OCLC 18097987
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SLACK RIVER
\VA5TE LOAD ALLOCATION REPORT
U.S. Environmental Protection Agency
Region V
Surveillance and Analysis Division
Eastern District Office
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BLACK RIVER
WASTE LOAD ALLOCATION REPORT
Prepared for the
OHIO ENVIRONMENTAL PROTECTION AGENCY
NOVEMBER 1980
Donald R. Schregardus
Gary A. Amendola
Daniel 3. Murray
Jonathan R. Pawlow
Daniel C. Watson
Darel E. Schartman
Willie H. Harris
U S Environmental Protection Agency
Region 5, Library (PL-12J)
77 West Jickson Boutisvard,
Cnicago.lL 60604-3590
UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
WESTLAKE, OHIO
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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 scale 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 problems - 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 20S 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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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
4. Municipal Sewage Treatment Plants
5. Other Monitoring
6. U.S. EPA Surveys
Page
No.
1-1
II-1 to II-*
III-l toIII-2
IV-1 to IV-2
V-l to V-5*
V-l
V-3
V-5
V-15
V-20
V-31
V-31
V-49
V-49
V-54
V-55
VI-1 to VI-9
VII-1 to 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 Macrovertebrates VIII-20
C. Segment Classifications VIII-23
References VIII-39
IX. Water Quality Management and Planning IX-ltoIX-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-4
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-4
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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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-18
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-34-
V-18 Black River Planning Area, West Branch Dischargers V-39
V-l9 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 Warmwater 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 3uly 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 USG5
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
No.
II-1
II-2
V-i
V-2
V-3
V-4
V-5
V-6
V-7
V-8
V-9
V-10
V-ll
V-12
VIII-1
VIII-2
VIII-3
vm-4
IX-1
IX-2
IX-3
IX- 4
IX-5
IX-6
IX-7
IX-8
IX-9
IX-10
IX-11
IX-12
IX-13
X-l
Page
Title No.
Black River Planning Area Location Map II-3
Black River Planning Area, Significant Political Boundaries II-4
Black River Planning Area, Black River and Beaver Creek
Basins V-2
West Branch and Mainstem of Black River, Elevation vs.
River Mile V-4
Physiology of Ohio V-5
Black River Planning Area, Soils Association Map V-7
Black River Planning Area, Underground Water Availability
Map V-9
Black River Planning Area, Isohyetal Map V-ll
Black River Basin, Annual Rainfall Probability V-13
Black River Basin, Monthly Rainfall Probability V-13
Black River Planning Area, Discharger Location Map V-32
Black River Basin, Drainage Area vs. River Mile V-49
Flow-Duration Curve, Black River at Elyria V-51
Monthly Hydrograph, Black River at Elyria V-52
Black River Planning Area, Stream Monitoring Stations VIII-7
Fish Collected During a Seining Study of the Black Creek
from 1959 to 1960 VIII-19
Black River Planning Area, Stream Segment Classification VI1I-24
Black River Planning Area, Segment Classifications VIII-26
Black River Temperatures at R.M. 5.0, Existing Loadings IX-28
Black River Temperatures at R.M. 3.88, Existing Loadings IX-28
Black River Temperatures in Midsection and Turning
Basin, Existing Loadings IX-29
Black River Temperatures at R.M. 5.0, Alternative 1 IX-32
Black River Temperatures at R.M. 3.88, Alternative 1 IX-32
Black River Temperatures in Midsection and Turning
Basin, Alternative 1 IX-33
Black River Temperatures in Midsection and Turning
Basin, Alternative 2 IX-33
Dispersion Coefficient IX-37
Black River Projections (AUTO SS) Elyria Options IX-41
Black River Projections (AUTO SS) French Creek Options IX-41
Black River Projections (AUTO SS) Lorain Options IX-42
Black River Projections (AUTO SS) U.S. Steel Options IX-42
Black River; DO Sensitivity Analysis IX-47
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 402 of
the 1977 Amendments. NPDES permit conditions for point source
dischargers include effluent limitations, compliance schedules, and effluent
monitoring requirements.
I-
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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 II-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
JL -
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during summer low flow conditions for water quality simulation purposes
(3uly 1974, July 1979). Aside from water quality data obtained by the USGS
and the Ohio Environmental Protection Agency at and below the USGS
stream flow gaging station in Elyria, there are not much long-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.
331-2-
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FIGURE E-l
BLACK RIVER PLANNING AREA
LOCATION MAP
Mi
BLACK RIVER
PLANNING
AREA
KY.
BASIN KEY
/) BEAVER CREEK
/) BLACK RIVER
SCALE IN MILES
HHHHHh-
a:
20
20 40
'/ - 3
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FIGURE II-2
BLACK RIVER PLANNING AREA
SIGNIFICANT POLITICAL BOUNDARIES
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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
OIL -
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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.
(4) 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. Steei-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 Estates, 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. Steei-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.
ITT- \
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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-l). 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.
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FIGURE 3T-1
BLACK RIVER PLANNING AREA
BLACK RIVER AND BEAVER CREEK BASINS
LAKE
E*
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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 fails 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.
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,
V-3
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1100 —
1000
z
o
p
§
Ul
soo
FIGURE Z-2
WEST BRANCH AND MAINSTEM OF BLACK RIVER
ELEVATION VS RIVER MILE
0 >O 2O 3O 4O SO 6O
MILES ABOVE CONFLUENCE OF EAST AND WEST BRANCHES
1200
u. SOO
I
Z
o
«oo —
2O 3O 4O SO 6O
MILES ABOVE MOUTH OF BLACK RIVER
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TJ
X
Si
> §
"D m
O
O
X
O
H
i
OJ
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the Till Plains, and the Glaciated Plateau. All of the regions have been
glaciated, and the area is low and generally flat, 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
streamflows 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.
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
LAKE ERIE
Adopted From"
(It Ohio ONR - Division of Lords ond Soil, —«.
Genera I Soil Mop of Medina County, Ohio, 1973, Columbus.
(2] Ohio ONR- Division of Land? and Soi I, , .
Gtngrcl Soil Mop of Loroin County, Ohio, 1969, Columbu*
Notf for SoiU ld»nlificotion - Sat Attached Tobl*.
SCALE IN MILES
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FIGUn.t V-U
SOILS ASSOCIATION KAP KEY
MAKONING-ELLSWORTH, mostly nearly level to gently sloping,
somewhat poorly, poorly, and moderately well drained soils
of glacial till plains.
CHAGRIN-ORRVIUE-WAYLAND, nearly level, well, somewhat poorly,
and poorly drained soils of stream first bottoms.
FITCHVIILE-LURAY-SEBRING, mostly nearly level to depressional,
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 glacial lake plain.
HASKINS-JIMTOHN-(OSHTEMO), nearly level to slopina, somewhat
poorly and well drained sandy and gravelly soils of beach ridges,
glacial outwash plains, and stream terraces.
MAHONING-MINER, nearly level to depressional, somewhat poorly and
poorly drained soils of the glacial lake and till plains.
BENNUIGTON-CARDINGTCN, nearly level to gently slopina, somewhat
poorly drained and moderately well drained upland soils formed
in silty clay loam or clay glacial till.
CARDINGTON-BEMNIHGTOn, mostly gently slopinn to mo-loratfly
moderately well and somewhat poorly drained upland soils formed in
silty clay loam or clay loam qlacial till.
HASKItlS-CAflEADEA-LOBDELL. nearly level to gently sloping, somewhat
poorly drained and moderately well drained terror.? and flood plain
soils formed either in loamy material overlying clayey qlacial lake-
deposited sediments or clayey sediments and stream-deposited sediments.
FITCHVILLE-CHILI-BOGART, nearly level to slopinq, 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-LORAIfJ, nearly level, very poorly drained orqanic and
glacial lake bed soils forned either in thick layers of partly de-
composed plants or silty and clayey glacial lake-deposited sediments.
-------
FIGURE 2-5
BLACK RIVER PLANNING AREA
UNDERGROUND WATER AVAILABILITY MAP
i a K
AREAS IN WHICH YIELDS OF 1OO TO 500
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' 5
GALLONS PER MINUTE CAN BE DEVELOPED
SCALE IN MILES
10
-------
TABLE V-l
BLACK RIVER PLANNING AREA
Average temperature (°F)
Location
Jan. Feb. Mar, Apr. May June July Aug. Sept. Oct. Nov. Dec.
Annual
Cleveland
(Airport)
Elyrla*
Oberlln*
Upper Sandusky
28.4 28.5 35.1 47.0 50.0 67.8 71.9 70.4 6*1.2 53.4 41.3 30.5 49-5
27.3 29.2 35.9 48.5 S3.1*' 68.6 72.3 70.6 64.8 54.2 41.8 30.3 50.2
29.0 29.5 37.0 48.7 59-5 69.3 73.0 71.5 65.1 54.2 1*1.6 31.2 50.8
29.1 ' J0.2 38.3 49.9 60.9 70.7 74.2 72.6 65.8 54.5 41.3 31.1 51.6
TABLE V-2
BLACK RIVER PLANNING AREA
Average Precipitation (Inches)
Location
Jan. Feb. Mar. Apr. May June July Aug. Sept. Oct. Nov. Dec.
Annual
Cleveland
(Airport)
Elyrla*
Oberlln*
Upper Sandusky
2.67 2.33 3.13 3.39 3.52 3.43 3.31 3-38 2.90 2,1)2 2.61 2.34
2.68 2.29 2.94 3-71 3.06 3.15 2.69 3.57 2.81)
\
2.47 2,08 2.84 3.33 3.48 3.75 3.30 3.2V. 2.89
\
2.73 2.23 3.18 3.26 3-52 4.33 3.39 3-05 2.79
2.54 2.51) 2.25
2.33 2.35 2.14
2.26 2.1*9 2.18
* These stations are In the planning area.
Reference: U. S. Department of Commerce, NOAA, "ClImatologlcal Data, Ohio", Annual Summary,
Volume 70, II". U, 1973.
35.35
34.56
34.20
35.41
-------
FIGURE 3ZT-6
BLACK RIVER PLANNING AREA
ISOHYETAL MAP
LAKE ERIE
REFERENCE'
OHIO-DIVISION OF WATER,
OHIO WATER PLAN INVENTOR?
REPORT NO. 13, COLUMBUS, 1962
'35
-------
TABLE V-3
BLACK RIVER BASIN
MONTHLY MEAN PRECIPITATION PROBABILITY
Probability greater than or equal to
Month
January
February
March
April
May
June
July
August
September
October
November
December
0.05
0.62
0.83
1.17
1.61
1.45
1.43
1.21
1.35
0.95
0.48
0.90
0.74
0.10 .
0.87
1.05
1.45
1.93
1.77
1.78
1.52
1.65
1.21
0.71
1.14
0.96
0.20
1.24
1.36
1.85
2.38
2.23
2.27
1.97
2.07
1.59
1.06
1.47
1.26
0.30
1.58
1.63
2.19
2.74
2.60
2.6?
2.34
2.42
1.91
1.38
1.76
1.52
0.40
1.92
1.88
2.5?
3.09
2.94
3.06
2.70
2.74
2.21
1.70
2.04
1.77
0.50
2.27
2.14
2.83
3.43
3.29
3.45
3.06
3.08
2.52
2.05
2.32
2.02
0,60
2.67
2.42
3.18
3.80
3.68
3.88
3.46
3.43
2.86
2.45
2.63
2.30
0.70
3.15
2.74
3.59
4.23
4.12
4.38
3.92
3.85
3.27
- 2. S3
2.S8
2.62
.O.SG
3-77
3.16
*.IO
4.76
4.67
5.00
4.50
4.37
3-77
3.56
3.45
3-04
0.90
4.76
3.80
4.89
5.57
5.51
5.97
5.40
5.16
4.56
4.56
4.14
3.69
0.95
5.69
4.40
5.60
6.31
6.27
6.84
6.22
5.88
5.29
5.51
4.78
4.28
Annua1
25.77
27.64
30.03
31.84 33.44
34.98
36.58
38.33
43-52
46.15
Reference: Ohio Department of Natural Resources - Division of Water, Unpublished Data.
-------
50
40
CO
LU
I
O
z
7 30
_!
_l
<
LL.
Z
^ 20
10
FIGURE 3T- 7
BLACK RIVER BASIN
ANNUAL RAINFALL PROBABILITY
i
i
i
O.I O.2 0.3 O.4 0.5 0.6 0.7
PROBABILITY OF NOT BEING EXCEEDED
0.8
O.9
1.0
CO 6
LU
O
< 3
CK
FIGURE 3T-8
BLACK RIVER BASIN
MONTHLY RAINFALL PROBABILITY
JAN.
FEB. MAR. APR. MAY
JUNE JULY
MONTH
AUG.
SEPT. OCT. NOV. DEC.
-------
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.
D. Land and Water Uses5'6'7
Table V-5 summarizes the land use within 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 percent 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
-------
TABLE V-4
CLIMATIC DATA FOR BLACK RIVER PLANNING AREA
Location
Ashland
Cleveland
Elyria
Oberl in
Upper Sandusky
Dates of Kill
First
October 11
November 2
October 16
October 11
October 5
ing Frost
Last
April 29
April 21
May 3
May 7
April 30
Average Length
Of Growing Season
(days)
164
195
166
157
158
Avg. Annual
Snowfall
(inches)
35.8
50.5
42,5
37.4
27.9
Locat ion
Latitude Longitude
40°52' 82°18'
41°24' 81°5P
41°23' 82°04'
41°18' 82°13'
40°51' 83°! 7'
Reference: Climatic Guide for Selected Locations In Ohio, Ohio DNR - Division of Water, Columbus.
-------
TABLE V-5
BLACK RIVER PLANNING AREA
LAND USE, 1967 (acres)
Land Use
Urban 6 Developed
Cropland
Pasture 6 Range
Forest
Other land In Farm
Other land not In Farm
Total
Reference: Ohio-Soil and
Ashland %
County
16,208 6.0
151,479 56.6
30,959 11.5
51,388 19.2
14,033 5.2
3,097 1.1
267,164
Water Conservation
Huron %
County
18,225 5.7
208,666 65.7
19,571 6.2
43,000 13.5
10,019 3.2
18,131 5.2
317,612
Needs Inventory,
Lorain
County
47,300
151,339
21,154
49,656
23,239
22,712
315,400
% Medina
County
15.0 19,598
48.0 148,558
6.7 24,739
15.7 41,814
7.4 19,571
7.2 15,326
269,606
*
7.3
55.1
9.2
15.5
7.2
5.7
Ohio Soil and Water Conservation Needs Committee, Columbus, 1971.
-------
TABLE V-6
BLACK RIVER PLANNING AREA
PUBLIC WATER SUPPLIES
Communi ty
Present Water Source
1973
Consumption
Elyria^
Graf ton
LaGrange
Lodi
LorainUJ
Oberlln
South Amherst
Spencer
Wei 1 ing ton
Lake Erie
Reservoir £ Willow Creek
Quarry
Wells
Lake Erie
Reservoir and W.Br. of Black R.
Quarry
Coon Creek & Reservoir
3 Reservoirs
(mgd)
13.83
0.25 (est.)
0.08
0.28
14.0
0.90
0.095
0.0?
0.43
PROJECTED WITHDRAWAL (mgd)*
1976
17.63
0.35
0.12
0.36
15.69
1.14
0.16
0.06
0.55
1986
24.21
0.50
0.18
0.46
20.36
1.59
0.26
0.08
0.78
1996
32.05
0.67
0.26
0.60
25.53
2.11
0.39
0.11
1.04
2006
40.70
0.86
0.35
0.75
31.29
2.69
0.55
0.15
1.34
Also supplies Sheffield, North Ridgeville, Amherst, and parts of Carlisle and Elyria Townships.
Also supplies part of Sheffield Lake.
References: 1973 Ohio EPA Water Treatment Plant Inventory.
Northwest Ohio Water Development Plan, Ohio Department of Natural Resources, Columbus, 19&7.
-------
TABLE V-7
BLACK RIVER PLANNING AREA
AGRICULTURAL WATER WITHDRAWAL (mgd)
County"
Farm £ Farm Golf Course Greenhouse
Suburban Irrigation Irrigation & Nursery Livestock
Homes Irrigation
Ashland
Huron
Lorain
Hed i na
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 5 Beaver Cr. Basins
Medina County - Black River Basin
Reference: Northwest Ohio Water Development Plan, Ohio Department of
Natural Resources, Columbus, 1967.
-------
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-il 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-12 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-14 lists the ten largest employers in the
Planning Area and their current full production employment.
V-
-------
TABLE V-8
BLACK RIVER PLANNING AREA
INDUSTRIAL WATER USAGE
Discharger
Type of Industry
Location
Water Source
Receiving Stream
Water Usage
Imgd)
Abex Corporation
American Crucible Products Co.
American Ship Building Co.
Ashland Oil Company
Bendlx Westlnghouse Co.
Buckeye Molding
Cleveland Steel Products
Diamond Products
Dreco Inc.
Elyrla Water Treatment Plant
Emtec Manufacturing
General Industries
GMC-Flsher Body
Foundry
Foundry
Ship Building
Oil Terminal
Automotive Air Brake System Mfg.
Plastics Fabrication
Steel Fabrication
Machine Shop
Plastics Fabrication
Water Treatment
Spring Manufacture
Plastics and Electric Motors
Automobile Manufacture
Elyrla
Loraln •
Loraln
Loraln
Elyrla
Elyrla
Wei 1 Ing ton
Elyrla
North Rldgevllle
Loraln
Elyrla
Elyrla
\
Elyrla
Elyrla
Loraln
Black ? Iver
Rjnoff, Loraln
Elyrla
Elyrla
Wei Iinaton
Elyrla
Elyria
Lake Erie
Eiyris
Elyrla
Elyria
E. Br. of Black River 0.069
Lake Erie 0.015
Black River 0.55
Black River 0.001
Black River 0.021
E. Br. of Black River O.l'i
Charlemont Creek 0.1
E. Br. of Black River 0.002
French Creek 0.03
Lake Erie 13.8
E. Br, of Black River 0.0*i
E. Br. of Black River 0.1
W. Br. of Black River 2.0
-------
TABLE V-8 (Cont'd)
BLACK RIVER PLANNING AREA
INDUSTRIAL WATER USAGE
Discharger
Type of Industry
Location
Water Source
Receiving Stream Watsr Upgs
\
.N
Crafton Water Treatment Plant
Harris Tire Service
liars hair/ Chomlcal Co.
Invacarc Corporation
Kcchring Plant *'l
Koehrlng Plants #3 and 5
Lake Erie Plastics Co.
Lear Slegler Co.
Lodi V/ater Treatment Plant
Loraln Elyrla Sand Co.
Wator Treatment
Tire Manufacture
Chemical Manufacture
Wheelchair Manufacture
Machinery Production
Parts Warehouse
Plastics Fabrication
Pump Manufacture
Water Treatment
Sand and Gravel Processing
Grafton
Lodi
Elyrla
Carl Isle Township
Loraln
Elyrla
Elyrla
Elyrla
Lodi
Loraln
Reservoir, W. Br. of Black River 0.22
1-1 How Creek
LciK E. Br. of Black River 0.025
Elyria E, Br. of Black River 0,7
Elyrla W. Or. of Black River 0.06
Lorain Black River 0.05
Elyrla E. Br. of Black River 0.02
Elyris E. Br. of Black River 0.0013
Elyria E. Br. of Black River 0.023
Wells E. Br. of Black River 0.20
Black -iver, Black River 0.25
\
-------
N
TABLE V-8 (Cont'd)
BLACK RIVER PLANNING AREA
INDUSTRIAL WATER USAGE
Discharger
Loraln V/ater Treatment Plant
Nelson Stud Welding
Oberlln V/ater Treatment Plant
Obltts Chemical Company
Ohio Edison - Edgewater Plant
Ohio Metallurgical Service Inc.
Ohio Screw Product Company
Pfaudler Company
Republic Steel
Servlsteel Corporation
Sohlo-Loraln County Terminal
Spencer Water Treatment Plant
Type of Industry
Water Treatment
Metal Fastener Manufacture
Water Treatment
Solvent Recovery
Power Production
Steel Heat Treating
Screw Production
Chemical Equipment Manufacture
Steel Pipe 6 Tube Manufacture
Machine Shop
Oil Terminal
Water Treatment
Location
Loraln
Elyrla
Oberlln
Elyrla
Loraln
Elyrla
Elyrla
Elyrla
Elyrla
Sheffield
Eaton Township
Spencer \
Wa;er Source
Lal-.e Ecle
Elyria
Reservoir
Elyria
Lorain,
Lake Erie
El>rla
Elyrla
Elyria
West 3r»ich -
Eiack r ., Ely-fa
Lcra in
F.uroff, v.ells
Coon Creek,
Peservr.i r
Receiving Stream
Lake Erie
Beaver Creek
W. Br. of Black River
E. Br. of Black River
Lake Erie
E. Br. of Black River
E. Br. of Black River
E. Br. of Black River
W. Br. of Black River
French Creek
Bannister Ditch
Coon Creek
Water Usage
(mgdj
\k.O
0.03
0.09
0.03
110.0
0.0002
0.0011
0.03
1.3
0.001
0.002
0.05
-------
TABLE V-8 (Concl'd)
BLACK RIVER PLANNING AREA
INDUSTRIAL WATER USAGE
Discharger
Stanadyne - Western Division
Standard Pipe Protection
Sterl Ing Foundry
Tappan, Inc.
U. S. Steel
Wellington Water Treatment Plant
Type of Industry
Steel Fabrication
Steel Fabrication
Foundry
Heating S Air Conditioning
Units Manufacture
Steel Production
Water Treatment
Location
Elyrla
Loraln
Wei 1 Ing ton
Elyrla
Loraln
We) 1 tngton
Watar Source
Elyrla
Loraln
We 1 1 1 ng ton
Elyrla
Black River,
Loraln
3 Reservoirs
Receiving Stream Water Usage
imgd;
Black River
Black River
Charlemont Creek
W. Br. of Black River
Black River
Charlemont Creek
0.68
0.016
0.011*
0.062
171-
o.it3
-------
TABLE V-9
LORAIN COUNTY
PROJECTED INDUSTRIAL WATER DEMAND
(mgd)
City
Elyria^
Graf ton
LaGrange
Lora in
Oberlin
South Amherst
Wei 1 ington
1978
5.9
O.A
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.
(2)
Including Elyria, Amherst, North Ridgeville, Sheffield,
and parts of Carlisle & Elyria Township.
Reference: Water and Sewer Study for Lorain County, Kleinoedel—
Schmidt and Associates, Woodruff Inc., Cleveland,
-------
TABLE V-10
BLACK RIVER PLANNING AREA
1973 WATER USAGE ESTIMATES
Use Lake Erie
Municipal 27. 8
Industrial 110.2
Agriculture
Other
Other Surface Municipal
Waters
1.8
173 10.8
-
0.1 19.2
Wells
0.4
-
3.1
2.7
Total
138.0
174.9
30
6.2
References: 1.
2.
3.
Water and Sewer Study for Lorain County, Kleinoeder-
Schmidt and Associates, Woodruff Inc., Cleveland,
1973 Ohio EPA Water Treatment Plant Inventory
Horthwest Ohio Water Development Plans, Ohio Department
of Natural Resources, Columbus, 1967.
-------
TABLE V-ll
BLACK RIVER PLANNING AREA
MAJOR POPULATION CENTERS
Lorain County
Ambers t
Avon
Eaton
Elyr ia
Graf ton
Lagrange
Lorain
North Ridgeville
Oberl In
Sheffield
— South Amherst
Wei 1 ing ton
Medina County
Lodi
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 V/ater
Development Plan. Columbus, November 1972
-------
Table V-12
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
Population Projections by
Sewage Service Area
1980
Population (Estimated)
1985 1990 1995
(Shown into French Creek 1980)
2000
750
1,920
60,700
32 , 600
1,970
1,200
104,000
750
1,920
67,400
38,900
2,100
1,300
113,000
750
1,920
75,800
43,300
2,230
1,390
122,000
750
1,920
81,600
46,600
2,390
1,490
130,000
750
1,920
88,400
49,300
2,550
1,600
118,000
(Shown into French Creek 1980)
11,000 12,000 13,000 14,000 15,000
4,660 5,130 5,620 6,060 6,520
Medina County
Lodi STP
Spencer STP
3,150
1,200
4,000
1,550
4,000
1,800
5,250
2,000
5,850
2,250
Reference:
Northeast Ohio Areawide Coordinating Agency, Water Quality Program, Sewage Treatment Plant
Load and Flow Projections, Technical Appendix A34, August 1978, revised November 1979.
-2 7
-------
CP
TABLE V-13
LORAIN COUNTY - EMPLOYMENT PROJECTIONS
(1975-2000)
Industry
Metals Industry
Transportation Equipment
Machinery
Chemicals
Other Manufacturing
Transportation, Communication 6 Utilities
Trade
Financial, Insurance 6 Real Estate
Business, Repair & Personal Services
Entertainment
Professional & Related Services
Pu b 1 1 c Adm I n I s t ra 1 1 on
Agriculture, Farming and Fishing
Mining
Construction
Total Employment
Unemployment Rate (%)
1975
15,718
12,721
5,844
2,275
7,337
5,874
17,706
2,911
5,547
722
16,131
3,349
1,532
169
4, 802
102,637
5.85
1980
16,115
13,632
6,830
2,630
7,401
6,411
19,379
3,185
6,065
790
17,650
3,665
1,321
179
5,597
110,492
6.08
1985
16,031
13,894
7,463
2,887
7,728
6,860
21,021
3,455
6,557
857
19,132
3,975
969
179
5,597
116,606
6.70
1990
16,094
14,025
8,156
3,112
8,027
7,276
22,569
3,711
7,020
921
20,528
4,268
740
1 80
5,928
122,592
6.86
1995
16,114
14,418
8,598
3,112
8,320
7,641
23,887
3,927
7,415
974
21,716
4,517
528
173
6,219
127,591
7.26
2000
16,328
14,418
9,037
3,112
8,519
7,910
24,857
4,086
7,705
1,014
22,591
4,701
352
166
6,434
131,231
7.74
Reference: Unpublished Data, Ohio Department of Economic and Community Development.
-------
TABLE V-lA
BLACK RIVER PLANNING AREA
TEN LARGEST EMPLOYERS
Industry
U. S. Steel -
Lorain Works
Ford Motor Co.
GMC - Fisher Body
Bend Ix Westing-
house
Ridge Tool
Lorafn Products
Stanadyne -
Western
Act ivi ty
Steel Production
Auto Manufacture
Auto Manufacture
Automotive Air Brakes
Manufacture
Tool Manufacture
Electrical Equipment
Manufacture
Steel Fabrication
Location
Lorain
Lorain
Elyria
Elyria
Elyria
Lorain
Elyria
Employment
Full Production
8500
7869
2700
1600
1^25
1250
1100
American
ShipbuiIding
Tappan Inc.
Luxa i re
Ship Production
and Repair
Heating and Afr
Conditioning Unit
Production
Rubber Product
Fabrication
Lorain
Elyria
Elyria
960
856
726
Reference: Elyria and Lorain Chambers of Commerce
-------
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. Steel-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 Frendh 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
-------
TABLE V-15
MANUFACTURING FIRMS IN LORAIN COUNTY
Rank Industrial Classification No. of Firms (1973)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
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
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.
v-31
-------
FIGURE 3T-9
BLACK RIVER PLANNING AREA
DISCHARGER LOCATION MAP
LE4
LE3
LAKE
ERIE
NOTE' REFER TO TABLES VIS TO V-l»
FOB DISCHAROER IDENTIFIC ATlOW
AND APfCMOIX 1 rOft MOKE DETAILED
LOCATIOM MAPS.
-------
. TABLE V-16
BLACK RIVER PLANNING AREA
DISCHARGERS TO LAKE ERIE
AND MINOR TRIBUTARIES
PISCHARGER
LEI Elyria SVater Treatment Plant
Lorain
LE2 American Crucible Products
Lorain
LE3 Lorain Water Treatment Plant
Lot\»in
Lti'» Ohio lltlison - Udj;cwatcr Plant
Loroin
Ml Cresthaven Subdivision STP
PI Avon STP
Avon
">
LAJ
IP
NPDES
PERMIT NO
OH 004203
OH 002259
Ol-l 003130C
OH 002613
OH 0023965
OEPA
.PERMIT NO
) V309»OAD
>
V31I*OAD
1)305*AD
G851*AD
A800*AD
RECEIVING STREAM
Lake Erie
Lake Erie
Lake Erie
Lake Uric
Martin Run
Powdermaker ditch
•
•
WATER SOURCE
Lake Erie
Lorain
Lake Erie
Lake f-rie
Elyria
Lorain .
i
•
MILES FROM
MAIN STEM
**
"
"
•
MILE POINT
MAIN STEM
"*
6.2
3.3
FLOW
(MGD)
0.08
0.01
0.1
-------
• TABLE V-X7
BLACK RIVER PLANNING AREA
BLACK RIVER DISCHARGERS
DISCHARGER
Bl Lorain STP
Lorain
B2 American Ship Building Co.
