Black River Waste Load Allocation Report, Volume 1

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5298
                                                         001R80101
                               BLACK  RIVER
                    WASTE LOAD ALLOCATION REPORT
                    U.S. Environmental Protection  Agency
                                 Region  V
                      Surveillance and Analysis Division
                           Eastern District Office

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                              BLACK   RIVER
I
           WASTE  LOAD ALLOCATION  REPORT



I

I                                 .   Prepared for the
                        OHIO ENVIRONMENTAL PROTECTION  AGENCY

I

•                                    NOVEMBER 1980

I
                                     Donald R. Schregardus
£                                    Gary A. Amendola
                                      Daniel 3. Murray
I                                    Jonathan R. Pav/iow
                                       Daniel C. Watson
 •                                    Darel E. Schartman
                                        Willie H. Harris
                    UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
                                          REGION V
 —                          SURVEILLANCE AND  ANALYSIS DIVISION
 I                       •         EASTERN DISTRICT OFFICE
                                      WESTLAKE, OHIO

              "  "           '       -

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BLACK RIVER
WASTE LOAD ALLOCATION REPORT
TABLE OF CONTENTS


Preface
List of Tables
List of Figures
Section
I. Objectives

II. Scope
III. Findings and Conclusions
IV. Recommendations
V. Planning Area Description
A . Geography
B . Geology
C . Meteorology
D. Land and Water Uses
E. Demography
F . Economy
G. Location of Point Source Dischargers
H . Hydrology
Black River
Beaver Creek
References
VI. Water Quality Standards
VII. Summary of Point Source, Effluent Loadings
VIII. Existing Water Quality, Biology, and Segment
Classification

A. Existing Water Quality
1. United States Geological Survey
2. Ohio EPA
3. Lorain County Metropolitan Park District
*. Municipal Sewage Treatment Plants
5. Other Monitoring
6. U.S. EPA Surveys






Page
No.





1-1

II- 1 to
III-l to
IV- 1 to
V-l to
V-l
V-3
V-5
V-15
V-20
V-31
V-31
V-*9
V-*9
V-5*
V-55
VI- 1 to
VII- 1 to













II-*
III-2
IV-2
V-5*










VI-9
VII- 12

VIII- 1 to VIII- 39

VIII- 1
VIII- 8
VIII-9
VIII- 9
VIII- 10
VIII- 11
VIII- 11

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                                                                     Page
                                                                      No.

      B.  Biology                                                  VIII-1*
          1.   History                                              VIII-1*
          2.   Fish                                                 VIII-15
          3.   Benthic  Macro vertebrates                             VIII-20
      C.  Segment Classifications                                   VIII-23
      References                                                  VIII-39

IX.   Water Quality  Management and Planning                      IX-1 to IX-64

      A.  Recommended Point  Source  Controls                      IX-1
          1.   Legislative Requirements                             IX-1
          2,   Discharger Classification                             IX-3
              a.  Category 1   Direct Dischargers to  Lake Erie     IX-^
              b.  Category 2   Dischargers to "Low-Flow Streams"
                  and Zero Flow  Streams                          IX-6
              c.  Category 3   Dischargers to Lower  Black River    IX-25

      B.  Non-Point Source Considerations                          IX-53
          1.   Dissolved  Oxygen                                    IX-53
          2.   Nutrients,  Suspended Solids                          IX-54
          3.   Metals                                              IX-56

      C.  Total  Maximum Daily Loads                              IX-57

      D.  Municipal  Treatment Plants                               IX-59

      E.  Water Quality Standards Revisions                        IX-60
          1.   Low Flow Streams                                   IX-60
          2.   Black River Mainstem                               IX-61
      References                                                  IX-63

 X.   Recommended Primary Monitoring  Network                    X-l to X-'f

      Acknowledgments

      Appendix I
          Point  Source Location Maps

      Appendix II
          Black River Thermal  Analyses

      Appendix III
          Black River Dissolved Oxygen Analyses

      Appendix IV
          Effluent  Limitations
          A.  Existing Permit  Limitations
          B.  Recommended Modifications to Effluent Limitations
          C.  Recommended Effluent  Limitations for  Unpermitted Discharges

      Appendix V
          Technical Justification  for NPDES  Effluent  Limitations for
          Municipalities on Low Flow Streams

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                               PREFACE
     Section  303(e) of the  Federal Water  Pollution Control Act Amend-
ments  of 1977 provides for  the  establishment of a  Continuous Planning
Process by the State on a river basin sca.le consistent with other sections of
the 1977 Amendments.  The river  basin plan,  or  Section 303(e) plan, is a
water quality management plan for the streams, rivers, and tributaries and
the total land and surface area within a planning area defined by the State.
The purpose of the plan is to coordinate and direct the State's water quality
decisions on  a river basin scale.   The  plan is neither a broad  water and
related land  resources plan nor  a  basinwide facilities plan; it is  a document
that identifies the basin's water quality p-oblems - including a determination
of existing water quality,  applicable standards,  and significant point and
nonpoint sources  of pollution -  and sets forth a cost-effective remedial
program for  those problems including effluent limitations and other control
strategies;  it  identifies   Section 201  facility   decision   planning  and
Section 208 areawide  planning needs; it sets forth priorities  for municipal
facilities   planning  and construction  grants  and  for  industrial  permit
processing; and it  establishes the timing of plan  implementation.
     The Waste  Load Allocation  Report (WLAR) is  a  comprehensive water
quality report that provides the technical basis for the Section  303(e) plan.
It focuses upon the relationships  of existing water  uses with duly adopted
water  quality  standards.   The  WLAR  identifies and ranks point source
dischargers in  terms of adverse impact  on water  quality;  provides  recom-
mended  schedules of compliance  and target  compliance  dates;  assesses
municipal  treatment  needs; recommends  appropriate 'revisions  to  water
quality standards; and recommends an  appropriate monitoring and surveil-
lance program. Where necessary,  because of severe water quality problems,
the  WLAR  establishes maximum  daily pollution  loadings  that  can  be
discharged  to a  stream  segment; makes  individual point  source load
allocations; and, where possible, assess nonpoint source pollution.

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                           LIST  OF TABLES

Table                                                                Page
 No.                             Title                               No.

 V-l    Black River Planning Area, Average Temperature              V-10
 V-2    Black River Planning Area, Average Precipitation              V-10
 V-3    Black River Basin, Monthly Mean Precipitation Probability     V-12
 V-4-    Climatic Data for Black River Planning Area                  V-15
 V-5    Black River Planning Area, Land Use, 1967                   V-16
 V-6    Black River Planning Area, Public Water Supplies              V-17
 V-7    Black River Planning Area, Agricultural Water Withdrawal     V-l8
 V-8    Black River Planning Area, Industrial Water Usage            V-20
 V-9    Lorain County, Projected Industrial Water Demand            V-24
 V-10   Black River Planning Area, 1973 Water Usage  Estimates       V-25
 V-ll   Black River Planning Area, Major Population Centers          V-26
 V-12   Black River Planning Area, Population Projections by
        Sewage Service Area                                         V-27
 V-13   Lorain County, Employment Projections (1975-2000)           V-28
 V-14   Black River Planning Area, Ten  Largest Employers            V-29
 V-15   Manufacturing Firms  in Lorain County                        V-31
 V-16   Black River Planning Area, Discharges to Lake Erie and
        Minor Tributaries                                             V-33
 V-17   Black River Planning Area, Black River Dischargers           V-3^
 V-18   Black River Planning Area, West Branch Dischargers           V-39
 V-19   Black River Planning Area, East Branch Dischargers           V-42
 V-20   Black River Planning Area, Beaver Creek Dischargers          V-46

 VI-1   Black River and Lake Erie  Water Quality  Standards            VI-3
 VI-2   General Lake  Erie Basin  -  Temperature Standards              VI-5
 VI-3   Seasonal Warm water  Habitat - Temperature Standards          VI-6
 VI-4   Lake Erie  Western Basin  -  Temperature Standards             VI-7
 VI-5   Lake Erie  Central Basin - Temperature Standards              VI-8
 VI-6   Seasonal Daily Maximum  Temperature Limitations  for the
        Hypolimnetic Regions of Lake  Erie                           VI-8
 VI-7   Permissible Concentrations  of  Pesticides                       VI-9

 VII-1   Black River Planning Area, Black River Dischargers,
        Effluent Loadings                                             VII-3
 VII-2   Black River Planning Area, Tributaries to Black River,
        Effluent Loadings                                             VII-4-
 VII-3   Black River Basin, U.S.  Steel - Lorain Works, Effluent
        Loadings                                                     VII-5
 VII-4   Black River Planning Area, West Branch, Effluent
        Loadings                                    .                VII-8
 VII-5   Black River Planning Area, East Branch  of  the Black
        River,  Effluent Loadings                                      VII-9
 VII-6   Black River Planning Area, Beaver Creek Basin,
        Effluent Loadings                                             VII-11
 VII-7   Lake Erie  Dischargers, Effluent  Loadings                      VII-12

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Table                                                               Page
 No.                             Title                               No.

VIII-1  Black River Planning Area, Stream  Monitoring Stations        VIII-2
VIII-2  Fish Collected  from the Black River and Adjacent Waters     VIII-16
VIII-3  Benthic Macroinvertebrate  Taxa Collected in the Black
       River Basin by EPA in  July  1974                             VIII-22
VIII-4  Black River Planning Area, Segment Classifications           VIII-27
VIII-5  Black River Planning Area, Discharger Ranking by Segment   VIII-28
VIII-6  Ten Most Significant Dischargers in  the Black  River
       Planning Area                                               VIII-32

IX-1   Direct Dischargers  to Lake Erie                              IX-5
IX-2   Facilities Greater than  0.1 MGD Discharging to  Low
       Flow Streams                                               IX-8
IX-3   Amherst STP,  Documentation for  Input Variable  Selection     IX-10
IX-4   Brentwood Estates  - STP,  Documentation for Input
       Variable Selection                                           IX-11
IX-5   Eaton  Estates - STP, Documentation for Input Variable
       Selection                                                   IX-12
IX-6   French  Creek - STP, Documentation for Input Variable
       Selection                                                   IX-13
IX-7   Graf ton  -  STP, Documentation for  Input Variable
       Selection                                                   IX-14
IX-8   LaGrange - STP,  Documentation for Input Variable
       Selection                                                   IX-15
IX-9   Lodi -  STP, Documentation  for Input Variable Selection       IX-16
IX-10  Oberlin - STP,  Documentation for Input  Variable Selection    IX-17
IX-11  Spencer  -  STP, Documentation for  Input Variable
       Selection                                                   IX-18
IX-12  Wellington - STP,  Documentation for Input Variable
       Selection                                                   IX-19
IX-13  Results of Simplified Wasteload Allocation Procedures
       Computed  Effluent Quality                                  IX-21
IX-14  Recommended  Effluent  Limits                               IX-22
IX-15  Recommended  Effluent  Limitations  for Small Sanitary
       Discharges to Low Flow Streams                             IX-24
IX-16  U.S. Steel -  Lorain Works Thermal Load Allocations          IX-31
IX-17  Lower Black River Physical  and Hydraulic Characteristics     IX-35
IX-18  Reaction Rates for the Lower Black River                   IX-38
IX-19  Effluent Loadings for Selected Treatment Alternatives         IX-40
IX-20. Sensitivity Analysis Inputs                                    IX-45
IX-21  Recommended  Effluent  Limitations  - Elyria STP              IX-48
IX-22  Recommended  Effluent  Limitations  - French Creek COG
       STP                                        -                IX-49
IX-23  Recommended  Effluent  Limitations  - Lorain STP             IX-50
IX-24  Recommended  Effluent  Limitations  - U.S. Steel              IX-51
IX-25  Dissolved Oxygen Change  with Storm  Events  (1973 USGS
       Water Resources Data  for Ohio)                             IX-55
IX-26  Total  Maximum Daily Loads                                 IX-58

X-l   Recommended  Primary  Monitoring Network, Black River
       Planning Area                                               X-4

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                           LIST OF FIGURES

Figure                                                               Page
 No.                              Title                               No.

 II-1    Black River Planning Area  Location Map                     II-3
 II-2    Black River Planning Area, Significant Political Boundaries   II-4

 V-l    Black River Planning Area, Black  River and Beaver Creek
        Basins                                                      V-2
 V-2    West  Branch and Mainstem of Black River, Elevation vs.
        River Mile                                                  V-4
 V-3    Physiology of  Ohio                                          V-5
 V-4    Black River Planning Area, Soils Association Map            V-7
 V-5    Black River Planning Area, Underground Water Availability
        Map                                                        V-9
 V-6    Black River Planning Area, Isohyetal  Map                    V-ll
 V-7    Black River Basin, Annual  Rainfall Probability               V-13
 V-8    Black River Basin, Monthly Rainfall Probability              V-13
 V-9    Black River Planning Area, Discharger Location Map         V-32
 V-10   Black River Basin, Drainage  Area vs.  River Mile             V-49
 V-ll   Flow-Duration Curve, Black  River at Elyria                 V-51
 V-l2   Monthly Hydrograph, Black River at Elyria                  V-52

 VIII-1  Black River Planning Area, Stream Monitoring Stations       VIII-7
 VIII-2  Fish Collected During a Seining Study  of the Black Creek
        from  1959 to  1960                                          VIII-19
 VIII-3  Black River Planning Area, Stream Segment Classification    VIII-24
 VIII-4  Black River Planning Area, Segment Classifications          VIII-26

 IX-1   Black River Temperatures at  R.M. 5.0, Existing  Loadings    IX-28
 IX-2   Black River Temperatures at  R.M. 3.88,  Existing Loadings   IX-28
 IX-3   Black River Temperatures in  Midsection and Turning
        Basin,  Existing Loadings                                     IX-29
 IX-4   Black River Temperatures at  R.M. 5.0, Alternative  1        IX-32
 IX-5   Black River Temperatures at  R.M. 3.88,  Alternative 1      IX-32
 IX-6   Black River Temperatures in  Midsection and Turning
        Basin,  Alternative 1                                         IX-33
 IX-7   Black River Temperatures in  Midsection and Turning
        Basin,  Alternative 2                                        IX-33
 IX-8   Dispersion Coefficient                                       IX-37
 IX-9   Black River Projections (AUTO SS) Elyria Options           IX-41
 IX-10  Black River Projections (AUTO SS) French Creek Options    IX-41
 IX-11  Black River Projections (AUTO SS) Lorain Options           IX-42
 IX-12  Black River Projections (AUTO SS) U.S.  Steel Options      IX-42
 IX-13  Black River;  DO Sensitivity Analysis                         IX-47

 X-l    Black River Planning Area, Recommended Primary Water
        Quality Monitoring Network                                 X-3

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                              SECTION I

                             OBJECTIVES
     The objectives of the Waste Load Allocation Report are to provide the

basis for a water quality management plan for the Black River Planning

Area pursuant to Section 303(e) of the Federal Water Pollution Control Act

Amendments  of  1977, and  to  support  the National Pollutant Discharge

Elimination System (NPDES) permitting process pursuant to Section ^02 of

the  1977 Amendments.    NPDES  permit conditions  for  point  source

dischargers include effluent limitations, compliance schedules, and effluent

monitoring requirements.

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                               SECTION II

                                 SCOPE
     The Black River Planning Area encompasses  in excess of 515 square

miles of drainage in the Lake Erie Basin including the total drainage of the

Black River (467 square miles),  Beaver Creek (44 square miles), Martin Run

(4 square  miles), and  a  few  square miles draining directly  to  the  lake.

Figure II-l illustrates  the  area  of  study and its location  within the State.

Figure H-2 is  a more  detailed  illustration of the  Planning Area  denoting

significant political boundaries.  Based upon the 1970 census, the population

residing in the area is estimated to be 250,000 people or roughly 2.3 percent

of the  State's  1970 population of  10,650,000 people;  the Planning  Area

accounts for about  1.2 percent of the surface area  of Ohio. There are 159

known  point source dischargers within  the  Planning  Area, including 114

municipal  and  semi-public  sewage treatment  plants  and  45  industrial

facilities including municipal water treatment plants.

     Because of the extremely low water quality  design flows of  Beaver

Creek  and the Black River  above  Elyria,  sophisticated water  quality

modeling was generally  not required to establish  effluent limitations for

dischargers to these streams in conformance with applicable water  quality

standards.  However, such techniques were employed to study the complex

water quality  problems of the eleven mile segment of the  Black River  from

the  northern  portions  of  Elyria  to  Lorain.    Effluent limitations  in

conformance with  water  quality standards were developed for the major

dischargers in this segment.

      Approximately 40 stream sampling stations throughout  the  Planning

Area were employed as part of this study to assess compliance with water

quality standards  during spring runoff  conditions  (April-May,  1974).  In

addition,  14 stations  in the lower  Black River  were  intensively sampled

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during summer low  flow <~:.r:diiions for water quality simulation  purposes
Duly  1974, July I"; ?). Aside from •v.tto'- quality data obtained by the USGS
and the  Ohio Environmental Protection Ag^,.:.-  -•»• and  below the USGS
stream flow  gaging  station in Elyria, there are not much ion.-, term  data
available for  the  Planning Area.  Available water quality data from previous
Ohio  EPA and U.S. EPA studies and miscellaneous sources were assembled
and included  herein.
      Of  the  45  industrial  facilities, 16 of the more significant dischargers
were  inspected, and effluent sampling programs were completed at Harshaw
Chemical Company and the U.S. Steel - Lorain Works.  The Elyria, Lorain,
and  Oberlin  sewage  treatment  plants  were  inspected,  with   sampling
programs completed at the Elyria and Lorain facilities.  In addition, a  field
reconnaissance program  was conducted  to identify dischargers to the Elyria
storm sewer system.   Since  NPDES permits are now effective for many
dischargers  in the  Planning  Area,  the  effluent  limitations  and other
requirements of  these permits are reviewed herein in terms of consistency
with  applicable water quality standards and effluent  limitation guidelines.
Recommendations for modification of these permits are made as appropri-
ate.

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                            FIGURE 31-1

                  BLACK  RIVER  PLANNING AREA

                          LOCATION  MAP
                         BLACK RIVER
                          PLANNING
                            AREA
        KY.
BASIN KEY
   /J BEAVER CREEK



  /] BLACK RIVER
      SCALE IN MILES
KHHHHE
                                    2O
                                                      40
                                                            60

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                     FIGURE II-2


          BLACK  RIVER  PLANNING AREA


           SIGNIFICANT POLITICAL BOUNDARIES
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          £j-C)RAIN \COUNTY_


            ASHLAND  COUNTY
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                               SECTION III

                     FINDINGS AND CONCLUSIONS
     (1)  There are  159 known point  source dischargers within the Black

River planning area, including 114 public and semi-public sewage treatment

plants, 38 industrial facilities, and 7 water treatment plants.  Four facilities

discharge directly to Lake Erie,  127 discharge to streams with water quality

design flows of zero  cfs, and  28 discharge  to  lake-affected areas of the

Black River or to streams having a significant water quality design flow.

      (2)  Upstream of Elyria, most streams have good quality water and are

in substantial compliance with Ohio water quality standards.  Violations of

the cadmium and lead standards were found  at several locations, apparently

the result of agricultural non-point  source  pollution.  Bacterial standards

were  exceeded throughout  the  basin due to the discharge of inadequately

disinfected sanitary wastes.

      (3)   Large  discharges  of ammonia  and  other  oxygen-demanding

materials from the Elyria  sewage  treatment  plant  cause  continuing and

substantial  violations of Ohio  Water  Quality Standards for  ammonia and

dissolved oxygen  in the main stem  of the Black River.  Thermal discharges

from  the  U.S. Steel-Lorain Works  cause violations  of  the  temperature

standards in the Black River, and, the discharge of oxygen demanding wastes

from  this facility contribute to the violation of dissolved oxygen standards.

In addition,  the  oil  discharge from   U.S. Steel  Outfall  001   is  causing

violations  of Section 3745-1-04(8)  of   the Ohio Water Quality Standards,

despite being in compliance with current NPDES permit conditions.   Upon

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reaching  design  flow, the  discharge  from  the French Creek  Sewage
Treatment Plant  will become a significant factor in  the  dissolved oxygen
balance in French Creek and in the Black River.
     CO The classification of the  main stem of the  Black River as "water
quality  limiting"  is  warranted  since  conventional   municipal  secondary
treatment  for the Elyria and  French  Creek sewage  treatment plants, and
BPCTCA for the U.S. Steel-Lorain Works are not adequate to achieve water
quality  standards.  Most remaining streams in the planning area should be
similarly classified due to their low water quality design flows.
     (5) With minor exceptions, Ohio's warmwater habitat use designation
and associated water quality criteria are achievable throughout the planning
area with  well demonstrated,  conventional industrial and municipal treat-
ment technologies.   The  seasonal warmwater habitat use designation  is
appropriate for limited reaches below the Brentwood ELstates, Eaton  Estates,
Graf ton, Lagrange, Lodi, and Oberlin Sewage Treatment Plants.
     (6)  Maximum and average  temperature standards for the lower Black
River for the period April  15  to  3une 15 should be increased 3°F to reflect
the  response  of  the river to weather conditions and the  recommended
reduced thermal loadings at the U.S. Steel-Lorain Works.

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                              SECTION IV

                         RECOMMENDATIONS



1.    The water  quality management strategy and  point  source  effluent

limitations presented in Section IX  and Appendix IV should be implemented

through the NPDES permit program pursuant to  Section  402  of the 1977

Amendments.



2.    Trunk and collector sewers should be constructed as soon as possible in

Avon, North Ridgeville, and Sheffield to eliminate the semi-public  treat-

ment plants  in those  communities  and to  avoid  constructing  many AWT

facilities.



3.    The Amherst  STP should be abandoned and combined with the  Lorain

sewerage  system to avoid advanced treatment requirements at Amherst.

Likewise, treatment plants planned for the Quarry Creek area should be

designed to discharge  directly to Lake Erie  or to  discharge to the  Lorain

sewerage system.



4.    Consideration should be given  to regionalizing sewage treatment plants

south of  Elyria  to  eliminate  many smaller facilities  and minimize the

number and extent of seasonal warmwater habitat classifications.



5.    The City of  Elyria  must develop and  implement  a  strong industrial

pretreatment program  to prevent upsets of the existing treatment plant and

future advanced waste treatment processes.

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6.    The primary water quality monitoring network presented in Section X
should  be implemented by the  Ohio Environmental Protection Agency in
accordance with Section 106 of the 1977 Amendments.

7.    The Ohio Environmental Protection Agency should include an intensive
survey of the lower Black River in the mid  1980's  as part of its monitoring
strategy.  The intensive survey is recommended to demonstrate  the effects
of   municipal  and  industrial  treatment  and  to  update  the waste  load
allocation.  Non-point  source pollution surveys in the agricultural areas
should be considered as follow up to document sources of  water  quality
procedures upstream of Elyria.

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                              SECTION V

                    PLANNING AREA DESCRIPTION
     The Black  River  Planning  Area  is  described below in terms of

geography, geology, meteorology, land and water  uses, demography, the

economy of the area,  and the hydrology of the major streams.  By design,

the information and data presented are of a general nature for the purpose

of  providing background information only.   Of  necessity, the hydrology

section is more detailed.  Most of the material is presented for the  planning

area as a whole, whereas hydrologic information is presented for  specific

streams and stream segments.  More detailed information concerning the

description  of the Planning  Area  can  be  found  in  appropriate  listed

references.
A.   Geography1>2}3



     The Black River  and Beaver  Creek basins are located  in the north

central part of Ohio  and drain slightly in excess of 515 square miles or about

1.2 percent  of the surface area of the State (Figure II-1).  The Black River

portion is primarily  located  within Lorain County with  some  parts of the

basin also extending into Cuyahoga, Medina,  Huron,  and Ashland Counties.

The Beaver  Creek basin lies entirely  within Lorain County (Figure V-l).

     The general topography and character of the land surface is a result of

glacial action during the Wisconsin and Illinoian periods.  The surface is low

and relatively flat with a gentle slope from  the  southern townships to the

lake shore.  However, a narrow valley has been cut by the Black River and

the lake front in Avon Lake and Sheffield Lake is bordered by a cliff.

-------
                FIGURE 3T-I
      BLACK RIVER PLANNING  AREA
BLACK RIVER AND BEAVER CREEK BASINS
   LAKE
           E R I

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Black River



     The origin of the  Black  River lies near the boundary between Sullivan

and Troy townships in  Ashland County.  From that point the main stem,

which includes the East Branch and  West Fork, flows 78 miles to Lake Erie

at Lorain. Two major  tributaries are the West Branch and French Creek,

forming  confluences at river  miles  15.4 and  5.1, respectively.  The total

drainage  area  of  the basin is 467 square miles and the  elevation of  the

stream ranges  from 1138 feet above  sea level at its source  to 573 feet above

sea level at its mouth, giving an average fall of 7.6 feet per mile.  However,

the river actually  falls to the level of Lake Erie, 573 feet above sea level, at

about river mile 6.5. Figure V-2 presents a more detailed  view of the slope

of the stream.



Beaver Creek



      From its source in the extreme southwest corner of Russia township,

Beaver  Creek  flows 12.2 miles to Lake  Erie and  drains a  total area of

44 square miles.  Its range in elevation is from 806 feet above sea level at

the source to 573  feet at Lake Erie,  giving an average fall of 19.1 feet per

mile.

      Martin Run, a small tributary to Lake Erie between Beaver Creek and

the Black River drains 4 square miles.  In addition, a  few square miles of

land along the  lake shore drains directly to Lake Erie.
B.    Geology1'2'3
      The  northern  and western  parts  of Ohio are  in the  Glacial Plains

 division of the Central Lowlands  province, and the southeastern part  is in

 the  Allegheny Plateau province.  The boundary between these provinces is

 the northern edge of the Glaciated Plateau shown in Figure V-3. Figure V-3

 also shows the principal physiographic subdivisions in the  State.  The Black

 River Planning Area includes three of these subdivisions; the  Lake Plains,

-------
  I20O
  1100
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                 FIGURE X-2
WEST BRANCH AND  MAINSTEM OF BLACK RIVER
          ELEVATION VS  RIVER MILE
      O        IO       ZO       30        40       5O       60
         MILES  ABOVE CONFLUENCE OF EAST AND WEST BRANCHES
  I20O i—
                        2O        30       40       5O       60
                           MILES  ABOVE MOUTH OF SLACK RIVER

-------
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                         FIGURE  3T-3

                  PHYSIOGRAPHY OF  OHIO
10
                                       PHYSIOGRAPHY OF BLACK RIVER

                                            PLANNING AREA

-------
the Till  Plains,  and the Glaciated Plateau.  All  of the  regions have been
glaciated, and the area is low and generally fiat, with the exception of  the
Glaciated Plateau. The Lake Plains encompasses a fifteen mile narrow strip
along the Lake  Erie  shoreline.   The remainder  of the  Planning  Area  lies
within the Till Plains, except for a few square miles along the southeastern
edge which extend into the Glaciated Plateau.
      Bedrock formations consist of shale,  sandstone, and limestone of  the
Devonian and Mississippian  systems.   Devonian rocks are  prevalent in  a
narrow band along Lake Erie, while younger  Mississippian  formations  are
found under the  Till Plains to the south.  The soils overlying the bedrock are
glacial deposits  of the  Wisconsin  Age.   These soils are  thin  and quite
diversified as a result of glaciation, but generally, heavy clays predominate.
Such  clayish soils exhibit a small water storage capacity which, along with
the low  permeability of the bedrock,  result in relatively low dry  weather
stream flows due to  low  groundwater  storage.    Figure V-4  is  a soils
association map and Figure V-5 is a groundwater availability  map, both of
which serve to illustrate the above.  A more detailed description of  the soils
in the Planning Area can be found in References 1, 2, and-3.
                 h
C.    Meteorology
      The Black River Planning Area has a climate which is marked by large
annual, daily,  and day-to-day variations in temperature.   Summers  are
moderately warm and humid with  a few days when temperatures exceed
90°F, whereas winters are moderately cold and cloudy with only a few days
of  subzero  temperatures.    As  shown  in  Table V-l,   the  annual  mean
temperature for the area is about 51°F with monthly averages ranging from
28°F in January to 73°F in July.
      Precipitation varies widely  from year to year, but is normally abundant
and well distributed with fall being the driest season.  As shown in Table V-
2, the mean annual precipitation is about 34.5 inches with the mean monthly
precipitation varying  from about 2.2 inches in December  to 3.5 inches in
April. Figure V-6 is an isohyetal map depicting the variation in mean annual
precipitation from  about  33 inches  near  Lake Erie to  36 inches in  the
southeastern section of the area. Table V-3  and Figures V-7 and V-8 present

-------
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                                        FIGURE 2-4

                             BLACK RIVER PLANNING  AREA

                                SOILS  ASSOCIATION MAP
(2)  Ohio ONR-Division of Londs on
-------
               FIGUn.t  V-U
          SOILS ASSOCIATION HAP KEY
MAHOMING-ELLSWORTH, mostly nearly level  to gently sloping,
somewhat poorly, poorly, and moderately well  drained  soils
of glacial till plains.
CHAGRIN-ORRVILIE-WAYLAMD, nearly level,  well,  somewhat poorly,
and poorly drained soils of stream first bottoms.
FITCHVILLE-LURAY-SESRING, mostly nearly level  to depression!,
somewhat poorly, very poorly, and poorly drained soils on broad,
glacial lake plain flats.
ALLIS-FRIES-MITIWANGA, mostly nearly level  to depressional,
somewhat poorly and poorly drained, shallow to shale or sand-
stone bedrock soils of the qlacial lake plain,
HASKINS-OIMTOWN-(OSHTEMO), nearly level  to sloping, somewhat
poorly and well drained sandy and gravelly soils of beach ridges,
glacial outwash plains, and stream terraces.


MAKONING-MIfiER, nearly level to depressional,  somewhat poorly and
poorly drained soils of the qlacial lake and till plains.
 BENNIflGTON-CARDINGTCN, nearly level to gently slopino, somewhat
 poorly drained and noderately well drained upland soils formed
 in  silty clay loam or clay qlacial till.


 CARDINGTON-BEfiNirjr.TOri, mostly gently slopirn to moderntfly stp^p,
 moderately well and somewhat poorly drained upland soils formed in
 silty clay loam or clay loam nlacinl till.


 HASKINS-CANCADEA-LOBDELl, nearly level to gently slopimi, somewhat
 poorly drained ami moderately well flnnriM t^rmce and flood plain
 soils formed either in loamy material overlying clayey glacial lake-
 deposited sediments or clayey sediments and stream-deposited sediments.

 FITCHVILLE-CHILI-BOGART, nearly level to slooinn, somewhat poorly
 drained and well  drained, mainly terrace soils formed either in
 silty, glacial lake-deposited sediments or loamy material overlying
 sand and gravel.

 CARLISLE-LURAY-LORAIN, nearly level, very poorly drained organic and
 glacial lake bed  soils formed either in thick layers of partly de-
 composed plants or silty and clayey glacial lake-deposited sediments.
-------
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                            FIGURE 3T-5

                 BLACK  RIVER PLANNING  AREA

           UNDERGROUND WATER AVAILABILITY MAP
                  L A K £•
                           f K I £
AREAS IN WHICH YIELDS OF IOO TO 5OO
GALLONS PER MINUTE CAN BE DEVELOPED


AREAS IN WHICH  YIELDS OF 5 TO 25
GALLONS PER MINUTE CAN  BE DEVELOPED


AREAS IN WHICH YIELDS OF LESS THAN' 3
GALLONS PER MINUTE CAN BE DEVELOPED
SCALE IN MILES
-------

















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                                      FIGURE  3T-6

                           BLACK RIVER  PLANNING AREA

                                   ISOHYETAL  MAP
             LAKE   ERIE
                    33'
                  34"
                         33
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                                                                           A
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                                                                          /
                                                                            .36'
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                                                                     (
REFERENCEi OHIO HYOROLOGIC ATLAS
          OHIO-DIVISION OF WATER,
          OHIO WATER PLAN INVENTORY
          REPORT NO. 13, COLUMBUS, 1362
'35"
                    36"
-------
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                                    FIGURE 31- 7

                               BLACK  RIVER  BASIN

                         ANNUAL  RAINFALL  PROBABILITY
                           i
                                                  i
           O.I      0.2     0.3      0.4     0.5     0.6     0.7

                         PROBABILITY OF NOT BEING EXCEEDED
0.8
                                  FIGURE  3E-8
                             BLACK  RIVER  BASIN

                      MONTHLY RAINFALL PROBABILITY
       0.9
         JAN.   FEB.  MAR.  APR.  MAY
                                   JUNE  JULY

                                     MONTH
                                              AUG.
                                                    SEPT.  OCT.  NOV.   DEC.
                                                                               I .0
-------
the monthly  and annual  distribution of precipitation, respectively, demon-
strating  the  seasonal variation  in precipitation.   The  annual  snowfall
increases eastward across the Planning Area from 35 inches near the border
with Erie and Huron counties to  about 50 inches on  the eastern edge near
Cuyahoga County.
     Table V-4 presents the average dates of killing frost, average annual
snowfall, and average length of growing season for 5 stations  in and around
the Planning Area.
                         5,6,7
D.   Land and Water Uses
     Table V-5  summarizes  the  land  use v/ithin  the four counties in  the
Black River and Beaver Creek basins. It is important to note that the basins
include only small portions of Ashland, Huron, and Medina Counties.  Land
uses in these  counties are primarily forest and farmland.  Approximately
10 per cent of the Planning Area is urban and  developed area, 55 percent
cropland, 10 percent pasture  and  rangeland,  15 percent forest, and 10 per-
cent farmland and other nonfarmland.
      Major  recreational areas include the Lake Erie shoreline, Spencer Lake
State Wildlife Area in  Spencer, and Findlay State Park  in Wellington, which
provide for swimming,  camping, boating, and fishing.
      Existing public water supplies are listed in Table V-6 with projected
public water withdrawals through 2006.  To meet future water demands,  the
Northwest Ohio  Water   Development  Plan  recommended that  Grafton,
LaGrange, and Spencer obtain water by  direct withdrawal from  the East
Branch of the  Black  River,  Lodi obtain water from a  storage  reservoir
constructed on the East Branch of the Black River, South Amherst and Eaton
Estates  obtain  their water  from Elyria, Oberlin  obtain water  by direct
withdrawal from the West Branch of the  Black  River,  Wellington construct
another  water supply reservoir, and Elyria and Lorain construct new Lake
Erie  pipelines.   Several  other  plans  were  considered  but   were  found
unfeasible.  Additional information can be found in Reference 5.
      Table  V-7 lists agricultural water withdrawal  for  all or part of  the
4 counties included  in  the  Planning  Area.    Current  industrial water
-------
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-------
                                   TABLE V-7

                           BLACK RIVER PLANNING AREA
                      AGRICULTURAL WATER WITHDRAWAL (mgd)
      A        Farm £     Farm    Golf Course  Greenhouse
County"       Suburban Irrigation Irrigation   & Nursery   Livestock
                Hones                          Irrigation
Ashland
Huron
Lorain
Medina
0.166
0.666
2.314
0.399
-
0.135
0.808
0.002
-
0.044
0.509
0.022
-
0.021
0.948
0.132
0.131
0.517
0.592
0.182
  Basins  included
            Ashland County - Black £ Vermilion River Basins
            Huron County   - Black, Huron, Sandusky & Vermilion R. Basins
            Lorain County  - Black & Vermilion River & Beaver Cr. Basins
            Medina County  - Black River Basin
Reference:  Northwest Ohio Water Development Plan, Ohio Department of
            Natural Resources, Columbus,1967.
-------
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withdrawal is presented in Table V-8.   Projected  industrial water  demand

from municipal water systems in Lorain County are presented in Table V-9.

Total water usage from all sources in the Planning Area is shown in Table V-

10.

     Lake Erie is the largest public raw water supply providing 27.8 mgd to

Elyria  and Lorain or about 93 percent of all  water used by municipalities.

Only one city, Lodi, uses  groundwater as a supply, whereas the  remaining

municipalities use other surface waters.  The Black River is the largest

source of  industrial water, supplying 173 mgd to the U.S. Steel  - Lorain

Works,  American Shipbuilding,  and  Republic Steel  with  U.S. Steel  using

about  171 mgd.   The Ohio Edison-Edgewater  Generating  Plant uses  about

110 mgd of lake water primarily for cooling purposes.  Groundwater  supplies

only a small portion of the  needs of the Planning Area.
                 o
E.    Demography
      According to  the 1970  census,  the population  of the Black  River

Planning Area  is approximately 250,000 people, or about 2.3 percent of the

State's 1970 population. The population is geographically skewed toward the

northern section of the basin with about 60 percent of the people residing in

Lorain and Elyria.  Table V-l 1 lists the major population centers and the

percent change in population between 1960 and  1970.  The population of

communities in the basin increased between 3.2 and  77.1  percent,  with

Amherst,  South Amherst,  and  North Ridgeville  experiencing  the largest

gains.  Table V-l2 presents population  projections to the year 2000 for the

sewage service areas.  The population  of all service areas are projected to

increase until  2000, except for Brentwood Lakes and Eaton Estates, where

constant populations are expected.

      Employment  projections  for  Lorain County presented  in  Table V-13

show that the  total employment and the  unemployment rate in the county

are  expected to increase.  Table V-l4 lists the ten largest employers in the

Planning Area  and their current full production employment.
-------












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                                  TABLE V-9

                                LORAIN  COUNTY
                                   'RIAL \
                                    (mgd)
PROJECTED INDUSTRIAL WATER DEMAND^1'
City
Elyria(2)
Grafton
LaGrange
Lora In
Oberl in
South Amherst
Wei 1 ington
1978
5.9
O.k
0.19
6.9
1.31
0.63
0.7
1990
8.8
0.72
0.39
8.6
1.97
1.01
1.17
Notes:      Includes only water obtained from municipal  systems.
        (")}
        ^ ' Including Elyria, Amherst, North Ridgeville,  Sheffield,
            and parts of Carlisle & Elyria Township.
Reference:  Water and Sewer Study for Lora?n County,  Kleinoeder-
            Schmidt and Associates, Woodruff Inc., Cleveland,
-------
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                                 TABLE V-10


                          BLACK RIVER PLANNING  AREA
                          1973  WATER  USAGE  ESTIMATES
Use
Mu n i c 5 pa 1
Industrial
Agriculture
Other
Lake Erie
27.8
110.2
-
-
Other Surface Municipal
Waters
1.8
173 10.8
-
0.1 19.2
Wells
0.4
-
3-1
2.7
   Total
 138.0
30
6.2
References:  1.

             2.
             3.
Water and Sewer Study for Lorain County,  Klelnoeder-
Schmidt and Associates, Woodruff Inc.,  Cleveland,  1974.
1973 Ohio EPA Water Treatment Plant Inventory
Northwest Ohio Water Development Plans, Ohio Department
of Natural Resources, Columbus,  1967.
-------
                            TABLE  V-ll

                    BLACK RIVER  PLANNING AREA
                    MAJOR POPULATION  CENTERS

Lorain County
Amherst
Avon
Eaton
Elyrfa
Graf ton
Lagrange
Lora-in
North Ridgevi 1 le
Oberl in
Sheffield
— South Amherst
Wei 1 ing ton
Medina County
Lod 1
Source: Ohio Department of
I960
6750
6002
5886
43782
1683
1007
68932
8057
8198
1664
1657
3599
2313
Natural Resources,
1970
9818
7137
6430
53359
1766
1066
76733
13142
8686
1806
2934
4101
2387
Northeast
% Change
(1960-1970)
+45.5
+18.9
+9.2
+21.9
+4.9
+5-9
+11.3
+ 63.1
+ 6.0
+8.5
+77.1
+14.0
+3.2
Ohio Water
Development P1an_. Columbus, November 1972
-------
1
1
1
1
1
1
•



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1

1
1

1
Table V-12
Population Projections by
Sewage Service Area
Population (Estimated)
Service Area
Lorain County
Avon STP
Brentwood Lakes Estates
Eaton Homes Estates
Elyria STP
French Creek STP
Grafton STP
LaGrange STP
Lorain STP
North Ridgeville
Oberlin STP
Wellington STP

Medina County
Lodi STP
Spencer STP


Reference:
Northeast Ohio Area wide
1980


750
1,920
60,700
32,600
1,970
1,200
104,000

11,000
4,660


3,150
1,200



Coordinating Agency
* Load and Flow Projections, Technical Appendix
1
1
1






1985 1990

(Shown into French
750 750
1 , 920 1 , 920
67,400 75,800
38,900 43,300
2,100 2,230
1,300 1,390
113,000 122,000
(Shown into French
12,000 13,000
5,130 5,620


4,000 4,000
1,550 1,800



1995 2000

Creek 1980)
750
1 , 920 1
81,600 88
46,600 49
2,390 2
1,490 1
130,000 118
Creek 1980)
14,000 15
6,060 6


5,250 5
2,000 2



, Water Quality Program, Sewage Treatment
A34, August 1978, revised



November 1979.





750
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,400
,300
,550
,600
,000

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                                  TABLE V-14


                          BLACK RIVER PLANNING AREA
                            TEH LARGEST EMPLOYERS
Industry
U. S. Steel -
Lorain Works
Ford Motor Co.
CMC - Fisher Body
Bendix Westing-
house
Ridge Tool
Lorain Products
Stanadyne -
Western
American
Shipbui Iding
Tappan Inc.
Activi ty
Steel Production
Auto Manufacture
Auto Manufacture
Automotive Air Brakes
Manufacture
Tool Manufacture
Electrical Equipment
Manufacture
Steel Fabrication
Ship Production
and Repair
Heating and Air
Location
Lora i n
Lorain
Elyria
Elyria
Elyria
Lorain
Elyria
Lora i n
Elyria
Employment
Full Production
8500
7869
2700
1600
1A25
1250
1100
960
856
Luxa i re
Conditioning Unit
Production


Rubber Product
Fabrication
Elyria
Reference:  Elyria and Lorain Chambers of Commerce
726
-------
F.   Economy

     The economy of the Black River Planning Area is quite diverse with
industrial activity  predominating  in  Elyria  and  Lorain and  agricultural
activity  predominating  throughout the  remainder of  the basin.    Major
industries include the  manufacture of  steel  and steel products,  various
inorganic chemicals,  and automobile  assembly,  shipbuilding, and power
production.  Important natural resources include sandstone  and natural gas.
The  numbers of various types of industries  for Lorain County in 1973 are
listed in  Table V-15.
     There is one port facility located in Lorain serving mainly as a  shipping
and  receiving facility for U.S. Steei-Lorain  Works, American Shipbuilding,
and as a  coal shipping terminal.
G.    Location of Point Source Dischargers

      Figure V-9  illustrates  the distribution of  known  point  source  dis-
chargers  in the  Black River Planning  Area.  Tables V-16 through  V-20
provide discharger NPDES permit numbers, receiving stream and flow rates.
Altogether there are  114 public and semi-public sewage  treatment plant
dischargers, 38  industrial facilities, and  7  water treatment plants in the
planning  area.   Of the  industrial  dischargers,  about two-thirds (24) are
located in the city limits  of Elyria or Lorain and  most discharge to the
mainstem  of  the Black  River.  The remaining industrial  facilities  are
uniformly distributed  throughout the area.  As  noted earlier,  the United
States Steel Corporation - Lorain  Works is  the  most significant industrial
discharger in the area  with a total effluent flow of 171 MGD.
      Public and  semi-public sewage treatment plants comprise most of the
dischargers in the basin.  Out of the 114 treatment plants, most facilities
are  small with an  effluent  flow  of less  than   1 MGD.   Only the  Elyria
(6.2 MGD), Lorain  (14.2 MGD) and  French Creek Council  of  Governments
(7.5 MGD) sewage treatment  plants have a flow  exceeding 1 MGD with the
effluent flow  at Wellington and Amherst STP approximately equal to 1 MGD.
The smaller sewage treatment  plants typically  serve individual facilities
-------
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                           TABLE V-15


               MANUFACTURING FIRMS IN LORAIN COUNTY
Rank
1
2
3
4
5
6
7
8
9
10
11
12.
13
14
15
16
17
Industrial Classification
Fabricated Metals
Nonelectrical Machinery
Printing and Publishing
Primary Metal Industries
Rubber and Plastics
Stone, Clay, and Glass
Electrical Machinery
Transportation Equipment
Food and Kindred Products
Miscellaneous Manufacturing
Chemicals and Allied Products
Instruments & Related
Furniture and Fixtures
Petroleum and Coal
Lumber and Wood
Apparel and Related
Paper and Allied Products
No. of Firms (1973)
78
56
26
21
20
20
17
16
15
15
14
6
5
4
4
3
1
    Total                                               321
Reference:  Manufacturing and Employment Characteristics, Lorain
            County Economic Series No. 2, Lorain County Regional
            Planning Commission, Elyria, 1974.
-------
                                    FIGURE 3T-9

                        BLACK  RIVER PLANNING AREA
                         DISCHARGER  LOCATION MAP
            LAKE
                      ERIE
                                                                                    838
NOTE i REFER TO TABLES V-1B TO V-|»
 FOR DISCHARGER IDENTIFICATION
 AND APPENDIX 1 FOR MOR5 DETAILED
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-------
such as churches, schools or restaurants  or  small residential developments
including apartments and mobile home  trailer parks.  Figure V-9 shows the
majority of the sanitary waste  dischargers are clustered  in the unsewered
areas near the larger metropolitan centers in the northern portion of the
planning area, i.e. in Sheffield and Sheffield  Lake east  of Lorain, in the
communities south of Elyria, and,  in  Amherst  and South  Amherst along
Beaver Creek.  In the less populated southern half of the basin, there are not
as many sewage  treatment plants.    Those present are more  uniformly
distributed than in the northern half of the basin.
      Water treatment plants are generally located within  the smaller cities
in the southern half of  the planning area.  The Elyria and Lorain water
treatment  plants are located on the lake and serve  the northern half of the
planning area.

