sewer is desirable in the near
future because flow from the tributary area is approaching the
firm capacity of the upper lift station.  However, if financial
limitations require postponement of interceptor sewer construction,
service lift on the lift station can be extended by installing
larger pumps.

    4.  Southeast Interceptor Sewer

    The proposed southeast interceptor sewer would serve a total
of 8,760 acres, including 7,095 acres in the Jackson Creek water-
shed by gravity.  Flow from 1,665 acres in the Salt Creek valley
could also be pumped into the southeast drainage area.  The pro-
posed sewer would be 30 and 36 inches in size with a design
capacity of 28.9 mgd.

    At present flow from the upper half of the southeast drainage
area is pumped into the south drainage area.  Completion of the
interceptor sewer will permit abandonment of the southeast lift
station.  The flow from the tributary area is approaching firm
capacity of the lift station.  It appears that the firm capacity
will be exceeded before the proposed sewers can be completed.
Therefore, it is virtually certain that the service lift of the
lift station must be extended by installing larger pumps.  Con-
struction of the interceptor sewer could then be postponed until
justified by development downstream from the lift station.

Note:  Before EPA will participate in funding the southeast and
southwest interceptors in the future, it must be demonstrated
that it is the most cost effective alternative to providing
needed sewer service for the area.

Comments:  (COE)

The analysis of present worth for providing sewage service for
Smithville and Sanders  (Section 6.6) includes only treatment at
the Dillman Road site or the Caslon Treatment Plant.  Since this
is the only discussion of alternatives for these communites, it
would seem appropriate to discuss the potential for utilizing
the Winston Thomas, Ketcham Road or Salt Creek sites, particu-
larly since the local applicant favors including the Lake Monroe
Regional Waste District into a Salt Creek site treatment plant.
The discussion of present worth for routing Smithville and Sanders
wastewater to Caslon should be combined with the present worth
estimate for Fairfax since it is a likely contributor to the
Caslon plant.

                                6-137

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Response:  The Facilities Plan for the LMRWD is not completed and
EPA will require that additional alternatives be evaluated.  The
site selected for the new STP for the south service area is not
affected by the sewerage needs of the LMRWD.

The reasons for selecting the Dillman Road site for the South
Bloomington service area is evaluated in this EIS.  Intercon-
necting Fairfax and Caslon is an ongoing task that was funded
without EPA participation and represents a sunk cost.

Comments;  (COE)

Task 1, the distribution of costs for the treatment of wastewater
from Smithville and Sanders should be altered if the present worth
analysis suggested above for other treatment sites  (Task 6) shows a
more economical alternative.

It would appear that this task would be the likely place for a
further discussion of cost distribution.  The costs  (monthly,
yearly, etc.) to individual users should be spelled out.  An
indication as to the economic impact these alternative plans have
on the average homeowner in Bloomington, Smithville, Sanders and
any other area included in these plans would be useful informa-
tion to reviewers of this document.

Response;  The comment is noted approximate projects costs are
identified in Chapter 7.  User charges are established by the City
during the Step 3 construction phase of the project.

Comments;  (COE)

Task 8, the discussion provided in this section on sludge treatment
and disposal is an engineering and economic discussion.  There was,
however, no discussion provided of the environmental consequences
of each of the alternative techniques in the narrative.  Since
composting, soil injection, agronomic spreading and landfilling
are all possibilities, the impact of each on soils, surface water
quality, ground water quality, aesthetics, and terrestrial and
aquatic flora and fauna should be included.

Several discrepancies in the sludge production calculations have
been found.  The influent BOD and SS appears to be low in light of
fluctuations of unknown origin (page A-l) in BOD and SS levels
historically.  It is suggested that a higher, more conservative
figure be used.  The BOD and SS removal efficiencies should be
97.5% removal for Clear Creek plants.  The effluent BOD and SS
for Clear Creek should reflect the 5 mg/1 requirements for both.
These factors may well represent a need for revision in total
sludge production and disposal costs.

The recommended sludge disposal method is indicated on page 3-8-5.
It should be noted if this is an EPA, Region V recommendation or
one made by Gilbert Associates, Inc.
                               6-138

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Response;  It shall be a grant condition that any sludge disposal
alternative meets all applicable Federal and state laws.  Specific
sites recommended for landfilling or land application of the
sludges are not identified in this EIS.  It shall be the respon-
sibility of the City of Bloomington to identify which alternatives
or mix of alternatives they are going to pursue.  (Grant conditions
see Chapter 5.)

If land application is chosen, a sludge management program will
have to be developed.  This program will have to meet both Indiana
and USEPA criteria.  Environmental factors for sludge application
have been published in the June 3, 1976, Federal Register.

Impacts of applying sludge to farmland is extensively discussed in
EPA*s draft EIS, Sludge Disposal and Land Reclamation in Fulton
County, June 1976.  Although the 95% removal figure was used to
calculate sludge quantities instead of 97.5%, the difference is
less than a 3% error while the accuracy of population projections
can vary 10-15%.  Therefore, no revisions to sludge disposal and
production costs are necessary.

The recommendation on page 3-8-15 is an EPA recommendation

Comments;   (COE)

Task 9, the environmental impacts from the construction and oper-
ation of the proposed wastewater treatment plant do not adequately
address the potential adverse effects that are likely to occur.
The suggestion that "the ecosystem of the area will be adversely
impacted during construction and operation of the proposed waste-
water treatment plant only if mitigative measures recommended in
Task 11 are not practiced" is speculation that cannot be entirely
accepted.  Since no adequate characterization of the existing envi-
ronment has been provided for any of the potential wastewater
treatment plant sites, sludge disposal sites or effluent receiving
streams, there is no reasonable way for1 reviewers of this state-
ment to know if any of the mitigative measures are necessary or if
a substantially enlarged list of mitigative measures would minimize
all or some of the potential impacts.

No assurances are provided t6at any or all of the mitigative
measures will be carried out.  Some indication should be given
as to the probability of these measures being implemented, such
as, including them as conditions of permits or in project con-
tract specifications.

Response;  See Chapter 5 Conclusions, Recommendations and Grant
Conditions.

Comments;   (COE)

Section  9.1.1, General, indicates that Table 9-1 compares physical
impacts by alternative sites for the wastewater treatment plant.
This tables does not compare impacts, rather it lists a number
of actions which each alternative will require.  The impacts of
each of  these actions should be discussed to, at least, the same
degree that engineering and economic concerns are discussed.  A
                               6-139

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similar analysis of actions and impacts should be included in
this table for the sludge disposal alternatives.

Response;  The impacts of the action are addressed in the body
of the EIS.

Comments;   (COE)

Section 9.1.2, Aquatic Ecology, should provide a discussion of
potential adverse conditions in Clear and Salt Creeks during
construction phases,  followed by a discussion of the floral and
faunal species which  will be impacted and the extent of each
impact.  The rerouting of Clear Creek will cause stresses to
aquatic populations because of disturbance,  siltation and in-
creases in stream temperatures.  These impacts due to stream
relocation are more than length-only dependent.  The stream
bed material, existing water quality and riparian vegetation
are only several of the features that need to be examined.
No mention has been made of replacing riparian vegetation on
relocated stream channels.  The suggestion that Clear Creek will
recover based on several historical devastations provides no
quantitative or qualitative proof that this  has occured.  Since
no information is provided to characterize Clear Creek, it is
not known if past alterations of Winston Thomas Plant have
changed species composition of Clear Creek.

Response; See Conclusions, Recommendations,  and Grant Conditions.

Comments;   (COE)

The impacts of operation on the aquatic ecology mentions that
"the physical effects of the effluent will depend on where the
outfall is located and the degree to which the sewage is treated".
Given the expected levels of treatment at each alternate location;
these impacts on the  aquatic flora and fauna should be discussed.
This seems to have been omitted in this section.  The discussion
of canoeing seems inappropriate in this section on aquatic ecology
and should be included in a section on recreation.  The discussion
of concentration of pollutants from other sources in Clear Creek
should be enlarged.   It has been indicated that some water quality
problems were more severe above the existing Winston Thomas Outfall
than below, on a specific date, indicating a possible dilution
effect by the effluent.  A discussion should now be provided to
describe the relative water quality impacts  if the treatment plant
and outfall are moved further downstream.  It is recommended that
these conditions be field checked to indicate if they presently
occur since the information is over 5 years old and changes in
the relative quality of the outfall for this time period were
not indicated.

The April 12, 1975, sampling for nitrates should include a refer-
ence as to the location of the sample stations for each sample,
rather than only list the stream name.
                              6-140

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The discussion of chlorinated organics should include a definitive
statement regarding their occurance in Winston Thomas Plant effluent
and at various locations in Clear and Salt Creeks, including
Bedord's  water intake.  A smapling program of these streams would
provide this information and its inclusion in further refinements
of this document would be helpful for reviewers to determine if
this problem is occuring and to what extent mitigative measures
indicated can resolve the problem.

The environmental impacts of alternative methods for sludge dis-
posal should be addressed in this portion of the DEIS.  No mention
has been made of potential effects of each of the alternate
techniques proposed.  Since a thorough discussion of economics
of alternate methods has been included in Task 8, an equally
thorough examination of the environmental effects of land spreading,
soil injection, composting and landfilling should be included in
the next edition of this document.

Section 9.1.3, Terrestrial Ecology, discusses rare and endangered
organisms.  The effects of construction are subjective since no
indication of their existance has been provided.  The description
of the Indiana Bat's habitat requirements does not mention summer
roosting in trees.  No indication of consultation of state lists
of rare, endangered or threatened species is listed.

The impact of the proposed development on terrestrial ecology is
not adequate since it only discusses outfalls and interceptors and
not impacts related to wastewater treatment plant construction.
The disruptions caused by the construction of a new plant would
be definite impacts and, without characterization of the existing
sites, ace impossible to disregard.  The discussion of impacts
caused by interceptor construction is speculative since no
description of environmental setting is provided in previous
portions of this document.  The type of vegetation that will be
destroyed should be listed, with particular attention provided
to rare, endangered, or threatened  plants and any relict plant
communities which would be affected.  A discussion of potential
revegetation impacts along the right-of-way should be included.
None of the species listed in Task 11 are found in the lists in
Table 9-3 of probably occuring species.  The impact on wildlife
habitat of introducing non-native species should be discussed.
The techniques intended to be used for maintaining interceptor
right-of-way should be indicated.  If herbicides will be used,
their potential environmental impacts should be discussed.  The
terrestrial species listed in this section indicate nothing other
than game species.  Further refinements should indicate those
speices existing on project sites and potential impacts.

The aquatic organisms listing provided in Table 9-2  (those found
in Lake Monroe and expected in Salt Creek) should be enlarged
to differentiate between those species known to exist in Lake
Monroe and those expected in Salt Creek.  The two different
aquatic ecosystems would obviously not support identical species
                                 6-141

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and population densities.  A  similar  table  should  also be provided
that  lists  the aquatic  organisms  known  to exist  in Clear Creek,
since this  is the  stream  that will  likely be  receiving primary
impacts  from wastewater treatment plant construction,  stream
channelization an  continual effluent  outfall.

Several  other major areas have been omitted in the discussion  of
environmental impacts.  No discussion has been provided regarding
human displacements that would be required  by alternative site
development.  A narrative should  be included  that  discusses  the
numbers  of  persons that would be  directly displaced at each  alter-
nate  project site  and those in the  immediate  ricinity  of each  site
that  would  receive secondary  effects  from construction and opera-
tion  activities.   This  portion of the D1IS  does  not discuss  impacts
related  to  cultural resources that  would be affected by develop-
ment  at  each site.  Each alternative  location should be surveyed
for historic and prehistoric  features and anticipated  impacts
associated  with project development should  be discussed.   A
survey of existing literature should  also reveal any cultural
features that are  known'and would be  affected.   No discussion
has been provided  regarding the impacts  associated with the
abandonment of the Winston Thomas Plant.  A narrative  should
be provided to fully describe the impacts of  abandonment,
demolition  of the  existing plant and the  ultimate disposition
of the property which Winston  Thomas Plant is  located on.

A discussion should be  included concerning  the environmental
desirability of returning Clear Creek to its  pre-Winston Thomas
flow  levels.  A quantitiative assessment of siltation  which  will
be caused by construction would be  helpful  to reviewers.   Blast-
ing areas should be identified and  impacts  on critical habitat
areas and secretive species should  be listed.  A discussion  of
the relationship of Cedar Cliffs  Preserve to  proposed  project
alternatives should be  included to  determine  relative  impacts
of each  alternative.  A narrative to  describe flood plain
restrictions and resultant flow levels  caused by the wastewater
treatment plant should  be included.

Response;   In general the EIS does  address  the questions  which
are asked above.   We do not find  it necessary to address  all
comments to the level of detail requested by  the Corps of
Engineers in order to assess  the  significant  impacts of the
proposed project.

Comments:   (COE)

Task  11, Mitigative Measures, provides  some good ideas for
lessening some impacts  caused by  the  proposed project.  No
indication  is given whether any will  be  required for the  project.
If none are required, no assurances can  be  given that  these
measures will be carried out.

Response;   See Chapter  5, Conclusions,  Recommendations and Grant
Conditions.
                                6-142

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Comments;  (COE)

Chapter 5, Conclusions and Recommendations, provides no indi-
cation regarding whether these conclusions and recommendations
are Gilbert Associates' or Region V, EPA.  A clear distinction
should be made in this chapter of this point in subsequent issues
of this statement.  Those recommendations included in this section
that will be conditions of permits granted should, be noted.  Those
recommendations that will not be conditional in any permits should
include a discussion concerning why they will not be conditions.

Response;  The text of the EIS including Chapter 5 represents
the views of EPA on the proposed project.  Grant conditions are
identified in Chapter 5.

Comments:  (COE)

Chapter 6, Comments and Participation, could include a listing of
agencies and parties who received copies of this statement.  Pages
6-32 to 6-35 provides an evaluation of the Gilbert Associates
report  (which seems to be the body of this document) by Black and
Veatch which appears to indicate deficiencies in the DEIS.  Areas
of conflict or inaccuracies reported by Black and Veatch should
be resolved.

Response;  The Final EIS identifies in Chapter 6 all comments
received on the DEIS.  Issues raised by Black & Veatch have been
responded to by EPA.
                               6-143

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                                                        PLATE 4



                                                      DEMAND CENTERS-


                                                     LAKE MONROE AREA


                                                       2000

                                                        H
                                                         Lt IN FE

-------



                                                                                          L  E SEND



                                                                                     INTERCEPTOR OR  TRUNK  SEWER


                                                                                     FORCE  MAIN
f  .  '
       POTENTIAL  SOI.L  INJ
  ~!    LANOSPKEAOINO  AREA
       SdU-O-GE  V|   r-

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                                                v^?;>f3Sf£-,V{4.--;
                                                        s^^m

                                                                                        PROPOSED  TRUNK  SEWERS OR  INTERCEPTORS
                                                                                        EXISTING FORCE MAIN OR TRUNK SEWER
                                                                                       EXISTI NG FAC ILITY

                                                                                       PROPOSED  FACILITY
                                                                                   /,   TO BE ABANDONED  BY  1990

                                                                                FM     FORCE  MAI N
                                                                                                      PLATE 2
                                                                                       EXISTING    a  PROPOSED  SEWAGE
                                                                                   TRANSMISSION  8  TREATMENT   FACILITIES
                                                                                                SOUTH  SERVICE AREA

-------
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                                                              ALTERNATIVE  REGIONAL SEWAEE

                                                                TREATMENT PLANT SITES

-------
                               APPENDIX A
                         •PHYSICAL. PARAMETERS
•A.   MUNICIPAL WASTE LOADS.'

     Data for each of the Bloomington wastewater treatment  plants  are  shown-

 in  Tables IV-1,  V-l, V-2.   This data indicates the chemical  and biological.

 characteristics  of untreated and treated wastes.            .

     There is a substantial change between the  recently recorded data and

 similar data for 1971.   A comparison of the  1971 and 1973-74 data is shown

 in  the  following tabulation:

                                  Average Concentrations

                               North  Plant      South Plant
                             (Blucher Poole)   (Winston Thomas)
Year
1971
1973-74
BOD5
125
164
SS_
89
187
BOD5
196
137
SS.
261
146
     The  change in waste characteristics at  the Blucher Poole plant may be

 attributed to  the fact that  since September 1973 waste has been pumped
                                         *
 from the south drainage area to  the  north drainage area.

     Reasons for the change in strength of waste at the Winston Thomas

 plant are not  clear.   There  is no known significant change in industrial

 waste contributions.   The  quantity of flow  during the 1973-74 period

 was  slightly lower  than in 1971,  which would suggest less infiltration/

 inflow.

     Bloomington has historically  experienced problems with the operation of

 the anaerobic digesters at  the existing Winston Thomas plant.  High concen-

 trations of heavy metals in  the raw waste have been partially responsible

 for  the  operational problems.  An industrial waste ordinance has been

 passed in recent years to  allow control of  industrial waste discharges.
                                    A-l

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         Table IV-1

RAW WASTE CHARACTERISTICS
   BLUCHER POOLE PLANT
Date
1973
Jan.
Feb.
Mar.
Apr.
May
Jun.
Jul.
Aug.
Sep.
Oct.
Nov.
Dec.
1974
Jan.
Feb.
Mar.
Apr.
May
BOD
105
172
200
160
140
110
150
158
171
147
205
139

158
199
201
201
165
SS '
103
185
106
140
70
73
75
136
200
165
431
234

227
217
261
314
243
DO
3.3
3.2
4.3
3.5
2.1
1.6
1.0
0.8
0.9
0.6
1.2
2.4

2.8
2.1
2.4
1.9
1.9
7.2
7.3
7.3
7.2
7.2
7.2
7.1
7.1
-6.9
6.9
6.9
7.0

7.0
7.0
7.1
7,1
7.0
Total
Phosphate
5.2
3.5
4.3
7.5
4.6
7.4
8.5
10.8
6.8
4.5
2,9

3,2
3.6
2.9
2.7
9.2
Chlorides

53
43
37
42
45
37
40
36
40
43
47

72
59
59
50
46
Alkalii



120
250
200
206
199
113
186
180
160

180
167
171
153
152
             A-2

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       Table IV-2 '  '  *

RAW WASTE CHARACTERISTICS
  WINSTON.THOMAS PI»ANT
Date
1973
Jan.
Feb.
Mar.
Apr.
May
Jun.
Jul.
Aug.
Sep.
Oct.
Nov.
Dec.
1974
Jan.
Feb.
Mar.
Apr.
May
BOD

185
366
150
96
95
70
105
106
127
129
153
118

108
114
136
133
128
SS DO _gH

166 " 5.2 7.3
174 5.4 7.3
130 6.8 7.4
81 .5.7 7.0
110 """ 3.8 7.0
98 3.7 7.1
88 3.0 7.0
165 2;5 7.0
180 2.6 6.8
174 2.8 7.0
223 5.1 7.0
155 4,8 7.0

113 6.4 7.2
137 3.9 7.2
157 8.0 7.0
164 5.2 6.7
159 4.7 7.0
Phosphate Chlorides Alkalinitv
«.*'." ' i

. ?-. ••. c--
3.3 55
2.4 49
5.3 45
3.3 45
6.3 41
4.9 46
5.5 44
7.5 34
4.9 44
3.5 57

2,7 95
3.2 67
2.9 56
4.0 51
10.8 46


+ f >t
86
185
170
160
107
174
212
164
176

168
151
164
152
159
           A-3

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An industrial waste monitoring program is scheduled to start in the fall  of



1974.  Heavy metals concentrations will be monitored as part of this program.



Heavy metals concentrations in the raw waste during recent months are shown



in Tahle IV-3.



 B.  RECEIVING WATER QUALITY



    The receiving stream for the Blucher Poole plant is Bean Blossom Creek



and for the Winston Thomas plant it is Clear Creek.  The receiving stream



for the new regional plant will be either Clear Creek or Salt Creek,depending



on the site selected.



    Data for dissolved oxygen levels in the streams above and below the



existing treatment plants have bee» obtained by the City and are recorded



in Table IV-4.
                                    A-4

-------
                             Table IV-3

         CHEMICAL ANALYSES - RAW WASTE (WINSTON THOMAS PLANT)
                          All results in mg/1
Date
1973
Sep. 19
Sep. 25
Oct. 3
Oct. 16
Oct. 24
Oct. 31
Nov. 7
Nov. 14
Nov. 21
Nov. 28
Dec. 12
Dec. 19
1974
Jan. 9
Jan. 16
Jan. 24
Jan . 30
Feb. 6
Feb. 14
Feb. 20
Feb. 27
Mar. 6
Mar. 13
Mar. 20
Mar. 27
Apr. 3
Average
Cu
0.06
0.09
0.15
0.11
N/T*
0.14
N/T*
0.08
0.11
0.11
N/T*
0.12
0.12
0.07
0.07
0.05
0.09
0.07
0.06
0.11
0.06
0.02
0.04
0.12
0.11
0.09
Cr
0.03
0.07
0.18
0.11

0.09

0.04
0.16
0.06

0.17
0.15
0
0.01
0.04
0.05
0.04
0.02
0.03
0
0
0.01
0.09
0.08
0.06
Ni
0.02
0.14
0.21
0.12

0.09

0.18
0.26
0.21

0.07
0.10
0.06
0.05
0.05
0.06
0.08
0.05
0.09
0.09
0.05
0.04
0.06
0.09
0.10
Fe
0.45
0.82
3.10
0.77

1.51

0.49
0.71
1.95

1.02
0.73
0.54
0.68
1.10
1.7
1.08
0.63
0.44
0.26
0.11
0.32
1.45
1.65
0.98
Zn
0.16
0.47
1.99
0.34

0.59

0.60
0.86
0.42

0.47
0.33
0.21
0.17
0.24
0.40
0.35
0.25
0.18
O.'ll
0.11
0.13
0.55
0.50
0.43
Mg
7.6
7.1
7.6
6.6

8.37

8.1
8.1
8.7

8.8
8.4
11.2
10.26
9.44
9.44
9.4
8.6
10.7
9.2
9.1
9.2
8.9
9.7
8.84
Ca
54.9
26.0
47.1
42.7

32.3

23.3
29.8
30.2

40.8
—
63.1
70.6
75.6
56.4
47.3
32.2
71.9
66.9
63.4
78.0
59.3
61.1
51.1
*N/T = No Test.
                                  A-5

-------
                             Table IV-4




                 DISSOLVED OXYGEN LEVELS IN STREAMS




            BLUCHER POOLE PLANT           WINSTON THOMAS PLANT
Date Above Outfall
1973
Jan.
Feb.
Mar.
Apr.
May
June
July
Aug.
Sep.
Oct.
Nov.
Dec.*
1974
Jan.
Feb.
Mar.
Apr.
May
13.6
14.0
11.9
11.0
9.5
7.0
6.4
6.2
6.5
6.4
8.3
9.1
12.5
12.4
10.4
9.4
8.2
Below Outfall
13.2
12.0
12.0
10.0
8.7
6.6
6.1
5.4
4.6
4.2 '
6.1
8.3
12.7
12.1
10.2
9.2
8.2
Above Outfall
13.1
14.4
13.0
11.0
8.9
7.7
7.1
6.9
7.2
7.6
8.7
9.3
10.9
11.4
10.1
10.8
8.7
Below Outfall
9.2
10.0
11.0
8.8
8.9
7.6
7.1
6.3
4.8
5.8
8.1
7.8
10.1
9.7
9.2
8.3
8.7
*Estimated
                                 A-6

-------
                           Table V-l

                 ANALYSES OF NORTH, PLANT; WASTE
                        (BLUCHER POOLED
                     Suspended Solids
BOD
Date

1973
Jan.
Feb.
Mar.
Apr.
May
June
July
Aug.
Sep.*
Oct.
Nov.
Dec.
1974
Jan.
Feb.
Flow
(mgd)
0.41
0.40
0.84
1.03
0.41
0.48
0.38
0.45
1.44
2.21
2.34
1.76

2.59
3.36
Raw
(fflg/1)
103
185
106
140
70
73
75
136
200
165
431
234

227
217
Final
(mg/1)
18
18
38
7
7
27
32
23
27
38
.32
-29

21
20
Raw
(mg/1)
105
172
200
160
140
110
. 150
158
, 171
147
205
139

158
199
Final
(mg/1)
10.4
13.4
8.8
6.7
4.4
9.5
10.2
9.7
5.6
11.0
. 14.4
7.0

6.2
13.1
*  Since September 1973, flow has been pumped from the south basin

   to the north plant through the central lift station.
                             A-7

-------
                            Table V-2

                  ANALYSES OF  SOUTH PLANT WASTE
                          (WINSTON THOMAS)
                       Suspended  Solids       	BOD
Date

1973
Jan.
Feb.
Mar.
Apr.
May
June
July
Aug.
Sep.*
Oct.
Nov.
Dec.**
1974
Jan.
Feb.
Flow
(mgd)
9.1
8.9
10.6
11.2
7.9
8.4
8.2
7.2
5.6
5.3
5.8
6.4
7.8
7.2
Raw
(mg/1)
166
174
130
81
110
98
88
165
180
174
223
239
113
137
Final
(mg/1)
29
38
40
45
39
36
32
46
34
24
44
58
18
19
Raw
(mg/1)
185
366
150
96
95
70 '
105
106
127
129
153
' 121
108
114
Final
(mg/1)
40
59
47
41
30
27
35
41
35
20
31
19
18
17
 *  Since September 1973 flow has been diverted to the north plant

    through the central lift station.

 ** Estimated.

*** See pages A-9 to A-15 of this appendix for correction of flows due to
    inaccurate metering devices.
                                  A-8

-------
                  LIT  DF BLDDMINGTL.J UTILITIES

                                  P. D. BOX 1216
                            BLDDMINGTDN, INDIANA 474D1
                                TELEPHONE AC 812 339-2241
                                March 18,  1975
Robert Denman
Field Engineer
Municipal Wastewater Section
Indiana State Board of Health
1330 West Michigan Street
Indianapolis, Indiana  46206

Dear Mr.  Denman:

Attached is  a copy of work we have done checking the  accuracy
of our raw sewage meter.

Our work seems to indicate that the actual flow is  only  about
84% of the metered flow.  We are contacting the meter manufac-
turer and hope to have them re-calibrate it in the  near  future.

If you have  any questions on what we have done or need additional
Information,  please contact me.

                                Very truly yours,

                                Michael M. Phillips
                                Treatment Engineer
MMPrjf

Attachment

cc:F. Beatty,/Black & Veatch
   G. Kenti
   File
                          A-9

-------
          ,  r    WINSTON THOMAS WASTEWATER PLANT
          ; ,*••«

                       FLOW MEASUREMENTS


As part of our routine maintenance policy, the factory represen-
tative was contacted-to inspect and calibrate our magnetic raw
sewage meter.

On August 28 the meter was worked on for the first time.  Because
of the large increase indicated by the meter, he was called back
on September 30 and October 21 to inspect and re-adjust it.  Table
I gives information on flows for the Blucher Poole and Winston
Thomas Plants from 1973 to the present, along with the monthly
measured precipitation.  Graph I shows this pictorially.