Lorain
B4 Lorain-EIyria Sand 'Co.
Lorain
B5 Ashland Oil Terminal
Lorain
B6 Kochring Co., Plant ft I
Lorain
B7a U.S. Steel - Lorain Wks. •
V Outtall OO't, Lorain
(>J B7b U.S. Steel - Lorain Wks.
-ii Outfall 003, Lorain
B7c U.S. Steel - Lorain Wks.
Outfall 002, Lorain
B7d U.S. Stocl - Lorain Wks
Outfall 005, Lorain
B7e U.S. Steel - Lorain Wks.
Outfall 001, Lorain
BS Standard Pipe Protection
Lorain
B9 Barr 5,chool
Sheffield
BIO Servisteel Corp.
Sheffield
NPDES
'ERMIT NO.
OH 0026093
OH 0002356
OH 0051W
OH 0001929
OH 0051675
OH 0051845
OEPA
'ERMIT NO.
E805*AD
N369*AD
G305»AD
S31S«AD
D32S»AD
D328»AD
D328*AD
D328»AD
D328»AD
Q320*AD
C313*AD
RECEIVING STREAM
Black River
Black River
Black River
Black River
Black River
Black River
Black River
Black River
Black River
Black River
Black River
French Creek
Unnamed tributary to French Creek
WATER SOURCE
Lake Eric
Black River
Black River
Runoff, Lorain
Lorain
Black River
Black River
Black River
Black River
Black River
Lorain
Lorain
Lorain
i
MILES FROM
MAIN STEM
-
-
-
-
-
-
•%
-
-
-
-
0.1
2.0
MILE POINT
MAIN STEM
0.2
0.7
1.3
1.7
1.9
2.56
2.63
3.5
3.92
5.0
6.0
5.1
5.1
FLOW
(MGD)
1*.3
0.5
0.5
*
0.003
22
68
27
• 3
51
0.016
0.00<*5
0.0015
Flow is variable.
-------
V
•TABLE V-17
(continued)
BLACK RIVER PLANNING AREA
BLACK RIVER DISCHARGERS
DISCHARGER
BU Brookside High School
Sheffield
B12 Schmidt's Other Hayseed
Sheffield
B13 Camp Wahoo
Sheffield
014 French Creek Council of Govts. S
She/field
BIG Our Lady ol Wayside Inn
C Avon
1 B17 Avon Oaks Nursing Home
ifj Avon
B18 Meycrhaufcr Apts.
Avon
B19 French Creek Tavern
Avon
B20 Avon Professional Bldg
Avon
B21 Tom's County Club
Avon
B22 Avon High School
Avon
B25 St. Peter's Church and School
North Ridgeville
NPDES
'ERMIT NO.
'P
.
.
OEPA
ERMIT NO.
•
RECEIVING STREAM
French Creek
French Crccl<
French Creek
French Creek
French Creek
French Creek
French Creek
French Creek
French Creek
French Creek
French Creek
French Creek
WATER SOURCE
Loraln
Lorain
Lorain
Lorain
Lorain
Lorain
Lorain
Lorain
Lorain
Lorain
Lorain
Elyria '
MILES FROM
MAIN STEM
2.0
3.3
3.4
3.5
5,7
5.8
6.0
6.1
6.2
6.9
7.1
12.7
MILE POINT
MAIN STEM
5.1
5.1
5.1
5.1
5.1
5.1
5.1
5.1
5.1
5.1
5.1
5.1
FLOW
(MGD)
0.025
0.007
0.0049
7.5 /.-!»•*
(design) : ; ff
0.005
0.0235
0.0015
• 0.004
0.0015
0.006
0.011
0.006
Flow is variable.
-------
. TABLE V-17
(continued)
BLACK RIVER PLANNING AREA
BLACK RIVER DISCHARGERS
DISCHARGER
B26 Ridgewood Motor Court
North Ridgcville
B2S Drcco Plastics
North RklgevilJe
B29 First Congregational United Churc
North Ridgcville
B30 Fields Elementary School
Fields
B31 Autorama Drive-in
North Ridgeville
B32 Fields United Mettiodist Church
~ North Ridgeville
0 B33 Good Samaritan Nursing Home
x North UidgeviHe
B34 Chestnut Ridge Estates STP
North Uidgevillc
B35 Howard Johnson's Restaurant
North Ridgeville
B36 Ohio Manor Motel
North Ridgcville
B37 Gibson Mobile Home Park
North Ridgcvillc
B38 Owen's Oil Service Station
Sheffield
B39 Mary's House of Many Flavors
Ice Cream Shop, Sheffield
NPDES
PERMIT NO
OH 0051616
1
OH 0003*35
OEPA
'ERM1T NO
Q318«AD
R800*AD
AS14*AD
RECEIVING STREAM
French Creek
Unnamed tributary to French Crcc
Unnamed tributary to French Crcc
Unnamed tributary to French Crec!
Unnamed tributary to French Creek
Unnamed tributary to French Creek
Unnamed tributary to French Creek
Unnamed tributary to French Creek
Unnamed tributary to French Creek
Unnamed tributary to French Creek
Unnamed tributary to French Creek
Storm sewer
Storm sewer
WATER SOURCE
Elyrla
Elyria '
Elyria
Elyria
Elyria
Elyria
Elyria
Elyria
Elyria
Elyria
Elyria
Lorain
Lorain *
MILES FROM
MAIN STEM
13.1
11.1
lif.t
H.9
15.0
15.1
15.1
15,1
15.6
15.6
16.2
0.8
0.2
MILE POINT
MAIN STEM
5.1
5.1
5.1
5.1
5.1
5.1
5.1
5.1
5.1
5.1
5.1
8.3
8.3
FLOW
(MGD)
0.0125
0.02
0.0007
0.007
0.007
0.0025
0.0235
0.022
0,015
0.0011
0.003
0.0015
0.0005
Flow is variable.
-------
• TABLE V-l)
(continued)
BLACK RIVER PLANNING AREA
BLACK RIVER DISCHARGERS
DISCHARGER 1
B40 Heisler's Truck Co.
Sheffield
B41 Perkins Restaurant
Sheffield
B<»2 Manners Big Boy Restaurant
Sheffield
B<*3 St. Vincent dc Paul Church
Sheffield
B<*'> Tudy's Restaurant
Sheffield
B<(5 Clark Oil Service Station
C^ Sheffield
_l — , ,
f.) B*6 Pick-N-Pau Supermarket
.j Sheffield
B47 McDonald's Restaurant
Sheffield
B<(8 Iski's Sunoco Service Station
Sheffield
W) Sheffield Shopping Center STP
Sheffield
B50 Central Security National Bank of
Lorain County, Sheffield
B51 Horizon Apartments
Sheffield
B52 St. Peter and Paul Church
Sheffield
NPDES
ERMIT NO. I
•
OEPA
ERMIT NO.
S800*AD
RECEIVING STREAM
Storm sewer
Storm sewer
Storm sewer
Storm sewer
Storm sewer
Storm sewer
Storm sewer
Storm sewer
Storm sewer
Storm sewer
Storm sewer
Storm sewer
Storm sewer
WATER SOURCE
Lorain
Lorain
Lorain
Lorain
Lorain
Lorain
Lorain
Lorain
Lorain
Lorain
Lorain
Lorain
Lorain ,
MILES FROM
MAIN STEM
1.2
1.3
1.3
1.3
1.9
2.0
2.2
2.t
2.8
2.8
2.8
2.8
2.8
MILE POINT
MAIN STEM
8.3
8.3
8.3
8.3
8.3
8.3
8.3
8.3
8.3
8.3
8.3
8.3
8.3
FLOW
(MGD)
0.0015
0.009
0.01
0.0013
0.006
0.0015
0.005
0.0056
' 0.0015
0.05
0.0028
O.OS5
0.002
Flow is variable.
-------
. . TABLE V-17
(continued)
BLACK RIVER PLANNING AREA
DISCHARGERS
DISCHARGER
D53 Broadway Assembly
bhelliela
B54 Clearview and Durling Schools
Sheffield
B55 'Center Ridge Medical Building
North Ridgeville
B56 Rae Apartments
North Ridgcville
B57 Kalt Manufacturing
North Ricli'cville
B5S Ridgeview Shopping Center STP
< 'North Ridgcville
O-) B59 Beckett Corp.
CP North Ridgeville
B60 ' Lake Ridge Academy
'North Ridgeville
B61 Crestview Knolls STP
•'North Ridgcville
B62 Elyria STP
Elyria
B63 Lake Erie Plastics
Elyria
B6't Stanadync - Western Division
Elyria
B65 Bendix Westinghouse
Elyria
NPDES
ERMIT NO.!
OH 004364
OH 005180
OH 004345
OH 002500
OH 0000^2
OH 00012
._-ITT-M- ' •"-•• —
OEPA
ERMIT NO.
• —
TS12*AD
S379*AD
R862»AD
A315*AD
! D834*AD
i
C365*AD
in I.
ULAurv KIVUIV uij^«ii»»i'>»"-»^«'
RECEIVING' STREAM
Storm sewer
Storm sewer
Ridgcway Ditch
Ridgeway Ditch
Ridgcway Ditch
Ridgcway Ditch
Ridgeway Ditch
Rldgeway Ditch
Ridgeway Ditch
Black River
Storm sewer
Strom sewer
Storm sewer
"
WATER SOURCE
Loraln
Lorain
Elyria
Elyria
Elyria
Elyria
Elyria
Elyria
Elyria .
Lake Erie
Elyria
Elyria
Elyria
MILES FROM
MAIN STEM
3.3
3.9
4.*
IK&
4.5
4.5
4.8
5.3
6.1
-
1.4
1.9
2,3
t
MILE POINT
MAIN STEM
8.3
8.3
10.1
10.1
10.1
10.1
10.1
10.1
10.1
10.4
13.0
. 13.0
13.1
FLOW
(MGD)
0.0075
0.0273
0.0025
0.006
0.001
0.035
0.004
0.004
' 0.025
6.2
0.002
0.49
0.006
Flow is variable.
-------
. TABLE V-18
BLACK RIVER PLANNING AREA
WEST BRANCH DISCHARGERS
DISCHARGER
\Vl Ohio Screw Products
Elyria
W2 CMC - Fisher Body Division
Elyria
\V3 ' Kochring Plants 3 & 5
Elyria
W4 Tappan Inc.
Elyria
\V5 Republic Steel Corp.
• Elyria
W6 Lorain County Animal Protective
< ' League, Elyria
W W7 Invacarc Corp.
-° Elyria
\V8 Herman Apartments
' Elyria
\V9 Oberlin Savings Bank
•' Elyria
W10 Country Garden Apts,
Elyria
Wll Elyria County Club
Elyria
W12 Bethel Baptist Church
Russia Twp
W13 Church of the Open Door •
Elyria
NPDES
PERMIT NO
OH 0000272
OH 0001295
OH 0044342
OH 0000333
OH 0043664
OH 0043591
OH 00*3702
OH 0044407
OEPA
PERMIT NO
S30l*AD
D3U*AD
S362«AD
RECEIVING STREAM
Storm Sewer
Storm Sewer
Storm Sewer
Storm Sewer
West Branch of Black River
West Branch of Black River
West Branch of Black River
West Branch of Black River
West Branch of Black River
West Branch of Black River
Unnamed tributary to West Branch
of Black River
Unnamed tributary to West Branch
of Black River .
Unnamed tributary to West Branch
of Black River
WATER SOURCE
Elyria
Elyria
Elyria
Elyria
West Branch of
Black River
EJyria
Elyria
Elyria
Elyria
Elyria
Elyria
Groundwater
Elyria
MILES FROM
MAIN STEM
0.5
1.2
0.2
0.6
-
-
-
-
-
-
0.7
2.6
3.9
MILE POINT
MAIN STEM
0.6
0.7
0.9
0.9
001-2.2
002-1.8
3.1
3.4
4.1
4.1
4.1
4.3
4.3
4.3
FLOW
(MGD)
0.0006
1.22
0.0003
0.025
1.92
0.002
0.0006
0.0025
0.002
0.002
0.02
0.001
0.007
-------
TABLE V-18
(Continued)
BLACK RIVER PLANNING AREA
WEST BRANCH DISCHARGERS
DISCHARGER
Wl* Lorain County Airport
Russia Twp.
W15 Forest Hills Country Club
Carlisle Twp.
W16 West Carlisle School
Carlisle Twp.
W17 Pneasnnt Run Village
, Laj-ranijc
W19 Twining Motor Sales
Oberlin
\V20 East Oberlin Community Church
*•% Oberlin
^ W21 Oberlin Assembly of God
Q Oberlin
W22 Oberlin STP
Oberlin
W23 Glorious Faith Church
Oberlin
W2* Almighty Church
Oberlin
W25 Obcrlin Water Treatment Plant
Oberlin
W26 Findley State Forest
Wellington Twp.
W27 Wellington STP
Wellington
NPDES
PERMIT NO
OH 0020*27
t
OEPA
PERMIT NO
\V801*AD
D825*AD
C81**AD
RECEIVING STREAM
Unnamed tributary to West Branch
of Black River
West Branch of Black River
West Branch of Black River
West Branch of Black River
Unnamed tributary to Plum Creek
Unnamed tributary to Plum Creek
Unnamed tributary to Plum Creek
Plum Creek
Unnamed tributary to Plum Creek
Unnamed tributary to Plum Creek
West Branch of Black River
Findley Lake
Unnamed tributary to
Charlemont Creek
WATER SOURCE
Groundvvater
Groundwatcr
Groundwater
Sunset Lake
Oberlin
Oberlin
Oberlin
Reservoir
Oberlin
Oberlin
Reservoir
Groundwater
Reservoir
\
MILES FROM
MAIN STEM
t.6
-
-
-
1.3
1.5
1.5
2.6
5.3
5.6
-
7.7
0,9
MILE POINT
MAIN STEM
<».3
'(.3
8.3
S.6
10.3
10.3
10.3
10.3
10.3
10.3
15.2
15.7
26.6
FLOW
(MGD)
0.0015
0.0015
0.00't
0.07
0.0012
0.002
0.0015
0.9
• 0.0005
0.002 •
0.00*
0.0022
1.0
-------
• TABLE V-1S
(Continued)
BLACK RIVER PLANNING AREA
WEST BRANCH DISCHARGERS
DISCHARGER
\V2S Cleveland Steel Products
Wellington
W29 Sterling Foundry
• Wellington
W30 Wellington Water Treatment Plan
Wellington
\V3t Ulsrunian- American Asso. Camp
Hinititigton Twp.
W32 Panther Trails Camp Ground
*\. . Wellington Twp.
_£ W33 Echo Valley Coll Course
—•, ' Brighton Twp.
,•
NPDES
PERMIT NO
OH 0051586
OH 0051931
OH 0030325
OEPA
.PERMIT NO
S373*AD
D352»AD
V320*OA[
RECEIVING STREAM
Unnamed tributary to
Charlemont Greek
Unnamed tributary to
Charlemont Creek
Charlemont Creek
Charlemont Creek
West Branch of Black River
West Branch of Black River
.
'
WATER SOURCE
Wellington
Wellington
Reservoir
Groundwater
Ground water
Groundwater
i
MILES FROM
MAIN STEM
1.9
1.9
4.2
8.3
-
.
X
MILE POINT
MAIN STEM
26.6
26.6
26.6
26.6
27.9
33.0
FLOW
(MGD)
0.1
0.0095
0.012
0.002
0.0125
0.0013
-------
. TABLE V-19
BLACK RIVER PLANNING AREA
EAST BRANCH DISCHARGERS
DISCHARGER
El Obitts Chemical
Elyria
E2 Harshaw Chemical
Elyria
E<» Tiffany's Steak House
Clyria
E5 Emtcc Manufacturing
Elyria
E6 Ohio Metallurgical Services
l:lyrla
E7 IJfuu East Carlisle School
Carlisle T\vp.
£15 Sohio Service Station
North Ridgeville
El 6 Ohio Edison - Eaton Line Shop
Eaton
NPDES
PERMIT NO
OH 002236
OH 000055
OH 005142C
OH 0000725
OH 00020SS
OEPA
PERMIT NO
F303*AD
S336*AD
S30'»«AD
S342*AD
RECEIVING STREAM
East Branch of Black River
East Branch ol Black River
Storm Sewer
Storm Sewer
Storrn Sewer
Storm Sewer
Storm Sewer
Storm Sewer
East Branch of Black River
East Branch of Black River
East Branch of Black River
Fortune Ditch to Willow Creek
Unnamed tributary to Willow Cree
WATER SOURC
Elyria
Elyria
Elyria
Elyria
Elyria
Elyria
Elyria
Elyria
Elyria
Elyria
Elyria
Elyria
Wells
t
MILES FROM
MAIN STEM
-
-
1.6
0.7
1.5
0.8
1.2
0.6
-
-
-
1.6
2.2
MILE POINT
MAIN STEM
0.6
0.7
1.0
1.0
1.0
1.0
1.0
1.2
3.0
3.6
-------
. TABLE V-19
(Continued)
BLACK UIVI1R PLANNING AREA
EAST URANCH DISCHARGERS
DISCHARGER
El 7 Sohlo - Loraln County Terminal
North Eaton
El 8 Eaton Town Hall
Eaton
E19 Trinity Lutheran Church
Eaton
£20 Eaton School
Eaton
E21 Eaton Estates STP
Eaton
- E22 North Eaton Baptist Church
~^~ North Enton
_£> E23 Brush School
(>J Carlisle Twp.
112'* ururitwoaci Lake Estate's 'STP
(Lorain County SD //59)
Carlisle Twp.
E25 Brentwood Golf Course
Carlisle Twp.
£26 Midview High School
Carlisle Twp.
E27 Grafton State Farm STP
Eaton
£23 LaPorte Apts.
Lal'orte
E29 Butternut Terrace Apts.
Carlisle Twp.
NPDES
PERMIT NO
OH 0000795
OH 0026140
OH 002t> 15&
OEPA
PERMIT NO
N359»AD
H823*AD
"'HSWAD1
RECEIVING STREAM
Bannister Ditch to Willow Creek
Willow Creek
Willow Creek
Willow Creek
Willow Creek
Willow Creek
Unnamed tributary to East Branch
of Black River
Unnamed tributary TO cast' Branch1
of Black River .
Unnamed tributary to East Branch
of Black River
Unnamed tributary to East Branch
of Black River
Unnamed tributary to East Branch
of Black River
East Branch of Black River
East Branch of Black River
WATER SOURCE
Runoff,
Groundwater
Groundwater
Groundwater
Groundwater
Groundwater
Groundwater
Groundwater
Grounclwuicr •
Groundwater
Groundwater
Groundwater
Groundwater
Groundwa.tcr
MILES FROM
MAIN STEM
5.3
5. if
5.5
5.7
5.8
7.1
2.0
1 • 0.9
2.1
2.5
5.1
—
r1
MILE POINT
MAIN STEM
5.5
5.5
5.5
5.5
5.5
5.5
5.9
" " '" 5.9 ""•
5.9
5.9
5.9
6.9
7.0
FLOW
(MGD)
*
0.002
0.0025
O.OOS
0.2
0.003
0.005
• - 0:12
. 0.01
0.028
0,065
0.0125
0.0025
Mow is variable
-------
. TABLE V-19
(Continued)
BLACK RIVER PLANNING AREA
EAST BRANCH DISCHARGERS
DISCHARGER
E30 Grafton STP
Grafton
E31 Grafton Water Treatment Plant
Grafton
E32 Indian Hollow Golf Club STP
Lagrange
E33 Bcldcn School
Bclden
E34 J&M Butchering Co.
<-~ Grafton Twp.
— V ' — .. ..
_£. E35 Litchfield School
j-t • Litchfield
E36 Litchfield Uarber Shop
Litchfield
E37 D&H Truck Stop
Litchfield
E33 Columbia Gas Transmission Co.
Wellington Twp.
E39 Spencer STP
Spencer
E40 Spencc-r Lake Camp Ground
Spencer Twp.
E41 Spencer Water Treatment Plant
Spencer
E<»2 Lodi STP
Lodi
NPDES
PERMIT NO
OH 0025372
OH 00*5730
OH 0034762
OH 0022071
OH 0030520
OH 0041939
OEPA
PERMIT NO
B824*AD
W3023AD
N3S9»AD
A818*AD
W310*OAL
Z3ll*OAD
RECEIVING STREAM
East Branch of Black River
Hill - Spaulding Ditch
East Branch of Black River
Salt Creek
Unnamed tributary to Salt Creek
Unnamed tributary to East Branch
of Black River
Unnamed tributary to East Branch
of Black River
Unnamed tributary to East Branch
of Black River
Unnamed tributary to East Branch
of Black River
Spencer Creek
Spencer Lake
Coon Creek
East Fork of East Branch of
Black River
WATER SOURCE
Reservoir
Reservoir
Groundwater
Groundwater
Groundwater
Groundwater
Groundwater
Groundwater
Groundwater
Reservoir
Groundwater
Reservoir
Groundwater
MILES FROM
MAIN STEM
-
0.6
-
3.2
3.2
5.9
5.9
5.9
3.2
1.2
~
2.8
" 1.6
MILE POINT
MAIN STEM
11.2
12.1
16.2
18.3
IS. 3
28.7
28.7
28.7
31.8
31*. 9
36.0
3S.1
45.1
FLOW
(MGD)
0.2
0.006
0.008
0.005
Unknown
0.004
0.0015
0.00'f
. 0.0004
0.1
0.008
Unknown
0.29
-------
• TABLE
(Continued) •
BLACK RIVER PLANNING AREA
EAST BRANCH DISCHARGERS
DISCHARGER
E43 Lodi Water Treatment Plant
Lodi
E44 Lodi Motel
Lodi
E45 Harris Tire Service
Lodi
E46 Sherwood Forest Camping Area
Chatham Twp.
EM Pierce Recreational Area
• Chatham Twp.
-- E48 \Vordens Trailer Park
/-- ' Homer Twp.
• ' E49 Homerville High School
O> Homerville
•
NPDES
PERMIT NO
OH 00
-------
• TABLE V-20
BLACK RIVER PLANNING AREA
BEAVER CRUEK DISCHARGERS
DISCHARGER
Cl Dewey Road Inn
Amhcrst
C2 Lorain County Rehabilitation Cen
Amherst
C3 Nelson Stud Welding
Elyria
C<* Lorain Oak Hills Farms STP
Amhcrst
C5 Amherst STP
Amhcrst
C6 Ohio Turnpike Service Plaza if5 S
< Amherst TWP
«"
—tvC7 Amhcrst Mobile Home Park
£~~ Amhcrbt
C8 Westwood Mobile Home Park
Amhcrst TWP
C9 Pinecrest Apartments
South Amherst
CIO Cleveland Quarries
South Amhcrst
Cll South Amherst Schools
South Amhcrst
C12 Oak Park Lake
Obcrlin
.C13 Marjnithu Temple Pentecostal
Obcrlin
NPDES
PERMIT NO
er
OH 0021610
OH 0021628
FP
OH OOWS90
OEPA
PERMIT NO
S3fO*AD
DS01*AD
V826*AD
RECEIVING STREAM
Unnamed tributary to Beaver Crec
Unnamed tributary to Beaver Crcc
Unnamed tributary to Beaver Crec
Beaver Creek
Beaver Creek
Unnamed tributary to Beaver Creel
Unnamed tributary to Beaver Creel
Beaver Creek
Beaver Creek
Beaver Creek
Beaver Creek
Squires Ditch
Squires Ditch
I
WATER SOURCE
Lorain
Lorain
Elyria
Lorain •
Lorain •
Groundwater
Lorain
Groundwater
South Amherst
Groundwater
South Amherst
Groundwater
Obcrlin
i
MILES FROM
MAIN STEM
2.0
2.8
6.0 '
-
-
1.4
2.3
-
-
-
-
4.1
5.3
/
MILE POINT
MAIN STEM
2.0
2.0
2.0
2.3
3.7
5.1
5.1
5.6
6.7
8.3
S.6
9.1
9.1
FLOW
(MGD)
0.002
0.005
0.02
0.01 ;
1.0 ;
(design) I
\
0.025 ,,
;
0.08
V
• 0.025
0.00015
0.011
0.002
i
0.002
-------
I
• TABLE V-20
(Continued)
BLACK RIVER PLANNING AREA
BEAVER CREEK DISCHARGERS
DISCHARGER
CU Church of the Nativity
South Arnherst
C15 Obcrlin Masonic Hall
Obcrlin
*
-4*
o •
:'
.
NPDES
'ERMIT NO
'
OEPA
'ERMIT NO
'
RECEIVING STREAM
Beaver Creek
Hcrrictc Ditch
•
'
WATER SOURCE
South Amhcrst
Obcrlin
\
MILES FROM
MAIN STEM
-
3.0
MILE POINT
MAIN STEM
9.7
10. 7
FLOW
(MGD)
0.02
0.002
•
i
i
A
i
•
-------
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
-------
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-l 1 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-l 2 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 1^0 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-SO
-------
10000
900O
aooo
7000
6000
9000
4OOO
3000
ZOOO
IOOO
900
aoo
TOO
eoo
aoo
4OO
30 O
in
u.
o
I
O
200
100
90
80
70
eo
so
40
so
10
a
a
T
FIGURE 3C-II
FLOW-DURATION CURVE
BLACK RIVER AT ELYRIA
REFERENCE' CROSS, WILLIAM P., FLOW DURATION OF OHIO STREAMS
OHIO ONR-DIVISION OF WATER - BULLET IN 42 ,
COLUMBUS,1969
I
1
I
I
I
3O 4O 3O 6O 70
% TIME FLOW EQUALLED OR EXCEEDED
-------
1000
9OO
eoo
TOO
eoo
soo
4OO
soo
zoo
1O% DURATION
299.5 Cts MEAN ANNUAL
100
9O
SO
TO
eo
so
\_
MEAN MONTHLY FLOW
50% DURATION
u.
o
so
o
_l
u.
FIGURE V- 12
MONTHLY HYDROGRAPH
BLACK RIVER AT ELYRIA
20
90% DURATION
TOflY, 2 YR LOW FLOW
r DAI, 10 YR. LOW FLOW
T DAY 20 YR. LOW FLOW
REFERENCE ANTILLA, PETER W
A PROPOSED STREAM FLOW QJTA PIOCBAM FO9 OHIO
USOS OPEN FILE REPORT, COLUM3US I97O
CROSS, WILLIAM P., »i.o
-------
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, 3. 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 oi
Lands and boil 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 1974.
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
Lorain County Regional Planning Commission, Manufacturing and
Employment Characteristics, Lorain County Economic Series No. 2,
Elyria, Ohio
-------
SECTION VI
WATER QUALITY STANDARDS
Water quality standards in Ohio were adopted by the Ohio Environ-
mental Protection Agency (Ohio EPA) on duly 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 Warmwater 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 achievabiiity of the warmwater aquatic habitat
throughout the basin is addressed in Section IX.
Vl-2,
-------
s
I
CM
TABLE VI-1
Black River and Lake Erie
Water Quality Standards
Stream Segment Classification
Constituent
Temperature
PH
DO
Warm Water
Habitat
Table VI- 2
6.5 to 9
Min 5.0 mg/1 for at
Seasonal Warm
Water Habitat
Table VI- 3
6.5 to 9
3.0 rng/1 at all times
Limited Warm
Water Habitat
Table VI-2
6.5 to 9
1 mg/1 July Avg
NH-
Dissolved Solids
Cyanide
Phenolic Compounds
Beryllium
Cadmium
Chromium
Copper
Iron
Lead
Mercury
least 16 hrs in 24 hrs
min 4.0 mg/1 any time
.05 mg/1 unionized
May exceed one but not
both
a) 1500 mg/1
b) 150 mg/1 attributable
to human activity
0.025 mg/1
.010 mg/1
1.10 mg/I
.012 mg/1
.100 mg/1
.1 X 96 hour LC
1.000 mg/1
.030 mg/1
.00005 mg/1
monthly average
.0002 any time
50
.05 unionized with
most stringent 1.5 mg/1
May exceed one but not
both
a) 1500 mg/1
b) 150 mg/1 attributable
to human activity
.025 mg/1
.010 mg/1
1.10 mg/1
.012 mg/1
.100 mg/1
.1 X 96 hour LC
1.000 mg/1
.030 mg/1
.00005 mg/1
50
monthly average
.0002 any time
3.0 mg/1 May, June
September, October
10 mg/1
May exceed one but not
both
a) 1500 mg/1
b) 150 mg/1 attributable
to human activity
.025 mg/1
.040 mg/1
1.10 mg/1
.012 mg/1
.100 mg/1
.1 X 96 hour LC
1.000 mg/1
.030 mg/1
.00005 mg/1
50
monthly average
.0002 any time
Lake Erie
Tables VI-4,5,6
6.5 to 9
6.0 mg/1
.025 mg/1 unionized
6.5 mg/1 max.