H.    Hydrology11'12'13

      The hydrology in the  Black River planning area is directly related to
geological  formations and soil conditions  which have minimal water storage
capacity. Surface materials are generally rather dense and impermeable and
the glacial deposits  contain only limited amounts  of  permeable sand and
gravel.   Bedrock  in  the area is mainly  shale and contributes virtually no
groundwater to stream flow.  Hence, groundwater  storage  is  limited.   In
addition,  there are  no  significant reservoirs  or water  developments to
augment flows  in the basin.   The  result of the above conditions  is that
stream  flows fluctuate widely with changes in precipitation but are typically
very low during sustained dry weather periods.  A more detailed description
of the  streamflow  characteristics  of  the Black River and Beaver  Creek
follows:

Black River

      Figure V-10 is  a cumulative drainage area graph for the Black River
showing both the drainage area and the location on  the main stem of major
and  minor tributaries.  Approximately  80 percent of the total  drainage area
lies  above the USGS stream gage at Elyria (River Mile 15.2).  Significant
-------
                                         DRAINAGE  AREA  (Mi.2)
                   EAST FORK OF EAST BRANCH
I
-------
changes in the slope of the main stem are illustrated in Figure V-2 along
with the location of  manmade impoundments in the  Elyria area.  These low
head dams were originally installed  to maintain a supply of river water for
withdrawal during periods of low flow.  However, only the dam on the West
Branch near East 15th Street is currently used to provide an industrial water
supply for Republic Steel.   Reservoirs supplied by the Black River near
Grafton,  Oberlin, Spencer, and Wellington are used  as water supplies by
these municipalities.
      Figure V-ll is  a flow  duration curve for the Black River at the USGS
gaging station in Elyria.  As shown, the flow of the stream is expected to be
greater than 50 cfs only 50 percent of the time and  greater than 8 cfs about
90 percent of the time.  Conversely,  the flow is expected to be greater than
750 cfs about 10 percent of the time.  These data are  also illustrated in
Figure V-12 which includes a monthly hydrograph of  the  stream at the same
location.  These  data are significant in that while  expected mean monthly
flows may range between 31 cfs in September and October to over 800 cfs in
March, the flow is expected to be greater than 50 cfs  only half of the time.
The expected mean annual flow is just below 300 cfs.
      As  illustrated by  these  figures, the  water  quality  design flow
throughout the basin above French Creek is extremely low, with the Elyria
sewage treatment  plant contributing much more  than  half  of the  water
quality  design  flow  above the lake-affected portion  of  the stream.  It is
significant to note  that  of  the  140 dischargers in  the Black River  basin,
112 discharge to streams or segments with water  quality design  flows  of
zero or streams with no natural flow.
      Depending  upon the level of  Lake Erie, the Black River reaches lake
level between  River Mile 6.5  and  River  Mile 5.1  where French Creek
discharges into the  main stem.  From this point to the mouth of the stream
at Lorain Harbor, the  river is  considered an estuary.  The flow regime is
altered further  from  River  Mile 5.0  to 2.5 by  the intake  pumpage  and
discharges of the U.S. Steel-Lorain Works.  Additional information concern-
ing the water quality design flow of  the stream in this area can be found in
Appendices II and III.
-------
 I
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  10000
   9000
   8000

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   60OO

   3000


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   IOOO
    900
    800
    TOO

    eoo

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      9
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      6
                                     FIGURE 3E-II

                              FLOW- DURATION  CURVE

                             BLACK RIVER AT  ELYRIA
             REFERENCE' CROSS, WILLIAM P., PLOW DURATION OF OHIO STREAMS

                             OHIO DNR-OIVISION OF WAT E R - BUL L E TIN 42.
                             COLUMBUS, 1963
             JL
                                   JL
                                          JL
              IO      ZO      3O      4O      SO     BO     7O

                        %  TIME FLOW  EQUALLED OR EXCEEDED
                                \x-ri
-------
 IOOO
  900
  600
  700

  eoo

  soo

  40 O


  soo
  200
                                                                    IO% DURATION
                                                           295 5 Cts MEAN ANNUAL
  IOO
   90

   80

   70

   60

   SO
                           -MEAN  MONTHLY FLOW
                                                                    S0% DURATION
cn
u.
O
   30
                                 FIGURE V- 12
                         MONTHLY  HYDROGRAPH
                       BLACK  RIVER AT  ELYRIA
                                                                            90%  DURATION
                                                                     7 DAY, 2 YR. LOW  FLOW
                                                                     7 DAY, IO YH, LOW FLOW
                                                                     7 DAY ZO YR. LOW FLOW
            REFERENCE  flNTILLA, PETER W
            A PROPOSED  STREAM  FLOW DATA PROaRAM FOB OHIO
            USGS OPEN FILE REPORT, COLUMBUS,  1970
            CROSS, WILLIAM  P , rj.0
-------
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Beaver Creek



     As noted above, there are  no hydrologic  data available for Beaver

Creek.  Since the Beaver Creek Basin is geographically similar to  the  upper

sections of  the  Black River basin,  hydrologic data for the Black River in

conjunction  with wastewater discharge data presented in Table V-20 were

employed to develop the water quality design flow profile for Beaver Creek.
-------
                       REFERENCES - SECTION V

 1.    United States  Department of Agriculture  Soil  Conservation  Service,
      Soil Survey of Lorain County, Ohio, 1973.

 2.    Ernest, J.  E. and Musgrave, D. K., An Inventory of Ohio Soils  - Lorain
      County, Ohio Department of Natural Resources - Division of Lands and
      Soil Progress Report No. 36, Columbus, Ohio, 1972.

 3.    Hayhurst,  Ernest N. and Powell, Kenneth, An Inventory of Ohio Soils -
      Medina County, Ohio Department of  Natural Resources - Division of
      Lands and  Soil  Progress Report No. 39, Columbus,  1973.

 4.    United States  Department of  Commerce  - NOAA,  "Climatological
      Data, Ohio", Annual Summary, Volume 78, Number 13,  1973.

 5.    Ohio Department of Natural Resources - Division of Water, Northwest
      Ohio Water Development Plans, Columbus, 1967.

 6.    Ohio Soil  and  Water Conservation Needs Committee, Ohio -  Soil and
      Water Conservation Needs Inventory, Columbus, 1971.

 7.    Ohio Environmental Protection  Agency, Water Treatment Plant Inven-
      tory, 1973.

 8.    Ohio Department of  Economic and Community Development, unpub-
      lished data.

 9.    Kleinoeder - Schmidt and Associates, Woodruff Inc., Water and Sewer
      Study for Lorain County, Cleveland, Ohio 197^.

10.    Ohio Department of Natural Resources, Northeast Ohio Water Devel-
      opment Plan, November 1972.

11.    United States  Department of  the Interior Geological Survey Water
      Resources Division, A  Proposed Streamflow  Data Program for Ohio,
      Columbus, Ohio, June 1970.                                    """"

12.    State of  Ohio Department of  Natural  Resources Division of Water,
      Flow Duration of Ohio Streams, Bulletin 31, Columbus, Ohio, January
        ~
13.    State of Ohio Department of Natural  Resources Division of Water,
      Gazetteer of Ohio Streams Report No.  12 Ohio Water Plan Inventory,
      Columbus, Ohio 1960.                                   ..-••..

l*f.    Lorain  County Regional  Planning  Commission,  Manufacturing  and
      Employment  Characteristics, Lorain County Economic  Series No. 2,
      Elyria, Ohio
-------
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                              SECTION VI

                    WATER QUALITY STANDARDS



     Water quality standards in  Ohio were adopted by the Ohio  Environ-

mental  Protection  Agency  (Ohio EPA) on July 11,  1972, and  Federally

approved on September 29, 1972.  These standards were re-adopted by Ohio

without change on July 27, 1973,  with other statewide standards and again

Federally  approved on December 18,  1973.  Federal exception to  a few of

the statewide criteria  were amended  by Ohio  on January 8, 1975,  and

Federally  approved May 14,  1975. The water quality standards were further

revised by Ohio EPA on February 14, 1978. However, all of these  revisions

were not Federally approved. Specifically, criteria for dissolved oxygen and

cyanide as  well  as various use designations  and downgradings  and the

definition of low flow streams were the major  items excepted from Federal

approval.   All use  designations  and  associated  criteria  not specifically

excepted  from Federal approval were approved  by  U.S. EPA and are  in

effect as State adopted-Federally approved water quality standards. At this

writing U.S. EPA  is in  the  process  of  promulgating certain  standards for

Ohio.  Reference is made  to the  February 14,  1978 water quality standards

and the following correspondence from  U.S. EPA  for additional information

concerning those parts of the standards excepted from Federal approval:



     1.    Adamkus, Valdas V., Deputy Regional  Administrator, Region  V,

     U.S. EPA, Chicago, Illinois to (Honorable James A. Rhodes, Governor

     of Ohio,  Columbus, Ohio) May 17, 1978, 2 pp w/attachment.



     2.    Adamkus, Valdas V., Deputy Regional  Administrator,  Region  V,

     U.S. EPA, Chicago,  Illinois  to (Honorable James A. Rhodes, Governor

     of Ohio,  Columbus, Ohio) August 9, 1978, 2 pp w/attachment.
-------
With respect to this document and waste load  allocations  included herein,
the Warm water Aquatic  Habitat designation was considered throughout the
basin.    The proposed  U.S. EPA  dissolved oxygen  criterion of  5.0 mg/1
(minimum at any time) was employed  as a basis for establishing effluent
limitations  for  oxygen  demanding wastes.   Criteria  for other  critical
pollutants (temperature, ammonia-N, total cyanide, phenolics, and metals)
were obtained from the State-adopted Federally approved standards applica-
ble to the Black River.  The achievability of the warmwater aquatic habitat
throughout the basin is addressed in Section IX.
-------
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                                  TABLE V I  - 2
           General  Lake  Erie  Basin  -  includes all surface-waters  of the state within thi
           boundaries  of the  Lake Erie  drainage basin, excluding those wafer
          • bodies as designated  in  Tables  5h through 5j , and Table 5a.
           Shown  as degrees Fahrenheit  and (Celsius).  -.                  .-.-.-
           Jan.    Feb.
           1-31    1-29
                           Mar.     Mar.    Apr.    Apr.    May     May     June
                           1-15    16-31    1-15  .  16-30   - 1-15    16-31   ' 1-15
Average:
Daily
Maximum:
            44      44    ' 48     51        54      60      64       66       72
           (6.7)    (6.7)    (8.9)  (10.6)    (12.2)   (15.6)   (17.8)   (18.9)   (22.2).


             49     49       53     56      61      65      69       72       76
          .(9.4)    (9.4)    (11.7) (13.3)    (16.1)   (18.3)   (20.6)   (22.2)- (24.4)



           Oune   -July    Aug.    Sept.   Sept.    Oct.     Oct.     Nov..    Dec. '
    ••:      I§z3?_  -1~31    1-31    1-15  . 16-30    1-15     16-31   - 1-30    1-31

Average:    82      82   "  82      82      75      67    " 61       54       44
          (27.8)  (27.8)  (27.8)  (27.8) '(23.9)   (19.4)   (16.1)   (12.2)   ,(6.7)


Daily
Maximum:    85     . 85      85      85      80      72      66       59       49
          (29.4)  (29.4)  (29.4)  (29.4)  (26.7    22.2)   (18.9)   (15.0)    (9.4)
-------
         TABLE VI-3

Seasonal  Warm Water Habitat

Seasonal  daily  maximum temperature  limitations for
Seasonal  Warmwater Habitat.   Shown  as Degrees
Fahrenheit and  (Celsius).

Month                               Daily Maximum

January                                 70(21.1)
February                                70(21.1)
March                                   75(23.9)
April                                   80(26.7)
May                                     84(28.9)
June                                    89(31.7)
July                                    89(31.7)
August                                  89(31.7)
September                               89(31.7)
October                                 84(28,9)
November                               ' 76(24.4)
December                                70(21.1)
-------
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             LAKE ERIE STANDARDS

                       Temperature
                       (a)  There shall  be  no water  temperature
                            changes  as  a result  of human  activity
                            that cause  mortality, long-term avoidance,
                           .exclusion from  habitat,  or  adversely
                            affect the  reproductive  success of
                            representative  aquatic species, unless
                            caused by natural conditions.

                       (b)  At no tirr.e  shall water temperature exceed
                            a monthly or bi-v/eekly average, or at
                            any tiir.e exceed the  daily maximum temperature
                        '   ' as indicated in Table 7a and  7b.   The
                            average  and daily maximum, temperature
                            standards shall apply and be  measured outside
                            of a thermal mixing  zone at any point on a
                            thermal  mixing  zone  boundary  at depths
                            greater  than three feet, as defined in
                            Rule 37«-l-ll(B)(2)(a)  and (b) of the Ohio
                            Administrative  Code.

                       (c)  The temperature of the hypolimnetic waters
                            of Lake  Erie shall not exceed at any
                            time a daily maximum as  indicated in
                            Table 7c.
Table vi-4Lake Erie Western Basin - includes the area of Lake Erie west of a
          line drawn from Pelee Point, Canada to Scott Point on Catawba Island.
          Shown as degrees Fahrenheit and (Celsius).
Average:
Daily
Maximum:
Average:
Daily
Maximum:
Jan.
1-31
-
35
0.7)
June
16-30
80
(26.7)
83
(28.3)
Feb.
1-29
-
38
(3.3)
July
1-31
83
(28.3)
85
(29.4)
Mar.
1-15
-
39
(3.9)
Aug.
1-31
83
(28.3)
85
(29.4)
Mar.
15-31
-
45
(7.2)
Seat.
1-15
78
(25.6)
83
(28.3)
Apr.
1-15
-
51
(10.6)
Sept.
16-30
76
(24.4)
81
(27.2)
Apr.
16-30
53
(11.7)
56
(13.3)
Oct.
1-15
66
(18.9)
71
(21.7)
May
1-15
59
(15.0)
64
(17.8)
Oct.
16-31
60
(15.6)
65
(18.3)
May
16-31
65
(18.3)
72
(22.2)
Nov.
1-30
53
(11.7)
58
(14.4)
June
1-15
75
(23.9)
78
(25.6)
Dec.
1-31
-
46
(7.8)
-------
           LAKE ERIE STANDARDS


Table vi-5 Lake Erie Central  Basin -  includes  the  area  of Lake  Erie east  of a
          line drawn from Pelee Point,  Canada to  Scott Point on Catawba  Island
          to the Pennsylvania-Ohio state line.  Shown  as degrees Fahrenheit
          and (Celsius).
Average:
Daily
Maximum:
Average:
Jan.
1-31
-
35
(1.7)
June
16-30
80
(26.7)
Feb.
1-29
-
38
(3.3)
July
1-31
83
(28.3)
Mar.
1-15
-
39
(3.9)
Aug.
1-31
83
(28.3)
Mar.
16-31
-
45
(7.2)
Sept.
1-15
76
(24.4)
Apr.
1-15
43
(6.1)
48
(8.9)
Sept.
16-30
71
(21.7)
Apr.
16-30
53
(11.7)
56
(13.3)
Oct.
1-15
66
(18.9)
Hay
1-15
59
(15.0)
63
(17.2)
Oct.
16-31
58
(14.4)
May
16-31
63
(17.2)
- 72
(22.2)
Nov.
1-30
48
( 8.9)
June
1-15
~^5
(23.9)
78
(25.6)
Dec.
1-31
-
Daily
Maximum:   83      85      85      81      76      71       63      53      46
         (28.3)  (29.4)  (29.4)  (27.2) (24.4)   (21.7) (17.2)   (11.7)   (7.8)
  Tablevi-6  Seasonal  daily maximum  temperature  limitations for  the hypolimnetic
             regions of Lake Erie.   Shown as degrees fahrenheit  and (celcius).
                          .  Month

                            January

                            February

                            March

                            April

                            May

                            June

                            July

                            August

                            September

                            October

                            November

                            December
Daily Maximum

  44  (6.7)

.  44  (6.7)

  44  (6.7)

  47  (8.3)

  51  (10.6)
•

  54  (12.2)

  59  (15.0)^

  59  (15.0)

  55  (12.8)

  46  (7.8)

  41  (5.0)

  38  (3.3)
-------
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                              Table VI-?
                        Permissible Concentrations
                                    of
                    Pesticides (micrograms per liter)
                                     Public Water               Warmwater
                                        Supply                   Habitat
 Pesticide               .                ug/1                      ug/1

*Aldrin                                -  I.Q                  • -: '  0.01
 Benzene Hexachloride                 "                            01
 ChlorcJane                              , 3>0                       0;01
 Chlorophenoxy herbicides
      2,4-D                            100.0
      2,4,5-TP (Silvex)                 10.0
 Ciodrin                                                           0.1
 Coumaphos                     '          •                        •  0.001
 Dalapon                     '                                    110.0
*DDT                                    50.0                       0.001
 Demeton                                                           0.1
 Diazinon                                                          0.009
 Dicamba                                                         200.0
 Dichlorvos                                                        0.001
*Die1drin                                1.0                       0.005
 Diquat                                                            0.5
 Dursban                                                        •   0.001
 Endosulfan                            •                            0.003
 Endrin                                  0.2                .       0.002
 Guthion                                                           0.005
*Heptachlor                              0.1                       0.001
 Heptachlor Epoxide                      0.1
 Lindane                            •    • 4.0              •         0.01
 Halathion                                                         OJ
 Hethoxychlor                          100.0                       0.005
 Mi rex     .                                                        0.001
 Naled                                                             0.004
 Parathion                                       .                  0.008
 Phosphamidon                                                   "0.03
 Simazine                                                     '    10.0
 JEPP                                                              0.4
 Toxaphene                       .      ' 5.0                       0.005
*Banned
-------
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                              SECTION VII

          SUMMARY OF POINT SOURCE EFFLUENT LOADINGS
      Effluent data for significant  dischargers in the Black River Planning

Area  obtained from Ohio EPA monthly  operating reports, U.S. EPA point

source  sampling programs,  and  U.S. Army  Corps  of  Engineers   Permit

Applications are summarized in Tables VII-1 through VII-7.  Effluent data for

most  semi-public  sewage  treatment plants  with  capacities  less  than

0.05 mgd are not available.



Black River Basin (Tables VII-1 - VII-5)



      The most significant municipal discharger  in terms of impact on water

quality  is the  Eiyria  sewage treatment plant, which   discharges  over

3,000 Ibs/day of BOD5, 2000 Ibs/day of suspended solids, and 2000 Ibs/day of

ammonia  to the stream.  In  addition, significant quantities of  cyanide and

various  metals were found in  the plant effluent during a U.S. EPA sampling

survey.   Although  the  Lorain sewage treatment plant is larger than the

Eiyria facility in capacity, the impact of its effluent on the receiving  stream

is  less, owing to the location of the plant and the more efficient  treatment

provided.  Because  of its location on  Plum Creek, loadings from the Oberlin

sewage  treatment  plant are  significant  in  terms  of effects  on  stream

quality.

      By far,  the most significant  industry  in  the  Planning Area  is  the

U.S. Steel  - Lorain Works.   Based upon a  1979  U.S. EPA survey,  this plant

discharged in  excess of 20,000 Ibs/day of  suspended  solids, 3700  Ibs/day of

oil and grease, 2100 Ibs/day  of ammonia, 70 Ibs/day of cyanide, 50  Ibs/day of

phenol,  and a thermal loading in excess of one billion BTU/hr.  The plant also

discharges over  3^00 Ibs/day  of iron, in addition  to about 30 Ibs/day  of
-------
chromium, 10 Ibs/day of copper, 30 Ibs/day of lead, and  170 Ibs/day of zinc.
However, recent improvements in wastewater treatment  at this facility
(blast furnace recycle and improved  oil and grease removal) have reduced
the  discharges  somewhat.   The  1979  U.S. Steel data can  be  found in
Volume II.    Because  of their location,   smaller  Elyria  industries have
significant impacts on stream quality.

Beaver Creek Basin (Table VII-6)

      The Amherst sewage treatment plant is the most significant discharger
in the  basin  discharging about  350 Ibs/day  of BOD5  and 400 Ibs/day of
suspended  solids.   There are  no  significant  industrial  dischargers in  the
Beaver Creek basin.

Direct Dischargers to Lake Erie (Table VII-7)

      Referring  to Table VII-7, the Ohio Edison-Edgewater  Plant discharges
about 650 million BTU/hr of heat  and 1,600 Ibs/day of  suspended  solids to
the  lake.   The Lorain  and Elyria  water  treatment  plants  are  the other
significant Lake Erie dischargers.
      A ranking  of point source dischargers is presented in Section IX.
-------
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                             SECTION VIII

 EXISTING WATER QUALITY, BIOLOGY, and SEGMENT CLASSIFICATION
A.   EXISTING WATER QUALITY



     Secondary  objectives of  the  Waste Load Allocation  Report are  to

characterize the existing water quality  of  Planning Area streams and  to

define  streams  and  stream  segments  where State-adopted,  Federally-

approved water quality standards are not being achieved.  Unfortunately,

there is no long-term comprehensive water  quality data base for the entire

Black River Planning Area. Table VIII-1 is a listing of current water quality

stations maintained  by the USGS,  Ohio EPA,  Lorain County  Metropolitan

Park  District, and  municipal sewage  treatment plants.    Figure VIII-1

illustrates the station locations. Although the reasons for  maintaining these

sampling stations  are  diverse, there is  some  duplication of  effort  which

could be partially minimized  by  the implementation of the recommended

Primary Water Quality Network (Section X) and more importantly, through

coordination of the monitoring programs by the Ohio EPA.  Water quality

data obtained by these sources are briefly reviewed below  and are presented

in Volume II. Also included are the results of several U.S. EPA surveys.

      In general, water quality upstream of Elyria is fairly good with isolated

problems  caused  by  discharges from  smaller  municipal  and  industrial

facilities. However, from Elyria downstream to Lake Erie, the water quality

in the Black River is poor owing  to discharges from the Elyria STP and the

U.S. Steel-Lorain Works.
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                      Key for Table VM 1-1
Number    Const Ituent

  1        Flow
  2       pH
  3       Temperature
  4       Turbidity
  5       Conductivity
  6       Color
  7       Dissolved Oxygen
  8       BOD5
  9       COD
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 13       Pesticides
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 16       Nitrate-N
 17       Nitrite-N
 18       Total Phosphorus
 19       Orthophosphate
 20       Total Sol ids
 21        Dissolved Sol ids
 22       Volatile Sol ids
 23       Chloride
 2k       Fluoride
 25       Sulfite
 26       Sulfate
 27       Bicarbonate
Number
Constituent
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
Carbonate
Total Hardness
Alkal inity
Cyanide
Hexavalent Chromium
MBAS
Al uminum
Arsenic
Barium
Cadmium
Calci urn
Copper
1 ron
Lead
Magnes i urn
Manganese
Mercury
Nickel
Potassium
Selenium
Sodi urn
Zinc
Total Bacteria
Total Col i form
Fecal Col i form
Fecal Streptococci
Chlorine Demand
                         !////'
-------
I
I
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                               FIGURE SOU- I

                   BLACK  RIVER  PLANNING AREA

                  STREAM  MONITORING  STATIONS
KEY
A
o

o
                      J-ORAIN \COUNTY

                      ASHLAND  COUNfV
USGS STATIONS
OHIO  EPA
SEWAGE TREATMENT PLANT
LORAIN COUNTY METROPOLITAN PARK DIST.
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1.   USGS

     The USGS monitors the East  and West Branches of the Black River for
calcium,  magnesium, alkalinity, hardness, dissolved solids, chloride, sulfate,
fluoride,  nitrite,  nitrate,  pH, specific  conductance,  temperature,  total
organic carbon, and mercury.  Temperature and specific conductance are
monitored continuously.  Grab samples are obtained two or  three times per
month, but all of  the above constituents are not analyzed each sampling.
Streamflows  are not recorded at the time of sampling.  Data obtained for
the West Branch for the 1973 water year (Station 04200400)  near U.S. High-
way 20 indicate the stream is moderately hard  to hard with total hardness
concentrations ranging  from  110  to 360 mg/1.   Most  values were  above
200 mg/1. The stream is slightly alkaline with pH values ranging from 7.1 to
8.7 standard units.  From these data it appears that water quality standards
for chloride,  dissolved  solids,  pH,  temperature and  mercury  are being
achieved.  The  stream quality  of the East  Branch (Station  04199900)  is
similar  to that of  the West Branch  except  for a slightly lower pH in the
range of 6.9 to 8.5 standard units.   Mercury was detected at 1.1 yg/1 on one
occasion, exceeding the  0.5 ng/1 water  quality standard.  Water  quality at
these stations is generally good since they are  above the most significant
point source dischargers in the basin.  However, because of the limited scope
of the sampling program, and the lack of data at water quality design flows,
a  full assessment  of compliance  with water  quality  standards at these
locations cannot be made solely with USGS data.
      In  addition to continuous monitoring for  dissolved oxygen  and grab
sampling  for  total phosphorus, the Black River is monitored by the USGS at
the Ford Road bridge below the Elyria Sewage Treatment Plant at the same
frequency and for the same constituents described above. The effects of the
dischargers in the Elyria area and most notably the effects of the Elyria STP
are quite evident as shown by the dissolved oxygen data.  The then effective
daily minimum water quality standard of 4.0 mg/1 was not achieved on 26 of
30 days  in June 1973, 21 of 31 days in 3uly, 31 of 31  days in August and
every  day the  monitor  was  in  service  during September.   This trend
continued in  the  1974,  1975, and 1976  water  years.   The daily average
standard  of 5.0 rng/1 was also  not  achieved  for most of the  1973 summer.
                                 in _ A
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These trends for dissolved oxygen continued  through 1976 except for periods

of abnormally high river flows. The hardness and pH data are similar to data

obtained for the tributaries, although dissolved solids concentrations are

somewhat higher.  As noted above the limited scope of the USGS sampling

permits  only a  partial  assessment of  compliance  with  water  quality

standards.
2.   OHIO EPA (Attachment A, Volume II)



     The Ohio EPA also samples the Black River at the Ford Road bridge

and at Cascade Park. The frequency of analysis is monthly and more of the

water  quality limited constituents are studied.  Data from the State's 1976-

77 Section 305(b) report to the U.S. EPA are  presented in Attachment A,

Volume II. Data are included for  many of the  constituents studied by the

USGS  and also  include analyses for metals, pesticides, phenolics,  MBAS,

nutrients, cyanide,  and chemical and biochemical oxygen  demand.  These

data show continual bacterial contamination and relatively high  concentra-

tions of ammonia, cadmium, hexavalent  chromium, copper, zinc, phenolics,

total  Kjeldahl  nitrogen,  total organic  carbon, and  oxygen  demanding

substances.   Arsenic,  mercury, lead, and selenium,  as well as  all of the

common pesticides studied were not detected.
3.    LORAIN COUNTY METROPOLITAN PARK DISTRICT (Attachment B,

      Volume II)



      The Lorain County Metropolitan Park District (LCMPD) monitors the

Black River in Cascade Park and in the Black River Reservation at Route 2,

the  East Branch  at LaPorte, the  West Branch  at Parsons Road and  at

Carlisle Reservation, and Plum Creek at the intersection of Routes 10 and
   2
20.   Samples are collected and analyzed for temperature, dissolved oxgyen,

chemical oxygen demand, pH, color, turbidity, total bacteria, total and fecal

coliform, chloride, sulfate, and total and orthophosphate. The LCMPD also

monitored four  stations for total bacteria during 1974.   Data for  1973 and

 1974 are presented in Attachment  B, Volume II.
                                              I/H / -  Q
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     These  data show the Black River at Cascade Park and in the Black
River Reservation  to be  in  compliance with the  pH and  chloride  water
quality standards and in substantial compliance with the dissolved  oxygen
standards.  Concentrations of less than  5.0 mg/1 were recorded on only one
day in August 1973 at each station. The former fecal coliform standard of
200 organisms/100 ml (geometric mean) appears to  be  exceeded  a large
portion  of  the time at  each station.  The  bacterial contamination in the
Elyria area probably results from combined sewer overflows and from septic
tank drainage in areas not serviced  by sewers.  Data for  the East Branch at
LaPorte show the stream to be in compliance with pH, dissolved oxygen, and
chloride standards, but not in compliance with the bacteriological standards.
     The water  quality  at the West Branch stations is similar to that on the
East Branch and the main stem, although the bacterial densities are less at
the Parsons Road Station.  The Plum Creek station had the highest bacterial
densities and the lowest dissolved oxygen concentrations during 1973,  most
likely the result  of discharges from the Oberlin STP.
4.    MUNICIPAL SEWAGE TREATMENT PLANTS (Attachment C, Volume
      ID

      Most municipalities operating sewage treatment plants are required by
the  State of  Ohio  to monitor  the  receiving  streams  upstream  and
downstream of the plant  discharges  on  a continuing basis consistent with
plant performance monitoring.  The larger facilities generally monitor the
streams for BOD,-, dissolved oxygen, ammonia, total nonfilterable solids, and
fecal coliform, while the smaller facilities generally monitor for BOD^ and
dissolved oxygen only.  Data obtained  during 1974 upstream and downstream
of the Elyria, Lorain, and Amherst sewage treatment plants are presented in
Attachment C, Volume II.  Because these data are not always related to
streamflow at the time of  sampling, it is  not  possible to quantitatively
assess the impact of these facilities on the receiving streams. In the case of
the Lorain STP, which discharges to the Black River near its mouth in Lake
Erie, surface  samples are  taken along the left bank  of the river looking
upstream.  Because of the  sampling locations and the complicated hydrology
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in that area, these data cannot be employed to fully assess the impact of the

Lorain STP. The data  obtained generally illustrate bacterial contamination

above and below  the municipal facilities, and high ammonia  concentrations

in the Black River.
5.   OTHER MONITORING



     The  then  Ohio Department  of  Health,  Division  of  Engineering

conducted  a survey of the Black River in the Elyria  area  in October  and
               3
November  1970.  The results of that survey are presented as Attachment D,

Volume II.
6.    U.S. EPA SURVEYS



      From 1972 to 1979 the U.S. EPA has conducted numerous water quality

surveys in the Black  River basin to support enforcement actions with the

U.S. Steel  Corporation  for  its  Lorain  Works and  to develop  the  data

necessary to  complete this  waste load allocation.  The results of these

studies are presented in  Volume II, Attachments E to M. A brief description

of each is provided below.



a.    March 1-3,  1972 (Attachment E, Volume II)



      A  fish  flesh tainting  study  was  completed  in  the  vicinity of the

U.S. Steel - Lorain Works under high stream flow conditions  in March 1972.

The results indicate that fish flesh  flavor was adversely affected  from

downstream of U.S. Steel Outfall 002 (coke plant) to the downstream end of

the U.S. Steel turning basin.  Phenolics and possibly oils were indicated  to be

possible causes of the tainting.
                           via -n
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b.   September 12-1*, 1972 (Attachment F, Volume II)

     Grab samples were obtained at eight locations from River Mile 6.6,
above U.S. Steel, to the lake.  The data demonstrate the intrusion of  lake
water at the U.S. Steel plant and the highest levels of ammonia and cyanide
near the coke plant outfall (river mile 3.5).

c.   April 30, 1974 (Attachment G, Volume II)

     Grab samples were obtained at  22 stations in  the upper Black River
and Beaver Creek on April 30, 1974 (five on Beaver Creek, nine on the  East
Branch  of the Black River, and, eight on the West Branch).  Data from this
survey clearly demonstrated the adverse impact of the  Amherst  STP on
Beaver Creek and highlighted relatively minor water  quality problems in the
upper part of the Black River basin.  Bacterial contamination was prevalent
at all sampling  stations and high oxygen demand and ammonia  concentra-
tions  were detected below  several  smaller sewage  treatment plants.
However, these problems  affect  only limited  areas  downstream of the
plants.

d.   May 2, 1974 (Attachment H, Volume II)

     Eighteen  locations on the main stem  of  the  Black  River from the
confluence of the East and West Branches in Elyria to the river mouth, one
location in French Creek, and two locations in Lake Erie were sampled on
            fy
May 2,  1974.   Grab samples  were obtained  at  each site and temperature,
dissolved  oxygen and conductivity profiles  were completed  at one foot or
three foot intervals at the deep water stations.  The data from this survey
demonstrated the significant increase in stream  temperature caused by the
U.S. Steel - Lorain Works and highlighted the impact of the Elyria STP and
U.S. Steel  discharges  on  dissolved  oxygen  levels in  the  lower river.
Concentrations  as low as two to three milligrams per liter were recorded
despite a  river flow of  168 cfs.   Problems  with  ammonia, cyanide and
phenolics were also noted in the lower river.  A total cyanide concentration
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of 230 ug/1 was recorded  near  U.S. Steel.   The  present  water quality

standard is 25 Ug/1.  Relatively high  levels of metals were  also detected.

The intrusion of lake water into the Black River was again demonstrated.



e.   3uly 23-26, 1974 (Attachment  I, Volume II)



     An intensive  survey  of  the  lower Black River was  completed from

3uly 23-26,  1974.    Three consecutive 24 hour composite  samples were

obtained at fourteen locations from Elyria to Lake Erie as  well as at  the

Elyria  and Lorain  sewage  treatment  plants  and  at  U.S. Steel  outfalls  and

intakes.  The data from this survey were used to develop temperature  and

dissolved oxygen water quality models of the lower Black River. The survey

was  conducted during a period of dry weather and  low  stream flow  which

represented near critical  conditions.   Temperature and dissolved oxygen

problems  noted in  the  May 1974  survey  were accentuated and  the lake

intrusion  flow  was actually demonstrated with precise velocity  measure-

ments  using special  instrumentation.   Reference is  made to Attachment I,

Volume II and Appendices II and III for additional detail.



f.   duly 9-11, 1974 (Attachment 3, Volume II)



     A benthic and sediment chemistry survey  of  the  lower  Black  River

including sixteen sampling  sites was conducted from 3uly 9-11,  1974.  These

data confirmed what was  indicated by the  poor water  quality data  below

Elyria   and demonstrated  that  benthic  conditions in  the  stream  had

deteriorated from  1972 when a similar  study  was conducted.   Sediment

chemistry  and  benthic data obtained  in the vicinity of U.S. Steel clearly

demonstrated  the adverse  biological impact of plant discharges. Extremely

high oil levels were found in the sediments  downstream of U.S. Steel Outfall

001.



g.   3uly 9-11, 1974 (Attachment  K, Volume II)



     In  conjunction with  the biological survey and the 3uly 23-26,  1974

intensive  survey,  sediment samples  and  water samples   from  selected
                                               ,n it - i
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U.S. Steel outfalls were  analyzed for polynuclear aromatic hydrocarbons.
Some of these compounds are  known carcinogens.  The results of the study
confirmed the presence of polynuclear aromatic compounds in the sediments
near the U.S. Steel Plant, most notably near the coke plant Outfall 002.

h.    September 16, 1975 (Attachment L, Volume II)

      Grab samples were  obtained at nine sampling points from U.S. Steel
river intake WI-3 to Lake Erie on September 16, 1975. Surface, mid-depth,
bottom samples were  collected  at the  deep water stations.  The data are
presented in Attachment  L, Volume II.

i.     July 16-19,  1979 (Attachment M, Volume  II)

      A second intensive survey of  the lower Black River was completed
from July 16-19, 1979. Most of the sampling points employed in the July 23-
26,  1974 survey were included,  the only significant difference being that
depth-integrated samples were obtained  at the  deep water stations in lieu of
surface mid-depth  and bottom  samples.  The data from this  survey are
presented in  Attachment M, Appendix II, and reviewed in Appendices II and
HI.  Since  there  were no significant differences in waste treatment at the
Elyria STP and U.S. Steel, the  stream quality data obtained  are quite  similar
to those  obtained in 1974. Stream flow conditions were also close to critical
or design levels and lake intrusion was again demonstrated.

B.    BIOLOGY OF THE BLACK RIVER

History
      Changes in the  aquatic biota of Lake Erie and its southern tributaries
over the  past 150 years have  been attributed  to a  variety  of  factors.
Ditching and draining  of the marshes and swamps near rivers and along the
lakeshore eliminated  large areas of  valuable aquatic habitat.  These areas
supported large  stands of aquatic vegetation used for feeding, spawning, and
nursery areas by native fish such  as   northern  pike,  muskellunge,  mud-
rninnows, and sticklebacks.  The rich benthic  community usually associated
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with this  aquatic vegetation was also  adversely  impacted.  Once these
drained areas were farmed,  soil erosion increased and siltation of the
previously silt-free gravel riffles and sand bottom pools reduced spawning
habitats for fish including river chub, bigeye chub, hornyhead chub,  mimic
shiner  and sand darter. The construction of mill dams on tributary streams
also had deleterious effects on fish, blocking  migratory routes  of species
such as lake sturgeon,  smallmouth bass, walleye and a variety of suckers.  In
addition to these stream  alterations, the  population growth  and industrial
development  in the area resulted in  the introduction of a variety of organic
and  inorganic materials into the lake and streams of the region.  These
factors indicate that the  biota currently inhabiting Lake Erie and tributary
streams such as the Black River are the end product of decades  of adverse
influences stemming from development of the region.

2.   Fish
     Early studies  of  the fish of Lorain County indicated the presence  of
eighty-three  species from the Black River, Vermilion River and  adjacent
areas of Lake Erie  in  1889  to  1892.  Those species which could  be equated
with current common  and  scientific names are presented in Table VIII-2.
Fish reported as  abundant in the area included lake sturgeon, white sucker,
black redhorse, shorthead redhorse, bluntnose minnow, sand shiner, common
shiner,  emerald  shiner, hornyhead  chub,  creek chub, golden shiner,  lake
herring,  mudminnow,  green sunfish,  pumpkinseed  and  freshwater  drum.
Other  common  species in  the area were walleye,  sauger,  yellow  perch,
largemouth  bass, smallmouth  bass,  rock bass, muskellunge  and channel
catfish. Goldfish were not reported at this time and carp were uncommon.
     In a seining study conducted from 1959 to 1960, forty-eight species and
five hybrid combinations of  fish were  reported  from  collections  made
throughout the Black River  Basin. These species are presented in Table VIII-
2.  Those fish which were only encountered in the mainstem of the Black
River and French Creek excluding hybrids are depicted in Figure VIII-2.  This
study concluded that fish which required unsilted streams and an abundance
of aquatic vegetation such as the brown bullhead, rosyface shiner, hornyhead
chub, sand shiner and pumpkinseed, which were common or abundant in 1892,
had decreased in abundance.  Those species  favoring muddy conditions  or
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                          TABLE  Vlti-2
                       FISH  COLLECTED FROM THE  BLACK  RIVER AND
                                        ADJ/"
         jAGENT WATERS
Scientific Hatoe

ACIPENSERIDAE (sturgeon)
  Aclpenser fulyescens
AMI I DAE (bowTTn]
  ATiia calva
ANGT)TU.Ti3ATn freshwater eel)
  Angul 1 1 a rostrata
ATHERI N I DAE (silvers i des )
  Labidesthes sicculus
CATOSTOMIDAE (suckers)
  Carpi odes cyarynus
  Catostoiiius coimersoni
  Eriircyzon sucetta
  Hypentel ium ni or leans
            n^lanops
  Moxostoma anisurum
  Hoxostoma carinatuiri
  Noxostoroa duguesneT
  Moxostpma erythruruni
  Hoxostonid Facrolepidot'J^
CENTRARCHIDAE  (sunfish)
  Ainb]op1ites  rupestrls
  Lepomis  cyanellu?
  lepoi'iis  gibbosus
  Lepomis  gulps us
  Lepomis  humilis
  Lepomis  iracrociTi rus
   Lepomis ireca i ot i s
   RTcropteru'S doTonjeui
   Micropterus salnoides
   Po
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                              TABLE   VIII-2  (Continued)
Scientific Ha^e

CYPR1NIDAE (Continued)
  Rhim'chth^s atratulus
  fthlnicntnys cataractae
  Setngtl lus' etromaculatus
CYFRlNODOiii'IDAE (killifish)
  FundHi us diaphanus
ESGCIDAE TpTke)
  _Esox americanus arrerjcanus
  Esox americanus" vermiculatus
  Esox lu-cius
  TTsox
GADTDAT (codfish)
  Lota lota
GAsTETTOSTtTDAE (stickleback)
  Culaea ineonstans
HIOOONTfOAS  (mooneye)
  Hiodon tergisus
ICTALUafOAE' {freshwater catfish)
  Ictalurus  nelas
  TctaTurus natal is
   I ctal urus  pur.ctatus
   Noturus^
         ^
  N'oturus  gyrinus
  N_oturu3_ murus
 LEPtSO'STTlDAE  (ga r)
  Lepisosteus  osseus
  Lepisosteus  olatostornus
 OSMEfelDAE (SRetl)
   Osmerus
 PERCICHTHYIDAE (temperate bass)
   iMorone chrysops
   A-nmocrypta  pellucida
   Etheosto^a  blennioides
   Etheosto,-!? ceerirleuiiT
   Etheosto^a' f labellare
   Etheosto.Ta' nigrum
   Perca f'lavescens
   Percina caprodes
   Percina copeland'i
   PTFcTHT pelrata
   Percina p'noxocephaltm
   Stizosfedioa canadense
   Stizosteai'on vitraurn yitreum
   Sti IPS ted ion vitreun glaucurn
  ERCOPSTGrtE (trout-perch)
   Percoosis OT-.iscQ.Tiaycus
  ETRWy'SfiTl DAE (lamprey)
   Petrmyzor. tnarlnus
                unicuspis
            (trout)
   Coregonus artedii
   Coregpnui' clupeafornis
                kisutch
   Oncorhynch'js tshawytscha
   Sal mo gairdneri
   Sal yel inus naijaycush
 SCTREIOAE (drun)
   Aplpdinqtus grunniens
         ~
 UMBKIUKt (mudminnow)
   Umbra gygaaea

 HYDRJDS

   Bluegill X purnpkinseed
   Brown bullhead X black bullhead
                                  Coraori Na^e
Blacknose dace
Longnose dace
Creek chub

Banded killifish

Rsdfin pickerel
Grass pickerel
Northern pike
Huskellunge

Burbot

Brook stickleback

Mooneye

81ack bullhead
Yellow bullhead
Brown bullhead
Channel catfish
Stonecat
Tadpole rr-adtont
Brindled inadtorn

Longnose gar
Shortnose gar

Rainbow smelt

White bass

Eastern sand darter
Greenside darter
Rainbow darter
Fantail darter
Johnny darter
Yellow perch
Logperch
Channel darter
Blackside darter
Shield darter
Slendsrhead darter
Sauger
Walleye
Blue pike

Trcut-perch

Sea lamprey
Silver  larnprey

Lake herring
 Lake whitefish
Coho salmon
 Chinook  salmon
 Rainbow  trout
 Lake trout

 Freshwater drum

 Central nudminnow

T8S9-189Z*
X
X
X
X

X
X
X
X
X
X
X
X
X
X
X
X
X
X
X

X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
Year of Study
1959-1960**"
X

X

X




X

X
X
X







X

X
X
X
X
X
X

X






1971-1974
X
X .
X


X
X
X
X
X

X
X
X
X
X


X

X
X

X
X
X
X
X
X

X



X

                                                                i; i
                                              - 1*7
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                              TABLE Vlll- 2
(Continued)
Scientific Haree                   Conmon  f.'arg

HYBRIDS (Continued)

  Carp X goldfish
  Common shiner  X striped shiner
  Green sunfish  X pumpkinseed
  Green sunfish  X longear sunfish
  Redside dace X redbelly dace
  White crappie  X black creppie
Year of Study
  T959-1960**
                                        1971-1974'
TOTAL NUMBER OF SPECIES EXCLUDING HYBRIDS
                                                                    83
                                                                                 48
                                            70
 * Collected in Black and Vermilion Rivers^8'

** Collected in Black River and its tributaries^  '

   Collected in Lake Erie and lower portions of Chagrin, Cuyahoqa  and  Rocky
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little aquatic vegetation  such  as green  sunfish, fathead  minnow,  black
bullhead, creek chub, common shiner and Johnny darter which were reported
in 1892  had remained  or had  become  common.   Additionally,  carp and
goldfish had now become established in the area.
     An intensive fishery survey of several streams and the lakeshore area
near Cleveland, Ohio was conducted from  1971 to 1972. A total of seventy
fish  species and  subspecies  (plus six  hybrids)  were collected  from the
lakeshore area and the  lower  portions of the Chagrin, Cuyahoga and Rocky
Rivers.   These species  are presented in Table  VIII-2.  Predominant species
collected (accounting for  5  percent or more  of the  total number of fish
collected)  were  alewife, gizzard  shad,  emerald shiner,  rosyface shiner,
spotfin shiner, bluntnose minnow,  yellow perch and a hybrid of the common
shiner and  striped shiner.  Despite the fact that  the fish populations in the
Cleveland  area have been altered  in the past  150 years,  almost  all of the
former species are still  present  within the  area.  These isolated populations
are potential repopulation sources.
     In  summary, fish studies of the Black River  and adjacent waters
indicate  the fish  community  of the  river has changed substantially since
1889 but that a variety  of fish still exist in its  mainstem and its tributaries.
Other recent fish studies indicate  small populations of many species found in
the  1800's  are present  in the lake or other south shore tributaries.  These
populations represent potential  repopulation sources for streams along the
south shore of Lake Erie including  the Black River.

3,   Benthic Macroinvertebrates
     Shifts  in the major components  of the  benthic macroinvertebrate
community of Lake Erie from one characterized largely by mayflies to one
predominated by oligochaeta  (aquatic earthworms) worms  and midge larvae
have been  discussed by  several authors.  Although similar  changes would  be
assumed to have occurred in  the benthic macroinvertebrate communtiies of
its tributary streams such as  the Black River,  these changes have not been
recorded.
     A series of thirty  benthic samples collected in the lower reaches of the
Black River in  1950 indicated  that  its benthic  community was  comprised
                              Ulil  • 23
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mainly of tubificid worms (Tubifex and Limnodrilus) and  leeches.  Worm
densities ranged from 598 to 1244 worms per square meter.  Sphaeriid clams,
midge larvae and  amphipods were present but not common. Sediments were
reported as being rich  in decomposing organic matter similar to the highly
enriched western  basin tributaries like the Maumee River.  The highest
levels of organic enrichment in these ten south shore tributaries appeared to
be related to high population levels in the stream basins.
     The Environmental Protection Agency made collections (July 1972  and
1974) in the Black River from its mouth and adjacent lakeshore area to its
East and West  Branches above their confluence.  In 1972, the sampling was
limited  to the  lower 7 miles of the river.  Oligochaeta worms dominated
these samples  ranging  in density from 787 to  243,729 worms  per square
meter.  Leeches were  common and midge  larvae were generally present in
low numbers.  Sphaeriid clams  were common in the lower 3 miles of  the
river  near the  lake  and both pulmonate  and prosobranch snails appeared
infrequently. Amphipods and isopods were  collected mainly at the mouth of
the river.
     In  the  EPA's 3uly 1974 collections  (list  of taxa collected shown in
Table VIIi-3)  obligochaeta worms  were predominant  in  samples from  the
lower 15 miles  of the river and ranged from 400 to 502,000 worms per square
meter.  Leeches were common in the lower 3 miles of the river and Sphaeriid
clams, pulmonate snails and prosobranch snails in  the  lower mile.  Midge
larvae occurred sporadically  and were absent from mile  1  to 5.   A general
improvement in the quality  of the benthic community appeared  above mile
10 in the Black River and in its  East and West Branches.  This was noted by
the occurrence of mayflies, caddis flies  and a variety of midges.  EPA
concluded that  the Black River had a degraded benthic fauna below Elyria to
its mouth.
      These  studies of  benthic macroinvertebrates in the lower Black River
indicate that at  least  since 1950 the community has  been dominated  by
oligochaeta   worms.    Although the  specific  composition of  the worm
association in the river  is not known it is probably similar to the  association
in the Cleveland Harbor area. This worm association included large amounts
of tubificid  worms such as Limnodrilus hoffmeisteri, L_ cervix and Pelascolex
multisetosus and  the sphaeriid clam Pisidiurn all indicative of high levels of
                             I//// - 1
-------
         TABLE   VIII-3

BENTHIC  KACROINVERTEBRATE  TAXA  COLLECTED  IN

 THE  BLACK RIVER  BASIN  BY  EPA  IN  JULY  1974
              ANNELIDA

                Oligochaeta  (aquatic "earthworms")
                Hirundir.ea (leeches)
                  Helqbdella sp.
                  H_. stagnalis
                  H.- elonqata
                  Erpobdella sp.
              ARTHROPODA

                Crustacea
                  HyaVe'Ua arteca  .
                  Garrniarus faciatus
                Insecta
                  Colepotera (aquatic beetles)
                    Dubirephia sp.
                    Stenelmis sp.
                  Diptera (midges)
                    Chlrono.Tius sp.
                    Cryptochi ronpTius sp.
                    Cricotopus sp.
                    Polypedilu.-n sp.
                    tribelos sp.
                    Stjctochi ronpgus sp.
                    Endochironoinus sp.
                    Tenytarstis sp.
                    Psectrocladius sp.
                    Procadius sp.
                             sp.
                     Orthocladiinae papae
                     Chironoininae pupae
                   Ephemeroptera (mayflies)
                     Hexaqenia  li^bata^
                     Caenis sp.
                     Baetis'' sp.
                   Hegaloptera '(fishflies)
                     Slalis sp.
                   Trichoptera  (caddis flies)
                     Aqraylea sp.
                     Chiparra obseura
                     Hydrospsyche sp:
                     Cheumatopsyche sp.
                     Trichoptera pupae
                HOLLUSCA

                  Gastropoda (snails)
                   ?hXs-£ SP-
                   Pleurocera ap.
                   Valvata sincera_
                  Bivalvia (clams)
                   Spheajium sp.
                   S.  trans versuai
                   5.  muscTTluin
                   Pisid.|urn sp.
                HVORACARIfiA  (water nites)


                PLATVHELMIfJTHES (flatworms)

                  Turbcllaria

                                               1/1 // -7-7
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organic enrichment.  Lesser amounts of leeches, pulmonate snails and midge
larvae (Procladius, Chlronomus and Cryptochironomus) were also common.
It also appears that  the  numbers of worms have increased over the years.
Other  benthic  taxa  are  limited  in the  lower  river but a wide variety of
species still exist in the upper mainstem of the river and its two branches.