To check the accuracy of the meter, three methods were used:
displacement of the dosing tank, chemical gauging, and a".weir.

The volume of the four dosing tanks was calculated from the blue
prints and checked by addition of a known amount of LiCl.  The
number of times the tanks filled times their volume, was then
compared to the gallons indicated by the meter totalizer for the
same period of time.  These values were then converted to MGD.

Chemical gauging was the second method used to check the flow.
A known concentration of tracer, LiCl, was metered into the waste-
water flow and samples were then collected down stream of the
meter.  The samples were analyzed for lithium by a model 403
Perkin Elmer Atomic Absorption Spectrophotometer, and the flow
was calculated by the formula:

                (Cj^  (QL)    1440 min/day

          u         CD        3785 ml/gal

Where:   CD  •»  downstream concentration  Li mg/1

         Ql  «=  flow of injected stream  ml/min

         C^  «*  concentration of injected stream  mg/1

         Qu  -  flow MGD

Figure I shows the arrangement of equipment and sample point.

As a  final test we constructed a 3 foot weir and placed it  in
one channel leading to the aerated grit chambers.  The other side
was then shut-off and all flow passed over the weir.
                                 A-10

-------
'The comparison  of  the  results of these three methods  is  as  follows
          Dosing tank           84.4% of indicated flow
          Chemical gauging     83.5% of indicated flow
          Weir    •             84.6% of  indicated flow.
 MMP:jf
 3-75
                                  A-ll

-------
                  CITY.QF BLQOMiNGTDN UTILITIES
                                  P. D. BDX 1216
                            BLDDMINGTDN, 'INDIANA 474 D1
                                TEUPHONE AC 812 339-2261

                                 June 14,  1976
Mr.  Dale  Luecht
Environmental  Protection Agency
Region  V
230  South  Dearborn
Chicago,  Illinois   60607

Dear Mr.  Luecht:

According  to  our  telephone conversation of June  9,  1976,
I have  enclosed the  information on the flows  going  to the
South Treatment Plant that you requested.

This reflects, as best as we can tell, the actual flows
at the  Winston Thomas Plant.  This allows  for the raw sewage
meter adjustments made first July 31,  1974 and for  the final
adjustment made May  6, 1975.

If you  have any questions please contact me at 8Y2-339-2261
Extension  201.

Very truly yours,
Michael  M.  Phillips"
Assistant Director  of Utilities
MMP/d
cc:  Paul  K.  Coulter
     Black &  Veatch
                               A-12

-------


•;ONTH
JANUARY
FEBRUARY
MARCH
APRIL
MAY
JUNE
JULY
AUGUST
SEPTEMBER
OCTOBER
NOVEMBER
DECEMBER

JANUARY
FEBRUARY
MARCH
APRIL
MAY
JUNE
JULY
AUGUST
SEPTEMBER
OCTOBER
,','OVLMBER
DECEMBER


'

PRECIP.
3.83
2.61
•* 4.78
2.56
7.06
3.72
1.47
6.36
8.39
1.22
4.52
2.94
4.12
L
5.16
4.59
6.70
3.65
3.53
5.47
1.51
3.61
3.28
6.12
3.50
4. 5'6
• 4.30

1974
X
tf
*
W.T.
FLOW
7.7
7.2
8.8
8.0
6.9
6.4
4.5
5.5
9.7
8.1
10.3
10T0
7.8
1975
8.7
9.5
10.6
8.7
6.8
7.7
5.6
6.3
8.0
8.7
9.1
9.J?
8.3
A-13

*
B . P .
FLOW
2.6
3.4
3.9
3.7
2.8
2.0
1.6
2.7
3.2
2.4
-1.8
2.3
2.7

3.6
3.3
3.1
3.0
2.2
2.5
2.2
3.1
3.0
2.8
3.0
2 . 3
2.4


*
TOTAL
U . T . & B . P .
10.3
10.6
12.7
11 .7
9.7
8.4
6.1
8.2
12.9
10.5
12.1
12.3
10.5

12.3
13.0
13.7
11.7
9.0
10.2
7.8
9.4
11.0
11.5
12.1
11.8
10.7


-------
                               19.76

                                       *          *            *
                                       W.T.       B.P.         TOTAL
MONTH                  PRECIP.          FLOW       FLOW         W.T.& B.P
JANUARY                  2.06          9.8        2.4          12,2

FEBRUARY             -•    1.90         10.1        3.0          13.1

MARCH                    4.54          7.9        3.2          11.1

APRIL                    1.00          7.2        2.7           9.9

MAY                      4.02          6.1        2.6           8.7

JUNE

JULY

AUGUST

SEPTEMBER

OCTOBER

NOVEMBER

DECEMBER               -  	         	        	          	

                         2.23          8.2        2.8          11.0
                                         A-14

-------
Discussion of Existing Flows at Winston Thomas STP


As identified in Chapter 1, the First Amendment to the Facilities
Plan prepared by Black & Veatch, December 1975, indicated that
the existing flow at the Winston Thomas plant in 1974 was 10.9
MGD + 0.3 MGD for unmetered diversions to the tertiary lagoon
making the total flow 11.2 MGD. The indicated average daily flow
was 10.9 MGD for 1974 after analyses and adjustment for the low
meter readings prior to recalibration.  (The 1974 recorded average
flows were 8.4 MGD prior to analyses and adjustments.)

Since the preparation of the 1st Amendment by Black & Veatch
and the Draft EIS, additional adjustments have been made to
the flow meter at Winston Thomas and these latest figures
have been reflected on pages A-12 through A-14 of Appendix A.
The uncertainty in these figures is difficult to determine
since the flow meter has been adjusted by the manufacturer
several times between July 31, 1974, and May 6, 1975.  Each
time the meter has been shown to be in error.  Mike Phillips
who calculated the latest revised flows stated that the con-
fidence of the numbers is difficult to determine.  One could
estimate that these latest figures could be in error 5-10%.
(The flow meter was put in service in 1969 and is designed to
record flows in excess of 20 MGD with an accuracy of 2%.)

Using the June 14, 1976, flow estimations^the existing flows
for 1974 and 1975 are 9.1 MGD and 9.4 MGD respectively.  This
was determined in the following way.  The highest 8 months in
each year were summed and averaged and 0.3 MGD was added to
each average for the unmetered diversion contribution to the
tertiary lagoon.

Given the uncertainty of the adjustment of the metering device
at Winston Thomas STP during the periods of 1973, 1974, and
1975, and the conflicting flow reports provided by the City
of Bloomington to date, it is the opinion of USEPA that exact
historic flows cannot be developed.  If the lower figures
recently provided this agency, are substituted for 11.2 MGD
the resulting design flow change would be approximately 1.5
MGD depending on the uncertainties one assigns to population
projections for the year 2000, the design flows, and the land
use changes that may occur in part of the LMRWD service area
which could be tributary to the Dillman Road STP.  Since this
discrepency equates to approximately 10% of the projected
design flow, and since the City of Bloomington has indicated
concern that the facility will be smaller than what they will
require, we find no compelling reason the change the recom-
mendation to construct a 15 MGD facility at the Dillman Road
site.
                                  A-15

-------
                      D.  Sludge Composition

                  CITY  DF BLDDMINGTDN UTILITIES

                                   P. D. BOX 1216
                             BLDQMINGTQN, INDIANA 47401
                                TELEPHONE AC 812 339-2261
                                September 17,  1975
Dale Leucht
Planning
US  EPA  Region V
230 South Dearborn
Chicago, Illinois  60604

Dear Dale:

The following is the  information you requested:

     1.  Winston Thomas sludge composition in mg/kg
         dry weight:
     2.
                       Cu
                       Cr
                       Fe
                       Ni
                       Cd
                       Zn
                   980
                   585
                  5940
                   282
                    29
                   430
         Winston Thomas  sludge which is now picked
         up by the public  for use in gardens and
         composting is about 65% solids.
Blucher Poole sludge composition in mg/kg
dry weight:
                       Cu
                       Cr
                       Fe
                       Cd
                       Ni
                       Zn
                    690
                     82
                   2900
                     23
                     55
                    380
         Blucher Poole sludge used  for injection is
         about 870 solids.   That  used for land appli-
         cation is about 207<> solids.
                                 A-16

-------
Dale Leucht
September 17, 1975
Page 2
     3.  Enclosed is a copy of a Winston Thomas sludge
         test run by Purdue's Soil Testing Laboratory.
         Tentative plans for sludge disposal at the
         Salt Creek Site include injection on approx-
         imately 240 acres.  The Site will be divided
         into thirds.   In a particular year one third
         will be injected, one third fallow, and one
         third farmed.  We now plan to grow corn, beans,
         and grass.
I hope this response answers all of your questions.  If not,
please contact me.

                                 Sincerely,
                                 Richard S. Peoples
                                 Project Coordinator
RSPijf

Enclosure

cc:  J. Quin, Gilbert Associates
     G. Kent, Blgtn. Utilities Director
     F. Beatty, Black & Veatch
     File
                                  A-17

-------
PURDUE  UNIVERSITY    sou TESTING LABORATORY - - AGRONOMY DEPARTMENT - - LAFAYETTE, INDIANA - - AES FORM 400
                                                                                          KC-2
         SOIL TEST REPORT
         for

         r~
            Richard S.  Peoples
            City of Blooaington Utilities
            Box 100
            Blooaington, Indiana  47401
         L_
 1A6/74
                                                         A COPY OF irilS  REPORT HAS BEEN SENT  TO

                                                         Monroe	COUNTY EXTENSION OFFICE.
                                                            AN EXTRA COPY  HAS BEEN SENT TO:
IDENTIFICATION
LAB
NUMBER
9549
9550







FIELD
NUMBER
1
1
Mr. Pi
extrac
plant.
lor yt
Chemii
r*l— • -»-
Total



NUTRIENT RECOMMENDATIONS *
N
IBS/A
P7 05
IBS/A
((,0
IBS/A
HO RBOOMMENDATIOH
REQUESTED

• - • *•
oples: —
tions" of soils t

that
ur purposes r you are
ts' office for nitorg
nitrogen- is not -a pax
— —
— —
— —
LIME



Italy
is.
more
anit<
-2-fc
t of



SOIL TEST RESULTS
SOIL-
BUFFER pH
-
-

to be
inter
i. Ta
i obCa
rooti



SOU-
WATERjH
7.4
7.0

It dui
rated
i won!
1% OQi
w sol



IBS. / ACRE
PHOSPHOIK
_.oS^
915
1080
SWpp
licatc
in tot
d reqx
9AWt=¥*1
1 ana]



POUHIIW
. .01^
210
210
H /«
mitrl
al N-E
ire a
tionn
ysis.




CALCIUM
}



ent reno
-K as re
private
<— ^--^-~
Xfl ^2PH& bU
See pri
nl^^^. *•
Soil Te


MAGNISIUM



ral by
torted
.ab fox
rsgitr MJ
2*k & ssi i
:e list
iting I


% ORGANIC
MAHCR



the gi
by the
this
enclc
aborat


IIPOR1ED WHIN REQUESTED
COLOR
4
4
i
Owl!
Sti
wor'
sed
ory


TEX-
TURE
5
5

>g
ite
»•
r%t /T





*NUTRIENT RECOMMENDATIONS HAVE BEEN  PREPARED
FOR THE CROP YIELDS REQUESTED ON YOUR  CROPPING
HISTORY FORM.  IF NO CROP YIELD LEVELS WERE LISTED,
THEN  STANDARD RECOMMENDATIONS WERE  WRITTEN,
THAT IS, FOR  125  BUSHEL CORN,  40 BUSHEL SOYBEAN,
50 BUSHEL WHEAT,  70 BUSHEL OATS, 6-TON ALFALFA, OR
4-TON RED CLOVER.

INFORMATION  ON METHODS OF FERTILIZATION  FOR EACH
CROP  ARE DISCUSSED IN  YOUR SOIL TEST REPORT  EX-
>LANATION SHEET.

40TE: SOIL-BUFFER  pH, THE BASIS  FOR LIME RECOMMEN-
>ATIONS, IS ONLY USED WHEN THE  SOIL-WATER pH IS
 ELOW 6.6. LIMING RATES INCREASE AS THE SOIL-BUFFER
, H DROPS BELOW 6.8.
                                                                MEANING OF SOU TEST RESULTS
SOIL
TIST
LEVEL
rat tow
LOW
MEDIUM
HIGH
VERY HIGH
P. PHOSPHORUS TEST
fOR CORN.
SOYBEANS
IBS. P/A
0-10
11-70
21-30
3H5
ABOVE 4S
FOR WHEAT, OATS,
PASTURE LEGUMES
ETC IBS. P/A
0-10
11-20
21-30
31-70
ABOVE 70
POTASSIUM TEST
ALL
FIELD CROPS
IBS. K/A
MO
81-150
151-210
211-300
ABOVE 300
                                                 A-18
                                                                                                      F

-------
E.  EFFLUENT LIMITS FOR THE PROPOSED SOUTH BLOOMINCTON STP.*
BOD

    30 day average

     7 day average

    per cent removal


Suspended Solids

    30 day average

     7 day average

    per cent removal


Phosphorus

    maximum
       br
    per cent removal
                            Salt
                            Creek
                            Site
10 mg/1
95%
10 mg/1
95%
1.0 mg/1

80%
Fecal Coliform Bacteria

    30 day geometric mean   200/100 ml

     7 day geometric mean   AGO/100 ml


pH Range                    6.0-8.5


* NH^ limits are on p.  A-17.
                           Clear
                           Creek
                           Site
5 mg/1
97.5%
5 rag/1
97.5%
1.0 mg/1

80%
                           200/100 ml

                           400/100 ml


                           6.0-8.5
                                  A-19

-------
STATEr
    INDIANA
 3TREAM POLLUTION CONTROL BOARD
                                                      INDIANAPOLIS 46206
                                           1330 West Michigan Street
                                                 633-5467
                                                 XXX 5467


                                         January 31, 1975
Mr. Gary R.  Kent
Director of Utilities
City of Bloomlngton Utilities
P. 0. Box 1216
Bloomlngton, Indiana   47401
Dear Mr. Kent:
                Re:  Nitrification Requirements for Potential
                    Bloomlngton Wastewater Treatment Plant Site*
     In response to your letter of January 9, 1975r concerning the effluent
ammonia nitrogen limitations for Bloomlmjton's potential wastewater treatment
plant sites, the following limits have been established:
BOD
SS
NH3- N
   Summer
   Winter
  Existing Site or
   S.  Rogers St.
(0;1  Dilution Ratio)

       5 mg/1
       5mg/l

     1.5 mg/1
     3.0 mg/1
                                          Ketcham Road
                                      (0:1 Dilution  Ratio)
                         Salt Creek
                 (1.6:1 D.R.) (2.1:1  D.R.)
    mg/1
    mg/1
 10 mg/1
 10 mg/1
10 mg/1
10 mg/1
1.5 mg/1
3.0 mg/1
6.5 mg/1      7.9 mg/1
The 1.5 mg/1 NH3-N limitation  1s based on the best practicable technology and the
other Ntfo-N limitations are based on a maximum allowable toxldty concentration of
2.5 mg/1 with 1.6 X unionized NH3 1n the stream.  The 1.6:1 dilution ratio 1s based
on a 20 mgd facility and the 2.1:1 dilution ratio 1s based  on a 15 mgd facility.

     The more rigid requirements for ammonia nitrogen limitations were outlined 1n
a letter dated October 21,  1974, from Region V, U.S. EPA In connection with Issuance
of NPDES permits.  The cities  of Connersvllle, Crawfordsvllle, New Castle, Richmond,
and Warsaw have similar restrictions.
                                     A-20

-------
                                  •2-

Mr. Gary R. Kent                                    January 31. 1975


     If you have any more questions concerning this matter, please do not
hesitate to contact this office.


                                   Very truly yours.
                                   Oral H. Hert
                                   Technical Secretary
MAScherer/Jam

cc:  Black and Veatch
                                   A-21

-------

-------
                        Appendix B




               AQUATIC ECOLOGY-LAKE MONROE









A.  GENERAL  INFORMATION




     The situation and shape  of the  Monroe  Reservoir appears




in Figure  4.1.  The  area  of the lake watershed  is  approximately




1008 Km2 or  420 square miles, with about  80%  of the runoff




entering the lake through the three  forks of  Salt  Creek




(Figure 4.1).  Docauer  (1972) compares  the  population,  settle-




ments, urban development,  etc.  of the three major  forks  of




Salt Creek  (Table 4.1).   Most available information concerns




the North Fork of Salt Creek drainage system  for the following




reasons:   (1)  Nashville  and its associated tourist attractions




coupled with inefficient  sewage treatment facilities;  (2)  relative




size of the drainage  system (almost  equal to  the combined areas



of Middle and South Forks); and (3)  relative  accessibility




to the University.




     The effects of Nashville's sewage plant  effluent can be




seen in Table 4.2 from McAhron's (1972) survey  of  North  Fork of




June 19, 1972.  A relative decrease  in efficiency  of BOD removal



can be seen in Table  4.3  for the influent and effluent of the



sewage plant spanning the years  of 1968, 1970,  and 1972.



     More recently, Nelson (1974) sampled from  March 19  to




June 26, 1974, from six stations at  regular weekly intervals




to determine the actual characteristics of  the  North Fork water




and its variation with discharge, seasonal  effects,  and  location.




A partial summary of her  findings (Table 4.4) tends  to show  the




following:    (1) during high flows,  before fertilization,  the
                             B-l

-------
Aquatic Ecology
Figure 4.1;  Lake Monroe Basin and Watershed Map showing the
             permanent water sampling  stations.
          MORQAN CO

          MONROE CO
r
                                   JOHNSON CO.
 MONROE RESERVOIR WATERSHED MAP
BARTHOLOMEW

   CO
                                                           JACKSON CO

                                                             SPRAVTOWN
                    4-*WMMl.,.
                                 B-2

-------





































































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                         Aquatic Ecology
B-3

-------
Aquatic Ecology










  stream maintains  a  high dissolved  oxygen concentration and a




  dilution of nutrients;  (2)  after a peak flood on April 9,  dis-




  charge then decreased;  (3)  after field fertilization began,




  obvious station-to-station  variations  became evident.   Nutrient




  load,  conductivity,  etc.  increased and the oxygen concentration




  decreased downstream.   One  might notice that the effects of  the




  Nashville sewage  plant  appear  masked  in the overall dilution




  effect.   However, when  the  water gauge reading becomes available




  from Nashville's  gauge,  the weekly discharge information will




  be related to  nutrient  concentration.




       Docauer (1972),  in Table  4.6,  shows the fate of total




  phosphate from Nashville  to the causeway within the lake.  The



  spring and summer data  show first  the  effects of dilution (spring)



  and also the possible increase of  effluent nutrients from the




  Nashville plant during  the  tourist season of June-July.



       A survey  of  the  chemical  and  physical aspects of  the three




  tributaries of Salt Creek is shown in  Table 4.7 for October  2 and



  29,  1974.   The effects  of discharge on concentration is  apparent



  particularly at station #2  on  Green Valley Road,  two miles below



  the Nashville  plant.  Notice,  however,  that less total phosphate



  and soluble reactive phosphate is  reaching the upper basin (#6)




  during this extremely low flow than reported by Docauer's  Tables



  4.5 and  4.6.   Much utilization occurs  removing these nutrients.



       Interest  in  the  upper  reaches of  the South Fork at  #3 and




  #4 stations is due  to the extensive farming practices  present in
                               B-4

-------
                                                    Aquatic Ecology









 this  area.  Middle Fork  is  of  special  interest  since  it  is




 forested with  less farming.  It will serve  as a "control"




 system in  the  upper head waters.




      Since  about  80% of  the volume  of  yearly discharge occurs




 during the  late winter,  spring, and early summer,  there  is  a need



 to concentrate most heavily on the  interrelationships between



 nutrient loading  and discharge at this time  (Lee,  1969).  Like-




 wise, the overall pollution of non-point source loading  needs  to




 be investigated,  since recent information shows that non-point




 sources are considerably greater than  formerly  thought (Loehr,



 1974).  Possible methods for controlling or decreasing the  non-



 point sources  may need to be considered.
B.  PHYSIOGRAPHY OF LAKE MONROE




     Monroe Reservoir is a shallow basin-shaped lake with a



mean depth of 3 to 4 meters.  The old Salt Creek channel meanders




across the bottom as a 7 to 11 meter trench.  The lake is divided



into three distinct basins (Figure 4.1).  The upper basin above



the causeway is a shallow (3-5 meter mean depth) basin with



approximately 1927 hectares area of lake surface.  This basin



receives the water from the three tributaries of Salt Creek.



The middle basin lies between the causeway and the down stream



narrows (station #5)  and has an approximate mean depth of 5-6



meters.  The lower basin extends downstream to the dam and has
                              B-5

-------
Aquatic Ecology

Table  4.2:
Survey of North Fork Salt Creek near Nashville,  Indiana
State  Board of Health

         All concentrations  in parts per million (ppm) except
                           fecal coliforms.
Station BOD


100 meters 1.5
Above
Sewage
Plant
76 meters 4.6
below
Sewage
Plant
3.2 Kilo- 1.7
meters
below
Plant
4.83 Kilo- 1.6
meters
below
Plant
7.2 Kilo- 1.6
meters
below
Plant
June 19, 1972
From McAhron
Table 4.3:
Nashville Sewage
Surveys

Date and Station
June 6, 1968
influent
effluent
efficiency
August 16, 1970
influent
effluent
efficiency
June 19, 1972
influent
effluent
efficiency
Dissolved PO.-P NCU-N NH^-N
Oxygen

7.3



6.0



5.0



5.1



5.0



•
(1972) .

4 J -3

0.1 0.1 0.2



1.4 0.2 0.4



0.5 0.3 0.4



0.4 0.3 0.3



0.4 0.4 0.3






Plant, Brown County Indiana—State

All
B.O.D.

490
120
75.5%

570
290
49.8%

350
260
25.7%

concentrations in ppm.
Total PO.-P Suspended

29 	
37 	
-27% 	

	 500
	 160
	 68%

48 	
43 	
10.4% 	
Fecal Coli- Total
forms-*/ Solids
100ml.
90 110



20,000 170



11,000 100



386 110



290 110






Board of Health


Solids Total Solids

850
600
29.4%

880
760
13.6%

910
710
21.9%
     June  6,  1968, August  16,  1970  (Hall  1971) and June  19,  1972
     (McAhron 1972) .
                                     B-6

-------
























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Aquatic Ecology
Table  4.5:
Seasonal averages of inorganic  (soluble  reactive)  phosphate in
micrograms PO.-P per liter.
Station and
location on
figure 1
North Fork #6
Pine Grove-c
0 meters
5 meters
Causeway-#4
0 meters
5 meters
Winter
Feb.

10 '

11
9

1
1
Spring
Mar . -Apr .

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28.
28.

10.
10.

4

8
6

1
1
Summer
May-Aug.

12.

4.
14.

3.
4.

9

9
6

7
8
Fall
Sept.

21.

18.
25.

2.
0.
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5

0
4

5
0
Middle Fork         —         11.7           5.5
 (Elkinsville)

South Fork
 (Maumee)            —         20.0          15.4
    From Docauer  (1972).

Table 4.6:
Seasonal Averages of Total phosphate in micrograms per  liter PO.-P
1 	 1
Station and
location on
figure 1
Winter
Feb.
Spring
Mar. -Apr.
Summer
May-July
North Fork          	        17.5         84.0
Nashville #1

North Fork
Green Valley #2     	        28.0        251.0

North Fork
Kent Road #6         45        79.5        144.0

Reservoir -c         35        52.0        149.0
Pine Grove

Causeway #4          21        33.0         84.7

Middle Fork         	        	         89.5
(Elkinsville)

South Fork
(Maumee)            	        	        163.0
    From Docauer (1972).

                                  B-8

-------
                                           Aquatic Ecology































































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                    B-9

-------
Aquatic Ecology










 an approximate mean depth of 7-8 meters.  The surface area of



 the combined lower basins is approximately 2875 hectares.   (For




 more information see Table 4.8).



      Four main, interdependent categories of physical factors




 control biological production in Lake Monroe, as in all natural



 waters.  They are associated with  (1) radiant energy input,  (2)



 nutrient input and loss,  (3) oxygen supply, and  (4) interactions




 of morphometry and motion (Mortimer 1969) .



      On a global scale, variables related to solar energy appear




 to have a greater effect than those related to nutrient avail-



 ability.  This solar energy is a key factor in driving wind-



 induced and convective circulation, regulating water temperatures,



 and governing local climatic conditions.  However, when restricted



 latitudes are considered, factors related to nutrient availability




 assume a much greater importance.



      A comparison of the watershed to lake surface area yields




 a ratio of 25/1 for Lake Monroe.  Vollenweider  (1971), using



 information from various sources, has shown that the "surround-



 ing factor"  (drainage area/lake surface) and primary production



 in European lakes are strongly correlated.  Obviously, lakes



 with a large "surrounding factor," or with a high nutrient




 input, or both, will be greatly enriched by nutrients from the



 watershed.  As these nutrients enter the lake, their dilution



 will be governed by the total volume of the lake.  Since temperate



 lakes are notorious for stratification and incomplete mixing,
                                B-10

-------
                                                     Aquatic  Ecology









 Vollenweider suggests that the mean depth (relating volume to



 unit  surface area)  as an index of the biological effectiveness



 of  loading  is,  at present, the best compromise.   The relative



 shallow mean depth of Lake Monroe forces one to  consider the



 statement made  by Brylinsky and Mann (1973:   1-15)  which reads,



 "However, if one  wished to make comparisons  on the  basis of



 production  per  unit volume,  the shallower lakes  would be more




 productive  and  would be expected to have a more  dense phytoplankton



 population.   Hence,  it is reasonable to  think of shallow lakes as



 compressed  versions of deep lakes,  in terms  of productivity  per



 unit  area."   The  relatively shallow basins found in Monroe



 Reservoir must  be regarded as  an important factor in all future



 considerations.
C.  PHYSICO-CHEMICAL PROPERTIES OF LAKE MONROE



     The chemical and physical methods of water analysis are



shown in Table 4.9.  Methods not included in this table are dis-



cussed within the text.





1.  Transparency



     Secchi disc readings obtained from June to October 1974



are shown in Figure 4.2.  This figure suggests that there is



a significant increase in transparency from the months June to



August.   Following a decrease in September, transparency slightly



increased in October.  Maximum Secchi disc transparency occurred
                             B-ll

-------
Aquatic e
 TABLE 4.8:

 The following data have been converted or calculated from
 figures reported in Report #9,  Indiana Flood Control and Water
 Resources Commission,  1956.
Stream
Gaging Stations in Salt Creek Watershed
Drainage
Location Area Sq. km. Period & Record
Salt Creek near 1507 1939-1950
Peerless
Salt Creek near 1142 1955-1956
Harrodsburg
North Fork of Salt 311 1946-1956

Discharge,m3/sec.
Mean Max. Min.
19.2 577.9 0.02
11.2 133.1 0.03
133.1 430.6 0.
Creek near Belmont
Annual
Precipitation: Mean Max. Min.