200 mg/1
a) .025 mg/1
b) .005 mg/1 amenable
to chlorination
.001 mg/1
1.10 mg/1
.012 mg/1
.050 mg/1
.005 mg/1
1.000 mg/1
.030 mg/l
.00005 mg/1
monthly average
.0002 any time
-------
\
t
Constituent
Nickel
Selenium
Silver
Zinc
Oil & Grease
MBAS
Pesticides
Phosphorous
Phthalate esters
PCB
Toxic Substances
Warm Water
Habitat
.01 X 96 hour LC5Q
.01 X 96 hour LC5Q
TABLE VI-1
Black River and Lake Erie
Water Quality Standards
Stream Segment Classification
Continued
Seasonal Warm
Water Habitat
.01 X 96 hour LC
.01 X 96 hour LC
based on hardness
50
50
a) No floating oil
b) 5 mg/1 freon
extractable material
.500 mg/1
Table VI-7
a) Limited to prevent
nuisance growth
b) 1 mg/1 where algae
problem
.003 mg/1
.000001 mg/1
.01 X 96 hour LC
.01 X 96 hour LC
.01 X 96 hour LC
.01 X 96 hour LC
based on hardness
50
50
50
50
a) No floating oil
b) 5 mg/1 freon
extractable material
.500 mg/1 '
Table Vl-7
a) Limited to prevent
nuisance growth
b) 1 mg/1 where algae
problem
.003 mg/1
.000001 mg/1
Limited Warm
Water Habitat
.01 X 96 hour LC
.01 X 96 hour LC
.01 X 96 hour
.01 X 96 hour LC
based on hardness
50
50
50
a) No floating oil
b) 5 mg/1 freon
extractable material
.500 mg/1
Table Vl-7
a) Limited to prevent
nuisance growth
b) 1 mg/1 where algae
problem
.003 mg/1
.000001 mg/1
a) .1 X 96 hour TLm
or LC.
a) .1 X 96 hour TLm or a) .1 X 96 hour TLm or
'50 LC50 LC50
b) Persistent toxicant b) Persistent toxicant b) Persistent toxicant
.01 X 96 hour TLm or .01 X 96 hour TLm or .01 X 96 hour TLm or
LC
50
LC
50
LC
50
Lake Erie
.025 mg/1
.010 mg/l
.050 mg/1
.030 mg/1
a) No floating oil
b) 5 mg/1 freon
extractable material
.500 mg/1
Table VI-7
or Safe Drinking
Water Act, whichever
is more stringent
a) Limited to prevent
nuisance growth
b) 1 mg/1 where algae
problem
.003 mg/1
Absent from public
water supplies
a) .1 X 96 hour TLm
or LC5Q
b) Persistent toxicant
.01 X 96 hour TLm or
LC50
-------
TABLE V I - 2
General Lake Erie Basin - includes all surface- waters of the state within the
boundaries of the Lake Erie drainage basin, excluding those water
• bodies as designated in Tables 5h through 5j, and Table 5a.
Shown as degrees Fahrenheit and (Celsius). • • .'•-•'".-."•*'
Jan. Feb. Mar. Mar. Apr. Apr. May " May Jun&
:• • ' 1-31 - 1-29 1-15 16-31 1-15 . 16-30 - 1-15 16-31 ' 1-15
Averace: 44 44 48 51 54 60 64 66 72
(6.7) (5.7) (8.9) (10.6) (12.2) (15.6) (17.8) (18.9) (22.2).
Daily - - " • . „,. .
Maximum: 49 49 53 55 61 65 69 72 76
.(9.4) (9.4) (11.7) (13.3) (16.1) '(18.3) (20.6) (22.2)- (24.4)
June -July Aug. Sept. Sept. Oct. Oct. Nov. Dec.
-: ' 16-30, -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) ,(5.7)
Maximum- 85 85 85 85 80 72 65 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)
\J\-b
-------
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 time shall water temperature exceed
a monthly or bi-weekly average, or at
any time 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 3745-1-11(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-kLake 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).
Feb. Mar. Mar. Apr. Apr. May May
1-29 1-15 16-31 1-15 16-30 1-15 16-31
Average: - - - - 53 59 65 75
(11.7) (15.0) (18.3) (23.9)
Daily
Maximum: 35 38 39 45 51 56 64 72 78
(1.7) (3.3) (3.9) (7.2) (10.6) (13.3) (17.8) (22.2) (25.6)
June
16-30
Average: 80
(26.7)
Daily
Maximum: 83 85 85 83 81 71 65 58 46
(28.3) (29.4) (29.4) (28.3) (27.2) (21.7) (18.3) (14.4) (7.8)
38
(3.3)
July
1-31
83
(28.3)
39
(3.9)
Aug.
1-31
83
(28.3)
45
(7.2)
Sept.
1-15
78
(25.5)
51
(10.6)
Sept.
16-30
76
(24.4)
56
(13.3)
Oct.
1-15
66
(18.9)
64
(17.8)
Oct.
16-31
60
(15.6)
72
(22.2)
Nov.
1-30
53
(11.7)
vi-7
-------
• 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 Catawfaa Island
to the Pennsylvania-Ohio state line. Shown as degrees Fahrenheit
and (Celsius).
Average:
Daily
Maximum:
Average:
Jan.
1-31
-
35
0-7)
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)
May
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
^7S'
(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)
Table VI-6 Seasonal daily maximum temperature limitations for the hypolimnetic
regions of Lake Erie. Shown as degrees fahrenheit and (celcius).
. Month - - Dally Maximum
January ~- ' - 44 (6.7)
February • 44 (6.7)
March - 44 (6.7)
April 47 (8.3)
.May . ^ 51 (10.6)
June 54 (12.2)
July 59 (15.0)^
. • August 59 (15.0)
September 55 (12.8)
October 46 (7.8)
November 41 (5.0)
December 38 (3.3)
Vj-fc
-------
Table VI-7
Permissible Concentrations
of .
Pesticides (micrograms per liter)
Public Water Warmwater
Supply • Habitat
Pesticide . ug/1 ug/l
*Aldrin - 1.0 '-~: 0.01
. . Benzene Hexachloride- .. -
Chlordane , 3>0 0;01
Chlorophenoxy herbicides
2,4-D 100.0
2,4,5-TP (Silvex) 10.0
Ciodrin '. o.l
j ' ' Coumsphos - . -0.001
; Dalapon 110.0
*DDT 50.0 0.001
Demeton . 0.1
Diazinon 0.009
{ Dicamba . 200.0
Dichlorvos . 0.001
, *Dieldrin • 1.0 0.005
\ Diquat 0.5
'> - _ _ Dursban • o.OOl
Endosulfan • 0.003
Endrin 0.2 0.002
I Gutnion 0.005
* ' *Heptachlor 0.1 0.001
Heptachlor Epoxide 0.1
Lindane •4.0 0.01
Malathion 0.1
Methoxychlor 100.0 0.005
Mirex . 0.001
Naled . 0.004
Parathion . 0.008
Phosphamidon . v 0.03
Simazine 10.0
:TEPP 0.4
Toxaphene 7 5.0 0.005
"*Banned . .. .;.
\J\-C\
-------
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 BOD-, 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
Elyria 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
'W. -
-------
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.
V1L - 2-
-------
TABLE VI1-1
BLACK RIVER PLANNING AREA - BLACK RIVER DISCHARGERS
RFFLUENT LOADINGS (LI3S/DAY)
(Cross except whore noted)
•. i schorgcr
lie Point - Main Stem
' • tu Source
i : ./ ('lied)
S I:- t'r
*- rco"
- ICC
• Chloride
iJFKr.ride
i; I face
T -c.l Sol Ids
S.!.;;enJc.:l Sol ids
0 1 Sic-lved Sol Ids
T-ial Phosphorus
•\....jnla Of)
ill rrcis + N! tr i LR -N
]f:l
Cl 1 or.d Gre-r.se
C -a.-'ide
i:! .-.no Is
Kjial Borium
li.ol Cad-ii'.'rn
1- i j 1 Chromium
lk..avQ ler, t Chroir. iu:n
Tocal Copper
Toca 1 1 ron
T..ial l.ood
f^ial Itnnqnnese
Total Harcury
V..lal Nickel
TvHa! XFnc
T henna 1 Load (IOuBTU/hr.)
Loraln STP
0.2
Sept. '73-Aug.' 7*1
Chlo EPA
Monthly Data
|I|.6J|
1,060
6,830
2.150
7')0
q-io
no
Loraln SIP
0.2
July 23-26, 1971*
U.S. EPA
Survey
r, 13 nfi
6f,0 , 1
2, )00
_ 'l , 600 ,
0-890
. |lp
12.60Q
58.700
2.11)0
51.000
770
Ho
5^0
700
0.73
0.73
-
0.3
4.5
57
-
-
1.3
8.3
American
Shipbuilding
(Net)
COE Permit
Appl 1 cat Ion
0, "
70
$00
.1.580
0.05
-
0.05
2.8
toca !r.-£H'.f ta
Sand
(Het)3
COE Permit
Appl Icat ion
Ot'i8
lO/i
1 .050
(J'l
_
_
35.000
31.700
3.300
26
0.5
6. >t
-
-
.
-
-
Koehrlng Plant
No. 1
1.9
COC Terrjlt
Appl Icat Ion
0.0025
13.2
120
30
M
0. 12
1.5
760
210
550
0.02
O.O'i
0.02
0.05
lft.5
-
. 0.03
-
0.001
1.2
1.3
21
1).2
0.02
2.9
Elyria STP
10.1)
Sept.Va-Aug.1?1!
Ohio EPA
Monthly Data
7.q
1JOO
1 1 ,300
8.900
2.000
110
2.130
25.1
Elyria STP
10. 't
July 23-26,1971
U.S. EPA
Survey
^.85
1,800
11,050
3,300
8,200
60
7,160
10,200
2,310
36,100
620
I, (00
I2.7
1, 250
I70
17
2.7
1. 2
1.0
1. 5
17.5
-
19.3
5.8
Stanadyne Co,
Western
DIY]?oon
1973 Ohio EPA
Data +
COE Permit Appll.
0.19
-
107
6.8
ISO
1,680
93
1.580
1.8
13
35
11
0.09
3.8
0.5
0.1
1.5
0.1
-
62.3
0.2
-------
BLACK RIVER PLANNING AREA - TRIBUTARIES TO BLACK RIVER
EFFLUENT LOADINGS (LBS/DAY)
(Gross except vihere noted)
TABLE VI1-2
Ui sc larger
•ilia Point - Main Stem
L fa Source
. !_>./ (t;;qd)
C'A\-
ecu'
IOC
Clilor idc
F 1 jor Idc
i.i 1 late
Rco 1 Solids
S . ip^ndcJ So 1 ias
Dl jso Ivcd Sol Ids
T^iu) Phosphorus
• A....,ionio (IT)
!il irate + Nitrite -H
1f.ll
C i 1 end Grease
C ..jnldj
Ph'jncls
1 /La 1 O.iriun
1 .:i.Ci Ci'-i iuiTi
loia Chronii'jm
IU.; UV3 lent Chrcnium
ioca Copper
Toial Iron
T.-.ID l ond
Kjtul Manrjcinese
loiul Mercury
T-ia! Nickel
Tutjl /Inc
Thermal Load (IO"BTU/hr.)
Avon.STP
Avlns Ditch
?.]
1973 Ohio EPA
Monthly Data
0.1
20. k
10.6
Hills Rd. STP
(2 plants)
Trlb.to French Cr
5.1
1973 Ohio EPA
Monthly Data
0.6
115
112
Albln Homes STP
Trlb.to French Cr
5.1
1973 Ohio EPA
Monthly Data
n.lfl
1 1
3
Westport Home's
STP
French Creek
5-1
Oct.'73-Dec.'73
Monthly Data
n.u
•5-7
6.0
Chest. Ridge Est.
STP
Trib.to French Cr
5.1
1973 Ohio EPA
Monthly Data
p.rm
n.qii
!.•?
Rldgeview S.C.STP
Rldgeway Ditch
10.1
1973 Ohio EPA
Monthly Data
^-^'3^ (n^^^Q0)
?.6
•\.2
Crestview Knol Is
STP
Rldgeway Ditch
10.1
1973 Ohio EPA
Monthly Data
0.025 (Deslnn)
k
k.k
Bendlx
West tnghouse
Storra.Sev/er
COE Permit
Appl lea t Ion
0.005
1.0
3.9
8.5
83
0.8
81
0,001
0.03
0.23
l|.2
-------
BLACK RIVER BASIN - U, S, STEEL - LORAIN WORKS
EFFLUENT LOADINGS (LBS/DAY)
(Gross except where noted)
TABLE VI1-3
i scharger
lie Point - Main Stem
low (ri)Qd)
ODq
OU,,,
OIT°
OC
hlor ide
luor idc
u 1 fat G
otal Solids
uspcndcd Sol Ids
1 ssol vcd Sol Ids
otal Phosphorus
iriflonla (II)
i trntc + riltrl tc -U
Kll
i i 1 and firciiso
yan Ida
'h?nol s
otal Chronium
Icxiv.ilijnt Chronium
'otal Copper
otal Iron
"otal Lead
"otal Manqnnese
Total Mercury
Total Nickel
fotal Sodium
Total Zinc ,
thermal Load (ICrDTU/hr
U. S. Steel
Outfall 001
5.0
COE Permit
Appl I cat I on
16 1
i in
2 ?°0
3)0
•> Rjn
9 5
it 170
17 Ann
_
)if t;nn
s?
102
116
210
2. 'l
26Q
12
_
135
'}
18
U. S. Steel
Outfall 001
5.0
July 1973-June '?'
Ohio EPA
Monthly Data
51
117.
_
1 , inn
601
0.01
21,?
U. S. Steel
Outfall 001
5.0
Sept. 12-15. 1972
U. S. EPA
Survey
lili
1 ,fi/in
1,100
17
• i,?no
610
6,'iOO
81
irno
\-t
2S
It
1.1
563
-
_
-
21
119
U. S. Steel
Outfall 001
5.0
July 23-26. 1971)
U. S. Ef>A
Survey
tfi.c;
flin
l , 6
-------
BLACK RIVER BASIN - U, S, STEEL - LORAIN WORKS
EFFLUENT LOADINGS (LBS/DAY)
(Gross except where noted)
TABLE VII-3
(Cont1 d)
D i schargcr
Mile Point - Ha In Stem
Data Source
F ) ow (mqd )
BOD,;
001),
coo30
rod
Chloride
F" luor Ide
Su 1 f.itc
Jotal So! ids
"Suspended Sol ids
.0 i ssol ved Sol Ids
Total Phosphorus
Ar"
-------
TADLE VI1-3
(Cont'd)
BLACK RIVER BASIN - U, S, STEEL - LORAIN VIORKS
EFFLUENT LOADINGS (LBS/DAY)
(Gross except where noted)
01 schorger
Mile Point - Main Stem
Psta S^urca
Flow (moid)
DOD^
? 001)
_ COITU
* roc
[•j Chloride
Fluoride
Sul fate
Total Solids
Suspended Sol Ids
Dissolved Sol Ids
Tot.il Phosphorus
/>-- lof.la (.'/)
Nitrate + Nitrite -N
TKN
Oi 1 and Grease
Cyanide
Phenols
lot.il Chromium
Hex -:wa lent Chro-nlum
Fotcil Copper
Total Iron
Total Lord
Tot^il Manganese
Total Mercury
Total Nickel
Total Sodium
ToUl L\nt
fhcr-nal Load (IOGDTU/hrj
U. S. Steel
Outfall OOlt
2.56
COE Permit
Appi Icatlon
28.7
-
>t90
-
<;2q
160
7.200
-
12.000
-
840
-
870
-
6.<;
11.2
-
«
980
17
0 01 ^
_ ._ 2,iOO
?5
185
U. S. Steel
Outfall OOl)
2.56
July '73-June '7'<
Ohio EPA
Monthly Data
22
7,fl™
?Rfl
I,fi7?
171
21. it
U. S. Steel
Outfall 00*1
2.56
Sept. 12-15,1972
U. S. EPA
Survey
22
-
5 2nO
190
15 cnn
3 Q™
11 3™
pon
.
inn
10,
—
.
120
80
•
20
120
U. S. Steel
Outfall 00
-------
BLACK RIVER PLANNING AREA - WEST BRANCH
EFFLUENT LOADINGS (LBS/DAY)
(Gross except whore noted)
TABLE VI 1-4
i. i 'jr.harcjer
."' lo Point - Main Stc.T
: c;. Source
1 , .;; (l?-!d)
L^r
cou"
IOC
n.lorido
t luur iclo
S.i Ha to
T..UI Solldb
Sjafcrvlcd Sol ills
Dissolved Sol Ids
Ti. ca 1 Phosphorus
A,., iion la (Nr)
Hi crate + III tr i tc -IJ
Trul
01 1 ai-.d Grease
C , .inide
M.JiiOl 5
1,,iol D-iriuir!
T jcal CcflTiiun
1. i a I Chromium
llvAuvalent Chromium
TvAal Copper
Total Iron
f.,ial lund
T',tul tlanqoncse
f^tal Mercury
l\,tol tllckel
Tid\il ^Inc
li.ennn) Load ( 10^CTU/hr.)
GMC-Flsher Body
Storm Sewer
0.7
COE Permit
AppH.i OEPA data
Julv'73-June'7'i
1 'it
8 ?5
? 'i?n
_
7 pnn
ifl,non
Ifin
17,^00
it. 2
qi
??
70
200
0.?
o.n
-
3.7
2.4
2
3-5
0.3
-
-
5.6
9.5
Republ Ic Steel
002 (Net)
W.Br. Black River
1.8
COE Permit
Appl i cat Ion
n c.H
li'i. ,
_
0 ?'l
? 5nn
3 7 On
_
3 npn
n.nd
M
_
U
0.17
-
-
0.7
720
0.0^1
o.n
0.3
Republ Ic Steel
001 (Net)
W,Br. Black R.
Z.2
COE Permit
Appl 1 cat Ion
I.Vi
-- -if 6-,
70
.
1)0
1.800
1.800
-
0.11
-
2.3
*? , ,
0.22
-
0.5
0.7
l.'tOO
-
0.3
-
Lagrnnije STP
Kelner Dl tch
8.8
1973 Ohio EPA
Monthly Data
0.081
3.8
3.'»
Oberlln STP
Plum Creek
10.3
1973 Ohio EPA
Monthly Data
1.17
160
105
Well Ing ton STP
Tributary to
Charlemont Creek
26.6
1973 Ohio EPA
Monthly Data
0.47
•!!
33
Sterl Ing Foundry
Tributary to
Charlemont Creek
26.6
COE Permit
Appl Ication
._ o.onq1;
n.^2
„ no
1.9
Q,024
2.5
14
9
25
.
0.008
0,016
0-5
0.06
-
-
-
-
-
-
-
-
-
-
-
-
-
Well Ington WTP
Charlemont Cro
26.6
July-Oct. Wi
Ohio EPA
Monthly_Data
n 017
32
-------
TABLE VI1-5
BLACK RIVER PLANNING AREA - EAST BRANCH OF THE BLACK RIVER
EFFLUENT LOADINGS (LBS/DAY)
(Gross except viun
HCA;IVJ lent Chroniun
Total Copper
Total Iron
Total Lend
Tutol M.-jnqnncse
local llcrcury
Tuul Illckel
Tula! ^Inc
Tl.erm.il Load ( 1 0°UTU/hr. )
Harshaw Chemical
E.Br. Black River
0.7
Consent Decree
Interim
Limits
n 1170
1.600
1.000
40
4
8
12
fc
0.02
ft
8
Harshaw Chemical
E.Br. Black River
0.7
Aug. 28-29, 197'i
U.S. EPA
Survey
o.qq
7^
18,720
q.A
1,100
2 A. 500..
, - 1,'iOQ
, 21,960_
0.8
Hilt
M
162
B.q
-
0.6
A.I
2
3.1
37
0.9
0.7
0.0039
0.5
6.9
Pfaudler Co.
Storm Sewer
1.0
COE Permit
Appl Icatlon
n nn?
0.6.
o.ojq,
n-7
d.q
.
0-0??
0.003
General Industrie
Storm Sewer
1.0
Elyrla City
Permit
.._ O.Ol?
0.70
27
19
6
7.1
37
0.3
36
0.1A
0.11
19.3
0.03
-
0.025
\
0.13
1.3
0.02
0.1
; Abex Corp.
Stonv Sewer
1.0
COE Permit
Appl Icatlon
O.OM
2- 'I
1?
12
0.16
113
18
95
-
_
_
.
33
0.056
0.02
0.1
_
_
Lear Slegler Co.
Storm Sewer
1.0
COE Permit
Appl Icatlon
0 nlMi
o 16
I1!
3 ?
1 'i
?A-5
i-7
?•<
.
0,pn5
i .{,
_
R-7
_
_
O.C02
O.OO'l
.
_
C.OQl)
Eaton Estates STI
Willow Creek
5.5
1973 Monthly Data
Ohio EPA
0.09A
8.3
9.1
Brentv/ood Lake
Estates STP
Frlb.to E.B. Black
5,9
Jan. -Feb. )97'(
Ohio EPA
Monthly Qatg
__ _0.07
2.7
sA
-------
BLAClC RIVER PLANNING AREA - EAST BRANCH OF THE FLACK RIVER
EFFLUENT LOADINGS (LBS/DAY)
(Gross except where noted)
L1 i scharger
1 lie Point - Ha In Stem
Ljca Source
i lu./ (in^d)
fiOUr
COD'
IOC
Cl.lorldc
rijorlJe
S.. l!'.ltc
Tv.ial Solids
SuipC-.TjcJ Sol Us
•. 01 i solved Sol Ids
Tuta! Phosphorus
.^ /WHO;! i n frO
•xlll crate + Nitrite -N
Twl
Oil ar.'J Grease
C, jn ide
Phenols
fold! Darluri
f- io 1 C.vJmiu'in
Tcul ChrcTiium
Ilt.-Ajyj ler t Chromium
Total Copper
•Total Iron
Toial Lead
tutal Manganese
total Mercury
Tucal Illckel
Total 2\nc
T 1 ierm.ll Load (IO^BTU/hr. )
Grafton State
Farm STP
Trib.to E.B. Black
5.9
Jan.'72-Jan.'73
OHIO EPA
Monthly Data
0.06 (Est.)
9.4
15
Grafton STP
E. Dr. Black River
11.2
1971-1972
OHIO EPA
MnntMy -Data ....
0.10 (Est.)
28
18
Spencer STP
Spencer Creek
34.9
1973
OHIO EPA
Monthly Data.,...
0.071)
12
K
Lodi STP
E.Fk.E.Br. Black R
4S.1
1973
OHIO EPA
Monthly Data
0.20
9.64
?.n
•
,
Harris Tire Serv
Trib.to E.Fk.E.Br
Black R ver
COE Permit
Appl Icat Ion
0.018
0.45
2,25
0 l,r\
•
•
-------
TABLE VI1-6
BLACK RIVER PLANNING AREA - BEAVER CREEK BASIN
EFFLUENT LOADINGS (LBS/DAY)
(Gross except where noted)
C i icharger
t.i le Point - Main Stem
I J ta Scjrce
T1 T.I (,-c-d)
UOIlr
COU'
ICC
Cl.lorlde
F hi or ide
Sul fate
- K-ial Sol ids
S.i j|-..-.njnJ Solids
Dissolved Solids
Total H-.osohorus
A,.,.i;o.-,ia (N)
Hi li'cite + Nitrite -U
TMl
01 1 and Grease
C, jnhlfi
PI wMOlS
Tula! Dariun
foial Cnimium
Toul Chromium
lltxa'/a lent Chrcniun
Total Copper
Total Iron
Tutal Lead
Tr.liil llanqnr.ese
Tulol llorcury
Tuiol Ilickc
Total Zinc
Tlurn.il Loa: (1 O^CTU/hr , )
Amherst STP
BeaverrCreek
3.7
1973
OHIO EPA
Hnnthly Data
\.W
3 in
JlOO
160
Ohio Turn. Plaza
STP
rib. to feaver Cr.
1973
OHIO EPA
Moni-h'y n,if3
otofi't
].<;
1.6
B-Bar-B Mobile
Homes STP
Beaver Creek
5.0
1973
OHIO EPA
Monthly l*at;i
0,nfl (fWlrjn
$.<(
6.8
PInecrest Apts.
STP
Beaver Creek
6.7
1973
OHIO EPA
M"nthly Data
^ n rm (n»<:inn}
0-^^
0.6
M .
-------
LAKE ERIE DISCHARGERS
EFFLUENT LOADINGS (LDS/DAY)
(Gross except where noted)
TABLE VI1-7
( i -.cl-rrrjcr
', ; lc Point - Main Stc.-n
'.•.. ta Source
..riu./ (,-c.d)
liODr
roo'
IOC
CCI.'loridc
-fluoride
;S ilfiilc
-Tv,tol Solids
(A.iJpsnJcJ Sol ids
01 isolvo-l Sol Ids
Tuial Phosphorus
/Vii.iio.i ia (II)
ill irc-.cs -i- Hi trl tc -II
TMl
01 1 nnd liroose
C^a-iifle
Miodo 1 3
1 o 1 J 1 0 D r i U.T
foial L'n:iTlun
rul.il Chrc.nlint
Me ova lent Chro-.iiiri
Tola! Copper
Tula 1 1 1 on
To liil Lend
T.^tiil M.inq-incss
Tut a 1 Mercury
luifj) lllcl:cl
Total Xlnc
ilurm.-il Lead (IOuOTU/hr.)
Elyria Water
Treatment Plant
COE Permit
Appl (cation
0.75
150
11.000
Loraln V/ater
Treatment Plant
COE Permit
Appl 1 cat Ion
0.0'f
Ohio Edison
Edgev/ater Plant
IS?1* Ohio EPA
. Monthly Data
110.2 ,
iq?.ioo
fir,flpO
Ohio Edison
Edgev/ater Plant
COE Permit
Appl Icat Ion
117.17
i\ L880
39,020
9,170
960
2^0
1,370
510
-
-
26
52
1.9'iO
81
-
17
en
Cresthaven Homes
STP*
1973 Ohio EFA
Monthly Data
6.058
2.6
b
'
* Discharges to Martin Run
-------
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.
IOLL -!
-------
TADLE VI11-1
BLACK RIVER PLANNING AREA
STREAM MONITORING STATIONS
Operating Agency.
United States Geological
Survey
§
£
Ohio EPA
* See attached key
** Hg. TOC-3 times per y«
*** During low flow perloc
Station
No.
4
4
6
16
16
17
17
20
20
5
5
ar
s
Stream
Black River
Black River
Black River
East Branch of
Black River
East Branch of
Black River
West Branch of
Black River
West Branch of
Black River
West Branch of
Black River
West Branch of
Black River ;
Black River
Black River ;
Station Description
Black River at Ford Road
Elyrla
Black River at Ford Road
Elyrla
Black River In Cascade Park
Elyrla
East Branch at Crook Street
Grafton
Eest Branch at Crook Street.
Grafton .
West Branch, 200' upstream
of U. S. 20 - Elyrla
West Branch, 200' upstream
of U. S. 20 - Elyrla
West Branch at Klpton -
Nickel Road - Oberlln
West Branch at Klpton -
Nickel Road - Oberlln
Black River at Ford Road
Elyrla
Black River at Ford Road
Elyrla
Latitude
41°24'42"
41024'42"
4I°22'49"
410,5.5,"
4,°,5.51"
4,020' 10"
4l°20'10"
4,°I5'54"
4,0,5.51,.'
4l°24'42"
4l°24'42"
Longitude
82°05'45"
82°05|45"
82°06'|7»
82°03'39"
82°03'39"
82°07'I5"
82°07M5"
82°IO'47"
82°10'47"
82°05'45"
I
\
82°05'45"
River
Mile
9.8
9.8
14.8
13.1
13.1
4.2
4.2
16.9
16.9
9.8
9.S
Analyses*
2,3,5,16,17,18,20,21,23,24,26
27,28,29,38,42
3,5,7
1
2,3,5,10,16,17,18,20,21,23,24,
26,27,28,29,38,42,44
3,5
2,3,5,10,16,17,18,20,21,23,24,
26,27,28,29,38,42,44
3,5
2,3,5,16,17,18,20,23,24,26,27,28
1
1,3,5,7,18,21,23,24,52
8, 9. 13, 14, 15, 16, 26, 30, 33, 3^, 36,
39,40,47
Frequency
Biweekly
Continuous
Continuous
Biweekly**
Continuous
Biweekly**
Continuous
Yearly
***
Biweekly
Every 3
weeks
-------
TABLE VII l-l (Cont'd)
BLACK RIVER PLANNING AREA
STREAM MONITORING STATIONS
. Operating Agency
Ohio EPA (Cont'd)
Loraln County Metro Park
Commission
t
i
'5
! 3~
i *M
i
1
i
* See Attached key
f
Station
No.