C.    Segment Classification

      As part of the Section 303(e) Continuous Planning Process, the states
are required to classify  streams  or segments of streams as either "water
quality" or "effluent" limiting.  Effluent limiting segments are those where
applicable water quality  standards are being met, or there is certainty that
these  standards  will be achieved by  application of  effluent limitations
required by Sections 301(b)(l)(A) and 301(b)(l)(B) of the  1972  Amendments.
The  corresponding level  of treatment required for municipalities is conven-
tional  secondary treatment and  that  for industries is Best  Practicable
Control Technology Currently Available (BPCTCA).   Water quality limiting
segments are  those  where standards are not  being achieved and  where
application  of  the above treatment levels is not sufficient to achieve water
quality standards.  Ohio EPA  originally  classified segments  of the Black
River  in the February 15, 1973 Section 303(e)  Continuous Planning Process
submission (see Figure VIII-3).  This report classified  the following streams
or segments as water quality limiting:
      Black River -    Main stem from  mouth  to  confluence  of East  and
           West Branches
      East Branch -    From confluence with West Branch to Lodi
      West Branch -    From Northern boundary of Elyria to confluence with
           Wellington Creek
      French Creek
      Plum Creek
      Wellington Creek
      Beaver Creek
Only Charlemont Creek and the West Branch  from  its confluence with
Charlemont Creek to its confluence with Wellington  Creek were classified
as "effluent" limiting.
                                                  i  i _ -7
-------
                                   FIGURE  VII 1-3
                         BLACK  RIVER PLANNING  AREA
                       STREAM  SEGMENT CLASSIFICATION
SEGMENT CLASSIFICATION
i"  ,-'',*  Woter Quality  Limifina
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      Based upon locations of  dischargers,  existing  water quality,  and

hydrologic characteristics,  the  original  classification was modified  to

include additional  segments  (see  Figure VIII-4).   Table  VIII-4 presents

segment descriptions and classifications.  Table VIII-.5 presents a listing of

dischargers by  segments, with  the  most significant  dischargers ranked from

most  significant  to  least significant.  For  water quality  segments, those

dischargers which cause the segment to be  so  classified  are noted.   As

shown, most water quality limited  segment classifications are the result of

municipal  or  semi-public sewage  treatment  plant dischargers,   the most

notable exception being Segment 1  where discharges from the U.S. Steel -

Lorain  Works  have  a significant impact on  stream quality.  Table VIH-6

presents a ranking of the ten  most significant dischargers  in the planning

area.   Discharger  identification  numbers in  Tables V-16  to  V-20  and

Figure V-9 are  also used in Figure VIII-4 and Tables VIH-4 and VIII-5.



Segment 1 Black  River - Main Stem Harbor Mouth to East 31st Street Bridge



      Six  industries and  one municipal  sewage treatment plant discharge to

this water quality limited segment of the Black River.  U.S. Steel - Lorain

Works is by far the most significant discharger in this segment as well as in

the entire Planning Area. U.S. Steel discharges through five outfalls, a total

flow  of  178 mgd,  20,000 Ibs/day  suspended  solids; 3700 Ibs/day oil  and

grease; 2100 Ibs/day ammonia-nitrogen;  70 Ibs/day  of cyanide;  54 Ibs/day

phenolics, and  a  thermal load of  660 million BTU/hr. Process water is taken

from  the  river through  two intakes.   (The suspended  solids  discharge has

been  reduced with the installation of a blast furnace recycle system in late

1979).

      The  Lorain Sewage Treatment Plant is  a smaller but still  significant

discharger to the segment.  The facility presently discharges about 17 mgd

of  treated sewage containing  300 Ibs/day  BOD5, 400 Ibs/day ammonia and

small amounts  of cyanide and phenolics.

      The  remaining industrial facilities  in this segment  have  only small

discharges which do not  have a significant impact on stream quality.

      During critical  low  flow periods stream flow entering this  segment

from upstream is composed almost entirely of  the Elyria STP flow.  Stream
-------
                               FIGURE VHI- +
                       BLACK RIVER PLANNING AREA
                        SEGMENT CLASSIFICATIONS
            I A K £
NOTE: REFER TO APPEKOIX I FOR
     OISCHA«GtR
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-------
                                   TABLE VIII-5

                          BLACK RIVER PLANNING  AREA
                       DISCHARGER  RANKING BY SEGMENT


Segment  1  (Black  River  -  Main Stem - Harbor  Mouth to East 31st  Street Bridge)

                    Discharger                               Segment Classification

*B7 - U.S.  Steel                                           Water Quality Limiting
*B1 - Lorain STP
B2 - American Shipbuilding Co.
B
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                                   TABLE  VlIl-5
                                    (Continued)


                          BLACK  RIVER  PLANNING  AREA
                       DISCHARGER RANKING BY SEGMENT



Segment 5  (East  Branch - Confluence of  East  and  West Branches to Parsons Road
(Graf ton))


                    Discharger                                Segment Classification

*E30 - Grafton STP                                        Water Quality  Limiting
*E21 - Eaton  Estates STP -  Discharger to Willow Creek
*(E23-E27)  -  5  Semi-public  dischargers to an  unnamed
  tributary to the East  Branch of the Black  River
*{E15, E18-E20, E22)  -  5 Semi-public dischargers to
  Willow Creek
E5 - Em tec Manufacturing
EiO - Lear  Siegler  Co.
*(E12-E14,  E2S-E29) - 5 Semi-public dischargers to the
  East Branch of the Black River
*E4 - Tiffany's Steak House
E31 - Grafton WTP
Ell - Diamond Products
E6 - Ohio  Metallurgical Services
El 6 - Ohio Edison  - Eaton Line  Shop
El 7 - Sohio - Lorain County  Terminal



Segment 6  (East  Branch - Parsons Road (Grafton) to Lodi STP on  East Fork)


                    Discharger                                Segment Classification
     - Lodi STP                                            Water Quality  Limiting
*E39 - Spencer  STP
*(E35-E37)  -  3 Semi-public  dischargers  to an  unnamed
  tributary to the East Branch of the Black  River
*E32 - Indian  Hollow Golf Club STP
*E^O - Spencer  Lake Campground
*(E33-E34)  -  2 Semi-public  dischargers  to Salt Creek
E3S - Columbia Gas Transmission
EM - Spencer WTP



Segment  7 (East Fork of East  Branch -  Lodi STP to Headwaters)

                    Discharger                              Segment Classification
       E46-E47) - 3 Semi-public dischargers to the       •    Effluent Limiting
  East Fork of the East Branch of the Black River
E45  -  Harris Tire Service
E<>3  -  Lodi  WTP
* - Denotes  a major contributor to "water  quality limiting"  classification.
                                                    Will  -Z4
-------
                                   TABLE VIII-5
                                    (Continued)

                         BLACK RIVER PLANtNING AREA
                       DISCHARGER RANKING  BY SEGMENT


Segment 8  (West  Fork of  East  Branch -  Confluence  of East and West  Forks  to
Headwaters)

                    Discharger                              Segment Classification

(E4S-E
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                                   TABLE VIII-5
                                    (Continued)


                         BLACK RIVER PLANNING AREA
                      DISCHARGER RANKING BY  SEGMENTS


Segment  13  (Charlemont  Creek - Above  Confluence  with Tributary  (Wellington STP)
to Headwaters)
                   Discharger

W27  -  Wellington STP
W28  -  Cleveland Steel  Products
W29  -  Sterling Foundry
W31  -  Ukranian-American Association Camp
W30  -  Wellington WTP
Segment  14  (Beaver  Creek - Mouth to Headwaters)

                    Discharger

*C5  - Amherst STP
*(C'f, C8-C9, Cll,  C14) - 5 Semi-public dischargers
  to Beaver  Creek
*(C1-C2, C6-C7)  -  *f Semi-public dischargers to an
  unnamed tributary  to Beaver Creke
C3 - Nelson Stud Welding
*(C12-C13)  - 2 Semi-public dischargers to Squire's Ditch
*C15 - Oberlin Masonic Hall
CIO  - Cleveland Quarries
Segment  15  (Martin Run - Mouth to Headwaters)

                   Discharger

*M1  - Cresthaven  Subdivision STP
 Segment Classification

Effluent Limiting
 Segment Classification

Water Quality Limiting
 Segment Classification

Effluent Limiting
-------
           TABLE VIII-6
  Ten Most Significant Dischargers
  in the Black River Planning Area
(Based on Impact on Water Quality)
  1. U.S.  Steel  -  Lorain Works
  2. Elyria STP
  3. Lorain STP
  4. French Creek STP
  5. Oberlin STP
  6. Amherst STP
  7. Wellington STP
  8. CMC - Fisher Body Division
  9. Republic Steel Corporation
 10. Lodi  STP
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quality during low flow periods is also significantly affected by lake quality.

The  stream segment is  classified as water quality limiting because  of the

U.S. Steel and Lorain STP dicharges.



Segment 2  French Creek



      There are  currently twenty-five dischargers to French Creek, twenty-

two  of which are small  semi-public sewage plants which contribute a total

flow  of  about 0.19 MGD.   By far, the most significant discharger  is the

French Creek Council of Governments (COG) Sewage Treatment Plant which

has a design flow of 7.5 mgd.  Presently the facility operates significantly

below capacity discharging about 1.9 mgd and stream loadings of 2*4 Ibs/day

suspended  solids  (1.5 mg/1),  16 Ibs/day  BOD.   (1.0 mg/1), and 10 Ibs/day

phosphorous (0.7 mg/1).  The  Avon STP  was scheduled to be connected with

the French Creek STP, however, due to the recent defeat of a sewer  levy in

Avon the connection has not  been made.  Many of the semi-public facilities

do not presently have effective NPDES permits.

      Two  relatively  small  industries  also  discharge  into French  Creek.

Neither  Dreco Plastics  (0.02 mgd) nor  Servisteel Corporation  (0.0015 mgd)

however is considered a significant  discharger because of the small effluent

loadings,

      The natural flow  of French  Creek  during dry weather  conditions is

essentially zero because of the limited groundwater storage capacity and the

relatively  small  drainage  area (32 square miles).  The low  natural flow

results  in  the stream  being classified  as a seasonal  warm water  habitat

above the French Creek STP and a warm water habitat from the treatment

plant to the confluence  with the Black River.   For planning purposes, the

stream  segment is classified as water quality limiting because conventional

secondary treatment is not adequate to  achieve water quality standards.



Segment 3 Black River  East  31st Street Bridge to Elyria STP



      There are  twenty-five  dischargers to this segment of the Black River.

The  Elyria Sewage Treatment Plant is the largest discharger and the primary

cause of the "water quality limiting" classification. The facility discharges
-------
at a rate of  8 mgd and has a major impact on dissolved oxygen, ammonia,
cyanide,  phenol and phosphorus levels  in the river.  Based upon  discharger
records and a 1974 U.S. EPA survey, existing  treatment at Elyria results  in
the following effluent quality:
     BOD5               41 rng/1
     Suspended Solids     32 mg/1
     Ammonia-N          IS mg/1
     Total Phosphorus     12.2 mg/1
     DO                 2.5 mg/1
     Most of the remaining dischargers in this segment  are unpermitted
small  semi-public  sewage  treatment  plants  with a  combined  flow   of
0.29 mgd discharging to the river through a storm sewer  or Ridgeway Ditch.
     Three small  industries,  Beckett Corporation, Kalt Manufacturing, and
Heisler's Trucking Company, also discharge in this segment of  the Black
River,  and have minimal impact on stream quality because of their small
flow (less than .005 mgd).
     The seven day, ten year low flow of the Black River at  USGS gage just
upstream of  this  segment is 3.3 cfs.    Because of the low stream flow,
secondary treatment  at Elyria STP  is not adequate  to achieve water quality
standards, thus necessitating the water quality limiting classification.

Segment 4   Black River  -  Elyria  STP  to Confluence of  East  and  West
Branches

     This  effluent  limiting  segment  of the Black  River   has only three
dischargers; Stanadyne - Western Division, Bendix - Westinghouse, and Lake
Erie Plastics.  Stanadyne  is  the largest  of the  three,  with  a flow rate  of
0.49 MGD.   The  other  two  are  considerably smaller  (0.006 MGD  and
0.002 MGD for Bendix - Westinghouse and Lake Erie Plastics, respectively),
and are limited  to discharging  cooling  water  and boiler  blowdown  only.
Stanadyne discharges significant loadings of chromium, hexavalent chrom-
ium, copper, nickel, and zinc.
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Segment 5  East Branch - Elyria to Graf ton



     There are  seventeen semi-public  facilities discharging a  total of

.49  MGD to this segment of the Black River. In addition, six industries, one

municipal sewage treatment plant, and one  municipal water treatment plant

are located in this segment.

     The effluent  loadings from the Grafton  STP (0.2 mgd) and  the many

serni-public facilities cause the water  quality limiting  designation of this

segment.  Significant loadings of oxygen-demanding materials, ammonia and

suspended  solids are  discharged  by these sources.    Harshaw  Chemical

Company was the worst discharger in segment 5 prior to connecting with the

Elyria STP. Presently there is no process water discharge to the river from

this facility.   Of the six industrial facilities, none are  considered major

polluters,   Em tec  Manufacturing,  and Lear  Siegler   have   the  largest

discharges in this group.



Segment 6 East Branch - Grafton to Lodi



     Segment  6 contains two municipal sewage  treatment plants,  seven

semi-public facilities, one  industrial source  and one water treatment plant.

The Lodi STP  is the largest discharger  in  the segment  at 0.29 MGD.  The

Spencer STP (0.096 MGD) is about one-third the size of  the Lodi STP.  The

cumulative flow of the seven semi-public facilities is much smaller than the

two STP's accounting for only 0.03 MGD.   During low  flow  periods the

sanitary wastes  from these facilities  make up most of the flow  of the

stream, thus necessitating  the "water quality limiting" classification.  Of the

public  and semi-public treatment plants, only the Spencer and Lodi STPs

have effective NPDES permits.



Segment 7 East Fork of East Branch - Lodi  STP to Headwaters



     There are only five dischargers to this "effluent limiting" segment of

the Black  River.   The three semi-public dischargers provide  the greatest

flow (0.031 MGD) into the river and are the  most significant  dischargers.

Harris  Tire Service, which discharges only non-contact cooling water, and
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the Lodi WTP are smaller and  do not significantly impact water quality.  In
the absence of the point source dischargers, there would  be  no  natural flow
in this segment during dry weather periods.

Segment 8 West Fork of East  Branch - Confluence of East and West Forks
to Headwaters

      Only two dischargers are  located on this "effluent limiting" segment  of
the  Black River.   Worden's  Trailer  Park and Hornerville   High  School
discharge  sanitary  wastes  and have  a  combined  flow  of  0.0126 MGD.
Neither facility has an effective NPDES permit. Again,  there is no  natural
flow to this segment during dry weather periods.

Segment  9   West Branch -  Confluence of  East  and  West  Branches  to
Confluence with Charlemont Creek

      This  "water quality   limiting"  segment  contains  eleven  semi-public
dischargers (total flow of  0.865 MGD), six industrial  dischargers, and one
municipal water treatment  plant.  CMC-Fisher  Body Division with a flow  of
1.6 MGD, has the largest discharge in  this segment.   The  existing  NPDES
permit for this  plant contains  effluent  limitations for hexavalent chromium
(0.05 mg/1), total chromium (0.5 mg/1),  total copper (0.5  mg/1),  free  cyanide
(0.05 mg/1),  total  nickel   (0.5 mg/1),  pH  (6-9 standard units)  and  total
suspended solids (20 mg/1).   Republic Steel Corporation is the second largest
discharger in the segment.  Unlike GMC, Republic obtains its process water
supply from  the river so there is no increase in river flow at this  facility
despite significant loadings of suspended solids, iron, and oil  and  grease.
GMC and  Republic Steel are  the dischargers  primarily  responsible  for the
water quality  limiting classification.   The  remaining industries  in  this
segment cause little detriment to water quality.
      This segment  originates  at the confluence of  Charlemont Creek and
the west  branch of the Black  River.  Estimated dry weather stream flow  of
.83 cfs is composed of  upstream sanitary discharges.   Little additional  flow
enters  the  west branch   until  the confluence with  Plum  Creek which
contributes about 2.2 cfs mostly from Oberlin STP.
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Segment 10  Plum Creek



     Five semi-public facilities  (total flow 0.0072 MGD) and the Oberlin

STP  (i.'-f MGD) discharge to Plum Creek.   Only the Oberlin STP  has an

effective NPDES  permit.   During low  flow periods, Plum Creek  has no

natural  flow.  This fact, in conjunction  with the significant  discharges of

sanitary waste, cause the stream to be classified as a water quality  limited

segment.



Segment  11   West Branch  -  Confluence  with  Charlemont  Creek to

Headwaters



     Panther Trails Campground and Echo  Valley Golf Course are the only

two  dischargers in  this  effluent  limited segment.   Both  are semi-public

sewage plants operating  without  NPDES permits.  In general, water quality

in this  segment is good.



Segment 12  Wellington Creek



     Findlay  State Forest  (0.0022 MGD)  is the  only  discharger  to this

effluent limiting stream segment.  During critically low flow periods natural

stream  flow is only about one half  that of the State Forest.



Segment 13  Charlemont Creek - Wellington STP to Headwaters



     Wellington  STP (0.467 MGD) is  the  most  significant  of the  five

dischargers  to Charlemont  Creek.   Two  small industrial facilities, the

Wellington  Water  Treatment  Plant and a small semi-public facility also

discharge to this segment.   The  drainage  area of Charlemont Creek  is

relatively small  such  that  the  critical  low flow  of  the  creek  at the

confluence with the west branch  (0.8  cfs) consists entirely of point source

discharges.   These low flow  characteristics results  in  the  water  quality

limiting classification.
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Segment 14 Beaver Creek Basin

      There  are fifteen dischargers to Beaver Creek, including two minor
industrial dischargers, twelve small semi-public dischargers (combined flow
0.2 mgd) and the Amherst sewage treatment plant  (1.3 mgd).  The Amherst
STP is by far the largest discharger in  this segment contributing 360 Ibs/day
(33 mg/1)  suspended  solids;  350 Ibs/day  (32 mg/i)  BOD5; and  22 Ibs/day
(2.0 mg/1) phosphorus.   Stream  quality  is  degraded downstream  of the
Amherst plant, however upstream quality is  generally good.  (See April 30,
1974 U.S. EPA survey.)
      Critical stream  flow usptream  of Amherst STP (0.3 cfs)  is  made up
entirely of upstream discharges.  Since secondary treatment at the Amherst
STP  is not  so sufficient to attain water quality  standards, the  creek  is
classified as a water quality limited segment.

Segment 15 Martin Run

      Cresthaven Subdivision STP (0.03 mgd)  is  the only discharger to Martin
Run.    For  planning  purposes  this intermittent  stream is  classified as
"effluent limited".
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                     REFERENCES- SECTION VIII

I.    U.S. Geological  Survey, Water Resources Data for Ohio, 1973,
     1975, 1976.

2.    Personal communication  between  Mr. Scott  Machol, U.S. EPA and
     Mr. Henry L. Minert,  Director-Secretary, Lorain County  Metropolitan
     Park District, Board of Park Commissioners, Elyria, Ohio.

3.    Ohio  Department  of  Health,  Division  of Engineering, "Survey of the
     Black Pviver in the Elyria, Ohio Area", 3anuary 25, 1971.

4.    U.S. Environmental Protection Agency, Technical Support Document
     for Proposed NPDES  Permit U.S. Steel Corporation Lorain Plant, 3uly
     1975.

5.    U.S. Environmental  Protection Agency, United States Steel, Lorain,
     Ohio,  Works, Black  River Survey:   Analysis  for   Hexane  Organic
     Extractables and Polynuclear Aromatic Hydrocarbons.

6.    Westinghouse, Environmental Systems Department, Thermal Discharge
     Demonstration,  United States Steel Corporation,  Lorain Plant, Febru-
     ary 1976.
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                              SECTION IX

           WATER QUALITY MANAGEMENT AND PLANNING
A.   Recommended Point Source Controls



1.    Legislative Requirements



     As presented in Section I, the primary objectives of this study are to

provide  the  basis for  a  water  quality management  plan  pursuant  to

Section 303(e)  of   the  1977  Amendments and  to  support  the  National

Pollutant Discharge Elimination System (NPDES) pursuant to Section 402 of

the 1977 Amendments.  Within the scope of these broad objectives, this

section of  the  Waste Load Allocation Report presents the  remedial steps

necessary to attain water quality  standards applicable to the Black River

Planning Area.  These water quality standards are discussed in Section VI.

     Violations of water quality standards in the Black River Planning Area

are primarily attributable to point source dischargers regulated through the

NPDES permit system.  The NPDES permit  system is a basic mechanism

established  by Section 402  of  the 1977  Amendments for  enforcing  the

effluent limitations applicable to direct or point source dischargers into the

navigable waters.   The  function of the permit is to define precisely  the

discharger's obligation under  the Federal Clean Water Act,  translating the

general requirements of the  applicable effluent standards or water quality

requirements into  effluent  limitations tailored to the discharger's particular

operation.  The permit also defines the schedule by which a discharger must

attain  compliance  with  the  effluent limitations.  On March 11, 1974,  the
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the U.S. Environmental Protection Agency  transferred the NPDES permit
issuing authority to  the Ohio Environmental  Protection  Agency.   NPDES
permits issued  after that date have  been and will  be issued by the State
subject  to EPA concurrence.   Both the U.S. EPA and the Ohio EPA may
enforce the conditions in these permits.
     Under  Section 402, NPDES  permits  are  required to  conform  to
Sections 301, 302, 306,  307, 308 and 403 of  the 1977 Amendments or, prior
to  the  taking  of necessary  implementing actions relating  to  all such
requirements, conditions as the Administrator determines are necessary to
carry out the provisions of the Act.  Of these sections, Section 301, 307,
and 308 are the more significant in  terms  of  the development of  NPDES
permits:

a.   Section 301 "Effluent Limitations"
     Section 301(b)(l)(A) of the  1977 Amendments requires, as a minimum,
that effluent  limitations  for  point  sources  shall  conform  to the best
practical  control technology  currently available (BPCTCA) or, for  publicly
owned treatment  works, at least secondary  treatment  by  July 1, 1977.
However, Section 301(b)(l)(C) requires  that any more  stringent limitations
necessary  to  meet   other  State  requirements  including water   quality
standards shall also  be achieved  by 3uly 1, 1977.  Section 301  paragraph
(b)(2)(A) requires  the  installation  of  Best  Available  Control Technology
Economically  Achievable  (BACTEA)  by  3uly 1, 1984  for  all  pollutants
determined to be toxic under  Section 307(a)(l) of the Act.  For conventional
pollutants, as  defined  in  304(a)(4),  Best  Conventional Pollutant  Control
Technology must be installed by Duly  1, 1984 at sources other than  publicly
owned treatment works.

b.   Section 307 "Toxic and Pretreatment Effluent Standards"
     Section  307 requires the  Administrator of  the U.S. Environmental
Protection Agency to  establish  effluent limitations  for  toxic  pollutants
which shall take into account the toxicity of the pollutant, its persistence,
degradability, the usual or potential presence  of the affected organisms in
any waters, the importance of the affected  organisms  and the effect of the
toxic pollutant on such organisms.  Each  toxic standard must  be set at the
level which  the Administrator  determines provides  an  ample margin of
-------

safety (Section 307(a)(^)).  The  Act specifically provides that the standard
may be in the form of a prohibition and further states that national policy is
that  the  discharge of  toxic  pollutants  in  toxic  amounts be  prohibited
(Section 101(a)(3)). Furthermore,  Section 307 requires the Administrator to
establish  pretreatment  standards for  the introduction  of  pollutants  into
publicly owned treatment works.  These standards are directly enforceable
by  the Ohio Environmental  Protection  Agency and  U.S. Environmental
Protection Agency against users of treatment works.  Users  are also  subject
to the monitoring  provisions of Section  308.

c.    Section 308 "Inspections, Monitoring, and Entry"
      Section 30S(a) provides that the Administrator shall require the owner
or operator of any  point source  to  establish and maintain records, make
reports, install monitoring equipment, develop monitoring  programs and  to
provide entry to  the  Administrator, or  his  authorized  representative, to
inspect such  records, monitoring equipment, and  sample effluents.    In
addition,  Section  308(b) provides that all such  information  pertaining  to
Section 308(a)  be  made  available  to the public,  with the  exception  of
information protected as trade secrets.

      In  summary, point source  dischargers are required  to comply  with
either Best Practical  Control Technology Currently  Available  (BPCTCA),
secondary treatment,  or applicable water quality standards by July  1, 1977,
whichever is limiting,  and, Best Conventional Technology, or Best Available
Technology Economically Achievable, whichever is limiting, by July  1, 1984.
Compliance  schedules and  self-monitoring  requirements  are included  in
NPDES permits to insure that effluent limitations are being achieved.

2.    Discharger Classification

      Point  source  dischargers  in  the   Black  River  Planning  Area  are
classified into three general categories by receiving waters:
      (1)   Direct dischargers to Lake Erie
      (2)   Dischargers to "Low-Flow Streams" defined by Region V's simpli-
      fied wasteload allocation  technique, and to  streams with water quality
      design flows of zero.
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     (3)   Dischargers  to  larger streams and  dischargers to lake-affected
     areas of streams that flow into Lake Erie.
A  recommended  water  quality  management strategy for  each category is
presented below.
     Attachment A of  Appendix IV is a summary  of  final effluent limita-
tions in presently effective NPDES permits. Attachment  B of Appendix IV
presents recommended  permit  modifications for  dischargers whose issued
permits are not  consistent with applicable effluent  limitations  and water
quality standards. Attachment C of Appendix IV presents a brief fact sheet
including  recommended effluent limitations, monitoring requirements, and
special  permit  conditions for  those  dischargers that  currently do not have
NPDES  permits.

a.    CATEGORY 1   DIRECT DISCHARGERS TO LAKE ERIE

     Ohio has  not classified the nearshore waters of  Lake Erie as "Effluent
Limiting" or "Water Quality Limiting".  For the purpose of this study, these
waters are considered to be effluent limiting,  that is, direct dischargers to
Lake  Erie are  limited  by BPCTCA/BCT/BATEA effluent guidelines  for
industries or secondary treatment guidelines for municipalities.  Table IX-1
lists the direct dischargers to  Lake  Erie within the  Black River  Planning
Area.  The discharger identification numbers correspond with those listed in
Figure V-9.
     Permits have been issued for  the Lorain  and Elyria water treatment
plants and the Ohio Edison  - Edgewater Generating Plant.

(1)  Elyria and Lorain Water  Treatment Plants

     The NPDES permits  for the Elyria and Lorain water treatment plants
issued  by the Ohio EPA were  based upon the State's assessment of BPCTCA
as there are  no Federal effluent guidelines for  water  treatment plants.  The
respective permits as issued are consistent with water quality objectives.
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                              DIRECT DISCHARGERS TO LAKE  ERIE

•          Discharger Identification No.
                     (Figure V-9)                          Discharger and  Location

•                      LE i                       Elyria Water  Treatment Plant
^                                                   T nrain


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                        ILE '4                       Ohio  Edison - Edgewater Plant
                                                     Lorain



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                                                    Lorain


                       LE 2                       American Crucible Products Co.

                                                    Lorain


                       LE 3                       Lorain Water Treatment Plant

                                                    Lorain
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(2)   Ohio Edison Company

     The Ohio EPA permit effective April 1977, is based upon the effluent
guidelines for the Steam Electric  Power  Generating Category  issued on
March 4, 197*.
     Final effluent  limitations  for  Ohio  Edison  should  be modified to
conform  with the final  Steam  Electric  Power Generating Point Source
Category effluent limitations published by the U.S.  EPA on October 8,  1974
and new BPCTCA/BCT/BATEA regulations when promulgated.
     The  existing permit has no limitations on oil and  grease,  chromium,
total phosphorus, and total  zinc  and  pH for Outfall 601.  However, these
chemicals will be included  in the  permit  effective April  14, 1982,   It is
suggested that all wastewaters, except non-contact  cooling water be routed
to ashponds.

(3)   American Crucible  Products Company

     The  American  Crucible Products Company manufactures submersible
pumps, bronze gears, and other bronze parts and discharges about 6000 gpd
of cooling water to Lake Erie. There is no effective permit for this facility.
Recommended  effluent  limitations include oil  and grease (10  mg/1  daily
average, and 20 mg/1  daily maximum),  suspended  solids (30  mg/1  daily
average, 45 mg/1 daily maximum),  and  a condition that the discharge be
restricted to  non-contact cooling water and boiler blowdown.

b.   CATEGORY 2   DISCHARGERS  TO   "LOW-FLOW STREAMS"  AND
     ZERO FLOW STREAMS

     The hydrology  of the  Black River is  such  that  there is little natural
flow throughout most of the basin  during dry  weather periods.  The water
quality  design low flow at the USGS gage  on the East Branch of the Black
River is zero and only 3.3 cfs at  the USGS gage in Elyria. During prolonged
dry weather periods streamf low throughout the basin is almost entirely made
up of effluent flow.  A significant stream flow is maintained downstream of
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the Elyria STP during low flow periods.  Hence, except for the Black River
mainstem downstream of Elyria, most streams in the Black River  Basin are
classified as low flow streams for the purpose of this report.
     There are 111 dischargers to the low flow segments of the Black River.
Of  these discharges only  three  industries  and  ten  municipal  sewage
treatment plants have an effluent design flow equal to or greater than one
hundred  thousand  gallons  per  day  (0.1 MGD).  (see  Table IX-2).   The
remaining facilities are small  semi-public  waste  treatment plants, water
treatmeni plants, or industries  which have  little direct discharge  or that
discharge to one of the municipal sewage treatment plants.
     Effluent quality obtained from discharger monitoring reports for 1978
and  1979 for  the  ten  municipal   treatment plants are summarized  in
Volume II, Attachment N.  These data show effluent quality from Amherst,
Grafton, and  Spencer are  typical  of secondary  treatment  with monthly
average 8OD,. concentrations between 20 and  ^5 mg/1 and suspended solids
from 20 to 60 mg/1. Wellington, Spencer and LaGrange have slightly better
effluent  quality achieving discharge levels of 18 to 20 mg/1 BOD,- and  25  to
30 mg/1 suspended solids.  French Creek  COG STP and the municipalities  of
Oberlin,  Eaton Estates  and Brentwood Lakes Estate have advanced treat-
ment facilities capable of achieving effluent quality of 10 mg/1 BOD,- and
12 mg/1 suspended  solids.   None of the facilities  are designed to  remove
ammonia-N.   However,  some nitrification occurs  at facilities  where the
present flow  is less than the design flow (i.e., French Creek COG STP). All
facilities practice effluent disinfection during summer months and six plants
chlorinate all year.
     Effluent limitations  for  the   10 larger municipal sewage treatment
plants  were determined using a simplified procedure adopted by  U.S. EPA
Region V  for  municipal  sewage  treatment  plants  discharging to low flow
streams  (see  Appendix V).   This  methodology can be applied  to single
municipal dischargers located on streams where the upstream flow is  equal
to or  less  than the design discharge flow, the  design discharge  flow  is
10 MGD  or less;  and there  are no  or only limited  interactive effects from
the most upstream discharger on a  segment with more than one discharger.
Water  quality in these  segments is  highly dependent upon effluent quality.
Hence, upstream  quality is less significant  than for systems where the
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           Table IX-2

Facilities Greater than 0.1  MGD
Discharging to Low  Flow Streams
Municipal Sewage Treatment Plants

      Amherst
      Brentwood  Estates
      Eaton Estates
      French Creek COG
      Graf ton
      LaGrange
      Lodi
      Oberlin
      Spencer
      Wellington
       Industrial Dischargers

  Republic Steel  Corporation  Elyria
  GMC  -  Fisher  Body Division
  Stanadyne - Western Division
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upstream flows are much greater than design effluent flows.
     The  simplified  method  incorporates  a  mass balance  technique to
determine ammonia-nitrogen limitations; a simplified Streeter-Phelps anal-
ysis to determine carbonaceous oxygen demand limits; a sensitivity analysis;
and, suspended solids  limits determined  from  BOD limits.   The method
requires  data for stream  design  flow, upstream quality, stream  physical
characteristics, travel  time, and effluent design flow.
     Tables  IX-3 through IX-12  present the  data used in  the simplified
methodology for  the  ten municipal  sewage treatment  plants.  In  general,
upstream  design  flows were determined from upstream discharges or from
drainage area yields based upon flow data obtained at the USGS gage in
Elyria.  Upstream temperature and pH data were determined from U.S. EPA
water quality surveys  and stream slope was taken from USGS 7.5 minute
series topographical maps. Travel time, stream width, depth and flow were
measured for all but the smallest facilities where estimates were based upon
slope,  flow, and measured values  below similar  facilities  in  the  basin.
Stream reaction rates were adjusted  for temperature and depth as suggested
in the Region V report. An upper limit on the depth adjusted CBOD  reaction
rates of  1.0 was used in  the  analysis as recommended by  the  Region V
Ad Hoc Committee on  Waste Load Allocations.  The diurnal dissolved oxygen
variation  was assumed to  be  2 mg/1  as  suggested  by  Region V since
measurements downstream of the facilities  often showed large DO fluctua-
tions which  are not expected to persist after installation of more advanced
treatment.   Population  and STP  flow projections for  the planning period
were obtained from the Northeast Ohio Areawide Coordinating Agency.
     The only facility that  did not strictly meet all  the criteria for the
simplified methodology is  the Grafton STP.  In  this case, the  sum of the
upstream  design discharge  flows is 1.6 cfs whereas the projected flow of the
Grafton plant is  0.59 cfs (0.38 MGD).  Considering that the design flow of
the  East  Branch of  the  Black River  is 0.0 cfs  three miles above  the
confluence  with  the West Branch,  the critical  flow upstream of  Grafton
cannot be as high as 1.6 cfs.  Because good stream quality data are available
upstream  of the plant and upstream low flow is likely to be less than sum of
upstream  dischargers, some of which are located over  10 miles upstream,
the simplified method was  applied for this plant as well.
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-------
     The results of the simplified  modeling approach are summarized in
Table IX-13.   These results show  that with  the  exception  of  Graf ton,  all
treatment facilities must discharge less than 3 mg/1 of ammonia  in order
that water quality standards  not  be exceeded.  Extremely low levels of
BOD^ (less than  5 mg/1) are shown for  all  but  three   plants  -  Amherst,
Spencer, and Wellington.  A significantly higher BOD^  loading is computed
for Wellington (17 mg/1) since the  steep  slope  downstream  of  the plant
contributes to high reaeration in this segment.
     The sensitivity of allowable effluent loadings to the characteristics of
each system  was evaluated for each STP.   Ranges for input parameters,
shown  in Tables IX-3  to IX-12,  represent  the  uncertainty  in  the value
selected for a particular characteristic.  Where measurements at  or near
critical flow  were obtained,  the  ranges of  inputs  are small,  while  larger
ranges were  used where such data  are not  available.   The results of the
sensitivity analyses are  summarized  in  Table IX-13  and illustrated in
Appendix V.   Ranges in  effluent quality presented  in Table IX-13  are the
maximum ranges computed in each sensitivity analysis.  Ammonia-nitrogen
ranges  for all  plants  reflect the sensitivity  of ammonia- water  quality
standards to  pH and, to a lesser extent, temperature.  The  computed range
of  BOD. for  most plants is quite small  (less than  5 mg/1).    Effluent
requirements are generally not sensitive  to upstream water  quality, but are
more sensitive to stream temperature, reaeration rate, BOD reaction rate
and to a lesser extent stream velocity.
      Recommended NPDES  permit limits  based   upon this  analysis are
presented in Table IX-14.  Concentrations are  weekly averages not to be
exceeded. For those treatment plants where BOD,- concentrations less than
10 mg/1 were computed, a 10 mg/1 effluent limit is recommended to protect
the stream from severe deoxygenation and to provide  limits which can be
attained with conventional treatment systems i.e., biological treatment with
nitrification  and post filtration. These limits may be revised depending upon
U.S. EPA's final promulgation  of Ohio WQS  or should  the U.S. EPA develop a
maximum technology  requirement for municipalities on low flow  streams.
Seasonal  limits  for  BOD,, were  evaluated, however,  because of  higher
allowable limits  for  ammonia  nitrogen  and corresponding higher  NBOD
                            IX- ?0
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                     Table  IX-13

Results of Simplified V/asteload  Allocation Procedures



                           Computed Effluent Quality
Amherst
Brentwood
Eaton
Graf ton
LaGrange
Lodi
Oberlin
Spencer
Wellington
D.O.
STP
6.5
6.5
6.5
6.5
6.5
6.5
6.5
6.5
6.5
Ammonia, mg/1
Expected Max. Min.
3.3
1.9
1.9
7.0
2.6
2.8
1.7
2.6
2.6
6.6
3.8
3.8
9.0
4.1"
4.5
4.1
4.1
4.1
1.7
0.9
0.9
5.5
1.1
1.2
0.7
1.1
1.1
BOD5, mg/1
Expected Max.
12.9
6.2
1.2
2.8
1.5
1.8
2.4
6.6
17.2
19
8.6
2.1
6.6
3.2
3.3
3.5
11.0
22.5
Min.
9
4
0
0.9
0
0.6
0
3.0
12.5
                 IX-2'J
-------
Amherst*
Brentwood Lakes Estates
Eaton  Estates
Graf ton
LaGrange
Lodi
Oberlin
Spencer
Wellington
                                            Table IX- I
                                    Recommended  Effluent Limits
Ammonia,
May-Oct
3.0
1.5
1.5
1.5
1.5
1.5
1.5
2.0
2.0
mg/1
Nov-Apr
6.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0 '
Suspended
Solids
mg/1
12.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
20.0
Phosphorus
mg/1
1.0
—
~
—
—
—
1.0
—
1.0
BOD5
mg/r
12.0
10.0
10.0
10.0
10.0
10.0
10.0
10.0
15.0
D.O.
mg/1
6..0
6.0
6.0
6..0
6.0
6.0
6.0
6.0
6.0
.*For additional discussion see Section IX-D, Municipal Treatment  Needs.
                                    IX ~2Z
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values, seasonal BOD<- limitations are not warranted.  Occasional violations
of the minimum dissolved oxygen water quality standard may  result with
these limits, (10 mg/1 BOD,, 1.5 mg/1 NHyN) however,  the affected area
will generally extend less than 3 miles downstream of the treatment plants
and with  the exception  of the stream below Eaton Estates STP, dissolved
oxygen  levels  should not drop  below  2  mg/1.    Hence,  Ohio's  seasonal
warmwater habitat use designation may be warranted for  limited reaches of
these streams.   Recommended  ammonia-nitrogen  limitations (1.5 mg/1) are
slightly less  than  the maximum concentration required to meet the water
quality  standards  to  somewhat offset  higher  BODc limits (10 mg/1  vs 1 to
5 mg/1).   While  higher ammonia-nitrogen limits are  allowed during winter
conditions reflecting  lesser  ammonia  toxicity with lower temperatures,
nitrification  is  required  throughout the  year since low flows  often occur
during winter months.  Effluent limitations  in Table IX-14 are consistent
with nitrification and post filtration for all  municipalities except Wellington.
Wellington does not  require  filtration to achieve  the higher BOD, limits.
Phosphorus limits  for Arnherst, French Creek COG, Oberlin, and Wellington
are included  based upon  the Great Lakes Water Quality Agreement  of 1978
which specified phosphorus limits for facilities greater than 1 mgd discharg-
ing in the Lake Erie drainage basin.
      For the many semi-public dischargers it is recommended that wherever
possible they tie in with municipal sewage treatment plants.  Since stream
quality  downstream of these smaller  facilities during low flow periods is
composed almost entirely of effluent flow, existing and proposed semi-public
sanitary  discharges  should have  requirements consistent with municipal
treatment plants on low flow streams (see TablelX-15).   Appendix IV lists
the facilities which should  have effluent limits  that conform with  this
guideline.
      NPDE5 permits for industrial dischargers to  low flow stream segments
must  conform  with  BPCTCA/BCT/BATEA  effluent  guidelines, or achieve
water quality standards  whichever  is more stringent.  Since many industrial
dischargers  do  not  fall  into categories for  which Section 304  effluent
limitation guidelines  are  promulgated,  proposed  permit conditions  were
developed taking  into account  water quality standards,  existing  effluent
quality, and  "best engineering judgment" BPCTCA, BCT,  BATEA.  Recom-
mended  effluent  limitations for unpermitted discharges  are presented in
Appendix IV Attachment C.

                              IX -2Z
-------
                              Table IX-15
                    Recommended Effluent Limitations
            for Small Sanitary Discharges  to Low Flow Streams
      Constituent                  Monthly Avg.            Weekly Avg.
BOD5                                                      10 mg/1
Total  Suspended Solids                                       10 mg/1
Amrnonia-N
    May-October                                            2.0 mg/1
    November-April                                         5.0 mg/1
Dissolved Oxygen                                            6 mg/1
    (minimum)                                                        .
Fecal Coliform                     1000/100  ml             2000/100 ml
pH                                                         6-9
                          \\  - 7 U
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c.    CATEGORY 3   DISCHARGERS TO LOWER BLACK RIVER

     Table VIII-5 is a list of dischargers to the mainstem of the Black River.
Reference is made to Figure V-9 for discharger locations.  Water quality and
effluent  data  clearly demonstrate  the  most significant dischargers in this
segment  are the U.S. Steel-Lorain Works, Elyria STP, and Lorain STP. In the
future, the French Creek COG STP may also contribute significant loadings
to the Black River via French Creek at design discharge levels.
     tMathematical  water quality models  were employed  to assess the
degree of treatment  required  to attain temperature and dissolved oxygen
water quality standards.  Appendix II describes  the temperature simulation
model  that was developed for the Black River.  This model  was verified
using data  obtained during July 1974  and 3uly 1979 U.S. EPA water quality
surveys.   The EPA computer model AUTOSS  was  selected to   simulate
dissolved oxygen.  Appendix III describes the  model,  and model calibration
and  verification studies.  The application of the temperature and  dissolved
oxygen models for water quality planning is described below.  These models
have the capability to simulate the interaction between the Black River and
Lake Erie which has a significant  bearing on the water quality in the Black
River.

(1)   Temperature

      As discussed in Appendix II, the temperature simulation  model provides
an expected  river  temperature distribution  (i.e. maximum,  minimum and
average  daily temperatures over a given time period) at critical points in the
lower Black River. Note that  the Ohio WQS contain  average and maximum
criteria.  The average  criteria represent the arithmetic mean of multiple,
equally spaced, daily average  temperatures  over a consecutive 15 or 30 day
period; and, the maximum  daily temperature is the highest arithmetic  mean
of temperatures for any two  consecutive hours during a 24  hour day.  The
"average" model output is  directly comparable to the "average" value in the
WQS.  However, the  "maximum" model output  (or, value exceeded a  given
percentage of time)  is an average value over  24  hours as  opposed to the
-------
2 hour  averaging  period  for  maximum  temperatures  specified  in  the
standards.  Hence, the model "maximum" value is expected to be lower than
the  WQS "maximum"  value  by  about  half  of  the  diurnal  temperature
variation in the stream.
      The model  requires as input meteorological data, stream  hydrology
including lake flow, effluent thermal loadings, and lake temperatures.   For
temperature simulation purposes the Black River near U.S. Steel was divided
into  three  reaches;  an upstream  section  (Elyria STP to  U.S. Steel water
intake WI-3, RM 10.8 to 3.88); a midsection dominated  by the discharge from
Outfall  002 (river intake \VI-3 to the upstream  end  of the turning basin,
RM 3.88 to 2.85);  and, the turning basin dominated by Outfalls 003 and 004
(RM 2.85 to 2.40).
      For water temperature projections, hourly weather data at Cleveland,
Ohio were obtained from the National Weather Record  Center for the period
                  2
1957 through 1976.  The hourly data were averaged by means of a separate
computer model to  provide daily  average meteorological  conditions,  daily
equilibrium  temperatures (E),  and heat exchange rates (K).   This model
summarizes daily E and K values to provide respective means and standard
deviations for the twenty year period in time increments associated with  the
Ohio temperature  standards.
      Monthly flow duration data at  the USGS gage at  Elyria provided  the
upstream flow for the  temperature model. French Creek flow was assumed
to be a fraction of the upstream flow on the Black River at  the Elyria gage
plus the design discharge from the French Creek STP.   The flow at  the
Elyria STP was established as  the  design  flow of the plant. The standard
deviation of  the  current flow of that  facility  was   also  considered.   An
expression for lake flow  affecting  each of  the three stream  segments
included in the temperature model was  developed from  stream data and
demonstrates  the  inversely  proportional relationship of  lake  flow   to
upstream river flow (see Appendix II).   Daily lake   temperatures  for  the
years 1976 through  1978 were obtained from  the Lorain Water Treatment
Plant. 3
      Self  monitoring  data  from  U.S. Steel collected  from September 1976
through 3une  1978  provided thermal  load  data  and  expected  variation
-------
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(standard  deviation)  for  each discharge.   Recent  completion  of a blast
furnace recycle  system reportedly  removes about  125 x 10  BTU/hr from
Outfalls  003 and 004.    To evaluate the effect of  this  treatment,  the
temperature model was run with measured thermal loads at  U.S. Steel  less
the expected  reduction due  to  recycle at  the  blast  furnaces.   Standard
deviations  of  the  thermal loads at Outfalls  003 and  004  were  reduced
proportionately.
     Results from  this "existing case" simulation  are illustrated in Fig-
ures IX-1  to  IX-3.   The figures  present  the  daily average  computed
temperature and the daily average temperature exceeded 596  of the time for
each time  increment contained  in  the water  quality  standards.   The 5%
temperature is expected to be exceeded once every twenty days or about
once  during each  time  interval in the water  quality  standards.   It is
important to note the model predicts daily  average water  temperature at
each location  in the stream and that temperature at the water  surface is
expected to be warmer than the average and temperature at the bottom is
expected to be cooler. Since U.S. EPA intensive survey data show minimal
diurnal variations of temperature in the lower Black River, daily maximum
temperatures as defined in the Ohio WQS would be expected  to be only  1 or
2°F above the daily average values exceeded  596 of the  time as computed
with the model.
     Figure IX-1 and 2 show expected temperatures below Outfall 001  and
at  Intake WI-3.  Note that computed  daily average  stream temperatures
exceed the average WQS during May and 3une.  However, the daily maximum
WQS is expected to be exceeded (temperature exceeded 5% of the time)
from  April through  August  by  1°F to  5°F in this segment.   Stream
temperatures  are  hottest from  Intake WI-3  to  the upstream end  of  the
turning basin  (midsection).   Here  the  average  WQS  is exceeded  by  the
average  computed temperature from April through  3uly.  Daily maximum
WQS  are projected  to be exceeded from March through November by as
much as  12°F.   Turning Basin  temperatures are cooler than midsection
temperatures  but  still are  projected to  exceed  maximum  temperature
standards in April through 3uly, September,  and November.   EPA survey
data and the temperature model verification  studies confirm these  viola-
tions.
                               /X-2'7
-------
IOO
                                               FIGURE rr-i
                                     BLACK  RIVER TEMPERATURES
                                          AT RIVER MILE 5.0
                                  EXISTING u.s  STEEL THERMAL LOADINGS
   FEBRUARY
                                                  JULY
                                                          AUGUST  SEPTEMBER  OCTOBER  NOVEMBER  DECEMBEf
                                               FIGURE TT-2
                                     BLACK  RIVER  TEMPERATURES
                                          AT RIVER MILE  3.88
                                   EXISTINS U.S.  STEEL THERMAL LOADINGS
IOO
90
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B 10 IS 20 fS • W IB 23 IB 1 10 19 2O » • IO IB to 29 8 1C 13 20 «a » '" '»*-•-
FEBRUARY MARCH APRIL MAY JUNE JULY *UOUST SEPTEMBER OCTOBER NOVEMBER DECEMBER
-------
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             FIGURE EC-3

   BLACK  RIVER  TEMPERATURES

IN MIDSECTION AND TURNING BASIN

EXISTING U.S. STEEL THERMAL LOADINGS
                       FEBRUARY   MARCH
                                                            JUNE
                                                                     JULY
                                                                             AUGUST  SEPTEMBER  OCTOBER  NOVEMBER
                                                                                                                 j it to it

                                                                                                               DECEMBEI
-------
     To determine  effluent  limits required to attain Ohio  temperature
standards throughout the year, two treatment alternatives were  evaluated.
The first involves recycle  of  the effluent from  U.S. Steel  Outfall 001 with
only a 5% blowdown to the  river.  The second alternative includes recycle of
Outfall  001 and recycle of  cooling water for the  primary coolers at the coke
plant which discharge at Outfall 002. This is expected to reduce the thermal
laod from Outfall 002  by  120 x 106 BTU/hr.^   Thermal loads used  in the
analysis are presented in Table IX-16.
     Computed  temperatures  for  the  two  alternatives are  illustrated in
figures IX-4 to IX-7.  Recycling the current discharge from Outfall 001 can
reduce stream temperatures in  the upstream segment  by  as much as 10°F
(Figure  IX-4 and 5).  Stream  temperatures in this segment are projected to
achieve  water quality  standards throughout the  year with  the  exception of
perhaps the  latter part of  May when average and maximum WQS would be
exceeded by  1 to 2°F.  Midsection temperatures (Figure IX-6) are expected
to exceed daily maximum  standards a high percentage  of  the time for the
months   April through November,  however,  the margin  of  exceedance is
expected to be reduced by about 3 F by  recycling the discharge from Outfall
001.
     Recycle of cooling water for  the coke plant primary coolers at Outfall
002 can  result in  a 6°F reduction in average  temperatures  in the midsection
(see Figure IX-7).  Recycling Outfall 001 and the primary coolers at Outfall
002 should result in  compliance  with  Ohio temperature  standards  in the
lower Black River except during the period from  April 16 to June 15.  In this
two month period  maximum temperature standards  are exceeded by 3°F and
the daily average criteria are exceeded  in late  May by 1.5°F.  Similar
violations are also expected during this period in  the turning basin.
     Additional thermal load reductions at U.S. Steel were evaluated but
the reductions produced only  slightly cooler  temperatures  (1° to 2°F) while
significantly  increasing treatment costs.  Because of the high temperatures
and relatively low flow rate,  recycle of the  primary coolers at Outfall 002
appears  to be a cost effective  method to reduce thermal loads from that
outfall.
-------
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Outfall

Loading
(10b BT'J/hr)

Std. Dev.