1.06m 1.54m 0.72m
Storage



Capacity: Total
for flood control
for increasing low flow
for sediment storage
55 km3
32
20
03
 Total volume  corresponds  to 0.482  meters run off from drainage area
   of 1142  sq.  km.
 Maximum flood control pool  elevation
 Normal pool  level
   corresponding  to a pool of
 Sediment storage below

 Approximate  mean depth (max.)
 Approximate  mean depth (min.)
169.5m
164.3m
 43.3km2
157.0m

  7m
  4m
                               B-12

-------
                                                    Aquatic  Ecology









 in  late August  and  agreed well  with measurements  in 1968  and 1971



 by  Zimmerman  and Allanson.   Transparency  increased  from the



 upper basin to  the  lower basin  with an  increment  of 0.3 to 1.1



 meters.   The  high variance  occurring  in late  July and  August



 is  due to fluctuations  of phytoplankton species abundance and



 biomass.   The high  variance shown  in  September and  October



 is  contributed  to by rapid  climatic changes.



     A set of extinction curves for sunlight  versus Secchi disc



 readings  is given in Figure 4.3 for Station 4 and Station 1  from



 July to October.  The one percent  level of transmission occurred



 at  4.5-8.5 meters during this period.   The simultaneous Secchi



 disc reading  was calculated and it demonstrated that the  disc



 disappeared at  10 to 25 percent of surface illumination,  Allanson



 et  al. (1973) suggested that this was due to  extensive  scattering



 of  light  by particulate material.



     A comparison of Secchi disc readings from 1968 to  1971



 with data  from  this study is given in Table 4.10.   The  means  and



 their standard  deviations suggest that  no significant change  in



 transparency  occurred in these  years, but a decline in  the



 mean transparency for 1974  was  found.  Two possible explanations



 could be given:  (1) an increase in planktonic production as



 a result of nutrient additions, or (2) an increase  in soil



 deposit and non-biological  particulate matter.  It  should be



 noted that similar patterns of weed distribution were found,   so



 the competitive interactions would remain of  roughly the  same



magnitude and no increases  in phytoplankton from this phenomenon



would result.





                              B-13

-------
Aquatic  Ecology
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                                                                                               cn
                                                                                               -P
                                                                                               O
                                                                                               O
                                                    CTi
                                                 Q)
                                                 Cn
                                                 3
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                                                                                              iH
                                                                                               3
                                                QJ
                                                C
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                                                         c
                                                         o
                                                         -rH
                                                         4->
                                                         tC
                                                         4J
                                                         -H
                                                         cn
                                                         (0
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05
C
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4J
tn
 3
 0)
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                                              U U  0)
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                                                   4-1
                                                 -H Q)
                                              cn Q s
                                                    B-14

-------
                                                    Aquatic Ecology
Figure  4.3:
Extinction curves for  sunlight at two stations  in Lake Monroe,
June to October, 1974.
Secchi disc transparencies are recorded as perpendicular  lines.
  STN  4                 STN 4                STN 4
     25  50  75  100%      25  50   75  100%     25   50  75  100%
2

4

6

8
6.15
2

4

6

8
   STN 4
     25   50  75  100%
7.17
               STN 4
                  25   50
        9.16
   STN 1
     25   50   75 100%
        8.25
              75  100%
8.2
                  STN 1
                   25  50   75  100%
                    10.24
                             7.17
                STN 1                STN 1
                 25  50   75  100%      25   50  75  100%
                   9.7
                              10.24
                             B-15

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Aquatic Ecology
 Table 4.9:
 Chemical and Physical Methods of Water Analysis
 A.
Chemical

1.  Alkalinity (methyl orange alkalinity)  - using 0.01 N
         sulfuric'acid with pH determined end point of 4.4
         pH.  This gives milliequivalents (meq).   To
         determine ppm CaCO^, multiply meq.  by 50.
     2.  Dissolved Oxygen- YSI Dissolved Oxygen Meter Model 54
              or Azidemodified Winkler Method with N/80
              Thiosulfate.
         Nitrogen-Three types:   (Stainton, Capel and Armstrong, 1974)

         A.   Ammonia-N- indophenol blue color with phenol and
                        hypochlorite.
         B.   Nitrite-N- pink azo dye;  reduce quantitatively nitrate
                        N-l Napthyethylene diamine dihydrochloride.
         C.   Nitrate-N- Pink azo dye;  reduce quantitatively
                        nitrate to nitrite-treat for nitrite.
     4.  Phosphate-Two types:   (Golterman and Clymo, 1969)

         A.  Soluble Reactive Phosphate - blue colored complex
                        with acidic molybdate, ascorbic acid
                        reductant and antimony as a color en-
                        hancing species.
         B.  Total Phosphate - same as above except treat sample
                        (25 ml) with acid and 1 gm potassium
                        persulfate-autoclave for 1 1/2 hour.  Cool
                        and use 1 N acid-molybdate sol.
     5.  Reactive Silicate- blue colored complex with acidic
                        molybdate.   A reducing solution of metol
                        and oxalic acid added to reduce the
                        silicomolybdate complex and simultaneously
                        decompose phosphate and arsenate inter-
                        ferences.  (Strickland and Parson, 1972).
 B.
Physical

1.  Conductivity- Hach Model 2510 (Battery Operated)
         Conductivity Meter in micromhos - 20°C.
     2.  pH-Corning pH Model 7 meter with a Bradley-James
              Combination Electrode
                                                     (continued)
                                B-16

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                                                 Aquatic Ecology
3.   Turbidity- Hach Model 2100 Turbidimeter in NTU units.

4.   Temperature- Whitney Model TC-5A Thermistor or YSI
         Model 54 Thermistor (with the Dissolved 0- probe),

5.   Light-

    A.   Whitney Underwater Light Meter with the following
        filters:

                   RG2-red,  OG2-yellow orange, VG9-green,
                   BGl2-blue, BG15-near ultra violet.
                   Filters are Schott colored filters from
                   Jenaer Glaswerk, Schott & Gen, Mainz.

    B.   Secchi Disc- 20cm diameter.
                             B-17

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Aquatic Ecology










      Some reasonable degree of correlation between Secchi disc



 transparency and eutrophication can be found in natural lake




 situations.  Rodhe  (1965) demonstrated a relation of Secchi disc



 transparency, light extinction, and trophic status in a number



 of.European lakes  (Table 4.11).  From this demonstration it was



 suggested by Allanson et al.  (1973) that Monroe Reservoir had



 already reached a mildly eutrophic or mesotrophic level.  It is



 known, however, on the basis of primary production, nutrient



 chemistry, and plankton data from this study, that Lake Monroe



 is not as well advanced as  suspected.  Light scattering by



 suspended non-biological particles decreases the Secchi disc



 transparency.  We therefore propose that Lake Monroe is



 oligotrophic or, at most, mildly mesotrophic.






 2.  Temperature



      A typical sequence of  seasonal temperature profiles is shown



 by Docauer  (Figure 4.4A) for 1972.  Similar temperature curves



 were observed by Allanson et al.  (1973) for the years 1971 and



 1968.  Stratification becomes apparent in late May to early June,



 reaching a maximum in late  July to mid August.  Isothermal



 conditions occur generally  in late September-early October.



      Partial turnovers or mixing do occasionally occur, especially



 after periods of cooler weather.  Docauer (1972) indicates that



 at least two such events (August 8 and September 22) appeared



 in the Pine Grove Station (c).  Likewise, Smith reported a



 similar mixing down to 6 meters in August 1971 at Station 1.
                                 B-18

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                                                    Aquatic Ecology
Table 4.10:  Secchi Disc Transparency  (Meters) in
             Monroe Reservoir Irrespective of Sampling
             Site, July-October 1968,  1971 and 1974.
1968
4.00 4.25
2.33 3.50
3.50 3.50
Mean (x)
Std. Dev.
n
2.50
3.00
2.00



1.50 2.00
2.00 2.50
2.85
0.99
17
5.00 2.00
3.35 1.75



1971
4.10 2.10
3.60 4.25
1.60 3.75
2.20 3.50
Mean (x)
Std. Dev.
n
3.05
1.70
2.95
4.00



2.00 4.35
5.10 2.40
3.70 2.70
2.00
3.08
0.94
25
3.50 3.25
3.55 2.00
2.30 3.55



1974
1.15 1.05
2.35 2.10
3.70 2.40
1.60 1.50
2.20 2.05
Mean (x)
Std. Dev.
n.
1.30
3.00
3.25
2.40
2.50



1.10 1.90
1.20 1.80
3.10 4.60
,2.10 2.80
3.10
2.28
0.80
32
2.10 2.20
2.10 2.20
1.25 2.40
2.70 2.80




                               B-19

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Aquatic Ecology
 Table 4.11:

 A Comparison of Secchi Disc Transparency, Light
 Extinction, and Degree of Eutrophication in a
 Number of European Lakes.
        E=Total Visible Energy
Productivity
Very eutrophic

Eutrophic


Oligo trophic

Lake
Lago di Varese
Erken
Gr. Ploner See
Zurichsee
Bodensee
Tornetrask
Lago di Garda
Date
19
23
9
1
11
-16
25
.iv


Depth
Secchi disc
.57
.vii. 57
. iv
.V.
.V.
.57
57
57
.vii. 58
. iv
.57
2.
2.
5.
4.
4.
13.
12.
3
4
3
5
0
7
0
in meters
E.
6
8.
7.
8.
7.
17
27
1%

5
0
5
5



 Data From Figure 2 in Rodhe (1965) .
                                B-20

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                                                    Aquatic  Ecology









     Both Stations 1 and 4 showed midsummer partial or complete



mixing during 1974.  Figures 4.4(B) and 4.4(C) indicate  that



maximum stratification in both basins occurred around the  17th



of July.  The unusually cool weather of late July and early  August



lowered the lake water temperature considerably.  This caused the



shallower, upper basin to mix completely before September  1.



However, in the deeper, lower basin at Station 1, the thermocline



was depressed to about 7 meters with partial mixing occurring in



the upper waters.  During the first week of September, this



basin, likewise, completely mixed.  This isothermal condition



persists as demonstrated by the November 6 temperature profiles



for both basins.  Chemical uniformity also confirms this con-



clusion.





3.  Specific Conductance



     Conductivity is related to the concentration of ions



present and therefore directly related to the alkalinity in



lakes similar to Monroe, in which the dissolved electrolytes



are chiefly calcium and magnesium bicarbonates.  Table 4.12



shows the bottom water conductivity corrected to 20°C for the



years 1968,  1971, and 1974.  There is only a slight increase



in the conductivity from 1971 to 1974 which may well be within



the range of instrument error.   Mean conductance was only



slightly different in the surface and bottom samples,  suggesting



that density currents were not present during the sampling
                               B-21

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Aquatic Ecology










 period.  Also, the low uniform conductance may be a reflection



 of the early mixing of the basins, resulting in a lower standard



 deviation.






 4.  Alkalinity



      The data for the three years  (1968, 1971, and 1974) are



 presented in Table 4.13.  The high values determined by Allanson



 (1971) must be questioned.  There are two reasons for such a



 statement.  First, conditions within the lake appear to be similar



 for the two years, in particular, the low summer and fall



 precipitation.  Second, if Allanson"s alkalinity readings are



 correct, then his conductivity values are about 100 micro-ohms



 too low.  Data from Brummet's Creek, a tributary of North Fork,



 shows the following trend (Hartzell, unpublished):



      A.  19 samples ranging from 60 to 78 ppm CaCOo have an



 average conductivity of 229.6 micro-ohms at 20°C.,



      B.  11 samples ranging from 27 to 39 ppm CaC03 have an



 average conductivity of 136.5 micro-ohms at 20°C.



 Similar trends are apparent from the major forks of Salt Creek.



      Therefore, the alkalinity estimate by Allanson (1973) is



 highly questionable and probably should be similar to the 1974



 mean value.






 5.  pH



      The available data is given in Table 4.14.  No significant



 difference in the mean surface or bottom pH values appears over
                               B-22

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                                                               Aquatic Ecology
   Figure 4.4:
   Temperature  Profiles  from  Pine  Grove,  Station 4,  and  Station 1
(A)
  10
  b
  V
  o
  E
  P.
  V
 a
0

1

2

3
     6  -
                   c
                                               J_
                          10        15        20
                                 Degrees Celsius
                                                             30
                      (A) Pine Grove  temperature
                        profiles 1972 by
                        Docaucr (1972').
                        Top numbers represent thp
                        following dates.
                        1. Feb.27,1972
                        2. Apr. 8,1972
                        }. Kay 30 ,.1972
                        4. July2XI972
                        5. Septi?.,1972
                        6. Oct. 6,1972
                        7. Oct.]0,1972
                        8. Nov. 2,1972
                                     B-23

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 Aquatic Ecology
 Figure  4.4  (continued)

 
   01  f
   U  6
   n
      8

      9  -

     10
         10
                    15         20

                     Degrees Celsius
                       25
                                                  3 2
             30
                                      (B) Station k I.en/pcraturo ;,:ofi'.
                                          197** from June  7~>-ov.7,  IvV1'

                                          Top numbers represent tho
                                          following dcitcs.
                                          1. Juno 7,197^
                                          2. JulylO, 197*1
                                          3. Julyl?,197if
                                          4. Aug. 2,197'.
                                          5. AuG.15,197^
                                          6. Sept.1,197^
                                          7. Scpt28,197;f
                                          8. Nov. 7,197^
                                     (C)  f>tr.tion 1 tomperatxue  profilf
                                         197'^ from June 2 to \\o^,  7,  ^'
                                         Top numbers reprfc^nt  L},iv
                                         foD lo\/inc; citjt'jr,.
                                         1.  Jvwie i.2, 197'f
                                         2.  June r23, 197';-
                                         3.  Julji 17, 1'7A
                                         A.  Aujj.  8, 197'>
                                         5-  Au^i. 25, iy?'i
                                         6.  r.ept.  ?, 19V'!
                                         7.  Oct.  o,
                                         8.  Nov.  71
       .U--I-J-
i  f
15
                                         25
_u-L_

  30
                     Degrees Ccl;. Lus
                                             B-24

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                                                    Aquatic  Ecology









three years.  The maximum differences  in pH  occurred  during



stratification  in mid-July.  The  early isothermal  mixing  of



September accounts for the low deviation from  the  mean  for



1974.






6.  Phosphorus   (Soluble Reactive Phosphate).



     The extremely low levels of  soluble reactive  phosphate  are



shown in Table  4.15 and 4.16 Allanson  (1973) estimated  the surface



concentration as 6 ug/1 P04-P for the  fall of  1971.   Unfortunately,



there is little data showing the effects of  stratification and



the usual phosphate trap system.  However, the August 25  data at



Station 1 does show a slight phosphate concentration  increase on



the bottom  (Table 4.15).  By September 7, the phosphate con-



centrations became uniform (small standard deviation) as  a result



of mixing.



     A comparison of all stations (Table 4.16) shows  that soluble



reactive phosphate is slightly higher at Station 5  (the division



between two major lake basins), and undetectable at Station 4.



The effectiveness of the upper basin as a nutrient sink can



vividly be observed from Tables 4.7 and 4.17.  The average con-



centration for October at Station 6 (Kent Farm Road) was 7.6



ug/1 PO.-P.   As this water moves down into the lake,  its PO.-P



concentration is utilized by the macrophytes, bacteria, and



algae.   Water reaching the Pine Grove station  (c) has, therefore,



a concentration of 1-2 ug/1 phosphate.  Docauer  (Table 4.5)  shows



a similar trend, although his values are higher.  These findings
                               B-25

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Aquatic Ecology
     Table 4.12:
     Comparisons of specific conductance  (micromhos / cm) at
     20 degrees Celsius of bottom water in Monroe Reservoir
     during July/August 1968*, September/October 1971** and
     August/October 1974.
1968
88
95
x 100
83
Mean (x)
Std. dev
n
112 72 98
81 80 73
94 88 92
82 84 62
86.5
. 12.2
16
1971
120 112
116 125
116 125
145 125
123.0
10.2
8
1974
142 134 123
130 126 127
132 126 125
132 126 126
129.1
4.9
14
129
130




       *Zimmerman  (1968)—** Allanson  (1973).
    Table 4.13:
    Methyl Orange Alkalinity  (as mg/1 CaCO.,) Averaged values  for
    surface and bottom waters in Monroe Reservoir during July/August
    1968  (Zimmerman), September/October 1971  (Allanson) and August/
    October 1974.
1968
Surface Bottom
Mean (x) 37.5 42.5
Std. dev. 5.11 14.37
n 16 16
1971
Surface Bottom
72.8 77.6
12.69 9.50
11 9
1974
Surface Bottom
33.32 34.64
2.22 2.15
23 13
                               B-26

-------
                                                    Aquatic Ecology
Table 4.14:
Comparisons of the Averaged pH of surface and bottom waters
in Monroe Reservoir during July/August 1968  (Zimmerman),
September/October 1971 (Allanson) and August/October 1974.

Surface
Mean (x) 7.8
Std. dev. 0.29
n 16
1968
Bottom
7.2
0.49
16
1971
Surface Bottom
7.7 7.4
0.35 0.33
14 13

Surface
7.7
0.18
21
1974
Bottom
7.5
0.18
14
                              B-27



-------
Aquatic Ecology




 simply stress the  importance of  the upper basins  of  this  lake

 as phosphate regulators.  This is generally  attributed to the

 extensive macrophyte beds and their associated  epiphytic  algae

 along with the greater diatom populations in this basin (Allanson

 et al., 1973).


 7.  Phosphorus  (Total Hydrolysable Phosphate).

      Total phosphate tends  to follow  rather  closely  the general

 scheme for soluble reactive phosphate.   During  stratification,

 the greatest concentration  is found near the bottom  but as mixing

 occurs the concentration is uniform in  the vertical  water column.

 Table 4.16 shows that all stations had  similar  surface concen-

 trations on September 7.  There  is a  tendency for an increase

 in total phosphates as the  fall  progresses,  perhaps  indicating

 an increased algal biomass.  This same  trend can  be  traced in

 the upper basin.   The higher soluble  reactive phosphate levels

 are closely paralleled with higher total phosphate (greater algal

 biomass) and as the soluble reactive  phosphate  declines,  so does

 the total PO4.


 8.  Nitrogen

      The forms of  nitrogen  present in lake waters may be

 grouped as:

       (1)  molecular nitrogen (N_) in  solution;

       (2)  organic  nitrogen  compounds, including decomposition
           products (ranging from proteins to simple  compounds
           like amino acids  and urea);

       (3)  ammonia  (NH^ and  NH4
-------
                                                      Aquatic Ecology









       (4)  nitrite  (N0~);



       (5)  nitrate  (NO~).



 The combined nitrogen of  lakes  is  probably  derived mainly  from



 inflowing water  (Hutchinson,  1956).   However,  recent evidence



 shows that precipitation  can  carry considerable  quantities of



 nitrogen into a  lake  (Likens  and Bormann, 1974).






 9.  Nitrogen  (Nitrite).



      Nitrites are  intermediates in the oxidation or  reduction



 processes of bacteria.  The low concentration  of this nutrient



 throughout the current  investigation  suggests  that this form of



 nitrogen plays a very minor part in the nitrogen dynamics  of



 Lake Monroe.  A more typical  year -with a longer  stratification



 period might have  yielded a different conclusion.






10.  Nitrogen  (Nitrate).



      The extremely low  concentrations of nitrate-N found through-



 out the reservoir  is surprising when one views the stream  data for



 Station 6 on North Fork and those  on Middle and  South Forks of



 Salt Creek (Tables 4.7  and 4.17).  The efficiency of the macro-



 phytes,  etc.  in removing this nutrient is obvious.  These



 extremely low readings do not coincide with Allanson's mean



 value of 124 ug/1 NO.,-N for 1971.  Only when the water begins



 to cool  and light decreases does one see an appreciable increase




 in nitrate concentration  (Station  1 on Nov.  6).






11.  Nitrogen  (Ammonia).



      Ammonia  is produced by practically all heterotrophic bacteria
                                B-31

-------
Aquatic Ecology










 in the course of organic decomposition.  This explains the




 large accumulation of ammonia during stratification on the



 bottom of the lake, as seen at Station 1 (Table 4.15).  The



 ammonia also became uniformly distributed during the fall mixing.




 Large amounts can leave the system at this time and may explain



 the decrease in ammonia concentrations during October.  However,



 several algae are capable of utilizing this nutrient as well



 (Hutchinson, 1957).  When one looks at the surface concentration



 across the lake (Table 4.16),  there is no apparent trend to the



 varying concentrations.






12.  Silicate



      Silica is the most abundant acidic substance other than



 bicarbonates in lakes, and is of immense significance as a



 major nutrient for diatoms.  At the pH values of natural water,



 Silica occurs mainly as ortho silicate (reactive)  in an undis-



 sociated condition (Hutchinson 1957).



      The distribution of silicate throughout the lake is puzzling,



 The data indicate that the high concentrations at Station 6 and



 the Middle and South Forks  (Table 4.17)  are effectively removed



 as the water moves down through these upper basins.  However,



 the gradual increase of reactive silicates from Station 4 to 1



 (Table 4.16) is difficult to explain.   On November 6, sampling



 again showed the greater concentration of silicate at Station 1.



      The apparent difference in silicates throughout the basins



 has two possible explanations:  (1)  the respective diatom
                               B-32

-------
                                                     Aquatic Ecology









 populations of the basins may vary considerably, with the lower



 basin having the least diatoms; or (2)  this difference may



 depend upon the morphometric slope and depth of the respective



 basins.  This problem needs more investigation, specifically



 because the relation of phytoplankton distribution and abundance



 to the silicate concentration is not clear.





13.  Oxygen



      There is a close relationship between the thermal regime



 and the distribution of dissolved oxygen.   This thermal regime



 affects both the concentration of the gas  dissolved in the water



 and its distribution in the water column.



      Figures 4.5 and 4.6 compare the temporal distribution of



 oxygen at these stations.  One must agree  with the statement of



 Allanson et al.  (1973),  that "rapid changes in the distribution



 of dissolved oxygen are linked directly with the thermal regime."



 During the midsummer mixing of the basins,  the oxygen is evenly



 distributed in the water column.   As the water cools during the



 fall,  the concentration of oxygen increases due to its increased



 solubility.



      Allanson found no significant change  in the dissolved oxygen



 content between  the period of 1968 and  1971.   Only in the deeper



 Salt Creek channel does one find any serious oxygen depletion.



 The relative volume of this old creek bed  is minor,  though,  in



 comparison to the basins.  The 1974 oxygen concentrations agree



 with the findings of Allanson et al.  (1973).
                               B-33

-------
Aquatic  Ecology
                 cu
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-------
                                                                               Aquatic  Ecology
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-------
Aquatic Ecology










 D.  ORGANISMS



      Methods of biological assessment of the lake waters are



 described in Table 4.18.



 1.  Phytoplanktqn




      A list of net phytoplankton from Lake Monroe is given in



 Table 4.19.  Nannoplankton algae identified from a 19 October



 1974 sample are listed in Table 4.20.




      With few exceptions, the diatoms,  Melosira, Fragilaria,



 and Asterionella and the chrysophyte, Dinobryon divergens were



 the dominant forms on all sampled dates and at each depth.



 Diatoms,  Dinobryon,  and the blue-green algae,  Anabaena,  were



 most abundant in 57,  38 and 10 percent, respectively, of the



 samples counted.




      Correlation coefficients were calculated  by Schaefer (1974)



 for relationships between selected algae and three environmental



 variables:   light,  temperature,  and dissolved  oxygen. Melosira



 and Dinobryon showed little correlation with temperature and



 oxygen.   Fragilaria  was correlated with dissolved oxygen and had



 low negative correlation with light (as did Melosira and Dinobryon)



 Asterionella showed  high positive correlation  with light (r=0.5139)



 and negative correlation with dissolved oxygen (r=0.6177).



      Schaefer (1974)  also computed the  Shannon-Weaver index  of



 general diversity (H),  which indicated  that one or two forms were



 predominant in the upper lake levels (0-3  meters).   At greater



 depths, increased diversity was  found.   The index ranged from



 0.0473  to 0.9050,  indicating that the composition and abundance
                               B-36

-------
                                                     Aquatic Ecology









of plankton populations were highly variable and not static.



Well stratified algal populations existed in areas not circulated



by wind action  (e.g., Station 4), and during calm periods



(Station 3).



     Large-scale differences were apparent when plankton popu-



lations from the three basins were compared.   (Tables 4.21, 4.22,



and 4.23).  For example, the middle basin may  contain more plankton



organisms per liter than the upper basin or much less than the



upper basin.  It may become essential in further work to regard



the reservoir as three separate, functional units, since dramatic



chemical plankton changes occur in moving from the upper basin to



the middle basin, and again to the lower basin.



     Both the large number of phytoplankton genera present and



the prevalance of diatoms and Dinobryon suggest a low electrolyte



situation.  Nutrient loadings above current levels would serve



to bring about the dominance of fewer algae and a decrease in



community diversity and stability.  Blue-green algae would



probably show the largest increases since they are capable of



fixing atmospheric nitrogen, and are not retarded by low



concentrations of dissolved nitrogen that occur in summer and



early fall (see Table 4.15).  One of those blue-green algae,



Anabaena is presently dominant in 10% of the sample.



     Seasonal changes in phytoplankton population density



were measured by pigment estimation, which has been found to



be a good indicator of nutrient conditions and an accurate



estimator of population density and primary production (Brylinsky
                              B-37

-------
Aquatic Ecology
 Table 4:18
 Methods of Biological Assessment
 1.
Phytoplankton:
          Sampled with Kemmerer sampler operated at various
          depths and preserved with Lugol's solution.

          Qualitative sampling with vertical hauls of a
          Wisconsin standard plankton net.

          One ml aliquots of concentrated samples were placed
          in a Sedgwick-Rafter cell and enumerated under 100X
          magnification with a Leitz Wetzlar Ortholux micro-
          scope.

          Nannoplankton were observed with a Nikon inverted
          phase microscope.