5
5
3
9
10
11
12
13
14
"
18
Stream
Black River
Black River
Black River
Black River
French Creek
French Creek
French Creek
Jungbluth Ditch
Unnamed Tributary
to French Creek
East Branch of <
Black River ,
West Branch of
Black River i
Station Description
Black River at Ford Road
Elyrla
Black River at Ford Road
Elyrla
Black River at SR 2 Bridge
Elyrla
Black River In Cascade Park
Elyrla
French Creek at East River Rd
Sheffield
French Creek at Root Road
North Rldgevllle
French Creek at Lear-Nagel Rd
North Rldgevllle
Jungbluth Ditch at E. River R
Sheffield
Unnamed Trlb. at Jaycox Road
North Rldgevllle
East Branch at Robson Road
Laporte
West Branch at Carlisle
Reservation, Carlisle Twp.
• Latitude
4l°24'42"
4l°24'42"
4l°2V38"
4l°22'45"
. 4l°27'28"
4l°23'28"
4l°23'59"
4l°27'28"
4l°25'07"
4l°19'38"
41°16'45"
Long 1 tude
82°05'45"
82°05'45"
82°06'00"
82°06'28"
82°06'20"
82000'42"
8,059,3,,,
82°06'I9"
82°00'23"
\82°04'14"
\
82°08'47"
River
Kile
9.8
9.3
9-5
14.9
0.6
13.0
16.3
0.1
0.5
5.7
9.8
Analyses*
2, 10. r2. 20.32. 37, 49,53
11,22,25,29,30,35,37,41,42,43,44,
45,46,48,54
2,3,4,6,7,9,19,23,26,50,51,52
2,3,4,6,7,9,19,23,26,50,51,52
3,50
3,50
3,50
3,50
3-50
2,3,4,6,7,9,19,23,26,50,51,52
2,3,4,6,7,9,19,23,26,50,51,52
Frequency
Every 4
weeks
-------
TABLE VI I 1-1 (Cont'd)
BLACK RIVER PLANNING AREA
STREAM MONITORING STATIONS
Operating Agency
Loraln County Metro
Park Commission (Cent1
Loraln STP
Y
^
Elyrla STP
* See attached key
Station
No.
19
d)
21
i
1
1
2
2
2
6
6
7
Stream
West Branch of
Black River
Plum Creek
Black River
Black River
Black River
Black River
Black River
Black River
Black River
Black River
Black River
i
i
I
Station Description
West Branch at Parsons Road
Russia Township
Plum Creek at U.S. 20-SRIO
Carl Isle Township
Black River, 200' downstream
of dutfall - Loraln
Black River, 200' downstream
of outfall - loraln
Black River, 200' downstream
of outfall - Loraln
Loraln STP, 200' upstream
of outfal 1 - Loraln
Loraln STP, 200' upstream
of outfall - Loraln
Loraln STP, 200' upstream
of outfall - Loraln
Black River, 1000" downstream
of outfall - Elyrla
Black River, 1000' downstream
of outfall - Elyrla
Black River, 1000' upstream
of outfall - Elyrfa
Latitude
M'lCW
'il°l8'03"
4,°28M7"
4l°28'17"
4,°28.,7"
41028' 14"
4,o28M4"
4,028', V
4,024-35"
4I°24'35"
4)024'29"
Long 1 tude
82°09"t6"
82°09'35"
82°10'56"
82°IO'56"
82°10'56"
82°10'47"
82°10"t7"
82°IO'47"
82°05'26"
82°05'26"
\
\
82°05'37"
River
Mile
14.6
0.8
0.16
' 0.16
0.16
0.2'i
0.24
0.2l(
10.2
10.2
10.6
Analyses*
2, 3, 't, 6, 7, 9, 19, 23, 26, 50, 51, 52
2, 3, 4, 6, 7, 9, 19, 23, 26, 50,51, 52
7.8
52
15,16,1.7,18,19
7,8
52
15,16,17,18,19
7,8
!5, 16, 17. 18, 19, 52
7.8
Frequency
Weekly
Weekly
Dally
3/week
Weekly
Dal ly
3/week
Weekly
2/week
Weekly
2/week
-------
TABLE Vlfl-l (Concl'd)
BLACK RIVER PLANNING AREA
STREAM MONITORING STATIONS
Operating Agency
^ Elyrla STP (Cont'd)
Amh-rst STP
'"S
, I
Ov
i
* See attached key
Station
No.
7
22
22
23
23
Stream
Black River
Beaver Creek
Beaver Creek '
Beaver Creek
Beaver Creek
•
Station Description
Black River, 1000' upstream
of outfall - Elyrla
Beaver Creek, 500' downs trea
of outfal 1
Beaver Creek, 500' downstrea
of outfal 1
Beaver Creek, 500' upstream
of outfall
Beaver Creek, 500' upstream
of outfal 1
Latitude
„•«.„.
i 'tl°2'il36"
i 4l°2V36"
/1 1O9.L ' ?7"
ti i OT/I 1 07' '
Longl tude
82°05'27"
82°13'57"
82013157"
82°I3'57"
82°13'57"
\
V
\
River
Mile
10.6
3.6
3.6
' 3.8
3.8
Analyses*
15,16,17,18,19,52
7
8
7
8
Frequency
Weekly
Dally
Biweekly
Dally
Biweekly
-------
Key for Table VI Ii-1
Number Constituent
1 Flow
2 pH
3 Temperature
4 Turbidity
5 Conductivity
6 Color
7 Dissolved Oxygen
8 BOD5
9 COD
10 TOC
11 Phenols
12 Oil and Grease
13 Pesticides
14 TKN
15 Ammonia-N
16 Nitrate-N
17 Nitrite-N
18 Total Phosphorus
19 Orthophosphate
20 Total Solids
21 Dissolved Sol ids
22 Volatile Solids
23 Chloride
24 Fluoride
25 Sulfite
26 Sulfate
27 Bicarbonate
Number
Constituent
28
29
30
31
32
33
34
35
36
37
38
39
4o
41
42
43
44
45
46
^7
48
49 '
50
51
52
53
54
Carbonate
Total Hardness
Alkal inity
Cyanide
Hexavalent Chromium
MBAS
Al umi num
Arsenic
Barium
Cadmium
Ca lei urn
Copper
1 ron
Lead
Magnes ium
Manganese
Mercury
Nickel
Potassium
Selenium
Sodi urn
Zinc
Total Bacteria
Total Col iform
Fecal Col iform
Fecal Streptococci
Chlorine Demand
vni-c*
-------
FIGURE Tmr-i
BLACK RIVER PLANNING AREA
STREAM MONITORING STATIONS
LAKE
KEY
A
o
D
O
LORAIN COUNTY
MEDINA COUNTY
LORAIN \ COUNTY
ASHLAND '"COUNTY
USGS STATIONS
OHIO EPA
SEWAGE TREATMENT PLANT
LORAIN COUNTY METROPOLITAN PARK DIST.
-------
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.
Stream flows 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 vgA on one
occasion, exceeding the 0.5 yg/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 July, 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 mg/1 was also not achieved for most of the 1973 summer.
vin -
-------
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
are presented in Attachment B, Volume II.
i//// - 9
-------
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.
*. MUNICIPAL SEWAGE TREATMENT PLANTS (Attachment C, Volume
II)
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 BOD5 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
*////- 10
-------
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
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.
-------
b. September 12-14, 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
[i
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
-------
of 230 pg/1 was recorded near U.S. Steel. The present water quality
standard is 25 yg/1. Relatively high levels of metals were also detected.
The intrusion of lake water into the Black River was again demonstrated.
e. July 23-26, 197* (Attachment I, Volume II)
An intensive survey of the lower Black River was completed from
3uly 23-26, 197*. Three consecutive 2* 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 197* 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. 3uiy 9-11, 197* (Attachment J, Volume II)
A benthic and sediment chemistry survey of the lower Black River
including sixteen sampling sites was conducted from 3uly 9-11, 197*. 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. July 9-11, 197* (Attachment K, Volume II)
In conjunction with the biological survey and the July 23-26, 197*
intensive survey, sediment samples and water samples from selected
1////-/3
-------
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. 3uly 16-19, 1979 (Attachment M, Volume II)
A second intensive survey of the lower Black River was completed
from Duly 16-19, 1979. Most of the sampling points employed in the July 23-
26, 197^ 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
III. 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-
minnows, and sticklebacks. The rich benthic community usually associated
" ti
-------
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, Verm i lion _ 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, pumpkir.seed 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
vni -/r
-------
TABLE Vlli-2
FISH COLLECTED FROM THE BLACK RIVER AND
ADJACENT WATERS
Scientific Hame
ACIPEIJSERIOAE (sturgeon)
Acipenser fuU-escens
AM!IDAS (bowfin)
ATila calva
ANGTJIULIEAT~(freshwater eel)
Anquilla rostrata
ATHERINIOAE (silversides)
Labidesthes sicculus
CATOSTOMIDAE (suckers)
Carpiodes cyprinus
Catostotnus coi-rnersoni
Erimyzon sucetta
Hypentel iuni nigricans
Hinytrema irelariops
ttoxostoma amsurum
Hoxostoroa carinatuin
Hoxostorca duquesneT
ftoxostorca erythrurum
Hoxostofna" nacrolepTcTotuni
Coimion
1889-1892'
Year of Study
~
CEHTRARCHIDAE~(sunfish)
Leporcis rcacrochirus
Lepomls mecalotis
Hicropteru» dolbmieui
Hycropterus salmoides
Poinoxis anruilaris
^Oinoxis nigromacTTlatus
CLUPEIOAE '(herring) -
Alosa pseudoharengus
Dorosoma cepedianirn
CO'TTTOAE Csculpin)
Cottus bj i rd i
CYPRraTBAE~GiTmnows and carp)
Campcstcmj
Carassius auratus
C1inostomiji~e1ongatus
Nocoiiiis biguttatus
Noconis nncrooooon
Notemigonus crysoleucas
Notropis ardens
Kotropis atherinoides
Notropis btennius
Notropis chrysocephalus
Notropis cornutus
KotropiT dorsaliT
Notropis enlllae
Notropis hudsonfus
N'otropis rubellus
NotropjT spilopte^rus
^otropis^ stre.T.ineus
Notropis umbratilis
Kotropis volucellus
Notropis whipploi'
Notropis Keterolepis
Phoxinus eos
Phoxinus e77throqaster
Piinephales notatus
Pimephale? proinela's
Lake sturgeon
Bowfin
American eel
Brook silverside
Quillback
White sucker
Lake chubsucker
Northern hcq sucker
Spotted sucker
Silver redhorse
River redhorse
Black redhorse
Golden redhorse
Shorthead redhorse
Rock bass
Green sunfish
Pumpkinseed
Warmouth
Orangespotted sunfish
Bluegill
Lonqear sunfish
•Smallrnoutii bass
Largemouth bass
White crappie
Black crappie
Alewife
Gizzard shad
Mottled sculpin
Stoneroller
Goldfish
Redside dace
Carp
Silverjaw minnow
Bigeye chub
Silver chub
Hornyhead chub
River chub
Golden shinar
Rosefin shiner
Emerald shiner
River shiner
Striped shiner
Common shiner
Bigmouth shiner
Pugnose shiner
Spottail shiner
Rosyface shiner
Spotfin shiner
Sand shiner
Redfin shiner
Kinric shiner
Steelcolor shiner
Blacknose shir.er
Northern redbelly dice
Southern redbelly dice
Bluntnose m'nnow
Fathead minnow
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
-------
TABLE Vlll-2 (Continued)
Scientific Kane
CYPRIHIDAE (Continued)
Rhinichthys atratulus
Rhfnf'chtnyT cataractae
Setnotilus atroinaculatus
CYPRiNODO,\TIDAE (killifish)
Fundulus diaphanus
ESOCIDAc (pile)
Esox americanus airericanus
Esox amerlcanus yennlculatus
Esox lucius
Esox tnasquinonqy
GAOIDAE (codfish)
Lota lota
GASmTOSTtTOAE (stickleback)
Culaea inconstans
H IOOO.NTIOAE (r.ooneye)
Hiodon terqisus
ICTALURIDAE [freshwater catfish)
Ictalurus me!as
Ictalurus" natal is
Ictalurus r.ebulosus
Ictalurus punctatus
Noturus flavus
Noturus gyrinus
Noturus miur'js
LEPISOSTEIOAE (gar)
Lepisosteus osseus
LepisosteuT platostotnus
Osmerus mordax
PERCICHTHYIDAE (temperate bass)
Horone chryspps
PERCIDAE (perch)
Am-nocrypta pellucida
Etheostonia biennioides
Etheosto.-'ia" caeruleuin
Etheosto~a flabellare
Ltheostoma" nigrum
Perca flavescens
Percina caprpdes
Percina copelandi
Percina tnaculata ~
Percina peltata "
Percina phoxocephalu!n
Stizostedlon canadense_
Stizost£Qion vitreum vitreLtn
Sfi'ostadipn vitreura glaucum
PEWctiPSIDAE (trout-perch)"^—
Pereoosis pmiscomaycus
PETRJJR?ZOFiTlbAc (lamprey)
Petromyzon inarinus
Tcnthyomyzon unjcuspis
SALKONIuAE (trout)—
Coregonus artedil
Coregonus clupeaformis
Uncorhyr.chus IdsutcF
i|)ncorhyncn'js tshawytscha
SaIno bairdneri
Salvelinus nanaycush
serenes l—
Comon Nara
Blacknose dace
Longnose dace
Creek chub
Banded ki Hi fish
Redfin pickerel
Grass pickerel
Northern pike
Kuskellunge
" Burbot
Brook stickleback
Mooneye
Black bullhead
Yellow bullhead
Brown bullhead
Channel catfish
Stonecat
Tadpole padtom
Brindled nadton
Longnose gar
Shortnose gar
Rainbow srcelt
White bass
Eastern sand darter
Greenside darter
P.ainbow darter
Fantail darter
Johnny darter
Yellow parch
Logperch
Channel darter
Blackside darter
Shield darter
Slenderhead darter
Sauger
Walleye
Blue pike
Trout-perch
Sea lamprey
Silver
•.-r-7—r gru"nienS
wt (mudminnow)
Umbra pyg-neea
HYBRIDS
Bluegill X pumpkinseed
Brown bullhead X black bullhead
Lake herrintj
Lake white fish
Coho salmon
Chinook salmon
P.ainbow trout
Lake trout
Freshwater drum
Central nudnir.now
1889-1892*
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
t-
1971-197V
X
X .
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
W//.-/7
-------
TABLE Vlll- 2
(Continued)
Scientific Kara Conmon Name
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
1889-1892"
1959-1960*
T9 71-1974
TOTAL NUMBER OF SPECIES EXCLUDING HYBRIDS
83
48
70
*'Collected in Black and Vermilion Rivers^
** Collected in Slack River and its tributaries^
Collected in Lake Erie and lower portions of Chagrin, Cuyahoga and Rocky Rivers '
-------
CARP
FATHEAD MINNOW
SPOTTAIL SHINER
WHITE BASS
7/7/59
GIZZARD SHAD
4/ID/GO
BLUEGILL
FATHEAD MINNOW
GREEN SUNFISH
9/5/S9
9/IO/GO
BLACK DULLHEAO
BLUEGILL
ELUNTNOSE MINNOW
CREEK CHUB
TATHCAO \IINNOW
GOLDEN SXiNER
SREEN SUUFISH
LARGEMOUTH DASS
SANO SHINER
WHITE CRAPPIE
WHITE SUCKER
YELLOW PERCH
G/2C/S9
4/20/60
9/IO/GO
CLUEGILL
OLUNTNOSE MINNOW
FATHEAD MINNOW
GOLDEN REDHORSE
REDFIN PICKEREL
7/o/eo
MUNICIPAL DUMP
BLACK euLLHEAD
BLUEGILL
BROWN DULLHCAD
CARP
FATHEAD MINNOW
GOLDEN SHINER
GOLDFISH
JOHNNY DARTER
LARGEMOUTH BASS
SMALLMOUTH DASS
WHITE CRAPPIE
VMIITE SUCKER
YELLOW PERCH
T/8/S9
1/30/60
ELYRIA
SEWAGE
DISPOSAL
PLANT
BLUEGILL
BLUNTNOSE MINNOW
CARP
CHEEK CHUB
EMERALD SHINER '
FATHEAD MINNOW
GIZZARD SHAD
GOLDEN SHINER
GOLDFISH
GREEN SUNFISH
SPOTTAIL SHINER
STONEROLLER
WHITE CRAPPIE
9/3/50
6/3/«0
8/10/00
BLACKSIOE DARTER
BLUEGILL
ULUNTNOJZ MINNOW
BROOK STICKLEBACK
CARP
COMMON SHINER
CREEK CHUB '
FATHF.AO MINNOW
GOLDEN REDHORSE
GOLDEN SHIIIER
GREEK SUNFISH
JOHNNY DARTER
LARCEKiOUTH OASS
LOGPERCH
RKDFIN SHINER
PUMPKIMSEED
ROCK BASS
SILVCRJAW MINNOW
SMALLMOUTH BASS
SPOTTAIL SHINER
STOHEnoLLER
WHITE CHAPPIE
WHITt SUCKER
YELLOW UULLHEAD
C/I6/S9
A/JO/60
6/3/00
8/Z/GO
BLACK CULLHEAO
BLUEGILL
DLUNTNOSE MINNOW
CHUB
EMCftALD SHINER
FATHEAD MIIINOW
GIZZARD SHAD
GOLDFISH
GREEN SUNFISH
LAROEMOUTH BASS
REDFIN PICKEREL
SMALLMOUTH BASS
SPOTTAIL SHINER
STONEROLLER
TROUT PERCH
WHITE CRAPPIE
WHITE SUCKER
YELLOW PERCH
G/23/3B
4/19/60
6/3/00
FIGURE VIII-2
Fish Collected During a Seining Study
of the Black River and French Creek '
From 1959 to 1960
-------
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
• 20
-------
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 July 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 Eiyria to
its mouth.
These studies of benthic macro invertebrates 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 Pisidium all indicative of high levels of
I//// - 2.
-------
TABLE VIII-3
BENTHIC MACROINVERTEBRATE TAXA COLLECTED IN
THE BLACK RIVER BASIN BY EPA IN JULY 1974
ANNELIDA
Oligochaeta (aquatic "earthworms")
Hirundinea (leeches)
Kelobdella sp.
M.- stagnalis
!i- elonqata"
Erpojdella sp.
ARTHROPODA
Crustacea
Hyalella arteca
Gaimarus faciatus
Insecta
Colepotera (aquatic beetles)
Dubiraphia sp.
Stenelmis sp.
Diptera (midges)
Chi ronomus sp.
Cryptochi ronomus sp.
CHcotopus sp.
Po1ypedilu:a sp.
Tribelos sp.
Sti c toch i ronomus sp.
Endoch'ironoiT'.us sp.
Jany tarsus sp.
Psectrocladius sp.
Procladius sp.
Sinuliuin sp.
Orthocladiinae papae
Chironominae pupae
Epheireroptera (mayflies)
Hexacenia 1 imbata
Caenis sp.
EafTTTsp.
Hegaloptera'(fishflies)
Sialis sp.
Trichoptera (caddis flies)
Ag ray lea sp.
Chinarra obseura
Hydrospsyche sp:
Cheumatopsyche sp.
Trichoptera pupae
KOLLUSCA
Gastropoda (snails)
Phj5a_ sp.
Pleurocera ap.
Valvata sincera
Bivalvia (clams)
Spnegrium sp.
S. transversuni
Pisidiun sp.
HYDRACARIN'A (water nites)
PLAlYHELHifiTHES (flatworns)
Turbellaria
n -
-------
organic enrichment. Lesser amounts of leeches, puimonate snails and midge
larvae (Procladius, Chironomus 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.
-Z3
-------
FIGURE VI I 1-3
BLACK RIVER PLANNING AREA
STREAM SEGMENT CLASSIFICATION
SEGMENT CLASSIFICATION
i."l'_":.~3 Woter Quality Limiting
OO OO Effluent Limiting
-J-
r'
-------
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 VIH-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 VIII-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 VIIM and Tables VIII-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 BOD-, 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 5TP flow. Stream
-------
FIGURE Viu-4-
BLACK RIVER PLANNING AREA
SEGMENT CLASSIFICATIONS
NOTE: REFER TO APPC^OIX X FOR
DISCHARGER IOENTIFICATIOK
\J\\\ -
-------
TABLE 'Vlll-fc . '
BLACK RIVER PLANNING AREA
'SEGMENT CLASSIFICATION
Segment
Number
Segment Description (Downstream to Upstream)
Segment
Classification
I
N
-a
1 Black River -.Main Stem - Harbor mouth to East 31st Stceet Bridge
2 French Creek • Confluence with Black River to Headwaters
3 Black River - Main Stem - Eastr31st Street Bridge to Elyrla STP . •
4 Black River - Elyrla STP to confluence of East and West Branches ..
5 '. East Branch - Confluence of East and West Branches to Parsons Road (Grafton)
6 East Branch - Parsons Road (Grafton) to LodI STP on East Fork
7 East Fork of East Branch - LodI STP to Headwaters
8 West Fork of East Branch confluence of East and West Forks to Headwaters
9 West Branch - Confluence of East and Wost Branches to confluence with Charlemont Creek
10. ' Plum Creek - Confluence with West Branch to Headwaters •
11 West Branch - Confluence with Charlemont Creek to Headwaters
• •
12 Wellington Creek - Confluence with West Branch to Headwaters ' '
13 Charlemont Creek - Above confluence with tributary (Wellington STP) to Headwaters
\k Beaver Creek - Mouth to Headwaters •
15 Martin Run - Mouth to Headwaters
Water Quality Limiting
Water Quality Limiting
V/ater Qua! tty Limiting
Effluent Limiting
Water Quality Limiting
Water Quality Limiting
Effluent Limiting
Effluent Limiting
V/ater Qual Ity Limiting
Water Quality Limiting
Effluent Limiting
Effluent Limiting
Effluent Limiting
•Water Quality Limiting
Water Quality Limiting
-------
TABLE VIII- 5
BLACK RIVER PLANNING AREA
DISCHARGER RANKING BY SEGMENT
Segment i (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*f - Lorain-Elyria Sand Co.
B8 - Standard Pipe Protection
B6 - Koehring Co. - Plant No. 1
B5 - Ashland Oil Terminal
Segment 2 (French Creek - Confluence with Black River to Headwaters)
Discharger Segment Classification
*BR - French Creek Council of Govts. STP Water Quality Limiting
*(B9, B11-B13, B16-B22, B25, B26) -
15 Semi-public dischargers to French Creek
*(B29-B32, B34-B37) - 8 Semi-public dischargers
to an unnamed tributary to French Creek
*B35 - Good Samaritan Nursing Home
B28 - Dreco Plastics
BIO - Servisteel Corp. *
Segment 3 (Black River - Main Stem - East 31st Street Bridge to Elyria STP)
Discharger Segment Classification
*B62 - Elyria STP Water Quality Limiting
*(B38-B39, B41-B54) - 16 Semi-public dischargers
to a storm sewer
(B38-B39, BM-B54) - 16 Semi-public dischargers to
Ridgeway Ditch
B59 - Beckett Corp.
B57 - Kalt Manufacturing
- Heisler's Truck Co. "
Segment * (Black River - Elyria STP to Confluence of East and West Branches)
Discharger Segment Classification
B6* - Stanadyne-Western Division ' Effluent Limiting
B65 - Bendix-Westinghouse
B63 - Lake Erie Plastics
* - Denotes a major contributor to "water quality limiting" classification.
inn -zs
-------
TABLE VIII-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
E17 - Sohio - Lorain County Terminal
Segment 6 (East Branch - Parsons Road- (Graf ton) 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
*E40 - Spencer Lake Campground
*(E33-E34) - 2 Semi-public dischargers to Salt Creek
E38 - 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
- Harris Tire Service
E43 - Lodi WTP
* - Denotes a major contributor to "water quality limiting" classification.
-------
TABLE VIII-5
(Continued)
BLACK RIVER PLANNING AREA
DISCHARGER RANKING BY SEGMENT
Segment 8 (West Fork of East Branch - Confluence of East and West Forks to
Headwaters)
Discharger Segment Classification
(E4S-E49) - 2 Semi-public dischargers to the Effluent Limiting
West Fork of the East Branch of the Black River
Segment 9 (West Branch - Confluence of East and West Branches to Confluence
with Charlemont Creek)
Discharger Segment Classification
*W2 - GMC-Fisher Body Division Water Quality Limiting
*W5 - Republic Steel Corp.
W17 - Pheasant Run Village
(W11-W1^) - *f Semi-public dischargers to an unnamed
tributary to" the West Branch of the Black River
W4 - Tappan Inc.
(W6, W8-W10, W15-W16) - 6 Semi-public dischargers
to the West Branch of the Black River
Wl - Ohio Screw Products
W25 - Oberlin WTP
W3 - Koehring Co. - Plants No. 3
-------
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 Segment Classification
W27 - Wellington STP Effluent Limiting
W28 - Cleveland Steel Products
W29 - Sterling Foundry
W31 - Ukranian-American Association Camp
W30 - Wellington WTP
Segment 14 (Beaver Creek - Mouth to Headwaters)
Discharger Segment Classification
*C5 - Amherst STP Water Quality Limiting
*(C4, C8-C9, Cll, C14) - 5 Semi-public dischargers
to Beaver Creek
*(C1-C2, C6-C7) - 4 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 Segment Classification
*M1 - Cresthaven Subdivision STP Effluent Limiting
VJ//-3J
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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
*. French Creek STP
5. Oberlin STP
6. Amherst STP
7. Wellington STP
8. CMC - Fisher Body Division
9. Republic Steel Corporation
10. Lodi STP
I/UN 12-
-------
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 24 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
l/j!/- 33
-------
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 mg/1
Suspended Solids 32 mg/1
Ammonia-N 18 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.
-------
Segment 5 East Branch - Eiyria 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
semi-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
Eiyria STP. Presently there is no process water discharge to the river from
this facility. Of the six industrial facilities, none are considered major
polluters. Emtec 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 NPDE5 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
-------
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 Homerviile 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. GMC-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/i), 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.
\Jlli -
-------
Segment 10 Plum Creek
Five semi-public facilities (total flow 0.0072 MGD) and the Oberlin
STP (1.4 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.
-------
Segment Ifr 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".
-------
REFERENCES - SECTION VIII
1. U.S. Geological Survey, Water Resources Data for Ohio, 1973, 1974,
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 River in the Elyria, Ohio Area", January 25, 1971.
4. U.S. Environmental Protection Agency, Technical Support Document
for Proposed NPDES Permit U.S. Steel Corporation Lorain Plant, July
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.
VIM- 31
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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
-------
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 July 1, 1977. Section 301 paragraph
(b)(2)(A) requires the installation of Best Available Control Technology
Economically Achievable (BACTEA) by July 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 July 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)(4)). 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
NPDE5 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.
-------
(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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TABLE IX-i
DIRECT DISCHARGERS TO LAKE ERIE
Discharger Identification No.
(Figure V-9) Discharger and Location
LE i Elyria Water Treatment Plant
Lorain
LE 2 American Crucible Products Co.
Lorain
LE 3 Lorain Water Treatment Plant
Lorain
LE '4 Ohio Edison - Edgewater 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 *, 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, 197*
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 1*, 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, *5 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 streamflow throughout the basin is almost entirely made
up of effluent flow. A significant stream flow is maintained downstream of
-------
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
treatment 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 BOD- concentrations between 20 and 45 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 BOD5 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 BOD5 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
CMC - Fisher Body Division
Stanadyne - Western Division
/X-8
-------
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.
'X-/
-------
o
Applicable WQS
I. dissolved Oxygen
2. Ammonia-N
Table 1X-3
Amherst STP
Documentation for Input Variable Selection
5.0 mg/1 daily minimum
0.05 mg/l unioni/ed aimnoma-N
3. Temperature
». pH
Inp'it Variables
1. Sin-am
a. Upstream Flow
b. UpstriMiTi Quality
1. Ti'p:ii>er.ilure
2. Dissolved Oxygen
1. pH
it. Ammonia-N
5. CBOD
c. Stream Slope
d. Time-of-Travel
Velocity
e. Depth
f. Reaction Rates
1. CDOD
2. NBOD
3. Reaeration
2. STP
a. Design Flow
b. Dissolved Oxygen
7I»°F monthly averaj
S2°F daily maximum
6-9 su
Value
0.36 cfs
75'Y
7.13 mg/l
7.5 su
0.05 mg/l
2 mg/l
13 ft/mile
0.6 ft/sec
0.3 ft
1.2
.615
17.8
3.25 cfs
6.5 rng/1
Measured Value
0.7 (t/scc
O.t Jt
Range (or
Sensitivity Analysis
6X to S2°r
6 to S.O mg/l
7.2 to 7.S su
0 to Q.It mg/l
1 to 5 mg/i
12-IX ft/mile
.5-.9 ft/si-c
.2 to .6 ft
0.9-1.5
.')6 to .77
6 to S.O mg/l
Source
A Proposed Slreainflj\v Data Program for Ohio,
Antilla, H. W., USGb, f:nlnnii>'is, Ohio l;)70
Measured dala from July 21-26, I97'l fl'A survey.
U.S. Geological Survey 7.5 Minute Series
TopogranhliMl Mop I9f9
3.me 30, 197S HI'A Si.rvcy
Ohio El'A; Policy and Procedures Manual lor
PovflopinRW.istiilo.nl Allu<\ilion!>, June 1979
June 30, 197S EPA survey
Ohio El'A; Policy and Procedures Manual
for Developing Wav.clcv.d Allocations, June 1979
Recommended rates
Tsivoglou rate ad|usted for temp.