Flow (MGD)
Outfall

Loading
<10b BTU/hr)

Std. Dev.

Flow (MGD)
Outfall

Loading
(106  BTU/hr)

Std. Dev.

Flow  (MGD)
                                  Table 1X-16

                           U.S. Steel - Lorain  Works
                            Thermal Load Allocations
                             Measured Thermal  Loadings  (9/76 to 6/78)
001
83.7
35.8
51
95

005
4.4
2.6
3
91
Existing Case
002
251.2
69.6
26.5
231
003
333.0
145.8
68
95
004
95.6
69.9
22
94
- Reduction of 125 x 106 BTU/hr
for Blast Furnace Recycle in Outfalls 003 and 004
001
84
36
51

005
4
3
3
Alternative
002
251
70
26.5
One - Existing
003
258
113
68
Loadings with
004
44
32
22
"^
Recycle of Outfall 001 (596 Slowdown to 001)
001
4
2
2.5

001
4
2
2.5
005
4
3
3
Alternative
Recycle of
005
4
3
3
002
251
70
26.5
003
258
113
68
004
44
32
22
Two - Alternative One with
Primary Coolers
002
131
37
• 19.3
at Outfall 002
003
258
113
68

004
44
32
22
-------
                                                 FIGURE tt-4

                                      BLACK  RIVER TEMPERATURES
                                            AT  RIVER  MILE 5.0
                                  ALTERNATIVE-I (RECYCLE OF OUTFALL 001)
  80
                                 4
5 70-
                 95
                                                                        I	
                                                                                           rMAXIUUU WOS
  50
                      v\
                      ,	i/
~AV ERASE DAILY
 TEMPERA TURE
                                                                                                 7'
                                                                               AVER ABE DAILY WOS •
                                                            I I I  i I
               MARCH
                                           JUNE
                                                    JULY
                                                            AUGUST
                                • 10 IA 20 2»  b IO IS 2O 29   5 IO IS 2O 22   9 10 v. v
\ X
\
\







___
.\L
\\
\
AVEKAGE
i i i i J 	



r-MAX
/
r
^^
DAILY If OS -
,,11111-



1UUH V/03

-T_.
J
1 1 1 1 L_
t i« !• 2O 2ft • M 11 ta H • IO t« 2O 2t » 10 IB 20 l» » IO t« 2O « » 1° '• zu " * w
JUNE JULY AUGUST SEPTEMBER OCTOBER NOVEMBER DECEMBER
-------
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                                                FIGURE It-6

                                     BLACK  RIVER  TEMPERATURES
                                   IN MIDSECTION AND TURNING BASIN

                                  ALTERNATIVE-I (RECYCLE OF OUTFALL 001)
100
    FEBRUiKY
              MARCH
                                          JUNE
                                                           AUGUST   SEPTEMBER  OCTOBER   NOVEMBER  DECEMBER
                                                FIGURE rr-r

                                      BLACK  RIVER  TEMPERATURES
                                   IN MIOSECTION AND TURNING BASIN
                                  ALTERNATIVE-2 (RECYCLE OF OUTFALL 001
                                   AND  PRIMARY COOLERS AT OUTFALL O02)
     FEBRUARY   MARCH
                                                            AUGUST  SEPTEMBER  OCTOBER  NOVEMBER  OtCEMBEF
-------
     The Lorain Plant Thermal Discharge  Demonstration, United  States
Steel Corporation  suggests that even with elevated stream temperatures in
the lower Black River there will be a cool zone of passage for fish to move
upstream of  U.S. Steel  Corporation.  While this  is the case from the lake
upstream to  the turning basin,  U.S. EPA intensive survey data and the
temperature  simulations indicate this is not the case from the turning basin
(RM 2.9) to Outfall 001 (RM 5.0) without thermal controls at Outfalls 001
and  002.  U.S. EPA intensive  survey  data  Duly  1974,  3uly '1979) show
significant temperature stratification (10°F) from the  turning basin down-
stream  to the  lake  where  the stream channel  is about 30 feet deep.
However, upstream  of  the turning basin where the stream is  less than
12 feet  deep, top to  bottom temperature measurements varied by  at most 3
to 4 degrees  Fahrenheit.   Considering  that  under existing thermal loads
maximum daily temperature standards  will be exceeded  40% of the time
from May through September (by as much as  12°F upstream of  the turning
basin),  there  is no zone of  passage  for  fish to  avoid  high  stream
temperatures.  Significant heat reduction is required at U.S. Steel to achieve
water quality standards and protect movement  of fish through the lower
Black River.   While much of the dredged section of the lower river is not a
suitable habitat for fish spawning, the basin upstream of U.S. Steel has many
suitable habitats.

(2)  Dissolved Oxygen

     In assessing treatment alternatives for  dissolved  oxygen in the lower
Black River,  primary  emphasis was placed  on  modeling  dissolved  oxygen
under critical low flow, high temperatures conditions.  These are virtually
the  same  conditions  encountered  during  the   July 1974 and  3uly 1979
U.S. EPA intensive surveys.  Data from these surveys were used  to calibrate
and verify the AUTOSS model (Appendix III).

(a)   Physical Conditions

      Table IX-17 presents the hydrologic and physical  characteristics used
for model  projections.  The design flow above the Elyria STP is the seven-
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                    Table  IX-17

Lower Black River Physical and HydroloRJc Characteristics
River Flow cfs
Mile Entering Total
Elyria STP
10.8 19.1 22.4
6.5
6.0
5.5
French Creek
5.0 8.9 31.3
4.5
4.0
3.5
3.0
2.95
2.85
2.82
2.8
2.68
2.55
2.4
2.0
1.5
1.0
0.0
-0.1
-0.2
-0.4
-0.6
Width
Ft.
60
60
87
105
138
181
231
238
315

235
433
500
767
1200
500
535
523
269
331
1700
3200

800
Depth
Ft.
0.88
0.88
2.2
4.1
6.1
7.0
8.2
10.0
14.5
14.5
15.0
20.0
27.0
30.0


30.0


30.6
21.2
21.0
26.6
30.2
Dispersion
sqft./sec
2




2
125


"•


125

725



725

140


140
               IK -35"
-------
day ten-year low flow determined at the USGS gage in Elyria (3.3 cfs).   In
the sensitivity analysis the effects of higher flows were also evaluated.  For
low  flow,  dry  weather  projections,  dry weather  municipal  flows were
estimated as the product of the design flow and the ratio of 1979  average
summer flow to  1979 average  annual flow.  The low flow of French Creek
above the French Creek STP is  estimated to be 0.3 cfs.  Since the projected
flow  below the  Elyria  STP of  22.3 cfs is  nearly  identical  to the flow
measured during the July 1974 U.S. EPA survey (21 cfs), stream  physical
characteristics (widths, depths, and  velocity)  determined in the 1974 survey
were used for model projections.
      The amount of lake water mixing in the lower Black River was found
to be a function of  net downstream flow above U.S. Steel (see Appendices II
and III), which  is the sum of the flows  at the Elyria USGS gage, the Elyria
STP, and French Creek, or about  31.2 cfs at  critical conditions.  This falls
between 23 cfs measured during the 1974 survey  and 41 cfs measured during
the 3uly  1979  survey.   Dispersion  coefficients for the projections were
estimated  from the measured  dispersion coefficients from  the two surveys
and the lake flow/river  flow relationships determined for the temperature
model.  Figure IX-8 presents 1974 and 1979 measured dispersion coefficients
as well as the values used in the projections.

(b)   Reaction Rates

      Table IX-18  presents a  summary  of  reaction rates used for  water
quality projections.  CBOD and NBOD stream reaction rates were obtained
from the model  calibration and verification  studies, with the exception of
the CBOD reaction rate for  the Elyria STP to U.S. Steel segment,  where a
reaction rate  of 0.3 day~  was specified as  being more representative of
conditions below a well-treated effluent .  The  stream  reaeration rate  was
calculated  using the  relationships  applied  in the  July  1979  simulation.
Sediment  oxygen  demand  in   the   lower  Black  River was  measured  in
conjunction with both the 1974 and  1979 intensive surveys (see Appendix III
and  Volume II).    For   projections   with more  advanced  treatment,  the
sediment  oxygen demand (SOD)  was  estimated  to be half of the  1979
measured  values.  Variations in stream reaction rates and SOD rates were
                              /X-3
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8OO
700
6OO
500
400
800 >
 100
                                                 FIGURE EC -6

                                       DISPERSION  COEFFICIENTS
                                                                                    PROJECTIONS

                                                                                    1979 VERIFICATION
                                                                                    1974 VERIFICATION
                                                 RIVER MILE
-------
                               Table IX-18
                 Reaction Rates for the Lower Black River

                                River Miles
     Rates             10.8  -  6.0         6.0  -  2.9            2.9 to Lake
CBOD                     0.3              0.1                  0.05
NBOD                     0.3              0.1                  0.05
Reaeration                 7.6           0.35  -  0.14               0.024
SOD
(1/2 1979 value)           0,0           0.0 - 0.28            0.28 - 0.56
                         )X-3<3
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evaluated in the sensitivity analysis.

(c)    Dissolved Oxygen Projections

      Various treatment  alternatives were evaluated to determine effluent
limitations for oxygen  demanding substances for the major dischargers in the
lower  Black  River.   For the  Elyria STP secondary treatment,  secondary
treatment with nitrification, and secondary treatment with nitrification and
filtration were  studied.   The  French Creek STP presently  has  secondary
treatment with  post filtration  and is required by a 3uly 6, 1979  Ohio  EPA
                                                                       o
order  to  complete Step II design for nitrification by  September 1,  1982.
Three alternatives were evaluated  for  the French  Creek  STP:  (1)  the
proposed  system;  (2) effluent  limits  required  to  attain   water   quality
standards in French  Creek  as determined  in  the previous  section;  and,
(3) direct discharge to Lake Erie.  The consulting engineer for the City of
Lorain indicates that it is more cost effective to provide a direct discharge
to  Lake  Erie  from  the Lorain  STP  rather  than  to provide  additional
                                                                  Q
treatment and  maintain the current discharge to the Black River.    The
options evaluated for  the  Lorain STP  were the  existing  discharge  to the
River  and a discharge to  the  Lake.  For the  U.S. Steel-Lorain  Works the
three cases evaluated  in  the thermal modeling were also evaluated with the
dissolved oxygen model.  These cases include  (1) existing permit limitations,
(2)  recycle  of  Outfaii 001  with a 596  blowdown  to  the river and an  EPA
estimate  of  BATEA at  Outfall 002, and (3) recycle  at Outfall 001  with
BATEA and primary cooler recycle at 002. The 95 percentile  temperatures
computed in the thermal analysis were  used for  dissolved oxygen simula-
tions.  Effluent  loadings for the treatment  alternatives  are presented in
Table IX-19.     The   effect of the existing  discharges  can  be seen in
Appendix III.
      Figures IX-9 to  IX-12 show  the impact of  each facility on dissolved
oxygen in the lower Black  River.   For  this analysis  a base  condition  was
selected  which  included  nitrification and filtration at Elyria STP, effluent
limits at French Creek COG STP  required to meet WQS in  French  Creek,
Lorain STP discharging to  the  Lake,   and  U.S. Steel  with recycle  at
Outfall 001 and  BATEA at Outfall 002 (option 2). Effluent loadings for three
of the facilities were  held constant at the base condition while successively
more stringent treatment levels for the remaining facility were evaluated.
-------
rai-
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            FIGURE IT-9

BLACK RIVER PROJECTIONS
             ELYRIA
                                                  SECONDARY
                                                  SECONDARY* NITRIFICATION
                                                  SECONDARY, NITRIFICATION
                                                   FILTRATION
            RIVER MILE
            FIGURE TZ-IO

 BLACK  RIVER PROJECTIONS
          FRENCH CREEK
                                        FRENCH CREEK ALTERNATIVES

                                                  FLO*   CONCETRATIONS
                                                         CBOD

                                                   8.9    22-*  T.25 Z.9

                                                   8.9     5.2  T.25 6.0

                                                   0.3     4.O  O.5  7.5
                                                                                    RIVER MILE
-------
          FIGURE rt-ll
BLACK RIVER  PROJECTIONS
           LORAIN
                                LORAIN ALTERNATIVES


                                	 OUT
          RIVER MILE
          FIGURE IX-IZ
BLACK RIVER PROJECTIONS
          U.S. STEEL
               VJ
               \
                               U.S. STEEL TREATMENT ALTERNflTIVES
                               — —— —• Eiiitin? Efflutnl Quality
                               	2	 R«cyclt OOI, BATEA OOZ
                               -— —*	Alttrnotivts Z Plu« Coolfnj
                                        at Outfall O02
          RIVER MILE
-------
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     AUTOS5 calculates daily average stream concentrations in contrast to
the EPA proposed dissolved oxygen standard which is a minimum concentra-
tion to  be achieved at all times.  Since intensive survey data  indicate that
diurnal  DO fluctuation and DO stratification near the DO sag point are less
than 1 rng/1, it is  expected the actual daily minimum stream DO resulting
from  the  treatment  alternatives  will  be within 0.5 mg/1  of the  average
computed value from the model.  Because this range is within the expected
accuracy of the model, simulations were not directed at achieving instream
concentrations higher than the minimum standard.
     Figure IX-9 shows the impact  of the  Elyria  STP effluent on  water
quality  in the  Black  River.   With secondary treatment, average dissolved
oxygen  concentrations below  the minimum standard of 5 mg/1 are projected
throughout  most of  the  river.   Nitrification  at Eiyria,  is  projected  to
significantly improve  stream  quality  but post filtration of the effluent is
required to achieve 5 mg/1 throughout the river. It is important to note that
the minimum  dissolved oxygen concentration occurs  upstream of U.S. Steel
Intake WI-3 (RM 4.0), and not  immediately downstream of the Elyria STP.  In
the four mile river segment below the STP the stream is relatively shallow
and fast moving.  At river mile 6 the stream begins  to widen and deepen
causing stream velocity and reaeration rate to diminish dramatically.  As a
result, a large portion of the  BOD is exerted between river mile 3 and 6.
Downstream of river  mile  3.5 the river starts  to recover  because of the
influence of Lake Erie.
      The impact  of  French  Creek  COG STP  is shown in Figure IX-10.
French  Creek  empties into the Black River just upstream of the critical
dissolved oxygen point.   Figures IX-9 shows that if  the French Creek STP
discharge were removed from French Creek and directed to  the  Lake,
minimum  DO in the lower Black River would improve by 1 mg/1 over the
quality  expected with very low BOD limits at the plant (alternative 2). This
is primarily the result of  an increase  in the dispersion coefficient at critical
flow conditions due to a reduced  net downstream flow.  With French  Creek
discharging to Lake Erie, dispersion  coefficients determined from the July
1974 survey  were  applied since the flow during the survey (23 cfs) is about
the same as the expected stream flow of 22 cfs with French Creek out of
the system.  With  regard to the impact on DO in French Creek and the lower
-------
Black River a direct discharge to the Lake is clearly the preferred option.
     The Lorain STP is located at the mouth of the Black River and as such
has little impact (0.3 mg/1) on mirnimum DO occurring at River Mile 4.0 (See
Figure IX-11).  A discharge to the river, however, reduces DO by 1.0 mg/1
from river mile 1.0  to 3.0 when compared to a lake discharge.
     The treatment  options for  U.S. Steel are presented in Figure IX-12.
Assuming existing quality at Outfalls 001 and 002 (alternative l) U.S. Steel
discharges 2000 Ibs/day of CBOD  and 2500 Ibs/day NBOD near the  DO sag
point with a resulting minimum stream DO of 4.2 mg/1. By recycling Outfall
001 and  applying BATEA at Outfall  002 (alternative 2), 9596 of the CBOD
load and 75% of the ammonia loading in this segment are removed and the
minimum DO increases to 4.8 mg/1.  Recycle of the primary  coolers  at
Outfall 002 (alternative 3) does not  significantly  change the minimum  DO
from  alternative 2 since CBOD  and NBOD  effluent  loadings  were  not
changed.   Hence, the thermal discharge from Outfall 002 has little effect
on dissolved oxygen concentrations at the most critical point in the stream.

(d)   Sensitivity Analysis

     A sensitivity  analysis was  performed to evaluate the reliability  of
these projections.   For this study, stream characteristics input to AUTOSS
were  varied over a range of expected values  while effluent  loadings were
held constant.   Since  most  characteristics  had been  measured  during
intensive surveys, the range of inputs  selected was generally plus and minus
25% of the original  values (See Table IX-20).  In evaluating the sensitivity to
temperature, the projected temperatures were increased  and  decreased by
3°F.  To evaluate the sensitivity to upstream flow, the sum of the 2000 year
design flow of all upstream dischargers was  applied.  When the upstream
flow was increased the dispersion-coefficient was  set equal to the duly 1979
intensive survey values since the increased flow was nearly identical to the
measured flow during the 1979 survey. In evaluating the effect of upstream
quality and lake quality, CBOD, NBOD and DO values were simultaneously
changed  to reflect better and worse quality.   A  zero  sediment   oxygen
demand was evaluated in the sensitivity analysis.  Finally, to determine the
impact  of  the dispersion  coefficients,  the  dispersion  coefficient  curve
-------
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•P
1
1

1

1

1

1

1
1

1
•V
1
1
1
1
1
1


Tab!
Sensitivity

Sediment Oxygen Demand
Reaeration
KCBOD
KNBOD
Quality
Upstream CBOD
Quality NBOD
D.O.
Quality
Lake CBOD
Quality NBOD
D.O.
Temperature
Upstream Flow-
Dispersions Magnitude
Dispersions River Mile
Depth (velocity) Upstream
Turning Basin
Depth (velocity) Downstream
Turning Basin







e IX- 20
Analysis Inputs
Range of
Increase

+2596
+25%
+25%

6.0
1.0
5.8

4.0
0.5
5.9
+3°F
12.5 cfs
+25%
+0.2 mi.

+25%
+ 3 ft.



',-—





Coefficients
Decrease
0 SOD
-25%
-25%
-25%

2.0
0.0
8.33

2.0
0.0
8.54
-3°F

-25%
-0.2 mi.

-25%
-3 ft.





-------
(Figure IX-8) was shifted  upstream  and downstream  0,2  miles and, in a
second study, the dispersion coefficients were varied plus and minus 2596.
     The results of the sensitivity analysis  are illustrated in  Figure IX-13.
This analysis shovvs that minimum stream DO is not highly dependent on any
of these values, i.e., the uncertainty associated with various  inputs  to the
model  does  not affect the selection of point source treatment alternatives.
The  maximum change in DO occurred when  varying the reaeratton rate and
temperature and  even for  these parameters minimum  DO  changed by only
0.4 mg/1.   Clearly, effluent  loadings  from the dischargers are the  most
significant factors affecting DO in the lower Black River.

(3)  Recommended Effluent Limitations

     Tables IX-21 to 24 present  the recommended  NPDES permit  limita-
tions based upon this  analysis.  The  City of Elyria must install treatment
capable of  meeting weekly effluent limits of 8 mg/1  BOD,-  and 2.0 mg/1
ammonia-N. This will require upgrading the existing system  to include more
effective biological treatment including nitrification and post filtration of
the effluent.  In  view of the  fact that existing industrial discharges to the
Elyria  sewerage system often cause  treatment plant upsets, the City must
improve  monitoring of these dischargers and develop a strong, enforceable
pretreatment  regulation to prevent  upsets  of the more sensitive advance
treatment system which is required.  Effluent  limitations for heavy metals,
cyanide  and phenolics consistent  with  water quality standards are  also
presented  for  the Elyria  STP  to   insure  a  pretreatment  program  is
implemented.
     At the French Creek COG STP, the proposed  nitrification system must
be installed and  BOD,- effluent limits  of less than  5 mg/1 are required  in
order to attain water quality standards in French Creek and  the Black River.
Considering that the existing effluent quality at the plant is  excellent due to
the  fact  sewage  flow is only  about one-third  of  plant  design, stringent
effluent  limitations can be  met by construction of nitrification facilities (or
modifying operating practice)  and   restricting the allowable  flow  to the
plant.   However  if sewer  tie-ins are  allowed to  the  extent  influent flow
approaches  the design capacity of plant and  effluent  quality is  reduced, the
                                X-H-:-
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DISSOLVED OXYGEN -mq/1
O — M w -K UifftN












FIGURE n-13
DISSOLVED OXYGEN SENSITIVITY ANALYSIS





















T
1






rr
'JL





1
1
1
1










-r
I





















IX- 49


T








1






T
1






T
1












oxyot* rLO* VELOCITY
DEMAND




-------
                                Table IX-21

                     Recommended Effluent Limitations

                                Elyria STP

       Constituent                      Monthly Avg.           Weekly Avg,.

Total  Suspended Solids                                           10 mg/1
BOD                                                            8 mg/1
Ammonia-N
  May -  October                                                 2.0 mg/1
  November - April                                              5.0 rng/1
Total  Phosphorus                                                 1.0 mg/1
Fecal  Coliform                          1000/100 ml            2000/100  ml
pH                                  '                             6-9
Dissolved Oxygen  (minimum)                                     6.0


                                      Daily  Maximum

Cyanide, Total                          25 pg/1
Cadmium                               12 pg/1
Chromium                              100 pg/1
Copper                                 20 pg/1
Lead                                   30 pg/1
Mercury                                  0.2  pg/1
Nickel                                 100 pg/1
Zinc                                   95 pg/1
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                     Table IX-22


          Recommended Effluent  Limitations


         French Creek Council of  Governments
               Sewage Treatment Plant



         Option I - Discharge to French Creek


                                        Weekly Average

Total Suspended Solids                       10 mg/1
BCD                                        2 mg/1
Arnrnonia-N                                 1.5 mg/1
                                                 o'
Total Phosphorus                            1.0 mg/1
Dissolved  Oxygen                            6.5 mg/1
          Option  2 -  Discharge to Lake .Erie


                                        Monthly  Average

Total Suspended Sclids                       10  mg/1
5COS                                       10  mg/1
Arnrnbnia-N7                              No limitation
Total Phosphorus                            1.0 mg/1
Dissolved Oxygen                            6.5 mg/1
-------
                              Table IX-2 3

                   Recommended Effluent  Limitations

                    Lorain Sewage Treatment Plant
                         (Lake Erie Discharge)

     Constituent                  Monthly Avg.             Weekly Avg.

Total  Suspended Solids                 20                       30
BOD,                                20                       30
Ammonia-N
Total  Phosphorus                                                1.0
Fecal Coiiform                    1000/100 ml             2000/100 ml
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Outfall 005
Monthly Daily
Average Maximum
0*
ily
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-------
facility will have to consider further upgrading at the plant or constructing a
direct  discharge to Lake Erie.  The  most cost effective  solution for the
                                                                 Q
Lorain STP has been determined to be a direct discharge to Lake Erie.
     Recommended effluent  limitations  for the  U.S. Steel-Lorain Works,
include recycle of  Outfall 001 with only a small blowdown to the river and
BATEA at Outfall 002 (Table IX-24).  Recycle at Outfall 001  is required to
achieve  temperature  standards,  and of equal  importance,  to  achieve
dissolved  oxygen standards and compliance with Section 3745-1-04(3) of the
Ohio Water Quality Standards. This  section provides that to every extent
practical  and  possible, state waters shall be free  from floating debris, oil,
scum and other floating materials  entering the waters as a result of human
activity in amounts sufficient  to be unsightly or cause degradation.  While
U.S. Steel has been able  to improve the discharge from Outfall 001  to the
point  of  achieving current NPDES permit  limitations for oil and grease
(7 mg/1 maximum), unfortunately, the company has not been able to prevent
large  amounts of  floating oil  from  accumulating  on  the river which are
clearly unsightly  and sufficient  to cause degradation (i.e., low dissolved
oxygen levels and poor  sediment  quality).  The  only effective  means of
controlling this  oil is to recycle  the  discharge and discharge only a small
blowdown to the stream.  This technology is common in the  steel industry
and has been demonstrated at other U.S. Steel plants.
     Recycle of the  primary  coolers is required at Outfall 002 in order for
the Black River  to meet Ohio temperature standards throughout most of the
year.   Daily maximum cyanide and phenolic effluent limitations are required
at Outfalls 002,  003, and  004 to achieve water quality standards in the river.
Limits were calculated with a mass balance  equation assuming no upstream
load and  the minimum total flow in  the  segment (i.e., upstream  flow plus
lake flow) as determined from the relationships presented in Appendix II,
(103 cfs midsection and  260 cfs in turning basin).  These recommendations
should be incorporated into the next NPDES permit for the  plant and include
a compliance schedule consistent with installation of BCT/BATEA treatment
by July 1, 1984.
     Recommended  permits  for  the remaining dischargers  to the Black
River  are discussed in Appendix IV.   Included  are  17  semi-public  sewage
treatment plants  in Sheffield which  discharge a total of about 0.2 mgd of
sanitary wastes to the North Ridge  Road storm sewer.  Due to the small

                           /X-53.
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discharge flow compared  to  the  water quality  design  flow of the Black

River, U.S. EPA secondary treatment guidelines are recommended for each

discharger:



                                  Secondary  Treatment Guidelines

             Constituent             Monthly Avg.   Weekly Avg.

      BOD5 (mg/1)                        30              45

      Suspended Solids, (mg/1)             30              45

      Fecal  Coii.  (No./lOO ml)           200            400

      pH (s.u.)                          6-9



      It is also recommended  that each tie-in  to the Lorain sanitary sewer

system when it is extended to  the area.



B.    Non Point Source Considerations



      The Black River Basin consists  of 10% urban and developed land, 5596

cropland, 10% pasture and range,  15% forest, 10% farmland and  other

nonfarmland.

      In  the urban  areas,  non point  source  pollution  is  primarily  from

combined sewer  overflows,  urban   runoff, and  industrial runoff.   The

combined sewer  overflows contain raw sewage which is high  in suspended

matter, CBOD and fecal coliform, and ammonia-N.  Urban runoff is usually

high in suspended  matter  and  usually  contains some oil, organic matter, and

heavy metals.  Industrial runoff  is also  high in  suspended matter with some

oil and organic matter. For areas around blast  furnaces and coke plants, the

runoff has  the additional possibility of containing ammonia-N,  cyanide,

phenolics,  and sulfides.    In rural  areas, non point  source  pollution  is

primarily from  agricultural  runoff.   This   runoff  is  characterized  by

suspended  and dissolved  solids,  organic matter,  nutrients  and sometimes

pesticides.



1.    Dissolved Oxygen



      In general, historical Black River  water quality data are unsuitable for

use  in evaluating non point source loadings to the river because the data
                           /x
-------
were not obtained to  depict non-point source problems.  The United States
Geological Survey maintains the only continuous monitor on the Black River
at the gage at Elyria, downstream from  the confluence of the east and west
river branches. Flow, dissolved oxygen,  specific conductance, and tempera-
ture are recorded daily and reported in  the annual USGS publication Water
Resources  Data  for  Ohio.     Daily  maximum  and  minimum  DO  and
temperature are reported.
     USGS data for  the water year  1973 was analyzed  to determine the
impact of storm water runoff on DO concentrations  in the river.  For this
study, a storm event  is defined as  a  100% increase  in stream flow at the
USGS gage in Elyria  over a 24 hour period.  Dissolved oxygen is the only
constituent reviewed  because specific conductance  and  temperature were
generally unchanged by storm water runoff.
     Data  from 37 storm events showed that on the average,  the minimum
daily  DO increased 0.65 mg/1 and  the  maximum  DO increased  0.79 mg/1
during storm events (Table IX-25).  This indicates that massive amounts  of
organic material with  a high BOD are not being added to the river upstream
of Elyria during storm events.  It should he noted that the USGS  gage is  at
the confluence of the  east and west  branches of the Black River upstream  of
the major sewage  treatment plants  for the cities  of Lorain and Elyria.  The
DO trend described above would probably differ  if  taken  downstream  of
these facilities  due to the possible bypass of organic material from the
plants  into the river  during heavy  storm events.   Reference is  made to a
similar  data  review  for  the  Mahoning  River which showed  only limited
negative  impacts  downstream  of  the Youngstown  area  during storm
       11
events.

2.    Nutrients, Suspended Solids

      In  December'1975 the U.S. Army  Corps of Engineers Buffalo District
released the Lake  Erie Wastewater Management  Study Preliminary Feasi-
bility Report   which assesses diffuse source contributions to Lake Erie and
includes estimated  loadings from major tributaries. The three parameters of
primary concern in this study were NO^-NO?,  phosphorus, and  suspended
solids.   For these parameters, the  Corps developed  loading models which,
when  used  with  measured  river  flows,  can  accurately  predict  stream
concentrations.  The general equation is  Y = A + BX, where
                          I V - <-'"
                          I (\
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TABLE IX-25
DISSOLVED OXYGEN CHANGE WITH STORM EVENTS
(1973 U.S.G.S. WATER RESOURCES DATA FOR OHIO)
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     Y is the parameter's concentration given in mg/i,
     X is the river flow in cfs/sq. mile, and
     A and B  are coefficients which  are dependent on  the river and
     parameter.
For the Black River at the USGS gage A and  B are as follows:
           N02-N03             A = 1.09            B =  .0020
           Phosphorus            A =   .20            B =  .00072
           Suspended Solids       A = 68.4            B = 2.30
     According  to this  model,  the  concentrations  of  the  above  three
parameters   increase  with  increased  flow  in the  Black  River.    This
concentration rise  with river flow is the result of  nitrogen and phosphorous
containing fertilizer and fertilizer  laden  soil being washed into  the river
during  storm events.   Soil  erosion into the river  causes  the increase  in
suspended solids.

3.   Metals

     In  Section VIII,  violations  of cadmium   and  lead  standards  were
attributed to non-point source pollution.  Similar findings were made in the
Grand  and Ashtabula  Rivers and Conneaut  Creek.     Cadmium is used  in
agriculture as a fungicide and cadmium succinate is  used in  insecticides and
turf fungicides.    Lead acetate, lead arsenate,  and lead arsenite are used in
                                                      \ii
insecticides and lead arsenate is also used as a herbicide.   The use of these
products in predominantly agricultural  portion of Black River Basin may
account for violations of the cadmium and lead standards.  This  situation can
be improved, along with other runoff problems,  through the  use of improved
farming practices.  Additional assessment of non point source contributions,
would  require extensive non  point source surveys.  The International Joint
Commission has outlined the procedures for conducting such surveys in their
report of the proceedings of the Sandusky River Basin Symposium,  May 2-3,
1975 in Tiffin, Ohio.    However, additional surveys were not  conducted  as
part of this study since non-point source loadings  do not include pollutants
for  which  point source load allocations are necessary.  Such studies are
recommended as part of the  Ohio EPA monitoring strategy.
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     Based  upon this review, non-point source loadings to the basin  do not
have a significant impact on the  constituents allocated in this report.  The
effect of non-point  sources on  the allocations is  minimized by allocating
loads at low flow conditions when surface water runoff in the basin is zero.

C.   Total Maximum Daily Loads

     Section  303(d)  of  the  1977  Amendments  to  the  Clean Water  Act
requires  that  for streams where effluent limitations required by Section
301(b)  are not stringent  enough to maintain WQS, the State must determine
the Total Maximum Daily Load (TMDL) of pollutants  that can be discharged
to the segment and still  maintain water quality standards. TMDL's must be
developed for  each  water quality constituent that contributed to the water
quality limiting classification.  The TMDL must take into account stream
flow, upstream quality and stream assimilative capacity.
     Section  V11I of this  report  indicates that  for  planning purposes the
Black  River Basin  is divided into fifteen  segments, nine  of  which are
classified as water quality  limiting.  The  constituents of major concern in
these segments are dissolved oxygen and ammonia nitrogen.  Thus TMDL's
must  be  determined  for  the oxygen  demanding  substances (3OD,-) and
ammonia nitrogen.  Since the assimilative  capacity of stream segments  for
nonconservative substances is a function of stream  and effluent flow as well
as  the  location of  the  discharger within the  segment,  TMDL's  were
determined  assuming the existing configuration of  dischargers.  Should new
facilities propose to discharge to the segment or if existing facilities cease
present operations the TMDL would be expected to change.  Recommended
effluent  limitations for the  major dischargers in the basin were presented in
the  first part of this section based upon  water quality  models.  Effluent
limitations for minor facilities were treated as a whole and required to have
treatment consistent with  the larger facilities.  The TMDL  for the water
quality limited segments was computed as  the  sum of  the  recommended
effluent  limitations  for  the dischargers in  a segment considering the design
flow of the  facilities. Table IX-26 presents  the TMDL's for the  nine water
quality segments in  the  planning area.  A thermal loading TMDL is included
for Segment 1 since temperature standards are not  achieved with existing or
                            /x-
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Segment
BODe
        Table IX-26
Total  Maximum Daily  Loads
              Loadings Ibs/day
     Ammonia     Thermal      Cyanide
Black River
1
French Creek
2
Black River
3**
East Branch
5
East Branch
6
West Branch
9
Plum Creek
10
Beaver Creek
1*
Martin Run
15
*106 BTU/hr



135 136
3fO 97
11*0 270
50 10
330 70
8 . 2
130 30
160 40
2 0.4

**Additional TMDL's

Cadmium
Chromium
Copper
Lead
Mercury
Nickel
Zinc
700









for Segme
Ibs/day
!.*»
12.1
2.H
3.6
.02
12.1
11.5
                                                          3.0
Phenolics
                                                                      19.6
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BPT thermal  loads at U.S. Steel.   However, it should be noted that the
distribution of the thermal loads at the  U.S. Steel  facility  is critical to
attainment of Water Quality Standards. Total cyanide and phenolics TMDL's
are also included  for  the  U.S. Steel segment.    TMDL's  for cyanide and
metals  are included  for  Segment 3  since  the  Elyria  STP discharge con-
tributes to violations of those WQS'.

D.    Municipal Treatment Needs

      The preceding discussion evaluated the required effluent quality for
existing  facilities  at  year  2000  design flows.  Other recent studies of the
area  reviewed  the feasibility  of  regionalization  of  existing municipal
facilities and/or the need for new sewage treatment plants in  other parts of
the basin.  A report on the Lorain Regional Sewer System    recommended
one  of  three plans for upgrading and expanding the  existing Lorain and
Amherst Sewage Treatment Plants, depending whether or  not the Amherst
facility  is abandoned.   One  plan  includes  expanding the Lorain STP to
24 mgd,  and Amherst STP  to 3 mgd.  The other plans suggest constructing a
second major  treatment plant next  to Quarry Creek to serve  the area west
of Martin  Run.  The size  of  this plant  would depend upon abandoning the
Amherst STP. All three plans involve the extension of sanitary sewers to
Sheffield Village,  and Sheffield  Lake and would allow the elimination of at
least 20 semi-public treatment plans discharging to the Black River.
      The selection of an alternative must take into account the respective
cost as well  as water quality  impacts.  While it  is not within the scope of
this report to conduct detailed cost analyses, it  is  important to recognize
that two of  these alternatives include a new  6  to  9 mgd plant on Quarry
Creek.   Since the stream has no natural flow,  the facility would have to
provide  advanced  waste  treatment capable  of achieving  weekly  BOD~
effluent limits of 5 to 8 mg/1 and  1.5 ammonia-N.   On the other hand a
direct discharge to Lake Erie  or a discharge to the Lorain STP would require
conventional secondary treatment and avoid  the substantially  higher capital
and annual costs  of an advanced treatment system.  The facility  planning
process  must carefully consider the advantages of discharging to the Lake.
In either case, the Amherst plant should be abandoned and sewage from the
                              _  C -a
                                 o  /
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area should be treated at the Lorain STP or a new facility discharging to the
Lake.
      The  Lorain  County  Water  and  Sewer  Study   recommended  that
Rochester  build a sewage  treatment plant.  Since it would discharge  to  a
zero flow stream, the effluent should be consistent with effluent limitations
at  other  STP's (i.e. BOD^-7 mg/1,  ammonia  1.5 mg/1).   The  report  also
recommends  the  elimination  of   the  Oberlin,  Grafton,  Eaton  Estates,
Brentwood Lake  Estates, and Grafton State Farm sewage treatment plants
by  1990  and  construction of a sewage  treatment plant south of Elyria to
treat the wastewater  from Eaton  Township.   The proposed plant south of
Elyria would have to achieve effluent  limitations of 7 mg/1 BOD. and 1.5
mg/1 ammonia, as it would  discharge to a stream with a  water quality design
flow of zero cfs.  An additional recommendation was  the expansion of the
Elyria sewer district to include Oberlin  and  eliminate  the Oberlin  STP.
Since these options require similar treatment, the  201 facility plan should
evaluate the  relative costs  of separate versus regional treatment plants.

E.    Water Quality Standards Revisions

1.    Low Flow Streams

      The general warmwater habitat use designation and associated water
quality criteria (5.0 mg/1 minimum) cannot be achieved  downstream of every
municipality located on low flow streams in the planning area. However, the
level of treatment recommended throughout the year at these facilities i.e.,
weekly  BOD5 limitations of 10 mg/1 and nitrification, will prevent nuisance
conditions in the summer  months and provide for protection of most  uses
throughout  the remainder  of the  year.   The  aquatic  habitat immediately
downstream of these facilities is generally good.  Pools  and  riffle areas with
sand  and gravel  bottoms  are common.   Minor sludge  deposits were found
below a  few facilities,  but deposits are not likely to persist with advanced
treatment.   Major problems were  noted   downstream  of the Amherst  STP.
As noted in  Section VIII, varied fish populations were found throughout the
basin upstream of Elyria.  Notwithstanding the above, the amount of habitat
adversely  affected  below each facility  with  the degree  of  treatment
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recommended is not great, usually less than one or two miles.  In summary,
Ohio's seasonal warmwater habitat use designation is recommended for two
mile  reaches  below  the  Brentwood  Estates,  Eaton  Estates,  Grafton,
Lagrange, Lodi, and Oberlin Sewage Treatment Plants.

2.    Black River Mainstem

     The results presented herein clearly demonstrate that the warmwater
habitat use designation and associated water quality criteria can be achieved
throughout the lower Black River. However, minor problems with dissolved
oxygen  near  U.S. Steel's  upstream   intake  and  with  temperature  near
U.S. Steel  Outfall 002  are expected.   This analysis  shows  that a  daily
average dissolved oxygen standard in excess of five milligrams  per liter can
be achieved in this area. However, achieving five milligrams per  liter on a
daily minimum  basis at the  critical point is  less  certain, owing  to the
unknown effect of recycling  U.S. Steel Outfall 001  upon the dispersion of
lake water from U.S. Steel Intake  WI-3 to Outfall 001.  Since the analysis is
not overly sensitive to factors other than waste loads and diurnal variation is
likely to be small, deviations  from the 5.0 mg/1 minimum  dissolved  oxygen
standard are also likely to  be  small.  For some portion  of lake affected area
of the lower river dissolved oxygen levels less  than  5.0 mg/1 may occur at
the stream bottom, but  a large safe zone of passage above 5.0 mg/1 should
be available.  Since this area is  not particularly well  suited for spawning,
dissolved oxygen levels less than 5.0 mg/1 near the bottom of a water column
eight to thirty feet deep is not significant in terms of precluding movement
or migration of fish.
     With respect to stream  temperatures, meteorological conditions  make
it  difficult  to achieve  temperature  standards  throughout  the  year in the
lower Black  River even with  significant  thermal reductions at U.S. Steel.
Recycle  of  U.S. Steel  Outfall 001  and  the  primary  coolers  discharging
through Outfall 002 will  result in attainment of  Ohio  water  quality  standards
except for a small exceedance (1  to 3°F) during the  period April 16 through
June 15.  Chris Yoder,  Chief, Water Quality Section, Ohio  EPA  indicates
that minor exceedances  of temperature standards during this period are not
                                                                 18
critical to the survival or movement of fish in the lower Black River.    The
-------
increased temperature,  however,  may change by a few weeks the migration
of fish through this segment.  It is therefore recommended that average and
maximum temperature  standards for the  period  April 16  to  June 15  be
increased 3°F for the lower Black River.  This modification in  conjunction
with  the recommended  thermal  loading at  U.S. Steel  will  result  in
attainment of water quality standards throughout the year.
      Based   upon  the  above,  criteria  associated  with  lesser  uses  than
warmwater aquatic "habitat are not warranted for the lower Black River.
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                      REFERENCES - SECTION IX

 1.    International  Joint  Commission,  Great Lakes  Office,  Great Lakes
      Water Quality Agreement of  1978.


 2.    Data  Processing Division, ETAC, USAF,  National  Climatic  Center,
      NOAA Reference Manual for Weather Data WBAN Hourly  Surface
      Observations m. 1957-1976.


 3.    Desantes, Robert, Lorain Water Plant Data, 1973-1978.


 *.    Foster, William, Senior General Attorney, United States Steel  Corpor-
      ation,  Pittsburgh, Pennsylvania,  to  (iMoore,  James R.,  Attorney,
      U.S. Department of Justice, Washington, D.C.,)  August  8, 1973,  3 pp
      w/attachments.


 5.    Westinghouse Environmental Systems Department, United States Steel
      Corporation,  Pittsburgh,  Pennsylvania; Lorain Plant,  Thermal  Dis-
      charge Demonstration, February 1976.

 6.    Anttiia, Peter  W., A  Proposed Stream Flow Data Program for Ohio,
      United States  Department of the Interior  Geological Survey, Water
      Research Division, June 1970.

 7.    U.S.  Environmental  Protection Agency, Region V, Ad Hoc Committee
      on Waste  Load Allocation and  Water Quality Standards,  Technical
      Justification  for NPDES Effluent Limitations  for  Municipalities on
      Low Flow Streams, December 1979.


 8.    Ohio  Environmental  Protection  Agency,  Ohio  Water  Development
      Authority French Creek Wastewater Treatment Plant, July 1979.

 9.    Personal Communication  with Frank Thomas and Associates, Consult-
      ing Engineers for Lorain STP, January 1980.

10.    United States Department of the Interior Geological Survey, Water
      Resources Data for Ohio, Part 2 Water Quality Records, 1973.

11.    United  States  Environmental  Protection  Agency,  Region V,  Eastern
      District Office, Mahoning River Waste Load Allocation Study, Septem-
      ber 1977.

12.    United  States  Army  Corps  of Engineers  Buffalo District Lake  Erie
      Wastewater  Management   Study  Preliminary  Feasibility   Report,
      December 1975.


13.    United  States   Environmental  Protection  Agency,  Northeast  Ohio
      Tributaries to Lake Erie  Waste Load Allocation Report,  Volumes I, II,
      March 197*.


1*.    Van  Nostrand  Reinhold Co., The  Condensed  Chemical Dictionary^
      Eighth Edition, Revised by Gessner G. Hanley, 1971.
-------
15.    International 3oint Commission, Proceedings of the  Sandusky River
      Basin Symposium, May 2-3, 1975, Tiffin, Ohio.                      "

16.    Frank  Thomas  and Associates Inc., Consulting  Engineers,  Report on
      Wastewater Collection and Treatment for  the  City of Lorain, Ohio,
      November  1973.

17.    Kleindor-Schmidt  Associates  Inc., Consulting  Engineers, Water  and
      Sewer  Study for Lorain County Ohio, January 1974.

18.    Personal  Communication  with  Chris Yoder,  Chief,  Water  Quality
      Section, Division of Surveillance  and Standards, Ohio Environmental
      Protection Agency, 3une 1980.
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                              SECTION X

          RECOMMENDED PRIMARY MONITORING NETWORK
     Section 106(e)(l) of the  Federal  Water Pollution Control Act Amend-

ments of 1977 provides that beginning with fiscal year 1975 (3uly 1974), the

U.S. Environmental Protection Agency may not grant funds in support of

State-administered programs for water quality improvement unless the State

has established a suitable water quality monitoring strategy.  The U.S. EPA

has  developed draft  guidelines  to  assist  the States  in  preparing  the

monitoring strategies  required by  Section 106.  According to these guide-

lines, there are six basic types of monitoring that  should be included in an

overall water quality monitoring strategy:



(1)   Monitoring  in  support  of  the State  continuous planning  process

pursuant to Section 303(e) of the 1977 Amendments.