          Phytoplankton/1 ~ cell count X lOOQmm3  125 ml   ,nnn
                           5Omm(1.74mm)(1mm)(2) XV  (ml) x iuu
                   where:
                      1000mm3 = volume of Sedgwick-Rafter cell
                        50mm  = length of Sedgwick-Rafter cell
                      1.74mm  = width of strip counted
                         1mm  = height of Sedgwick-Rafter cell
                         2    = number of strips counted
                         V    = sampled volume of water in mis,
                       125ml  = concentrated volume of sample
     a)  Chlorophyll determination

              Pigment estimations were determined by the Strickland
         and Parson  (1972) technique of dissolving 0.34 u Millipore
         filter paper following filtration in 10 ml of 90% acetone
         solvents for about 20 hours in the dark, then stirring and
         centrifugation.  The top supernatant liquid was decanted
         into a 1 cm cell.  Readings were made on a Beckman DU-2
         spectrophotometer at 665, 645 and 630 mu.  Triplicate
         determinations were made at each depth and samples were
         taken from each meter 0-8.  The results were then
         calculated, using the equations formulated by Strickland
         and Parsons (1972):

              Chi a = 11.6 E665 - 1.31 E645 - 0.14 E630

              Chi b = 20.7 E645 - 4.34 E665 - 4.42 E630

              Chi c = 55   E630 - 4.64 E665 - 16.3 E645
                                                       continued.
                                B-38

-------
                                                Aquatic  Ecology
b)  Algal Bioassay Tests

    Method I

         The March 6-10, 1973 experiment was made, using water
    taken from the surface at the causeway with additions of
    three different levels of phosphate  (PO^-P) 5, 15, and 50
    ug/1 and of three different levels of nitrate  (NO^-N) 75,
    225, and 750 ug/1, which were added into 300 ml B'.O.D.
    bottle in 250 ml of water.  Seven different concentrations
    of samples and one opaque control sample, were inoculated
    with 1 ml of Nai^CO^, and placed into an environmental
    chamber on a shaker set of 100 rpm under 450 + 20 foot-
    candle illumination for 4 continuous day's incubation.

         At 6 hours, 25 hours, 48 hours, 72 hours, and 96 hours,
    after incubation, 50 ml of sample was removed from the
    bottle and filtered through 0.45 y Millipore membranes
    at a vacuum of 0.25 atmospheres.  The filters were placed
    onto an aluminum planchett for desiccation, then exposed
    to HC1 fumes for 10 minutes to remove inorganic C11*.  The
    filters were counted on a Geiger-Miiller counter.

    Method II

         The October 1-3, 1974 experiment was conducted, using
    the standard algal assay procedure (EPA, August 1971).
    The water sample was taken from the surface at Station 3
    with two different concentrations of phosphate (PO.-P),
    5 ug/1 and 25 ug/1, and two different concentrations of
    nitrate (NO-j-N) , 25 ug/1 and 125 ug/1, added into a 2
    gallon jar with 2 liters of lake water.  This constituted
    8 different levels of concentration.  There were:
    1}  Control (pure lake water), 2) Control plus 5 ug/1
    phosphate, 3)  Control plus 25 ug/1 phosphate, 4)  Control
    plus 25 ug/1 nitrate, 5)  Control plus 125 ug/1 nitrate,
    6)  Control plus 5 ug/1 phosphate and 25 ug/1 nitrate,
    7)  Control plus 5 ug/1 phosphate and 125 ug/1 nitrate,
    and 8)  Control plus 25 ug/1 phosphate and 125 ug/1
    nitrate.   Then the 8 jars with different concentrations
    of nitrogen and phosphorous were placed into an environ-
    mental chamber with previously described conditions.
    After an initial measurement, every -24 hrs. 50 ml of sample
    were removed from each bottle.  Triplicate measurements
    of each concentration were made.  Each sample was filtered
    through 0.45 y Millipore Membrane at a vacuum of 0.25
    atmosphere and washed with distilled water to remove
    inorganic C1"4.  The filters were counted using an LS 100
    Scintilliation Counter.   The counts after corrections
    were coverted to obtain relative rates of growth to
    the control.
                                                  continued

                         B-39

-------
Aquatic Ecology
 Table 4.18 (continued)
 2.
Zooplankton:

Sampled with a metered Clarke-Bumpus trawl equipped
with a no. 18 wire mesh bucket.  Integrated vertical
hauls as well as Horizontal tows were taken at depths
of 0, 3, 6 and 9 meters.  Samples were concentrated
to a volume of 125 ml and entire 1 ml sub-samples were
counted on a Sedgwick-Rafter cell at 40X using a
Leitz Wetzlar microscope.

                 Total volume of concentrated sample  (ml)
Zooplankton/m3 = X zooplankton/ml of cone, sample   1000 liter
                 volume of water sampled  (liters)      in"3
                               B-40

-------
                                                     Aquatic Ecology
Table  4.19:
Phytoplankton Organisms Identified from Lake Monroe,
June-August 1974.
    Cyanophyceae
       Chroococcales
         Chroococcus
        *Coelospaerium
         Dactylococcopsis
         Gloeocapsa
         Gomphosphaeria
         Marssoniella
         Merismopedia
         Microcystis
       Chaemaesiphonales
         Pleurocapsa
       Oscillatoriales
        *Anabaena
         Lyngbya
         Oscillatoria
    Chlorophyceae
       Chlorococcales
         Ankistrodesmus
         Crucigenia
         Lauterbdrniella
         Oocystis
         Pediastrum
         Scenedesmus
         Tetraedron
       Tetrasporales
         Gloeocystis
       Volvocales
         Volvox
       Zygnematales
         Closterium
         Cosmarium
         Gonatozygon
         Micrasterias
         Spirogyra
         Staurastrum
Chrysophyceae
  *Dinobryon
   Mallomonas
   Ochromonas
Xanthophyceae
   Asterogloea
   Ophiocytium
Bacillariophyceae
   Centrales
     Cyclotella
    *Melosira
     Stephanodiscus
     Terpisnoe
   Pennales
     Amphiprora
     Amphora
    *Asterionella
     Cymbella
    *Fragilaria
     Gyrosigma
     Navicula
     Neidium
     Nitzschia
     Surirella
     Synedra
     Tabellaria
*most commonly encountered phytoplankters.
                              B-41

-------
Aquatic Ecology
 Table 4.20:
 Nannoplankton Algae and Protozoa.  Identified  from a
 19 October 1974 Lake Monroe sample at Station  4  (Upper Basin)
                         Melosira italica
                         Melosira sp.

                         Dinobryon divergens
                         Dinobryon bavaricum

                         Stephanodiscus  sp.

                         Merismopedia  tenuissima
                         Merismopedia  minor

                         Ankistrodesmus  sp.

                         Cryptomonas sp.

                         Fragilaria crotonensis

                         Chroococcus limneticus
                         Chroococcus minor

                         Mallomonas akrokomas
                         Mallomonas sp.

                         Coelastrum sp.

                         Asterionella  formosa

                         Anabaena lemmermanni

                         Coelosphaerium  kutzingianum

                         Stombidium viride
                                 B-42

-------
Table 4.21:
Phytoplankton organisms per liter from
integrated vertical samples, 15 June 1974,
                                                     Aquatic Ecology


Dinobryon
Asterionella
Fragilaria
Melosira
Neidium
Ceratium
Chrysophyceae
Pediastrum
Gomphosphaeria
small Chlorococcales
peritrichs
Pleurosigma
Totals
% Dinobryon
% diatoms
% blue-green algae
(Middle Basin)
station 3
X/A a
1562
4778
233
144
18
539
18
18
18
162
18
-
7508
20.8
68.9
0.2
76
560
76
51
25
102
25
'25
25
25
25
-
559



(Upper Basin)
station 4
X/i
1035
3506
230
374
-
201
29
-
29
58
-
29
5518
18.8
75.0
0.5
a
0
490
81
122
-
41
41
-
41
81
-
41
410



                             B-43

-------
Aquatic Ecology
 Table 4.22:
 Phytoplankton organisms per liter
 From integrated vertical samples
 28 June 1974
Fragilaria
Synedra
Melosira
Asterionella
Dinobryon
small chlorococcales
Microcystis
Anabaena
peritrichs
Ceratium
Staurastrum
Gomphosphaeria
Crucigenial
Stephanodiscus
Navicula
Gloeocapsa
Pleurosigna
Ankistrodesmus
Surirella
Chrysophyceae
Totals
% Dinobryon
% diatoms
% blue-green algae
(Lower Basin
station 1
X/£
483
39
39
248
575
91
39
1280
52
157
52
13
-
-
-
-
-
-
-
-
2835
20.3
28.5
45.6
a
166
18
18
18
111
18
18
333
37
74
37
18
-
-
-
-
-
-
-
-
794



(Middle Basin)
station 3
X/£
599
240
1030
814
264
96
-
24
-
383
240
-
24
96
96
24
24
24
24
-
3760
7.0
77.7
1.3
a
373
0
34
68
373
68
-
34
-
136
0
-
34
0
68
34
34
34
34
(Upper Basin)
station 4
X/£
86
86
115
86
1610


230
345
316


-
-
-

-
-
-
a
122
41
163
122
410
-
-
163
0
203

-
-
-
-
-
-
-
-
28 41
305



2902
55.5
12.8
7.9
41



                                 B-44

-------
Table 4.23:
Phytoplankton organisms per liter
from integrated vertical samples
5 July 1974
                                                     Aquatic  Ecology

Tabellaria
Asterionella
Nitzschia
Navicula
Cymbella
small Chlorococcales
Ceratium
Synedra
Fragilaria
peritrichs
Chrysophyceae
Gloeocapsa
Microcystis
Amphora
Dinobryon
Melosira
Stephenodiscus
Anabaona
Stauastrum
Synedra
Crucicjenia
Totals
%Dinobryon
% diatoms
% blue-green algae
(Lower Basin)
station 1
X/H
594
441
19
399
19
38
57
38
1974
307
38
57
57
19
192
651
498
2050
77
-
_
7530
2.5
61.3
28.7
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
_
-



(Middle Basin)
station 3
X/SL
-
166
-
11
-
-
33
-
796
387
11
44
11
-
1360
-
-
2708
44
44
11
6157
22.1
16.5
44.9
a
-
16
-
16
-
-
16
-
156
47
16
31
16
-
109
-
-
109
0
31
16
234



(Upper Basin)
station 4
X/i
-
205
-
-
-
20
123
82
328
801
-
20
20
-
7944
862
-
1663
28
-
82
12340
64.4
11.3
13.8
a
-
58
-
-
-
29
116
116
58
87
-
29
29
-
784
58
-
261
29
-
116
1393



                                 B-45

-------
Aquatic Ecology









 and Mann, 1973).  The correlation of estimation between phyto-



 plankton chlorophyll a and biomass, as indicated by Brylinsky



 and Mann, was 0.98.  This value indicates that it estimated



 chlorophyll a almost as well as phytoplankton populations.  The



 correlation between photosynthetic efficiency and chlorophyll a



 was 0.92.  All these suggest that pigment estimation constitutes



 a good means of estimating primary production and population



 density  (Brylinsky and Mann, 1973).



      Pigment estimations were made from August to October



  (Figure  4.7).  The highest total chlorophyll reading was found in



 the beginning of August.  The lowest measurement was taken in the



 middle of September.  Maximum difference, excluding the month



 of August, was less than 8mg/m3, which was insigificant compared



 to the variance of any single measurement (Figure 4.8).  The



 exceedingly high variance shown in the month of August was



 probably due to strong patchiness of aggregated phytoplankton



 biomass  at certain depths in the water column.  Maximum



 chlorophyll content was frequently found from 0-3 meters in



 depth.   Little vertical difference was obtained after August's



 measurements, indicating circulation in the lake.



      An  increase in population density is generally associated



 with increases in light extinction as measured by the minimum



 extinction coefficient.  However, no strong correlation was



 found between them in Monroe Reservoir.  Poor correlation is



 likely due to the contribution to varying quantities of organic



 and inorganic detritus and dissolved colored matter (Bindloss
                               B-46

-------
                                                     Aquatic Ecology









 et  al.,  1972).   It may also be influenced by changes in species



 composition  of  the phytoplankton.



      No  significant relation was  found between population density



 and nitrogen concentrations,  but  a negative correlation was  seen



 with soluble reactive  phosphorus  and  also with reactive silicate



 (Figure  4.9  and 4.10).   This appeared to  be an inverse  relation •



 to  what  Brylinsky  and  Mann  found.   If,  however,  total phosphorus



 was plotted  against population density, a strong positive cor-



 relation would  result.   Brylinsky and Mann found the following



 correlations between chlorophyll  a and mean nutrient concen-



 trations:  soluble reactive phosphorus, +0.78;  nitrate,  +0.59;



 and total nitrogen,  +0.49.   Exactly the opposite correlation



 found here may  be  due  to the  rapid consumption of dissolved



 phosphorus and  reactive  silicate  by phytoplankton populations



 in  Lake  Monroe.  This  suggests that a great increase of  aquatic



 macrophytes  competing  for available nutrients  would  essentially



 control  phytoplankton blooms  in the upper  basin.  Similarly, if



 the weeds were  removed,  increases  in  phytoplankton would  result.



     Two separate  algal  assay tests were conducted during March



 6-10, 1973,  and October  1-3,  1974.  The techniques applied to



 the two  experiments were somewhat  different, and  are stated



 separately in Table 4.18.  The  readings for the  first method



were corrected and plotted in Figure  4.11;  results of Method II



 are shown in Figure 4.12.



     The two bioassay experiments  show similar results.    The



addition of phosphate  (PO -P) stimulates a rapid rate of growth.
                               B-47

-------
Aquatic Ecology









 Prolonging the time of incubation stimulates a much higher growth



'rate.   The addition of nitrate,  after an initial increase,



 produces no significant increase in growth rate (Figure 4.12).



 The addition of phosphate and nitrate shows a continuous increase




 in rates of production with longer incubation periods.   It is



 shown  that the rate of growth of combined nutrients has a 1.7




 times  higher rate than the control (Figure 4.12).




     To summarize the data,  the  increase of phosphate content



 is of  great importance in the growth of  algae in Monroe Reservoir.



 Limiting the phosphate (P04~P) input to  the reservoir is the



 best method of controlling algal blooms.






 2.   Zoop1ankton



     In the fall of 1971,  the zooplankton population was



 dominated by a calanoid,  a cyclopoid,  their copepodites and



 nauplii.   Rotifers,  especially Keratella,  were abundant.



 Daphnia laevis and Daphnia retrocurva were both present,  although



 less important.   Ceratium was locally abundant (Allanson et al.,



 1973).   Allanson et al.  also concluded that a pelagic community



 of zooplankton is present in Lake Monroe,  even though the reservoir



 is fairly shallow.



     Table 4.24 lists zooplankton observed from June to August,



 1974.   Tables 4.25 and 4.26  show variations in integrated vertical



 samples between stations.   Table 4.27  gives populations at dis-



 crete  levels.



     Codonella,  a vase-shaped ciliate, showed wild  population



 fluctuations,  varying between 0  and 60,000 organisms/m3 in
                              B-48

-------
                                                      Aquatic  Ecology
Figure 4.7:
Phytoplankton population density as rag.  Chlorophyll
per nr vs, depth  and  temperature.
           (I)
  August 12     Chi. mg/rn'
            0.5        1.0
                   (I)              ,
            September 16  Chi.  mg/m
                     0.5        i.o
                                    0
                                    1
                                    2
                                    3
                                    4
                                    5
                                    6
                                    7
                                    8
           Temp.  .21 222324 256C
                       Temp. 21°C
                 21.5
  September 28(I)_Chi. mg/m"
            0.5        1.0
            October 8  (I)  Chi. mg/m'
                     0.5        1.0
                                   0
                                   1
                                   2
                                   .3
                                   4
                                   5
                                   6
                                   7
                                   8
         Temp. 18°C
19°C
15°C Temp.
16°C
                                B-49

-------
Aquatic Ecology


Figure  4.8:
Variations in population density shown  as mg
Chlorophyll per m3  (n = 9)
       10
   CM- ex
  CM.b
       IS
       I0
       30
  CVit. C
       AO
       10
       10
  C
      JO
      /o
                   U      .Sept I     Sept  it   Sept  it,   ott ?     oct
                                                               I
                  U     Sept I     S*pt  14   Sept 3^.  Oct X     Oct
                                   B-50

-------
                                                        Aquatic
Figure 4.9:

Regression between  Total Chlorophyll and PO4-P  (soluble reactive
phosphorus).
       In
             1.0
                               * Sept.I*
                                   l.o
                                B-51

-------
Aquatic Ecology
 Figure 4.10:
 Regression
             between Total Chlorophyll and reactive Silicate,
           i scot-
           1000
                                               r= -
                                             Septl
                                    1.0
                              Chlorophyl
                                  B-52

-------
                                                       Aquatic Ecology
   Figure  4.11:

   Algal bioassay  incubation  test, March 6,  1972.
                                               so uj/l

U%Kt Control  (
L«kc w
-------
Aquatic  Ecology


Figure 4.12:

Algal assay with  different additions of nutrients
       I--7
  flelsitwe,
   rate ct
                                                         /.  Control
                                                         a.  Control  f 0.005m-o.
                                                         8.  Control
                                                          •t- 0. OOiTmTO^ r O, t
                                       B-54

-------
                                                     Aquatic Ecology









 one  month.   The dinoflagellate Ceratium,  as well,  showed great



 variation  in population size.



     A very diverse assemblage of rotifers was found (12 genera).



 Of these,  Keratella cochlearis and Polyarthra vulgaris  were



 most common.



     One calanoid and two cyclopoid copepods were  found.  Their •



 larval stage,  the nauplius,  was quite abundant throughout June



 and  July.



     Bosmina coregoni was the  most abundant Cladoceran,  reaching



 a density  of 140,000/m3  on 24  June 1974 at a depth of 3m at



 station 4.   It declined logarithmically after this peak.



     Two species of Daphnia  were encountered,  retrocurva and



 laevis.  D.  retrocurva was much more abundant and  also  showed



 pronounced  helmet development  (cyclomorphosis).



     Other  Cladocera were more rare than  Bosmina and Daphnia,



 although Pseudosida and Holopedium were at times quite  common.



 Genera  peculiar  to a littoral  habitat are discussed in  the



 macrophyte  section.



     It is  apparent from Tables 4;25 and  4.26,  that in  lake areas



 not widely  separated,  differences  can be  found  in  their  plankton



 populations.   Stations 3 and 4  supported  similar populations, but



 they had developed independently.   The upper  (and  sometimes the



middle) basin  contains the greatest density of  zooplankters,



both being  larger  than populations  in the  lower basin.   In



 addition,  the  percentage of  Cladocera of  the  total  zooplankton



population  could be  nearly identical  (cf.   15 June),  or vary



markedly (cf.  24 June),  from station  to station.






                             B-55

-------
Aquatic Ecology
 TABLE  4.24:

 Zooplankton  in Lake Monroe
 June - August 1974.
               Protozoa
                  *Codonella
                  *Ceratium
                  *Difflugia  cristata
                  *peritrich
               Rotifera
                   Ascomorpha
                   Asplanchna
                   Brachionus
                   Colurella
                   Conochilus
                   Filinia
                   Gastropus
                  *Kellicottia
                  *Keratella cochlearis
                   Polyarthra euryptera
                  *Polyarthra vulgaris
                   Rotatoria
                   Trichocerca
               Cladocerna
                  +Alona sp.
                  +Alonella  sp.
                  *Bosmina coregoni
                   Ceriodaphnia  lacustris
                  +Chydorus  sphaericus
                  *Daphnia laevis
                  *Daphnia retrocurva
                   Diaphanosoma  leuchtenbirgeanum
                  *Holopedium gibberum
                   Leptodora kindtii
                  +Pleuroxus denticulatus
                  *Pseudosida bidentata
                  +Sida crystallina
               Copepoda
                  *Cyclops  (2  sp.)
                   Limnocalanus
                  *Diaptomus
               Ostracoda
                  *most  commonly  encountered  organisms

                  +Cladocera  associated  primarily  with
                    aquatic plants
                             B-56

-------
                                                              Ecology
Table 4.25:

Zooplankton Organisms/in3 from  integrated vertical samples
(15 June 74)

Codonella
Ceratium
Keratella
Polyarthra
Trichocerca
Colurella
Bosmina
Daphnia retrocurva
Holopedium
Nauplius larvae
Cyclops
Diaptomus
Totals
% Cladocera
(Middle Basin)
Station 3
3125
143000
6250
2344
781
781
30500
3125
3125
14060
2344
781
170216
21.6
(Upper Basin)
Station 4
7500
100000
11250
8750
3750
-
38750
-
-
8750
-
—
178750
21.7
                               B-57

-------
Aquatic Ecology
 TABLE 4.26:

 Zooplankton from an integrated vertical sample,
 28 June 74, organisms/m3

Codonella
Ceratium
Keratella
Polyarthra
Trichocerca
Filinia
Conochilus
Kellicottia
Bosmina
Daphnia
retrocurva
Daphnia
laevis
Pseudosida
Holopedium
Nauplius
Cyclops
sp. 1
Cyclops
sp. 2
Diaptomus
Ostracod
Chaoborus
Total
%Cladocera
(Upper Basin)
Station 4
2500
110000
8750
2500
-
2500
-
-
26250
6250
-
1250
1250
10000
1250
1250
2500
-
-
176250
19.8
(Middle Basin)
Station 3
2083
162500
6250
13540
-
1042
14580
-
15625
-
1042
-
-
7292
—
-
1042
4170
-
229166
7.3
(Lower Basin)
Station 1
2273
71590
5680
5110
-
3409
1136
568
23925
5110
-
568
2841
4545
—
-
-
-
-
131755
28.4
                                 B-58

-------
                                                     Aquatic Ecology
TABLE 4.27:

Vertical Variation in Zooplankton  (organisms/in3)  at
Station 1.  Lower Basin, 28 June 1974.

Codonella
Ceratium
Keratella
Polyarthra
Trichocerca
Filinia
Conochilus
Kellicottia
Bosraina
Daphnia
retrocurva
Daphnia
laevis
Pseudosida
Holopedium
Nauplius
Cyclops
sp. 1
Cyclops
sp. 2
Diaptomus
Chaoborus
Totals
% Cladocera
0 meters
595
20635
6350
1885
-
-
1190
595
3175
290
-
-
992
4266
-
—
198
99
40270
11.1
3 meters
426
14347
4830
4260
142
142
3125
-
20170
2273
852
284
568
2840
142
426
1562
-
56389
51.7
6 meters
2261
67154
7980
5850
133
266
7048
-
9574
798
931
266
665
3058
133
665
133
-
106915
11.4
                               B-59

-------
Aquatic Ecology









      Vertical variation in populations was also found  (Table 4.27).



 Certain zooplankters are capable of dramatic vertical movements,



 usually away from the surface during the day and towards it at



 night, which further complicates the pattern of their distribution.



 Cladoceran peaks during daylight hours were commonly at 2-3 meters.



 As lake water transparency increased during summer, their peak




 occurrence was at greater depths.  Similar results were found




 in 1971 (Allanson et al., 1973).



      Similar consequences to that suggested for phytoplankton




 species diversity, following nutrient additions, apply here



 as well.  Large increases in numbers of a few species and a



 lower number of total species present would be expected.  The



 diverse congregation of zooplankters is indicative of low nutrient



 conditions.  The occurrence of the genus Holopedium in the lake



 suggests a low calcium content and oligo- or mesotrophy (Flossn?r,



 1972).  Secchi disc transparency in a Holopedium lake should be



 at least 1.8 meters (which it is).  Leptodora, also, by its



 presence implies similar conditions.  With greater nutrient



 loading per area of lake surface, surface blooms of blue-green



 algae would develop.  The resultant light attenuation from these



 blooms would deny sufficient light to certain forms and alter



 the composition of the phytoplankton.  In turn,  any changes in



 the phytoplankton would involve the replacement of some zooplankters



 (e.g., Holopedium) with more tolerant forms.   The increased



 eutrophy would place more biomass in undesirable forms and reduce



 the energy available to fishes.
                               B-60

-------
                                                     Aquatic Ecology
 3.  Bacterioplankton



     Studies of bacteria  in the  lower basin were made by  Smith



 in 1971  (Allanson et al.,  1973).  She found a predominance  of



 Gram negative organisms.   Gram positive organisms  (Corynebackterium,



 Micrococcus, Staphylococcus) rarely exceeded 25% of the total



 bacterial population.  Of  the Gram negative organisms, only



 two were facultative aerobes.  Shigella and Salmonella, both



 enteric pathogens, showed  maxima of 5.2 and 2.5 percent of  the



 total population, respectively.  Obligate aerobes  (Pseudomonas,



 Achrobacter/ Alcaligenes,  Flavobacteriuro) normally comprised



 greater than 80% of the total bacteria.





 4.  Benthos



     No studies on, benthic animals have been conducted on Lake



 Monroe.  Shallow-water insects are an important prey item for



 fishes, incorporating animal or plant tissue into larger mass



 units.  Tubificids,  and chironomids as well, serve as food



 sources; in addition, they may have profound effects on the



 sediment through which they burrow, recycling materials from the



 rich organic deposits (Davis, 1974).





 5.  Macrophytes



     Aquatic plant distribution and development in 1974 was very



 similar to that found in 1971 (Allanson et al, 1973), yet much



different from that encountered in 1972 by Docauer (1972).  (See



Figures 4.13 and 4.14).   Macrophytes were well-developed in the



relatively shallow upper basin,  especially in the North and
                             B-61

-------
Aquatic Ecology










 Middle Forks of Salt Creek.  Allanson et al.  (1973) described



 two separate communities:  a Potamogeton-Najas-Myriophyllum-



 Ceratophyllum association found in open water and a Sagitaria-



 Potamogeton-Najas grouping in sheltered cover.  The Sagittaria



 community was found along the margins of the upper and middle



 basins, and off the western shore of the lower basin  (near



 the Fourwinds Marina).



      In addition to the plants described in Allanson, Najas



 guadalupensis was found to be widespread.  It was distributed



 across nearly the entire bottom of the lower basin, with the



 exception of the deeper channels, probably due to the increased



 light penetration at Station 1  (see section on Secchi disc



 transparency).



      An above-average rainfall in spring would increase reservoir



 water level and turbidity resulting in later, and perhaps less,



 weed development.  Conversely, low stages would permit increased



 weed growth.



      In 1974, dense growths of Myriophyllum were found in the



 upper basin.  Weed beds developed slowly until July and then



 increased rapidly.  The Myriophyllum beds appear to be extremely



 important to the reservoir, acting as sediment traps of the silty



 flow from the North Fork.  Plans to decrease weed beds by various



 means, whether for better fishing success or water quality, appear



 unwise in light of recent evidence (Mulligan, 1969; Peterson,



 Smith, and Malueg, 1974).  Aquatic plants have been demonstrated



 to have an antagonistic or antibiotic effect on algae (Hasler and
                               B-62

-------
                                                                                       Aquatic  Ecology
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-------
Aquatic Ecology
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                                                          LC Ecology
Jones,  1949; Fitzgerald,  1969) .   Large  h looms  of  the  noxious



blue-green  algae Anabaena and  ^icroc^stis_ h~.ve resulted  following



weed removal  (Brakke,  1974) .



     Primary production  in Myriojphyllum is mainly accomplished



by only the active photosynthetic leaves  forming  a canopy  near



the water surface.  The  factors most important in Myripphyllum



net production are light  penetration and  the distribution  of



leaf tissue  (Adams, Titus,  and McCracken,  1974).



     In addition to macrophyte production, there  is also an



additional utilization of nutrient inputs  and  production by the



abundant growths of attached periphyton (especially diatoms) .



Macrophytes and their associated  periphyton act together as a



complex, and compete with the phytoplankton for available



nutrients.