NOACA, 208 Agency, Load and Flow Projections,
1979
Selected value
-------
Applicable \VQS
1. Dissolved Oxygen
2. Ammonia-N
3. Temperature
Table IX-ii
nrcntwnod Retail's - STP
Documentation for Input Vari.iblc Selection
5.0 mg/l daily minimum
0.05 mg/l unionized arnmonia-N
7* F monthly average
1. pH
Input Variables
82 F daily maximum
6-9 su „ .
Kan^e (or
Value Measured Value Sensitivity Analysis
1 . Stream
a. Upstream Flow 0.0 els
b. Upstream Quality
1 . Temperature 75°F
2. H ssoived Oxygen 7.25 mg/l
3. pM 7.7 511
'1. -\mmonia-N 0.05 my/I
5. O1OD 2.0 mg/l
c. Stream Slope 23.5 tt/mile
d. Time-of-Travel 0.2 ft/sec
Velocity
c. Depth
f. Reaction Rates
1. CBOD
2. NBOD
3. Keaeration
2. STP
a. Design Flow
b. Dissolved Oxygen
0.2 It
1.2
0.61)
9.3
0.1S6 cfs
6.5
SS to S2°F
6 to S.5 rng/1
7.ii to S.O ;u
0 to O.'it mjj/1
1 to 5.0 mj;/l
0.15 to 0.25 ft/sec
0.15 to 0.25 It.
0.9-1.5
0.1(6 to 0.77
6.97 to 11.6
6 to S.O s.u.
Source
Lorain County Planning Commission
U.S. EPA April 30, 197« and 3uly 23-26, I97K
Surveys
U.S. Geological Survey 7.5 Minute Series
Topographical Map 1970
December 19, 1979 Survey at Wellington STH
Measured below Wellington STP
Ohio CI'A, Policy and ljroi-edures Mbnual for
Developing Wast eld.id \l!o-.ition<, 3unc- 1979
Values are recorn-nen -ed rates adjusted /or
temperature and depth as suggested in simplified
technique.
NOACA, 20S Agency, load and flow projections,
1979
Selected value
-------
Table IX-1
Eaton Estates - SIT
Documentation for Input Variable Selection
Applicable '.VQS
I. Dissolved Oxygen
2. Ammoma-N
3. Temperature
». pH
Input Vjriab'i-s
1. Stream
a. Upstream Flow
5.0 mg/l daily minimum
0.05 mg/l unionized ammonla-N
7*i0F monthly average
82°F dally maxir,.um
6-9 su
Value
0.0 cfs
b. Upstream Quality
1. Temperature
2. Dissolved Oxygen
3. pH
ft. VMinonia-N
5. cnon
c. StriMin Slope
d. Time of Travel
Velocity
e. Deoth
f. Re.iction Rates
1. CUOO
2. NflOD
3. Kearration
2. STP
a. Design Flow
b. Dissolved Oxygen
75°F
7.25 mg/l
7.7 s.u.
0.05 rnr,/l
2.0 iiiK/l
7.3 ft/mi
0.2 ft/sec
0.2 ft
1.2
0.615
2.S9
0.31 cfs
6.5 mg/l
Measured Value
Range for
Sensitivity Analysis
6S to 82°F
6 to S.53 mg/l
7 .<> to S.O s.u.
0 to 0.»4 ni|;/l
1 lo 5.0 m(;/l
0.15 to 0.25 ft/sec
0.15 to 0.25 ft/sec
O.V-1.5
O.i<(- to 0.77
2.17 to 3.6
6 to S.O mg/I
Source
Q7 |n drainage area yield on Black River at Elyna
UiCi Station No. 01200500
U.S. EPA April 30, I97H and July 23-26, I97K
Surveys
U.S. Geological Survey 7.5 Minute Series
Topographical Map I '570
December 19, 1979 Survey Wellington STP
December 19, 1979 Survey Wellington STP
Values are rcroiruiiendcd raUM adjusted for
UMupcrjture and th as '.utj^c^ti'd in Minplift
technique
led
NOACA, 208 Agency, load and flow projections,
197'J
Selected value
-------
Applicable U'QS
Table IX-6
French Creek - STP
Documentation lor Input Variable Selection
1 . Dissolved Oxygen
2. Ammoi\u-N
3. Te-npe-ature
Y. '•• PH
—- Input Variables
1 . Stream
a. t'pMream Flow
''•MO'
b. L'ti-trcam Quality
1. T'.-mperature
2. Hc-solved Oxygen
3. pll
4. Mnmonia-N
5. CP.OD
c. Stream Slope
d. T'tno-of-Travel
Velocity
e. Depth
I. Reaction Rates
1. CBOD
2. N3OD
3. Reaeration
2. STP
a. Design Row
b. Dissolved Oxygen
5.0 mg/l daily minimum
0.05 mjj/1 unionl/ed amrnonta-N
77°F monthly avt.-r.ige
82 F daily rna-dmum
6-9 su
Value Measured Value
0.27 els
77°F
7.12 mg/l
7.6 s.u.
0.05 mg/l
2.0 mg/1
4.04 ft/mi
0.44 ft/sec 0.28 at 2.82 cfs
/O \ °'*
1.2 ft 0.6 ft.
D2 = Di %]
0.856 \ '
0.68
3.6
8.6 CIS
6.5 mg/1
Range for
Sensitivity Analysis
None
72 to 82
6.0 to S.3S
7.2 to S.O
0.0 lo 0.44
1.0 to 5.0
0.33 to 0.55 ft/sec
0.9 to 1.5 ft
0.64 to 1.07
0.51 to 0.85
2.7 to 4.5
6.0 to 8.0
Source
Summation of upstream discharge flow (Section V)
Ohio EPA July 17 - August 22, 1975 Survey,
U.S. EPA July 23-26, ir/4, AprJ 30, 1974 Surveys
U.S. Geological Survey 7.5 Minute Series
Topographical Map 1970
August 14, 1973 F.PA S'j-vey, Ohio CPAj
Policv and Prucc-d'ires Manual for nevelopng
VV.istiwd A!!oc.i!u>'is, June 19/9
August 14, 1978 EPA Survey Ohio EPAj
Policy and Procedures Mamiil for Developing
Values are recommended rates adjusted for
ti.-ir'peralure and depth as suggebted in
simplified techniqu-,-
NOACA, 208 Agenry, loail and flow projec
1979
Selected value
lions,
-------
Table IX-7
Graf ton STP
Documentation Jor Input Variable Selection
r*
-^
1. Dissolved Oxygen
2. Ammonia-N
1. Temptfature
4. pH
Input Variables
a. Upstream Flow
b. Upstream Quality
1. Temperature
2. Dissolved Oxygen
3. pH
i». 'Xinmonia-N
5. CttOO
c. Stream Slope
d. Time-of-Travel
Vclouly
c. Depth
I. Reaction Rates
I. CliOD
2. NBOD
3. Reaeration
2. STP
a. Design Flow
b. Dissolved Oxygen
5.0 mg/1 daily minimum
0.05 mg/1 unionized ammonia-N
7 - S.O su
0-0. Vi mS/l
1-5 mg/1
0.17-0.28 ft/sec
0.12-0.2 ft
0.1(6-0.77
1.12-1.S6
6.0-X.O mg/1
Source
Summation of upstream discharge flows
April 30, J977y.
December 19, l'J7y r_r>A Mirvey Ullio LPA;
Policy .ind Procedures 1an i.il for DevelopinR
Values are recommended rates adjusted for
temperature and depth as suggested in simplified
technique.
NOACA, 208 Agency, Load and Flow Projections,
1979
Selected value
-------
A pp 11 C.I bit- NVQS
1. Disguised Oxygen
Table 1X-S
LaR'.mj'.e STP
Documentation lor Input Variable Selection
5.0 ing/I ilally minimum
2. AvimoniJ-N
3. Temperature
<•. pll
Input \ u i 1'ilfS
1. Siic.i"i
a. l.'pifoam Flow
b. L!!^:re.im Quality
1. T>:nperaturc
2. His:»olvc-d Oxygen
^ . pll
(» . \iMinonia-N
5. i 'HOB
c. Mn-.iin Slope
d. l!"'e-of-Travel
e. Hopili
I. Re-action Rates
i. ciion
2. NUOD
3. Keaeration
2. SIP
a. [5-; sign Flow
b. DusoUed Oxygen
0.05 mg/1 unionized arnmonia-N
71 F monthly average
S2°F daily maximum
6-9 su RanEe for
Value Measured Value Sensitivity Analysis
0.0 cfs 0.0-0.15 cfs
73°F 68-79°r
7.3S m^/l
7.6 su 7.1-S.O sii
0.05 rriR/l
2.0 rnn/l
10.0 ft/mile
0.2 ft/sec 0.2 ft/sec 0.1 - 0.3 It/sec
0.3 ft 0.3 ft 0.15-0.15 ft
1.15 0.9-1.1
0.56 0.12-0.7
3.86 2.9-1.8
0.213 cfs
6.5 rng/1 6-S.O mg/l
Source
Summation of upstream discharge flows
(Section V)
April 30, 197'i a'ld 3>ily 23-26, I97'i CPA Survey
U.S. Geological Survey 7.5 Minute Scries
Topographical Map 1973
December 19, 1979 El'n Survey
December 19, 1979 EPA Survey
Values are recommended rates adjusted lor
temperature and depth as suggested in simplified
technique
NOACA, 20S Agency, Load and Flow Projections,
1979
Selected value
-------
Applicable
Table IX-9
Lodi STP
Documentation for Input Variable Selection
1. Dissolved Oxygen
2. Ammonia-N
3. Temperature
4. pH
ln'>ut Variables
5.0 mg/l daily minimum
0.05 mg/l unionized ammonia- N
74°F monthly average
S2°F daily maximum
*-9 su Range for
Value Measured Value Sensitivity Analysis Source
I. Stream
a. Upstream Flow 0.097
b. Upstream Quality
1. Temperature 73 F
2. Dissolved Oxygen 7.3S mfjl
1. pll 7.6 $11
4. Ammonia-N O.O'' mi'./l
•>. riioi)
c. Stream Slope
d. Time-of-Travel
Vc-l.vity
2.0 niE/l
9.26 ft/mile
0.215 ft/sec
Summation of upstream discharge flows (Section V)
April 30, 1974 HPA S-irvcy
6S-79°F
6-8. M mg/1
7.4-S.O su
0.0-0.44 inj;/l
l-i.O ni|;/l
U.S. Geological Survey 7.5 Minute Series
Topographical Mop 1973
0.32 ft/sec 0.16-0.27 ft/sec . December 19, 19/9 CPA Purvey Ohio 1IPA,
1 \ 0.4 Pulu^y anil Proccilnres \laii'i.il Tor Hcyc-loping
["21 \vj4tcliurt~Aliocalioiis, Ju-ic 1979.
e. Dep:h
0.39 It
0.6
0.73 !t
0.2-0.7 ft.
DfcembiT 19, 1979 tl'A Survey 7.5 Minute
P'jJ?_-E.[''V Policy uridJ'ro'A'dLTi •> Maiiyal lor !3gvclopnp,
\V.isiclo.in Allocnli.xv^, June fV7'j
{. Reaction Rates
I. CBOD
2. NBOD
3. Reaeration
. STP
a. Dosijn How
b. Dissolved Oxygen
1.15
0.56
3.SK
1.115 ctt
6.5 mg/l
0.9-1.'(
O.M-0.7
2.9-4.8
6-S.O mg/l
Values are recommended rates adjusted lor
temperature and depth as suggested in simplified
technique
NOACA, 20S Agency, Load and Flow Projections,
1979
Selected vjluc
-------
Applicable ft'QS
I. Dissolved Oxygen
2. Ammooia-N
3. Temperature
Table IX-10
Oberlin STP
Documentation (or Input Variable Selection
5.0 mg/l daily minimum
0.05 mg/l unionized ammonia-N
7r,
U.S. Geological Survey 7.5 Minute Series
Topographical Map 1969
December 19, 1979 EPA Survey Ohio EPA,
Policy and Procedures Manual for DevelMpiu^
tt.isti-l'M'1 Alloc.itioM, June \')1 )
e. Depth 0.87 ft
f. Reaction Rates
I. CBOD 0.9
2. NttOD 0.56
3. Reaeration 3.2
2. STP
a. Design flow 3,ti cfs
b. Dissolved Oxygen 6.5 mg/l
0.76 ft
D, = D
0.65-1. OS ft
O.C.7-1.12
O.'i2-0.7
2.1-4.0
6-S.O mg/l
December 19, 1979 EPA Survey Ohio EPA,
Poh_cy and Procedures Manual fur Developing
W'u-.u-To.id Aflcx ."i'lons, June 19/9
Values are reconunciulcd rates adjusted for
temperature and depth as suj;£cMed in simplified
technique
N'OACA, 20S Agency, Load and Flow Projections,
1979
Selected value
-------
Table IX-II
Spencer STP
Documentation lor Input Variable Selection
WQS
1 . Dissolved Oxygen
2. Aminoniu-N
3. Temperature
ft. pH .
Inp'it Vanab'cs
I . Str-Mm
a. Upstream Flow
(^7.IO>
b. Upstream Quality
1 . Temperature
2. dissolved Oxygen
3. pll
4. .Vnmonia-N
5. cnoo
c. Stream Slope
d. Time-of-Travel
Velocity
c. Depth
I. Reaction Rates
I. CUOD
2. NP.OD
3. Reaeration
2. STP
a. Design Flow
b. Dissolved Oxygen
5.0 mg/1 dally minimum
0.05 rng/l unionized ammonla-N
7'i°F monthly average
S2°F daily maximum
6-9 su
Value Measured Value
0.0 cfs
73°F
7.1 mg/l
7.6 su
0.05 mg/1
2.0 mg/1
26.25 ft/mile
0.2 it/sec
0.* It 0.2-0.6 ft
1.15
0.56
10.15
0.35 cfs
6.5 mg/1
Range for
Sensitivity Analysis
6S-79°F
6-S.HS mg/1
7.11-S.O su
0-0."Cl mg/1
1-5 mg/1
0.1-0.3 ft/sec
0.9-1.
-------
X
Applicahle W
Table IX-12
Wellington 5TP
Documentation for Input Variable Selection
1. Dissolved Oxygen
2. Arivnoma-N
3. Temperature
it. pll
Input Variables
I. S-ieiin
a. Upstream Flow
b. IJps'.ream Quality
1. Temperature
2. Dissolved Oxygen
3. pH
't . ^mmonia-N
5. CBOD
c. Stream Slope
d. Timc-of-Travel
Velocity
5.0 mg/1 daily minimum
0.05 mg/1 unionized ammonia-N
7"* Row "rojection-.
I'.'79
Selected value
-------
The results of the simplified modeling approach are summarized in
Table IX-13. These results show that with the exception of Grafton, 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 r (less than 5 mg/i) are shown for all but three plants - Amherst,
Spencer, and Wellington. A significantly higher BOD5 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 NPDE5 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
-------
Table IX-13
Results of Simplified Wasteload Allocation Procedures
Computed Effluent Quality
Amherst
Brentwood
Eaton
Grafton
LaG range
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
Expected
12.9
6.2
1.2
2.8
1.5
1.8
2.4
6.6
17.2
BOD5, mg/l
Max.
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
-------
Amherst*
Brentwood Lakes Estates
Eaton Estates
Grafton
LaG range
Lodi
Oberlin
Spencer
Wellington
Table IX-14
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
BOD,
mg/f
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
-------
values, seasonal BODr limitations are not warranted. Occasional violations
of the minimum dissolved oxygen water quality standard may result with
these limits, (10 mg/1 BOD5, 1.5 mg/i NH3-N) 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 BOD5 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 Amherst, French Creek COG, Oberlin, and Wellington
are included based upon the Great Lakes Water Quality Agreement of 19781
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 Table IX-15). Appendix IV lists
the facilities which should have effluent limits that conform with this
guideline.
NPDES 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
Ammonia-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
IX -
-------
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.
Mathematical 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 3uly 1974 and July 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 WI-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
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
-------
(standard deviation) for each discharge. Recent completion of a blast
furnace recycle system reportedly removes about 125 x 10 BTU/hr from
i<
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
j 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 5% 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
i temperatures are hottest from Intake WI-3 to the upstream end of the
turning basin (midsection). Here the average WQS is exceeded by the
i average computed temperature from April through July. 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
1 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.
IK-21
-------
FIGURE 3X-I
BLACK RIVER TEMPERATURES
AT RIVER MILE 5.0
EXISTING U.S STEEL THERMAL LOADINGS
^
:£Z
<
ce
1- SO
x
\
VAXIUUH WOS
8
•AVERAGE DAILY
TEMPERATURE
\
\
\
AVERAGE DAILY WOS-
FEBRUARY
APR1L
Mfly
19 2O 2A • IO I* to 2»
JUN£
SEPTEMBeR OCTOBER NOVEMBER
FIGURE XE-2
BLACK RIVER TEMPERATURES
AT RIVER MILE 3.88
EXISTINS U.S. STEEL THERMAL LOADINGS
X
\
\
\
'AXIKUM WOS
\
\
'r.
H
AVERAGE DAILY WOS-
FEBRUARY MARCH
JUNE
AU9UST SEPTEMBER OCTOBER NOVEMBER DECEMBER
/X-2&
-------
lOOr
FIGURE Et-3
BLACK RIVER TEMPERATURES
IN MIDSECTION AND TURNING BASIN
EXISTING U.S. STEEL THERMAL LOADINGS
90
MIOSECTION
•——TURNING BASIN
570
' PtRCENTILE
__
'V-
•MAXIMUM #05
I i
50-
\\
AVERAGE DAILY
TEMPERATURE
P
AVERAGE DAILY WOS-
1 1 1 1 1
i i i I I I i l i i I
MARCH
APRIL
JUNE
JULY
AUGUST SEPTEMBER OCTOBER NOVEMBER DECEMBER
-------
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 1X-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.
-------
Table IX-16
U.S. Steel - Lorain Works
Thermal Load Allocations
Measured Thermal Loadings (9/76 to 6/78)
Outfall
Loading
(10b BTU/hr)
Std. Dev.
Flow (iMGD)
Outfall
Loading
(ICT BTU/hr)
Std. Dev.
Flow (MGD)
Outfal!
Loading
(iO6 BTU/hr)
Std. Dev.
Flow (MGD)
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
Recycle of Outfall 001 (5% £
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
Loadings with
Slowdown to 001)
003
258
113
68
004
44
32
22
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
-------
FI8URE EE-4
BLACK RIVER TEMPERATURES
AT RIVER MILE 5.0
ALTERNATIVE-! (RECYCLE OF OUTFALL OOI)
9 to I
FEBRUARY
AUGUST
to 25 9 19 15 20 2a
SEPTEMBER OCTOBER NOVEMBER DECEMBER
FIGURE 1T-5
BLACK RIVER TEMPERATURES
AT RIVER MILE 3.88
ALTERNATIVE-! (RECYCLE OF OUTFALL OOI)
lOOi-
9O
eo
u.
D
\
u
§70
HT/?>
r£Hf
• t« i' » U
HAY
^
' >-
scro/s/t)'
f*/jr£/*f
i i t I I
^"^
"^* .
x 1
N, \
\
V
JUNE JULY AUGUST SEPTEMBER
«..«._
N,L-
\\
r
\
x
N.
Avcuaee oAtLr was -
11-11 1 i • • ' ' -
1 10 It to » » » .t »2«
OCTOBER NOVEMBER
I/UUM WOS
-r*
_/
DECEMBER
/X-32.
-------
FIGURE n-6
SLACK RIVER TEMPERATURES
IN MIDSECTION AND TURNING BASIN
ALTERNATIVE-I (RECYCLE OF OUTFALL 001)
APRIL
JUNE
'0 t» IO 25
JULY
S 13 l> to 29
AUGUST
-------
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 (July 1974, July 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.5. 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 July 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-
-------
Table IX-17
Lower Black River Physical and Hydrologic 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
/X-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 July 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 3uly 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-
-------
FIGURE 31 - 8
DISPERSION COEFFICIENTS
>ISPERSION COEFFICIENT Ifl.'/nc.)
n * V » •< a
S 8 § g 8 8
200
100
O
=d
/
//
Hi
ill
I
1
/
\
\
\
\
\
\
\
\
\
\
---. \ .,
\
\
\
L
\
\
'' " ' 2 3 4 3 6
RIVER MILE
\
\
\
\
T
PROJECTIONS
1979 VERIFICATION
1974 VERIFICATION
S
\
6
9
1C
) II
-------
Table IX-18
Reaction Rates for the Lower Black River
River Miles
Rates
CBOD
NBOD
Reaeration
10.8 - 6.0
0.3
0.3
7.6
6.0 - 2.9
0.1
0.1
0.35 - 0.1*
2.9 to Lake
0.05
0.05
0.02*
SOD
(1/2 1979 value) 0.0 0.0 - 0.2S 0.28 - 0.56
1X-30
-------
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 July 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 Outfall 001 with a 5% 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.
-------
Table IX-19
Effluent Loadings for Selected Treatment Alternatives
Concentration, mg/1
Alternative
Elyria 1. Secondary
2. Secondary,
Nitrification
3. Secondary,
Nitrification,
Filters
French 1. Secondary,
Creek Nitrification
" " Filters
X
' 2. Effluent Quality
_t to meet WQS
o
3. Discharge
to Lake
Lorain 1. Discharge
to River
2. Discharge
to Lake
U.5. Steel 1. Existing Permit
001
005
002
003 & 004
«i, 2. Same as Alt. 1
v' Except 001
and 002
3. Same as Alt. 1
Except 001
and 002
Flow
cfs.
19.1
19.1
19.1
8.9
8.9
0.3
27.4
0
92.8
3.6
4S.4
139.2
4.6
46.4
4.6
29.9
BOD,
21.7
20.0
10.0
7.5
1.7
1.3
20.0
0
1.3
0
0.4
0
1.3
0.4
1.3
0.6
CBOD
65.0
60.0
30.0
22.4
5.2
4.0
60.0
0
4.0
0
1.2
0
4.0
1.2
4.0
1.9
NH,-N
J
20.0
1.5
1.5
1.6
1.6
0.1
20.0
0
0
0
2.2
1.2
0
0.55
0
.85
NBOD
' 91.4
6.86
6.86
7.25
7.25
0.5
91.4
0
0
0
10.1
5.4
0
2.5
0
3.9
Thermal
,Load
D.O. (10b BTU/hr)
3.3
5.0
5.0
2.9
6.0
7.5
3.7
0
84
4
251
302
4
251
4
131
-------
FIGURE IT-9
BLACK RIVER PROJECTIONS
ELYRIA
\
\
2 3
o
ELYRIA ALTERNATIVES
SECONDARY
SECONDARY + NITRIFICATION
SECONDARY. NITRIFICATION.
+ FILTRATION
RIVER MILE
FIGURE DC-IO
BLACK RIVER PROJECTIONS
FRENCH CREEK
s
DISSOLVED OXYOEN -nn/l
O _ N «• * "• *
^^
-
_-
II 10
'
9
•
_ *
X
IN
X
\
\
\
jT S
''
- _— —— •
'
—JZZ^
^
y
FRENCH CREEK ALTERNATIVES
FLOW CONCETRATIONS
__j__. ...
2 0.3
cioo mop £2
22.4 7.23 2.9
52 7.2S e.O
4.0 0.9 7.5
8769432"°-
RIVER MILE
Xl-41
-------
FIGURE IX-H
BLACK RIVER PROJECTIONS
LORAIN
a 4
2 3
o
LORAIN ALTERNATIVES
OUT
6 5 4
RIVER MILE
FIGURE DC-12
BLACK RIVER PROJECTIONS
U.S. STEEL
» 5
O 4
co 3
U.S. STEEL TREATMENT ALTERNATIVES
— '— — Eiittinf E(fl»«Kt Ouvlity
- 2 - Rue,cl» OOI, BATEA OO2
— — *•— — Alttrnollvn 2 Ptu« CooHni)
or Outfall 002
RIVER MILE
-------
AUTOSS 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 mg/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 Eiyria 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 Eiyria 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 3uly
197^ 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 mimimum 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 i.O 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 1) 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), 95% 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 July 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
-------
Table IX-20
Sensitivity Analysis Inputs
Range of Coefficients
Increase Decrease
Sediment Oxygen Demand 0 SOD
Reaeration +25% -25%
KCBOD +25% -25%
KNBOD +25% -25%
Quality
Upstream CBOD 6.0 2.0
Quality NBOD 1.0 0.0
D.O. 5.8 8.33
Quality
Lake CBOD 4.0 2.0
Quality NBOD • 0.5 0.0
D.O. 5.9 . 8.54
Temperature +3°F -3°F
Upstream Flow 12.5 cfs
Dispersions Magnitude +25% -25%
Dispersions River Mile +0.2 mi. -0.2 mi.
Depth (velocity) Upstream
Turning Basin +2596 -25%
Depth (velocity) Downstream
Turning Basin +3 ft. -3 ft.
IX-
-------
(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 shows 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 reaeration 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 BOD5 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;,
-------
DISSOLVED OXV8EN -mg/l
X
I
-t
II
83
5*
H
w
o
m
o
o
x
-<
0
3
J>
Z
•
3)
-------
Table IX-21
Recommended Effluent Limitations
Elyria STP
Constituent Monthly Avg. Weekly AVR.
Total Suspended Solids 10 mg/1
BOD 8 mg/1
Ammonia-N
May - October 2.0 mg/1
November - April 5.0 mg/1
Total Phosphorus 1.0 mg/1
Fecal Coliform 1000/100 ml 2000/100 ml
pK ' 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
-------
Table IX-22
Recommended Effluent Limitations
French Creek Council of Governments
Sewage Treatment Plant
Option 1 - Discharge to French Creek
Weekly Average
Total Suspended Solids 10 mg/1
BCD- 2 mg/1
Arnmonia-N 1.5 mg/1
Total Phosphorus 1.0 mg/i
Dissolved Oxygen 6.5 mg/1
Option 2 - Discharge to Lake Erie
Monthly Average
Total Suspended Solids 10 mg/1
5C-D,. ' 10 mg/1
Amrfonia-N No limitation
Total Phosphorus 1.0 mg/1
Dissolved Oxygen 6.5 mg/1
-------
Table IX-23
Recommended Effluent Limitations
Lorain Sewage Treatment Plant
(Lake Erie Discharge)
Constituent Monthly Avg. Weekly AVR.
Total Suspended Solids 20 30
BOD, 20 30
Ammonia-N
Total Phosphorus 1.0
Fecal Coliform 1000/100 ml 2000/100 ml
-------
Table IX-24
Thermal Discharge
(106 BTU/hr)
Total Suspended
Solids
Oil and Grease
Ammonia-N
Total Cyanide
Phenolics
Toxic Metals
Toxic Organics
Carbonaceous Oxygen
Demand
Recommended Effluent Limitations
United States Steel Corporation
Lorain Works
Outfall 001
Monthly Daily
Averaxe Maximum
(Ibs/day unless otherwise noted)
Outfall 002 Outfalls 003, 004
Monthly Daily Monthly Daily
Average Maximum Average Maximum
--
BCT(1)
BCT(1)
~
--
BATEA(3)
BATEA
—
10
BCT(1) BCT
BCT(1) BCT
. —
--
BATEA BATEA
BATEA BATEA '
100
210
BCT
BCT
136
13.9
5.6
BATEA
BATEA
300
--
BCT
BCT
BATEA
--
BATEA
BATEA
—
634
BCT
BCT
BATEA
35.1
14.0
BATEA
BATEA
No
Discharge
Outfall 005
Monthly Daily
Average Maximum
12
Notes:
(1) Best Conventional Technology Effluent Limitations or 95% Recycle of Existing Discharge from Outfall 001.
(2) pH 6 to 9 su for All Discharges.
(3) BATEA - Best Available Treatment Economically Achievable (to be proposed 12/80).
-------
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 biowdown 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-l-04(B) 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
biowdown 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-52-
-------
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 Coli. (No./100 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, 55%
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
-------
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
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 NO2-NO3, 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
-------
TABLE IX-2 5
x
Minimum Concentration
No. of Events with
Decreased Concentration
Increased Concentration
No Change
Maximum Concentration
No. of Events with
Decreased Concentration
Increased Concentration
No Change
DISSOLVED OXYGEN CHANGE WITH STORM EVENTS
(1973 U.S.G.S. WATER RESOURCES DATA FOR OHIO)
11/36
22/36
3/36
10/36
19/36
7/36
A Before
31%
61%
8%
A Before
28%
53%
19%
A After
18/37
16/37
3/37
A After
17/37
14/37
6/37
49%
43%
8%
46%
38%
16%
A Total
18/36
16/36
2/36
5096
4496
696
A Total
8/36
23/36
5/36
22%
64%
14%
A Before = (Storm event D.O,) - (D.O. immediately preceding storm event)
A After = (D.O. immediately after storm event) - .(Storm event D.O.)