(2)   Intensive monitoring surveys for setting priorities for establishing or

improving  pollution controls;  determining quantitative  cause  and  effect

relationships of water quality; obtaining  data for  updating water quality

management plans; determining the extent to which pollution control actions

taken  were  successful;  and, determining  any additional water  quality

management actions required.



(3)   A primary monitoring network to assess progress toward the 3uly 1983

goal that,  wherever attainable, all waters should be capable of supporting

aquatic life and  recreational  uses;  to establish baseline water quality; to

maintain cognizance of water quality conditions throughout the State; and,

to obtain the basic information needed for reports required by Section 305(b)

of the  1977 Amendments.
                             y-i
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(4)   Compliance  Monitoring of  point  source  dischargers  under permit
through  the  National  Pollution  Discharge  Elimination System  (NPDES)
pursuant to Section 402 of the 1977  Amendments.

(5)   Monitoring of surface waters, groundwaters, sediments, and biological
communities  to  determine  whether  toxic  pollutants  designated  under
Section 307(a) of  the  1977  Amendments are entering the State's  waters and
for  determining their origin and the priority for  appropriate control  in the
event they are found.

(6)   Groundwater  monitoring  to determine  baseline  groundwater quality
and to  provide early detection of  pollution.  In addition, potential sources  of
groundwater  pollution should  be  monitored to complement  actual ground-
water monitoring.

     One of  the  more important monitoring programs outlined above is the
primary monitoring network as this program provides the basic  information
for  both medium and  long-range water quality management decisions as well
as  data necessary  for Federal  reporting purposes.   The location   of
recommended primary  water quality  monitoring network stations for the
Black River Planning  Area are illustrated in Figure X-l.  Appropriate station
descriptions are provided in  Table  X-l.  A sampling frequency  of  once per
month  is  recommended  at each  station for each physical, chemical, and
bacteriological constituent  listed in the State-adopted Federally approved
Water  Quality Standards.  A dissolved oxygen profile should be  obtained  at
Station 1  since this is  near  the  critical dissolved oxygen sag point  in the
lower Black River.  Also, the sample for water chemistry should  be obtained
on  the  discharge side of U.S. Steel's intake pumps to  obtain a  well  mixed
sample of  the river.    Consideration  should  be  given  to  establishing
streamflow  gaging stations  downstream  of the  Elyria sewage treatment
plant but above the East 31st Bridge in Lorain and on French Creek near its
confluence with the Black River.
                               X-
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                     FIGURE X-l

          BLACK  RIVER PLANNING  AREA

RECOMMENDED PRIMARY WATER QUALITY MONITORING NETWORK _ r=,'
                                                 I.ORAIH' COUMTY

                                                       COUNTY
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                         ACKNOWLEDGMENTS


     A study of this  magnitude could not  have been completed without

assistance  from many sources.  The comprehensive  water quality surveys

were organized  and carried out under the direction of the Eastern District

Office Field Support  Team.  Over  twenty people from U.S. EPA  Region V

Surveillance and Analysis Division participated in the  field work, along with

personnel from  the  Elyria, Lorain, and French Creek  sewage treatment

plants.    The  U.S. Steel   Corporation Lorain  Works  provided  excellent

accommodations for U.S. EPA personnel during  the field  surveys.   Labora-

tory analyses were completed  in a timely fashion by the Eastern District

Office Laboratory Team and  the  Region V  Central  Regional Laboratory.

The Eastern District Office Field Support Team also conducted time-of-

travel, reaction rate, and sediment  studies. The U.S.  Geological Survey was

responsive in providing historical and current hydrologic data for  the Black

River.   The U.S. EPA National Field Investigation  Center conducted a

biological study and the Ohio Environmental Protection Agency provided a

considerable amount of detailed information unavailable from other sources.

NASA  Lewis Research Center generously provided computer facilities  for

the numerous water quality model runs necessary.   GKY and  Associates,

Charles Deios, Scott  Machol and Anthony Kizlauskas contributed  technical

assistance.

     The authors  gratefully acknowledge the assistance  received  from the

many people and agencies who  supported this effort.  A special thanks goes

to Deborah A. Neubeck and Carol Kopcak who typed the manuscript, and to

Roland Hartranft who prepared many  of the graphics.
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                                          Appendix J
I                                 Discharger Location Maps
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LAKE
        FIGURE 1-2
      FRENCH  CREEK
DISCHARGER  LOCATION WAP
      KEY
      Q   INDUSTRIAL. DISCHARGER

      {""}   MUNICIPAL SEWAGE TKEATMENT PLANT

            SEMI- PUBLIC SEWAGE TREATMENT PLANT
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                                       FIGURE X-5

                                     BLACK  RIVER

              (CONFLUENCE OF  EAST AND WEST BRANCHES TO  ELYRIA STP)

                              DISCHARGER LOCATION  MAP
  wesr BRAHCH
  BLACK RIVER
KEY
o
INDUSTRIAL  DISCHARGER
                                             SCALE IN MILES
-------
KEY
                                           FIGURE 1-6
                                  EAST BRANCH OF BLACK RIVER
                       (CONFLUENCE OF EAST AND WEST BRANCHES TO SR 57)
                                    DISCHARGER LOCATION  MAP
     INDUSTRIAL DISCHARGER

     SEMI-PUBLIC SEWAGE TREATMENT PLANT
                                                         SCALE IN MILES
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                                        FIGURE 1-7

                     EAST BRANCH  OF BLACK RIVER (SR 57 TO  GRAFTON)

                                 DISCHARGER LOCATION MAP
KEY
[  |  MUNICIPAL SEWAGE TREATMENT PLANT


     SEMI-PUBLIC SEWAGE TREATMENT PLANT
                                                             SCALE IN MILES
-------
                                            FIGURE X-8
                                        WILLOW  CREEK
                                   DISCHARGER LOCATION  MAP
OF BLACK
     KEY
            INDUSTRIAL  DISCHARGER

            MUNICIPAL SEWAGE TREATMENT PLANT

            SEMI-PUBLIC  SEWAGE TREATMENT PLANT
                                                         SCALE IN VILES
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                        FIGURE 1-9
 EAST BRANCH OF BLACK RIVER  (GRAFTON  TO HEADWATERS)

                DISCHARGER  LOCATION  MAP
                                                                                f,  5RS7 SRSO3
INDUSTRIAL DISCHARGER


MUNICIPAL SEWAGE  TREATMENT PLANT


MUNICIPAL WATER TREATMENT PLANT


SEMI-PUBLIC SEWAGE TREATMENT PLANT
-------
                                      FIGURE I-IO
                              WEST BRANCH BLACK RIVER
                 (CONFLUENCE OF EAST AND WEST BRANCHES TO SR10)
                              DISCHARGER LOCATION MAP
KEY
     INDUSTRIAL DISCHARGER

     SEMI-PUBLIC SEWAGE TREATMENT PLANT
                                                        SCALE IN MILES
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                                       FIGURE l-ll

                      WEST  BRANCH OF  BLACK RIVER (ABOVE SR 10)

                              DISCHARGER LOCATION  MAP
KEY
 o
o
  \
MUNICIPAL WATER TREATMENT PLANT
MUNICIPAL SEWAGE TREATMENT PLANT
SEMI-PUBLIC  SEWAGE TREATMENT PLANT
                                                 SCALE IN MILES

                                                  I    "• ""   l~
                                              432
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                               FIGURE I-I3

                         CHARLEMONT CREEK

                      DISCHARGER LOCATION  MAP
         ?
INDUSTRIAL  DISCHARGER


MUNICIPAL SEWAGE TREATMENT PLANT


MUNICIPAL  WATER TREATMENT PLANT


SEMI-PUBLIC SEWAGE TREATMENT PLANT
              ("''
                                                         SCALE IN MILES
-------
                                        FIGURE 1-14
                         BEAVER CREEK (MOUTH TO OHIO TURNPIKE)
                                 DISCHARGER LOCATION MAP
 LAKE
          £R IE
KEY
      INDUSTRIAL  DISCHARGER

[~1   MUNICIPAL SEWAGE  TREATMENT PLANT

      SEMI-PUBLIC SEWAGE TREATMENT PLANT

      MUNICIPAL  WATER  TREATMENT PLANT
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                                       FIGURE I- 15

                    BEAVER  CREEK (OHIO TURNPIKE TO HEADWATERS)

                               DISCHARGER  LOCATION MAP
KEY           --" /


       INDUSTRIAL  DISCHARGER


       SEMI-PUBLIC SEWAGE  TREATME NT PLANT
                                                        SCALE IN MILES
                                                       TF
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•                                          Appendix II
                                        Temperature Model

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I.     OHIO TEMPERATURE STANDARDS
      Ohio Environmental Protection Agency adopted revised  water quality

standards on February 14, 1978.  These standards were federally approved on

May 17,  1978.   Temperature  standards  applicable to  the Black River are

presented in Table 1.  Specified  temperatures are monthly  or bi-weekly

averages and maximum values, not to be exceeded. Mixing zone criteria are

provided for segments classified as limited warm water habitat  or as seasonal

warmwater habitat.

      Prior  to  these revisions  Ohio  temperature standards  included  a

provision that  stream temperatures  not exceed  more than 5 F the water

temperature which  would  occur  if there were no  temperature  change

attributable to human activity.  Maximum temperature standards and mixing

zone criteria were also specified.
II.    EXISTING CONDITIONS



      Data  from  the Black  River comprehensive  water  quality surveys

 conducted by  the U.S. EPA  on July 23-26,  1974,  and  July 16-19,  1979,

 accurately  describe  present  temperature  conditions in the  lower  Black

 River.  Figure 1 is a map of the area showing the U.S. Steel-Lorain  Works

 five  river outfalls  and the 13  stream stations  where  water quality  was

 monitored.   The temperature  data obtained  during these surveys indicate

 that  thermal  discharges  from  the U.S. Steel-Lorain  Works cause Ohio

 temperature standards  to  be exceeded (Figure 2  and  3).   Upstream of

 U.S.  Steel, water temperatures are generally unaffected by human activities

 except for  minor effects from sewage treatment plants.  During  the  July

 1974 survey  temperatures upstream of U.S. Steel ranged from 68-72 degrees

 fahrenheit.  The discharge at Outfall 001  (RM 5.0) however increased river

 temperature by about 15°F, well above the five degree AT standard then in

 effect.   Just below  Outfall 005, more  than  a mile downstream of Outfall

 001,  the  river  temperatures are  approximately 12°F above the natural river

 temperature.  This twelve  degree temperature difference persisted  at  the

 surface downstream  to the  lower end of the turning basin (RM 2.4). Despite

 the large temperature increases, the maximum temperature standard then in

 effect (90°F) was not exceeded during the July 1974  survey.
-------
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L AK E   ERIE


-LORA1N STP
                                             FIGURE I

                                   STREAM  SAMPLING LOCATIONS

                                         BLACK RIVER  SURVEY

                                      .   '  JULY 23-26, 1974
                              5  XX 6
                                         // IJS
                                               OUTFALL OOI

                                              OUTFALL O05

                                        OUTFALL 002
                             OUTFALL 003
            OUTFALL 001
                             O.O
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                              .85

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                             5.10 (F'REKCH CREEK)

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                             8.60

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                             10.80
                                                                    ELYRIA
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I                    Similar conditions were observed in the July  1979 survey (Figure 3).
                 Stream   temperatures  above  U.S. Steel  averaged  about  75°F  whereas
•               downstream  of  Outfall  00 J  temperatures  averaged  about  84°F  with
                 maximum  values  approaching  90 F.   Maximum  temperature  standards
B               presently in effect (85 F) were exceeded at the river surface at all stations
                 between river miles 2.0 and  5.0.  At stations 6, 7,  and 8 (river mile 3.35,
                 13.88, and 4.85) where the stream is not thermally stratified, the average
                 daily  temperatures  on the  first  day  of  the survey  exceeded  the  85 F
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 standard.

III.     BLACK RIVER TEMPERATURE MODEL

       Based  upon  the  data  reviewed  above,  it  is  evident U.S. Steel
 Corporation-Lorain Works must  reduce its  thermal loading  to the Black
 River  in order for the  stream  to  achieve existing  Ohio  water quality
 standards.   To  assist  in  determining  thermal   effluent  limitations  a
 mathematical model was developed to simulate  temperatures in the lower
 Black River.
       The  temperature model discussed  herein  is a  modification of the
 original  model developed by Schregardus  and Amendola. '  In this analysis
 the lower Black River is divided into three segments or stretches based upon
 physical and hydrologic characteristics. The upstream  segment from Elyria
 STP to U.S. Steel intake WI-3 (RM 10.8-3.88) is  treated as a free flowing
 stream in which heated waters cool as they flow downstream.  The Edinger
 and Geyer one dimensional formulation is used to predict stream tempera-
                       4
 tures for this segment.
       The  second  segment is located  between the Intake WI-3 and turning
 basin (RM 3.88-2.9). This segment averages about 15 feet deep and 250 feet
 wide.  Temperatures are relatively constant along the length  of this section
 but  some horizontal  stratification  does  exist.   The  temperatures are
 affected by lake intrusion but not to the same extent as in the turning basin.
 Outfall  002 discharges to this portion of the river and heated river water
 enters from upstream.
       The Black River turning basin (RM  2.9-2.4) is the third  segment.  The
 turning basin is dredged periodically by the U.S. Army Corps of  Engineers to
 a depth  of about 30 feet and averages about 600 feet wide.  Large quantities
-------
       of water  flow  upstream from  the  lake  and mix  with  the heated water
       discharged from Outfalls 003  and 004  and the heated water entering from
       upstream.   Temperatures  were  relatively  uniform across  the  surface;
       however, vertical temperature stratification existed throughout the  basin
       during the two July surveys.
            A  cooling pond  formulation  was selected  for  the midsection and
       turning  basin because  of low stream  velocities  and the uniform  surface
       temperature distribution. In this case a heat balance equation containing all
       the heat added to and removed from  the segments was developed and solved
       for the average segment temperature.
            The  expressions  developed  to calculate  temperature are presented
       below.  Details on  the development of these equations are  presented  in
       Reference 2.
Segment  1
                        T = E
    -  E) e - (KA/PC FR)
Segment  2
                    ms
     =  PCP (FuTu + F002T002 + FL  TL) + KAE
         KA
PCp (FL
                                                     Fu)
Segment 3
F002 + FL} Tms  +  FQ03TQ03
                           (FLB ' FL}
                                                                                KAE
                    KA  * PCp (Fu
       Where:
       F,-, =  river flow
         K
       E  =  equilibrium temperature,  F
                                       2°
       K  =  exchange coefficient, BTU/ft-F
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                                                                  2
A  = surface area of the stream to the point where T is determined, ft

p  = density of water, 62.4 Ibs/ft
C  = heat capacity of water, 1  BTU/lb-°F
   •                ^m= nr|ixec' temperature of the stream at the heat source discharge,  F
                     m
   •                T., - temperature of the turning basin,  F

   I
T   = temperature of the mid-section,  F
   •                002, 003, 004   effluent temperature for U.S. Steel Outfalls 002, 003, and
   ™                                004, °F


                    F002,F003,F004. = effluent flow for U.S. Steel Outfalls 002, 003, and 004, cfs

                    F, _= lake flow entering the basin at the downstream end, cfs
F,  =  lake water flowing upstream along the bottom to the mid-section, cfs
   |                    Values for the equilibrium temperature and the heat exchange rate (K)
                    are calculated using the procedures described by Parker  and the short wave
   I               radiation formulation  developed by TVA.
                         Based on  these relationships  a  computer  program  (TEMPBR) was
   I               developed  to  simulate  temperatures in  the Black River.   The  program,
       .             patterned after a model developed and successfully applied on the  Mahoning
                    River,   calculates the statistical temperatures distribution at critical points
                    in the river.  Means and standard deviations of the equilibrium temperatures,
   _               heat exchange coefficients, thermal  loadings,  effluent flows  and tempera-
   |               tures and  lake  temperature  must be  supplied  to the  model.  A normal
                    distribution random number generator (mean 0, standard deviation 1) is used
   I               with the following equation to calculate input values for each simulation:

   •                                            V = x + (S x R)


   I
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Where:

V  = input value

x  = mean

S  = standard deviation

R  = computed supplied random number

By repeating the stream calculations many times the model simulates  the
variability of  river  temperatures  resulting from  expected independent
changes in each of the input values. The resulting temperature distribution
would not be available using only mean or extreme values for model inputs.
   To insure that the model adequately duplicates the desired distribution of
input data, a check is made of each set of numbers with a "t" statistic prior
to use in the model.  If  the calculated statistic is not within the desired
limits, a new set of random numbers is generated and tested.
                               2 3
   As described in previous work '  lake water intruding into the river has a
significant impact on the temperature regime in the lower  Black  River.  In
this  analysis lake  intrusion flows corresponding to different upstream river
flows were determined using  the  mass  balance relationship discussed in
Reference 2 and 3.  Sodium  and chloride data from four separate U.S. EPA
surveys incorporating seven days of data  were used to calculate lake flow at
three critical points  in the  river, intake WI-3 (RM 3.88) midsection (RM 3.35)
and turning basin (RM 2.6). At each site  an expression was developed using a
least squares fit procedure which  relates lake flow to upstream  river flow.
Table 2 presents the flow  data and the resulting equations  for  computing
lake intrusion flow.
   The model  accepts  either  a constant upstream  flow or a set of flows
representing the expected  flow distribution at the Elyria USGS gage.  Flow
at French Creek is the sum of the French Creek 5TP flow and a natural flow
determined as  a percentage of the flow at the Elyria USGS gage based on
drainage areas.
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Verification

   To  validate  the predictive  capabilities  of TEMPBR, the  model  was
applied using the July 23-26, 1974 and July 16-19, 1979 intensive survey data
and  the  resulting  computed  temperatures  were  compared to measured
values,
   In general, values  supplied to the model were daily average measure-
ments from one of the intensive surveys.  For  U.S. Steel Outfalls  003 and
004, company flow estimates  were used since  reliable measurements could
not be taken.  Lake intrusion flows were  calculated using the equations
presented in Table 2.  Daily stream flows supplied to the model are those
recorded at the USGS gage at Elyria.  Average meteorological  conditions
reported at Cleveland Hopkins Airport were  used to compute the equilibrium
temperatures (E) and heat exchange coefficients (K). Tables 3 and 4 present
the input values used in verifying the model.
   Surface  areas used  in  model  verification are  presented in  Table 5.
Widths downstream  of R.M. 6.5 were measured from a Corps of Engineers
dredging map,  a Lake Survey Harbor  Map, and  United  States Geological
Survey (USGS) quadrangle maps.  Between  R.M. 6.5-10.8 width measure-
ments  obtained during September,  1974, at  a flow of 139 cfs were  adjusted
to survey flow conditions by the proportionality

                               \Vidth«cQn
                      ! -^
where n was set at O.i5i'~ (see Appendix III).

    Measured and predicted temperatures for the July 23-26, 1974 survey are
shown  in Figure 4.   The  temperature model accurately predicted measured
temperatures throughout the  lower Black River.  Upstream of U.S. Steel,
computed values are within 1  F of the  average  measured  temperatures.  At
Outfall 001 the model precisely duplicated the measured increase in stream
temperatures and predicted within  0.4°F of  the three day average measured
value at station 7 (RM 3.88).  Predicted temperatures differ by only 1°F and
0.5°F from the average measured values in the  midsection and turning basin,
respectively.  Also  the predicted range of  temperatures  (1  to 2°F) closely
approximates the observed range of daily average temperatures.
-------
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                                    Table  3

                   Black River  Temperature Model  (TEMPBR)
                             July  1974 Verification
                                  Input Data
Equilibrium Temperature  (E)
Heat Exchange  Coefficient (K)
Lake Temperature
Upstream  Flows (3 values)
French Creek Flow
Elyria STP
U.S.  Steel -
                                                Mean
                                         70.6°F
                                                         Or
                                         145  BTU/fr-day- F
Standard
Deviation

  0.0
  0.0
  0.0
                                               9.3 cfs, 9.8 cfs,  9.8 cfs
                                          1.6  cfs
Flow
Temperature
Lorain
Flow Outfall




Thermal Load







001
002
003
004
005
001
002
003
004
005
9.92 cfs
75.5°F

75.1 cfs
45.9 cfs
105.0 cfs
34.0 cfs
4.9 cfs.
179 x 10^ BTU/hr
302 x 10^ BTU/hr
506 x 10^ BTU/hr
203 x 106 BTU/hr
17.7 x 106 BTU/h:
  0.13
  0.0

  2.4
  0.9
  0.0
  0.0
  0.1
 14.7
  6.1
 31.0
 20.7
  1.5
-------
                                   Table 4

                   Black  River  Temperature  Model (TEMPER)
                             3uly  1979  Verification
                                  Input Data
Equilibrium Temperature  (E)
Heat Exchange  Coefficient  (K)
Lake Temperature
Upstream  Flows (3  values)
French Creek Flow
Elyria STP
             Flow
             Temperature
U.S.  Steel - Lorain
             Flow  Outfall  001
                          002
                          003
                          004
                          005
             Thermal  Load 001
                          002
                          003
                          004
                          005
                                               Mean
                            Standard
                            Deviation
76.6°F
93.3 BTU/ft -day-°F
                            0.0
                            0.0
                            1.75
   37.46  cfs, 29.74 cfs, 24.23 cfs
2.6 cfs
74.7°F
 8.37 cfs
71.73°F
62.0 cfs  .
23.5 cfs
68.0 cfs
22.0 cfs
 2.3 cfs
66.91 x 10b BTU/hr
203.0 x 10b BTU/hr
272.61 x 10b BTU/hr
110.12 x 106 BTU/hr
3.23 x  10b BTU/hr
                            2.65
                            0.0

                            0.0
                            0.0
                            0.0
                            0.0
                            0.0
                            16.43
                            4.01
                            44.74
                            13.07
                            1.17
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                             Table 5

            Black River Temperature Model  (TEMPBR)
                    1974 and 1979 Verification
                          Surface Areas
Elyria STP to  French  Creek (RM 10.8-5.1)      2,332,915  sq.ft.

French Creek  to U.S.S.  001  (RM 5.1-5.0)         89,760  sq.ft.

U.S.S. 001  to U.S.S. 005 (RM 5.0-3.92)       1,082,000  sq.ft.

U.S.S. 005  to U.S.S. WI-3 (RM 3.92-3.88)        42,000  sq.ft.

Midsection (RM  3.88-2.9)                      1,190,000  sq.ft.

Turning  Basin  (RM  2.9-2.4)                     1,630,000  sq.ft.
-------








K



70


-
-
-

-

-
FIGURE 4
TEMPBR VERIFICATION
JULY
MEASURED
-fMAXI
4- AVEf
-*- MINI)

CALCULATED
_ - 	 MAXI
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	 -_.



I 1 ! 1 1 1 ! 1 1
23-26, I!
MUM DAILY AV!
AGE DAILY
JUM DAILY AV



4
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5

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J74 CONDIT
:RAGE
ERASE







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II 10 987654321
RIVER MILE



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FIGURE 5

TEMPBR. VERIFICATION


ME AS
•




JULY

URED
- M&XI
16-19, 19"


MUM DAILY AVI
- AVERAGE DAILY



rg CONDITIONS

RAGE


-MINIMUM DAILY AVERAGE

	

i 1.1 i
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i l i i. i





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II 1 II L J_L-L
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   Figure 5 shows the results of the July 16-19, 1979 simulation.  Upstream

of U.S. Steel the  model  accurately predicted  the  gradual  increase  in

measured temperatures.  At Outfali 001 the model predicted low by about

1.5°F, and, at intake WI-3, predicted  temperatures  are about 3°F  below

measured values.   Through this stretch measured  temperatures increased

about 1.5°F whereas predicted values decreased slightly. In the midsection,

the  model  predicts   about  2.5 F  above  the  average  measured  value.

Apparently the heated water from Outfall 002 was affecting intake WI-3 and

therefore being dispersed more  than was predicted.  In the  turning basin the

predicted temperature is within 0.5°F of the measured value.

   Based upon the ability of the model  to replicate measured temperatures

experienced  during the  two intensive  surveys,  the  model is  considered

verified  and  was employed to compute allowable thermal loads for the

U.S. Steei-Lorain  Works.    The  results  of the  1979  verification  study

indicates that allocations based upon the model under  low flow  conditions

may result in slightly lenient (or  high)  thermal discharge  limitations from

U.S. Steel.
-------
                     REFERENCES - APPENDIX II
1.    Adamkus,  Valdas   V.,  Deputy  Regional  Administrator,  Region V,
     U.S. EPA, Chicago, Illinois to (Honorable James A. Rhodes, Governor
     of Ohio, Columbus, Ohio), May  17, 1978, 2 pp with attachment.

2.    Schregardus,  D.R., and Amendola, G.A., Black River Thermal Analysis,
     Conference on Environmental Modeling and Simulation, EPA 600/9-76-
     016, April 19-22, 1976.

3.    U.S. EPA, Region V, Michigan-Ohio District Office, Technical Support
     Document  for  Proposed   NPDES  Permit,  United  States  Steel
     Corporation Lorain Works, NPDES No. OH0001562, July 1975.

4.    Edinger,  3.E. and  Geyer,  J.C., "Heat Exchange in the Environment",
     Edison Electric Institute, New York, June 1965.

5.    Thackston,  E.L., and Parker,  Frank L.,  "Effects  of  Geographical
     Location  on Cooling  Pond Requirements  and  Performance",  EPA
     Publication No. 16130 FDQ 03/21, March 1971.

6.    Tennessee Valley Authority, Heat and Mass Transfer Between a Water
     Surface  and the  Atmosphere,  Water  Resources Research  Report
     No. If, April 1972.

7.    Amendola, G.A., Schregardus, D.R., Harris, W.H. and Moloney, M.E.,
     Mahoning River  Waste  Load  Allocation  Study,  U.S. EPA  Eastern
     District Office, May 1978.
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•                                             Appendix III
                                         Dissolved Oxygen Model
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INTRODUCTION
     In  order  to  assess  the  degree  of treatment  required  to attain

acceptable levels of dissolved  oxygen in the  Black River, a mathematical

model  of the system was constructed.  EPA computer model AUTOSS   was

calibrated using the July  1974- survey data and verified using July 1979 EPA

survey data.  Figure 1 illustrates the area of study.
BASIC APPROACH



      The Black River upstream of  river mile 6.5 is a shallow free flowing

stream with moderate velocity  and  slope. Downstream of this point  water

level and quality are influenced by  backwaters of Lake Erie; thus, although

the  system is not saline,  it conforms  to  an accepted definition  of  an
        ? 3 k
estuary.  '^'

      The estuary portion  of the  river  downstream of river  mile  2.9 is

dredged to thirty feet and in summer somewhat stratified.  Cool Lake Erie

waters enter  the river beneath the warmer river and effluent waters as a
                                                                     5 6
result of  thermally  induced   density  differences  between the  two. '

Vertical concentration gradients,   however,  are  not  large.   During  the

July 23-26,  1974  and  July 16-19,  1979  EPA surveys, the  variation  of

dissolved oxygen with depth averaged about 1 mg/1 in  the lower  portion of

the  river.  Consequently, it  is appropriate  to  describe  the  system  one

dimensionally  using the average concentration (from  top to bottom) at each

point as  commonly applied to pollution  analysis in stratified and unstratified
          ^78910 ! 1 12
estuaries."' '  '  '  '" '   In this case,  the transport of material caused by

the  rather complex  hydrodynamic  behavior in the estuary portion of the

river is described in terms of  advective and dispersive transport along the

longitudinal axis, as discussed by Harleman.

      In the Black River under constant flow and loading conditions the basic

equation for the concentration,  c, of any constituent is:
                                       i           !    H      H/~
                                       JL   /  --y \     J.  /  VJ / f~t *  Vj\_- \ \   » »     f.
                                       -7   (cQ)  + -7  (-7- (EA -r-)) - Kc + S
                                       r\          AV   GX      GX         —
I


I
-------
                        Figure  1


                   Lower Black River
       LAKE   £ Ft IE
—S
 I
                                                                       ELVHIA 5 Cf*
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where
                 T
      A is area (L  units)

      Q is flow (L3/T)

      E is the dispersion coefficient (L /T)

      K is the  first order decay coefficient (1/T)

      5 is the total distributed source term (M/L /T)

      x is length (L)

      L designates units of length

      M units of mass

      T units of time
      The AUTOSS program employs a finite  section or finite difference

approach, to solve the concentration equation.  For this approach,  the river

between R.M. 0.0  -  10.8  is divided into  a large number of equal  length

segments within  which  mixing is assumed  to be complete.  Concentrations

are determined  by advective and dispersive transport into and out of each

section and  by  the  sources  and  sinks of  material  within each  section.

Initially 0.1  mile segments  were  employed;  however, it was  found that

0.2 mile segments  produced  virtually identical  results  while  reducing

computer time.  The latter segment size was therefore used throughout.

      A  more  detailed  description of  AUTO-SS  is  presented  in  Attach-

ment A.



MODEL CALIBRATION



      AUTOSS was calibrated using  the July  23-26,  1974 U.S. EPA survey

data.   The  3uly  197^ hydrograph  of  the  Black River at Elyria,  Figure 2,

indicates that a  low  and relatively steady flow regime had been maintained

for about two weeks preceding the survey and  continued throughout the

survey  period. The system was close to a steady  state with respect to flow.

Also, since the average stream flow during the 1974- survey was very close to

the critical flow conditions used for water quality projections the data are

especially useful for calibrating model coefficients.
-------
                                Figure 2




                 DAILY HYDROGRAPH  OF THE  BLACK  RIVER

               U.S.G.S. STREAMFLOW GAGE AT ELYRIA  (RM 15.2)
  60 i—
         TIT
   50
  40
   30
o
_1
u.
   2O
   IO
                         Lr
                                                .SURVEY
                                                H—H
                         i   r  i
                    10
                               13          2O


                                JULY 1974
                                                     25
                                                                30
-------
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     Stream geometry, dispersion, reaction rates,  waste  and  tributary

loadings, and upstream and downstream boundry conditions were determined

from the data following procedures outlined by Thomann  .  Since the flow

regime  during the July 197^ intensive survey was steady the  three daily

values  were averaged together.  Each day's data are comprised of 12 grab

samples composited before laboratory analysis or 12 field measurements.
Hydraulic Characteristics
Lake Stage
     The water level of Lake Erie (obtained from the Lake Survey Center of

the National Oceanographic and  Atmospheric Administration, Detroit)  can

be seen in Table 1 to have remained stable during the survey.
Flows
      Flow of the Black River at Elyria (upstream of the reach under study)

is  shown in Figure  2.  Flow  was also  measured  at R.M. 10  and in French

Creek.   Flow  inputs and  diversions in the  study  reach are presented in

Tables 4 and 5. Discharge flows for U.S. Steel Outfalls 001, 002 and 005 are

EPA  measurements  whereas  flows  for  Outfalls  003 and 004 are U.S. Steel

estimates.
Width
      Widths between  R.M. 0.0  -  2.9  were  obtained  from  a Corps  of

Engineers dredging map; widths between R.M. 2.9 - 6.5 were obtained from a

Lake Survey  Harbor  Map  and  United  States Geological  Survey  (USGS)

quadrangle maps.  These data are presented in Figure 3.  Between R.M. 6.5 -

10.8 cross-sectional measurements were obtained during September, 1974, at

a flow of 139 cfs  for eight points on  the river  as shown  in Table 2.  These

widths  were  adjusted  to the  3uly  1974  survey  flow condition  by the

proportionality


                              Width oCQn
-------
                     •    Table 1

            Stage of Lake Erie at Cleveland
    Date                  State (feet above sea level)

July 22, 1974                      572.94

July 23, 1974                      572.99
July 2k, 1974                      572.92

July 25, 1974                      572.93



                         Table 2

         Cross-sectional data for the free flowing
           portion of the river (September, 1974)
                      Flow = 139 cfs

Approximate River Mile        Width       Average Depth

         10.8                  34.8           1.71
         10.4                  62.5           2.07
         10,1                 105.5           3.09
          9-7                  67.5           1.3
          9.5                  76.5           2.11
          8.3                  63.5           0.86
          7-8                 107.2           1.76
          6.5                 114.            2.68

                  Average      78.9           1.95
                         Table 3

         Time of travel between R.M. 10.7 - 6.5
               as measured by dye tracers.
                      Flow = 20 cfs

 River Mile     Miles     Travel Time (hours)     Velocity (ft/sec)

 10,7 -  10.1     0.6              2.3                  0.383
 10.1 -  8.6      1.5              5.33                 0.413
 8.6 - 8.4       0.2              1.0                  0.290
 8.4 - 7.8       0.6              2.08                 0.423
 7.8 - 6.5       1.3              5.Q                  0.381

    Total       4.2             15.7

    Average      -                -                   0.392
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                                          3uly 23-26, 1W EPA Jurvey
                                 SODIUM AND CHLORIDE INPUTS TO THE BLACK RIVER
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ident if icat ion
Lorain STP
USS - 004
uss - 003
USS - W12
USS - 002
USS - W13
USS - 005
USS - 001
French Creek
Elyria STP
Black River
(upstrean)
River Mile
0.2
2.56
2.63
2.8
3-5
3.88
3-92
5.0
5.1
10.7
10.8
Flow (cfs)
20.2
34.0
105.2
-186.6
45.8
-80.0
4.9
75.0
1.6
10.6
13.25
Na (mg/1)
76
28.3
22.0
18.2
28.0
41.2
48.1
45.1
117.0
113.3
96
Cl (mg/1)
77.5
76.3
45.7
35.3
46.7
61.0
69.0
64.0
102.7
142
120
-------
                                TABLE 5
                     July 23-26, 197* EPA Survey
                      INPUTS OF DISSOLVED  OXYGEN,
                   CARBONACEOUS AND NITROGENOUS BOD

                     (mg/1  unless otherwise noted)

Lorain STP
USS - 004
uss - 003
USS - W12
USS - 002
USS - W13
USS - 005
USS - 001
French Creek
Elyria STP
Black River
(upstream
River
Mile
0.2
2.56
2.63
2.8
3.5
3.88
3.92
5.0
5.1
10.7
10.8
Flow
(cfs)
20.2
34.0
105.2
-186. 61
45.8
-80. O2
4.9
75.0
1.6
10.6
13.25
BOD5
6.0
6.7
4.0
-
10.7
7.6
16
9.7
3
84
7.3
TKN
6.4
7.233
3.33
1.93
3.33
3.43
3.67
3.33
1.17
21.8
4.0
UBOD
50.0
42.0
31.0
13.7
36.0
32.0
33-3
36.7
10.7
258
40.3
CBOD
24.4
13.1
17.7
6.0
22.7
18.3
18.6
23.4
6.0
171
24.3
NBOD
25.6
28.9
13.3
7.72
13.3
13-73
14.7
13.3
4.7
87
16.0
DO
3.6
5.0
4.27
1.5
6.07
2.83
5.53
3.9
7.35
3.4
7.3
  Set equal  to sum of outfalls less 1  mgd  evaporation.
  Set equal  to sum of outfalls.
3 NH3 as N.
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    CE
    UJ
*   2 °
UJ   1 o
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o   ffluj,
       IT
    j. li)
                                                                          Hid3Q
    "  O  o
    u  <  o
                                                                      > J )  H1QIM
-------
                        813
where  n  was set at 0.15. '     By this means  the  average width between
R.M. 6.5  - 10.7 was found to be 60 feet.
     Depth measurements across a large number of transects in the dredged
portion  of  the river  (R.M. 0.0 -  2.9) were  available from the Corps  of
Engineers.  Between R.M. 2.9 - 6.5 depth data were available from previous
EPA surveys.  Adjustment was made for the July 1974 lake level.  Data for
the estuary portion of the river are  presented in Figure 4. Supporting data
were available from the Corps of Engineers.  '  The effect of  dredging is
apparent in the sharp change in depth at R.M. 2.9.
     Above R.M. 6.5  depth is a  function of river flow  rather than lake
stage.  Adequate numbers of depth measurements were available for a flow
of 139 cfs, but the depth dependency on flow was not known.  Since velocity
in this segment was measured with  dye traces during low flow, depth was
calculated  from continuity:

                     Depth = Flow/(\Vidth x velocity)

By this  means, an average depth  of around 1 foot was calculated between
Elyria STP and R.M. 6.5.  This corresponds with actual measurements taken
for gaging  at R.M. 10 during the July 1974 survey.

Velocity

     Velocity  in  the  estuary  portion  of  the river (below  R.M. 6.5) was
calculated from  the  flow  and channel dimensions.  Velocity  in  the free
flowing portion (above R.M. 6.5) was measured by dye  tracers as shown in
Table 3. As the velocity was relatively constant  between R.M. 10.7 - 6.5,
the average velocity between these points was used.

Slope

     The hydraulic slope of the stream was measured from USGS quadrangle
                                              14
maps and  the Corps of Engineers river thalweg.    The slope was found to
average 4.7 ft./mile between  R.M. 10.7 - 6.5.
-------
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     Below R.M.  6.5 the slope is  very small  as the  river approaches lake

level.



Dispersion



     The longitudinal dispersion coefficient,  E, was determined  from the

sodium and  chloride profiles, using the finite difference, trial and error fit

procedure described by  Thomann.    The value of E is shown as a function of

river  mile in  Figure 5.  Inputs of  sodium and chloride to  the  system are

shown  in Table 4; comparisons of  the observed and  predicted profiles are

shown  in Figures 6 and  7.   Excellent agreement of observed and predicted

values indicates that AUTOSS when applied using appropriate coefficients

can effectively simulate the interaction between the river and the lake.



Nitrogenous BOD



      Measurements of  total Kjeldahl nitrogen (TKN), ammonia, and nitrite

plus nitrate,  taken during  the July  1974 survey are  shown  in  Figure 8.

Downstream of R.M. 6.5 these  curves represent  concentrations  near the

water surface; mid and  lower depths were not  sampled for analyses of these

parameters.   Ammonia can be seen  to comprise the  bulk of the oxidizable

nitrogen. Thus, as  the rate limiting  step can be expected to be ammonia

oxidation,   a single first order kinetic reaction will closely approximate the

three or  four stage reaction (depending on whether starting with ammonia or

organic nitrogen):   '
                        Org-N - NH3 - NO? -



Nitrogenous  BOD (NBOD) was estimated to be 4.0 x TKN (total Kjeldahl

nitrogen) concentration.

      In  the  stratified portion of the estuary it was necessary to estimate

the average  vertical concentration because vertical concentration profiles

or  composites were not obtained  during  the survey.   Since  the relative

longitudinal  distributions of  NBOD (and CBOD), sodium, and chloride were

similar,  the  relative vertical distributions were also assumed to be similar.
-------
1050
 900 •
                                                   FIGURE 5
                                        DISPERSION COEFFICIENTS
                                              JULY 23-26,  1974
 750-
"600-
 300
 150
                        V
                         I	1
                                             I I I I II I I I
                                                                                      I I I I I I I I I
                                                                                                111)11111
                                                 RIVER MILES
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o
"> 6O
  120
  IOO
 , 6O
                MEASURED
              CONCENTRATION
                _,- MAXIMUM

                     I
                   AVERAGE


                -J_ MINIMUM
                COMf>UTED
              CONCENTRATION

                    10
                                                        FIGURE 6

                                                        SODIUM

                                                   JULY 23-26,  1974

i
                                                     654
                                                       RIVER  MILES
                MEASURED
              CONCENTRATION
                -,- MAXIMUM

                     I
                   AVERAGE

                     I
                JL MINIMUM
                 COMPUTED
              CONCENTRATION

                                                                 FIGURE 7

                                                               CHLORIDE

                                                           JULY  Z3-26,  1974
-------
_ f,'OUVaJ.N33N03
-------
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The  average  level  of NBOD  at  each  point  between  R.M. 0.0-3A  was

calculated from the surface concentration  multiplied by the ratio  (0.9) of

the average to surface concentration of sodium and chloride.

     Differences in decay rates were expected to exist between the estuary

and  free  flowing portions of  the  river,  due to  differences in  benthai

character, ratio of volume to benthai surface, and rate  of replacement of
                                      10 1 ? IS
fluid elements at the benthai interface.   '  '    In the free flowing portion

(above R.M. 6.5)  the decay coefficient was found  to be 0.14 day"   (base e)

based  upon the  observed  rate  of  disappearance.   Such a low  rate  is

characteristic  of a  system  dominated  by gross levels of carbonaceous

BOD.    Not surprisingly, the hydrolytic conversion of organic nitrogen to

ammonia preceded faster than the oxidative step, causing  ammonia levels to

increase slightly  moving downstream from  Elyria STP to R.M. 6.5. Oxida-

tion of TKN between the Elyria  STP and  R.M. 8.6  was negligible and as

expected, there was no increase in the nitrite plus nitrate concentration in

this  reach.  Indeed, a significant decrease was observed.  This is attributed

to the  biochemical  reduction  of  oxidized  nitrogen occurring in  anaerobic

sediments known to exist  in the  pools of  the free flowing portion of the

river.   '     The  slight   oxidation  between  R.M. 8.6 and  R.M. 6.5  was

accompanied by a slight increase in nitrite plus nitrate concentration.

     The decay coefficient in the estuary portion of the river  was estimated

to be 0.05 day   . based upon fit to the observed NBOD and DO levels.  This

unusually low rate  is  attributed to  insufficient  levels of dissolved oxygen

existing through much  of the estuary.   '    Assuming the nitrification
                                              *? l
inhibition  function  presented  by Hydroscience   (and  shown in  Attach-

ment Q),  the  rate  coefficient  would  be  approximately  O.I day~  before

reduction due to low dissolved oxygen.

     Inputs of NBOD are presented in Table 5.  Comparison of observed and

predicted NBOD levels are shown in Figure 9.
Carbonaceous BOD



      Carbonaceous  BOD (CBOD) was determined from the long-term BOD

(20 or  30 day  BOD) less  the  NBOD.    Average vertical  concentrations

between  R.M. 0.0-3.4 were estimated in the same way as  described  for

NBOD in  the previous section.
-------
                                                     FIGURE 9
                                                      NBOD
                                               JULY 23-26,  1974
                                         765432       10
                                                     FIGURE 10
                                                      CBOD
                                               JULY 23-26,  1974
120
                                                                                    MEASURED
                                                                                  CONCENTRATION
                                                                                    -T- MAXIMUM
                                                                                        I
                                                                                       AVERAGE

                                                                                       MINIMUM
 60
                                                                                    COMPUTED
                                                                                  CONCENTRATION
                                                  \
 20
                  10
                                                 654
                                                    RIVER MILE
-------
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      The decay  coefficient  was  estimated from the  observed rates of

disappearance and the observed levels of CBOD and DO.  It was found to be

0.6 day"   for  one mile below Elyria  5TP,  0.5 day"  in the remaining free

flowing portion of the river and 0.1  day" in the estuary portion.

      Inputs of CBOD are presented in Table 5.  Comparison of the observed

and predicted profiles is shown in Figure 10.  It  is believed that inadequate

ice packing  between time of collection and time of start of the BOD test for

the samples collected at  R.M. 8.6  and  10.1  contributes to the  difference

between observation and prediction at  these points.  Instream settling of

CBOD may  also account for some of the  difference.
Algal Effects



      The diurnal variation at some stations (11, 12, and 13) during the 3uly

1974 survey appeared to be consistent with photosynthetic activity.  At most

stations including the critical area in the vicinity of U.S. Steel, however, the

diurnal  range was  small.   At Station 10  the large diurnal variation  was

opposite to any attributable  to  photosynthesis.   Biological examination of

the river, furthermore, did not reveal excessive  growths of algae anywhere

below Elyria 5TP.  Thus there is little evidence that algal activity provides a

significant amount  of  oxygen to  the river on a daily average basis.  Water

quality was beneath the optimum for algal growth.



Sediment Oxygen Demand



      In the 1974 survey sediment oxygen demand (SOD) was measured in the

laboratory on  samples  taken from the riverbed in various locations. Results

are  presented in  Table 6.    For  use  in the  model,  this  measurement  is

multiplied by  the fraction of bottom covered by sludge material.

      Due  to  the mixing  procedure employed, (described in Attachment C),

such laboratory measurements should exceed the  true demand of  undisturbed

sediments.   Nevertheless, the SOD (in mg/l/day)  was found to  be  minor

relative    to  the   oxygen   uptake   of   BOD   in   the   water  column

(k  x CBOD + k   x  tNBOD, in mg/l/day).
-------
TABLE 6
July 1974
SEDIMENT OXYGEN DEMAND
Lab SOD Rate- Estimated Fraction
g O?/"1 /day °f Bottom Covered
River Mile Max. Min, Mean By Organic Material**
1.8 1.50 1.01 1.18
2.75 1.96 1.10 1.57
4.0 1.72 0.97 1.39
*t.8 2.15 1.76 1.96
5.3 6.35 3.85 5.03
1.0
1.0
1.0
.25
.25
 * At 23.5 - 25.0°C temperature
** Estimated from field description of benthal character
-------
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Effects of Temperature



     Reaction rate  coefficients  were  assumed  to display  an  Arrhenius

dependence on temperature:



                             K   if   a T-20
                             K - k2Q 8



     The temperature dependence coefficient,  9, was 1.024 for reaeration,

1.1 for nitrogenous decay, and 1.047 for carbonaceous decay.  '

     The temperature regime found during the July 1974 survey is shown in

Figure 11.



Reaeration



     Reaeration rate upstream of river mile 2.9 was calculated using the

O'Connor formula modified as recommended by O'Connor:  '
                               K  = KT /H
                                a    j-
      and
      constrained by              .,  ^ „
                                 KL>2



where  KL   is  the  surface   renewal   rate,  H  is  depth,     and  U  is

velocity.(«/sec)
                           22
      The Tsivoglou formula    was considered for application to the free

flowing  portion but  was found  to  significantly  underestimate reaeration

capacity. The Churchill formula, on the other hand, was not considered to

be  applicable  for  this  situation as it was developed  for  streams  with

velocities considerably higher  than found anywhere in the study reach, and
                                                        23
depths greater than those found in the free flowing portion.    Its use would

also underestimate reaeration capacity.

      Formulations which relate reaeration to river velocity and depth are

not applicable downstream of river mile 2.9 because of low stream velocities
-------
                          FIGURE II
              BLACK  RIVER  TEMPERATURES
                     JULY 23-26, 1974
                                                            \
                   -AVERAGE MEASURED
                      TEMPERATURE
                                           654
                                             RIVER  MILE
                                               FIGURE 12
                                        DISSOLVED OXYGEN
                                          JULY  23-26,  1974
o
o
                  /
                                    7      6      5       4      S      Z.I       O
-------
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and the depth of the stream.  Therefore, reaeration  rate coefficients were

based on  a correlation developed  by Banks and  Herra   and  successfully
                            95
applied  to  the Saginaw River    which relates wind speed to oxygen surface

transfer rate,



                    K  = .38* W°'5 - .088 W + .0029W2
                               Ka = KL/H



where \V  is  the  wind speed in Km/hr.  Average wind speed  recorded  at

Cleveland  Hopkins Airport during the July 1974  survey  was used  in the

equation (10.3 km/hr).



Dissolved  Oxygen



      Inputs of dissolved oxygen (DO) are presented in Table 5.  Comparison

of the observed and predicted DO profiles are shown in Figure 12. It can  be

seen  there is good correspondence between measured and computed values

throughout  the  river.   Using  the  previously  described  rates  the model

computed within 0,5 mg/1 of average DO concentrations measured during the

survey.   The calibration, therefore,  demonstrates  that  with  the  proper

reaction rates the model  can  accurately  simulate the complex hydrologic

interaction between the river and the lake.