     Aquatic plants are colonized by an algal-fungal-bacterial



assemblage.  In turn, this grouping serves as  a substrate  for a



very diverse community of  animals that either  graze on the periphtic



algae and bacteria or prey upon other animals.  (All of these



organisms are collectively referred to as Aufwuchs.)  Further,



the diverse animal community appears to be very important  as a



food source for fish fry  and fingerlings.



     The animal component of the Aufwuchs, identified from a



29 June 1974 sample,  were collected from a Myriophyllum bed.



They included:   Cladocera  (Daphnia retrocurva, Chydorus sphaericus,



Pleuroxus denticulatus, Sida crystalline,  Bosmina  coregoni) ,



copepods (Cyclops),  snails, several species of rotifers, ostracods,
                               B-65

-------
Aquatic Ecology










 midges, damselflies and the oligochaete worm, Chaetogaster.



 Cladocera were not abundant in the June sample, but showed



 increases in September.






 6.  Fish



      Fish stocking began in November 1964, and was completed  in



 December 1965.  Table 4.28 shows a list of species and numbers



 of fish introduced.



      On January 1, 1967, Monroe Reservoir was opened to fishing.



 Annual surveys were conducted for 1968, 1969, and 1970 and  1971



 by the Fishery Research section, Indiana Department of Natural



 Resources, Division of Fish and Wildlife.



      Table 4.29 shows species composition and'relative abundance



 of fish collected in Monroe Reservoir.



      Bluegill is the only sunfish species of any significance



 to the fishery.  Others are so few in number that they contribute



 little except as forage.  Bluegill population growth was high.



 Yellow perch are increasing rapidly due to lack of predation  upon



 them and what appears to be ideal habitat.  Crappie numbers



 fluctuate to some extent but are high enough to provide good



 fishing.  Although channel catfish reproduction seems to be



 limited, an excellent channel cat fishery exists.  Carp and



 suckers appear to have no threat to the fishery; however, an



 adequate predator population must be maintained.



      Monroe Reservoir is following the typical aging pattern.



 The bass population, which was larger, is now decreasing, a
                               B-66

-------
                                                     Aquatic Ecology
TABLE 4.28:
Species, size, number and number per acre of fish stocked
in Monroe Reservoir.
Species Size Number Number/acre
Large mouth bass
Blue-gill
Channel catfish
Flathead catfish
Red ear
Northern Pike
Black crappie
6.0-12.5 in.
4.0-7.0 in.
6.0-22.0 in.
1.0-25.0 Ibs.
5.0-6.0 in.
1.0-25.0 in.
9.0-12.0 in.
14,821
2,816
113,275
433
56
48
87
1.38
0.26
10.54
0.04
<0.01
<0.01
<0.01
Source:  Ridenour, 1972.
                              B-67

-------
 Aquatic Ecology
 TABLE 4.29:
 Species Composition and Relative Abundance of Fish
 Collected in Monroe Reservoir, 1968-1971.
                                        PERCENT OF SAMPLE
SPECIES
Largemouth bass
Bluegill
White crappie
Black crappie
Yellow perch
Yellow bass
Carp
Black bullhead
Yellow bullhead
Channel catfish
White sucker
Spotted sucker
Redear sunfish
Pumpkinseed
Longear sunfish
Green sunfish
Warmouth
Orange- spotted sunfish
Redhorse
Rockbass
Smallmouth bass
Flathead catfish
Northern pike
Total Number of Fish
in Sample
Total Number of Species
Represented
1968
37.3
16.2
0.9
0.4
6.4
*
0.3
0.3
9.0
3.5
9.6
0.1
0.7
*
*
4.9
3.4 J
0.1
0.6
0.2
*
*
0.1
3,103
18
1969
26.2
38.8
8.9
*
3.7
*
1.7
2.0
0.4
1.9
4.0
3.7
0.7
*
1.4
2.2
1.5
**
0.2
0.1
**
**
*
2,298
19
1970
18.1
24.7
23.5
0.7
11.0
3.4
2.4
1.5
1.5
1.0
4.9
3.1
0.6
0.4
1.0
0.6
1.4
*
0.1
*
*
*
*
2,491
18
1971
23.7
35.5
4.6
2.9
16.9
0.6
1.5
*
0.1
1.2
4.4
0.5
1.6
*
3.3
0.6
1.9
0.1
0.1
*
*
*
*
856
17
 *None collected.

**Less than 0.1 per cent collected.

  Source:   Ridenour,  1972.
                                  B-68

-------
                                                        Aquatic Ecology









phenomenon that occurs  in  artificial  reservoirs.   The  1972  fishery



survey  (Ridenour,  1973)  indicated  the following  order  of abundance:



bluegill  (30.59%), yellow  perch  (18.38%);  largemouth bass (15.23%),



yellow bass  (5.56%), warmouth  (  ??  ),  carp (3.98%), golden  shiner



( ?? ); redear sunfish  (3.5%) white and black crappie  (5%); bull-



heads  (brown, yellow, black)  (5%), channel catfish (0.96%).  This



suggests that Lake Monroe  will sustain a good bass population  for



a longer period of time.



     Yellow perch and yellow bass, which do not have the habitat



preference of largemouth bass, are potential threats to  Monroe's



fishery.  Predator-prey relationships between northern pike and



yellow perch and between walleye and both  yellow perch and



yellow bass suggests that  stocking northern pike fingerlings



and walleye fry in Lake Monroe may be a solution (Ridenour, 1972).
E.  SUMMARY



     (1)  Watershed — Nashville, Indiana is a major point source



of nutrients on the North Fork.  Other sources may contribute



heavily, especially during spring rains.  A regional land- and



water-use management is advised.



     (2)  Lake Monroe Morphometry — Three distinct, major basins



are present; mean depth increases from the pond-like upper basin



(above the causeway) to the lower basin  (near the dam).



     (3)  Nutrients — Phosphorus and nitrogen in 1974 were lower



than previously reported.
                                B-69

-------
Aquatic Ecology









     (4)   Thermal Stratification — Cool weather in mid- to



late-sximmer may bring about isothermal conditions and result



in partial or complete circulation.  Allanson et al.  (1973)



showed stratification into October in 1971.



     (5)   Chemistry — Hydrogen ion concentrations and conductivity



have not changed much since 1968 or 1971.  Alkalinity results did



not agree (1971 results are in error by a factor of 2X).



     (6)   Secchi Disc Transparency — A decline in mean trans-



parency indicates increases in turbidity from 1971-1974, from



added phytoplankton or non-biological particulate matter.  Continuous



study of plankton and sedimentary conditions is advised.



     (7)   Bioassay — Experiments demonstrate that in spring algal



growth is limited by phosphorus concentrations and not retarded



by nitrogen.  In fall, (October 1974) growth was limited primarily



by phosphorus; additions of nitrate enhanced phytoplankton develop-



ment.



     (8)   Chlorophyll — A strong negative correlation occurred



between chlorophyll a and soluble reactive phosphorus and also



with reactive silicates.   This indicated a fast uptake of reactive



phosphorus and silicates by the phytoplankton.



     (9)   Plankton — Need for a continuation of studies on



seasonal succession and other quantitative aspects of both phyto-



plankton and zooplankton.



     (10)   Benthos — Need for initiation of studies on benthic



animals and secondary production in general.
                               B-70

-------
                                                      Aquatic Ecology




     (11)  Macrophytes  —  Aquatic  plants,  especially in  the

shallow, upper  basin,  appear  to effectively compete with the

phytoplankton for  available nutrients.  Decreases  in weed

distribution would result in  increased  phytoplankton density.

     (12)  Trophic  Status  — Lake  Monroe is  a low alkalinity,

oligotrophic system.   Whole lake  experiments have  shown that

lakes of this type are quite  sensitive  and  respond rapidly  to

phosphorus  enrichment  (Schindler,  1974).  Steps  must be taken

to avoid phosphorus effluents from entering the  reservoir.

     Research is currently underway under the directorship  of

Dr. David G. Frey  with student assistance to establish  the

following:   (1)  a general study  of the watershed  and lake  to

provide a baseline for observing  the rate and duration  of bio-

logical changes;  (2)   an  understanding  of the lake's biology

useful in predicting the  probable  importance in  biotic  changes

connected primarily with  eutrophication;  and (3)   special studies

to contribute original information to reservoir  biology.
F.  REFERENCES

Adams, M.S., J. Titus, and M. McCraken  (1974).  "Depth Distribution
     of Photosynthetic Activity in a Myriophyllum spicatum
     Community in Lake Wingra."  Limnol.  Oceanogr.19;377-389.

Allanson, B.R., C.J. Zimmerman, and O.K. Smith  (1973).  "A Report
     on the Limnology of Monroe Reservoir, Indiana."  School of
     Public and Environmental Affairs-Occasional Papers No. 1,
     January 1973.  Indiana University, Bloomington, Indiana.
                               B-71

-------
Aquatic Ecology
Bartsch, A.F. (1971).  Algal Assay Procedure Bottle Test.  National
     Eutrophication Research Program-Environmental Protection
     Agency, Corvallis, Oregon.

Bindloss, M.E.,  A.V. Hoiden, A.E. BaileyWatts, and I.R. Smith.
     (1972).  "Phytoplankton Production, Chemical and Physical
     Conditions in Loch Leven."  In:  Productivity Problems of
     Freshwaters/ pp. 639-659.  Z. Kajak and A. Hillbricht-
     IIkowskaTeds.).  Proceedings of the IBP-UNESCO Symposium,
     Kazimierz Dolny, Poland, 1970.

Brakke, D.F. (1974).  MS.  "Primary Production in Culturally
     Enriched Lake Sallie, Minnesota Following Weed Harvest."

Brylinsky, M. and K.H. Mann  (1973).  "An Analysis of Factors
     Governing Productivity in Lakes and Reservoirs."  Limnol.
     Qceanogr.  18(1): 1-15.

Davis.  R.B.  (1974).   "Stratigraphic Effects of Tubificids on
     Lake Sediments."  Limnol. Oceanogr. 19:466-488.

Docauer, D.  (1972).   "Human Development and Its Effect on Lake
     Monroe."  (unpublished) Environmental Protection Agency
     (1971).  Algal Assay Procedure Bottle Test.   National
     Eutrophication, Research Program.

Fitzgerald, G.P.   (1969).   "Some Factors in the Competition or
     Antagonism Among Bacteria, Algae and Aquatic Weeds."
     J. Phycol.   5:351-359.

Flossner, D. (1972).  "Branchiopoda, Branchiura."  Die Tierwelt
     Deutschlands, 60. Teil:l-501.

Golterman, H.L.  and R.S.  Clymo (1969).   "Methods  for Chemical
     Analysis of Fresh Waters."  IBP Handbook No. 8. Blackwell
     Scientific  Publications, Oxford.

Hasler, A.D. and E.  Jones (1949).  Demonstration  of the Antagonistic
     action of Large Aquatic Plants on Algae and  Rotifers.  Ecology
     30:359-364.

Hutchinson, G.E.   (1956).   "A Treatise on Limnology."  Volume 1.
     Geography,  Physics,  and Chemistry.  John Wiley and Sons,
     Inc. New York.

Lee, G.F. (1969).  "Analytical chemistry of plant nutrients."
     pp 646-658.   In:  Eutrophication:   Causes, Consequences,
     Correctives.  Rohlich, G. (ed)  Proceedings of a Symposium.
     National Academy of  Sciences, Washington,  D.C.
                               B-72

-------
                                                      Aquatic Ecology
 Likens,  G.E.  and  F.H.  Bormann  (1974).   "Linkages  Between
     Terrestrial  and Aquatic Ecosystems."  BioScience  24:447-446.

 Loehr, R.C.  (1974).  "Characteristics  and  Comparative  Magnitude
     of  Non-point Sources."  Journal WPCF  46:1849-1872.

 McAhron, R.  (1972).  "The Nashville Sewage Plant."   (unpublished).

 Mulligan, H.F.  (1969).   "Management of aquatic vascular  plants
     and algae."   In:  Eutrophication;  Causes, Consequences,
     Correctives,  pp 464-483. G. Rohlich  (ed.).Proceedings
     of  Symposium.  National Academy of Science.  Washington,
     D.C.

 Nelson,  M.  (1974).  "Some Chemical and Physical Aspects  of the
     North Fork of Salt Creek Near Nashville, Indiana."   (unpublished)

 Peterson, S.A., W.L. Smith, and K.W. Maleug  (1974).  "Fullscale
     Harvest  of Aquatic Plants:  Nutrient  Removal from a Eutrophic
     Lake.  J. Wat. Poll. Contr. Fed..  46:697-707.

 Ridenour, R.L.  (1972).  Monroe Reservoir — Fishery Status Report
     1968'-1971.  Fishery Research Section, Indiana Department of
     Natural  Resources, Division of Fish and Wildlife.

 Ridenour, R.L.  (1973).  Monroe Fisheries Survey 1972.  Fishery
     Research Section, Indiana Department of Natural Resources,
     Division of Fish and Wildlife.

 Rodhe, W. (1965).  "Standard Correlations Between Pelagic
     Photosynthesis and Light."  In:   Goldman, C.R. (ed.)
     pp.  365-381.  Primary Productivity in Aquatic Environments.
     Mem. 1st. Ital. Idrobiol.  18 Suppl. University of California
     Pre s s,  Berkeley.

 Schaefer, A.  (1974).  Phytoplankton Cycling and Species  Diversity
     in Lake Monroe, Indiana and Relations to Environmental
     Factors.1974 NSF Summer Science Institute,  Indiana University,
     Bloomington.

 Schindler,  D.W. (1974).  "Eutrophication and Recovery in
     Experimental Lakes:   Implications for Lake Management."
     Science 184:897-899.

Stainton, M.P., M.J. Capel,  and F.A.J.  Armstrong  (1974).  The
     Chemical Analysis of Fresh Water.   Research and Development
     Directorate, Freshwater Institute, Winnipeg,  Manitoba.
                                B-73

-------
Aquatic Ecology
Strickland, J.D.H.  and T.R.  Parsons (1972).   "A Practical
     Handbook of Seawater Analysis."  Fisheries Research Board
     of Canada-Bulletin 167 (second edition).   Ottawa.  R.A.
     Vollenweider(1971).Scientific Fundamentals of the
     Eutrophication of Lakes and Flowing Waters, with Particular
     Reference to Nitrogen and Phosphorus as factors in
     Eutrophication.   U.N. OECD

Zimmerman, C.J. (1968).  Progress Report on Limnological Investi-
     gations in the Monroe Reservoir Basin-1968.  Indiana University
     Water Resources Center and Department of Zoology, Bloomington,
     Indiana.
                              B-74

-------
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             APPENDIX D
 LAKE MONROE LAND SUITABILITY STUDY
          EXECUTIVE SUMMARY

         Indiana University
School of Public Environmental Affairs
Center for Urban and Regional Analysis
             July 1975
                 D-i

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                                        PREFACE
The purpose of this Executive Summary is to provide a concise, easily read review of the major points
of the Lake Monroe Land Suitability Study Technical Report for the benefit of elected and appointed
officials as well as other persons with a general interest in the topic.
                                         D-ii

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                                       CONTENTS'
 INTRODUCTION	  1
        Description of the Watershed	  2
        Study Area Defined	  2
        Reservoir Purposes	  2
        The Demand for U se	  3

 GEOLOGY	  5
        General Information	,	  6
        Geologic Description of the Area	  6
        Soil Material Characteristics	  7
        Land-Use Considerations	  8

 TERRESTRIAL ECOLOGY	 U
        General Information	,	12
        Forests	12
        Wildlife	12
        Forest and Wildlife Management	13
        Land-Use Considerations	13

 AOUATIC ECOLOGY	:..': .'	15
        General Information	16
        Physical-Chemical  Properties	16
        Organisms	18
        Land-Use Considerations	19

 LAND USE	21
        General Information	22
        Land-Use Survey	22
        Land-Use Maps	.•	,	23
        Land Capability Model 	24
        Land-Use Considerations	24

 INSTITUTIONAL FRAMEWORK	23
        General Information	26
        Federal Agencies	27
        State Agencies	29
        Local Agencies	32

*  Maps  Identified In The Executive Summary  Have  Not Been Reproduced In
   This  EIS.

                                       D-iii

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INTRODUCTION
    D DESCRIPTION OF THE
      LAKE MONROE WATERSHED
    D STUDY AREA DEFINED
    D RESERVOIR PURPOSES
    D THE DEMAND FOR USE
           D-1

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DESCRIPTION OF THE LAKE MONROE WATERSHED


        Monroe Reservoir, with a surface area of 10,750 acres, is the largest impoundment of water in Indiana.
        It is situated in the south-central part of the state, about ten miles south and east of Bloomington. The
        major portion of  the reservoir lies within Monroe County with the upper end of the reservoir
        extending into Brown and Jackson Counties. A very small part of the reservoir's drainage area lies in
        Lawrence County.

        The reservoir occupies the main valley of Salt Creek and extends into several tributary valleys. From
        the reservoir, Salt Creek flows southwesterly through Lawrence County to its confluence with the
        East Fork of the White River about five miles south west of Bedford, Indiana. The drainage area of the
        Salt Creek basin is 647 square miles, of which 441  square miles lie upstream from the damsite. The
        dam is located 25.6 miles above the mouth of Salt Creek, about two miles east of Harrodsburg in
        Monroe County.
STUDY AREA DEFINED

        The specific focus of the geology,  ecology, and land use studies of this report was an area of
        approximately  100 square miles immediately  surrounding the lake (see Map 1).  The institutional
        study describes the jurisdiction of county, regional, state, and federal agencies within the entire Lake
        Monroe drainage basin.
RESERVOIR PURPOSES

        Monroe Reservoir was constructed for two primary purposes:

               • Flood control
               • Low flow augmentation of Salt Creek below the dam and the East F'ork of the White River

        The reservoir's secondary purposes are:

               • Recreation
               • Fish and wildlife
               • Water supply
                                         D-2

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THE DEMAND  FOR USE


        Since 1965, the demand for the multiple use of Lake Monroe beyond the original purposes has grown
        considerably.  As a result, the following are emerging:

                • Lake Monroe provides drinking water to Bloomington and Bedford. It is estimated that the
                  City of Bloomington, alone, will have an average daily use of 12 million gallons per day by
                  1980 and 16 million gallons per day by 1990. Maximum daily  use is expected to be 21
                  million gallons in 1980 and 28 million gallons in 1990. The available pool can supply 36
                  million gallons per day.

                • A "major center of commerce" has been predicted for the Lake Monroe region due to the
                  presence of Lake Monroe and the attractiveness  of other recreational  sites nearby.
                  Tourism  and recreation are already  major industries in the area. Development of
                  numerous residential areas are  proposed.

                • Eutrophication and other deterioration of the lake may be significantly accelerated due to
                  human activities around the lake. The usual resultant problems of prolific weed and algal
                  growth, deteriorating fisheries, impaired water quality, and sediment infilling may pose a
                  serious threat to the utilization of the lake.
                                             D-3

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GEOLOGY
    O GENERAL INFORMATION
    D GEOLOGIC DESCRIPTION
      OF THE AREA
    P SOIL MATERIAL CHARACTERISTICS
    D LAND-USE CONSIDERATIONS
              D-5

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GENERAL INFORMATION


        The geologic and soil conditions of an area are important factors in determining the suitability of land
        for a particular use. Among the land-use (actors that are directly affected by the underlying geology
        are:

                • Suitability for septic tank waste disposal

                • Foundation and excavation conditions

                • Slope stability

                • Ground water availability

        The purpose of this section is to identify basic geologic lea lures of | lie Lake Monroe area and to relate
        them to these land-use factors. Many other land-use factors, such as soil fertility, tree growth rates,
        and erosion hazard, also are influenced by geologic features and are discussed in other sections of this
        report.
GEOLOGIC  DESCRIPTION OF THE 'AREA


        In parts of the Lake Monroe siatfy area, bedrock is the most important geologic element and the
        overlying soil materials are directly related to the bedrock, in ether parts, soil materials are not
        directly related to the underlying bedrock and the soil materials themselves are the most important
        geologic element.

        There are principally two types of bedrock in the Lake Monroe study area: limestone and siltstone.
        Siltstone bedrock underlies much of t!ie eastern part of the study area, whereas limestone bedrock
        underlies some of the central and most of the western part of the area. The two bedrock areas are
        subdivided based on steepness of topography into areas of less than 20 percent slope and areas of more
        than 20 percent slope. These  are shown on the geologic map (Map 2) as:

               •  Area I:    Limestone bedrock and less than 20 percent slop*;

               •  Area II:   Limestone bedrock and gieaiei inan 20 percent slope
               •  Area III:  Siltstone bedrock and less than 20 percent slope
               •  Area IV:  Siltstone bedrock and greater than 20 percent slope
                                            D-6

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        Parts of the study area where soil materials are not directly related to bedrock are divided into two map
        Areas (Map 2):

                • Area V:   Valley-flanking terraces along Salt Creek and its tributaries

                • Area VI:  Flat bottomland areas underlain principally by stream-deposited materials
                          /
        Areas severely disturbed:by man are shown (Map 2) as:

                         :T '.^;'*»- 'i '•*,
                • Area VII:  Qtearries, rock cuts, fills, and other disturbed areas

        These  seven  Areas differ in geologic  characteristics  arid land-use  capability.  Many  geologic
        characteristics such as slope, depth to bedrock, and soil texture vary somewhat within each Area. 1 he
        discussion that follows is in terms of these Areas.
SOIL MATERIAL CHARACTERISTICS

        Thickness of soil materials in the study area ranges from a few inches to more than 70 feet. The thicker
        soils generally are in areas of the gentler slopes; the thickest soils are in terrace or valley-bottom
        po9.:t:'oni. The soil materials specific to each area are as follows:
Area
I
II
III
IV
V
VI
Soil Materials
0-5 feet of silt loam and silly clay loam overl; ing up to 20 feet of
plastic silty clay and clay, slightly stony in places
0-2 feet of silt loam and silty clay loam overlying up
silty clay and clay, stony in places
0-10 feet of silt loam and silty clay loam with some
slightly stony
to 5 feet of plastic
silty clay at depth,
0-3 feet of silt loam and silty clay loam, very stony
Contains a complex of soil materials ranging from 5 tc 70 feet in thickness,
mostly s»h loam with some pebbly, sandy loam, sandy clay loam, and
loamy sand at depth
Generally silt loarn but contains some clay rich zones
places
stony or pebbly in
                                            D-7

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LAND-USE CONSIDERATIONS


        The geologic features of the Lake Monroe study area importantly influence four land-use factors:

        On-Site Septic Disposed

        Adverse geologic and soil conditions are important factors leading to the failure of private septic tank
        waste disposal systems. Overloading of the drainfield is the primary cause of failure, and conditions
        that cause overloading are in many ways tied to the geologic and soil conditions. The following factors
        influence the effectiveness of the drainfield:

                • Permeability and thickness of the soil
                • Highest seasonal water table
                • Slope of the land

        The geologic data indicate that much of  the study area is unsuitable for private septic tank waste
        disposal.  Specifically:

                • All of Areas 11 and IV are unsuitable for septic tank disposal because of excessive slope.
                  Area VI is unsuitable because of high  water table arid/or frequent flooding.
                • Use' of septic tanks in parts of Area I and parts of Area V is limited by the presence of
                  impermeable fragipan or heavy clay zones in the soil.
                • Area I is underlain by cavernous  bedrock.  Therefore, pollution of local ground water
                  supplies may result if the septic systems fail.
                • Parts of Area III are suitable for septic tanks, dependent on local slope, water table depth,
                  and soil thickness.

        Foundation and Excavation Conditions

        Many geologic and soil factors influence the type and design of footings and foundations for buildings.
        In particular, the following factors should be considered in foundation design:

               • Slope  of the land
               • Depth and type of bedrock
               • Water table conditions
               • Soil drainage
               • Strength, compressibility, and shrink-swell capacity of the soil
                                             D-8

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Parts of the study area are potentially hazardous for residential and light commercial construction
because of one or more of the above factors (larger industrial buildings require a much more detailed
analysis of soil conditions than has been presented in this study).

        • Areas I and II, which are underlain by limestone, present two potential building problems.
          The bedrock surface is irregular and rock that is difficult to remove may be encountered in
          basement excavations. In addition, clay and silty clay in the subsoil possess high shrink-
          swell properties that may cause damage to footings and foundations unless adequate soil
          drainage is provided.
        • Area HI is underlain in places by soft consistency materials  of low bearing capacity.

        • Area VI has a high seasonal water table and the possibility of surface flooding.

        • Areas II and IV have bedrock at shallow depth and slopes which are too steep for most
          conventional  types of construction.

Slope Stabiity

Some parts of Area IV and adjacent parts of Area  V are prone to landslides, particularly along cut
slopes parallel to hillsides where soil material is removed by excavation. This leaves material on the
slope above the excavation with no lateral support. Slope stability problems in Area IV result from
steep slopes and impermeable bedrock at shallow depth. Foundations, roads, utility lines, and other
kinds of construction should be designed so as to avoid problems with this kind of earth movement.

Ground Water

The same geologic features that make the study area an excellent location for a reservoir also make it
an area of very limited ground water supply. As a result, nowhere in the study area are ground water
sources abundant enough for more than private residential use.

        • In the eastern and central parts of the area, wells completed in siltstone are dry or yield
          water at only  a few gallons per hour.
        • In the western part of the area, wells completed 100 to 150 feet through the limestone into
          the  top of the  underlying siltstone generally have yields adequate for single  family
          domestic use.  In the limestone area, however, pollution of the ground water by effluent
          from faulty septic tank systems is common.

        • Soil materials  of the terrace and valley-bottom areas (Areas V and VI) are insufficiently
          permeable to yield water in usable quantity.
                                       D-9

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TERRESTRIAL ECOLOGY
    O GENERAL INFORMATION
    O FORESTS
    D WILDLIFE
    O FOREST AND WILDLIFE
      MANAGEMENT
    O LAND-USE CONSIDERATIONS
           D-ll

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 GENERAL INFORMATION


         The forests surrounding Lake Monroe are one of the most valuable assets of the region. Land uses such
         as outdoor recreation, timber production, wildlife management, watershed management, and the life
         of the reservoir itself, all depend, directly or indirectly, on these forested lands.