A Total = (D.O. after storm) - (D.O. before storm)
-------
Y is the parameter's concentration given in mg/1,
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-NO3 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
]h
turf fungicides. Lead acetate, lead arsenate, and lead arsenite are used in
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.
-------
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 VIII 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 (3ODJ 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
-------
Table IX-26
Total Maximum Daily Loads
Segment
Black River
1
French Creek
2
Black River
3**
East Branch
5
East Branch
6
West Branch
9
Plum Creek
10
Beaver Creek
14
Martin Run
15
*106 BTU/hr
BODC Ammonia
135 136
340 97
1140 270
50 10
330 70
8 2
130 30
160 40
2 0.4
**Additior.al TMDL's
Cadmium
Chromium
Copper
Lead
Mercury
Nickel
Zinc
Them
7C
for Segi
Ibs/day
1.4
12.1
2.4
3.6
.02
12.1
11.5
Loadings Ibs/day
Cyanide
49
3.0
Phenolics
19.6
JX-5"
-------
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 WQS1.
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 regional!zation 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 v/ould 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
IX-
^
-------
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. BOD5-7 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 warm water 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 BOD,- 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
-------
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
3une 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.
-------
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 (Moore, 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 1974.
14. ' Van Nostrand Reinhold Co., The Condensed Chemical Dictionary,
Eighth Edition, Revised by Gessner G. Hanley, 1971.
-------
15. International Joint 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, June 1980.
-------
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 (July 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 July 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.
X-
-------
(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- ~
-------
FIGURE X-l
BLACK RIVER PLANNING AREA
RECOMMENDED PRIMARY WATE", DUALITY MONITORING NETWORK _- ;=,
L A K
'JW
-------
TABLE X-l
-h
Recommended Primary Monitoring Network
Black River Planning Area
Station
1
2
3
tl
Location
Lorain
Elyria
Elyria
Esselburn
River Mile
Black River
3.9
10.1
15.2
50.7
Latitude
Longitude
82°07'53"
82005'45"
82°06'17"
Station Description
U.S. Steel - Lorain Works
Water Intake WI-3
Ford Road Bridge
USGS Gage at Elyria
West Fork of East Branch
Medina County Rd. T-28
-------
ACK NOW LEDGMENTS
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 Delos, 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.
-------
Appendix I
Discharger Location Maps
-------
LAKE £"/?/£
KEY
FIGURE I-l
LOWER BLACK RIVER AND LAKE ERIE
DISCHARGER LOCATION MAP
US STEEL -LORAIN WORKS
INDUSTRIAL DISCHARGER
MUNICIPAL WATER TREATMENT PLANT
MUNICIPAL SEWAGE TREATMENT PLANT
SCALE IN MILES
.5
-------
FIGURE J-2
FRENCH CREEK
DISCHARGER LOCATION MAP
KEY
INOUSTHIAL DISCHARGER
MUNICIPAL SEWASE TREATMENT PLANT
SEMI-PUBLIC SEWAGE TREATMENT Pt-AMT
-------
FIGURE 1-3
RIDGEWAY DITCH
DISCHARGER LOCATION MAP
o
INDUSTRIAL DISCHARGER
MUNICIPAL SEWAGE TREATMENT PLANT
SEMI-PUBLIC SEWAGE TREATMENT PLANT
SCALE IN MILES
-------
FIGURE T-4
BLACK RIVER
(ELYR1A STP TO EAST 3IST. ST. BRID6E-LORAIN)
DISCHARGER LOCATION MAP
\
KEY
o
D
O
INDUSTRIAL DISCHARGER
MUNICIPAL SEWAGE TREATMENT PLANT
SEMI-PUBLIC SEWAOE TREATMENT PLANT
J
SCALE IN MILES
.5
-------
FIGURE Z-5
BLACK RIVER
(CONFLUENCE OF EAST AND WEST BRANCHES TO ELYRIA STP}
DISCHARGER LOCATION MAP
EAST BRANCH
BLACK RIV£H
V
WEST BRANCH
BLACK Riven
KEY
o
INDUSTRIAL DISCHARGER
i 1
SCALE IN MILES
I > t-
-------
FIGURE 1-6
EAST BRANCH OF BLACK RIVER
(CONFLUENCE OF EAST AND WEST BRANCHES TO SR 57)
DISCHARGER LOCATION MAP
KEY
INDUSTRIAL DISCHARGER
SEMI-PUBLIC SEWAGE TREATMENT PLANT
-------
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
-------
FIOUSE r-a
WILLOW CREEK
DISCHARGER LOCATION MAP
FAST BRAHCH
OF BLACK RIVER
KEY
INDUSTRIAL DISCHARGER
j MUNICIPAL SEWAGE TREATMENT PLANT
SEMI- PUBLIC SEWAGE TREATMENT PLANT
SCALE IN MILES
-------
FIGURE 1-9
EAST BRANCH OF BLACK RIVER (GRAFTON TO HEADWATERS)
DISCHARGER LOCATION MAP
-. SRS7 SR30S
INDUSTRIAL DISCHARGER
MUNICIPAL SEWAGE TREATMENT PLANT
MUNICIPAL WATER TREATMENT PLANT
SEMI-PUBLIC SEWAGE TREATMENT PLANT
OfiAHCH Of
_BA3lN BOUNDARY
-------
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
-------
FIGURE I-II
WEST BRANCH OF BLACK RIVER (ABOVE SR 10)
DISCHARGER LOCATION MAP
MUNICIPAL WATER TREATMENT PLANT
MUNICIPAL SEWAGE TREATMENT PLANT
<^> SEMI-PUBLIC SEWAGE TREATMENT PLANT
SCALE IN MILES
S Z I O
-------
FIGURE 1-12
PLUM CREEK
DISCHARGER LOCATION MAP
Squirts
IT*
-==(N)E3-
IT
(_J MUNICIPAL SEWAOE TREATMENT PLANT
SEMI-PUBLIC SEWAGE TREATMENT PLANT
SCALE IN MILES
I 1' I.I II ••
WFSr BRANCH
OF BLACK RIVER
.9
-------
FIGURE 1-13
CHARLEMONT CREEK
DISCHARGER LOCATION MAP
• KEY
X
(~) INDUSTRIAL DISCHARGER
[~1 MUNICIPAL SEWAGE TREATMENT PLANT
(~\ MUNICIPAL WATER TREATMENT PLANT
SEMI-PUBLIC SEWAGE TREATMENT PLANT
,~ '
-------
FIGURE 1-14
BEAVER CREEK (MOUTH TO OHIO TURNPIKE)
DISCHARGER LOCATION MAP
LAKE Ca/£
"\
KEY
INDUSTRIAL DISCHARGER
MUNICIPAL SEWAGE TREATMENT PLANT
SEMI-PUBLIC SEWAGE TREATMENT PLANT
MUNICIPAL WATER TREATMENT PLANT
-------
FIGURE 1-13
BEAVER CREEK (OHIO TURNPIKE TO HEADWATERS)
DISCHARGER LOCATION MAP
INDUSTRIAL DISCHARGER
<^> SEMI-PUBLIC SEWAGE TREAT ME NT PLANT
SCALE IN MILES
.5
-------
Appendix II
Temperature Model
-------
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 warmwater habitat or as seasonal
warm water 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 duly 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.
-------
Table 1
Ohio Temperature Standards Applicable to the Black River
Shown as degrees Fahrenheit and (Celsius)
Average:
Daily
Maximum:
Average:
Daily
Maximum:
Jan.
1-31
44
(6.7)
49
(9.4)
June
16-30
82
(27.8)
85
(29.4)
Feb.
1-29
44
(6.7)
49
(9.4)
July
1-31
82
(27.8)
85
(29.4)
Mar.
1-15
48
(8.9)
53
(11.7)
Aug.
1-31
82
(27.8)
85
(29.4)
Mar.
16-31
51
(10.6)
56
(13.3)
Sept.
1-15
82
(27.8)
85
(29.4)
Apr.
1-15
54
(12.2)
61
(16.1)
Sept.
16-30
75
(23.9)
80
(26.7)
Apr.
16-30
60
(15.6)
65
(18.3)
Oct.
1-15
67
(19.4)
72
(22.2)
May
1-15
64
(17.8)
69
(20.6)
Oct.
16-31
61
(16.1)
66
(18.9)
May
16-31
66
(18.9)
72
(22.2)
Nov.
1-30
54
(12.2)
59
(15.0)
June
1-15
72
(22.2)
76
(24.4)
Dec.
1-31
44
(6.7)
49
(9.4)
-------
LAKE ERIE
-LORAtN STP
FIGURE I
STREAM SAMPLING LOCATIONS
BLACK RIVER SURVEY
. " JULY 23-26, 1974
OUTFALL OOI
OUTFALL 005
OUTFALL OO2
OUTFALL 003
OUTFALL OO4
0.0
I.O4
1.85
2.40
2.85
3.35
3.68
4.85
5. 10 (."REI.'CH CREEK)
6.50
8.60
10.IO
10.80
ELYRIA STP-
-------
85
m
70
-
-
-
|
m—m
FIGURE 2
BLACK RIVER TEMPERATURES
MEASURED
IMAXI
AVER
JULY E3-
»UM
tGE DAILY
«
1 t t
! I I 1 f
26, 1974
t 1 1 I 1 1 1 \ 1
••
I 1 1 l_
»
_1 f t 1
1 1 f I 1 t t 1 1
T
±
i i t i i i i i i
M»
<•
•
1 1 1 1 1 ! 1 1 1
•
•
1 t 1 1 t 1 t 1 t
-p
-1-
? 1 1 1 I 1 t f 1
It
-
NATURE (°F)
S
0.
£
U
E
a
BO
75
10 9 8 7 6 5 4
RIVER MILE
-
-
•
FIGURE 3
BLACK RIVER TEMPERATURES
MEASURED
-pMAXI
^AVER
JULY 16-
UUM
AOE DAILY
m
m
19, 1979
•
•
"**"
I 1 1 t 1 1 I 1 1
3
•M •
•
1 T 1 1 I t
1 10 9 8 7 « S 4
t t i
Z 1
•
V
•
•
•
9
•
m
1 t I
•^w
1 1 1 t ! 1 1 t t
2 1
RIVER MILE
-------
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 001 temperatures averaged about 84°F with
maximum values approaching 90°F. Maximum temperature standards
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,
3.88, 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
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 (RiM 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-
h
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 00^ 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 + (T - E) e "
V-
h KAE
KA + PCp
-------
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
T = mixed temperature of the stream at the heat source discharge, F
T» = temperature of the turning basin, F
T = temperature of the mid-section, F
ms
T T T _
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
FLB= 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)
:ri
6
are calculated using the procedures described by Parker and the short wave
radiation formulation developed by TVA.
Based on these relationships a computer program (TEMPBR) was
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
with the following equation to calculate input values for each simulation:
V = x + (S x R)
-------
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 STP flow and a natural flow
determined as a percentage of the flow at the Elyria USGS gage based on
drainage areas.
-------
Date
September 12, 1972
September 13, 1972
May 2, 1974
July 23, 1974
3uly 24, 1974
July 25, 1974
September 3, 1975
Table 2
Computed Lake Intrusion Flow
Lake Intrusion Flow (F. )
River Flow^Fp)
31.8
42.0
123.0
19.8
21.0
22.1
223.9
Intake WI-3
(RM 3.88)
40.7
12.4
0.0
45.4
50.0
39.2
—
Midsection
(RM 3.35)
51.5
22.8
0.0
95.4
99.0
89.9
Turning Bas
(RM 2.4)
170
152
175*
387
332
277
27.6
Sum of flow at USGS gage in Elyria and Elyria STP.
* Value not used in developing lake flow equation.
Computed Equations for Lake Intrusion Flow
Intake WI-3
Midsection
^
.6
= 731.e-090 FR
Turning Basin F, = 342.e"'011 FR
-------
Verification
To validate the predictive capabilities of TEV1PBR, 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
\VidthoCQn
where n was set at 0.15 ' (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.
-------
Table 3
Black River Temperature Model (TEMPBR)
July 197^ Verification
Input Data
Mean
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
70.6°F
145 BTU/ft2-day-°F
Standard
Deviation
0.0
0.0
0.0
9.3 cfs, 9.8 cfs, 9.8 cfs
1.6 cfs
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 10b BTU/hr
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 (TEMPBR)
July 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
00*
005
Mean
76.6°F
93.3 BTU/ft -day-°F
74.7°F
Standard
Deviation
0.0
0.0
1.75
37.46 cfs, 29.74 cfs, 24.23 cfs
2.6 cfs
8.37 cfs
71.73°F
62.0 cfs
23.5 cfs
68.0 cfs
22.0 cfs
2.3 cfs
66.91 x 10? BTU/hr
203.0 x 10b BTU/hr
272.61 x 10r BTU/hr
110.12 x 106 BTU/hr
3.23 x 106 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
-------
Table 5
Black River Temperature Model (TEMPER)
197^ 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 (R.M 5.1-5.0) 89,760 sq.ft.
U.5.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.S8-2.9) 1,190,000 sq.ft.
Turning Basin (RM 2.9-2.4) 1,630,000 sq.ft.
-------
c
D
X
C
J
L
E
u
t
a
>
70
-
-
-
- I it
- 1
-
TE
JULY
MEASURED
-j- MAXI
- » AVER
CALCULATED
-y-MAX
1
-T-MEA^
--L-MINI
FIGU
MPBR VE
23-26, IE
MUM DAILY AVE
AGE DAILY
1UU DAILY AV
MUM
(
IUM
~~L~~"
RE 4
RIFICATIC
>74 CONOIT
:RASE
.
ERASE
'
)N
IONS '
•~— :T-
-L
T
i
T'
-
|
±._
:r
y
i
10
RIVER MILE
9O
85
o
MPEHATURE
Of
o
-
-
_
-
i- h
_ i "
£• t
Lj
Ti— J
1
r
r
•1
^
•
i
r
11
FIGURE S
TEMPBR. VERIFICATION
JULY 16-
19, I9T9 CONDITIONS
MEASURED 1
I MAXIMUM DAILY AVI
AVERAGE DAILY
i
RAGE
MINIMUM DAILY AVERAGE
"*!
—
•
10 9
1 i ' 1 J. ±_L I 1
CALCULATED
—f- MAXI
1
— I—MEAN
1
<•
— — -
L L _L J
8 7
HUM ~
r
—MINIMUM |_
^~ •— •
1 1 1
t I 1 t 1 1 1 1
i .
1 1 1 1 1 1 1 1 1
i
.
T T
T—
1
a—
1
X.
i i i i i i i i
"7
1
4-
i
' T
1
i i r i l i i i_L
I
1 1 1 ! 1 1 1JJ_
6 5 A 3 Z '
RIVER MILE
-------
Figure 5 shows the results of the 3uly 16-19, 1979 simulation. Upstream
of U.S. Steel the model accurately predicted the gradual increase in
measured temperatures. At Outfall 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, J.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. 1*, 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 Off ice, May 1978.
-------
Appendix III
Dissolved Oxygen Model
-------
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 3uly 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
estuary.2'3'^
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
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
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:
0 • -
-------
Figure 1
Lower Black River
LAKE
-------
where
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)
S 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 1974 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.
-------
FLOW (cfs)
M
O
W
O
O
T
a
O
01
O
r
c.
C
r
M
O
c
m
u
O
c
In
2
m 33
> O
r" J>
il
g O
K)
-------
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 1974 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 (USG5)
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 July 1974 survey flow condition by the
proportionality
Width
-------
Table 1
Stage of Lake Erie at Cleveland
Date
July 22, 1974
July 23, 197^
July 24, 1974
July 25, 1974
State (feet above sea lavel)
572.94
572.99
572.92
572.93
Table 2
Cross-sectional data for the free flowfng
portion of the river (September,
Flow = 139 cfs
Approximate °>iver Mile
V/idth
Average Depth
10.8
10.4
10.1
9.7
9-5
8.3
7.S
6.5
Average
34.8
62.5
105.5
67.5
76.5
63-5
107.2
114.
78.9
1.71
2.07
3.09
1.3
2.11
0.86
1.76
2.68
1.95
Table 3
Time
River Mile
10
10
8.
8.
7.
.7 - 10.1
.1 - 8.6
6 - 8.4
4 - 7.8
8 - 6.5
Total
Average
of travel between R.H. 10.7 - 6
as measured
Flow
by dye tracers.
= 20 cfs
.5
Miles Travel Time (hours) V<
0.6
1.5
0.2
0.6
1.3
4.2
-
2.3
5.33
1.0
2.08
5.0
15.7
-
Velocity (ft/sec)
0.383
0.413
0.290
0.423
0.381
0.392
-------
TABLE 4
July 23-26, 137* EPA Purvey .
SODIUM AMD CHLORIDE INPUTS TO THE BLACK RIVER
Identification
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
-186.6
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, 1974 EPA Survey
INPUTS OF DISSOLVED OXYGEN,
CARBONACEOUS AND NITROGENOUS BOD
(mg/1 unless otherwise noted)
River
Mile
Lorain STP
USS - 004
uss - 003
USS - W12
USS - 002
USS - W13
USS - 005
USS - 001
French Creek
Elyria STP
Black River
(upstream
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 NH as N.
-------
FIGURE 3
WIDTH OF BLACK RIVER
RIVER MILE 0.0 TO 6.S
IOOO
A CORPS OF ENGINEERS
• LAKE SURVEY a U.SOS
ZOO
43
RIVER MILE
FIGURE 4
DEPTH OF BLACK RIVER
RIVER MILE 0.0 TO 6.5
4 3
RIVER MILE
-------
where n was set at 0.15."' 3 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
1^
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.
-------
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 -
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 s
DISPERSION COEFFICIENTS
JULY 23-26, 1974
T50
"600-
"450-
V
5 *IVER4MII.£S
I I I I I I 1 1 M 1 I I I I I I 1 i I t 1 1 I I I I I I I I 1 1 I I I I I t I 1 I I
32 I 0-1
-------
I4O
I2O
IOO
^80
A
FIGUR
SODI
LY 23-
\
\
\
E 6
DM
26, 1974
1
\
T
\
I
L
i :
:-^
^v
I
2 .09876 ...S.,,, 4 3 2 ) 0 - -2
IZO
FIGURE T
CHLORIDE
JULY 23-26, 1974
-------
FIGURE 0
TOTAL KJELOAHL NITROGEN. AMWONIA-NITROGEM.
NITRATE + NITRITE-NITROGEN VS RIVER KILE
15 r ' BLACK RIVER SURVEY
TOTAL tt.ICl.DAHt. HITBOCtM
— — •&-—• — AMMONIA-NITROCEN
—— — -O — - — - NITRATE * NITHITE-WITBOGEM
il 10 9 a 7 C J •* 3 2 I 0 II 10 3
-------
The average level of NBOD at each point between R.M. 0.0-3.4 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 benthal
character, ratio of volume to benthal surface, and rate of replacement of
10 12 18
fluid elements at the benthal 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 proceded 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
19 20
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
inhibition function presented by Hydroscience (and shown in Attach-
ment B), the rate coefficient would be approximately 0.1 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
NBOO
JULY 23-26, 1974
MEASURED
CONCENTRATION
-T- MAXIMUM
AVERA5E
-J- MINIMUM
COMPUTED
CONCENTRATION
12 II IO 9 8 T 6 5 4 3 2 I O -I -2
120
FIGURE 10
CBOD
JULY 23-26, 1974
MEASURED
CONCENTRATION
I
MAXIMUM
I
AVERAGE
MINIMUM
COMPUTED
CONCENTRATION
40
\
12 II IO
654
RIVER MILE
0-1-2
-------
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 STP, 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 mav also account for some of the difference.
Algal Effects
The diurnal variation at some stations (11, 12, and 13) during the July
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 STP. 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 fcolumn
(k x CBOD + k x NBOD, in mg/l/day).
-------
TABLE 6
July 1974
SEDIMENT OXYGEN DEMAND
River Mile
1.8
2.75
4.0
if. 8
5.3
Lab SOD Rate- Estimated Fraction
g 02/m /day of Bottom Covered
Max. Min. Mean By Organic Material""
1.50 1.01 1.18
1.96 1.10 1.57
1.72 0.97 1.39
2.15 1.76 1.96
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
-------
Effects of Temperature
Reaction rate coefficients were assumed to display an Arrhenius
dependence on temperature:
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: '
= KL/H
and K = 12.9U1/2H3/2
constrained by „ _
i _
where K. is the surface renewal rate, H is depth, and U is
velocity.(k/sec)
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
73
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
-------
8.5
FIGURE II
BLACK RIVER TEMPERATURES
JULY 23-26, 1974
BO
\
'AVERAGE MEASURED
TEMPERATURE
ro
6 S
RIVER MILE
-2
FIGURE 12
DISSOLVED OXYGEN
JULY 23-26, 1974
MEASURED
CONCENTRATION
_ MAXIMUM
-V. MINIMUM
COMPUTED
CONCENTRATION
RIVER MILE
-------
and the depth of the stream. Therefore, reaeration rate coefficients were
based on a correlation developed by Banks and Herra and successfully
25
applied to the Saginaw River which relates wind speed to oxygen surface
transfer rate,
K = .384 W°'5 - .088 W + .0029W2
Ka = KL/H
where W 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 were determined using the same
procedures applied during model calibration.
-------
Hydraulic Characteristics,
Stream flow at the USGS gage in Eiyria 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 flosv.
Nitrogenous 3OD
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 Eiyria STP 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
-------
FIGURE 13
DAILY HYDROGRAPH OF BLACK RIVER
AT ELYRIA (R. M. 15.2) FOR JULY, 1979
350
3OO
250
200
*
o
150
IOO
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
US5-003
U5S-W12
USS-002
USS-W13
USS-005
US5-001
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. S
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.
-------
7O
6O
to
-40
9
e
t
i
i>
a
o
«r> 30
ZO
IO
1
•j
;
;
-
|
:
(
• -
MEAS
CONCEN
. M
A
- M
UREO
TRATION
AXIMUM
KERAGS
NIMUM
COMPUTED
CONCENTRATION
2 II
IO 9
J
8 7
FIGUH
SOD
ULY 16-
S\
6 '
e 14
UM
19, 197
9
\
I
1
\
4
^
T 1
t— -i
N
S
3 2 1 0-1-2
RIVER MILES
120
FIGURE 15
CHLORIDE
JULY 16-19, 1979
o
K
O
eo
40
MEASURED
CONCENTRATION
•T- MAXIMUM
AVERASE
I
-L MINIMUM
•3-
COMPUTED
CONCENTRATION
10
694
RIVER MILES
O
-I -2
-------
900
750
0
*
V.
M
h.
«6OO
z
—
o
Lk
W
O
°430
o
-------
concentrations increased near the mouth. With the high ratio of volume to
benthal surface and the low NSOD 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
average measured values at all stations.
Carbonaceous BOD
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 nitrificaiion. 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 C3OD reaction rates decreased uniformly with river mile from a
value of 0.05 at RM 2.9 to 0.0 at RM 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
respirometer 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 1974
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.
-------
24
20
16
^
o»
E
1
O
O
CD
Z
12
8
4
0
"
•
.
-
-
-
1
1
"-4
\
-^
MEAS
CONCEN
. M
A
. M
^
URED
TRATION
tXIUUM
YERAGE
NIMUM
COMPUTED
CONCENTRATION
J
""-<
X
FI3UR
MB
JLY 16-
\
\
\
e ir
3D
19, 197
T
K
9
h
\
i
2
V
».
^JE
X
^
I
12 II
654
RIVER MILES
16
12
-
-
-
-
-
-
•
\3
a
\
MEAS
CONCEN
I"
1"
•J- M
_
\
|\
UREO
rRATlON
kXIMUM
/ERAGE
NIMUM
COMPUTED
CONCENTRATION
\
J
N
FIGU
CB
ULY IS-
\
\J
RE 18
00
-19, 197
H
'9
J.
v
TT
T =
8 R-VER'-LES 4
T
-i
T
I
-2
-------
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
i
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 11 (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,/l
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 l^f 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 S"P
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
-------
10
9
a
7
E
1
>
X
o
0
U j
3
o
VI
m
5
4
3
2
1
O
\
^
\
M
CON
r
"v
EASUREO
CENTRATION
- MAXIMUM
AVERAGE
- MINIMUM
COMPUTED
CONCENTRATION
2 tl
1
T
i
• ^™
A
FIGURE 19
DISSOLVED OXYGEN
JULY 16-19, 1979
3JOSTED
10 9 8 7
,-o'c
V
\
\3
OWNER K2
V
\
>
r
yJ
/
4
/
JL .
3
/
2
/
/
I
/
i
1 O -1 -2
RIVER MILES
-------
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.
-------
REFERENCES - APPENDIX III
1. Crim, R.L., and Lovelace, N.L., "AUTO-QUAL Modelling Systems",
EPA-440/9-73-003, U.S. EPA, Washington, D.C., March, 1973.
2. Brant, R.A., and Herdendorf, C.E., "Delineation of Great Lakes
Estuaries", Proceedings 15th Conference of Great Lakes Research,
page 710, 1972.
3. 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.
4. Bowden, K.F., "Circulation and Diffusion", in Estuaries, edited by
G.H. Lauff, American Association for the Advancement of Science,
Washington, D.C., 1967.
5. Harleman, 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.
6. Ippen, A.T., "Salinity Intrusion in Estuaries", in Estuary and Coastline
Hydrodynamics, edited by A.T. Ippen, McGraw-Hill Book Co., New
York, 1966.
7. Harleman, D.R.F., "Pollution in Estuaries", in Estuary and Coastline
Hydrodynamics, edited by A.T. Ippen, McGraw-Hill Book Co., New
York, 1966.
8. O'Connor, D.3., unpublished communication .to Simplified Mathemati-
cal Modelling Seminar, Philadelphia, November, 1973.
9. O'Connor, D.J., unpublished communication, Summer Institute in Water
Pollution Control, Mathematical Modeling of Natural Systems, Man-
hattan College, New York, May, 1974.
10. O'Connor, D.J., Thomann, R.V. DiToro, D.M., and Brooks, N.H.,
"Mathematical Modeling of Natural Systems", Manhattan College, New
York, 1974.
11. O'Connor, D.J., "An Analysis of the Dissolved Oxygen Distribution in
the East River", Journal WPCF, Volume 38, Number 11, page 1813,
1966.
12. Hydroscience, Inc., "Simplified Mathematical Modeling of Water
Quality", prepared for U.S. EPA, March, 1971.
13. 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-II", prepared for U.S. EPA, May,
1973.
16. O'Connor, D.J., 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 5J>5,
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 tne
Metropolitan Sewer District of Greater Cincinnati, October, 1968.
22. Tsivoglou, E.G., and Wallace,' 3.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 £8,
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.E1.;
Mahoning River Waste Load Allocation Study, U.S. EPA Eastern
District Office, September 1977.
27. U.S. EPA, Region V, "Technical Justification for NPDES Efflueit
Limitations for Municipalities on Low Flow Streams", December 10,
1979.
-------
ATTACHMENT A
AUTO-SS SOLUTION
EXCERPT FROM "AUTO-QUAL MODELLING SYSTEM"1
-------
MODEL DEVELOPMENT
The development of AUTpSS and AUT0QD has been broken into sections.
Because the tv;o 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.
-------
CHANNEL REPRESENTATION:
The first problem to be resolved in a model development is hov/
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 !
i
\
dividing the natural channel into a finite number of sections (See
rigure 1). Each of these sections contains a finite volume of water. [
These-sections (discrete volumes of v;ater) are assumed to be uniform ,
at a given instant in time in all their properties. This assumption - '
is generally referred to as the "fully mixed assumption". Thus, any - j
property of this volume of water, for instance, a constituent concen-
tration, represents the average value for that volume. This average j ('
value has a point value at the center of the volume. These discrete ,
volumes of water are referred to as junctions. '
Generally the-system being modelled is not static. There will be j
flow and r,ovefr:&fit 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 " j
treated as a uniform, rectangular channel between junction midpoints.
Water properties are not associated with channels. Channels are used
(computationally) for the transfer of properties from junction to
junction. % J
\
i
-------
Various properties are associated with either a channel or a
junction; the properties of a channel are:
1. Flow (ft3/sec)
2. Velocity (ft/sec)
3. Dispersion coefficient (ft2/sec)
4-. Cross-sectional area (ft2)
5. Depth (ft)
6. Width (ft)
7. Length (ft or miles)
The properties of a junction are:
1. Volume (ft3) ;
2. Surface area (ft2)
1 3. Constituent concentrations (pprn)
i
4. Temperature (°C)
! -_ 5. Evaporation - rainfall (in/month)
; •'"-- - 6. Inflows (ft3/sec)
"" " 7. Diversions (ft3/sec)
8. Reaeration rate (I/clay)
9. Photosynthesis - respiration rate (gr 02/m2/day)
f
• 10. Sediment uptake rate (gr 02/m2/day)
I ; ' ' 11. C80D decay rate (I/day)
12. H80D decay rate (I/day)
• ' 3
j 13. Constituent masses (ppm-ft )
14. Inflow concentrations (ppm).
-------
Some of the junction properties are computed from channel values. \
For instance, junction voluir.es 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: • j
1. Starting river mile ' .
2. Ending river mile • ]
3. Number of sections. • -- - ,
Thus far in the- network representation the following assumptions
have been mads: j /
'.- '-
1. The natural channel can be accurately represented by |"
a system of discrete volumes ' . '
2. Within each junction all water properties are uniform ,
; .. (fVny mixed assumption) ' '
._3. Junction values have point values at the center of a i
junction-.