MODEL VERIFICATION



      A second intensive survey of the lower Black River was conducted July

16-19, 1979 to obtain data for  model verification. The  survey  was nearly

identical  to  July 1974  survey, with  the  exception  that  depth integrated

samples were collected in the estuary portion of the river in lieu of surface,

mid-depth  and   bottom  samples.   Temperature, dissolved oxygen and

conductivity  depth  profiles were also  obtained  at each sampling  site.

Stream characteristics input to AUTOSS  v/ere determined using the same

procedures applied during model calibration.
-------
Hydraulic Characteristics,

     Stream flow at the USGS gage in Elyria during the July  1979  survey
averaged about 30 cfs and was slowly declining during the three-day  survey
from a  small storm  about 10 days before the study (see Figure 13).  Inputs
and withdrawals from the system, shown in  table 7, are EPA measurements
with the  exception  of  discharge  flow  at  U.S. Steel Outfalls  003 and 004
which are U.S. Steel  estimates.
     Stream widths  and depths downstream  of river mile 5 were the same as
in the  calibration run  since  lake  level  during  this  survey   (572.3)  was
essentially the same as  in July 1974 (572.9).  However,  values above  that
point were  adjusted  for  flow based  on  relationships between  values
determined at  21 cfs and 139 cfs.  As a result, widths  and depths  in  the
verification are slightly larger  than the corresponding values used in model
calibration in the upstream portion of the river.
     Dispersion coefficients were calculated with sodium  and chloride  data
using the same  trial  and  error  procedure  applied  during  calibration
(Figures 14 and 15).   The resulting values,  (Figure 16) are slightly less and
shifted  somewhat downstream from the July 1974 coefficients due to higher
upstream flo-,v.
Nitrogenous BOD
      For model  verification NBOD  loadings and  boundry conditons were
assumed to be four times measured TKN values (see Table 7).  Reaction
rates from  the July 1974 survey were initially applied in the verification,
however, predicted stream concentrations did not agree well  with averaged
measured values.   Rates from  the 1974 survey appeared too  low  for  the
upper segment of the river  and slightly high for  the estuary  portion.   A
NBOD reaction rate of 0.32 day  ,  gives good agreement between measured
and  computed concentration downstream of  Elyria  5TP whereas  a  rate
ranging from 0.0 at the mouth to 0.1 at river  mile 5 worked best  in the lower
portion of the river. The NBOD  rate in the free flowing portion  of the river
                                                    26 27
agrees  well with values found in other Ohio streams.  '   The low rate in
the estuary portion of the river may be partially caused by the low dissolved
oxygen   levels in  this  segment, however,  rates did not increase  as  DO
-------
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 350 ,
 300
 250
  200
*
o
  150
  100
   50
                                  FIGURE 13

                  DAILY  HYDROGRAPH OF  BLACK RIVER
                     AT ELYRIA (R. M. 15.2) FOR JULY,  1979
                         10          15

                                JULY, 1979
                                              20
25
                                                                    30
-------
                                        Table 7

                             Inputs of  Dissolved Oxygen,
                          Carbonaceous and Nitrogenous  BOD
                             July 16-19, 1979 EPA Survey

                             (mg/1 unless otherwise noted)
Lake Erie
Lorain STP
USS-004
USS-003
U5S-WI2
USS-002
USS-WI3
USS-005
USS-001
French Creek
Elyria STP
Black River
River
Mile
-0.6
0.2
2.56
2.63
2.8
3.5
3.88
3.92
5.0
5.1
10.7
10.8
Flow
cfs
—
25.0
34.0
105.2
175. 6l
36.4
99. 41
3.6
95.8
2.4
9.8
30.4
TKN
0.5
3.7
6.6
3.5
5.5
3.3
2.2
0.6
19.2
1.5
CBOD
3.6
7.7
5.1
4.7
6.2
7.4
13.2
3.6
64.5
9.4
NBOD
2
14.6
26.5
14.0
21.8 ,
13.1
8.8
2.6
76.8
6.0
DO
8.0
3.7
4.8
4.8
5.3
6.4
3.8
8.2
3.3
9.4
(Upstream)
 Set  equal  to sum of Outfalls.
-------
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60
50
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.


UREO
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»XIMUM
/ERASE
NIMUM
COMPUTED
CONCENTRATION























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FIOUF
SOD
ULY 16-

	 /\




IE 14
IUM
19, 197









9




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120
100
 40
 ZO
                                                 654
                                                   RIVER MILES
                                                     FIGURE 15

                                                   CHLORIDE

                                                JULY 16-19,  1979
                             MEASURED
                           CONCENTRATION
                             T- MAXIMUM

                                  I
                                AVERASE
                             -L MINIMUM
                              COMPUTED
                           CONCENTRATION
                                                                                                  -?-
                                                                              654
                                                                                 RIVER MILES
-------
DISPERSION COEFFICIENTS (Ft.z/MC ) „ -
_ w ^ m -^ *o c
ui O ui O ui O u
OOOQOOOC



-
-
-
-

-














DISP






FI5U
ERSION C
JULY 16-






?E IS
OEFFICIEN
-19, (979






../...
TS
















\







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^

S876S432 IO-
RIVER MILES
-------
I
                 concentrations increased near  the mouth.  With the high ratio of volume to
•               benthal surface  and the  low  N3OD concentration relative  to upstream
                 values, conditions are below optimum for rapid nitrification.
•                     Figure 17  shows  measured  and  computed  concentrations with  the
™               selected reaction rates.   Computed concentrations are within  2 mg/1 of the
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average measured values at all stations.

Carbonaceous 3OD

     For the 3uly 1974 intensive survey, BOD tests were conducted with and
without a chemical nitrification  inhibitor.  Carbonaceous BOD concentra-
tions determined in the  1979 survey are long  term BOD's (30 day) inhibited
for nitrification.  Effluent loadings and boundry conditions are presented in
Table 7.
     Reaction rates determined  in  model calibration were supplied to the
model  but did not produce good agreement with measure concentrations.  A
reaction  rate of 1.2 in the  free  flowing portion of the river was found  to
better  replicate measured stream concentrations.  The reaction rate of 0.14
worked well for both the 1974 and 1979  surveys between river miles 2.9 and
5.0 which is the critical area for dissolved oxygen. In the dredged  portion of
the river  CBOD reaction rates decreased uniformly with river mile from a
value of 0.05 at RM 2.9 to  0.0 at R.M  1.5.  A 0.0 rate  was applied from
RM 1.5 to the lake.   Using  these reaction  rates,  the  model accurately
replicated observed concentrations (see Figure 18).

Sediment  Oxygen Demand

     Sediment oxygen demand rates were measured using an in-situ benthic
respiroTieter at four locations in the lower Black River on August 7 and 8,
1979.  These  values are very similar  to rates determined in the  3uly 197^
survey.  Also, the  portion  of  stream bottom covered with  sediment was
determined  at 13  stations using  an  Eckman  dredge.   Sediment oxygen
demand rates input to the model  are the product of the measured  rates and
the percentage of bottom covered with sediment (see Table 8). Upstream of
the turning basin (RM 2.9),  SOD  rates measured  at  R.M. 2.4 were applied
since measured rates were not available. In the free flowing portions of the
stream the sediment  oxygen demand was assumed to be zero  since the
stream bed is generally  hard and rocky.
-------
28
                                                 FIGURE 17
                                                  NBOD
                                            JULY 16-19, 1979

                           MEASURED
                         CONCENTRATION
                              AVERAGE
                            COMPUTED
                          CONCENTRATION
I
                                              654
                                                RIVER MILES
-------
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                           Table  8
                  Sediment Oxygen Demand
                        August  1979
                                Fraction of Bottom
River Mile
-0.6
0.0
.5
1.1
1.8
2.4
2.85
2.9
3.4
3.6
3.9
4.4
4.9
5.5
6.0
SOD Rate
gm/m /day_
1.731
.861
1.3
1.731
1.5
1.291
1.29
1.29
1.29
1.29
1.29
1.29
1.29
1.29
1.29
Covered by
Organic Material
.862
.86
.43
.86
1.00
1.00
l.OO2
.43
0
.43
0
.29
.29
.43
0
Rate Suppli
to Model
1.49
.74
.56
1.49
1.5
1.29
1.29
.55
0
.55
0
.37
.37
.55
0
Measured values

Estimated fraction
-------
Dissolved Oxygen

     Dissolved oxygen inputs  for model  verification are presented in Table
7.  Reaction rates for CBOD and NBOD are the values described above while
reaeration  rates were calculated using  the  formulas applied  in  model
calibration.  A comparison of measured and predicted DO concentrations,
Figure 19,  shows the model (dashed line)  accurately  reproduced  the three
day average measured values in the lower portions or the river downstream
of river mile 5.  The model predicts about  1.5 mg/1 high at sampling stations
10 and  ii  (river mile 6.5  and 8.6).   Since CBOD  and  NBOD  predicted
concentrations agree well with measured values in this  segment the model
was rerun  with  the  reaeration rate  reduced to 6.0 from  the value of  7.7
computed with the O'Connor  formula.  The  results shown as the solid line
agree with measured values throughout the river with the exception of river
mile 10.1 where the  measured value  exceeds the predicted  value by about
1.5 mg/1.  This is likely the result of the  large diurnal variation occurring at
this station which does not occur at  stations further  downstream.  At  the
other sampling stations computed values are  generally within one-half mg/1
of the average measured value.
     In  general, the  rates  calibrated  with the July  1974 data did  not
adequately simulate observations from the July 1979 survey.  Model reaction
rates had to  be  adjusted or recalibrated in order to reproduce the  July 1979
measured concentrations.  The  two data  bases clearly  demonstrated that
with the proper  reaction rates AUTOSS can accurately simulate the complex
hydrological  interaction between the  river and the lake  (Figures 17, 18 and
19).  The stream hydrology computations  were verified with the  July 1979
survey data  (Figures 1^ and  15).   Also identified by  the calibration and
verification  is the critical  segment  between intake WI-3 and  the turning
basin where  minimum DO concentrations  occur.  In  this segment reaction
rates from both July surveys were similar and the model  replicated actual
conditions.
     Failure  to verify reaction rates especially downstream of Elyria STP
has little impact on modeling at critical flow conditions for load allocation
purposes.   Stream  quality  will  be  improved  and CBOD  reaction  rates
downstream  from Elyria  STP will be reduced by installation  of advanced
treatment.    Also,  in the  estuary  portion of the  river, minimum  DO
concentrations will improve  with  installation of treatment eliminating  any
-------
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1
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-------
DO related  rate suppression which occurred during the two July surveys. It
is  important,  however, to assess the impact  of  reaction rates  on stream
quality  at critical  conditions and the  selection of treatment alternatives.
Chapter IX  describes the sensitivity analysis performed for this  study  and
indicates effluent loadings, and not reaction rates, are the dominant factor
in  determining water quality in the lower Black River.
-------
1
1





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•



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13.





REFERENCES - APPENDIX III
Crim, R.L., and Lovelace, N.L., "AUTO-QUAL Modelling Systems",
EPA-440/9-73-003, U.S. EPA, Washington, D.C., March, 1973.
Brant, R.A., and Herdendorf, C.E., "Delineation of Great Lakes
Estuaries", Proceedings 15th Conference of Great Lakes Research,
page 710, 1972.
Pritchard, D.W., "What is an Estuary: Physical Viewpoint", in
Estuaries, edited by G.H. Lauff, American Association for the
Advancement of Science, Washington, D.C., 1967.
Bowden, K.F., "Circulation and Diffusion", in Estuaries, edited by
G.H. Lauff, American Association for the Advancement of Science,
Washington, D.C., 1967.
Harlernan, D.R.F., "Diffusion Processes in Stratified Flow", in Estuary
and Coastline Hydrodynamics, edited by A.T. Ippen, McGraw-Hill Book
Co., New York, 1966.
Ippen, A.T., "Salinity Intrusion in Estuaries", in Estuary and Coastline
Hydrodynamics, edited by A.T. Ipoen, McGraw-Hill Book Co., New
York, 1966.
Harleman, D.R.F., "Pollution in Estuaries", in Estuary and Coastline
Hydrodynamics, edited by A.T. Ippen, McGraw-Hill Book Co., New
York, 1966.
O'Connor, D.3., unpublished communication to Simplified Mathemati-
cal Modelling Seminar, Philadelphia, November, 1973.
O'Connor, D.J., unpublished communication, Summer Institute in Water
Pollution Control, Mathematical Modeling of Natural Systems, Man-
hattan College, New York, May, 1974.
O'Connor, D.3., Thomann, R.V. DiToro, D.M., and Brooks, N.H.,
"Mathematical Modeling of Natural Systems", Manhattan College, New
York, 1974.
O'Connor, D.3., "An Analysis of the Dissolved Oxygen Distribution in
the East River", 3ournal WPCF, Volume 38, Number 11, page 1813,
1966.
Hydroscience, Inc., "Simplified Mathematical Modeling of Water
Quality", prepared for U.S. EPA, March, 1971.

Thomann, R.V., Systems Analysis and Water Quality Management,
Environmental Science Services Division, New York, 1972.



-------
14.    "Flood Plain Information, Black River", U.S. Army Corps of Engineers,
      Buffalo District, May, 1970.

15.    Water Resources Engineers, Inc., "Computer  Program Documentation
      for the Stream  Quality Model QUAL-il", prepared for U.S. EPA, May,
      1973.

16.    O'Connor, D.3., Thomann,  R.V.,  and  DiToro, D.M.,  "Dynamic  Water
      Quality Forecasting and Management, EPA-660/3-73-009,  U.S. EPA,
      August, 1973.

17.    Garrett,  George,   Ohio Environmental  Protection   Agency,  Water
      Quality Standards Section, unpublished communication.

18.    Tuffey, T.J., Hunter, J.V., and  Matulewich, V.A., "Zones of Nitrifica-
      tion",  Water Resources  Bulletin,  Volume  10, Number  3,  page 555,
      June, 1974.

19.    Canale, R.P., Department  of Civil Engineering, University of Michi-
      gan, unpublished communication.

20.    McCarty, P.L., et  al, "Chemistry  of Nitrogen and Phosphorus in
      Water"., Journal AWWA, Volume 62,  Number 2, page 127, February,
      1970.

21.    Hydroscience, Inc., "Water Quality Analysis for the Markland Pool of
      the  Ohio River",  prepared for  Malcolm  Pirnie Engineers and the
      Metropolitan Sewer District of Greater Cincinnati, October, 1968.

22.    Tsivoglou,  E.C.,  and Wallace,  J.R., "Characterization of Stream
      Reaeration Capacity" EPA-R3-72-012, U.S.  EPA, October, 1972.

23.    Churchill, M.A., Elmore, H.L., and Buckingham, R.A., "The Prediction
      of  Stream  Reaeration  Rates",  Journal  SEP, ASCE,  Volume 83,
      November 4, SA4,  July, 1962.

24.    Banks, R.B. and Herrera, F.F., "Effect of  Wind and Rain on Surface
      Reaeration," Journal Environmental Engineering ASCE, 103, EE3, June
      1977 pp 489-503.

25.    Limno-Tech  Inc.,  "Calibration  of Water  Quality Models in  Saginaw
      River and Bay", September 1977.

26.    Amendola, G.A.; Schregardus, D.R.; Harris, W.H.; and Moloney,  M.E.;
      Mahoning  River  Waste Load  Allocation  Study,  U.S. EPA  Eastern
      District Office, September 1977.

27.   U.S. EPA,  Region V,  "Technical  Justification  for  NPDES  Effluent
      Limitations for Municipalities  on Low Flow  Streams",  December 10,
       1979.
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                ATTACHMENT A


              AUTO-SS SOLUTION


EXCERPT FROM "AUTO-Q.UAL MODELLING SYSTEM"1
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MODEL DEVELOPMENT


     The development of AUT£SS and AUTf)QD has been broken into  sections.


Because the two models have many of the same properties, a general


development is given first.  The last two sections will  deal  with each


model separately and discuss the particular solution techniques used.
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CHANNEL REPRESENTATION:                                                          |v

     The first problem to ba resolved in a model  development is how
                                                                                 i
                                                                                 t
to represent the stream or estuary being modelled in terms  that can              >

be mathematically described and represented on a  digital  computer.

The method of representation used in these models is called the
                                                                                \
"channel-junction" method.  Essentially this method consists of                  '
                                                                                 \
dividing the natural channel into a finite number of sections (See
                                                                                 i
rigure 1).  Each of these sections contains a finite volume of water.            j

These-sections  (discrete volumes of water) are assumed to be uniform       •      ,
                                                                                 i
at a given instant in  time in all their properties.  This assumption

is generally referred  to as the "fully mixed assumption".  Thus, any        -     I
                                                                                 t
property of this volume of water, for instance, a constituent concen-

tration, represents the average value for that volume.  This average             {

                                                                                 I
value has a point value at the center of the volume.  These discrete             ,

volumes of v.-ater are referred to as junctions.                                   ;

     Generally  the- system being modelled is not static.  There vrill be

flow and movement of water "in the system.  Thus, the problem of repre-
                                                                                 (
senting flow and the consequential transfer of properties from one

junction to another has to be dealt with.  For this reason the concept

of channels is. introduced.  Physically  a channel may be thought of as

the interface  between  two junctions.  Computationally the channel is

treated as  a  uniform,  rectangular channel between junction midpoints.

1-,'ater  properties are not  associated with channels.  Channels arc used

 (computationally)  for  the transfer of properties from junction to

junction.
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     Various  properties are associated with either a  channel  or  a

junction; the properties of a channel  are:
   i                           1.  Flow  (ft3/sec)

                              12.  Velocity  (ft/sec)
   i
   '                           3.  Dispersion coefficient  (ft2/sec)

™ '                           4.  Cross-sectional area  (ft2)

| '                           5.  Depth (ft)

   I                           6.  Width (ft)

|                            7.  Length (ft or miles)
   i
_ I                     Tha properties of  a junction are:

* ;             '              1-  Volume (ft3)
   i           • '

I                            2.  Surface area  (ft2)

'   j                           3.  Constituent concentrations  (ppm)

•                            4.  Temperature  (°C)
   i
• '           .                5.   Evaporation  - rainfall  (in/month)
          6.  Inflows (fc3/sec)

          7.  Diversions (ft3/sec)

          8.  Reaeration rate (I/day)
 ™                            9.  Photosynthesis -  respiration rate  (gr 02/m2/day)

 8  !                         10.  Sediment uptake rate (gr  02/m2/day)

    ,        "    '             Tl.  CB0D decay rate (I/day)
    I!
                             12.  H30D decay rate (I/day)
                                        3
         13.  Constituent masses (ppni-ft )

         14.  Inflow concentrations (ppm).
-------
Some of the junction properties arc computed  from  channel  values.
For instance, junction volumes are computed  by using  the channel
depths and widths on either side of the junction.
     The system of channels and junctions used in  a model  is  commonly
called the "network".  This network can be visualized as a  system  of
pots (junctions) connected by hoses (channels).  The  network  is
established automatically in AUT0SS and AUT0QD.  However,  some basic
information is required:
          1.  Starting river mile
          2.  Ending river mile  -
          3-.  Number of sections.
     Thus far in the network representation the following  assumptions
have been made:
          ].  The natural channel can be accurately represented  by
              a system of discrete volumes
          2.  Uithir. each junction all water properties are uniform
              (fully mixed assumption)
         . 3.  Junction values have point values at the center of a
              junction.
These  assumptions should be kept in r.:inc! when applying the models.
Experience  has  shown that in most applications these  assumptions are
valid.  However, some caution must be exercised in such cases as heavily
stratified  estuaries or  impoundments.
      The following  example demonstrates how the network  is established:
-------
(
                                             FIGURE  1
            Mile O.O
                                                                                       Mil? 4.0
                             Mil
             MHa 2.5      Mite 3.5

          i
Chcnn?! 2 1 Chann?! 3 j   Charms! 4
          I        -   I
    I     i      I      I
                                                           !
                                              —"~*~i  tL
                 \
                                                                       3
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4
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          Given the basic data:
              starting mile      = 0.0
              ending mile        =4.0
              number of sections = 4
The network shown in Figure 1 would result from the  above  information.
     The starting and ending miles are the midpoints of  the first and
last junctions, respectively.  The distance from-junction  interface to
junction interface is equal to the length of the segment (ending mile
minus starting mile) divided by the number of sections.  This distance
is referred to as the channel length.  In AUT/3SS and AUT0QD the channel
lengths ara constant throughout the network.  The first  and last junction
will actually extend one-half of e channel length outside  the defined
segment.  The stream and/or estuary being modelled is referred to as tha
segment, and the- ten "channel" is used as it pertains to  the network.
     At this point all that has been done is to define the network, the
junction boundaries, and tha channel lengths.  The physical properties
(width, depth, etc.) have not yet. been determined.  Most of these physi-
cal characteristics ere read as input to the program. Those values that
are not read are computed internally on the basis of data  that has been
read.  The input data for these models is referenced to  river miles.  Once
read the input data is either  interpolated to define values over the entire
segment, or in the case of point  value data (such as inflows) it is assign-
ed to the closest junction.
     For example, if in the network shown in Figure 2, widths were read
in as fol lows:
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            FIGURE 2
700-
500-

400-

300-

200-

 roo-
            DATA POINT
                          DATA POINT
     \
    0.0
 I
1.0
 2.0       3.0

RIVER MILE
4.0
     MILE 0.5- CHANNEL 1; vildhS = 600.0f*.
     MILE 1.5- CHANNEL 2; widft = 483.3ft.
     MILE 2.5- CHANNELS; widlh = 366.7f*.
     WILE 3.5- CHANNEL4; wid^h= 250.0?}.
-------
             0 mile  0.5         width = 600.0 ft.


             0 mile  3.5         width - 250.0 ft.


The program would assign the values of width as shown in Figure 2.


The interpolating procedure, shown in Figure 2, is used for all


physical data (see operating instructions for definition of physical


data) whether it be a channel or junction parameter.


     As a general example of how some- of the internal computations .


on physical data are dons, consider the following general network:
                                                          nj-T
let       d-  =  r.ean depth of "channel j (ft)
           \j                                           >

          As.. =  surface area of junction j  (ft ^   ^
            J

          U.  =  width of channel j  (ft)     [v_
           vl

          V-  =  volume of  junction  j  (ft3)
           «J

          L   =  channel length  (constant)(ft)


W. is an  input to  the program, d. is  computed on the basis of flow
 j                           ._  J          ..            •

and  L is  defined in  the network construction".  The remaining are


cornouted  as follows:
As.
  \J
                            (W.  + W-  -,)  L  (ft2)
                             ^^J __ M^.JrJ

                                                   3)
-------
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 I                    Ths f1rst and last junction's values  are  given  by:
 —                         Last junction (nj):
                                               flsn:  =  ViL
I            "            First  junction  (1):                                          \
I                                            Asl = wy L (^2)
j                                            V7 - W]d] L (ft3).
                      In  general, when values are assigned to channels and they are needed
I        •            t0  C0mpute a junction Parameter, the channel  values  on either side  of
•           ".  '      th- Jetton- are averaged and that average value is  used  in  the
8                    computations.
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                                                                     10
HYDRAUL1C DEVELOPMENT;



     The hydraulic solution used in AUTOSS and AUTOQD consists  or



tv;o parts:



     1.  Determine the flows in each channel.



     2.  Determine the depths in each channel. "  ••



The solution represents a net, steady state situation.   Mo attempt



is made in these models to solve the equations governing tidal



flow, stora surges, or any unsteady flow condition.  That is why



AUTOQD is called a quasi-dynamic model.  The quality equations  are



integrated with time  using net, steady state flows.  The implicit



assumption in. this approach is that the hydraulic response to



changes in flow is instantaneous, while the quality response lags



in time.  This assumption is acceptable in most instances.



     The  first part of the solution is a simple application of  the



principle of continuity.  Consider the follev/ing situation:
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                                               ~j
          where Q.  -  flov/ rate in channel  j  (ft /sec)
                 J
                                                                     11
Isolating junction j;
 0)
                                                qin.
          let;
                                          • c, 3.
   qin.  = inflow to junction  j  (ft /sec)
      \j
                                      q
  qout-  = diversion from junction j  (ft /sec)

  evap-  = net evaporation minus rainfall at junction j
      **    (inches/nonth)

     CF  = conversion factor,  to convert in/mo.i  to  ft/sec
                                       o
    As-  = surface area of junction j (ft )
      V*
Q_._, vn'll be given by;


   Q. ,  = -Q- -qin. -s-qout, +evap..As.CF (ft3/sec)
    \J *•    - ,  J     O      J      J  U
The  signs  appear  to  ba v/rong  in the above equation, this is because

the  sign convention  used  is:  a flow from upstream to downstream is

defined as negative.  The  above procedure is followed for all channels

in the network,  starting  at the upstream end and working downstream.
-------
However,  the  first and last junction are computed differently
because each  has only one channel connected to it. Taking the last
junction  (nj);
               qout
(2)
             -  vrm  be given by;
              Qn;:-l = -11nnj +evaPnjAsnjCF
              (note sign convention)
Taking the first junction (1);
       QOUT
                qin
-------
                                                                                       113
  I
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   I
                          QOUT1  (-QINj) will be given by;



                                           in, -qout, -evap,As,CF (ft/sec)
                                             '       '       '  ]

•'                (3)          QOUT1 = -Q!  +qin,  -out,  -eva,As,CF  ft3
                             (-QINJ     '
                                  I1
                  A positive QOUT^ indicates a flow out of the segment at the downstream

•                end. A negative QOUT^ represents an inflow and its absolute value

                  is referred to as QIN, .

|                     After the above procedure has been completed, flows will have

                  been established in all  the channels.  The second part of the solution,

 '                determining depths may proceed;

 •                          let d. =  mean  depth  of channel i  (ft).

                  Depth can be given  by an equation of the form;


 I
                  (4)           "i=*l,li   ^->*       »5>*

I                  The coefficients of  equation (4) (A, -, A7  ., A,, . ) are entered as
                                                      *>*   Cjl   x5ji

                  point inputs and interpolated over the segment. These coefficients

  •               may be determined from stage/discharge curves when avail iable. In

  •               so.r.e special cases  they may be computed. For example, assume the

                  Manning  Equation  is  applicable  (a special case). The coefficients

  |               could thsn be determined as follows:
  |                         U  - l^R2/3s1/2  (ft/sec)    Manning's Formula [6]

  I
                        wnere;

                          U = velocity (ft/sec)

I                        n = Manning's coefficient

                          R = hydraulic radius (ft)
-------
                                                                     H
           S = water  surface  slope  (ft/ft)


Assume the channel is wide compared to its depth, then R  ~ d.


For uniform steady flov;  S =  slope  of channel bat to:'!  (S ). Letting


B = channel v/itdh  (ft) and Q = flow rate  (ft^/sec),  the Manning


Formula may be written as;
             Q  _  1.486    21/2                                         '      j
            Bd       n      \>                                                 i


          solving  for d,         .                            .             .    i
                                                                             t

                          0.6  0.6                  '   .                      j
                1.486BS0
         which corresponds  to;
         d  = A,Q  ^ + A,
            •  J        •*
         with,
                            0.6
          A-,  =[ - 5-     ]
            1   1.485BS

          A?  =  0.6            .                                            ;  |
                                      "               .          •              i
-,-.--                   .-                                               I

-•:-•        A^  -  0.0            '- -  -                               '           i


      In  an estuary  the depth  of. flow may  be essentially invariant            I
                                                                             S
with  the- flow magnitude.  In that case A-,  equals 0.0 and A, represents        j
                                        I                 <5             •      i
 average or net flows,  the hydraulic  differences between estuaries

 and  streams may be represented  in  the  coefficients of the depth
 the  estuary depth at mean  tide level.                                  •  •    i
                                                                             i
      There has been no distinction  made  between estuaries and free           j

 flowing  streams in the hydraulic  development. Since the models use daily     j
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equation. It is possible to link together  the  stream and estuary


in these models.
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QUALITY DEVELOPMENT



     The quality solutions used in AUT0SS and AUT0QO are based on



the mass balance equations.  A general development is given first



and then the equations and solution techniques for A'JT£JSS and AUT0QD



are given separately.



GENERAL QUALITY EQUATIONS:



CONSERVATIVE SUBSTANCES r        "               •   """.,.



Isolating junctions j-7, J, j-f-1, and channels j+1, j, j-1, j-2
Taking junction j
                     evapj j (-5-)
        qoutj
-------
1
1


1
•

1

1

1

1

1
1
1

1

1
1

1

1
1
1
1

17
Let C. - constituent concentration (ppm) at junction j
O
c.-i =
3
3-1
3-1-!
Cin. = inflow concentration (ppm) at junction j
^ (associated with qin.)
3
V. = volume of junction j (
O
Writing a mass balance for junction j
Mass in (curing At) = [Q.C.,, +
3 3'1"'
. . .. Mass out (during At) = [Q. ,C.. +
J * «J
- " . . ' (Note sign convention on flows)
AH. = Mass in - Mass out
vl
At
AH. = -Q.C.j, + qin. Cin. -f Q. ,C.
0 *JJ \J \) 0 »J
Mj = V3C3 e0d
AM- - V. AC.
O J vj
At At
. (5) AC. = (-Q.C.~,, -f oin,Cin. + 0. ,C.
i 33"^' J 3 3~lj
At^
If the flow were in the opposite direction
appear as:
(6) ACj - %_icj_i - QJCJ - £J°utjCj H
At
The flows used in equation 5 are used
Equations 5 and 6 are applicable to purely


ft3)

qin. Cin.] At (ppm ft3/S£c)
3 3
qout C ] At(ppm ft3/ sec)
. m nr v^p



- qout.C.
J \J



; - qout.C.) / V (porn/ sec)
j j j

the above equation would

'- qin, Cin,) / V.(ppra/sec)
O v vl

for further developments.
ady active systems. Hov/ever,
in general there are exchanges due to tidal oscillations (in estuaries)



-
-------
and/or turbulent dispersion (in estuaries and free flowing streams)

These exchanges are not included in equations 5 and 6.   To express

these changes, an analogy is made with Fourier's lav; of heat

conduction [7]
where
  6q

.' 6A
     =
  2n
                   the heat flow across 
-------
•

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I                (8)       AC.j =[-QjCj+1  + Q-j.-jCj -qoutjC..  +  qinjCinj]/  V.
                           W
                                I+[E.A.(C.-C..,) + E. ,A. , (C.-C. ,)]/ V.(ppm/sec)
                                   J J _J__J±L     J"1 J"1 _JL_ilI     JVPI
                                          L                   L
 •                where
                            A- = cross-sectional area of channel j (ft2)
                             IJ                                            '
                            E- = dispersion coefficient in channel j (ft2/sec)
 •                          L  = channel length  (ft)
                  If qin and qout are zero and a uniform channel is assumed, the above
 I                equation reduces  to the familiar form [8]:.
                  I* y I       S \_*   r~  U \~j     C^L>    t      -I   "t\
                  x '     ..  •— - E  —2" ~ u T~    'u ~ velocity)
                 - when the limit of L->0  is taken-

  ,                Equation 8 is the basis for the solution  of conservative constituents.
  *               KO:.'-CG;;SEP.VATIVE  SUBSTANCES
  •                    Ire fornulaticn for conservative substances also.apply to non-
                  conservative substances, however,  the reactions of the substance with
  J               the  environment end/or other  substances  rcust  be added.
  _                    Three  non-conservative'substances  are  considered in these models:
                            1. CBjSD  -  first stage  (carbonaceous) Biochemical Oxygen
            '  ..-                  Dsiranc!
                             2.   NB0D - second stage (nitrogenous)  Biochemical  Oxygen
  I                      '       Demand (B0D)
                             3.   D0     Dissolved Oxygen
-------
                                                                      20




     The oxidation of organic waste will be broken into throe stages:



          1.  Oxidation of oxidizable carbon compounds



          2.  Oxidation of aphonia (to nitrite)



          3.  Oxidation of nitrite (to nitrate)



The oxidation of the carbon and nitrogen constituents' v/iVI  be considered   •



separately.



FIRST STAGE OXYGEN DEHAND (CB^D)   '                                   •  -



     Theoretically this term represents the ultimate oxygen demand of



the organic carbon compounds, (carbonaceous Bj3D).  It has been reported



that this'term has a theoretical value of 2.67C [9], where C is the



organic carbon content.  Realistically, this term represents the oxygen



demand of inorganic compounds (chemical oxygan demand) as v/ell as the



oxidation of organic waste.  To determine its value, various factors



have been developed to be applied to 5-day BJJD values to obtain the



ultimate first stage oxygen demand.  These factors may vary from 1.10



to 2.40, with 1.45 being the nost coiranon.  CB£)D may be obtained from



B£)D values  as follows:



          "Determine the deoxygenation rate K   (I/day) with no
                                            v>


          nitrification taking  place.  Then using BOD5> again



         • assuming no nitrification.  CB^D will be given as:
 (10)
                                  BSD.
                       " CB0D  =
                               (1.0  -e   c)



           Note  that  if  K. =  0.23  (a coniinon literature value) then
           CB0D =  1.45
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I                              If  B£5[)   is  knov/n  CBjuD would be given as
  I


  I
  ((

  I


  I
                                                  (1.0 -  e"""-)


•                      The behavior of CB£D in the natural  v/aterv;ay is  described  by


                   the first order reaction [10]



|                 (12)
                                             3t     ^CUfJU

 •                 where Kc is the deoxygenation rate in the waterway.   The complete


                   equation for CB£Q may now be written


 I                      let      C. = CB£D concentration in junction j  (pprn)
                                  w

 m                             Cin. = CB^D inflow concentration at junction j (ppn?)

 I

                   °3)        A^i




                                      E-iAi ^r0!-^   Ei-iA-i~i (c-rci_i)
                                    _, r j j   \*  j * *   a.  j *  j • *  ^^j  v _
i

i

I               "as ir.put to the program.  The'value entered is assumed  to be the value


•             -   according to the equation [11]


I
                       The-oxidation of the organic carbon compounds (CB0D) is assumed

I
                   The deoxygenation rate Kc. is the rate in the stream.  K  is entered
                                            J                              c
                   at 2G°C.  Stream temperatures are also entered and K  is then corrected
                                                                       v»
                    04)        ,  K  @T°C =  (\( 020°C)  (1.04
                               "*  v         v.
to be independent of the dissolved oxygen  concentration.  This assumption,


naturally, limits the application of these models  to aerobic  systems.
-------
                                                                  22
SECOND STAGE OXYGEN DilMAND (NB0D)



     This constituent represents the ultimate oxygen demand of all



the oxidiza'ole nitrogen fractions.  The oxidations of ammonia, nitrite



and organic nitrogen are lumped together in this term.  Organic nitrogen



is included because it is generally assumed that organ-ic nitrogen first



hydrolyses to ammonia nitrogen and the oxidation occurs.  The ultimate



NBCJD may be given by [12]



(15)                N50D - 4.57 TKN + 1.14 (NOz -N)



where TKN Is the Total Kjeldahl Nitrogen (Organic N + Ammonia -M) and



IlOa is nitrite nitrogen.  The above relationship assumes that all the



TKN and NOa -N is oxidizable.  If this is not the case an appropriate



reduction factor, as determined by laboratory studies, will have to



be applied.



      It is assumed that the oxidation of the various nitrogen fractions



(referred to as nitrffication) can be characterized by one gross rate



K   (I/day).  This rate is primarily a function of the nitrifying bacteria



populations and temperature.  Specifically, flitr°_s_oiT!onas_ for the oxida-



tion  of ammonia to nitrate and H it rob actor for the oxidation of nitrite



to  nitrate.  Despite the  laboratory B^)D test results, it is reasonable,



in  most cases, to assume  that the populations of Nitrosomonas and



iiLtro.ba_cter are sufficient,  in the stream, to bring about significant



oxidation of the nitrogen fractions immediately upon  their introduction



to  the natural stream.  The  nitrification rate K  is  entered as input



to  the model.  A comrnonly used literature value is 0.103 (I/day).   [13]



NB0D  is  handled in the  same  vay  as CBJ5D.
 (16)
                         
-------
I
I
                                                                                        23

                   The complete equation for fiBpD is identical to the one for CL$D

_                  except that K  replaces K .  As with K > K  is temperature corrected
^i                               11           L.            c   n

                   according to the equation  [14]


I                  (]7'                    K (3T°C = (K (?20°C)(1.017)T~20


•                       Nitrification is assumed to proceed independently of dissolved  \

                   oxygen in AUT95S.  In AUTpQO, when D^ drops below 5% of the air
 I
  I
  I
  ,(
  I
  I
                   saturation value the nitrification rate is set to zero.

                   DISSOLVED OXYGEII
                        Dissolved oxygen is the inost complex constituent considered. Many

 •                 factors  enter into the DO  budget , some of which are well understood,

                   others of which  very little is known.  Below are the factors in the

 •
                       budget considered here:
 •                               Oxygen Gain                        Oxygen  Loss

                         1.  Atr.ospheric Reaeration         1.   CB0D

 |                      2,  Photosynthetic Production      2.   fJ3J3D

 M                                   •                     3.   Sediment uptake

                                                            4.   Biological respiration

 I                                                         5.   Evaporation

                    Some of the- f?;ctors are considered as constant sources or sinks for a

 I                 particular junction, while others are computed, such as  CB$D  and NB0D

 •                 The DO budget for junction j is written in equation form as:
-------
                                                                     24
(18)
             J _
            t
                                qout.D;}.
                                    J   J
                                                           J
                -Kr CB2D.  -  K,,  NB0D.  +  K2  (D^Dsat .-D0.'
                  ^--    J     I1!-     -T      •      .1    .1 '
                                •As.
where
     1,


     2.

     3.

     4.

     5,
(19)
                •KP.-R.-Ssdfnt.) -rji . CV-evap. D0.CF/V
                   J«J       J"-:           JJv
                                   J
 ^)j = dissolved  oxygen concentration  at junction j  (ppm)


D0in._= dissolved  oxygen  input concentration  at junction j (pp.n)
    \J

Kr CB^D.  = the rats of oxygen usage by CB0D

 f-3  o

S/'^j  = t^'- rate °"'C ox>'S&n usage by liS^D
  o
K2 (D2sQt..-Di5.)  =   the rate of the addition  of oxygen  due

  j       J    J
to atmospheric reaeration.   K2  (l/dsy)  is the reaeration

                               3
coefficient  for  junction  j,   Dpsat. is  the oxygen saturation
                                   
-------
I

•


•

•
I




I




I




I




I
  I
                                                                                        25


                                       D^isat  -  14.6244  -  0.367134T  +  0.044972T2


                                              - 0.0965S + 0.00205ST


                                              + 0.0002739S2


                             where S is the salinity concentration  in parts per thousand


                             CYoo)- K2 is co;nputed by the Hobbi/i's  O'Connor equation   [16]


                   (20)             '                     12.9b  '/Z
                                              K2 G>;
                                                 3          tl. •'*             •
                                                            J

                              where H. = hydraulic  radius  (ft)
                                     *J

                              and u- - velocity  (ft/sec)
                                   w                              "

                              K. is assumed to be equal  to the depth.
                               \j                        -                            ,

                              Ka is computed in the channels  and then  averaged


                              to- cbtsin junction values.


                              K2 is also adjusted for temperature:    [17]


                    (21)           K2QT°C = {K2 e20°C)(1.024)T'"20-0(l/day) •


                              V/ith relatively nn'nor program changes, other equations for
             .            .     computing the reaeration rate may be incorporated into the


  •                           model to replace the above equation.  The reader is referred


                              to "Tracer Measurement of Stream Reaeration" [18] and


  I                           "Characterization of Stream Reaeration. Capacity" [19]


  •                           for information en other methods for c!e term-in ing or computing


                              the reaeration rate.


  I                      5.   P. - R.  (Photosynthesis - Respiration Rate) = the net
  ^™                            J    J

                              difference betwean the production of oxygen and the usage


  •                           of oxygen by biological activity other than CB^D, NB0D and


  I                           sediment uptake.  It is a daily and volume averaged value
-------
                                                                   26
          and  has the units  gr.  D2/in?7day.   In reality, these  terms



          are  difficult to evaluate.  The reader  is referred to avail-


          able literature for further information.



     7.    Sedmt. =  the net oxygen uptake of  the sediments.  It is
               O
                                                    2 •
          entered as input and has the  units gr.  02/in /day.  As with



          P-R  this term is difficult to accurately evaluate.  Various



          literature values have been presented.  One method for


          obtaining field measurements  is presented in "An In-Situ


       •   Benthic Respiromster."  [20]



     8-.    CV and  CF are units conversion factors.  The other terms in


          equation 13 have- besn previously defined.


     The dissolved oxygen solution presented here should  be viewed as



an approximation.  For r.ost applications most of  the important sources


and sinks of oxygen have been accounted for  in some form.  In many


applications the user ray find many of  the- terms  may be neglected.
-------
1




1

1
1
^v
1
1

1

1
V
1
1
1
1
1





1

\
1
1
2
AUT0SS SOLUTION:

For the steady state condition the time derivatives of equations
(8), (13) and (IS) are set to zero. The- quality equations are written
as:
1. Conservative Constituents.
0 - [-OjC^ * Q._^ - qoutjC., + qinXinj] / Vj
^22' c-~c>] c-~c-
JJL J~ ' J~ 1 L J
2. Carbonaceous Oxygen Demand (CBOD)
0 = [-Q.CBOD..,, +Q. ,CBOD. -qout-CBOD -Kjin -CBODin.] / V
•J J'*J"~* J J J J J i
CCOD..~CBGD._,_1 CBOD. -CBOD.
(23) J V j L ' '""j"-! J-l L '* ' j
-Kr CBOD.
j J
3. Nitrogenous Oxygen Demand (f.'BOD)
0 = E-Q.NBOD. n -fQ. ^fiBOD. -qout.NBOD. +qin -NBODin .] / V
J J^o"~* \J J J J J
IJBOD.-IIBCD.^ NBOD.-MBOD._1
; jb L Lj-l j-'P L j
-Kjj flBOD.
4. Dissolved Oxygen (DO)
o = [-QjDVl +Qj_lC3j -^.m. ,,-in.Damp / Vj
DO.-DO-., DO. -DO- -,
re A / .' J ' ' \ -LC A / J .^~M~I / v
1 J J( L ' rhj-!Aj-l( L ;J / Vj
(25)
-Kr CBOD. -KM KBOD. +K7 (D0sat--D0.) evap CF-DO /V
^-j J''.: J^-^ JO J JJ
-f(P.-R.-Sedff!t.)As.CV/V,
J J J J J

•
7






\



j





j














-------
 (26)
           r*  	
                              r*
                 pi
                           _

                           3,
        where;
  B,
   J
a
a
                 [Q, 1 - qout, -E.A./L -E   A-
                   j  i       J   JJ     J'J

                 E, ,A- -,/L
                  j-i i  J-J

                 -Q- +E.A./L
                  x       '
 The coefficients for the first and last junction are


        Last junction (nj);
               = Enj-lAnj-l/L
        First junction  (I);


            B1 = -qout-j -E^
                                                                     28
These  equations  are based on  the  same  flow  condition from which


 equations  (8),  (13) and (18)  were derived.  As before, all the


 remaining  derivations  are n;ad2  on the  basis of  this flov/ condition.


 Derivations  for  the other flow  possibilties are  left to the reader.


 The models were  designed to handle any flc,; possibility.


      The set of  equations for a constituent now  appear'as a set of


 linear equations with  the junction concentrations  as the only


 unknowns.  Taking the conservative equation  for junction j and


 solving for  C.  gives;
-------
•                                     r -
                          a-,  o ~  qin-,Cin,
                            I 5 %3       I    I

I
I


*
                   he equations for the first and last junction are written  as;
I
                   1 i7\       r  —      '"*
                   (27)       C] -  -   -~   -
                                   o:-, .3    a-, ,,
                                      '"*       j
                                    -~      —

                                  a  •      o:
                  The coefficients for the other constituents are  determined  in  tha  same
•                manner as for the conservative constituents.
•                     The basic solution technique  used  in AUT0SS is  called  the "Gauss-
                  Seidel Iterative Method"[21 j. A  relaxation factor has  been  added to  the
I                method to increase  or  decrease the rate of change. The algorithm for
•                this ret'nod  is decribed as  follows:
                            Given the system  of equations;
                                      IG-,  0    a
                               r  -   -.._' >**.
                                  --
                                   	r,
 I                                     ^3   "2
 ^^          .                    p.  	    t_ n sJ    *~ >
 I
                                                       a.
                                            __
                                        o     3o    1   Bj?    3
I                                     a,- ^   a_. -,         a.-
                                Q _ =   _ J >a _ _J_5_

                                        J'      J
                                       a - ^   a -  -,
                                r  =   Jllil    nj,l f
                                   " "       "
 _                           1. Assign initial values to the junction concentrations, these
 •
 f'
 I
 I
-------
                                                          30

   values are approximations.



2. Starting at the first junction,  compute  a  new concentration.



   Compute the difference between the old and new concentration;



      f.  - r      ~ r
      \J <-> "~ v> •       v •   *i J
       C    j,new    j.old



   Compute and store the new concentrations as;




      Cj = Cj,old*u6C



      where w is a relaxation factor.  ......



   Repeat this procedure for junctions 2, 33  4, 	,'nj.



3. If all the 6^'s computed in step 2 are within a specified



   limit  (convergence criteria) then the solution is



   complete, if not, return to step 2 and repeat. Every time



   step 2 is repeated it is referred to as  an iteration. The



   maxiiTtuT; number cf iterations has been set at 1000 (see



   KAXCYC In Subroutine  SRVEX), this value may be changed by



   the u3. = .-~, if desired. The convergence criteria and w have



   been set  at 0-001 and 1.00 respectively (see DELMAX and



   RELAX  in  S£LVEX), these Day  also be changed.
-------
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I                                              Appendix IV
                                            Effluent Limitations
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      Attachment A

Existing Permit Limitations
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U.S. Environmental Protection Agency
Region V - Eastern District Office-
Final NPDES Effluent Limitations (mg/1, except as noted)
ack River Planning Area - Sanitary Dischargers to Low Flow Streams
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•                                           Attachment B
                            Recommended Modifications to Effluent Limitations

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                      U.  S.  ENVIRONMENTAL PROTECT!ON AGENCY
                                    REGION V
                        SURVEILLANCE AND ANALYSIS'DIVISION
                             EASTERN DISTRICT OFFICE



                        RECOMMENDED PERMIT MODIFICATIONS
Discharger:   Amherst
NPDES Permit No.:   OH  0021628

Recommended Modifications:
   Effluent limitations  were  determined  using  U.S.  EPA, Region V( Simplified
   Waste Load Allocation Methodology  for municipal  sewage treatment plants
   on low flow streams  (see Appendix  V and  Sectior  IX.2)
 Effluent Limitations:
Const! tuent


BODj. (mg/l)
Suspended Sol ids
Ammonia
May - October
November - April
Phosphorus
Dissolved Oxygen
(min. - mg/l)
Present
Performance









FINAL LIMITATIONS
Present Modified +
Avg.
"'







flax.








Avg.






6.0

flax.
12
12

3.0
6.0
1.0


MONITORING REQUIREMENTS
Sanple Tyoe Frequency









.-







* Final 1imitatIOTS are "no discharge",  based on connection  to  the  Lorain West
  Side Regional Sewer District.