         The purpose of this section is to identify the structure and composition of these forests and to indicate
         the importance of the forests to land-use considerations. In addition, the wildlife common to the area
         will be discussed.
FORESTS


        To help identify the structure and composition of the forested areas, a generalized vegetation map
        (Map 3) was compiled to show the extent and location within the study area of the following:

                • Early "old field" successional vegetation  •

                • Young successional or disturbed" forests

                • Mature forests

        Analysis of forest species composition, on the basis of the vegetation map and the data obtained from
        field surveys, revealed that the forests of the Lake Monroe region have remained very much the same
        in species composition as that of pre-settlement time, namely, Beech-Oak-Maple-Hickory forests. This
        type of vegetation is not extensive in southern  Indiana and is one of the  most interesting plant
        communities of the state because of the great number of species sharing dominance.
WILDLIFE


        Due to its ruggedness and sub-marginal value for farming, much of the Lake Monroe region has
        remained forested. As a result, an abundance of wildlife exists within the area, including:

                • 50 species of amphibians and reptiles

                • 40 species of mammals

                • 30 species of birds which are common permanent residents, 55 which are common summer
                  residents, 15 which are common winter residents, and 64 which are common migrants
                                            D-12

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        It should also be noted that two species of birds occurring in the Lake Monroe region have sub-species
        (the Southern  Bald Eagle and the Peregrine Falcon) which are classified as "endangered" by the
        Department of the Interior. Although the sub-species have not actually been sighted in the  Lake
        Monroe region, their range  does encompass the area.
FOREST AND WILDLIFE MANAGEMENT

        A large extent ol the loreMed areas in the Like Monroe region arc public lands under tin: .supervision
        of the National Forest Service and the Division ol Fish and Wildlile. These agencies currently have
        management programs which utilize the forests for multiple purposes including:

                • Timber production
                • Soil and water conservation
                • Wildlife protection and production
                • Outdoor recreation
LAND-USE CONSIDERATIONS


        Land-use changes in the Lake Monroe region can be expected in the luture, especially in the immediate
        vicinity  of the lake. When such changes require extensive clearing and construction, terrestrial
        ecosystems will be affected. Of particular importance is the clearing of forested areas which often
        results in accelerated runoff and erosion. Forests help retard runoff and erosion because:

                • The forest canopy intercepts the falling rain and diminishes the energy of impact.
                • The canopy, underslory vegetation, and leaf litter layer are effective in absorbing rainfall.
                • Forest soils typically absorb large quantities of water rapidl).

        Since  much of the Lake Monroe region  is characterized by steep slopes and erodible soils, the
        extensive forests present  in the area are clearly important in retarding runoff and soil erosion as well
        as moderating stream flow and  sediment discharge into the reservoir. This should be kept in mind
        when major land-use changes are proposed.

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AQUATIC ECOLOGY
    D GENERAL INFORMATION
    D PHYSICAL-CHEMICAL
      PROPERTIES
    D ORGANISMS
    D LAND-USE CONSIDERATIONS
            .15

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GENERAL  INFORMATION

        Monroe Reservoir is a shallow lake with a mean depth of 10-13 feet and a surface area of approximately
        10,750 acres. The lake is comprised of three distinct basins (see Figure 1), with the mean depth
        increasing from the pond-like upper basin (above the causeway) to the lower basin (near the dam).
        The old Salt Creek channel meanders across the bottom of the reservoir as a 23-36-foot trench.
PHYSICAL-CHEMICAL PROPERTIES


        The physical and chemical conditions within any body of water largely determine what aquatic
        communities can exist within it. While there are many different physical and chemical characteristics
        that can be discussed, only several of the more important ones will be dealt with here.

        Transparency

        Suspended materials can interfere with the penetration of light into water by scattering and absorbing
        the rays. If enough suspended material is present, the water will become turbid and, as a result, the
        photosynthetic zone will become restricted. A comparison of transparency readings taken from 1968
        to 1971 with the readings obtained in the Land'Suitability Study reveals that there is a decline in the
        mean transparency of the lake. Two possible explanations for this are: (1) an increase in planktonic
        populations as a result of nutrient additions and (2) an increase in suspended soil particles and other
        non-biological particulate matter.

        Oxygen

        Oxygen is important to the survival, reproduction, and growth of a variety of aquatic organisms, most
        notably fish. Oxygen is also an essential element for the decomposition of organic materials. When
        organic materials are present in relatively large quantities in the water, the demand for  oxygen by
        microorganisms to decompose these materials is high. Under such conditions, oxygen depletion may
        result and this, in turn, may have a deleterious effect upon fish and other organisms.

        The Land Suitability Study shows that the dissolved oxygen levels are not significantly different from
        those obtained in the  1968-71 study. Only  in the deeper Salt Creek channel does serious oxygen
        depletion occur, and the relative volume  of this old creek bed is minor in comparison to the three
        basins.
                                           D-  16

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H
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                               D-17

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        Nutrients

        Phosphorous and nitrogen are essential nutrients for aquatic plant growth. When present in large
        quantities, however, these nutrients can cause unnatural enrichment of the lake, commonly referred
        to as eutrophication. Readings taken during the course of the Land Suitability Study indicate that
        phosphorous and nitrogen levels in the lake are generally low.
ORGANISMS
        Plankton

        Tests  indicate  that nutrient loadings above the current levels would serve to bring about the
        dominance of fewer species and a decrease in community diversity and stability of phytoplankton and
        zooplankton within Lake Monroe. An increase in phosphate content, in particular, would likely lead to
        the development of large surface blooms of blue-green algae. These blooms would deny sufficient light
        to  certain  forms  and alter  the  composition  of phytoplankton. In  turn, any changes in the
        phytoplankton  would  involve the replacement of  some zooplankters  with more tolerant forms.

        Macrophytes

        Aquatic plants, especially in the shallow  upper basin, appear to compete effectively with the
        phytoplankton for available nutrients. Any decrease in weed distribution would most likely result in
        increased  phytoplankton density.

        Fish

        A 1972 survey indicated that Lake Monroe contains the following fish:

        •  Bluegill  (31%)                                   •  Carp (4%)
        •  Yellow Perch (18%)                             •  Redear sunfish (4%)
        •  Largemouth bass (15%)                          •  White and black crappie (5%)
        •  Y«ltow bass (6%)                                •  Bullheads (brown, yellow, black) (5%)

                                  •  Channel catfish  (1%)

       Golden shiner and warmouth are  also present within the lake, but their abundance is currently
       unknown.
                                           D- 18

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        The fact that the bass population has not declined as much as typically occurs in artificial lakes
        suggests that Lake Monroe is potentially a greater producer oi bass arid should sustain a good bass
        population for a longer period of lime.
LAND-USE CONSIDERATIONS


        On the basis of the Land Suitability Study, Lake Monroe does not appear to be mildly eutrophic as
        suggested by the 1968-71 study. However, experiments have shown that lakes of Monroe Reservoir's
        nature are quite sensitive and respond rapidly to phosphorous enrichment. The resultant problems of
        prolific weed and algal growth, deteriorating fisheries, and impaired water quality can pose a serious
        threat to  the utilization  of the lake. Therefore, care should be taken to minimize the entrance of
        phosphorous effluents into the reservoir.
                                           D-19

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LAND USE
    D GENERAL INFORMATION
    D LAND-USE SURVEY
    D LAND-USE MAPS
    D LAND CAPABILITY MODEL
    D LAND-USE CONSIDERATIONS
           D-21

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GENERAL INFORMATION
         A land-use survey is carried out to provide a description of the surface utilization of an area at a certain
         moment in time. In essence, this type of survey provides an answer to the question, "How is the land
         being used in this region?" The information gathered in a land-use survey permits the construction of
         a land-use map. This map shows the clustering of certain uses and the stringing out of others. It shows,
         in total, the impact of man  on the natural landscape.

         The purpose of this section is to provide detailed information about the use of land around one of
         southern Indiana's most heavily used recreation areas—Lake Monroe. Both a land-use survey and
         land-use maps are employed to generate this information in a format suitable for forming the basis for
         future planning decisions for the Lake Monroe area.

         It should be  carefully noted that for the results of thib section to be meaningful, it is essential that the
         land-use  information  is  periodically  updated.  This  can  most easily  be  accomplished by
         institutionalizing the whole process by making it a function of an agency such as the Monroe County
         Planning Commission.
LAND-USE SURVEY
        The classification system for the land-use survey is designed to be:

                • Easily followed and understood by someone not involved in either its construction or in
                  the actual data collection;

                • Comprehensive enough so that if the decision is made to complete the land-use inventory
                  of the entire watershed, then the original classification will need little or no modification;

                • Comprehensive enough at the outset to eliminate the need for any kind of expensive and
                  time-consuming reconnaissance  study;

                • Compatible with computer data  processing procedures.

        The land-use classification system encompasses rural as well as urban land uses. The classification has
        nine major categories:

               •  Residential                                  .   •  Agricultural

               •  Commercial                                     •  Communications and Transport

               •  Business Services                                •  Public and Quasi-Public

               •  Industrial                                       •  Recreational and Open Space

                                           • KoreMry
                                            D-22

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         Within each of these groups, further subdivisions were instituted giving a more detailed breakdown of
         a land-use category. (A complete listing of these categories can be iound in Appendix A of the Land
         Use Survey section of the Land Suitability Study Technical Report.)

         Data was collected using a grid system for the study area. Each section was divided into 64 ten-acre
         cells and these cells were the unit for which data was categorized. The data gathered in the land-use
         survey reveal  that:

                 • Forests comprise 30,362 acres (63%) of the study area, ol which  15,613 acres (32%) are
                  public lands.

                 • Parks and recreation areas comprise 2,997 acres (6%) ol the study area.

                 • Agriculture accounts for 6,659 acres (14%) of the study area, ol which 2,494 acres (5%)
                  arc utilized croplands anil 2,419 acres (5%) arc abandoned croplands.

                 • The total number of acres classified as residential in  the study area is 1,762 (4%).
LAND-USE  MAPS


        Two types of land-use maps have been constructed:

                • A general map (Map 4) which portrays all major categories ol land use;

                • A set of maps showing individual land uses (reler to the Appendix in the Land Use section
                  of the Land Suitability Study Technical Report).

        When the reader examines these maps, there should be the realization that since the east side of the
        lake is largely in public ownership, the pressures for development will be primarily on the west side of
        the lake.
                                             D_23

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LAND CAPABILITY MODEL
        A land capability model is being designed on the basis of the information gathered in the Land
        Suitability Study. This model will be a useful tool for considering alternative development proposals
        in  terms of their environmental impact.  While  the model will be of particular  use  to the
        planner/analyst, it can be used by almost anyone who is willing to study carefully the Computer Model
        User's Manual which provides the procedure for using the model as well as the accompanying data
        base.
LAND-USE CONSIDERATIONS
        One of the most demanding and complex issues facing the residents of the Lake Monroe region is that
        of land development, zoning, and the impacts of land-use change. Questions such as the following
        emerge:

               • What is the impact of an individual development on the whole community?
               • What are the legal ramifications of a given land-use decision? Will these be long-term
                 implications?
               • What are the  potential costs to the community (police protection, solid waste disposal,
                 etc.) of a new development?
               • Are there environmental impacts of a given development which have not been considered?
               • Is low-income housing being considered as well as high-income housing?
               • What is the recreational  carrying capacity of the lake and the implications of this on
                 residential and commercial development?

        This section on land use does not, and cannot, provide complete answers to these problems. It does,
        however, provide the basic information for land-use decision making.
                                           D-24

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INSTITUTIONAL FRAMEWORK




    D GENERAL INFORMATION




    D FEDERAL AGENCIES




    D STATE AGENCIES




    D LOCAL AGENCIES
           D-25

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GENERAL INFORMATION
        A myriad of federal, state, and local agencies exist which have powers that directly bear on the
        planning and development of the Lake Monroe region. The purpose of this section is to identify these
        agencies and to clarify their roles as they relate to the Lake Monroe area. To assist in this process, a
        series of charts is presented on the following pages. While the charts discuss in some detail the
        functions of each agency, it should be kept in mind that these descriptions are by no means complete.
        The Land Suitability Study Technical Report should be consulted if a more detailed description is
        desired.
                                          D-  26

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-------
 PROJECT IDENTIFICATION
        AUTHORS: Henry H. Gray, Indiana Geological Survey

                  Richard S. Howe, School of Public and Environmental Aflairs
                  J.C. Randolph, School of Public and Environmental Affaire
                  Michael C. Roberts, Department of Geography
                  Nicholas L White, School of Law

                  Indiana University
                  Bloomington, Indiana


        EXECUTIVE SUMMARY EDITED BY: William A. Kelfey, School of f*t«ic
                  and Environmental Affairs


        FINANCIAL SUPPORT: Office of State Planning with the cooperation of the
                  Monroe County Commissioners
                  Mr. William Cook, President, Cook, Inc.
                  The City of Bloomington Utilities Board
                  Caslon Development
RELATED REPORTS

       • Lake Monroe Land Suitability Study: A Technical Report on a Selected Portion of the Lake Monroe
         Watershed

       • Land Capability Model for the Lower Lake Monroe Watershed

       • Computer Program User's Manual



FURTHER INFORMATION
       For further information contact:
                 Richard S. Howe
                 School of Public and Environmental Affairs
                 Indiana University
                 400 East Seventh Street
                 Bloomington, Indiana 47401

                                       D-34

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                  Ambient Air Quality Standard s


                                     Pr.i mary                  Secondary
TSP  (jig/m3)
Annual geo. mean                       75                        60
Max. 24-hr cone.**                    260                       150
SO?  (,ug/m3)                                        ('
Annual arith. aver.                    BO (.03 ppm)
Max. 24-hr cone.**                    36b (.14 pp-n)
Max. 3-hr cone.**                       -                      1300  (0.5  ppm)


CO_  (ing/m3)
Max. 8-hr cone. **                      10 (9 ppm)                 10
Max. 1-hr cone.**                      40 (35 ppm)                40
Max. 1-hr cone.**                     160 (.00 ppm)        '     160


HC  (pg/m3)
Max. 3-hr cone.**                     160 (.24 ppm)             160


NOx  (.ug/m3)
ANNUAL ARITH. AVER.                   100 (.05 ppm)             100
**Not to be exceeded more than once a year.
Source of data:   36  F.R.  8187, April 30, 1971;
                  38  F.R.  25670, Sr.pt. 14, 1973.
                                  £-

-------
                             APPENDIX F
                   ENGINEERING  & COST CALCULATIONS

I.        TASK 2 EVALUATION OF PURE OXYGEN PROCESS

          A.   Two Stage Aeration (Air)

               Design Flow = 16 MGD

               Assume Detention Time 4 hours

               Assume three parallel reactors

               Reactor Flow « 16 MGD/3 = 5.33 MGD

               Reactor Volume = 5.33 x 106 gals x 4 hours
                                   24 hours

                              - 8.85 x 10^ gals per reactor

               8.85 x 105 gal
               7.48 gals/ft^  = 1.18 x 105 ft3 per reactor

               Assume liquid depth of 15 ft

               118 x 103 ft3/15 - 7.8 x 103 ft2 - 78 x 102

               Use 90 x 90 x 15 SWD @ 3 each

               Volume supplied - 90 x 90 x 15 - 122 x 103

                    1.22 x 105 > 1.18 x 105  O.K.

               Air Required for First Stage

               Lbs. of BOD « 16 x 8.34 x (144-5) - 18,600# BOD

               Lbs. of BOD/Tank - 18,600/3 « 6,200 # BOD

               Air Requirements - 1,500 c/air/lb of BOD
                                  (includes 50% safety factor)

               Total Blower Capacity - 1,500 cf/air x 18,600

                                     - 2.8 cf x 107/1.44 x 103

                                     - 2 x 10A cfm of'air

               Return Sludge Pumps

               Assume Aerator Vss - 3,000 mg/1
                                    F-l

-------
Assume Return Sludge Vss = 10,000 mg/1

3,000 (Q + Qr) = 10,000 (Qr)

3,000 Q = 7,000 Qr

Qr/Q = 3/7 = -.43


Oxygen Requirement for Salt and Clear Creek; calculate 6
requirement by the following equation.

     Lbs. 02/day -1.5 BOD +4.6 NH3-N

Assume carbonacious demand (1.5 BOD) is negligible.


Salt Creek

Winter - No requirement
Summer - 3 mg/1

(12-3) x 8.34 x 16 x 1.5 - 1,800 Ibs. of NH3-N

Lbs. of 02 - 4.6 x 1,800 - 8,300 Ibs. 02/day


Clear Creek

Winter - 6.5 mg/1
Summer - 1.5 mg/1

Winter (12-6.5) x 8.34 x 16 x 1.5 - 1,100 Ibs. of NH3-N

Summer (12-1.5) x 8.34 x 16 x 1.5 - 2,100 Ibs. of NH3-N

Lbs. of 02   Winter 4.6 x 1,100 - 5,100 Ibs. 02/day
	   Summer 4.6 x 2,100 - 9,700 Ibs. 02/day


Volume for Second Stage

Source of Design Data;"Nitrification and Denitrification
Facilities" EPA Technology Transfer Seminar Publication.
                     F- 2

-------
Assume

Q - 16 MGD
NH3-N concentration = 12 mg/1
MLVss - 1,500 mg/1
Minimum operating temperature « 10°C
Operating pH = 7.8

Effluent requirements

Salt Creek - 7.9 mg/1 summer
             N/A      winter

Clear Creek - 3.0 mg/1 winter
              1.5 mg/1 summer

It is to be noted that effluent requirements will affect operating
costs (amount of air required) rather than capital costs (size of
tanks).
NH-i-N Load

Maximum

     Salt Creek

          1.5 x 16 x 8.34 x (12 - 7.9) - 1,100 Ibs/day

Maximum

     Clear Creek

          1.5 x 16 x 8.34 x (12 - 1.5) =

          2,250 Ibs/day


Tank Volume

From Figure II-3, page 24
     Volumetric Load - 8.2 lbs/1,000 ft3

Clear Creek
     2,250/8.2/1,000 - 275,000 ftj

Salt Creek
     1,100/8.2/1,000 - 134,000 ft3


Tank Volume Adjusted to pH 7.8

Correction factor according to Figure III-4, page 23 - 0.88
                      F-3

-------
Salt Creek
     134.000/.88 = 153,000 ft"
Clear Creek
     327,0007.88 = 315,000
Detention Time
     315,000 x 24 x 7.48/16 x 10° -3.6 hours     Clear Creek
     153,000 x 24 x 7.48/16 x 106 - 1.8 hours     Salt Creek

Therefore, assume the detention time is 4 hours on Clear Creek
and 2 hours on Salt. Creek for nitrification.
Estimate Concrete  (Two Stage - Air)

90 x 90 x 17  (2 ft of freeboard)
                   270
 Assume Thickness - Bottom Slab     1.25*
                    Walls           1'

 Concrete  Slab  - 1.25 x 270 x 90/27 -
           Walls - 4 x 1 x 90 x 17/27 -
           Walls - 2 x 270 x 17 x 1/27 =
 Rock - 10' x 90 x 270/27 -

 Excavation - 5' x 270 x 90/27

      1/2 bh

      1/2 5 x 90 x 2 + 1/2 x 2 x 5 x 270
           450    +   1350
           27          27
1,110 yds
  230
  340
1,680 yds

9,000

4,500
  100
 4600
                      F-4

-------
     Construction Cost
          Concrete
          Rock
          Excavation
            1,680 x 400
            9,000 x 10
            4,600 x 4
     Two Stage
           2 x 780,000
     Concrete, Rock, Excavation
     Equipment
     Install
     Project Cost

     Project Cost @ 15 MGD

     Salvage Value - 1,560 x 1.30 x 30/50

     Salvage Value @ 15 MGD
   672,000
    90,000
    18.000
   780,000

 1,560,000

 1,560,000
   390,000
    80.000
$2,030,000

 2,639,000

 2,474,000

 1,216,000

 1,140,000
B.   Single Stage Aeration (Air)

     Detention Time * 6 hrs
                         ,/
                                                       ^'
     Concrete
          Slab
          Walls
          Walls
     Excavation
     Excavation
270 x 115 x 1.25 x/27
4 x 1 x 115 x 17/27
2 x 270 x 17 x 1/27
                   10 x 115 x 270/27
      1,420
        300
        340
      3,020
                                        11,560
                   5'  x 270  x 115/27                         5,750
                   1/2 x 2 x 5 x  115 +  1/2  x  2 x  5 x  270      100
                                                            5,850
                         F-5

-------
     Construction Cost

          Concrete       2,060 x 400                     824,000
          Excavation     17,300 x 4                       70,000
          Equipment                                      310,000
          Install                                         62,000
                                                       1,266,000

     Project @ 15 MQD                                 $1,645,000

     Salvage Value

          1.30 x 10/30 (824,000 + 108,400)  =•= 811,000


C.   Two Stage, Aeration - Oxygen System

     The following parameters were given by oxygen manufacturers.

     Detention Time - 1-1/2 hours for first stage
                      1-1/2 hours second stage

     MLSS - 4,500 mg/1

     Depth of reactor 13 deep

     Allow 4 ft freeboard for oxygen absorbtion.

     Each unit should have three cells

          Recycle Flow   30%
          Mixing BHP     261
          Oxygen BHP     365       Turndown 60%

     Assume three reactors

          Q/reactor - 5.33 MGD
          Liquid Depth = 13 deep
          Detention Time = 1.5 hours

     Volume req'd =* 5.33 x 10  gal/day x 1 day/2.4 x 10' hrs x
                    1.5 hours

                  = 3.33 x 105 gallons

     33.3 x 104 gals/7.48 gals/ft3 - 4.45 x 104 ft3
                          F-6

-------
 Surface Area = 44.5 x 103 ft3/13 ft

                3.423 x 103 ft2

                3423 ft2

 Use 60 x 60 x 13 SWD Basins

 Volume Supplies

      60 x 60 x 13 - 46,800 jft3

      46,800 > 44,500  O.K.
                                   U C.IU
Concrete
     Bottom Slab
     Walls
     Walls
     Top Slab

     Rock

     Earth
1.25 x 180 x 60/27 •
4 x 1 x 180 x 17/27
4 x 60 x 1 x 17/27 •
1/2 x 180 x 60/27 -

81 x 180' x 60V27 -

5 x 180 x 60/27 -

2 x 1/2 x 5 x 5 x 180/27
2 x 1/2 x 5 x 5 x 60/27
   500
   450
   150
 1,100

   200

 3,200 yds

 2,300 yds

   200
	50

 2,550 yds
                    F-7

-------
     Construction Cost

          Concrete
          Rock
          Earth
1,100 x 400
200 x 200

3,200 x 10
2,550 x 4
     Two stage will require 2 x 522,000

     Concrete, Rock, Excavation
     Equipment
     Install
     Project (30% does not apply because of  equip)

     Project @ 15 MGD

     Salvage Value

          1,044,000 x 1.3 x 30/50 =

          @ 15 MGD
                     /eo'
                                             I
                                             I
   440,000
    40,000

    32,000
    10.000
  $522,000

 1,044,000

 1,044,000
 1,900,000
    80.000
$3,024,000

 3,639,000

 3,420,000
                                     814,000

                                     765,000
D.   Single Stage Oxygen System
     Concrete
          Bottom Slab
          Walls
          Walls
     Earth
     Earth
1.25 x 180 x 120/27
4 x 1 x 180 x 17/27
4 x 1 x 120 x 17/27
                         8'  x 120 x 180/27
                         5 x 120 x 180/27

                         2 x 1/2 x 5 x 5 x 180/27
                         2 x 1/2 x 5 x 5 x 120/27
     1,000
       450
       300
     1,750


     6,400


     4,600

       200
       110
    11,300
                      F-8

-------
     Concrete       1,750 x 400                          700,000
     Earth          11,300 x 4                            45,000
     Equipment                                         1,900,000
     Install                                              80.000
                                                       2,725,000

     Project Cost                                      3,260,000

     Project Cost @ 15 MGD                             3,064,000

     Salvage Value

          1.3 x 30/50 (700,000 + 45,000) - 581,000

          @ 15 MGD 546,000


E.   Clarifiers for Air & Oxygen Systems

     Size Air Clarifiers

     Assume 3 units

     Overflow rate - 700 gals/ft27day

     Solids Loading - 25 Ibs/ft2/day


     Q clarifier - 16/3 - 5.33 MGD

     Area Req'd - 53.3 x 10^/7 x 102 - 7,650 ft2

     Use 100 ft dia. units

          7,850 ft2 > 7,650  O.K.

     Check Solids Loading

     Lbs. to Clarifier - 3,000 x 8.34 x 5.33 (It.  43)

                         3,000 x 8.34 x 7.6

                         191,000 Ibs/day/reactor

          191,000/25 Ibs/ft2/day - 7,650 ft2

          7,850 ft2 > 7,650  O.K.
                          F-9

-------
AaauBe 12 deep clarifiers

7,850 x 12 - 94,000 ft3

94,000 ft3 x 7.48 gala/ft3 - 705,000 gala.

 705.000 gala.      -    131 days - 3.1 hours  O.K.
5,330,000 gala/day


Sixe OJiygeu Clarif iera



Overflow late « 550 gal/ft2 (oxygen v£a received)

Solid* Loading 25 Ibs/ft2/day

Area leo/d 5.33 x U&/5.5 x 102 - 9,750 ft2

Check Solids Loading

     Q recycle * 30Z
     BLSS - 4,500 a«/l   ,

     f 4,500 x 8.34 x 5.33 (1 + .3) * 260,000*

Area laq'd - 260,000/25 * 10,400 ft2 req'd

     10,400 > 9,750 solids loading governs

Use 115 i unit - 10,400 ft2

     10,400 - 10,400  O.K.

Depth 11 ft (supplied by oxygen vfa)

Construction Costs
                         ••••
                         1
                     F-10

-------
Concrete
     Slab      1.25/27 x .785 x 1002

               1.25/27 x 7,850 - 330 yds     1.25/27 x 10,400 = 470

     Walls     14/27 x .798 (1012 - 1002)    13/27 x .785 (1162 - 1152)
               14/27 .875 x 201 = 80 yds     13/27 x .785 x 231 = 90

               330 + 80 = 410/each           470 + 90 - 560/each

     Rock (assume 5 deep)

          7'/27 x 7,850 - 2,000 yds/ea.    6'/27 x 10,400 - 2,400 yds/ea.

     Excavation

          5/27 x 7,850 - 1,400 yds/ea.     5/27 x 10,400 - 2,000/ea.

     Clarifier Mechanisms & Weirs & Baffles

          100' i    $52,000/each
          115' i    $71,000/each

     Source - Envirex phone call.


     Area Required
                                   Air                 Oxygen

     Single Nitrification     3 x 7,850 - 23,000  3 x 10,400 - 31,200

     Dual Nitrification                   47,000               62,400


     Air - Single Stage

     Concrete       3 x 410 yd x $400/yd «             492,000
     Rock           3 x 2,000 yd x $10 day              60,000
     Earth          3 x 1,400 yd x $4/yd                16.800
                                                       568,000

     Equipment      52,000 x 3                         156,000
     Install        156,000 x .2                        31,200

Installation cost assumes 20% of equipment price.
                     p. 11

-------
              Oxygen - Single Stage
                   Concrete
                   Rock
                   Earth
                   Equipment
                   Install
                3 x 560 x  400
                3 x 2400 x 10
                3 x 2000 x 4
                 71,000 x 3
                 213,000  x .2
                                     672,000
                                      72,100
                                      24,000
                                     768,100

                                     213,000
                                      42,600
                                     255,600
                         Air
                    1 «tg     2 stg
                                     1 stg
                                          Oxygen
                                     2stg
Equipaant
last.
CUBCYVtV"
Rock
Earth
30Z Project
@ 15 MGD
156,000
31,000
60,000
16,rOOO
75»»000
9K»000 -K 1,9(5,000
itUnO 1.847.000
213,000
42,600
672,000
72,100
24.000
1,024,000
1,332,000
1,252,000
•h 2,6*2,000
2,502,000
Salvage Vala* (982,000 - 187,000) 30/50
                  477,000
                             (1,332,000 - 256,000) 30/50
                                   645,000
@ 15 MOT
448,000
896,000
606,000
1,212,000
                                 F-12

-------
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-------
I.   Return Sludge Pumping Costs

     GPM x HEAD x SP. GR/3,960 x EFF. » B.H.P.