These assumptions should be kept in nind when applying the models. •
Experience has shown that in "most applications these assumptions are
I
valid. However, some caution must be exercised in such cases as heavily - i
stratified estuaries or impoundments. '
The following example demonstrates how the network is established:
i
t
*
-------
~g uoifaunp""' f «ojp«np "~' ^euctpunp
-------
Given the basic data:
starting mile =0.0
ending mile =4.0
number oP sections = 4
The network shown in Figure 1 would result from the above information.
The starting and ending piles 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 AUT0SS and AUT0QD the channel
lengths are constant throughout the network. The first and last junction
will actually extend one-half of a channel length outside the defined
segment. The stream and/or estuary being modelled is referred to as the
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 no'iwork, the
junction boundaries, and the channel lengths. The physical properties
(width, depth, etc.) have not yet been determined. Most of these physi-
cal characteristics are 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 follov/s:
c
-------
FIGURE 2
700-
»
-V-
*+-
X
h-
500-
400-
300-
aoo-
100-
\
DATA POINT
DATA POINT
—J {—
2.0 3.0
RIVER MILE
t
0.0
i
1.0
MILE 0.5- CHANNEL I ; width = 600.0R.
MILE 1.5- CHANNELS; wid-ft = 483.3fr.
MILE 2.5- CHANNELS; width = 366.7ft.
MILE 3.5.- CHANMEL4;wid*h= 250.0rr.
4.0
-------
8
(3 mile 0.5 v/idth = 600.0 ft.
Q 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 done,'consider the following general network:
nj-T
f •
let d- = mean depth cf "channel j (ft)
\j __ •
As. = surface area cf junction j (ft2) ^
\J * "
VI- = width of channel j (ft) lv_
o
.V- = volume of junction j (ft3) .
v
L = channel length (constant)(ft)
VJ. is an input to the program, d. is computed on the basis of flow
J ._.. y ...... ""--.•
and L is defined in the network construction'. The remaining are
computed as follows:
As- = (U. + W. ,) L (ft2)
J J v) *
-------
The first and last junction's values are given by:
Last junction (nj):
Vnj ' Vl VlL
First junction (1 ) :
AS-J = Wy L (ft2) . . ....
V1 = W1d1 L (ft3).
In general, when values are assigned to channels and they are needed
to- compute a junction parameter > the channel values on either side of
the- junction- are averaged and that average value is used in the
computations.
-------
10
HYDRAULIC DEVELOPMENT:
The hydraulic solution used in AUTOSS and AUTOQQ consists of
two parts:
1. Determine the flows in each channel.
2. Determine the depths in each channel. "~ ••
'The solution represents a net, steady state situation. No attempt
is made in these models to solve the equations governing tidal
flow, storm surges, or any unsteady flow condition. That is why
AUTOQD is called a quasi-dynamic model. The quality equations ere
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 following situation:
-------
where Q- = flov; rate in channel j (ft /sec)
o
Isolating junction j;
11
qin.
evap
D)
qin. = inflow to junction j (ft /sec)
«j
O
qout- = diversion from junction j (ft /sec)
J
evap- = net evaporation minus rainfall at junction j
J (inches/month)
CF = conversion factor, to convert in/mo.i to ft/sec
2
As. = surface area of junction j (ft )
\t
Q.. , v/ill be given by;
Q. , =.-Q- -qin. +qout, +evap.As.CF (ft3/sec)
**""*• -.^, J J
-------
However, the first and last junction are computed differently
because each has only one channel connected to it. Taking the last
junction (nj);
12
qout
(2) . Qn:H = -qTnn.
(note sign convention)
Taking the first junction (1);
QOUT,
-------
13
QO'JT-j (-QINj) will be given by;
= -Q, +qin1 -qout, -evap^As.^ (ft3/ sec)
(-QIH,)
A positive QOUT-, indicates a flow out of the segment at the downstream
end. A negative QO'JT, 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 tha solution,
determining depths rcay proceed;
let d- = mean depth of channel t (ft).
Depth can be given by an equation of the form; • ._
M "i-N.i^ *»3.r
Vihere A, - , A9 ., and A_ . are emperical constants.
! > 1 ^~>* ^ > '
The coefficients of equation (4) (A-j -, A2 • » A3 .) are entered as
point inputs end interpolated over the segment. These coefficients
nsy be deternined from stage/discharge curves when availiable. In
sorr.? special cases they may bs computed. For example, assume the
Manning Equation is applicable (a special case). The coefficients
could then be determined as follov;s: • "- -
U = Li§iR2/3SV2 (ft/sec) Manning's Formula [6]
v/here;
U = velocity (ft/sec)
n = Manning's coefficient
R = hydraulic radius (ft)
-------
14
S = water surface slope (ft/ft)
Assume the channel is wide compared to its depth, then R = d.
For uniform steady flow S = slope of channel bottom (S ). Letting
B = channel v/itdh (ft) and Q = flow rate (ft3/sec), the Manning
Formula may be written as;
Q _ 1 .436 -2cl/2
Bd n~~ d 5o
.. _• . solving for d, . ".
. . . „ 0.6 0.5 ....
' <* - [ " T/2] Q . ••-•'-..
1 .48635^' - . .
which corresponds to; - "
- A7 . . ' ""-•. - •"
.-••-. d = ATQ * + A3 . -"••
with, •
n " 0.6 " |
A -r n , i
1 L TT? J - *
4 1,48535^ . |
I
AZ = 0.6 . - 1
-:-• - Aa =.0.0 . -_•- - . j
- In an. estuary the depth of. flow may be essentially invariant i
• - ' i
with the flow magnitude. In that case A-, equals 0.0 and A-, represents j
" " '
•••• -
the estuary depth at wean tide level. • . .•--"-•
There has been no distinction trade between estuaries and free • i
i
flowing streams in the hydraulic development. Since the models use daily J
|
average or net flows, the hydraulic differences between estuaries I
!
and streams may be represented in the coefficients of the depth f
-------
15
equation. It is possible to link together the stream and estuary
in these models.
-------
16
QUALITY DEVELOPMENT
The quality solutions used in AUT0SS ar.d AUT£QD are based on
the mass balance equations. A general development is given first
and then the equations and solution techniques for AUT0SS and AUT0QD
are given separately.
GENERAL QUALITY EQUATIONS:
CONSERVATIVE SUBSTANCES r ... ' . " ', ... ,
Isolating junctions j-1, J, j-M, and channels j-t-1, j, j-1 > j-2.
Q-:
Taking junction j
evapj
qoutj
r
V.
-------
17
Let C. = constituent concentration (ppm) at junction j
»J
C.-l = " ll " " J
J
Cin. = inflow concentration (ppm) at junction j
^ (associated viith qin.)
V. = volume of junction j (ft3)
Writing a mass balance for junction j
Mass in- ("during At) = CQ^-j^ + qin.Cin,] At(ppm ft3/sec)
Mass out (during At) = [Q- -.C. + qout C ] At(ppm ft3/sec)
j-1 j in m
(tJote sign convention on flows)
' AM- = Mass in - Mass out . - .
M. = V.C. and
J J J
At .At • ......
(5) AC, = (~Q.jC.j~-j + qinjCin^ + Q^^.. - qout^) / V^ppm/sec)
At •
If the flow v;ere in the opposite direction the above equation would
appear as:
(6) AC. = (Q, -,0. , - Q-.C. - qout.C. -J- qin.Cin.) / V.(ppm/sec)
_ ^j J*\j* JJ Jo o») u
At
The flows used in equation 5 are used for further developments.
Equations 5 and 6 are applicable to purely advective systems. However,
in general there are exchanges due to tidal oscillations (in estuaries)
-------
18
and/or turbulent dispersion (in estuaries and free flowing streanis).
These exchanges are not included in equations 5 and 6. To express
these changes, an analogy is made with Fourier's law of heat
conduction [7]
where
cq =• the heat flow across 5A (BTU/hr)
cA = elemental cross sectional area (ft2)
' . k = thermal conductivity (BTU/°K-ft) ; •.'. ',.
T = absolute temperature (°K.)
jT = derivative of temperature in the direction of
an the outvard normal fi (averaged over 6A).
Integrating over A and considering the x direction
«•-»£ '' •.:•• ' :
The equation says that the heat transfer par unit time is proportional
to the temperature gradient. The analogy is drav;n that the inass
transfer per ur.it time is proportional to the concentration gradient.
(7) • 3M ac - . • -
at"= "EA ax" ' •,-...--
The constant of proportionality (E) is called the dispersion coefficient.
It is considered a channel property and is an input parameter. The
dispersion coefficient is important in both models, particularly in
tidal bodies. This feature is now added to the mass balance
equation (5):
-------
19
(8) A^ = [-QXj+1 + Qj_lCj - qout .ft + qln.^]/ V.,
At
where
A- = cross-sectional area of channel j (ft2)
J . -
E- = dispersion coefficient in channel j (ft2/sec)
u
L = channel length (ft) . .
If qin and qout are zero and a uniform channel is assumed, the above
equation reduces to the familiar form [8]:.
2
O) .. lC = E !_C. _u|| (u = velocity) : .
Su 8x X
when the limit of L->0 is taken-
L/0
Equation 3 is the basis for the solution of conservative constituents.
MO:,:-CG;:SERVATIVE SUBSTANCES
The formulation for conservative substances also.^apply to non-
conservative substances, however, the reactions of the substance with
the environment and/or other substances must be added.
Three non-conservative substances are considered in these models:
1. C62D - first stage (carbonaceous) Biochemical Oxygen
Demand (B0B) . -
2. MB0D - second stags (nitrogenous) Biochemical Oxygen
Demand (B0D)
3. Dp - Dissolved Oxygen
-------
20
The oxidation of organic waste will be broken into three stages:
1. Oxidation of oxidizable carbon compounds
2. Oxidation oF ammonia (to nitrite)
3. Oxidation of nitrite (to nitrate)
The oxidation of the carbon and nitrogen constituents will be considered
separately.
FIRST STAGE OXYGEN DEMAND (C6£D} . . . " • •
Theoretically this term represents the ultimate oxygen demand of
the organic carbon con-pounds, (carbonaceous B0D). It has been reported
that this term lias 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 oxygen demand) as well as the
oxidation of organic waste. To determine its value, various factors
have been developed to be applied to 5-day B0Q values to obtain the
ultimate first stage oxygen demand. These factors may vary from 1.10
to 2.40, with 1.45 being the most common. CBJ3D may be obtained from
B£D values as follows:
"Determine the deoxygenation rate K (I/day) with no
nitrification taking place. Then using BOD5, again
/; assuming no nitrification. CB3D will be given as:
]s • .
(10)
CB0D =
(1-0 - e c)
Note that if K. = 0.23 (a common literature value) then
CB0D = 1 .45 B£)D5.
-------
21
If B£5D is known CB£D would be given as
B0Dn
P.O-
The behavior of CB£)D in the natural v;aterv;ay is described by
the first order reaction [10] .
where Kc is the deoxygenation rate in the "waterway. The complete
equation for C8£Q may now be written
let C. = CB0D concentration in junction j (ppm)
»J .
Cin. = CB0D inflow concentration at junction j
J
d * "1njC1nj]/ Vj
1
The deoxygenation rate Kc . is the rate in the stream. K is entered
J . c
as input to the program. The' value entered is assumed to be the value
at 2G°C. Streap. temperatures are also entered and K is then corrected
V*
according to the equation [11]
04) _ KC@T°C = (!
-------
22
SECOND STAGE OXYGEN DEMAND (N3x)D)
This constituent represents the ultimate oxygen demand of all
the oxidizable 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 organic nitrogen first
hydrolyses to ammonia nitrogen and the oxidation occurs. The ultimate
FiB^D may be given by [12] .."'•-..
(15) NS0D =-4.57 TKN + 1.14 (NO* -N)
where TKN Is the Total Kjeldahl Nitrogen (Organic H + Ammonia -N) and
f.'Oz is nitrite nitrogen. The above relationship assumes that all the
TKN and NO 2 -N is oxidizable. If this is not the case an appropriate
reduction factor, as c'atern-ined by laboratory studies, will have to
be 'applied.
It is assumed that the oxidation of the various nitrogen fractions
(referred to as mirffi cation) can be characterized by one gross rate
K (I/day). This rate is primarily a function of the nitrifying bacteria
populations and temperature. Specifically, fntrosomonas for the oxida-
tion of ammonia to nitrate and tiitrobactcr 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
Nitro'oactor 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 Kn is entered as input
to the model. A commonly used literature value is 0.103 (I/day). [13]
NB#G is handled in the same way as CLV2D.
Dt
-------
23
The complete equation for flBpO is identical to the one for CB$D
except that K replaces K . As vn'th K , K is temperature corrected
II ** V- * I
according to the equation [14]
<17) K e»T°C = (KnP20°C)0.017)T~20
Nitrification is assumed to proceed independently of dissolved \
oxygen in AUT0SS. In AUT00J), when D0 drops below 5% of the air
saturation value the nitrification rate is set to zero.
DISSOLVED OXYGEN ' .
Dissolved oxygen is the mast 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
B-3 budget considered here:
Oxygen Gain Oxygen Loss
1. Atmospheric Reaeration 1. CB<3D
2. Photosynthetic Production 2. NBJ3D
3. Sediment uptake
4. Biological respiration
5. Evaporation
Some of the factors are considered as constant sources or sinks for a
particular junction, while others sre computed, such as CB£)D and FJ80D-
The DO budget for junction j is written in equation form as:
-------
24
(18)
where
1.
2.
3.
4.
5.
(19)
ADO.
y_
At
Kr CB2D. - K NBjDD. + K2 (D3sat.-D0.)
Cj J ^ -J 3 J J>
'As.
-HP.-R.-Sedmt } -y- . CV -evap. D^.
Jj 3"" J*J
= dissolved oxygen concentration at junction j (ppm)
Dpin. = dissolved oxygen input concentration at junction j (ppm)
v
Kp CB0D = the rats of oxygen usage by CB0D
J n
KfjJlBJ}Il = the rate of oxygen usege by HB^D
J "
Ko (DJ/sat,.-Dp.) = the rate of the addition of oxygen due
j
to atsr.ospheric reseration. K2 (I/day) is the reaeration
3
coefricient for junction j. D0sat. is the oxygen saturation
•J
concentration in junction j. Both K2 and/or D^lsat. may be
j J •
entered as input or they may be computed within the program.
If the computing option is chosen, the following methods
are used: _
D^sat is computed by the equation [15]
D2>sat- = 14.62 - 0.367T- * 0.0045T2 .(ppm)
J J j
where T- is the water temperature (°C) at junction j.
J
Note: This equation assumes a salinity of 0.0 parts
per thousand. Equation 19 is a sirr.plication
of the following equation:
-------
25
Dj-'sat = 14.6244 - 0.367134T + 0.044972T2
- 0.09655 + 0.00205ST
+ 0.0002739S2
where S is the salinity concentration in parts per thousand
(°/oo)- K2 is computed by the Qobbiii's O'Connor equation [16]
(20) ' 12.9u
K2 (220'C = I"—
3 H, •'* ....
*•* - . -
where H. = hydraulic radius (ft)
*J . . -
, and u- = velocity (ft/sec) . ...
*/ "
H- is assumed to be equal to tha depth.
w - , •
K2 is computed in- the channa-ls and then averaged.
to- obtain junction values.
K£ is also adjusted for temperature: [17]
(21) K2QT°C = (K2 G>200C)(1.024)T"20-°0/day)
With relatively minor program changes, other equations for
computing the reaeration rate may ba incorp_prated into the
'%•
model to replace the above equation. The reader is referred
to "Tracer Measurement of Stream Reaeration" [18] and
"Characterization of Stream Reaeration Capacity" [19]
for information on other methods for determining or computing
the reaeration rate.
6. p. - R. (Photosynthesis - Respiration Rate) = the net
vl \J
difference between the production of oxygen and the usage .
of oxygen by biological activity other than CB<3D, HB0D and
sediment uptake. It is a daily and volume averaged value
-------
26
and has the units cjr. 02/in2/day. 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
«J
2 •
entered as input and has the units gr. Oz/m /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 Respircmeter." [20] .
8. CV and CF are units conversion factors. The other terms in
. . equation IB have- been previously defined. -
The dissolved oxygen solution presented here should be viev/e'd as
an approximation. For ir.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.
-------
27
AUT0SS SOLUTION:
For the steady state condition the tirce derivatives of equations
(8),(13) and (IS) are set to zero. The quality equations are written
as:
1. Conservative Constituents.
0 - C-qjCJ+1 + Qj^Cj - qoutjCj + qinjCin.,] / Vj
* ' r -r
V.-O-
J J *- J ~" 1 J ~* * *- o
2. Carbonaceous Oxygen Demand (CBOD)
0 = [-Q.CBOD.^, +Q. ,CBOD, -qout-CBOD. +qin -CBODin.] / V.
J j • ' j * J j j j j j
. 'CBOD.-CBOD.t, CBOD.-CBOD- ,
(23) ~Ltrj
-KC CBOD. . -
3. Nitrogenous Oxygen Demand (FIBOD)
0 = [-Q,NBOD. , +Q. ,NBOD. -qout.NBOD. +qin .NBODin.] / V.
J J ' «~' J J J j j J
IJBOD.-I!BOD.+1 HBOD.-KBOD-i
j VJ L j-1 j-'l L 'J ' j
-K,. riBOD.
j J
4. Dissolved Oxygen (DO)
0 = [-Q,[
.
DO-DO,,, DO.-DO- , " '
-CV^-V^) ^-iV^-V^)] / v
(25)
-1C
C. CBOD, -K,, KBOD, +;
-------
23
These equations are based on the sarr.e flow condition from which
equations (8), (13) and (18) were derived. As before, all the
remaining derivations are made on the basis of this flow condition.
Derivations for the other flow possibilties are left to the reader.
The models were designed to handle any flew 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 ths conservative equation for junction j and
solving for C- gives; . ..-."•
(26}
a
C. = ~?
J p.
J-l
2
.?. jr.
where;
The coefficients for the first and last junction are
Last junction (r,j);
Snj= ^outnj -Enj-lAnj-l/L ^nj-
•' a . ,= E - ,A - -,/L
• nj>l nj-1 nj-r
" anj,r qinnjCinnj
First junction (1);
£.j = -qoutj -E^^
,2 = El VL
-------
on
The equations for the first and last junction arc written as;
a-, 3 a-, 2
i'>-j\ r = * - - ?- r
(27} Cl 3 2 4
a • o c: - -,
r - "J , o i ij s I
"
The coefficients for the other constituents are determined in the same
manner as for the conservative constituents.
The basic solution technique used in AUT0SS is called the "Gauss-
Seidel Iterative Method"[21]. A relaxation factor has been added to the
method to increase or decrease the rate of change. The algorithm for
this method is decribed as follows:
Given the system of equations;
a2,2
a- , a. , a,
^' . J.»' r J
- -
«M. , a . -,
r = nj, o nj> I
"" "
1. Assign initial values to the junction concentrations,, these
-------
30
values are approximations.
2. Starting at the first junction, compute a new concentration.
Compute the difference between the old and new concentration;
6C = Cj,nev.< ~ Cj,old
Compute and store the new concentrations as;
Cj = Cj,old + ^C
where w. is a relaxation factor. ".......
Repeat this procedure for junctions 2, 3, 4, >'nj.
3. If all the 5rrs computed in step 2 are within a specified
li.trit (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
maximum number of iterations has been set at 1000 (see
KAXCYC in Subroutine SiDLVEX), this value may be changed by
the user, if desired. The convergence criteria and w have
been set at 0.001 and 1.00 respectively (see DELMAX. and
RELAX in S^LVcX), these ray also be changed.
-------
Appendix IV
Effluent Limitations
I
-------
Attachment A
Existing Permit Limitations
-------
U.S. Environmental Protection Agency
Region V - Eastern District Office
Final NPOES Effluent Limitations (mg/1, except as noted)
Black River Planning Area - Black River Dischargers
Suspended Total Ammonia-N Arrmonia-N
NPDES BOD, Solids Phosphorus July-Oct. Nov.-June
Monthly Weekly Monthly Weekly Monthly Weekly Monthly Weekly Monthly Weekly
Avg. Avg. . Avg^ Avg, Avg^ Avg. Avg. Avg.
Dissolved Residual
Permit Monthly
Discharger Number Avg.
American
Shipbuilding OH0002356
Ashland
Oil OH0051497
I\endix
West inghousc OHOOO 1261
Clear view &
Hurling
Schools Ol 1004 3648 10
Elyria
STP OH0025003 10
Kochring Co.
Plant //I OHOOO 1929
Lorain 10
STP OH0026093 20
Horizon OEPA //
Apts. S800*AD 10
Standard
Pipe Pro-
tection 001 OH0051675
Weel
Av;
15
15
15
30
15
0.,
Min.
CI2
Daily
Max.
Standard
Pipe Pro-
tection 002 OH0051675
30
10
20
12
45
12 18
12 18
30 45
15
30
18
1.0 1.5
1.5
1.5
1.5 2.3
1.5 2.3
2.3
PH
(s.u.)
6-9
6-9
6-9
Fecal
Coliform
(No/100 ml)
Monthly Weekly
Ayg.
6-9
5.0
5.0
.2-. 7
0.5
.5
.5
6-9
6-9
6-9
6-9
6-9
200
200
200
200
400
400
400
400
200 400
Comments
Oil and grease
10 mg/1 daily avg.
20 rng/l daily max.
Oil and grease:
15 mg/1 weekly avg.
Oil and grease:
5 rng/I max.
Oil and grease:
30 mg/1 monthly avg.
45 mg/1 weekly avg.
Black River Discharge
Lake Erie Option
Flow monitored
Flow & temperature
monitored
-------
U.S. Environmental Protection Agency
Region V - Eastern District Office
Final NPDES Effluent Limitations (mg/1, except as noted)
Black River Planning Area - Sanitary Dischargers to Low Flow Streams
Suspended Total Amrnonia-N Ammonia-N
NPDES BOD5 Solids Phosphorus 3uly-Oct. Nov.-3une
Monthly Weekly Monthly Weekly Monthly Weekly Monthly Weekly Monthly Weekly
Avg. Avg^ Av^ AVJ^. Avg^ Ayg. Avg. Avg.
Dissol ved Residual
Discharger
Aniherst
STP
Avon
STP
Permit Monthly
Number Avg.
OH002162S
OH0023965
Brentwood
Lake Estates
STP OH0026158 10
Crcsthaven
STP
Crest view
Knolls STP
Drero
Plastics
Eaton
Crates
French
Creek COG
STP
Good
Samaritan
Nursing
Home
OH0026131 10
OHOO'*3<»5I 10
OH0051616
0800261^0 10
OHOOM512 10
OHOO<(37*5 10
Wee
Avj
15
15
15
15
15
15
15
O,
Min.
C12
Daily
Max.
PH
(s.u.)
Fecal
Coliform
(No/100 ml)
Monthly Weekly
Avg.
15
15
15
15
15
12
12
12
12
18
IS
18
15
18
12
12
18
18
200 WO
5.0
5.0
5.0
0.5
<(00
6-9 200 400
1.5
1.5 2.25
5.0 .2-.? 6-9
Comments
Final limits are
no discharge connect
to Lorain wc^t side
regional SCWLT system
To be abandoned and
connected to the
French Creek
Interceptor
200 400
-------
U.S. Environmental Protection Agency
Region V - Eastern District Office
Final NPDES Effluent Limitations (mg/l, except as noted)
[Mack River Planning Area - Sanitary Dischargers to Low Flow Streams
« (Continued)
Fecal
Suspended Total Ammonia-N Ammonia-N Dissolved Residua] pH Coliform
NPDES BOD5 Solids Phosphorus July-Oct. Nov.-June O2 C\2 (s.u.) (No/100 mi)
Permit Monthly Weekly Monthly Weekly Monthly Weekly Monthly Weekly Monthly Weekly Daily Monthly Weekly
Discharger Number Avg. Avg. A vg. Avg. Avg_._ Avg. Avg. Avg. Avg. Avg. Min. Max. Avg. Avg. Comments
OH0025372 10 12 10 12 1.5 2.3 ' 5.0 .5 6-9 200 WO
Nelson Stud
Welding OH0021610 10 15 10 15 -5 6-9 200 100
Ohcrlin
ST1> 0110020(127 10 15 12 18 1.0 1.5 1.8 2.7 3.0 .5 6.5-9 1000 2000
Pheasant OEPA //
Run Village WS01*AD 10 15 12 18 6-9 200 WO
Pinccrest
Apts. OH0014S90 10 15 12 18 6-9 200 WO
Ridgcview
Shopping
Center OHOO<»509S 10 15 12 18 . 6-9 200 WO
Spencer
STP OH0022071 24 36 30
-------
BOD,
U.S. Environmental Protection Agency
Region V - Eastern District Office
Final NPDES Effluent Limitations (mg/1, except as noted)
Black River Planning Area - Industrial Dischargers to Low Flow Streams
BOD 5 Suspended Suspended Oil <5c Grease Oil & Grease
pH Total
Iron
NPDES J
Permit Monthly Weekly
Discharger Number Avg. Avg.
Cleveland
Stcol
Products OH0051586
Columbia Gas
Transmission OH0034762
Grafton
WTP OH0045730
Harris Tire
Serice OH0001980
Invacare OH0000833
Lear-Siegler OH0002089 30 45
Ohio
Metallurgical
Services OH0051420
Pfaudler Co.OH000728
Republic
Steel OH0001295
Sohio-Lorain Co.
Terminal OH0000795
Spencer
WTP OH0030520
Sterling
Foundry OH0051934
Lodi WTP OH0041939
(Ib/day) Solids Solids (Ib/day) (Ib/day)
Monthly Weekly Monthly Weekly Monthly Weekly Monthly Weekly Monthly Weekly
Avg. Ave- Avg. Avg. AVR. Avg. Avg^. Avg. Avg. Avg.
10 15 5 . 10
30
15
30
.2 .4 30
10
15
10
45 .01 .015
20
45
45 5.5 11 10 20 1.7 3.4
15 5 10
45 20
20 ,
i
15 5 10
(s.u.)
Month
Avg
6-9
6-9
6-11.5
6-9
6-9
6-9
6-9
6-9
6-9
6.5-9
6-11.5
6-9
6-9.5 1.0
Other
•Temperature
2.0
Cl-monitor
*The temperature of the effluent shall not exceed the temperature of the intake by more than 15°F (May-September) or 23° (October-April).
-------
Attachment 3
Recommended Modifications to Effluent Limitations
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
Discharger:
RECOMMENDED PERMIT MODIFICATIONS
NPDES Pern It No.: OH 0021623
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 Section IX.2)
Ef f 1 -jent Limitations:
Constituent
BODj (rag/1!)
Suspended Sol ids
Ammon i a
May - October
November - April
Phosphorus
Dissolved Oxygen
(min. - rag/1)
Present
Performance
FINAL LIMITATIONS
Present Modified •*•
Avg.
*
Max. 7 Avg.
6.0
4&l>
12
12
3.0
6.0
1.0
MONITORING REQUIREMENTS
Sample Type Frequency
* Final limitations 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. EtlVIRONMHrrTAL PROTECTION AGENCY
REGION V
SURVEILLANCE A;,& ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDE3 PERMIT MODIFICATIONS
Discharger: Avon STP
NPDES Para it So.: OH 00239&5
Recommended Modifications,;
Present final limitations state that the STP is 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 Table IX-15.
Effluent Imitations:
Const! tuent
BODg (mg/1)
Suspended Sol ids (mg/1
Ammonia - 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
Wel£fi
10
10.
2.0
5.0
2000
MONITORING REQUIREMENTS
Sample Type Frequency
Composite
n
n
n
Grab
Grab
I/week
n
n
n
ii
n
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AN3 ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
Discharger: Brentwood Lake Estates STP
HPOES Permit No.: OH 002S158
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 Section IX.2)
Effluent Limitations:
Const! tuent
BOD5 (mg/1)
Suspended Sol ids (mg/1
Amnonia (ng/l)
May - October
November - April
Dissolved Oxygen
(mg/1 - iiiin)
Present
Performance
1
)
FtHAL LIMITATIONS
Present Modified
loftnY
10
12
—
—
-_
Mnx
WeekVv
15
18
—
--
--
.Aye
iontnn
6.0
min
far
w'el^f'
10
10
1.5
5.0
KOMI TOR ING REQUIREMENTS
Sample Type Frequancy
Compos i te
Composite
Composite
Compos ite
Grab
Wee'kl y
Weekly
Weekly
Weekly
Daily
-------
U. S. ENVIRONMENTAL PROTECTION ASENCY
REGION V
SURVEILLANCE AMD ANALYSIS DIV1SIOM
EASTERN DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
Discharger: Eaton Estates STP
NPDES Pernit No.: OH 0026IkQ
Reconmanded Modifications:
Effluent limitations v/ere determined using U.S. EPA, Region V, Simplified
Waste Load Allocation Methodology for municipal sev/age treatment plants
on low flow streams (see Appendix V and Section IX,2)
Eff1uent lircitations:
Constituent
BOOj (mg/1)
Suspended Sol ids
Dissolved Oxygen
(min - mg/1 )
Ammonia (mg/l)
May - October
November - April
Present
Performance
FINAL LIMITATIONS
Present Modified'
Avg.
iorthl'J
10
12
—
Max.