+ Recommended modifications are present  in the event that  Amherst does  not
  hook up to the regionalized system.
-------
                      U.  S.  EfiVIRCNMEMAL PROTECTION ACEflCY
                                    RFC I ON V
                        SURVEILLANCE Af.D ANALYSIS DIVISION
                             EASTERN DISTRICT OFFICE '


                        RECOMMENDED PERMIT MODIFICATIONS
Discharger:  Avon  STP
NPDES  Permit  No.:   OH  0023955

Recommended Modifications:
   Present  final  limitations  state that  the  STP  js to be abandoned and connected
   into the French  Creek  Interceptor.  Modified  limits are presented  in the
   event the STP  is not connected to the French  Creek Interceptor for some rea-
   son.   Limits are based  on  Tabie IX-J5.
 Effluent Limitations:
Constituent
BOD5 (mg/,)
Suspended Sol ids (aig/l
Atnmon i a - N
May - October
November - April
Dissolved Oxygen
(mg/1 - min)
Fecal Col iform
(#/100 ml)
Present
Performance

)



FINAL LIMITATIONS
Present Modified
Avg.





Max.





Avg.



6.0
1000
Week'h
10
'0.
2.0
5.0

2000
MONITORING REQUIREMENTS
Sample Tyoe Frequency
Compos i te
U
17
II
Grab
Grab
1 /week
11
ii
ii
ii
ii
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                      U.  S.  ENVIRONMENTAL PROTECTION AGENCY
                                    REGION V
                        SURVEILLANCE AND ANALYSIS DIVISION
                             EASTERN DISTRICT 0-.rICE



                        RECOMMENCED PERMIT MODIFICATIONS


Discharger:   Brentwood  Lake Estates  STP
NPDES Pernit Kg.:   OH  0025158

Recommended Mod ificattons:
   Effluent limitations  were  determined using U.S. EPA, Region Vf Simplified
   Waste Load Allocation Methodology  for municipal sewage treatment plants
   oh low flow streams  (see Appendix  V and  Section IX.2)
 Effluent Limitations:
Const! tuent


BOD5 (mg/l)
Suspended Sol ids (mg/l
Ammonia (mg/l)
May - October
November - April
Dissolved Oxygen
(mg/l - rnin)
Present
Performance
i

)





FINAL LIMITATIONS
Present Modified
Avq,
'tonthfv
10
12

--
—
--

f '-IV i ft ^rrt
We'ekf-lontols
15
18

--
--
--






6.0
min
MTV
WeikT
10
10

1.5
5.0


MONITOR ING REQUIREMENTS
Sample Type Frequency

Compos i te
Composite

Composite
Compos i te
Grab

Weekly
Weekly

Weekly
Weekly
Daily

-------
                      U.  S.  ENVIRONMENTAL PROTECTION AGENCY
                                    REGION V
                       SURVEILLANCE AND ANALYSIS DIVISION
                             EASTERN DISTRICT OFFICE


                        RECOMMENDED PERMIT MODIFICATIONS

Discharger:   Eaton  Estates STP
NPDES Pern it Mo.:  OH 00261^0

Reconnended Modifications:
   Effluent  limitations were determined using U.S. EPA, Region V, Simplified
   Waste Load Allocation Methodology for municipal sewage treatment plants
   on  low flow  streams (see Appendix V and Section IX.2)
 Effluent Limitatior-s:
Const ituent


BOD5 (mg/l)
Suspended Sol ids
Dissolved Oxygen
(min - mg/l)
Ammonia (mg/l)
May - October
Novenbar - April
Present
Performance








FINAL LIMITATIONS
Present Modified
Avg .
onthh
10
12



—

Max .
V.'eeklJ
15
18
5.0
min

—

Avg.







(lax.
W=ekh
10
10
6.0
min

1.5
5.0
KOM ITOR 1 NG RcOJJ 1 P.EMENTS
Sample Typa Frequency

Composite
Composite
Grab


Compos! te
Composite
1 /week
1 /week
Daily


1 /week
1 /week
-------
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                                    REGION V
                        SURVEILLANCE ?•*l>
pH (s.u.)
Dissolved Oxygen - mg/
Present
Performance
N'






I



1
FINAL LIMITATIONS
Present Modified
Avg.
3nfni .-
10
12


1.5
1.5
1.0
200

—
—
Max.
.-.eek
15
13


2.3
2.3
1.5
400

—
—~
..Avg. •"''•'-'•
30 tfj\ y/»=k







1000



8
10


2.0
5.0
1 .0
2000

6-9
6.0
MONITORING REQUIREMENTS
Sample "type Frequency

24 hr comp.
24 hr comp .


24 hr comp.
24 hr corno .
24 nr CCHD.
Grab

Grab
Grab
5/week
5/week


5/week
5/week
5/week
Dai ly

Dai ly
Dal ly
 Constituent
Cyanide, total - ug/l
Cadmium          ug/l
Chromium         ug/l
Copper           ug/l
Lead             ug/l
Mercury          ug/l
Nickel           ug/l
Zinc             ug/l
FINAL LIMITATIONS          MONITORING  REQUIREMENTS
Present    Modified    Sample Type       Frequency
   Dally       Daily
    Max.        Max.
5
5
100
20
30
0.2
—
5
25
12
100
20
30
0.2
100
95
24 hr comp .
24 hr comp .
24 hr comp.
24 hr comp.
24 hr comp .
24 hr comp-.
24 hr comp .
24 hr comp .
Weekly
Weekly
Weekly
Weekly
Weekly
Weekly
Weekly
Weekly
-------
                       U.  S.  ENVIRONMENTAL PROTECTION AGENCY
                                     REGION V
                         SURVEILLANCE AND ANALYSIS DIVISION
                              EASTERN DISTRICT OFFICE


                         RECOMMENDED PERMIT MODIFICATIONS

 Discharger:   French  Creek COG  STP
 NPDES Pern it No.;     OH  OOW>512

 Recommended Mod if icatlons:
    Effluent limitations were determined using U.S. EPA, Water Quality
    Model  - Auto-SS  and  Region  V,  Simplified Waste Load Allocation Methodology
    for municipal  sewage  treatment  plants on  low  flow streams (see Appendix V
    and Section IX.A.2)
  Effluent Limitations:
Constituent


BOD5 (mg/l)
Suspended Sol ids
Total Phoschorus
Ammon i a - N
July - October
May - October
November - April
Residual Cl2
Dissolved Oxygen
(mg/l - min)
Fecal Col iform
• (#/ioor.n
Present
Performance












FINAL LIMITATIONS
Present""'-' Modified---
. Avg. . ;!ax.
tontnT-, Week!
10
12
1

1.5
—
--
,2-
5.0

200
15
18
1.5

2.25
-.
--
.7


*tOO
Avg.










1000
('.-ay _
•'ee'klV
2
10
1.0

--
1.5
5.0
.5
6.0

2000
MONITORING REQUIREMENTS
Sample Type Frequency

2k hour comp.
2k hour comp.
2k hour comp.

2k hour comp.
2k hour comp.
2k hour comp.
Grab
Grab

Grab
DaHy
Daily
Daily

Daily
Daily
Daily
Daily
Daily

Daily
 * Discharge to French Creek
** With discharge to Lake Erie  present  limitations without ammonia-N limits would
   be appropriate.
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                     U.  S.  ENVIRONMENTAL PROTECTION AGENCY
                                    REGION V
                        SURVEILLANCE AND  ANALYSIS DIVISION
                             EASTERN DISTRICT OFFICE
                        RECOMMENDED PERMIT MODIFICATIONS
Discharger:   Grafton STP
NPDES Permit No.:   OH 0025372

Recommended Modifications:
   Effluent limitations were determined using U.S. EPA, Region V,  Simplified
   Waste Load Allocation Methodology for municioal sewage treatment plants
   on low flow streams  (see Appendix V and Section IX.2)
 Effluent Limitations:
Const! tuent



BOD, (mg/1)
Suspended Sol ids
Ammon fa (mg/l )
July - October
May - October
November - April
Residual Cl2 (mg/l)
Dissolved Oxygen
(mg/l - min.)
Present
Perfornance
FINAL LIMITATIONS
Present Modified
FA'VP .
i";=v
rontnl \l "ee'-c 1









10
10

1.5
--
—



12
12

2.3
--
--
.5


Avg.








6.0

Max
Weekn,
10
10

--
1.5
5.0
.5


MONITORING REQUIREMENTS
Sample Type Frequency


Compos i te
Compos i te

Compos i te
Compos i te
Compos ite
Grab
Grab

I/week
I/week

I/week
I/week
I/week
Daily
Daily

-------
                      U.  S.  ENVIRONMENTAL PROTECT 10:1 ACEIiCY
                                    REGION V
                        SURVEILLANCE AMD ANALYSIS DIVISION
                             EASTERN DISTRICT OFFICE
                        RECOMMENDED PERMIT MODIFICATIONS
Discharger:   LaG range
NPDES Permit  No.:   OH 00^&?28

Recoraiended .Modifications:
   Effluent limitations were determined using U.S.  EPA,  Region  V,  Simplified
   Waste Load Allocation Methodology for municipal  sewage treatment  plants
   cm low flow streams (see Appendix V and Section IX.2)
 Effluent Limitations:
Constituent


BOD5 (mg/1)
Suspended Sol ids (mg/
Dissolved Oxygen (ng/

Ammonia (mg/l)
May - October
November - April
Present
Performance


)
)




FINAL LIMITATION'S
Present Modified
[A
12
20



—

,v&
18
30
5.0
mm.

—

/'•'=•







May
WeeCr\
10
10
6.0
mm.

1.5
5.0
MONITORING REQUIREMENTS
Sample Type Frequency

Compos ite
Compos ite
Grab


Composite
Composite
I/week
1 /week
Daily


I/week
I/week
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Discharger:
       U.  S.  ENVIRONMENTAL PROTECTION AGENCY
                     REGION V

         SURVEILLANCE AND ANALYSIS DIVISION
              EASTERN DISTRICT OFFICE



         RECOMMENDED PERMIT MODIFICATIONS



Oberlin STP
NPDES Pern It No.:    OH 0020^27

Recommended Modifications:
  Effluent limitations were determined  using  U.S.  EPA, Region V, Simplified
  Waste Load Allocation Methodology  for municipal  sewage  treatment plants
  on", low flow strea-ns (see Appendix  V and  Section  IX.2)
 Effluent Limitations:
Const! tuent


BOD5 (mg/1)
Suspended Sol ids 'mg/1
Ammonia-N {(nq/H
July - October
May - October
November - April
Total Phosphorus 'ng/1
Dissolved Oxygen
(min. - mg/1 )
Present
Performance










FINAL LIMITATIONS
Present Modified
Avg.
10
12

1.8
—
—
1.0
3.0
min.
Max.
15
18

2.7
--
--
1.5


Avg.









Max.
10
10

—
1.5
5.0
1.0
6.0
min.
MONITORING REQUIREMENTS
Sample Type Frequency

Composite
Composite

Composite
Compos i te
Compos ite
Composite
Grab

3/week
3 /week

I/week
I/week
I/week
3/week
Daily

-------
                      U.  S.  ENVIRONMENTAL PROTECTION AGENCY
                                    REGION V
                        SU?.VH;LL«NCE AND ANALYSIS DIVISION
                             EASTERN DISTRICT OFFICE


                        RECCU1-EVDED PERMIT MODIFICATIONS
Discharger:   Spencer
NPDES Pern it Mc_. :   OH 0022071

Recommended Modifications:
   Effluent  limitations were determined using U.S.  EPA,  Region V,  Simplified
  Waste Load Allocation Methodology for municipal  sewage treatment plants
  on  low  flow  streams  (see Asaendix V and Section IX.2)
 Effluent Limitations:
Const! tuent


BOD (fi,g/l)
Suspended Sol ids i,mg/l
Ammonia (mg/1 )
May - October
November - April
Dissolved Oxygen (rng/1

Present
Perforrance


"!



\

FINAL LIMITATIONS
Present Modified
Avq ,
lontfil
2k
30

--
--


r,!'.ax.
/V'eeki
36
ky

--
--
5.0
mi n.
vAvg.







w£fk^
10
10

2.0
5.0
6.0
nm.
('.ON ITOR 1 NG REQU 1 REMENTS
Sample Type Frequency

8 hour comp.
8 hour comp.

8 hour coiip.
8 hour co.fp.
Grab

!A;eek
I/week

I/week
1 /week
Daily

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                      U.  S.  ENVIRONMENTAL PROTECT ION AGENCY
                                    REGION V
                       SURVEILLANCE AND ANALYSIS DIVISION
                             EASTERN DISTRICT OFFICE
                        RECOMMENDED PERMIT MODIFICATIONS
Discharger:  Wellington
NPDES Pernjt No.:   OH 0028037

Recommended Mod ificatlons:
   Effluent limitations  were  determined  using  U.S.  EPA, Region V, Simplified
   Waste Load Allocation Methodology  for municipal  sewage treatment plants
   on low flow streams  (see Appendix  V and  Section  IX.2)
 Effluent  Limitations:
Const! tuent


BOD5 (mg/1)
Suspended Sol ids (-no/1
Ammonia (rpg/l)
May - October
November - April
Dissolved Oxygen 'ng/;

Phosphorus (mg/l)
Present
Performance


)



)


FINAL LIMITATIONS
Present Modified
MoAnTn!
10
12

—
--
--


Max. I Avg.
Week Ik/
15
18

—
__
--










,Max.
•eekly
15
20

2.0
5.0
6.0
mm.
1.0
MONITORING REQUIREMENTS
Samole Type Frequency

Coir-iposi te
Compos i te

Compos i te
Composite
Grab

Compos i te
2 /week
2/week

2/week
2/week
Daily

2/week
-------
                      U.  S.  ENVIRONMENTAL PROTECTION AGENCY
                                    REGION V
                        SURVEILLANCE AND ANALYSIS DIVISION
                             EASTERN DISTRICT OFFICE


                        RECOMMENDED PERMIT MODIFICATIONS

Discharger:   See Attached List
NPDJES Permit No..;   See Attached List

Recommended Modifications:
   The present permits do not contain  any  limitations or monitoring requirements
   for ammonia or dissolved oxygen.  The  recommended limits are based on Table IX-15.
 Effluent Limitations:
Consti tuent


BOD5 (mg/1)
Suspended Sol ids (mg/
Ammonia - Nitrogen
May - October (mg/
November - April (r
Dissolved Oxygen (mg/'
Fecal Coliform (#/100
May - October
Present
Performance


)

)
g/l)
)
ml)

FINAL LIMITATIONS
Present Modified
Avg.
10
12






Max.
15
18






Avg.





> mm.

1000#
Weekl'v
10
10

2.0
5


2000#
MONITORING REQUIREMENTS
Sample Type Frequency

2k hour comp.
2k hour comp.

24 hour comp.
24 hour comp.
Grab


Monthly
Monthly

Monthly
Monthly
Daily


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DISCHARGER                                            NPDES PERMIT SO.
I                                       Chestnut  Ridge  STP                                    OH 00^3^35
                                       City  of  North  Ridgeville  Sewer Department
                                       36119 Center  Ridge  Road
                                       North Ridgeville, Ohio  V*039



                                       Cresthaven STP                                        OH 0026131
                                       Lorain County  Sanitary Engineer
                                       12^7 Hadaway Street
                                       Elyria,  Ohio
^restview STP                                         OH 00^3<+51
City  of  North  Ridgeville Sewer Department
36119 Center Ridge Road
North Ridgeville, Ohio  ^039
Dreco  Inc.                                            OH 0051616
7887  Root  Road
Elyria,  Chio  ^+035
 Nelcon Stud Welding                                   OH 0021610
 West  Ridge  Road  and  SR113
 Elyria,  Ohio
-------
               U.S. ENVIRONMENTAL PROTECTION AGENCY
                            REGION V
                 SURVEILLANCE AND ANALYSIS DIVISION
                  MICHIGAN-OHIO DISTRICT OFFICE
                RECOMMENDED PERMIT MODIFICATIONS
DISCHARGER:
                    Bendix Westinghouse
                    901  Cleveland Street
                    Elyria, Ohio  44035


NPDES PE'RMIT no:    OH  0001261

RECOMMENDED MODIFICATIONS: (for Outfalls  002 and 004)

     Oil and grease limitations should be added to the permit because the
 COE permit indicates that oil  and grease may be a problem in those outfalls.
 The final limitations are based on Ohio  EPA's estimate of BPCTCA.
EFFLUENT LIMITATIONS:
Const ituent
Oil and Grease (mg/1)
FINAL
LIMITATIONS
Present Modified
Avg.

Max.

Avg.
10
Max.
20
MONITORING REQUIREMENTS
Sample Type

Monthly
Frequency

Grab
-------

DISCHARGER:
               U.S. ENVIRONMENTAL PROTECT 1 ON AGENCY
                            REGION V
                 SURVEILLANCE AND ANALYSIS DIVISION
                  MICHIGAN-OHIO DISTRICT OFFICE
                RECOMMENDED PERMIT MODIFICATIONS
                      CMC - Fisher Body  Division
                      Telegraph Road
                      Elyria,  Ohio
NPDES PERMIT NO:      OH  0000272

RECOMMENDED MODIFICATIONS:
     Effluent Imitations and nonitoring requirements  for  Zinc  and  Oil  and
 Grease in outfall  601  should be added to the permit because  the  company's
 COE permit application indicates that they are  significant problems.   The
 final limitations  are  based on Ohio EPA's estimate  of BPCTCA.
EFFLUENT LIMITATIONS:


Const i tuent

Zinc, Total (ng/1)
Oi 1 and Grease (ng/1 )
FINAL
LIMITATIONS
Present Modi f i ed
Avg.
--

Max.
--

Avg.
0.5
10
Max.
1.0
20

MONITORING REQUIREMENTS
Sample Type

2k hou r comp .
2 grabs/24 hour
Frequency

2/week
s 2/week
-------
                     U. S.  ENVIRONMENTAL  PROTECTION AGENCY
                                    REGION V
                       SURVEILLANCE AND ANALYSIS DIVISION
                             EASTERN DISTRICT OFFICE


                        RECOMMENDED PERMIT MODIFICATIONS


Discharger:   Good Samaritan Nursing Home
NPDES Permit No.:  OH 00^37^5

Recommended Modifications.;



   Effluent  limitations are modified based on Table IX-15.
 Effluent Limitations:
Const! tuent



BOD5 (mg/f)
Suspended Sol ids
Ammonia - N
May - October
November - April
Dissolved Oxygen
(mg/ 1 - in i n . )
Fecal Col iform
(#/ 100ml)
Present
Performance








FINAL LIMITATIONS
Present Modified
1 AV^I

10
12

--
--




200

,(J3X
• '"eekl
15
18

--
—
--

^00

Avg.
/







1000

,,Ma;<
•••eekf-i
10
10

2.0
5-0
6.0

2000

MONITORING REQUIREMENTS
Sample Type Frequency


8 hour conp.
8 hour comp.

8 hour comp.

Grab

Grab

1 /month
1 /month

I/month

1 /week

1 /week

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Discharqer:
       U. S. ENVIRONMENTAL PROTECTION AGENCY
                     REGION V
         SURVEILLANCE AND ANALYSIS DIVISION
              EASTERN DISTRICT OFFICE



         RECOMMENDED PERMIT MODIFICATIONS


Invacare Corporation
i»43 Oberl in Road
Elyria, Ohio  ^035
NPDES Pern it to.:   OH 0000833

Recommended Kcd if icat ionsj
   Effluent limitations  for Outfall 002 should be deleted because the sanitary
   wastes are discharged to Elyria  sanitary  sewers.
 Effluent Limitations:

Const! tuent


Flow (mgd)
BOOj (mg/1)
Suspended Sol ids 'rg/1
Fecal Coll. Cno/IOO-iO
C12 Residual (mg/1)
pH (s.u.)

Present
Performance



)



Outfal
002
FINAL LIM'TAi 10viS
Present Modified
Avg.
«...
30
30
200

6 -
Max.
_ _
^5
<*5
kOQ
0.5
9
Avg.
_ .
—
--
--

6 -
i'.ax.
	
—
--
--

9

MONITORING REQUIREMENTS
Sa.-nple Type Frequency













-------
DISCHARGER:
               U.S. ENVIRONMENTAL PROTECTION AGENCY
                            REGION V
                 SURVEILLANCE AND ANALYSIS DIVISION
                  MICHIGAN-OHIO DISTRICT OFFICE
                RECOMMENDED PERMIT MODIFICATIONS
                   Koehring Plant #1
                   East 28th Street and Fulton Road
                   Lorain, Ohio  44052
NPDES PERMIT HO-   OH  0001929

RECOMMENDED MODIFICATIONS:

     The fecal coliform limitations and monitoring requirements for
 Outfalls 001, 003, and 004 should be eliminated because sanitary
 wastes are discharged to the Lorain Sewer System.
EFFLUENT Llf'.ITAT IONS:
Const i tuent
Fecal Col i (no/100 ml)
FINAL
LIMITATIONS
Present Modi f ied
Avg.
200
Max.
400
Avg.

Max.

MONITORING REQUIREMENTS
Sample Type


Frequency


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                     U. S. ENVIRONMENTAL PROTECTION AGENCY
                                   REGION V
                       SURVEILLANCE AND ANALYSIS  DIVISIOtI
                            EASTERN DISTRICT OFFICE



             ME.'-.'DEg EFFLUENT LIMITATIONS AND MONITORING  REQUIREMENTS


Discharger:  i-odi STP
NPDES Application  Mo.:   OH 0020991


NPPES Pern it  No.:


Just ificat ion:



   Effluent  limitations v.'ere determined using U.S. EPA, Region V, Simplified
   Waste  Load  
-------
DISCHARGER :
               U.S. ENVIRONMENTAL PROTECTION AGENCY
                            REGION V
                 SURVEILLANCE AND ANALYSIS DIVISION
                  MICHIGAN-OHIO DISTRICT OFFICE
                RECOMMENDED PERMIT MODIFICATIONS
                   Ohio  Edison Company  - Edgewater Plant
                   200 Oberlin Avenue
                   Lorain,  Ohio  ^052
NPDES PERMIT NO:   OH   0051306

RECOMMENDED MODIFICATIONS:  (for  Outfall  601)
      The final  effluent  limitations  should  be  modified  to  conform with
 the U.S. EPA  steam Electric Power  Generating Point  Source  Category
 Effluent Guidelines issued  on  October  8,  197^.  The  present  final
 effluent limitations  are based on  the  proposed  effluent  guidelines
 dated March k,  \37k.
EFFLUENT LIMITATIONS:


Constituent

Flow (rngd;
Residual Cl (mg/1)
Temperature (°C)
Suspended Solids (mg/1
Oi 1 and Grease (mg/1 )
Chrorniun, Total (mg/1)
Phosphorus, Total (mg/1
Zinc, Tocal (rng/1)
pH
FINAL
LIMITATIONS
Present Modi fi ad
Avg.
—

--
) '5
10
--
) --
--
6 t
Max.
__
-;.-
--
kS
20
0.2
5.0
1.0
3 9
Avg.
--
0.2
--
—
--
--
--
--
6 to
Max.
--
0.5
--
--
--
--
—
--
9

MONITORING REQUIREMENTS
Sample Type

Cont inuous
Grab
Continuous '





Grab
Frequency

Dai ly
Dai ly
Daily





Dai ly
       No discharge of residual chlorine
       Report Average and Maximum values
Special Conditions
     Neither free available nor total residual chlorine may be discharged from
any unit for more than 2 hours in any one day and not more than one unit may
discharge free available or total residual chlorine at any one time.
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DISCHARGER:
               U.S. ENVIRONMENTAL PROTECTION AGENCY
                            REGION V
                 SURVEILLANCE MID ANALYSIS DIVISION
                  MICHIGAN-OHIO DISTRICT OFFICE
                RECOMMENDED PERMIT MODIFICATION'S
                    Ohio Edison Company - Edgewater Plant
                    20C Cberl in Avenue
                    Lorain, Ohio  Vt052
NPDES PE'RMIT NQ:    OH  0051306


RECOMMENDED NOD IFlCAT IONS:      (Outfall 602}

     The final effluent limitations should be modified to conform with
the U.S. EPA Steam Electric Po\ver Generating Point Source Category Effluent
Guidelines  issued on October 8,
EFFLUEMT LIMITATIONS:


Const i tuent

Flow (tigd)
Suspended Solids (mg/1)
Oi i and Grease (mg/1)
FINAL
Llr',1 TAT IONS
P resent Modi f i ed
Avg.



Max.



Avg.
-_
30
15
Max.
__
100
20

MONITORING REQUIREMENTS
Sample Type

2k hour total
Grab
Grab
Frequency

Dai ly
Weekly
Weekly
                   No discharge after July 1, 1980
-------
DISCHARGER:
               U.S. ENVIRONMENTAL PROTECTION AGENCY
                            REGION V
                 SURVEILLANCE AND ANALYSIS DIVISION
                  MICHIGAN-OHIO DISTRICT OFFICE
                RECOMMENDED PERMIT MODIFICATIONS
                   Ohio Edison Company - Edgewater Plant
                   200 Oberlin Avenue
                   Lorain, Ohio  4if052
NPDES PERMIT NO:   OH  0051306

RECOMMENDED MODIFICATIONS:  (Outfall 603)

     The final  effluent limitations should be modified to conform with
the U.S. EPA Steam Electric Power Generating Point Source Category
Effluent Guidelines issued on October 8, 1971*.
EFFLUENT LIMITATIONS:

Const i tuent
Flow (pgc)
Suspendee Solids (rug/ 1 )
Oil and Grease (mg/1)
pH (std. units)
FINAL
LIMITATIONS
Present Modified
Avg.
15
10
6 t
Max.
^5
20
3 9
Avg.
10
6 to
Max.
50
20
9

MONITORING REQUIREMENTS
Sample Tyoe

2** hour total
2k hour comp.
Grab
Grab
Frequency

Weekly
Weekly
Weekly
Weekly
Special Conditions

     Any untreated overflow from facilities designed, constructed, and
operated to treat the volume of material storage runoff and construction
runoff v.hich  is associated v.ith a  10 year, 2*+ hour rainfall event shall
not be subject to the above Imitations.
-------
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DISCHARGER:
               U.S. ENVIRONMENTAL PROTECTION AGENCY
                            REGION' V
                 SURVEILLANCE AND ANALYSIS DIVISION
                  MICHIGAN-OHIO DISTRICT OFFICE
                RECOMMENDED PERMIT MODIFICATIONS
                  Ohio Edison Company -  Edgweater  plant
                  200 Oberlin Avenue
                  Lorain, Ohio  M+052
NPDES PERMIT NO:  OH 0051306


RECOMMENDED MODIFICATIONS:  (Outfall  604)


     The final  effluent limitations should be modified  to conform with
the U.S. EPA Steam Electric Power Generating Point  Source Category
Effluent Guidelines issued on October 8,  \3Jk.
EFFLUENT LIMITATIONS-

Const i tuent
Flow (mg/1)
Suspended Solids (mg/1
Oi 1 and Grease (mg/ 1 )
pH (std units)
FINAL
LIMITATIONS
Present' Modified
Avg.


Max.


Avg.
30
15
6 t
Max.
100
20
) 9

MONITORING REQUIREMENTS
Sample Type

2k hour total
2k hour comp.
2k hour comp.
Grab
Frequency

Weekly
Weekly
Weekl y
Week) y
       No discharge by July 1, 1980


 Special Conditions


      Low volume waste sources:  Wet Scrubber Air Pollution Control  System
                                 Ion Exchanger Water Treatment System
                                 Laboratory and Sampling Stream
                                 Floor Drai nage
                                 Water Treatment Evaporator blowdown
                                 Cooling Tower Basin Cleaning Water
                                 Blowdown from recirculating house service
                                 water systems.
-------
               U.S.  ENVIRONMENTAL PROTECTION AGENCY
                            REGION V
                 SURVEILLANCE AND ANALYSIS DIVISION
                  MICHIGAN-OHIO DISTRICT OFFICE
                RECOMMENDED PERMIT MOD I F I CATI OflS
DISCHARGER:
                  Ohio Edison Company -  Edgewater  Plant
                  200 Oberl in Avenue
                  Lorain,  Ohio
NPDES PERMIT NO:   OH  0051306

RECOMMENDED MODIFICATIONS.   (Outfall  605)

      The final  effluent limitations should  be  modified  to conform with
 the U.S. EPA Steam Electric Power Generating Point  Source Category
 Effluent Guidelines issued on October 8,  197^.
EFFLUENT LIMITATIONS:

Const i tuent
Flow (mgd)
Suspended Solids (i?,g/l
Oi 1 and Grease (mg/1 )
Total Copper (mg/1)
Total 1 ron (mg/1 )
pH (std units)
FINAL
LIMITATIONS
Present Modified
Avg.
)

Max .


Avg.
30
15
1
1
6 to
Max.
!30
20
1
1
9

MONITORING REQUIREMENTS
Sample Type

2k hour total
24 hour comp.
Grab
2k hour comp.
2^ hour comp.
Grab
Frequency

Weekly
Weekly
Weekly
Weekly
Weekly
Weekly
     "No discharge after July 1, 1980
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DISCHARGER:
                U.S.  ENVIRONMENTAL  PROTECT I ON AGENCY
                             REGION V
                  SURVEILLANCE  A',";  ANALYSIS  DIVISION
                   MICHIGAN-OHIO DISTRICT OFFICE
                 RECOMMENDED PERMIT MODIFICATIONS
                    Pfaudler Conpany
                    820 Taylor Street
                    Elyria, Ohio  ^035
 MPDES  PERMIT  NO:    OH  0000728


 RECOMMENDED  MODIFICATIONS:


     The oil  and grease and suspended solids limitations should be decreased
because self-monitoring data shows that they are meeting the lower limits.
The sample type for oil and grease should be a grab sample rather than a
2^4 hour composite sample.



 EFFLUENT  LIMITATIONS:


Const i tuent

Suspended Solids (mg/T
Oil and Grease (rng/1)
FINAL
LIMITATIONS
Present Modified
Avg.
_„

Max.
*»5
20
Avg.
	

Max.
10
10

MONITORING REQUIREMENTS
Sample Type

2k hour comp.
Grab
Frequency

Monthly
Monthly
-------
                      U.  S.  ENVIRONMENTAL PROTECTION AGENCY
                                    REGION V
                        SURVEILLANCE AMD ANALYSIS DIVISION
                             EASTERN DISTRICT OFFICE


                        RECOMMENDED PERMIT MODIFICATIONS

Discharger:   Pheasant Run Village
NPDES Per-iit No..:   0 EPA#W801 -AD

Recornended .Modifications:
   Recommended effluent  limitations are based on the analyses presented in
   Table IX-15.
 Effluent Linitations:
Const! tuent


BOD5
Suspended Sol ids
Ammon i a - N
July - October
November - June
May - October
November - April
Dissolved Oxyqen (min.)
Fecal Col i. (£/100ml)
Present
Perfornance










FINAL LIMITATIONS
Present Modified
A>
8
8

1
2.5
--
--
6.0
200
vfe
12
12

1-9
5.0
—
--

400
Avg.







6.0
1000
,)!ax..
'•seklv
10
10

—
--
2.0
5-0

2000
MONITOR 1 HG REQU 1 REMEMTS
Sample Type Frequency

Composite
Composite

Composite
Composite
Compos! te
Composite
Grab
Grab
1 /month
1 /month

1 /month
1 /month
1 /month
1 /month
I/week
I /week
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                     U.  S.  ENVIRONMENTAL PROTECTION AGENCY
                                    REGION V
                       SUFWEILL-VICE AND  ANALYSIS DIVISION
                             EASTERN DISTRICT OFFICE



                        RECOMMENDED PERMIT MODIFICATIONS


Discharger;  Pjnecrest  Apartments
NPDES Remit No.:    QH OCM890


Recommended Modifications:
                                                                            >




   Recommended limitations are based  on  the  analyses  presented  in Table  IX-15.
 Effluent Limitations:
Constituent
BOD (nig/1)
Suspended Solids (mg/1
Anmon i a - N
May - October
November - April
Dissolved Oxygen
(min. - ng/l)
Fecal Col i. (fflOOml)
Present
Perfornance
1








FINAL LIMITATIONS
Present Modified
Ava,.
ontm\
10
12

--
--
—

200
. Max.. L Avq.,[ ."ax.,
^eekly^onthli/Weskl
15
18

--
--
--

koo





6.0

1000
10
10

2.0
5.0


2000
MONITORING REQUIREMENTS
Sample Type Frequency
8 hour comp.
8 hour comp.

8 hour comp.
8 hour comp.
Grab

Grab
1 /week
I/week

1/v/eek
1 A/eek
I/week

1 /month
-------
               U.S. ENVIRONMENTAL PROTECTION AGENCY
                            REGION V
                 SURVEILLANCE AND ANALYSIS DIVISION
                  MICHIGAN-OHIO DISTRICT OFFICE
                RECOMMENDED PERMIT MODIFICATIONS
DISCHARGER:
                      Republic Steel  Corporation
                      525  15th Street
                      Elyria,  Ohio
NPDES PERMIT NO:
                      OH  0001295
REC6MMHNDED MODIFICATIONS:

 1)  Discharge 001 be limited to noncontact cooling water and  boiler blow-
     dov.n as implied by the final  effluent  limitations
 2)  The permit should include a special  condition that  sanitary wastes  be
     discharged to the Elyria sanitary sewer system as soon as sewers are
     extended into the area.
EFFLUENT LIMITATIONS:
Const i tuent

FINAL
LIMITATIONS
Present Modified
Avg.

Max.

Avg.

Max.

MONITORING REQUIREMENTS
Sample Type

Frequency


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                      U.  S.  ENVIRONMENTAL PROTECTION AGENCY
                                    REGION V
                        SURVEILLANCE MD  ANALYSIS DIVISION
                             EASTERN DISTRICT OFFICE


                        RECOMMENDED PERMIT MODIFICATIONS


Discharger:  Ridgeview Shopping Center
NPDES Permit Mo.:   OH 00^5098

Recommended Modifications:                                   .                 ,_





   Recommended effiuent limitations  are  based on  the analyses presented in Table IX-15.
 Effluent  Limitations:
Constituent



BOD5 (mg/1)
Suspended Sol ids
Ammonia - N
May - October
November - April
Dissolved Oxygen
(min. - mg/l)
Fecal Coli. (#/100ml)
Present
Perfornancg

1








FINAL LIMITATIONS
Present Modified
Avq.
onthh
10
12

--
—
—

200
Max.
weekly
15
18

—
—
—

kOQ
Avci.
VntKl





6.0

1000
(lax
/Week!
10
10

2.0
5.0


2000
MONITOR! HG REQUIREMENTS
Sample Type Frequency

/
Grab
Grab

Grab
.Grab
Grab

Grab
I/week
1 /week

1 /month
1 /month
1 /week

1 /week
-------
Discharge"
       U. S. ENVIRONMENTAL PROTECTION AGENCY
                     REGiON  V
         SURVEILLANCE AMD ANALYSIS  DIVISION
              EASTERN DISTRICT  OFFICE


          RECOMMENDED PERMIT  MODIFICATIONS


Spencer WTP
NPDES Pernit No.:   QH 0030520

Rpp.nmrn«nded Modifications;
 Eff 1 t-ent Limitations:
Const! tuent



Phosphate (ib/day)
Total Iron (mg/l)
Susbended Soilds (mg/l
PH (s.u.)
Present
Performance






FINAL LIMITATIONS
Present Modified'
Avg.
Da i Ty


15
6 •
Max.
Doilv


20
• 11.5
Avg
Da ilv

1.0
15
6
Max.
Daily
1.0
2.0
20
- 9
MONITORING REQUIREMENTS
Sample Type Frequency


Compos i te
Composite
Comp site
Grab
Daily
Daily Vlhen Dschr
Daily When Dscht
Daily When Dschr
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DISCHARGER :
               U.S. ENVIRONMENTAL PROTECTION AGENCY
                            REGION V
                 SURVEILLANCE AND ANALYSIS DIVISION
                  MICHIGAN-OHIO DISTRICT OFFICE
                RECOMMENDED PERMIT MODIFICATIONS
                 Standard  Pipe  Protection
                 3100 East 3'st Street
                 Lorain,  Ohio
NPDES PERMIT NO: OH  0051675


REC6MMEHDED MODIFICATIONS:

     The temperature limitations  for Outfall  002  should be deleted because
the discharge rate is small  conpared to  the water quality design flow  in
the receiving stream.
EFFLUENT LIMITATIONS:
-onst i tuent
Temperature
FI,';AL
LIMITATIONS
Present Modified
Avg.

Max.

Avg.

Max.

MONITORING REQUIREMENTS
Sample Type


Frequence


        The effluent temperature should not exceed the  intake  temperature
        by more than 15°F during May thru October and by more  than  23°F
        during November thru April.
-------
                      U.  S.  ENVIRONMENTAL PROTECTION AGENCY
                                    REGION V  '
                        SUP.VEILLANCE AMD ANALYSIS DIVISION
                             EASTEP.H DISTRICT OFFICE


                        RECO.,UE?,DED PERMIT MODIFICATIONS


Discharger:   Westwood Mobile Home Park
NPDES PernIt No.:   QH 00^5123

Recommended Hod if icat Ions:                                   •           .  -.^


   Recommended modifications are based on the analyses presented in Table  IX-15.
 Effluent Limitations^
Const! tuent


BOD5 (mg/t)
Suspended So) ids
Anroonia - N
July - October
November - June
May - October
November - pril
Dissolved Oxygen
(min. - mg/l)
Fecal Coli. (# 100ml)
Press-it
Perfornance











FINAL LIMITATIONS
Present Modified
, Avg,
lontfil
8
8

1.0
2.5
—
—
6.0

200
Max.
/Weekl
12
12

1.5
5.0
--
--


^00
Avg .
V







6.0

1000
WetkY
10
10

—
--
2.0
5.0


2000
MONITORING REQUIREMENTS
Sample Typs Frequency

8 hour comp.
8 hour comp.

8 hour comp.
8 hour comp.
8 hour comp.
8 hour comp.
Grab

Grab
1 /week
1 /week



1 /month
1 /mon t h
Daily

1 /month
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                                            Attachment C
                                   Recommended Effluent Limitations
•                                    for Unpermitted Dischargers


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                      U. S.  ENVIRONMENTAL PROTECTION AGENCY
                                     REGION V
                        SURVEILLANCE AMD  ANALYSIS  DIVISION
                              EASTERN DISTRICT OFFICE
          RECOMMENDED  EFFLUENT  LIMITATIONS  AND MONITORING  REC.U1 REMENTS


 Discharger:   See Attacned List #1
 NPDES  Application No.:


 NPDES  Pernit  No.:                                         '  "          "^


 Justification:

 These  are  sen I-public and  industrial sewage treatment plants discharging to streams
 with a water quality design flow of zero cfs.  The final limitations are based on
 the  Information contained  in Table  IX-15.
  Recommended Effluent Limitations and Monitoring Recuirenents
Constituent



BOD mg/l
Suspended Solids mg/l
Ammonia-N
May-October
November- Apr 1 I
D.O. (m?n na/l )
Fecal Col i form
(#/IOO mi)
Present
Performance








LIMITATIONS
Initial Final
Avg.







Max.







Avg.




6.0
1000

..»ax.
• i S 5 < 1 \
10
10

2.0
5.0
TA^.r*
£.'*j\j\J

MONITORING REQUIREMENTS
Sample Type Frequency +


Grab
Grab

Grab
Grab
Grab
Grab







'+ A reasonable monitoring frequency developed according to the volume  of  discharge.


 Special Conditions


 The entities in Sheffield, Avon, and North Ridgeviile should tie-in to the  French Creek
 Council of Governments STP as soon as sewers are extended into their  area.
-------
DISCHARGER




Lorain County Animal Protective League




Herman Apartments




Oberlln Savings Bank




Country Garden Apartments




Eiyria Country Club




Tiffany's Steak House




Bethel Baptist Church




Church of the Open Door




Lorain County Airport




Forest Hills Country Club




West Carl isle School




Twining Motor Sales




East Oberlln Community Church




Oberlln Assembly of God




Glorious Faith Church




Almighty Church




Findley State Forest




Ukranlan-American Assoc. Camp




Panther Trails Campground




Echo Valley Golf Course




Grace Lutheran Church




Calvary Baptist Church




East Carl isle School




SOHIO Service Station




Ohio Edison-Eaton Line Shop




Eaton Town Hal 1




Trinity Lutheran Church




Eaton School




North Eaton Baptist Church




Brush School




Brentwood Golf Course




Midview High School




La  Porte Apartments




Butternut Terrace Apartments



 Indian Hollow Golf  Club




Belden School




Lltchfleld School
     LOCATION




Eiyria




ElyrJa




Eiyria




Eiyria




ciyria




Eiyria




Russia Township




Elyrta




Eiyria




Carl Isle Township




Carlisle Township




Oberlin




Oberlin




Oberlin




Oberlin




Oberlin




Oberlin




Huntington Township




Wellington Township




Brighton Township




Eiyria




Eiyria




Carl isle Township




North Ridgeville




Eaton




Eaton




Eaton




Eaton




North Eaton




Carl Isle Township




Carl isle Township




Carl isle Township




La Porte




Carlisle Township




Lagrange




Belden




Lltchfield
-------
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DISCHARGER


Litchfield Barber Shop


D £ H Truck Stop


Spencer Lake Campground


Lodi Motel


Sherwood Forest Camping Area


Pierce Recreational Area


Wcrden Trailer Park


Homerville High School


Dewey Road Inn


Lorain County Rehabilitation Center


Lorain Oak Hills Farms STP


Archerst Mobile Homes Park


South Anherst Schools


Oak Park Lake


Maranatha Terrple Pentecostal


Church of the Nativity


Oberlin Masonic Hall


Barr  School


Brookstde High School


Scheldt's Other Hayseed


Our Lady of Wayside  Inn


Avon  Oaks Nursing Home


Meyarhaufer Apartments


French Creek Tavern


Avon  Professional Building

Tom's Country Club


Avon  High School


St. Peter's Church and School

First Congregational United Church


Autorama Drive-In


Fields United Methodist Church


Howard Johnson Restaurant


Ohio  Manor Motel


Gibson Mobile Home Park

Center Ridge Medical  Building

 Rae Apartments
     LOCATION


Litchfield


Litchfield


Spencer Township


Lodi


Chatham Township


Chatham Township


Homer Township


Homervl 1 le


Amherst


Amherst


Amherst


Amherst


South Amherst


Oberlln


Oberlin


South Amherst


Oberlin


Sheffield


Sheffield


Sheffield


Avon


Avon


Avon


Avon


Avon

Avon

Avon


North Ridgevitle


North Ridgeville


North Ridgeville


North Ridgevi 1 le


North Ridgeville


North Ridgevi 1 le


North Ridgeville


North Ridgevil le

 North  Ridgeville
-------
DISCHARGER                                                     LOCATION




Lake Ridge Acadeny                                        North Ridgeville




Beckett Corporation                                       North Ridgeville




Fields Elementary School                                   Field




Ohio Turnpike Service Plaza #5 STP                        Amherst Township
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                     U. S. ENVIRONMENTAL PROTECTION AGENCY
                                   REGION V
                       SURVEILLANCE AND ANALYSIS  DIVISION
                            EASTERN DISTRICT OFFICE
        RECOMMENDED EFFLUENT LIMITATIONS /','3 MONITORING  REQUIREMENTS


Discharger:   See Attached List #2
NPDES Applicaticn  No.:


NPDES Pern it  Ho.;                                          '  '                >


Justification:

All of the entities discharge to storn sewers which discharge to the Black River.   The
final effluent  limitations for BCD  and suSDended solids are based on U.S.  EPA
secondary treatment guidelines.   -1
Reconrnended  Effluent  Limitations and Monitoring Requirements
Const! tuent
Flow (gpd)
BODr (mg/l)
Suspended Solids ng/
Fecal Col if 01—1
(col/100 ml )

pH (s.u.)
Present
Performance
—


—
LIMITATIONS
Initial Final
Avg.
--


6 •
Max.
—


9 •.
Avg .
30
30
X*


6 -
Max.
45
45


9
MONITORING REQUIREMENTS
Sample Type Frequency
Estimate
Grab
Grab
Grab


Grab


-

 * A reasonable monitoring frequency should be developed  based on discharge volume.
** Fecal Coliform
     7-day avg. = 2000
    30-day avg. = 1000


 Special Conditions

 The listed entities should discharge to the Lcrain Sanitary sewer  system as  soon as  it  is
 extended  into the area.
-------
DISCHARGER

MacDonald's Restaurant
St. Vincent De Paul Church
Mary's House of Many Flavors
   Ice Crean Shop

Owens Oil Service Station
Sheffield Shopping Center

Manners Restaurant


Perkins Cake and Steak House
Central Security National  Bank of
  Lorain County

Clark Oil Service Station
Pick-N-Pay Supermarket
Isk!'s Sunoco Station
Tudy's Restaurant
St. Peter and Paul Church
Broadway Assembly
Heisler's Truck and Equipment Corp.
     LOCATION

1340 North Ridge Road
Sheffield, Ohio  44054

41295 North Ridge Road E
Lorain, Ohio  44052

1390 North Ridge Road
Sheffield, Ohio  44054

2425 North Ridge Road £
Sheffield, Ohio  44054

Sheffield, Ohio  44054

2173 North Ridge Road E
Sheffield, Ohio  44054

2170 North Ridge Road E
Sheffield, Ohio  44054

105 Sheffield Center
Sheffield, Ohio  44054

1685 North Ridge Road E
Sheffield, Ohio  44054

Elyria Avenue and North Ridge Rd.
Sheffield, Ohio  44054

1429 North Ridge Road E
Sheffield, Ohio  44054

1742 North Ridge Road E
Avon, Ohio  44011

1500 Lincoln Blvd.
Lorain, Ohio  44052

Broadway at North Ridge Road
Lorain, Ohio  44052

6438 Lorain Blvd.
Elyria, Ohio  44035
-------
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                      "U.  S.  ENVIRONMENTAL  PROTECTION AGENCY
                                     REGION V
                         SURVEILLANCE AND ANALYSIS  DIVISION
                          MICHIGAN-OHIO DISTRICT OFFICE
           RECOMMENDED  EFFLUENT  LIMITATIONS AND .MONITORING  REQUIREMENTS
D i scharger
                            American Crucible Products
                            1305 Oberl i n Avenue
                            Lorain, Ohio  M+052
NPDES Application  Number:    None


hPO'.S Permit  Number:         None



Just ification
      The  company  discharges  about  6,000  gpd of non-contact cooling water to Lake
 Erie  via  the  Lorain storn  sewer  system.  Oil and Grease Limitations are based on
 Ohio  EPA's  estimate of  BPCTCA.
Reconnended  Effluent  Limitations  and  Monitoring  Requirements
Constituent
Flow
Oil and Grease
pH
Present ,
Performance
i
--

LIMITATIONS
Initial
Avg.
--
6 -
Max.
--
9
K i D3 1
Avg.
10
6 -
Max.
20
9
MONITORING REQUIREMENTS
Sample Type
2k hour total
Grab
Grab
Frequency
Monthly
Monthly
Weekly
Special Conditions

    The discharge should be restricted to non-contact  cooling water and boiler
blowdown.
-------
                     "U. S. ENVIRONMENTAL PROTECTION AGENCY
                                    REGION V
                        SURVEILLANCE AND ANALYSIS DIVISION
                          MICHIGAfJ-OHfO DISTRICT OFFICE
           RECOMMENDED EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
Dischargers:
NPDES Application Number:

NPDES Pernit Number:
                            Camp Wahoo
                            550^ Colorado Avenue
                            North Ridgeville, Ohio  V4039
                            Ridgewood Motor Court
                            35157 Center Ridge Road
                            North Ridgeville, Ohio
OH

None
Just!fication
     Both entities  are within  100  feet of one of the French Creek Council of
Government STP trunk sewers.
Recoonended Effluent Limitations and Monitoring  Requirements
Constituent

1
Present j
Performance ,

LIMITATIONS
Initial
Avg.