     16 x .43 - 6.88 HGD      30'

     694 (6.88) (30) (1)/3,960 x .75 = 48.2 hp

     @ 95Z Motor Eff - 50.8 hp

     50.8 x 24 hr x 365 x .0149 $/hp hr - $6,630/yr

     @ 15 MGD                             $6,232


     16 x .30 - 4.88	20*

     694 x (4.8) (20) (1)/3,960 x .75 * 22.4 hp

     @ 95% Motor Eff - 23.6 hp

     23.6 x 24 x 365 x .0149 - $3,080/yr

     § 15 MGD                  $2,895/yr


J.   Air & Oxygen Power Costs

     The following data were supplied by manufactuers of oxygen
     systems and air systems.  The air systems were based on a
     submersed, tubing with 30% efficiency.

     The following data was supplied by manufacturers and pertains
     to oxygen systems.

     Salt Creek

     16 MGD

          Winter
               414 x 24 x .0149 x 270        -    39,972

          Summer
               594 x 24 x .0149 x 90         -    19,117
                                                 $59,089
     8 15 MGB                                     55,543
                          F-16

-------
11 MGD
     Winter
          289 x 24 x .0149 x 270        -     27,903

     Summer
          415 x 24 x .0149 x 90         -     13.356
                                              41,259

Clear Creek

Oxygen

16 MGD

     Winter
          520 x .0149 x 24 x 270        -     50,205

     Summer
          626 x .0149 x 24 x 90         -     20.147
                                              70,352

@ 15 MGD                                      66,130

11 MGD                   . '   •

     Winter
          364 x .0149 x 24 x 270        «     35,144

     Summer
          438 x .0149 x 24 x 90         -     14.096
                                             $49,240

The following data was supplied by manufacturers and pertain
to Air systems.

Clear Creek
15 MGD
     Winter
          485 BHP x 24 x .0149 x 270    «    $46,831

     Summer
          317 BHP x 24 x .0149 x 90     -     16^536
                                             $63,367
                     F-17

-------
     11 MGD
          Winter
               361 BHP x 24 x .0149 x 270

          Summer
               380 BHP x 24 x .0149 x 90
     Salt Creek

     Air

     15 MGD
          Winter
               342 x 24 x .0149 x 270
               516 x 24 x .0149 x 90
     11 MGD
          Winter
               254 x 24 x .0149 x 270

          Summer
               317 x 24 x .0149 x 90
     $34,855
      12.229
     $47,184
     $32,947
      13,668
     $46,615
     $24,698


      10.202
     $34,890
K.   Present Worth Comparison of Air & Oxygen at Clear Creek

     Operating Costs
                              Air
11
63,784
47,184
29,400
9,140
.15
89,500
63,367
39,500
12,464
     Clarifier
     Aeration

     Return Sludge
                        149,508   204,831

     (204,831 - 149,508)720 - 53,323/20

                            =  2,766
          Oxygen
       11

     84,420
     45,240
     30,000
      4,246
118,400
 66,130
 41,100
  5,790
    167,894    231,420

(231,420 - 167,894)720

          3,176
                          F-18

-------
     Present Worth of Constant 0 & M

                    Air                              Oxygen

     11.47 x 149,508 - 1,715,000        11.47 x 167,854 - 1,925,744


     Present Worth of Variable 0 & M

     86.01 x 2.766 * 238,000            86.01 x 3176 - 273,167


     Initial Project Cost

                      Air                              Oxygen

     Aerators       2,474,000                        3,420,000
     Clarifiers     1,847,000                        2,502,000
     Add              500.000                          500.000
                    4,821,000                        6,422,000


     Present Work of S.V.

     Aerators       1,140,000                          765,000
     Clarifiers       876,000                        1,212,000
     Add   .          300.000                          900.000
                    2,336,000                        2,277,000

                      714,000                          696,000


     Initial Cost   4,821,000                        6,422,000
     P.W. of O&M    1,715,000                        1,926,000
     P.W. of O&M      238.000                          273.000
                    6,774,000                        8,621,000

     S.V.             714.000                          696.000

                   $6,060,000                       $7,925,000

L.   Present Worth Comparison of Air and Oxygen at Salt Creek

     Operating Costs
                       Air                             Oxygen
                   11         15                   11        15
     Clarifier   41,662     56,900               53,268    72,600
     Aerator     34,890     46,615               41,255    55,543
                 21,000     28,700               22,200    30,400
     Return Sled  4.570      6.232                2,123     2.895
                102,122    138,447              118,850   161,438

     (138,447 - 102,620)720 - 1816       161,438 - 118,850 - 2129


                          F-19

-------
Present Worth of Constant 0 & M

               Air                              Oxygen

11.47 x 102,120 - 1,171,000        11.47 x 118,852 - 1,313,232


Present Worth of Variable 0 & M

86.01 x 1816 - 156,000             86.01 x 2,129 - 183,115


Initial Project Cost

                    Air                         Oxygen

Aerators          1,645,000                  3,064,000
Clarifiers          923,000                  1,252.000
                  2,568,000                  4,316,000

Present Worth of S.V.

Aerators            542,000                    546,000
Clarifier           448,000                '   606,000
.3058               990,000                  1,152,000

                    303,000                    352,000

Initial Cost      2,508,000                  4,316,000
P.W. of Con. O&M  1,189,000                  1,363,000
P.W. of Var. O&M    159.000                    183.000
                  3,916,000                  5,862,000

S.V.                303.000                    352.000
                  3,613,000                  5,510,000

Assume oxygen system will eliminate sludge thickening device.

Construction Cost   *   $210,000
Project Cost        -   $274,000

Assume Equipment. Cost  =  $30,000

S.V.   -   (274,000 - 30,000)30/50

                 146,000
                      F-2C

-------
               0 & M @ 15 MGD      -   $  28,000
                     @ 11 MGD      -      20.600
                                           7,200/20. « 360

               P.W. of Constant 0 & M   -    20,600 x 11,470 -  236,287
               P.W. of Variable 0 & M   »    360 x 86.01      -   30,963

               P.W. of S.V.   »  1,146,000 x .3058  -            44,000
                                         v

               Project Cost             274,000
               P.W. of 0 & M            236,000
                                         31,000
                                        541,000
               S.V.                      44.000
                                        497,000


II.       PRESENT WORTH ANALYSIS - SOUTH BLOOMINGTON

          A.   Site Development

               Winston Thomas

               1.   3200 feet of stream relocation
                    (Assume 5' deep)      '

               2.   Flood elevation  675        -.   **>*     ^70 -/4ue. DI
                    Length 3800'              /   aa'  \
               South Rogers

               1.   Relocate Trailer Park
                    Assume $500,000

               2.   Relocate streams
                    1300 feet and 3200 feet.  Assume 5' deep

               3.   Levee Elevation
                    Upper 676 and lower 672

                    Length of Dike   -  2500           IC> '
                    Depth
               Dillraan Road

               1.    Levee      L^nafh  r //QQ
                                                                _

                                                                     w
                                   F-21

-------
2.   Stream Relocation


     2000 Feet.  Assume 10* deep cut.




Salt Creek


Stream Recollection      1000'


Assume 10' deep
                           ^-



Ketcham Rd


1.   Levee


     Length  -  2200* ,
2.   Relocate stream


     2500 ft.                 Assume 10' deep




Salt Creek


Salt Creek Flood Elevation - 512


Assume grade is 505 and top of'levee 515      	


L •= 3400 feet
CONSTRUCTION COSTS


Winston Thomas


Stream relocation
Volume = 3200 x 120 x 5 -1- 2 x 1/2 x 5 x 2]/27

         3200 x [100 + 10]/27


         13,037 yd x $10/yd  =  $130,000


Rip Rap  2 x 3200/9 x (5.4/2)  -  1920 sq.yd.


         1920 sq. yds x $20/yd. = $38,000


Stream Fill - 5 x 1600 x 20/27 x $l/yd  =  $6000






                     F-22

-------
                    to
Dike           /
                          \ I
                           \
Volume - 3800/27  [10 x 10 + 1/2 x 10 x 10 x 2]
       • 28,146

         28,148 x $15/yd  »        $422,000

Stream Fill                ^          6,000
Stream Relocation                  130,000
Rip Rap                              38,000
Levee                               422.000
Construction Cost                  596,000
30Z                                 179.000
Total                              $775,000
South Rogers

Stream Relocation
                           v      ^-'f     St

                                   -2.0'      '
Volume  -  (1300 + 3200) [20 x 5 + 2 x 1/2 x 5 x 2)/27
           4500 [100 + lOJ/27  =  18,333
           18,333 x 10  «  $183,000

Rip Rap -  2 x 4500/9 x 5.4/2  -  2700

Stream Fill  -  2700 x $20  -  $54,000
                1500/27 x 20 x 5 x $l/yd  -  $6,000
Dike
                      ^>

                      \
Volume  -  4500/27 [100 « 100]   -  33,333 yds.

Land    -  33,333 x $15/yd         $500,000
           40 acres x 2500          100,000
  Stream Fill                        60,000
  Land                        .      100,000
  Trailer Park Relocation           500,000
  Dike           -                   500,000
  Stream Relocation                 183,000
  Rip Rap                            54,000
  Construction                   $1,343,000
  Project Cost (30Z)              $1,745,000

     S.V.   «   100,000
     P.W.S.V. -  30,000
                     F-23

-------
Ketcham Rd.
Stream Relocation     V      /Q
Volume  =  2500 [20 x 10 + ]/2 x 4 x JO x 2]/27
           92.6 [200 + AO]
           21,574 yd.
           21,574 x 10  =  $216,000

Rip Rap    2 x 2500/9 (10.5/2)-=  2516
           2516 x 20            -  $58,000
Stream  =  1800/27 x 20 x 5 x $l/yd.  =  $7,000

                  X
Dike           '"                     "~       ^
2200/27  (10 x 10 x 1/2 x 2 x 10 x 10) + 900/27 (LO x 5 x 1/2 x 2 x 5 x 10)
16,296 + 3,333
19,625 x $15/yd.  =  $294,440
                                                                       *•
Land  -  60 acres x 2,500  =  $150,000
Land
  Stream Fill          •         7,000
  Stream                      216,000
                                58,000
  Dike                         295,000
  Land                         150,000
                              $726,000
  Project                     $943,000
                            «

P.W.S.V  »  $45,000

Dillman  Site

Land  -  60 acres x 2500  =  $150,000


Stream Relocation      \
 Volume   =   2000/27  [20 x  10 +  1/2 x 2 x 10 x 4]
            74  (200  + 40)
            17,777 yds.
            17,777 x 10  = $178,000

 Rip  Rap  =   2000  x 2/9 x 10.5   - 4667
            4667  x $20  =   $94,000
                     F-24

-------
Stream Fill  =  3000/2 x 20 x 5 x $l/yd  -  12,000


Dike
Volume  =  1500/27  (10 x 10 + 1/2 x 2 x 10 x 10)
           40.74 x  200
           11,111 x $15/yd.  =  $167,000

Land                             150,000
Stream Fill                       12,000
Stream Relocation                178,000
Rip Rap                           94,000
Dike                             167.000
                                 601,000
Project Cost                    $781,000

P.W.S.V.  -  45,000
Salt Creek

Stream Relocation

1000/27 (20 x 10 + 2 x 1/2 x 10 x 4)
8888 yds. x $10 day  =  $89,000

Rip Rap  =  1000 x 2/9 [105 x $20/yd]  =  $47,000

Stream Fill -  $l/yd x 10/27 x 20 x 2100  »  $16,000

Dike
Volume  =  3400/27 (10 x 10 + 1/2 x 2 x 10 x 10)
           125.93 x 200  -  25,185
           25,185 x 15  -  $378,000

Land  -  160 x 2,500    -  $150,000
                     *
Stream Relocation            69,000
Rip Rap                      47,000
Stream Fill                  16,000
Dike                        378,000
Land                        150.000
                           $680,000

Project Costs              $884,000

S.V.  =  45,000
                     F-25

-------
                                                       P.W.

     Winston Thomas  -                            $  775,000

     South Rodgers   -  1,745,000-30,000        $1,715,000

     Ketcham         -    943,000 - 45,000        $  898,000

     Dillman         -    781,000 - 45,000        $  736,000

     Salt Creek      -    884,000 - 45,000        $  839,000

     Salt Creek (extra land)   -                   $  455,000


B.   Calculated Cost of Treatment Plant

     Items Required

     1.   Preliminary Treatment

          a.   Grit removal equipment
          b.   Pumps
          c.   Pump station building

          0    * 16 MGD
          xavg
           inax
                 32 MGD
          Construction Cost  =  $700,000  (1971)
          Construction Cost  =  7000,000 x 232/151 = $1,075,000 (1975)
          Project Cost = 1,075,000 x 1.3  =  1,398,000

     2.   Administration Building

          a.   Clerical
          b.   Laboratory

          Construction Cost  =  $150,000 (1971)
          150,000 x 1.54  = 230,000 (1975)
          Project Cost = 1.3 x 230,000 = $300,000

     3.   Garage & Shop Facilities

          Construction Cost  =  $45,000  (1971)
          Construction Cost  =  $45,000 x 1.54 = $70,000
          Project Cost =  $70,000 x 1.3  = $90,000
                          F-25

-------
4.   Chlorine Building and Equipment

     32 x 8.34 x 8  =  2135 Ibs/day

     Construction Cost  =  $110,000
     Construction Cost  =  $110,000 x 1.54 = $170,000
     Project Cost  =  $170,000 x 1.3  =  $220,000

5.   Chlorine Contact Basins

     oo   ,n6 gals      day      , c  .      1 hour
     32 x 10  -° -  x 0.  J —  x 15 min. x 77: — —
              day     24 hour              60 min
     Construction Cost  =  $700,000
     Construction Cost  =  $700,000 x 1.54 = $1,078,000
     Project Cost  =  $1,401,000

6.   Return Activated Sludge Pumping

     Use Q = 16 MGD
     Install = 32 MGD   Use thru pumps
     @ 11 MGD
     Firm capacity  =  22 MGD

     Construction Cost  =  $250,000
     Construction Cost  =  $250,000 x 1.54  -  $385,000
     Project Cost  =  $385,000 x 1.3  -  $500,000

7.   Pumping to Filtration Units

     Use 22 MGD
     Project Cost  =  $500,000

8.   Filtration Units
                   2
     Use 2.5 gpm/ft

     16 x 106 gals/day x  -         =  11.11 x 103 gpm
     11.11 x 103/2.5 gpm/ft2  =  4,480 ft2

     Construction Cost  =  $900,000
     Construction Cost  =  232/175  x  900,000
                        =  1,200,000
     Project Cost       =  $1,550,000

     Source EPA Suspended Solids Removal
                      r_27

-------
9.   0 & M

     Manhours
     N = 460 x 16'""          460 x 5.2 = 4232 hours
     N = 460 x IT U          460 x 6.8 = 3128

     Materials & Supply

          S = i  (FQ)J         i = 17.40; j =  .8
                              F = 1.0;   Q =  16

          at 16 MGD       „
               17.40 x 16    =  17.4 x 9  =   $150,000

          at 11 MGD      R
               17.4 x 11     =  17.4 x 6.8 -  $120,000

 10.  Equilization Basin

     Basin size  required  =  10 Mg

     Basin size  - 2.4 MG      Costs = $595,000
                        595.000/.36
             10

      $1,700,000 x  232/175   =   $2,253,000

      Source:  Flow Equilization  EPA Bulletin

 11.   HVAC,  Plumbing &  Electrical Work

      Assume 25% of other work costs

      .25 x  11.942,000   = 3,000,000

 12.   Yard Work

      Assume 20% of other construction costs from EPA Bulletin

      .20 x  14,942,000   =   2,988,000

      Use $3,000,000
                      F_28

-------
Summary of Costs - Project Costs

     Preliminary Treatment              $ 1,398,000
     Administration Building                300,000
     Garage & Shop                           90,000
     Chlorine Bldg.                         220,000
     Chlorine Contact Basin               1,078,000
     Return Sludge Pumping                  500,000
     Pumping to Filtration Units            500,000
     Filters                              1,550,000
     Electric Substation                    750,000
     Pond                                 2,253,000
     Aeration & Clarifiers                2,566,000
     Electrical, HVAC, Plumbing           3,000,000
     Yard Work                            3.000.000

     Project Cost                       $17,205,000
     @ 15 MGD                            16,130,000

C.   Calculate 0 & M Costs

     Wastewater pumping                 11                  16

     Labor                           1500 hrs.            2000 hrs.
                                   $ 9000              $12,000
     Electricity                   10,000               20,000
     Material & Supply
       (1800 x 1.53)                3.000    (2800 x  )  4.500

                                  $22,000              $36,500

     Use above figures for pumping to filters

     Preliminary Treatment              _11                  JJ>

     Labor                           3600                 4800

                                  $22,000              $29,000
     Material & Supply              4.500                6.000
                                  $26,500              $35,000
                          F-29

-------
Chlorination                       ll_                   16

                                  1850                 2500
Labor                          $ 11,000             $  15,000
Material                          2,500                3,000
Chlorination                    180,000              117,000

Yardwork                           U                   Jj6

Labor
Material & Supply
Laboratory

Labor

Material & Supply


Administration

Labor

General Expense


Pumping
               Manpower
                               $  9,074             $  12,630

Filtration  (Source:  Gulp, Weiser & Gulp)

EPA STP Index - 200

@  16 MGD - 180,000 x 231/200 = 208,000
@  11 MGD = 130,000 x 231/200 = 150,000

Equalization Basin

Assume same costs at 11 MGD as 16 MGD
Assume 300 HP

Power costs  -  200 x 24 x 365 x  .0145   =   26,000
Material                                     2,000
Manpower     =  3800 x 6                    23,000
                                           $51,000
>iy

ily

i
Electric
Manpower
2,000
3,000
$ 15,000
U.
4,100
$ 25,000
2,000
$ 27,000
n_
2,800
$ 17,000
7,000
$ 24,000
$ 4,574
4,500

$

$
$

$
$
$
3,500
4,500
25,500
l6.
4,300
26,000
4,500
30,500
16
4,500
27,000
8,000
35,000
6,630
6,000

-------
               Summary 0 & M                      _U
1.

2.
3.
4.
5.
6.
7.
8.
9.
10.


Raw & intermediate
pumping
Preliminary Treatment
Chlorination
Aerator Clarifiers
Filtration
Pumping
Yardwork
Laboratory
Administration
Equalization Basin

@ 15 MGD
$ 44,000

27,000
80,000
99,000
150,000
10,000
15,000
27,000
24,000
51,000
$527,000

$ 73,000

35,000
117,000
141,000
208,000
13,000
26,000
31,000
35,000
51,000
$730,000
684,000
                    P.W. and 0 & M

                    $527,000 x 11.47  =  $6,045,000

                    P.W. - ($684,000 - $527,000)/20 x 86.01  =  $675,000

                                                       = $6,720,000

III.      TASK 6 - PRESENT WORTH ANALYSIS - LAKE MONROE

          Smithville and Sanders at Dillman

          One P.S. "      Q    - .08
          6500 FM @ 4"    SVg
          5500 
-------
Smithville and Sanders Costs at Dillman

Smithville and Sanders require .08 MGD reserved capacity.  Their
proportionate share is .08/15 x 100  = .53%.

Smithville and Sanders are responsible for:

.0053 x (28,583,000 - 2,319,000)  =  139,000


Smithville and Sanders (Clear Creek)

Gravity Line - 18,500 @ 8"
Construction Cost  =  18,500 x $17/ft  »  $499,500
Project Cost  =  $499,500 x 1.3  =  $649,000
S.W.  =  $649,000 x 30/50 x .305  -  $118,000
P.W.  =  $531,000


Clear Creek Plant

Castore        500,000 - 100,000             =   $400,000
Harrodsburg                                       120,000
Smithville                                       .  80.000
                                                  600,000 gpd

Assume package plant

Equipment                                         $500,000
Instrumentation                                    100,000
Building - $20/sq. ft.                             100.000
                                                  $700,000

Project Cost                                      $910,000
S.W.      910,000 x 6                   =          546,000
P.W.S.V.  546,000 x  .3058               =          166,000

P.W.      910,000 -  133,000             =         $777,000

Interceptor    0   =  .12 + .08   =   .20
                 avff
Use existing  interceptor for  Castore

500 ft @  8" x $27/ft.                   -         $135,000
Project  Cost                                       176,000
S.V.P.W.  =   176,000 x  .6 x .3052      =            26,000

P.W.                                              $150,000

-------
Land = 5 acres x $2500
S.V.

Clear Creek Plant Construction Cost

     Plant
     Int.
     Land
                                        $13,000
                                        $13,000
                                      $ 700,000
                                        135,000
                                         13.000
Project Cost
                                      $ 848,000

           $910,000 + $176,000 + $13,000  - $1,099,000
0 & M

For 1 MGD
Filtration
Q Start-up
                        $100,000
                          30.000
                        $130,000
                              Q Down
Cast on
Harrodsburg
Smithville

.03
.10
.06
.20
.5
.12
.08
.70
Cs

Cs

Cs

Cs

Cs
Cs/(QL/Qs)

Cs/(l/.20)

CL/(5)-55

CT/2.4
 Li

.42 Cs
.55
               Cs

               Cs

               Cs

               Cs
Cs/(l/.70)
          .6
Cs/(1.43)

Ca/1.24

.81 Cs
         .6
0 & M @ .2  -  .42 x $130,000

0 & M @ .7  -  .81 x $130,000

Present worth

     55,000 x 11.47
     50,000/20 x 86.01
                           $55,000

                           $105,000
                              $630,850
                               215.025
                              $845,875
                          F-33

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Fairfax to Caslon

5000 ft @ 8" gravity
16,000 ft @ 4" F.M.
3 p.s.

0 & M Pump Station

     Power =
     Labor
                        $200
$   600
 12.000
$12,600
5000 ft @ $27/ft.
16,000 ft @ $15/ft.
P.S. + $55,000 @ 3

Construction Cost
Project Cost
                                         $135,000
                                          240,000
                                          165,000

                                         $540,000
                                         $702,000
                  $ 81,000
                   240,000
                   165,000
                  $486,000
                   146.000
                  $632,000
                           F-34

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IV.
TASK 6 - PRESENT WORTH ANALYSIS - INTERCEPTORS AND PUMPING STATIONS




A.   Unit Prices - Interceptor Sewer




     Normal Excavation   -    $5/c.y.




     Rock Excavation     -    $25/c.y.




     Trench Backfill     -    $6/c.y.






                         PIPE PRICES
Size
24"
30"
42"
48"
54"
60"
60"
66"
72"
78"
Type
D.I.
D.I.
RCP
D.I.
RCP
RCP '
RCP
RCP
RCP
RCP
Mat. & Labor
$66/L.F.
71
88
105
132
149
149
165
187
209
Normal Rock
Excav.* Excav.*
$37/L.F.
42
51
56
60
65
$13/L.F.
14
15
16
Backfill*
$9/L.F.
10
12
13
15
16
16
17
18
19
Total
$112/L.F
123
151
174
207
230
178
196
220
244
          *Trench depth = 10'




           Trench width = pipe diameter + 2 feet
                                    7_35

-------
B.   Interceptor Systems - Construction Costs




     Alternative 1 - Gravity Interceptor to Salt Creek Site
Item
42" RCP (rock)
54" RCP (rock)
60" RCP (rock)
66" RCP
72" RCP
78" RCP
Manholes
Railroad Boring
Quantity
10,000 L.F.
7,500
29,000
6,000
8,500 L.F.
10,000
134
15
Stream Crossing 25
Total Construction Cost
Alternative 2 -

Item
42" RCP (rock)
48" DIP (rock)
60" RCP (rock)
60" RCP
72" RCP
78" RCP
Manholes
Railroad Boring
Steam Crossing
Pump Station
Unit Price
$151/L.F.
207
230
196
$220/L.F.
244
$1,500 ea.
L.S.
L.S..
Gravity Interceptor and Force Main to
Creek Site
Quantity
10,500 L.F.
13,000
14,800
3,700
6,500
9,000
78
2
2
1
Total Construction Cost
Unit Price
$151/L.F.
174
230
178
220
244
$1500 ea.
L.S.
L.S.
L.S.
Total
$ 1,510,000
1,550,000
6,670,000
1,180,000
$ 1,870,000
2,440,000
201,000
426 ,000
365,000
$16,212,000
Salt
Total
$ 1,590,000
2,260,000
3,400,000
660,000
1,430,000
2,200,000
120,000
40,800
31,900
2,500,000
$14,232,700
                           F-36

-------
Alternative 3 - Gravity Interceptor to Ketcham Road Site
Item
42" RCP (rock)
54" RCP (rock)
60" RCP (rock)
Manholes
Railraod Boring
Stream Crossing
Total
Quantity
9,600 L.F.
8,800
5,000
45
6
5
Construction Cost
Alternative 4 - Gravity Interceptor to
Item
42" RCP (rock)
54" RCP (rock)
Manholes
Railroad Boring
Stream Crossing
Total
Quantity
9,600 L.F.
3,odo
29
2
2
Construction Cost
Unit Price
$151/L.F. $
207
230
$1500 ea.
L.S.
L.S.
$
Dillman Road Site
Unit Price
$151/L.F. $
207
$1500 ea.
L.S.
L.S.
$
Total
1,450,000
1,820,000
1,150,000
68,000
151,200
67,500
4,706,700

Total
1,450,000
620,000
44,000
40,800
24,200
2,179,000
Alternative 5 - Force Main to South Rogers Street Site
Item
24" DIP (rock)
30" DIP (rock)
Pump Station #1
Pump Station #2
Railroad Boring
Total
Quantity
6,000 L.F.
9,000
1
1
1
Construction Cost
Unit Price
$112/L.F. $
123
L.S.
L.S.
L.S.
$
Total
672,000
1,107,000
1,000,000
1,400,000
61,200
4,240,200
                     F-37

-------
C.   Stream Crossings

     For stream crossings, use 2 x excavation and backfill prices and
     1.5 x material and labor prices.

     Stream crossings are 40', manhole to manhole.