Max.

Final
Avg.

Max.

MONITORING REJIUI RoVE'!'
Sample Type

f-requi,

Special Conditions
      The  above  dischargers sWU -Vie mic^rrench Creek Council of Government
 sanitary  sewer  system.
-------
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                      ~U. S. ENVIRONMENTAL PROTECTION AGENCY
                                    REGION V
                        SURVEILLANCE AND ANALYSIS DIVISION
                          MICHIGAN-OHIO DISTRICT OFFICE
           RECOMMENDED EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
Discharger
                             Cleveland Quarries
                             South Amherst Road
                             Amherst, Ohio  VtOOl
NPDES Application Number:   OH  005159^


NPPES Pernlt Number:        None



Just ificat ion


     The  company discharges about  100 gpd of process water to Beaver Creek.
 Suspended solids  limitations  are based on Ohio EPA's estimate of BPCTCA.
Reconnended  Effluent  Lirni tat ions  end  Monitoring  Requi regents

Constituent


Flow (gpd)
Suspended Solids (mg/1!
pH (s.u.1

Present ,
Performance ,
I
100


LIMITATIONS
Initial
Avg.

__.


(lay..

_ _


Fioal
Avg .

	
30
6 -
Max.

_..

• 9
MONITORING P,EOU!P.f>'E!'TS
Sample Type


Est imate
Grab
Grab
Frequency


Monthly
Monthly
Monthly
Special Conditions


     None
-------
                    •  'U.  S.  ENVIRONMENTAL PROTECTION AGENCY
                                    REGION V
                        SURVEILLANCE AND ANALYSIS DIVISION
                          MICHIGAN-OHIO DISTRICT OFFICE
           RECOMMENDED  EFFLUENT  LIMITATIONS AND MONITORING  REQUIREMENTS
Discharger
                             Emtec Manufacturing
                             1UO South 01ive Street
                             Elyria, Ohio
NPDES Application Number:    None

MPDES Permit  Number:         None


Justification
     The company discharges about  33,000 gpd of non-contact cooling water, Silver
plating rinse waters,  and wash waters  to an Elyria storm sewer.
Recpomsnded  Effluent  Limitations  and Monitoring  Requirements
Constituent
Flow (gpd)
Silver (mg/1)
pH
Present
Performance
i
33,000

LIMITATIONS
Initial
Avg.
--

Max.
—

F i Da 1
Avg.
—
6 -
Max.
--
9
MOM 1 TOR 1 NG REOJJ I REMENTS
Sample Type
2k Hour Total
8 Hour Comp.
Grab
Fr^.tucncy
Monthly i
Monthly ]
Biweekly
Special Conditions
     1)   The  rinse water  and v.ash water should be routed to the Elyria sanitary
         sewer  system  after pretreatment if necessary.
     2)   The  discharge should contain non-contact cooling voter and boiler blowdown.
     3)   If entity continues to discharge rinse water and wash water to the storm
         sewer, the  Silver Monitoring requirements should be retained.
-------
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                      "U. S.  ENVIRONMENTAL  PROTECTION AGENCY
                                     REGION V
                        SURVEILLANCE AND ANALYSIS  DIVISION
                          MICHIGAN-CHIC DISTRICT OFFICE
           RECOMMENDED EFFLUENT  LIMITATIONS  AND  MONITORING  REQUIREMENTS
Discharqer
                            Diamond Products,  Inc.
                            333  Prospect
                            Elyria, Ohio  Mt035
NPDES Application Number:    None


NPDES Permit Number:         None



Justif ication
      The company discharges  about  2000  gpd  of  cooling water to an Elyria Storm
 Sewer with oil  contanination as  a  problem.  The  final effluent limitations are based
 on Ohio EPA's  estimate if
Recommended  Effluent  Linitations  and Monitoring Renuirernents
Constituent
Flo/; (gpd)
Oil and Grease (mg/1)
pH (s.u.)
Present
Per torn-? nee
--

LIMITATIONS
Initial
Avg.
--
6 -
Max.
--
9
Fiaa I
£vg.
10
6 -
Max.
20
9
MON 1 TOP. 1 NG RFO.U 1 P.EMENTS
Sarr.p 1 e Type
Estimate
Grab
Grab
Frequency
Monthly
Monthly
Monthly
Special Conditions

    Method  of  flow estimation should be described in self-monitoring reports.
-------
                     U. S. ENVIRONMENTAL  PROTECTION AGENCY
                                   REGION V
                       SURVEILLANCE AND ANALYSIS  DIVISION
                            EASTERN DISTRICT  OFFICE
        RECOMMENDED  EFFLUENT  LIMITATIONS AND  MONITORING-  REQUIREMENTS

Discharger:    Graftjn  S+ate Fa^-i  P;nor  Prison
               I SCO Soui-h  Aver, - Se'c'en  Read
               Eaton Twp,  Ohio  i^044
NPDES Application Ho.:   OH 0043534

NPDES Permit f'o.:        None

Justiffeat ion:
    prison discharges about 65,CCO god of sanitary wastes to Alexander Ditch,
   ch as a 7-da/ 10-year lew *lcw of 0 cfs.   The initial  effluent limitations
The
which as a 7-da/ 10-year lew *lcw of 0 cfs.  The initial  effluent limitations are
based on 1972 Ohio EPA monitoring reports, whereas the final  limitations are
based on the Information contained in Table IX-15.
Recommended  Effluent  Lirr'I tat icps  ana  Monitoring Requirements
Constituent
Flow (mad)
BOD_ (mg/i)
Suspended Solids rcg/1
NH3-N (mg/l)
DO (min) (ng/l)
Fecal Col i £or,Ti
(no/100 mi )
pH (s.u.)
Present
Performance
18
31
5
—
—
LIMITATIONS + •
1 n / 1 i a i F i na i
Avg .
25
40
200
6 -
Max..
50
60
400
9
Avg.
0.065

1000
6 -
Max.
10
10
#
6.0
20CO
9
MONITORING REQUIREMENTS
Sample Type Frequency
Cent! nuo'js
8 hr camp.
'8 hr ccmD.
8 hr comp.
Grab
Grab
Grab
Weekly
Weekly
Monthly
Weekly
Month ly
Weekly
   May-October =2.0
   November-Apr!I  =5.0
                                                                Average  -  V/eekly  Average
                                                                Maximum  -  Monthly Averag-3
 Special Conditions

 None
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                       U.  S.  ENVIRONMENTAL PROTECTION AGENCY
                                     REGION V
                         SURVEILLANCE AND ANALYSIS DIVISION
                              EASTERN DISTRICT OFFICE
         RECC."..'JENC;3  EFFLUE'.'i  LI," I iATIOMS AMD MONITORING REQUIREMENTS


 Discharger:    J i '•' Sutchs-"!'? Ccnpany
                17333 Avon 2e!:e- "oad
                Gra^ton, Ohio  -'.-C--i
 NPDES Aoclication  No.:
 NPDES Per-it  tic.:
 Justification:
                          Nope
The company discharges less A'ra-  10,000 gpd of process and sanitary wastes to an
unnamed trit;j~ary of Salt Cree', wnich has a water quality design flow of zero cfs.
The final  limitations are base: en the  information contained  in Table  IX-15;
 Recomnended  Effluent  Li.-?.! tat Ions end Monitoring Reauirenents
Constituent


Flow (gpd)
BOD (mg/n
Oi 1 and Grease (ng/l )
Ammonia (r'g/ 1 )
May-October
Novernber-i:ri 1
Suspended Solids (mg/l
Feca I Coi i •'orr
(#/IOO nl !
Dissolved Oxygen Cnin!
pH (s.j.)
Present
Perforr.arce

—
—
—



)


"ig/l —
—
LIMITATIONS
Initia' Final •*•
Avg.
—
—
—



—


—
Max. 1 Avg.
-*n H=,V

—
—



—


—
—







1000
6
Ava .
7 " - \ <
	
10
7

2.0
5.0
10

2000

6-9 6-9
MONITORING REQUIREMENTS
Sample Type Frequency

Estimate
Grab
Grab
Grab


Grab

Grab
Grab
Grab
Monthly
Monthly
Monthly
Monthly


Month 1 y

Monthly
Monthly
Month 1 y
 4 Final  limits are for 7 consecutive days.


 Special  Ccnd'-;ons

 None
-------
                      '.U.  S.  ENVIRONMENTAL  PROTECTION  AGENCY
                                     REGION V
                         SURVEILLANCE AND ANALYSIS  DIVISION
                          MICHIGAN-OHIO DISTRICT OFFICE
            RECOMMENDED  EFFLUENT  LIMITATIONS  AND  MONITORING  REQUIREMENTS
 Discharger
                            Koehring Plants No. 3 and 5
                            300 West River Road
                            Elyria, Ohio  'A035
 NPDES  Application  Number:   OH 072  0X2 2 0005^3

 NPDES  Permit  Number:        None


 Justification
     The  company discharges about  100 gpd of cooling water and boiler blowdown
 to an  Elyria  storm sewer.
.Recoireended  Effluent  Limitations  and  Monitoring  Requirements
Consti tuent
Flow (gpd)
pH (s.u.)
Present ,
Performance


LIMITATIONS
Initial
Avg .

6 -
Max..

9
Fina 1
Avg.

6 -
Max.

9
MONITOR ING REQUIREMENTS
Sample Type
2k Hour Total
Grab
Fre iuency
Monthly
Monthly
Special Conditions
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                   .-   'U.  S.  ENVIRONMENTAL  PROTECTION AGENCY
                                     REGION V
                         SURVEILLANCE AND ANALYSIS DIVISION
                          MICHIuAN-OHIO  DISTRICT OFFICE
           RECO.'-'.MEiiOED  EFFLL!£;.~  LIMITATIONS  AND MONITORING REQUIREMENTS
Discharger
                             Lake  Erie Plastics Company
                             Bond  and Adams Street
                             Elyria, Ohio  ¥+035
NPDES Application  Mjrrber:    None


NPDES Pen it  Nunber:         None



Justification

      The company discharges  about  2,000 gpd  of cooling water  and  boiler blowdown
 to an Elyria  Storm Sewer.
 Recommended  Effluent  Limitations  and Monitoring Requirements
Constituent
Flow (gpd)
PH
Present
Performance
2000

LIMITATIONS
Initial
Avg .

6 -
Max .

9
Final
Avg.

6 -
Max.

9
MONITORING RETIREMENTS
Sample Type
Est imate
Grab
Frequency
Monthly
Monthly
Special Conditions

 1)  The discharge should be linitea to non-contact cooling water and boiler blowdown.
 2)  The method of flow estimation should be stated in the self-monitoring reports.
-------
                     U.  S.  ENVIRONMENTAL PROTECTION  AGENCY
                                   REGION V
                        SURVEILLANCE AMD ANALYSIS  DIVISION
                             EASTERN DISTRICT OFFICE
         RECOMMENDED  EFFLUENT  LIMITATIONS nND MONITORING  REQUIREMENTS

Discharger:    Lodi  ST?
NPDES Application  No.J   CHC02C99I

NPDES Permit  No.:        —                                "

Justif icat ton:

Effluent limitations were deter-ined using  U.S.  EPA,  Region V, Simplified Waste Load
Allocation Methodology .for .-nunicical  sewage treatment plants on  low  flow streams
(see Appendix V and Section IX,2)
 Recommended Effluent Limitations and  Monitoring  Requirements
Constituent


Flow mqd
BOD mg/l
Suspended Solids mg/I
Artimonia-N ng/l
May-October
November-Apri 1
DO (mln) (mg/l)
Fecal Co! iforn
(iS/100 ml)
Present
Perfornance

.281
4
4

—
—
5.4


LIMITATION'S
Ini t IE! Final
Avg.
	
10
15

--

—

200
Max.
—
15
25

—
—
—

400
Avg .
.4





6.0

1000
Max.

10
10

1.5
5.0


2000
MONITORING REQUIREMENTS
Sample Type Frequency

Continuous
Compos ite-24 hr
Compos ite-24 hr

Conposite-24 hr
Compos! te-24 hr
Grab

Grab
Dai ly
I/week
I/week

I/week
I/week
Dai ly

1 /month
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                      "U.  S.  ENVIRONMENTAL  PROTECTION  AGENCY
                                    REGION V
                         SURVEILLANCE AND ANALYSIS  DIVISION
                           MICHIGAN-CHIC DISTRICT OFFICE
            RECOMMENDED  EFFLUENT  LIMITATIONS  AND  MONITORING  REQUIREMENTS
Discharoer
                             Lorain  - Elyria Sand Company
                             1840  Idaho Avenue
                             Lorain, Ohio  44052
NPDES Application  Number:    OH  070  0X2 3 000160


NPDE5 Permit  Number:         None



Justification
      The company discharges about  0.48 mgd  of  gravel washwater to the Black River.
The initial and final  effluent  limitations are  based on the Ohio EPA estimate of
BPCTCA.  The present waste treatment  system  should be able to meet the suspended

sol ids 1imitat ions.
 Recommended  Effluent  Limitations  and  Monitoring Requirements

Constituent


Flow (mgd)
Suspended Solids (mg/
Ci 1 and Grease (nig/1)
PH

Present ,
Performance
1
0.43
) "

L IMITATIONS
Initial
Avg.

__
30
6 -
flax.

__
45
9
Final
Avg .

—
30
6 -
Max.

--
45
9
MONITORING REO.U 1 P.EKZNTS
Sample Type


Grab
8 hour Comp.
Grab
Grab
r requsncy


Weekly
Weekly
Monthly
Weekly
Special Conditions

      None
-------
                     U. S. ENVIRONMENTAL PROTECTION AGENCY
                                   REGION V
                       SURVEILLANCE AND ANALYSIS DIVISION
                            EASTERN DISTRICT OFFICE
        RECOf-MEfiDED EFFLUENT LIMITATIONS AND fjON I TORINO REQUIREMENTS
Discharger:
                          Oberlin V/ater Treatment Plant
                          Parsons Road
                          Oberlin, Ohio
HPDES Application Mo.:    Oberlin - OH 0045195

NPDES Permit No.:         None

Justification:

     It Is a I lire softening plant discharging filter backv.'ash and softening sludge.
The  final limitations are based on Ohio EPA's estimate of BPCTCA for Water
Treatment Plants.
Recommended Effluent Linitations and Monitoring  Requirements
Constituent
Flov.' (gpd)

Suspended Solids
(rng/0
PH
Present
Performance
--


—
LIMITATIONS
Initial F inal
Avg.
--


.
Max.
—


.
Avg.
—

15
6-1
Ilex.
—

20
.5
- MONITORING REQUIREMENTS
Sample Type Frequency
Estimate

Grab
Grab
Biweekly,
when dis-
charging
ti
ii
 Special Conditions

 None
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                     "U. S. ENVIRONMENTAL PROTECTION AGENCY
                                    REGION V
                        SURVEILLANCE AND ANALYSIS DIVISION
                          MICHIGAN-OHIO DISTRICT OFFICE



           RECOMMENDED EFFLUENT LIMITATIONS AND .MONITORING REQUIREMENTS
Discharger
                            Ohio Screw Products
                            818 Lowell Street
                            Elyria, Ohio  W035
NPDES App'i ication N'-imber:   None


NPDES Pernit Number:        None



Just ificat ion

      The  company discharges about 600  gpd of cooling water to an Elyria storm
 sewer.  The  oil  and  grease  limitations are based on Ohio EPA's estimate of BPCTCA.
Reconnended  Effluent Linitations and Monitoring  Requirements

Constituent

Flow (gpd)
Oil and Grease (mg/1)
pH

Present
Performance
--

LIMITATIONS
Initial
Avg.
--
6
Max.
--
- 9
Final
Avg .
10
6 -
Max.
20
9
MONITORING REQUIREMENTS
Sample Type

2^4 hour Total
Grab
Grab
Frequency

Monthly"
Monthly
Monthly
Special Conditions
      NONE
-------
                      "U. S. ENVIRONMENTAL PROTECTION AGENCY
                                     REGION V
                         SURVEILLANCE AND ANALYSIS DIVISION
                             EASTERN DISTRICT OFFICE
            RECOMMENDED EFFLUENT L mi~£T IONS A.'iO MONITORING REQUIREMENTS
 Discharger
                             Stanadyne - Western Division
                             377 Woodland Averse
                             Elyria, Ohio  44035
 NPDES Application fiurber:   OH  070  0X2  2  000152

 NPDES Per.it Number:        0H COOCX25  (suspended)


 Justification

     The company discharges about 0.-9 mgd of process and cooling voter to an
 Elyria  storm  sewer.  The  initial effluent limitations are based on February-
 July,  1973  state operating  reports.  The final effluent limitations except
 for cadmium are based on existing effluent quality or the March 28, 1974
 Electroplating SPCTCA guidelines, whichever is more stringent.  The cadmium
 limitation  is based  on the  Ohio EPA estimate of BPCTCA.


 Reconmended Effluent Limitations and Monitoring Requirements

Constituent

Flow (mgd)
TSS (Ib/day)
iHexa. Chroniurn (Ib/day)
Cyanide-A" (Ib/dav)
Cyanide, Total (Ib/day)
Cadmium, Total (Ib/day)
Copper, Total (Ib/dav)
Nickel, Total (Ib/day)
Zinc, Totai (Ib/day)
pH (s.u.)

Present
Performance
C.49
34
0.4
--
C.09
_-
1.5
62.3
0.2
6-10
LIMITATIONS
Initial
Avg .
-_
34
0.4
--
0.09
--
1.5
--
0.2
6 -
(lax.
__
68
0.8
--
0.18
--
3.0
--
0.4
10
Fiaal
Avg.
_-
3
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                   U.  S.  ENVIRONMENTAL  PROTECTION AGENCY
                                 REGION V
                     SURVEILLANCE AND ANALYSIS  DIVISION
                          EASTERN DISTRICT  OFFICE



        RECCMHENpED_ EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS


Discharger
                           Tappan, Inc.
                           206 Voodford Street
                           Elyria, Ohio 44035


NPDES Applicatton Sunber:  None


NPDES Permit Number:       None



Justification


    The company discharges about 26,000 gpd of  non-contact cooling water and
boiler blowdown to an Elyria Storm Sewer.
Recommended Effluent Limitations and Monitoring Requirements

Constituent

Flow (gpd)
Temperature ( F)
pH

Present
Performance
26,000


LIMITATIONS
Initial Final
Avg .
—

6-
Max.
—

9
Avg.
—

I
Max.
—

-9
- MONITORING REQUIREMENTS
Sample Type Frequency

Daily Total
Grab
Grab
Biweekly

it
 .Special Conditions

     The discharge should be limited to non-contact cooling water and boiler falowdown.
-------
                   U.  S.  ENVIRONMENTAL  PROTECTION AGF.NCY
                                 REGION V
                     SURVEILLANCE AND ANALYSIS  DIVISION
                          EASTERN DISTRICT  OFFICE
        RECOMMENDED EFFLUENT LIMITATIONS  AND  MONITOR INC  REQUIREMENTS
DJscharq^r:
Wellington Water Treatment Plant
n?DES Application, Ho.:      Nons

HPDES Fern it Ko.:          None

Justification:

     It Is a 1 IT.C softening plant discharging filter backwash and softening sludge.
The  final limitations are based on Ohio EPA's estimate of CPCTCA for Water
Treatment Plants.
 Pecocrended  Fffluent Linitaticns snd Monitoring Requiregents
! Constituent
i
i
\ Flow (gpd)
i
j Suscendes! Solids
j (.-5/1)
i
1 -,•-:
i ""
Present
Perfornsr.ee
__
_.


--
LIMITATIONS
Initial Final
Avg.
~"
--



Max.
— ~
--



Avg.
"•**
15



Max .
•" —
20


5-11.5
, MONITOR ItiG REQ.tMRE.'-.EHTr,
Sample Type Frequency
Estimate
Grab •


Grab
Biweekly,
vhen discharg
!ng
ti


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                                               Appendix V
•                           Technical Justification for NPDES Effluent Limitations
                                  for .Municipalities on Low Flow Streams
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I                       Technical Justification for NPDES Effluent Limitations
                                for Municipalities on Low Flow Streams
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 •                                           Prepared by
                                 U.S. Environmental Protection Agency
 |                                            Region V
                            Ad Hoc Committee- on Waste Load Allocation and
 I                                     Water Quality Standards
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                                                           Draft 5/12/80
            Technical Justification for NPDES Effluent Limitations

                    for  Municipalities on Low Flow Streams



Introduction

    In order to better coordinate State, regional, and headquarters preparation

and  review  of  justification  for  AST/AWT  projects,  and  to   expedite  the

preparation  and  review  process,  a simplified  methodology  for determining

effluent limitations for  municipalities  on low flow stream  is proposed.   The

intent is to insure thai public funds for v/ater pollution abatement  are spent in a

cost effective fashion.



    Effluent  limits  for municipalities  located  on low flow  streams can be

adequately established and justified by  rather simplified methods  which do not

consume  an  inordinate  amount  of  State  resources to develop the  limits, or

Agency resources for project review. In Region V,  these simplified methods are

estimated t3 be applicable to more than  fifty percent  of the projects. While the

potential savings in State and EPA resources  are substantial, cost  effective and

technically sound  effluent limitations to  protect  State-adopted and federally-

approved water uses and  water quality  standards  will result.  Furthermore,  if

used  on £ reeion.ai cr  larger scale, consistent consideration of  dischargers  in

similar circumstances would be insured.



     Water  quality models are  available  for the full  range of hydrological

characteristics  (i.e. free  flo%ving streams, estuaries, lakes),  and their use  is

becoming  increasingly  widespread  as river  basin  scale planning and  208/201

planning advances. However, one of the major precepts in  working  with water

quality  models  is to  select  the  least  complicated  model  that  adequately

characterizes the system being studied.  As models become more complex,  data

requirements to successfully operate the models increase significantly.  In most

cases,  these  data  are  not obtainable  without the expenditure  of  substantial

resources.  It is clear that resources should be expended for model verification

and  calibration  in  those complex  situations  where  simplified  methods  to

characterize the combined effects of numerous dischargers are  not adequate.

However, for those isolated municipalities  on  low flow, free flowing streams, the
                                  *
expenditure  of  substantial resources to  determine effluent  limitations  is not
-------
warranted; nor are such resources readily available in State agencies, U.S. EPA,
or in the consulting engineering profession.  For purposes of this paper, low flow
streams  are  generally defined as those free-flowing  streams where  the  water
quality design flow upstream of a municipal discharger  is equal to or less than
the design municipal discharge flow.  In Region V,  all States use the Q7 ,n or
                                                                     / y 1 U
hydraulicaliy altered flow regimes as water quality design flows.

    The simplified methods outlined below incorporate a mass balance technique
to determine ammonia-nitrogen limitations; a simplified  Streeter-Phelps analysis
to determine carbonaceous oxygen demand limits; a sensitivity analysis; and,
suspended solids limits related to the required BOD discharge.  The  analytical
techniques proposed in the 1977 report  Water Quality Assessment: A Screening
Method for  Nondeslgnated 208 Areas, prepared by Tetra Tech Inc. for U.S. EPA
Environmental Research Laboratory are similar.

Application =r.d Constraints
    The method should  be applicable to single municipal dischargers  located on
free flowing streams where the  upstream flow is equal to or  less than  design
discharge ficvv; the design discharge flow is 10 MGD or less; and, there are no, or
only  limited.  Interactive effects  from  the  most  upstream  discharger on  a
segment wirn more than one discharger.  The method  should only  be used for the
upstream discharger in such cases.

    Water quality in  these systems  is  highly dependent upon  effluent quality.
Hence, upstream quality is less significant than in systems where the upstream
design flows are much greater than design effluent flaws.  The method can also
be applied to  simple systems where upstream flow  is  greater than  STP flow
provided upstream water quality and reaction kinetics  are well documented.

Procedure
     The following stepwise procedure is recommended for determining effluent
limits for the simple single-source system:

 1.   Ammonia-N Effluent Limitations
     Determine ammonia-N limitations by using applicable WQS, upstream flow
and background concentration, and design effluent flow as shown below:
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Eq. 1                C  = {C     (Q
                                   D
    where
         CD = allowable design discharge concentration


         C-y,~,~ = water quality standard limit


         Crr = upstream or background  concentration .
          •— '

         Qn = design municipal discharge flow rate


         CX - = upstream design flow
          tw-'


     When selecting the allowable instream ammonia-N  WQS criterion (

from tables or graphs relating the toxicity of unionized  ammonia-N to pH  and

temperature, appropriate  values for the expected pH and  temperature conditions

during the design season after mixing of the discharge and the receiving stream

should be considered.  In  many cases use of the maximum pH and temperature

values ever recorded is not realistic. If sufficient stream data are available, the

use of temperature and pn data exceeded twenty-five percent of the time during

the critical low flow season is appropriate. Where actual stream data are limited

or  not  available,  use of  data   from  nearby  streams  or   equilibrium water

temperature  data may be used as  design conditions and to establish the range for

a sensitiv;-v  analysis.   For cases where  the  municipal  effluent will  comprise

most of the stream flow, effluent  pH data, should be considered.



     The mass balance technique  can also be used for total  residual chlorine or

metals limns. if desired.



2.   BOD,_ and Dissolved Oxygen Effluent Limitations

     Determine effluent dissolved oxygen and BOD limitations with  a  simplified

Streeter-Pheips   analysis employing both carbonaceous and nitrogenous oxygen

demands. The equation used to calculate the DO deficit (D) below a point source

is shown below:



Eq.  2  D = Do exp  (-K2t) + (K[CQODQ)/(l<2 - Kj) {exp (-Kjt) - exp (-K2t)}



                + (K3NBODQ)/(K2 - K3) {exp (-K3t) - exp (-K2t)}
                                 avg. = DOs - D
                                      3
-------
where

         Do = mixed DO deficit at effluent, mg/1
         DO  = DO at saturation, mg/1
         C3OD  = mixed ultimate CBOD concentration below effluent, mg/1
         N5OD  = mixed NBOD concentration below effluent, mg/1
         K, = CBOD reaction rate (base e), day"
          '                             -1
         K  = Reaeration rate (base e) day
          ^                                  I
         K., - NBOD reaction rate (base e) day
         t = travel time below discharge, days

Incremental time  periods are applied in  equation 2 to determine the location of
the minimum DO concentration (i.e. sag point). Successively lower CBOD values
are applied until DO standards are met at the sag point.

     DO  standards are often presented as minimum values applicable at all times
while the time average for outputs  of steady state models are based  upon the
averaging  period  for  input' loadings,  usually  24 hours.   Hence,  attainment of
minimum DO standards is compensated for  by  modeling at a  higher target
dissolved oxygen, usually 1 mg/1 higher than the minimum water quality standard.
This level is  ic compensate  for diurnal fluctuations  in  plant discharges  and
diurnal  variation  due  to  photosynthetic activity.  Where both average  and
minimum dissolved oxygen standards  are specified (i.e. 5.0 mg/1  daily  average
and k.Q  mg/i  minimum at any time) the average  standard should be used as a
target level.  Use of  a minimum dissolved oxygen standard as a target with a
steady state  model would result in violations of the standard.

     The critical variables in a DO analysis on a small stream are  the reaeration
rate and to  a lesser  extent  the CBOD and  NBOD decay rates and  effluent
dissolved oxygen levels. Many formulations  have been developed for predicting
stream reaeration rates based upon physical characteristics such as width, depth,
velocity, and slope.  '   Rathbun   suggests  that the Tstvoglou formula   most
accurately predicts  stream reaeration. K~ is calculated by equation 3.  Also, a
recent   work by  the  United  States Geological  Survey  and   the  Wisconsin
Department  of Natural Resources'demonstrated the Tsivoglou relationships to be
the most accurate of  twenty predictive reaeration equations  on  small flow
streams when compared with tracer methods.(8)
-------
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Eq. 3                       K2 = 0.3S V5 at 20°C          10
-------
on low flow streams where  existing waste  treatment is not adequate  would
provide little additional information since rates  would be expected  to  change
after installation of  more advanced waste treatment.  The use of the above-
mentioned average rates are recommended unless other rates can be justified.

     Reaction  rates  must  be  adjusted  for stream temperature  using  the
generalized expression:

Eq. 6                      K = K (at 20°C) 9 (T~20)
    where
         i = siream temoerature  C
         B - 1.024 for  reaeration rate, 1.047 for CBOD rate, and 1.1 for NBOD
     In some cases, it may be advisable from design and operations standpoints to
provide for less restrictive CBOD limitations and more restrictive NBOD (NH-,-
N)  limitations while  maintaining  the same ultimate  oxygen demand  of the
effluent.   '"J him ate oxygen  demand is the sum  of the carbonaceous demand and
nitrogenous demands.) This may occur when  resultant ammonia-N limits are 3 to
5 mg/1 and CBOD limits are in the range of 5 to 10 mg/1.  Stream reaction rate
differences ir. CBOD  and NBOD  should be  considered  v/hen adjusting effluent
restrictions.  Since each rng/1 of ammonia-N is equivalent to about 4.5 mg/1 of
CBOD, lowering the allowable ammonia-N limit by 1 mg/1 could have the  effect
of raising the CBOD limit by nearly 5 mg/1, if K  = KN.

     As part  of the dissolved oxygen analysis  it is  necessary to  consider post
aeration of municipal effluents and seasonal  effluent limitations.

3.   The  sensitivity of  computed  effluent loads  to  input  values  should  be
determined by repeating the above analysis  with changes in the input  variables.
For the mass balance  calculations the sensitivity to the background conditions of
flow and  concentration should be addressed.  For the Streeter-Phelps analysis it
is  necessary to  evaluate sensitivity  to background conditions, reaction rates
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(CBOD, NBOD, and  reaeration) and  travel  time.   Each  coefficient should be

varied over a  range  of values that reflects the  uncertainty  in  the particular

variable.  If direct measurements of certain  input variables are made, the range

about the variable would be small.   If rates or rate formulations other than those

suggested above are  used, the sensitivity analysis should be used as part of the

justification, for the alternate rates.  CBOD and NBOD rates should generally be

varied plus or  minus   3396 to 5096 about  the selected  value unless  directly

transferable  rate  data are  employed  in  which case a smaller range might be

studied.



     Results of the sensitivity analysis should be reviewed within the context of

the  effluent quality  expected for various treatment  levels.  Thus, if  effluent

requirements  computed  using the  range of  inputs  fall within  the  expected

effluent quality from a single treatment level (i.e. AST or AWT) then additional

analyses v-'cuid not  be required.  However, if the  required treatment level  is

heavily dependent upon  selection of  an input value where existing  data are

inadequate  ~o characterize  the variable, additional data  should be obtained to

more accurately define that model coefficient, thus clarifying the selection of

the  treaT^ent alternative.   For further confirmation of the selected  effluent

limitations. *'ie  sensitivity  analysis can  be  rerun at a less stringent  level of

treatment (i.e. 5OD. of 30 rng/1 vs 15 mg/i).



*f.   After  the  sensitivity analysis  is  completed, suspended  solids limitations

should be related to  the BOD requirements.  Whenever BOD,- limits of less than

15 rng/1  are required, it is clear that post filtration will be necessary to  insure

consistent compliance  with the BOD limits.  Hence, suspended solids limits of 10

to 15 rng/1, based  upon filter performance would be appropriate.   Where BOD~

limits in excess  of 15  mg/1  are required, post  filtration is usually  not necessary

and suspended solids limits  of 20 to 25 mg/1 are appropriate.  However,  filters

may be required  where  unusual  wastewater  characteristics  are encountered

(i.e. industrial wastes). For many plants, split  flow filtering may be adequate to

achieve applicable TSS and BOD,-  limits during the  first  five to- ten years  of  a

twenty year design life.  Post filtration may also be  necessary where stringent

phosphorus limitations are prescribed,  and v/ilJ aid in toxics removal from STP

effluents.  The above  limits were' obtained  from consultants  and State agency
-------
personnel and reflect consideration  of  consistency  and reliably achieving the
desired effluent quality.

Data_Requ:rements

    The  data required  for  this  type ui  u.na'-y>is _  J  ^v^fpsted methods of
obtaining these data are listed below:

    1.   Stream Design Flow - USGS low-flow publications; drainage area yields;
    measurements during low flow periods.

    2.   Upstream water  quality  -  State or. EPA  water  quality monitoring;
    sewage treatment plant monitoring; data  for similar streams.

    3.   Stream  Physical  Characteristics (slope, depth, etc.) - field measure-
    ments: USGS topographic maps; special COE or county project maps; stream
    gazetteers.

    4.   Time of Travel  - Dye studies; calculations based upon field measure-
    ments of •-vidths. depths, etc.; estimates  based upon slope/velocity relation-
    ships.

    5.   Effluent Design  Flow - State  or local agency population projections;
    Step I applications.

    Direct  measurements of  time-of-travel,  upstream quality,  and  stream
 physical characteristics should be employed  for each  segment studied,  notably
 for those where  post filtration of the STP effluent is considered. Since  these
 data  are readily obtainable with short duration, low  resource surveys, efforts
 should be made to obtain  the data through State agency monitoring programs or
 as part of the 201 grant process.  When such data are not available, estimates
 can be made from some of the suggested sources listed above.  The impact of
 less site specific data should be considered in the sensitivity analysis.  Time of
 travel studies provide the most useful data when the upstream flow and  existing
 STP  flow are equivalent to the sum  of the upstream  Q7 . „ and the  STP design
-------
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flow.   If flows in the immediate range of design flow are not encountered during

the time-of-travel studies,  a  second study  at  a different flow  will permit

extrapolation of the data to the design flow.



NPDES Effluent Limitations

    Typically,  municipal effluent limitations  are  specified as 30 day  and  seven

day average values for BOD , ammonia-N,  and, suspended solids with  daily

maximum values for  chlorine  residual.   Because of the high ratio of discharge

flow to upstream flow for  municipalities on low flow  streams, the effects of the

treated discharges on  downstream  water  quality are particularly significant.

Hence, the results of the simplified  analysis should  be employed  as  seven  day

average Limits  rather than thirty day averages.  An alternate approach recently

adopted by Michigan considers daily concentration limits  based upon  the  water

quality analysis and weekly mass loading limits based upon the  design (20 year)

flow of the facility and the daily effluent concentration limits.    In any event,

use  of modeling  results as  30  day  averages  is  not  consistent  with  the

mathematical relationships used in the analysis.



    The Cc-OD and NBOD outputs  from the  Streeter-Phelps analysis should be

    /ertec  ~o ;

relationships:
              converted ~o BCD. and amrnonia-N NPDES permit limitations with the following
                                            BOD^ = CBOD/3
                                           NH -N = NOD/4.57
             The factor for BOD^ was derived from long term BOD data obtained at advanced

             and secondary sewage treatment plants °'  '   (Table 2).  A statistical analysis

             of  these  data indicates there is  no correlation between the CBOD/BOD- ratio

             and the percent industrial flow.
              Margin of Safety

                  Section 303(d)  of the Clean  Water  Act requires  that a  margin of safety

              reflecting the uncertainty in the relationships between effluent  limitations and

              water quality  be  considered.  Since this  analysis relies heavily  on site-specific
-------
data; incorporates a sensitivity analysis around effluent quality; addresses diurnal
variation; and, addresses treatment system performance and reliability (i.e. post
filtration where applicable), a margin of safety is implicity included. A separate
margin  of safety should  be considered when the  analysis  is of  questionable
validity  due  to  a lack of  data about  the  system,  or  the  applicable  stream
standards are only marginally protective of designated  stream  uses (i.e. minimum
dissolved oxygen of 4.0 mg/1 for warrmvater fisheries).  •

Resource Requirements
     Including the time required for minor field surveys (upstream water quality,
time-of-travei, etc.) about two to three  man-weeks of effort should be sufficient
to develop an acceptable project justification report.

Example
     Attachment A
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                                          ' Table. 2

                                      CBOD/BOD, Data
  State

Ohio
Ohio
Ohio
Ohio
Ohio
Ohio
Ohio

Minnesota

Wisconsin
Y/isconsin
V/isconsin
Wisconsin
Wisconsin
Wisconsin
    Average
        Plant
Mansfield
Shelby
Loral-
Cosh~cion
CR5D Easterly

Min-=apoiis-St.  F=ui

Fa!! Creek
Neenah-Menasha
To\v~ Menasha Eas~:
Tovv— Menasha Vv'esT
Hear- of the  Valley
Depere


Typ
Activated
Activated
Activated
Activated
Activated
Activated
Activated


e
Sludge
Sludge
Sludge
Sludge
Sludge
Sludge
Sludge

Flow
.(MGD)
11.7
10.6
1.2
14.1 '
2.3
2.6
136.0
Percent
Industrial
Flow
096
3296
096
1496
3996
096
1296

# of
Samples
1
1
3
4
1
1
2

Ult. CBC
BOD.
.?
3.27
3.43
3.21
3.13
4.34
2.61
5.10
                         Activated Sludge
                         Trickling Filter
                         Activated Sludge
                         Activated Sludge
                         Activated Sludge
                         Act. and filters
                         Activated Sludge
2796
  x>
13
3.18

40%
2296
4296
<1096
2096
2
2
1
2
2
1
3.40
3.20
1.80
3.10
2.75
3.00
                                                                          3.2
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                                References


1)  Tetra  Tech  Inc.,  Water  Quality  Assessment: A Screening  Method jor
Nondesignated  208  Areas, U.S. EPA Publication No. EPA-600/9-77-023, August
1977.

2)  Thornann,  R.V., Systems Analysis and Water Quality Management, McGraw
Hill Book Co., 1972, pp 65-122.


3)  Streeter, H.W. and Phelps,  E.B., "A  Study  of the Pollution  and  Natural
Purification  of the Ohio River,  III, Factors Concerned in the Phenomena  of
Oxidation and  Reaeration", U.S.  Public Health Servant, Public Health  Bulletin
No. 146.


4)  Covar,  A.P., "Selecting the Proper Reaeration Coefficient for use in Water
Quality  Models",  presented at  the  U.S.  EPA Conference  on Environmental
Modeling and Simulation, April  1976.


5)  Bennett. 3.P., and Rathbun,  R.E.,  "Reaeration   in  Open-Channel  Flow,
Geological Survey Professional  Paper 737",  1972.


6)  Rathbun,  R.E.,  "Reaeration  Coefficients of  Streams,  State-of-the-Art",
Journal of the Hydraulics Division, ASCE, Vol. 103 No. HY4, April 1977.


7)  Tsivcglou, E.C.,  and Wallace, .J.R., "Characterization of  Stream Reaeration
Capacity".  U.S. Environmental Protection  Agency, Report No. EPA-R3-72-012,
October i9T2,


8)  Gran:,  R,S. and  Skavroneck, Comparison of Tracer Methods and Predictive
Equations for Determination of Stream Reaeration Coefficients on Three Small
Streams in  'Wisconsin, U.S. Geological Survey, Water Resources Investigation 80-
 19, March 19*0.

9)   Personal communication with Dr. Ernest Tsivoglou, March 26,  1980.

10)   Personal Communication with Maan Osman, Upper Olentangy Water Quality
Survey, Ohio EPA,  September 1979.

11)   Pheiffer,  T.H.,  Clark,  L,J., and Lovelace,  N.L., "Patuxent  River Basin
 Model,  Rates  Study",  Presented at U.S.  EPA Conference   on  Environmental
 Modeling and Simulations, April 1976.

12)   Personal  Communication  with  Dr.  T.P. Chang, West Fork  of Blue River
 Water Quality  Survey,  Indiana State Board of Health, September  1979.

13)   Hydroscience  Inc., Simplified  Mathematical  Modeling of Water Quality,
 U.S.  EPA, March  1971.


14)   Raytheon   Co.,  Oceanographic  and   Environmental  Services,  Expanded
 Development of BEBAM-A Mathematical Model of  Water Quality  for the Beaver
 River Basin, U.S. EPA Contract No, 68-01-1836, May 1974.
                                     13
-------
15)   Tetra Tech Inc., Rates, Constants, and  Kinetic  Formulations  in  Surface
 Water Quality Modeling, U.S. EPA Publication  No. EPA-600/3-78-105, December
 1978.

16)   U.S. EPA, Region V, Eastern District Office, Dischargers Files.

17)   Personal  Communication  with  Mark  Tusler,  \Vater  Quality  Evaluation
 Section, Wisconsin Department of Natural Resources, October 17, 1979.

18)   Upper Mississippi River 208 Grant Water Quality  Modeling  Study, Hydro-
 science Inc., January 1979.
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                               Attachment A

                              Example Problem
1.  Planning Area
           o
    Raccoon Creek is a small northern Ohio stream which flows  12 miles in a

northerly direction discharging to Lake Erie west of Cleveland, Ohio. Similar to

other northern  Ohio streams,  the creek's 44 square mile drainage area has little

groundwater  storage.  As such,  the stream has  low  natural  flows during  dry

weather  periods  (Q_ ._  of 0.36 cfs).   Ohio Water quality standards  designate

Raccoon Creek as a warm water fishery and for primary contact recreation.



    The City of Lakeview. population about 10,000, operates a secondary sewage

treatment  plant which discharges to Raccoon Creek about 4 miles  upstream of

the mouth. The plant began operation in 1927 and provides treatment for a daily

average  flow of  1.2 MGD composed almost  entirely of domestic wastes.  The

facility has a cornrnunitor,  preaeration and grit removal tanks, primary settling

tanks, trickling filters, secondary settling tanks and provisions for chlorination of

the final effluent.   Sludge disposal is accomplished by  digestion  and  drying on

sludge dr>ir:g beds.  Average effluent  quality for 1978 was 33 mg/1 suspended

solids, 29 nng/i BCD-, 7.7 rng/1  dissolved oxygen and 6.1 mg/1  phosphorus.  The

plant is  the  only significant discharge  to the stream.   Based  upon 208  agency

population projections plant design flow for the year 2000 is 2.1 MGD.



     A U.S. EPA  reconnaissance inspection  on  June 30,  1978, showed  Raccoon

Creek in the vicinity of the  Lakeview  STP contains areas of riffles  and small

pools.  Upstream of  the  STP the substrate  is primarily rocky with the  stream

having relatively high dissolved oxygen.  Immediately  downstream of the STP

rocks  are  covered  with slime,  sludge worms are abundant, and  the  stream is

malodorus.  Dissolved oxygen concentrations below the minimum water  quality

standard occur regularly downstream of the STP.  These observations  clearly

indicate the stream is not meeting the balanced warmwater fishery and primary

contact recreation designations of  the  water quality standards despite average

STP effluent quality in the immediate range of secondary treatment.
-------
    Effluent quality  required to meet water quality standards was  determined
with simplified  modeling techniques  using available data for stream  physical
characteristics,  reaction rates,  and  stream quality.   The  Raccoon  Creek -
Lake view system meets the three criteria suggested for selecting the simplified
method in that  this is a single  source system,  critical  stream flow  (i.e. Q7  , n)
upstream of the plant is less than effluent flow, and STP design flow  is less than
10MGD.

2.  Wasteload Allocation

    Stream data used in the allocation are  presented in Table 1. Upstream flow
and water quality data were not available for Raccoon Creek so Black River data
were  used.  The Black River is adjacent  to Raccoon Creek and has  similar land
use patterns.- Representative stream  velocities and depths were  measured in a
3une 30.  1578, U.S. EPA survey and were  adjusted for flow  using relationships
proposed by Ohio EPA.  Sewage treatment plant design criteria for flow were
taken  from the Step 1 application  or  were assumed (dissolved oxygen effluent
criteria).    Assuming a  diurnal  DO fluctuation  of   2.0 mg/1 the allocation
techniques were applied  to meet  a minimum DO standard of 5  mg/1.

     Following  methods  outlined   under  Procedure 1,  the   ammonia-nitrogen
effluent  ilcriterion  was  computed  to  be 2.60 mg/1.  CBOD effluent limits of
21.3 mg/1 were  computed by the Streeter Phelps analysis. This corresponds to a
BOD^ limit of  7.1 mg/1 using a CBOD to BOD5 ratio of three.  This level of
ammonia and BOD,- resulted in the average DO standard of 6 mg/1 being met at
the sag point which occurred 0.9 miles downstream of the outfall.  A phosphorus
limit of 1.0 mg/1 is also required by  Ohio  EPA regulations (I3C) at this plant since
Raccoon Creek is a tributary to  Lake Erie and design flow is  equal to or greater
than one million gallons per day.

 3.   Sensitivity Analysis

     The sensitivity of the allocated  loads to the inputs are shown  in Figures 1
 and 2.   Each input variable was  changed separately  with  other input  values
 remaining at the base conditions shown in Table 1.  Also shown on figure 2 is the
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effluent quality associated with waste  treatment levels (i.e. S-secondary treat-
ment,  N-nitrification, PF-partial  filtration,  F-cornplete  filtration).   For  the
Lakev/iew  STP, ammonia-nitrogen  effluent requirements are directly related to
the v/ater quality standard's and are  not  sensitive to upstream concentrations.
The range of arnmonia-N concentrations is equivalent to the change in the water
<|uality standards resulting from changes in temperature and pH.  Effluent values
are more sensitive to i..-^?m pH and less sensitive to temperature.  However, the
entire '.range of computed values require nitrification of the effluent.

    True computed effluent limitation  for BOD^  changed  by  less than 2.0 mg/1
from t'hs base conditions when depth, slope, NBOD reaction rate,  temperature,
pH, upstream concentrations  and  effluent DO were  changed over  the range of
values anticipated for this  system. BOD5 results  were changed 3.3 and 2.8 mg/1,
respectively,  when  CBOD  reaction  rate and  velocity were varied over  the
expected  range.  Since only readily available data were  used in this analysis the
ranges selected  for  the sensitivity analysis  were large (i.e. plus  or minus 30
to 50%).  Despite these large  input ranges, computed BOD,_ ranges  are relatively
small.  Also computed 3OD_ levels all correspond to the  same treatment level
(secondary trearment with nitrification and  post  filtration).  Additional  stream
studies to more  precisely  define site specific inputs are not warranted because
the anticipated range of inputs do  not affect treatment system selection.

^.   Recommended Effluent Limitations

     Recommended effluent  limitations from this analysis  are shown in Table 2
with  the  resulting DO concentration displayed  in Figure 3.  The recommended
limits include a reduction of  ammonia-nitrogen to 1.5 mg/1 and an  increase in
BOD,- to  10 mg/1.  The BOD increase is offset by the lower ammonia limit which
is not difficult to achieve.  Seasonal effluent limits for the winter  months are
also  included in  Table 2.    These  values  were computed  using  a  stream
temperature  of  13 C, a value exceeded  25% of  the time during November and
tMarch.  Upstream flow was not changed  for the seasonal analysis since streams
in the area experience flows near the Q7  10 ^ow during the months of November
through January. Recommended effluent levels require  post filtration since low
BOD  limits  cannot  consistently  be met without filters and higher  effluent
-------
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                               Table  2


                     Recommended Effluent Limits
                          Seven Day Average
Total Suspended Solids
Ammor.Ia-N

Total Phosphorus

Total Residual  Chlorine

Dissolved  Cxygen
* Daily maximum
May
through
October
10 mg/1
10 mg/1
1.5 mg/1
1.0 mg/1
0.1 mg/1*
6.5 mg/1
November
through
April
25 mg/1
25 mg/1
4.5 mg/1
1.0 mg/1
0.1 mg/1*
7.5 mg/1
-------
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loadings  associated with secondary and nitrification treatment would cause DO

concentrations to drop well below minimum water quality standards for the lower

3.5 miles of the stream (see Figure 3).  Filtration will also insure more consistent

compliance with the phosphorus limit of 1 mg/1 required by OEPA regulations and

the international agreements regarding phosphorus for Lake Erie.
-------
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