     Alternative 1
Size #
42"
54"
60"
66"
72"
78"

Alternative
Size #
72"
78"

Alternative
Size //
42"
54"
60"

Crossings
1
3
15
3
1
2
Total
2
Crossings
1
1
Total
3
Crossings
1
3
1
Total
L.S. Per Crossing
$ 10,320
13,920
15,420
12,380
13,860
15,340


L.S. Per Crossing
$ 13,860
18,060


L.S. Per Crossing
$ 10,320
13,920
15,420

Total
$ 10,320
41,760
231,300
37,140
13,860
15,340
$365,060

Total
$ 13,860
18,060
$ 31,920

Total
$ 10,320
41,760
15,420
$ 67,500
                          F-38

-------
     Alternative 4
D.
Size # Crossings
42" 1
54" 1
Total
Alternative 5
No stream crossings.
Railroad Borings
Railroad borings are 80 ' .
Unit Prices
24" - $150/L.F.
30" - 180
42" - 230
48" - 270
54" - 300
Excavation for boring pit
Alternative 1
Size # Borings
42" 2
54" 2
60" 7
66" 3
72" 1
Total
Alternative 2
Size # Borings
42" 2
L.S. Per Crossing Total
$ 10,320
13,920



60" -
66" -
72" -
78" -
- $2,000/pit.
L.S. Per Boring
$ 20,400
26,000
29,200
31,600
34,000
L.S. Per Boring
$ 20,400
$ 10,320
13,920
$ 24,240



$340/L.F.
370
400
450

Total
$ 40,800
52,000
204,400
94,800
34,000
$426,000
Total
$ 40,800
                          F-39

-------
     Alternative  3
Size
42"
54"
60"
# Borings
2
2
2
L.S. Per Boring
$ 20,400
26,000
29,200
Total
$ 40,800
52,000
58,400
                         Total
     Alternative 4
     Size
            Borings
42"            2

Alternative 5
     Size
          $ Borings

               3
L.S. Per Boring

   $ 20,400



L.S. Per Boring

   $ 20,400
     42"

E.   Pumping Stations

     1.   Construction Costs (based on peak flows)

          Pump Station within S.T.P.

          40 MGD Peak (16)
                                                $151,200
  Total
                                                     $  40,800
  Total
$ 61,200
               Basic cost
               Total cost

          16 MGD Peak (6.5)

               Basic cost
               Total cost

          9 MGD Peak (3.5)

               Basic cost
               Total cost
                         $650,000 x 232.1/150.6  -  $1,001,000
                         $820,000 x 1.54         =  $1,263,000
                         $300,000 x 1.54
                         $400,000 x 1.54
                  $462,000
                  $616,000
                         $190,000 x 1.54  =  $293,000
                         $230,000 x 1.54  =  $354,000
                          F-40

-------
     Pump Station outside of S.T.P.
               62
     c - 250 Q*   - Camp. Dresser and McKee
                       ft1)
     40 MGD    250(40)*°Z  =  $2,500,000
     16 MGD    250(16)-62  -  $1,400,000
     9 MGD     250(9)-62   -  $1,000,000

2.   Labor Costs (Ref. EPA)

     40 MGD

     Operating labor          1200 mhr
     Maintenance labor         930 mhr

                              2130 @ $6/hr  -  $12,780/yr.

     16 MGD

     Operation                 730 mhr
     Maintenance               600 mhr

                              1330 @ $6/hr  »  $7,980/yr.

     9 MGD
                           r
     Operation                 600 mhr
     Maintenance               510 afar

                              1110 @ $6/hr  -  $6,660/yr.

3.   Material and Supply Costs - Based on Average Flow

     16 MGD    $2500 x 171.2/112.2  -  $3,825/yr.

     6.5 MGD   $1050 x 1.53         -  $l,606/yr.

     3.5 MGD   $650 x 1.53          -  $  995/yr.

4.   Annual Electrical Costs

     S.W.      45 hp pump

          45 x 24 hr. x 365 days x .0149 $/hp* hr. - $5,874/yr.

     S.E.      115 hp pump

          115 x 24 x 365 x .0149                   - $15,000/yr.

     Central   550 hp pump

          550 x 24 x 365 x .0149                   - $71,800/yr.
                     F-41

-------
5.   Summary of O&M Costs

     Alternative 2

     O&M

       Electrical Power
       Labor
       Material and Supplies

               Annual O&M

     Alternative 5

     O&M

       Electrical Power
       Labor
       Material and Supplies

               Annual O&M
        $ 71,800
          12,780
           3.825

        $ 88,405/yr.
  S.E.

$ 15,000
   7,980
   1,606
   S.W.

$ 5,874
  6,660
    995
   Total

$ 20,874
  14,640
   2,601

$ 38,115
                    F-42

-------
                       APPENDIX  G
U. S. ENVIRONMENTAL PROTECTION AGENCY, REGION V
          INDIANA DISTRICT OFFICE
            EVANSVILLE, INDIANA
           CURTIS ROSS, DIRECTOR

               April 30, 1976
       STATEMENT FOR PRESENTATION AT
          PUBLIC HEARING ON DRAFT
         EIS, SOUTH BLOOMINGTON AND
       MON-ROE LAKE SERVICE AREAS STPs

                May 3, 1976

              Blooming-ton, IN
                       G-l

-------
                       STATEMENT  FOR PRESENTATION AT
                          PUBLIC  HEARING ON DRAFT
                         EIS,  SOUTH BLOOMINGTON AND
                       MONROE  LAKE SERVICE AREAS STPs

                               May 3,  1976
                              Blooming ton, IN

POLY CHLORINATED BIP.HENYL PROBLEM AND  STATUS

I.  History of Usage of PCBs

    A.  Production

        It is estimated that  1.4  billion pounds of PCBs  have been  produced
        in the United States  since their introduction  in 1929.  Of this
        amount, 150 million pounds have been  exported; 750 million pounds are
        currently in service;  and 500  million  pounds have entered  the
        environment.  Of the  500  million pounds that have entered  the
        environment, 300 million  pounds are  in landfills; 150 million
        pounds are in air, water, soil, and  bottom sediments; and  only
        50 million pounds or 10 percent of the total that has entered the
        environment have been degraded or  incinerated.  (See Attachment  I).

        The sole producer of PCBs in  the United States is the Monsanto
        Company, under the trade name  of Aroclor.  Some  domestic manufactuers
        either modify Aroclor or have  Monsanto prepare special  formulations
        for them.  These have been marketed  and used by  manufacturers in
        their products under various  trade names.  Additional quantities of
        PCBs are imported, both as a  raw material  and  as a  substance
        incorporated into manufactured parts or products.

        In 1970 Monsanto voluntarily  restricted domestic salas  of  PCBs  to
        use in transformer? and capacitors (closed  systems).  As  a result,
        current domestic production  of PCBs  is down  about 50  percent from  the
        peak years before 1970, but  still  amounts  to about  40 million pounds
        per year (1974).  Imports of PCB  liquids  currently  amount  to about
        0.4 million pounds per year.

    B.  Uses

        PCBs have been used both in  closed systems,  especially  as  sealed
        dielectric fluids in transformers  and capacitors, and  consumptive
        (or "open") applications, where the  PCBs  are  used in  and  consumed
        and discarded with a product.

        In the past, consumptive or "open" uses of PCBs  have  included im-
        pregnation of cotton and asbestos  for braided  insulation  of electrical
        wiring; plasticizers of vinyl  chloride polymer films;  components of
                                       6-2

-------
          high pressure hydraulic fluids; specialized lubricants and gasket
          sealers;  heat transfer agents; and machine tool  cutting oils.
          Former "open11 applications also include:  formulation into some
          epoxy paints; protective coatings for wood, metal, and concrete;
          aHhaci'wa*  /"-^^KonTocc Vfnnyn/Hiir'-Jrin n p no y» •  \; a r- c M tm HT"P^"iiCTnr» H1 "^in  n ^ 1 *
          ^* -~i i I \_ O < * •— 5  wu i »^ vj > i i •» -< -• tv_f-'lv ^- 1 )  f Cl V* W L" 'I I k_* i i ( t_« _i t \J t I p 1^11 ip  \J I I y
          additives  to waxes destined for investment casting;  as a component
          of more efficient lighting systems (fluorescent, mercury vapor, and
          sodium vapor).

      C.   Disposal

          The methods of disposal of PCBs are tied closely to the type of use;
          i.e., either consumptive (open), or closed systems.   Consumptive uses
          result in  PCBs being dispersed in the environment in accordance
          with the  use made of the particular products  involved (electrical
          wiring, coatings, plasticizers, etc.).  Closed systems (capacitors
          and transformers) account for release of PCBs  to the environment at
          the end of the useful life of the electrical  equipment; as a  result
          of accidental leakage from the equipment during its life; and  during
          filling or impregnation of the equipment with  PCBs before sale to
          users.

          Since 1970, when  Monsanto restricted sales of PCBs to electrical
          closed-system users, methods of disposal of solid and liquid PCB-
          contaminated wastes by these users have been  well-documented.   Such
          disposal  has been, for solid wastes, to either landfill or incineration;
          and for liquid wastes to either landfill, incineration, direct discharge
          to waterways, or discharge to municipal  sewerage systems.  Prior to 1970,
          the methods of disposal of such wastes were not well documented, and
          disposal  was indiscriminate since the high levels of toxicity  of the
          compounds  involved were not known.

 II.   The Environmental Problem of PCBs

      PCBs give rise to concern because of their chronic toxicity, their per-
      vasiveness and persistence in the environment, and their tendency  to
      accumulate in  food chains.  Chronic toxicity effects in humans (in
      addition to harmful effects of fish and wildlife)  have been reported to
      be:  reproductive failures, gastric disorders, skin lesions, and tumors.
      Acute toxicity is low.  Because they are relatively insoluble and  heavier
      than water, PCBs will tend to accumulate in bottom sediments of lakes
      and rivers into which they are discharged.  Plants and animals have the
      capacity to bioaccumulate PCBs in their tissue.  Such bioaccumulation
      factors have  been reported to be as high as 40,000 to 75,000 times the
      concentration  in the  surrounding environment (water or soil).

III.   Critical Path  of PCBs in Bloomington Area and Approach to Elimination of
      the Problem
                                           G-3

-------
A.   Background

    1.  As a result of letters  sent  by EPA  under Section  308 of
        PL 92-500,  VIestinghouse Electric  Corp.  at Bloomington
        (a manufacturer of capacitors  and other electrical
        equipment)  was identified as one  of 37  major PCB  users/
        dischargers in the Nation (Nov. 1975).

    2.  Russell  Train Statement (12/22/75)

        a.  Regional  offices of EPA  were  directed,  in cooperation
            with States, to immediately establish requirements to
            virtually eliminate PCB's  from  the  process wastes of
            all  manufacturers of PCBs  and manufacturers of  capacitors
            and transformers that utilize PCBs.

        b.  Regional  Officesof  EPA were directed to complete
            ongoing surveys of  37 identified major  PCB sources
            throughout the Nation, one of which is  Westinghouse
            at Bloomington, by  February 22, 1976.   On these surveys,
            U.S. EPA personnel  were  directed to:

            (1)   Determine precise manner in which  PCBs enter
                 land, air and  water from each  plant

            (2)   Determine what precise measures can be taken at each
                 plant to eliminate  or drastically  minimize PCB
                 contamination.

        c.  Regional  offices of EPA  were  further directed to require
            that all  measures affecting water discharges  be  under-
            taken expeditiously, regardless of  whether plant dis-
            charges to a waterway or to a municipal STP.

        d.  Results of above surveys will be used to determine
            whether an air emission  standard for PCBs should be
            developed and, if so, what it should be.

        e.  The surveys will enable  the regional offices, in
            cooperation with State and local solid  waste  disposal
            authorities, to assure that land disposal of  wastes
            from these plants will not cause additional land
            contamination from  PCBs.

        f.  It is believed these negligible levels  of PCB
            discharge to the environment  can be attained  at
            reasonable cost in  most  instances through process
            changes, substitution and/or  installation of  control
            technology.

-------
B.  Surveys Completed,  Resists and Action  Taken  to  Date

    The U.S. EPA has conducted three separate  sampling and
    inspection surveys  in the Bloomington  area as a  result
    of Westinghouse Electric Corp. (Bloomington) being
    identified as one of the 37 major PCB  users/dischargers
    in the Nation.  As  a result of these surveys, the EPA
    has verified the fact that Westinghouse  is discharging
    PCBs to the City Sev/er system, that a  portion of the
    PCBs go through the South STP and are  discharged into
    Clear Creek, that PCBs also are reaching Clear  Creek
    via a stream (partially underground] which received
    runoff from the Westinghouse plant area, PCBs are
    present in Salt Creek at the raw water intake of the
    Salt Creek water treatment plant in Bedford, and PCBs
    are concentrating in the South Bloomington STP  sludge.
    Related surveys by the State have shown  PCBs to  be
    present at high levels in fish caught  downstream of the
    South Bloomington STP outfall; and another survey has
    shown PCBs present  in milk taken from  a  cow which had
    eaten grass from areas fertilized with dried sludge from
    the South Bloomington STP.

    As a result of these surveys, the following action has
    been initiated:

    1.  Westinghouse Electric Corp. at Bloomington  has been
        placed on a timetable for attaining  minimal  discharge
        of PCBs.  Construction of abatement  facilities is to
        be complete by the end of 1976. Specific items agreed
        by Westinghouse to be completed are  as follows:

        a.  Cover the Aroclor 1016 receiving area at the  plant
            with suitable roofing to preclude  contaminated
            runoffs.

        b.  Cover the solid/liquid waste drum  storage area with
            suitable roofing to preclude contaminationed  runoff;

        c.  A consultant has been retained to  explore converting
            the capacitor washing operation  from water-caustic
            with sewer discharge to solvent  washing  with  complete
            recycle and solvent recovery.

    2.  Air emission studies of PCBs at the  Westinghouse  plant are
        continuing in cooperation with correlative  State  personnel.
                               6-5

-------
     3.  The EPA recommended that 3 landfill sites be closed and reworked
        which were  formerly used for solid waste disposal by Westinghouss
        and where water and soil PCB contamination were found.

     4.  Discrepancy in the PCB data between the amount discharged by the
        Uestinghouse Plant and the amount discharged by the South STP
        has resulted in the State setting up an additional sampling
        survey to identify other possible dischargers of PCBs in
        Bloomington.

     5.  . The State has recommended that fish caught from Clear Creek
        below the Winston Thomas STP outfall and from Salt Creek below
        the Monroe  Dam not be consumed by the public.

     6.  The Bloomington South STP has stopped distributing their sludge
        to local farmers and gardeners because of the high levels of
        PCBs detected.
IV.   SUMMARY
     The uses  and attendant problems  related  to  PCBs are well documented.
     In the Bloomington area,  PCBs  have  been  detected in the sewerage
     system, related receiving streams and  associated fish, in runoff from
     relevant  landfills, and cattle associated with sewerage sludge
     disposal.  However, the U.S. EPA and other  applicable Federal Agencies,
     local  government and industry  involved are  expediently working  toward
     substantial  reduction and/or complete  elimination of the identified
     problem.   Furthermore, these same entities  are continuing "search  and
     find"  surveillance actions designed to identify and abate any pervasive
     PCB problems not previously identified in the Bloomington area.
                                           6-6

-------
50
DEGRA
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                  G-7

-------

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                        APPENDIX  H


AN .ARcitAKULOCir.A:. Kkco;-;NAi: :A:,(T.  or IHL AULA OF PKO;OST::>

    LOCATION  O*  l.iE DI[.!,:-,A ,  :-JAL.  SL-,AU;, TBuAT>Ji":NT

     FACILITIES  A.ND ASSOCiATLi;  IMERCEPTOR KOUTL
             Prepared for City of  Bloomington
                            By

         W.  Fredrick Limp, Survey  Archaeologist
        Glenn  A.  Black Laboratory  of  Archaeology
                   Indiana University
                      June, 1976
                             H-l

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                            Incroc'uc t Jon






      In order to comply witli t.be National i.uvironniental Policy Act, the




National historic Preservation Act, Executive Order 11593, and Public




Law 93-291, an archaeological reconnaissance of the.arca of the proposed




location of the Dillnian Road sewage treatment facilities and associated




inteceptor route vas undertaken on June '3 - 4,  1976.  At the request




of City of Bloomington Utilities, thi& work was accomplished by the    >




writer in order to assess project impact on prehistoric cultural




resources.




      The proposed project areas are situated in the Clear Creek floodplain




for both plant and interceptor locations.  This pnysiographic '(situation




is one in which prehistoric habitation sites are known to exist in nearby




areas.






                         The Reconnaissance






      Reconnaissance conditions for the interceptor route were extremely




poor.  Based on the available small scale maps the precise interceptor




route could not be determined.  Using the information on pages 3-6-1 and




3-6-2 of the Environmental Impact Statement, Dr_aft_ it was decided that




observation of a corridor extending 50 feet on either side of the stream




channel would be necessary.  From the Winston-Thomas plant to the Dillman




Road Location the entire corridor was covered with either timber, brush




or pasture.  Under these very poor observation conditions no materials




indicative of prehistoric cultural resources were located.
                                  H-2

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       .'u-  i-«rv.' .-i^on nf t i,o j ropc>s-!v  .I'j!;. in Kuad t.rentni£-nt f.iciJity




lire •.;•-!••<•   --er /  -,oo  ut-t e: .-..i n..-, vi! .  lii-h probability, th»-




fVLS'-.-r;  v.  :t>siMn •' of r-en) st ^: !•_•  'lai-1 t.i t ion ivntor i .ij s,  Tho area, uhirli




V,ti;. ';i:cn  |)jC'\,c,:,  oi^'-ei-i anc! r'.-'uu.tiu  .:.  .'<>n, >s jor.tt^ti in wu.'it.  is  to




(:•' the. nor i-iien.sterr portion of  the  jiiant.   Us ing 'iv.ure V] 11 -  5




(Dlllauin  Road  Site V! an, i Lrst  Am^nJ; •••nL to i-'ao il it ies Plr,n) Che ..ire;1




involved  in-_lud«=-.s tue project area  northeast o£ a line  from the prop'osed




location  of  the Punsp Station to  thi--.  southern td^'.?. of  the Electrical




Substation.  The redlining project  area.was covered' in pasture,




brush and  timber.




      In  the area witn good observation  conditions a  large amount  of




prehistoric  cultural materials  was  located  during the reconnaissance.




Five dtfft-rpint  .^rtJf^rt distributions could be delimited from the




reconnaissance  data.  The five  areas  can be located (approximately) with




regard co  the  facility plan as  follows:   Location or-o extends from the




proposed  pump  station location  to  the northernmost  20 MGD primary




aerator.   The  second location is indicated  by the two northernmost




40 MGD aerators,  while the third locus  is within the  limits of  location




1 but has  a  very dense distribution of materials.  It is positioned at




the location of the areated grit chamber.   The fourth locus includes




the area  in  the vicinity of the  proposed roadway at its most northern




extension.   The final  location of materials is just eas.t of the




proposed  electrical substation.




      The delineation  of archaeological  material limits is based on




the observed presence  or absence of artifacts and their relative densities,




Such loci are guides to future work but  may, in fact, reflect only




superficial  or  temporary site characteristics.
                                H-3

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1,1 -a', io 11 1

  7 lar;'t; irrt-f'jiir  •] \ :•-••.•, r:.i,ic fro--,  larro-i-hur •  chert,  one of
    \/i ic :\ i s  tu- -i t  f." o« t o^

 13' small' irrr-;ular. : Tikes aK>--. • ariotis'.'.irv; <~hfit

  1 quartzite  flai-.t

  5 flakes of  LinJeterT1.ined c'.u^rt !_ype

  2 block fragments  (cores?)  one o-4' which is Harrodtibur-.; chert

Location 2

  ft flakes of  I'.arrousburr',  chert, three of whicn were  heat treated

  5 flakes of  undetermined chert type, one of which was  he.it treated

  1 triangular end  scraper

Location 3

 36 small llarrodsburg chert flakes, eight of which were  heat treated
                              ,*
 35 small Lest kivur chert flakes one of which w.is heat  treated

  2 flakes of  undetermined chert type

Location 4

  1 large trian;;ulcid flake with retouch on the point  indicating
    drill-like use

  1 thick bifacial  knife

 18 Harrodsburf,  chert flakes,  five of which were  heat  treated

  3 block fragments  (cores?),  tvo of which ar^ of Harrodsburg chert

  7 flakes of  undetermined chert type

Location 5

  i Late Archaic  stei.icied  knife, undetermined chert type

  2 lar&e irregular  flakes, one of whim is llarrodsburg  chert
                         H-4

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      The ,iriiLa::ts  iror  toe  sita  Jr.<'i--ite  '.'..at  th*> project ar'.--* was




utilize.! prrnif-torit.a] 1 y  as a  "n.t-<'i!  into useable forms.




In addition to -xanufacturing,  otl.er  domestic  activities  verc also




performed at the site  as  the  presence of  knives,  scrapers  and a "drill"




indicates.




      Only one artifact could  he. assigned to  a chronological period.




The artifact, a Late Archaic  stormed knife, dates to more  than 3000




year s__a£o.




      In the remaining  project area, covered  by  pasture, timber and




brush, no materials  were  found.






                  Conclusions  and Recommendations






      The materials  recovered  from the reconnaissance  of the Dillman




Road'archaeological  site  will  be curated at the Glenn  A.- Black




Laboratory unless other curation Is desired by the City of  Bloomington




or other concerned agencies.  The site has been recorded in the Indiana




University Archaeological Survey as Mo-305.   Reconnaissance results




indicate that at least one large portion of the project area is a




site of prehistoric human habitation.  Given  the  physiographic




circumstances it is almost certain that other habitation sites are




located in both the  interceptor route and those parts  of the treatment




plant covered by pasture.




      As the interceptor  route surface disturbances will be limited




to a relatively circumscribed area any destruction of  cultural resources




caused by interceptor construction will not materially degrade the




future possibilities of recovery of  information from these  sites.




Consequently no future archaeological investigations are recouauended





for the interceptor route.             H-5

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    .  Cori3t. .-ucMon of the Diilman facility will undoubtedly destroy




prehistoric cultural iiiiterial:,.  A test excavation at Mo-30b is,




•cl crcfcre, recoi; Landed to permit the evaluation of the exact, nature of




the site, itb urcl-.aeological significance, and itM potential, if any,




for inclusion in the National Register of historic Places.




      The attached budget indicates estimated time and charges for a




test excavation which includes the removal of the "plow zone" in at




least two areas using heavy equipment.  Removal of this disturbed zone




will expose any prehistoric features and artifacts which have not been




disturbed by modern plowing,.  Excavations should be conducted within




Location 1, including that part around Location 3.  Additionally Location




A should also be examined.




      After test excavation, the dirt removed should be replaced and




the information obtained analyzed and described.  A report of findings




should then be prepared and an evaluation of the imapct  of project




construction on the site and the archaeological data base presented.




This evaluation should consider those criteria which determine elgibility




of the site to the National Register of Historic Places.
                              H-6

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  Prepared for the City of Bloomington
                   By
             David E. Sonner
Glenn A. Black Laboratory of Archaeology
           Indiana University
               July, 1976
                 H-7

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     In order to comply vuh Lee la^io.i-tl tavi TO amenta;. Policy Act,  Ch<-




'.ationai iiistoric Preservation Act, rxecutive (;ri!er 11593,  ir\d Public




Ltw 93-291, an archaeological reconnaissance of the area of the propos-d




location of the Uillman Road sewage treatment facilities and associated




interceptor route was undertaken on June 3-4, 1976 at the request of  tl.e




City of Bloomington Utilities.  The reconnaissance was accomplished  by




W. Frederick. Limp in order to assess project iirpact on prehistoric cultural




resources.  A large prehistoric site, now recorded in the Indiana University




Archaeological Survey as 12Mo305, was located during the reconnaissance.




W. F. Limp recommended that the site be further evaluated by means of




archaeological test excavations to assess its archaeological significance




and its possible potential for inclusion in the National Register of




Historic Places.  The present report is a description of the test conducted




during July 6-9, L976 and an evaluation of site significance based upon




test results.






                       The Test Excavation






    Three areas, each 1000 square feet, were opened to determine if  12Mo30S




had any subsurface cultural context.  The areas investigated were chosen




because of the apparent ground surface concentration of tools, or tool




fragments, and also because of the quantity of associated lithic debris.




Plow zone removal wns accomplished with heavy equipment, and was not  screened




because the cultural material was not in primary context.  After the plow
                           H-8

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.lone 'itif  ueflWfK:  ),u£,:oi'      .  ii   '  -..  100'".  c:^i n ,- loot are-*." were




shovel  ai.rai'S'*  10 ; i^rer'. t .;  p'e'-sv:' e- or -ib^f.^ct  cf preM^c - '.^  'id'j*-,'




construe*.-or *? <.r  faali.i..-.  ''.f.TV r  ' !•<•  • j v»  ?.?nt'  ;r> tes'c niPa i»:j. 2




two  :rfv.i.s cu. 301   -i irr.t. lu.'-3 ~ i< <> 01 ;••?:•<• i'^ie prr-b Isr.jr ic feature.-! were




ons*T'/ed, b'd uf-on Uir«t:er ••'xvninat i.on it was  found chat they were




;jrobably  not features mn^je b-' tha prehistoric  inn;»uitant.s.  Test areas




no. i and  j weri>  also void or  featarrs.




     During the procftss of s>novcl scraping the  floor in test area no. 2,




several oieces of fiiut debris were encountered.   It was difficult to




d^teraine whether these were in primary  context or  whether they had been




deposited by the  weight of the heavy equipment.  In order to evaluate the




deposition of this material a 25 foot square area  was excavated from the base of




plow zone down to a  depth of approximately three tenths of a foot.  The




soil removed from this test was screened through quarter inch mesh and




waa found to contain several pieces of flint all of which wen* fairly small




except for one piece.   Soiae,  or possibly all, of the flint below the




plow zone may have filtered to a lover depth through foot action or rodent




activity.  Flint  was not noticed while shovel scraping test areas no. 1




and 3.  Therefore, comparable 25 foot square tests  in these areas were




deemed unnecessary.




    A limited deep test trench was excavated in a  portion of test area no. 3




to explore the possibility of  a deeply buried occupational level or levels.




The test  trench measured three feet in width and seven feet in length and




was excavated to  a depth of eight feet below the surface of the ground




where bedrock was encountered.  The walls of the deep test trench were




examined  for cultural materials but none were found.
                              H-9

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                 Conclusions ai,d '\ r jmm^ via c ions
    The pifesont sf:'.*us c' KRowioc,^'1 ccno'raing  12Mo305 indicates thid




fc'te La ~ot likel- to product; .signit i, ,ip.'j  .-irchaeolo;.' icai infonaatioi;




other than the surface collections niaoe  aad  it  does noi. appear to meet




t  ie criteria for  listing on th? National Register  of  historic Places.




Only a small portion of  the site was  tested  but the absence of prehistoric1




Indian features in the areas tested indicates a low probability of any




features existing in other areas of the  site.  However, since it is a




known area of prehistoric utilization it is  recommended that the Glenn




A. Black Laboratory of Archaeology be notified  to  prevent destruction




of information if any soil discolorations  are observed during construction.




It is our conclusion that project construction  at  the Dillman Road




location will not adversely affect prehistoric  cultural resources.
                             H-10



             •U.S. GOVERNMENT PRINTING OFFICE 1976 654,388

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