Week!
15
18
5.0
min
—
Avg.
Wfe
10
10
6.0
min
1.5
5.0
MONITOR I fIG REQUIREMENTS
Sample Type Frequency
Composite
Compos i te
Grab
Corrpos i te
Composite
1 /week
I/week
Daily
I /week
1 /week
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
Discharger: Oberlin STP
HPDES PernSt No..: OH 0020427
Recoraiended 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 Limitations:
Const! tuent
BODg (mg/1)
Suspended Sol ids (mg/1
Ammonia-fl (mg/!*'
July - October
May - October
November - April
Total Phosphorus 'na/1.
Dissolved Oxygen
(min. - mg/l)
Present
Performance
FINAL LIMITATIONS
Present Modified
Avg.
10
12
1.8
—
—
1.0
3.0
mm.
Max.
15
18
2.7
—
—
1.5
Avg.
Max.
10
10
—
1-5
5.0
1.0
6.0
mm.
.".ONITORIIIG REQUIREMENTS
Sample Type Frequency
Compos i te
Composite
Composite
Compos i te
Composite
Composite
Grab
3/week
3/week
1 /week
1 /week
1 /week
3/week
Daily
-------
U. S. E.'lVir.O.NMHNTAL PROTECTION AGENCY
REG I DM V
SURVEILLANCE AMD ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENCED PERMIT MODIFICATIONS
Discharger: sDencer
NPDES Permit No,.: OH 0022071
Record endad Modifications:
Effluent limitations were detenined using U.S. EPA, Region V, Simplified
Waste Load Allocation Methodology for municipal sewage treatment plants
or! low flow streams (see Appendix V and Section IX. 2)
Effluent Limitations:
Constituent
BOD (mg/1)
Suspended Sol ids img/1
Ammonia (r.g/l)
May - October
November - April
Dissolved Oxygen (mg/1
Present
Perfornar.es
)
)
FINAL LIMITATIONS
Present Modified
Mo&h
2k
30
--
--
|
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REG!CM V
SURVEILLANCE A.'iD ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
Discharger'. Graf ton ST?
NPDES Permit N'o.: OH 0025372
Recoranended Modifications:
Effluent 1 imitations were determined using U.S. EPA, Region V, Simplified
Waste Load Allocation Methodology for nunicioal sewage treatment plants
on low flow streams (see Appendix V and Section IX.2)
Eff1uent limitations:
Const I tiient
B005 (mg/l)
Suspended Sol ids
Ammonia (mg/l)
July - October
May - October
November - April
Residual C12 Cr.q/l)
Dissolved Oxygen
(mg/l - min.)
Present
Performance
FINAL LIMITATIONS
Present Modified
AJvfe-
10
10
1.5
—
—
12
12
2.3
—
—
.5
Avg.
6.0
wi'ter-
10
10
-.
1.5
•5.0
.5
MONITORING REQUIREMENTS
Sanple Type Frequency
Composite
Composite
Composite
Compos I te
Cor.pos i te
Grab
Grab
I/week
I/week
I/week
1 /week
1 /week
Daily
Daily
-------
U. S. ENVIRONMENTAL PROTECTION ACE.NCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
EASTt?.,'! DISTRICT OFFICE
RECOMMENDED PERMIT HOD IF I CATIONS
Dtscharggr: LaGrange
NPDES Permit No.: OH 00^*6728
Recomended Hcd if i cat ions:
Effluent limitations were determined using U.S. EPA, Region V, Simplified
Waste Load Allocation Methodology for municipal sewage treatment plants
o'n low flow streams (see Appendix V and Section IX.2)
Effluent Limitations:
Const! tuent
BOD5 (mg/1)
Suspended Sol Ids 'ng/
Dissolved Oxygen (r,g/
Ammonia (mg/l)
Hay - October
November - April
Present
Performance
)
)
FINAL LIMITATIONS
Present Modified
u Avq,
'ontnl
12
20
—
&il,A"s-
18
30
5.0
mm.
—
>'^>x
i ; 1 »i A^
.Veekfr
10
10
6.0
min.
1.5
5.0
KONITOP.IflG REQUIREMENTS
Sample. Type Frequency
Compos i te
Composite
Grab
Compos ite
Composite
1 /week
1 /week
Daily
1 /week
1 /week
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AtJD ANALYSIS DIVISION
EASTEP.tl DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
Discharger: E'yria STr
NPDES Pern It No.: CHC025003
Reconnencied Modifications:
^ •—
Effluent I'mlta-rjcns were setemined using U.S. EFA water quality model - AUTO-SS.
Effluent Limitations:
Constituent
BOD,. - mg/l
Total Suspended Solids
(mg/l)
Amnon i a-N - mg/ 1
May-Ocrober
Novenber-Apr i 1
Total Fhosnhorus - r.g,'
Fecal Col Morn
(#/IOO Tl)
pH (s.u.)
Dissolved Oxygen - rg/
Present
Performance
V
i
i
FINAL LIMITATIONS
Present Modified
Ayg .
jnthi v
10
12
1.5
1.5
1.0
200
—
'••;e'e < "
15
18
2.3
2.3
i .5
400
—
2§v?i-J -i=k
ICOO
8
10
2.0
5.0
1.0
2000
5-9
6.0
MONITOR IMG REQUIREMENTS
Sample Type Frequency
24 hr comp.
24 hr comp.
24 hr comp .
24 hr como.
24 hr ccmp .
Grab
Grab
Grab
b/Veek
5/week
5/week
5/v.eek
5/week
Dai ly
Dai ly
Dal ly
Constituent
Cyanide, total - ug/I
Cadmium ug/I
Chrom i un ug/1
Copper ug/I
Lead ug/I
Mercury ug/I
Nickel ug/I
Zinc ug/I
FINAL LIMITATIONS '
Present Modified
Da n y Da i I y
Max. Max.
5
5
100
20
30
0.2
MONI TOR ING REC'J IREMENTS
Sample Type Frequency
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 conp.
24 hr comp ,
Weekly
Weekly
Weekly
Weekly
Weekly
Weekly
Weekly
Weekly
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AN'O ANALYSIS DIVISIOM
EASTERN DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
Discharger: French Creek COG STP
HPDES Pern it Ko_.'• OH
Recommended Modifications:
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
BOOj (mg/1)
Suspended Sol ids
Total Phosphorus
Ammon i a - N
July - October
May - October
November - April
Residua] Cl2
Dissolved Oxygen
(mg/1 - min)
Fecal Col i form
• (#/100ml1
Present
'erfornance
FINAL LIMITATIONS
Present** Modified-'? •
carter
10
12
.1
1.5
--
--
.2-
5.0
200
15
18
1.5
2.25
--
—
.7
Uoo
Avs-rav
1000
2
10
1.0
—
1.5
5.0
.5
6.0
2000
MONITORING REQUIREMENTS
Sample Type Frequency
24 hour comp.
2k hour comp.
2k hour comp.
2k hour comp.
2^ hour comp.
2k hour comp.
Grab
Grab
Grab
OaMy
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.
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
Discharger: Wellington
WOES Pern It Mo.; OH 0028037
ReeoirnendeJ tiodificatlons:
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 (mg/1
Ammonia (mg/l)
• May - October
November - April
Dissolved Oxygen (mg/
Phosphorus (mg/l)
Present
Performance
)
)
FINAL LIMITATIONS
Present Modified
No*
10
12
—
—
—
-&1
15
18
—
—
—
Avg.
Max.
'eeklv
15
20
2.0
5.0
6.0
min.
1.0
MONITORING REQUIREMENTS
Sample Type Frequency
Composite
Compos i te
Compos ite
Compos ite
Grab
Composite
2/week
2/week
2/week
2/week
Daily
2/week
-------
U. S. ENVIRONMENTAL PROTECT I CM AGENCY
REG 10?) V
SURVEILLANCE AND ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDED PERMIT HOOIFICATIOMS
Discharger: See Attached List
NPDES Permit Ho.: 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:
Const! tuent
BODj (mg/1)
Suspended Sol ids frng/'
Ammonia - Nitrogen
Hay - October (ng/
November - April (r
Dissolved Oxygen (mg/1
* Fecal Col ifom (=?/100
Hay - October
Present
Performance
)
)
g/1)
)
il)
FINAL LIMITATIONS
Pressnt Modified
Avg.
10
. 12
,"3X.
15
18
Avg.
> nin.
IQOOff
,tlax.
«eekl \
10
10
2.0
5
2000#
I'.ON ITOR 1 tIG REQU I REMEHTS
Sample Type Frequency
2*t hour comp.
2k hour comp.
2k hour comp.
2k hour comp.
Grab
Monthly
Monthly
Monthly
Monthly
Daily
-------
DISCHARGER NPDES PERMIT NO,.
Chestnut Ridge STP OH 0043435
City of North Ridgeville Sewer Department
36119 Center Ridge Road
North Ridgeville, Ohio 1*4039
Cresthaven STP OH 0026131
Lorain County Sanitary Engineer
24? Hadaway Street
Elyria, Ohio 44035
Crestview STP OH 0043451
City of North Ridgeville Sewer Department
361)9 Center Ridge Road
North Ridgeville, Ohio 44039
Dreco Inc. OH 0051616
7887 Root Road
Elyria, Chio 44C35
Nelcon Stud Welding OH 0021610
West Ridge Road and SRI 13
Elyria, Ohio 44035
-------
U.S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND AHALYSIS DIVISION
MICHIGAN-OHIO DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
DISCHARGER:
Bendix Westinghouse
901 Cleveland Street
Elyria, Ohio V+035
NPDES PERMIT NO: OH 0001261
RECOMMENDED MODIFICATIONS: (for Outfalls 002 and OOU)
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.
EFFLUEOT LIMITATIONS:
Constituent
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 PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION1
MICHIGAN-OHIO DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
CMC - Fisher Body Division
. Telegraph Road
Elyria, Ohio ^035
HPDES PE'R11T NO:
OH 0000272
REC6MMENJEO MODIFICATIONS:
Effluent limitations and monitoring 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, Totai (mg/1)
Oi 1 and Grease (mg/1 )
FINAL
LIMITATIONS
Present Modified
Avg.
--
Max.
—
Avg.
0.5
10
Max..
1.0
20
MONITORING REQUIREMENTS
Saiole Type
2^ hour comp.
2 grabs/2U hour
Frecuency
2/week
s 2/week
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
Pi scharger: Good Samaritan Nursing Hoir.e
NPDES Permit No.: OH 00^37^5
Recorjnended Modifications:
Effluent limitations are modified based on Table IX-15.
Effluent Limitations,:
Constituent
BODj (mg/l)
Suspended Sol ids
Ammonia - M
May - October
November - April
Dissolved Oxygen
(mg/l - min.)
Fecal Col i form
Present
Performance
FINAL LIMITATIONS
Present Modified
k>ntn!
10
12
--
—
200
vJ«fcikAvs'
15
18
—
—
—
kOQ
1000
'"'eekp,
10
10
2.0
5.0
6.0
2000
P.ON 1 TOR 1 115 REO.U ) REHEHTS
Sample Type Frequency
8 hour cotnp.
8 hour comp.
8 hour comp.
Grab
Grab
1 /month
1 /month
I/month
I/week
I/week
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
Discharger:
Invacare Corporation
443 Oberlin Road
Elyria, Ohio 44035
NPDES Permit No.: OH 0000833
Recommended Modifications:
Effluent limitations for Outfall 002 should be deleted because the sanitary
wastes are discharged to Elyria sanitary sewers.
Effluent Limitations:
Constituent
Flow (mgd)
BOD5 (mg/1)
Suspended Sol ids (ng/1
Fecal Coli. Cno/lOOml)
C12 Residual {mg/1)
pH (s.u.)
Present
Performance
)
Outfal
FINAL LIM
TAT IONS
Present Modified
Avg.
..
30
30
200
6 -
Max.
..
45
45
400
0.5
9
Avg.
_.
..
..
„
6 -
Max.
._
__
9
MONITORING REQUIREMENTS
Sa'mple Type Frequency
-------
DISCHARGER:
U.S. ENVIRONMENTAL PROTECT I ON 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 AA052
NPDES PE'RMIT NO: OH 0001929
REC6MMENOED 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 LIMITATIONS:
Const i tuent
Fecal Coli (no/100 ml)
FINAL
LIMITATION'S
Present Modified
Avg.
200
Max.
UOO
Avg.
Max.
MONITORING REQUIREMENTS
Samole Type
Frequency
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDED EFFLUEf.T LIMITATIONS A.'iD MONITORP.T. REQUIREMENTS
Discharger: Lodi STP
NPDES Application No.; OH 002099'
NPDES Permit Mo.:
Justification:
--5
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)
Recomnended Effluent Limitations and Monitoring Requirements
Const! tuent
Flow (mgd)
BOO (mg/1)
Suspended Sol ids (ing/
Ammonia - N (mg/l)
Hay - October
November - April
Dissolved Oxygen
(min. - ma/l)
Fecal Co IT. l#/ 100ml)
Present
Performance
.281
k
) if
.-
--
S.k
LIMITATIONS
Initial Final
. Avg.
—
10
15
..
—
—
200
Max.
_-
15
25
—
--
*iOO
Avg.
.1*
6.0
1000
Max.
--
10
10
1.5
5.0
2000
MONITOR IMG REQUIREMENTS
Sample Type Frequency
Continuous
24 hour comp.
2k hour comp.
2k hour comp.
2k hour comp.
Grab
Grab
Daily
I/week
1 /week
1 /week
1 /week
Daily
1 /month
-------
U.S. ENVIRONMENTAL PROTECTION AGENCY
REGION1 V
SURVEILLANCE AND ANALYSIS DIVISION
MICHIGAN-OHIO DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
DISCHARGER:
Ohio Edison Company - Edgewater Plant
200 Oberlin Avenue
Lorain, Ohio
NPDES PERMIT NO: OH 0051306
RECOMMENDED MOO IFlCAT I QMS: (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 4, \37k.
EFFLUENT LIMITATIONS:
Const i tuent
Flow (mgd)
Residual Cl (mg/1)
Temperature (°C)
Suspended Solids (mg/1
Oil and Grease (mg/1)
Chromium, Total (mg/1)
Phosphorus, Total (mg/1
Zinc, Total (mg/1)
DH
FINAL
LIMITATIONS
Present Modified
Avg.
--
--
15
10
--
f ""
--
6 t
Max.
—
V:
--
i*5
20
0.2
5.0
1.0
D 9
Avg.
—
0.2
—
--
—
—
--
—
6 to
Max.
—
0.5
--
--
--
—
—
--
9
MONITORING REOUI RFN.e.VTS
Sample Type
Cont inuous
Grab
Cont inuous "
Grab
Freouency
Dai ly
Dai ly
Dai ly
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.
-------
DISCHARGER:
U.S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
MICHIGAN-OHIO DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
Chio Edison Company - Edgewater Plant
20C Oberl in Avenue
Lorsin, Ohio kkOS2
NPDES PERMIT NO: CH 0051306
REC6MMSUDED MODIFICATIONS: (Outfall 602)
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,
EFFLUENT LIMITATIONS:
Const ituent
Flow (mgd)
Suspended Solids (mg/l'i
Oi 1 and Grease (ng/1 )
FINAL
LIMITATIONS
Present" Modified
Mvg.
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 PROTECT I 0!1 AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
MICHI:A-!-OHIO DISTRICT OFFICE
RECOMME.'OED PERMIT MODIFICATIONS
Ohio Edison Company - Edgewater Plant
200 Goerlin Avenue
Lorain, Ohio ^052
NPOE5 PERMIT NO: OH COS 1306
RECOMMENDED HOD 1 Fl CAT I C.'.'S : (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, 197**.
EFFLUENT LIMITATIONS:
Const! tuent
Flow (mgd)
Suspended Solids (ng/1
Oi 1 and Grease (mg/1)
pH (std. units)
FINAL
LIMITATIONS
Present Modified
Avg.
15
10
6 t
Max .
kS
20
3 9
Avg.
10
6 to
Max.
50
20
9
MONITORING REQUIREMENTS
Sair.pl e Type
2k 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 which is associated with a 10 year, 2k hour rainfall event shall
not be subject to the above limitations.
-------
DISCHARGER:
U.S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
MICHIGAN-OHIO DISTRICT OFFICE
RECO.'-;:".E!iOED PERMIT MODIFICATIONS
Ohio Edison Company - Edgweater Plant
200 Qberlin Avenue
Lorain, Ohio 1*4052
NPOES PERMIT NO: OH 0051306
RECOMMENDED MODIFICATIONS: (Outfall 60k)
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 (mg/1)
Suspended Solids (ng/1
Oi 1 and Grease ("ig/! )
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
Weekly
Weekly
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 Drainage
Water Treatment Evaporator blowdown
Cooling Tower Basin Cleaning Water
Blowdcwn from recirculating house service
water systems.
-------
DISCHARGER:
U.S. ENVIRONMENTAL PROTECT I ON AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
MICHIGAN-OHIO DISTRICT OFFICE
RECOMME.NOEO PERMIT MODI FICATI ONS
Ohio Edison Company - Edgewater Plant
200 Obsrlin Avenue
Lorain, Ohio kkQ$2
NPDES PE'RHIT NO: OH 0051306
REC6MMENOED 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! tuent
Flow (mgd)
Suspended Solids (nc/1
Oi 1 and Grease (ng/1 )
Total Copper (mg/1)
Total 1 ron (mg/1 )
pH (std units)
FlfAL
LIMITATIONS '
Present" Modified
Avg.
Max.
Avg.
30
15
1
1
6 to
Max.
100
20
1
1
9
MONITOR! N3 REOJJI REMSNTS
Sample Type
2k hour total
2k hour comp.
Grab
2k hour comp.
2k hour comp.
Grab
Frequency
Weekly
Weekly
Weekly
Weekly
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
Pfaudler Company
820 Taylor Street
Elyria, Ohio 44035
HPDES 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
2k hour composite sample.
EFFLUENT LIMITAT I OI!S:
Constituent
Suspended Solids (mg/1'
Oil and Grease (ng/1)
FlfWL
LIMITATIONS
Present Modified
Avg.
— ^
Max.
45
20
Avg.
__
Max.
10
10
MONITORING REQUIREMENTS
Sample Type
24 hour comp.
Grab
Frequency
Monthly
Monthly
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AMD A,li-LVS!S DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIOMS
Discharger: Pheasant Run Village
NPDES Pern It Ho.: 0EPA£W301 *AD
Reconnended Modifications:
Recommended effluent limitations are based on the analyses presented in
Table IX-15.
Effluent Linitat ions:
Const! tuent
BOD5
Suspended Sol ids
Ammonia - N
July - October
November - June
May - October
November - April
Dissolved Oxygen (min.!
Fecal Col i. (£/100ml)
Present
Performance
FINAL LIMITATIOMS
Present Modified
. Ayg.
lontn r
8
8
1
2.5
--
--
6.0
200
4!fo
12
12
1.9
5.0
—
--
400
f Avg.
6.0
1000
rfeelflv
10
10
—
—
2.0
5-0
2000
MONITORING REQUIREMENTS
Sample Type Frequency
Composite
Composite
Composite
Composite
Corrposi te
Compos ite
Grab
Grab
1 /month
1 /month
1 /month
1 /month
1 /month
1 /month
I/week
1 /week
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
Discharger: Pinecrest Apartnents
NPDES Perni t No.: QH OOW*890
Recommended Modifications: • 5
Recommended limitations are based on the analyses presented in Table IX-15.
Ef f 1 ---ant Li-ii tat ions:
Const! tusnt
BOD, (mg/1)
Suspended Solids (mg/1
Ammon i a - N
May - October
November - April
Dissolved Oxysen
(min. - r.gH)
Fecal Coli. (=!00ml)
Present
Performance
1
FINAL LIMITATIONS
Present Modified
to&Sfo
10
12
—
—
—
200
. Max.
Week 1 v
15
18
—
--
—
**00
'•'on CTi'l
6.0
1000
MONITORING REQ.UIRF.MEHTS
Sample Type Frequency
/^
-------
U.S. ENVIRONMENTAL PROTECT I CK4 AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
MICHIGAN-OHIO DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
DISCHARGED:
Republic Steel Corporation
525 '5th Street
Elyria, Ohio W035
NPDES PERMIT MO: QH 0001295
RECOMMENDED MODIFICATIONS:
1) Discharge 001 be limited to noncontact cooling water and boiler blow-
down 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:
Constituent
FINAL
LIMITATIONS
Present Modified
Avg.
Max.
Avg.
Kax.
MONITORING REQUIREMENTS
Sample Type
Frcauency
-------
U..S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
Discharger: Ridgeview Shopping Center
NPDES Pern it No.: OH 00^5093
Reccrmended Modifications^ - = ^
Recommended effluent limitations are based on the analyses presented in Table IX-15.
Effluent Limitations:
Constituent
BODj (rng/1)
Suspended Sol ids
Ammonia - N
May - October
November - April
Dissolved Oxygen
(min. - mg/l)
Fecal Coli. (#/100nl)
Present
Performance
1
FINAL LIMITATIONS
Present Modified
lofth^
10
12
—
—
—
200
WeeKTy
15
18
—
—
—
kOQ
•fei
6.0
1000
.J'.aXs
.•••'eexl
10
10
2.0
5.0
2000
MONITORING REQUIREMENTS
Sample Type Frequency
/
Grab
Grab
Grab
Grab
Grab
Grab
I /week
1 /week
1 /month
1 /month
1 /week
I/week
-------
U. S. ENVIRONMENTAL PROTECT I OH AGE.'ICY
REGION V
SURVEILLAHCE AMD ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIOMS
Discharger: Spencer WTP
MPDES Pernit No.; -QH 0030520
Recommend edKodificat]ons_:
Effluent Limitations:
Consti tuent
Phosphate '(Ib/day)
Total Iron fpg/l)
Susbended Soilds (mg/1
pH (s.u.)
Present
ferfortr.ance
FlflAU LIMITATIONS
Prese-it Modified'
DaAT?Y
15
6 •
Max.
Dg i i v
20
• U.5
dffy
1.0
15
6
iJlMv
1.0
2.0
20
- 9
MONITOR ING REQUIREMENTS
Sample Type Frequency
Composite
Composite
Comp site
Grab
Daily
Daily When Dschi
Daily When Dschi
Daily When DSchi
-------
DISCHARGER:
U.S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
MICHIGAN-OHIO DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
Standard Pipe Protection
3100 East 31st Street
Lorain, Ohio ¥*052
NPDES PERMIT NO: OH 0051675
REC9MM£NDED MODIFICATIONS:
The temperature limitations for Outfall 002 should be deleted because
the discharge rate is small compared to the water quality design flow in
the receiving stream.
EFFLUENT LIMITATIONS:
Constituent
Temperature
FINAL
LIMITATIONS
Present Modified
Avg.
Max.
.•-
Avg.
Max.
MONITORING REQUIREMENTS
Sample Type
Frequency
The effluent temperature should not exceed the intake temperature
by more than 15°F during May thru October and by more than 23°^
during November thru April.
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVSILL-'.'.'CE AND ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDED PERMIT MODIFICATIONS
Discharger: Westwood Mobile Home Park
NPDES Pernit No.: OH
Recommended Modifications: . ^
Recommended modifications are based on the analyses presented in Table IX-15.
Effluent Limitations:
Constituent
BOO Ug/l)
Suspended Sol ids
Ammon I a - N
July - October
November - June
May - October
November - pril
Dissolved Oxygen
(min. - mg/l)
Fecal Coli. (#100ml)
Present
Performance
FINAL LIMITATIONS
Present Modified
Avg.
HontTil
8
8
1.0
2.5
- —
—
6.0
200
f vfe
12
12
1.5
5.0
—
—
ifoo
Avg.
6.0
1000
WeekY,
10
10
—
—
2.0
5.0
2000
MONITORING REQUIREMENTS
Sample Typa Frequency
8 hour comp.
8 hour comp.
8 hour comp.
8 hour co^p.
8 hour como.
8 hour comp.
Grab
Grab
1 /week
1 /week
1 /month
1 /month
Daily
1 /month
-------
Attachment C
Recommended Effluent Limitations
for Unpermitted Dischargers
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDED EFFLUENT LIMITATIONS AND HO.MITOP.lfiG REQUIREMENTS
Discharger: See Attached List #1
NPDES Application No.:
NPDES Permit Mo.: ;
Justification:
These are sent-publtc 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 Requirements
Constituent
BOO mg/l
Suspended Solids mg/l
Ammonia-H
May-October
November-Apr! 1
D.O. (rsln ng/M
Fecal Colifcnn
(#/IOO mi)
Present
Performance
LIMITATIONS
Initial Final
Avg.
hax.
Avg.
6.0
1000
-ol^fv
10
10
2.0
5.0
2000
MONITORING REQUIREMENTS
Sample Type Frequency +
Grab
Grab
Grab
Grab
Grab
Grab
'+ A reasonabia monitoring frequency developed according to the volume of discharge.
Special Conditions
The entitles in Sheffield, Avon, and North Ridgevllle should tie-in to the French Creek
Council of Governments STP as soon as sewers are extended Into their area.
-------
LibT* I
DISCHARGER
Lorain County Animal Protective League
Herman Apartments
Oberlln Savings Bank
Country Garden Apartments
Elyrla Country Club
Tiffany's Steak House
Bethel Baptist Church
Church of the Open Door
Loraln County Airport
Forest Hills Country Club
West Carl isle School
Twining Motor Sales
East Oberlin Community Church
Oberlln Assembly of God
Glorious Faith Church
Almighty Church
FIndley State Forest
Ukranlan-Amertcan Assoc. Camp
Panther Trails Campground
Echo Valley Golf Course
Grace Lutheran Church
Calvary Baptist Church
East Carlisle 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
Midvtew High School
La Porte Apartments
Butternut Terrace Apartments
Indian Hollow Golf Club
Belden School
LItchfield School
LOCATION
Elyria
Elyrta
Elyrfa
Elyrla
Elyria
Elyrla
Russia Township
Elyria
Elyria
Carl Isle Township
Carlisle Township
Oberlin
Oberlln
Oberlin
Oberlin
Oberlln
Oberl!n
Huntington Township
Wellington Township
Brighton Township
Elyria
Elyria
Carlisle Township
North Ridgeville
Eaton
Eaton
Eaton
Eaton
Korth Eaton
Carlisle Township
Carlisle Township
Carl isle Township
La Porte
Carl isle Township
Lagrange
Belden
LItchfield
-------
DISCHARGER
Litchfield Barber Shop
D & H Truck Stop
Spencer Lake Campground
Lodi Motel
Sherwood Forest Camping Area
Pierce Recreational Area
Worden Trailer Park
Homervnie High School
Dewey Road inn
Lorain County Rehabilitation Center
Lorain Oak Kills Farms STP
Amherst Mobile Homes Park
South Amherst Schools
Oak Park Lake
Maranatha Temple Pentecostal
Church of the Nativity
Oberlin Masonic Hal 1
Barr School
Brookside High School
Schmidt's Other Hayseed
Cur Lady of Wayside Inn
Avon Oaks Nursing Home
Meyerhaufer Apartments
French Creek Tavern
Avon Professional Building
Ton'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
Homervilie
Amherst
Amherst
Amherst
Amherst
South Amherst
Oberlin
Oberlin
South Amherst
Oberlin
Sheffield
Sheffield
Sheffield
Avon
Avon
Avon
Avon
Avon
Avon
Avon
Worth RidgevUle
North Ridgevi1le
North Ridgevi He
North Ridgevilie
North Ridgevi He
North Ridgevilie
North Ridgevi 1 le
North Ridgevi1le
North Ridgevilie
-------
DISCHARGER LOCATION
Lake Ridge Academy North Ridgeville
Beckett Corporation North Ridgeville
Fields Elementary School Field
Ohio Turnpike Service Plaza #5 STP Amherst Township
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDED EFFLUENT LIMITATIONS AND MONITORING p.EQ'
Discharger: See Attached List #2
HPOES Application ?!o.;
NPDES Permit No.: ' ' •>
Justification:
All of the entities discharge to storm sewers which discharge to the Black River. The
final effluent i irni rat ions for EGO and suspended solids are based on U.S. EPA
secondary treatr.ent guidelines. 5
Recommended Effluent Liritat'ons and Monitoring Recuiregents
Constituent
Flow (gpd)
BOD, Cmg/l)
Suspended Sol ids rig/
Feca 1 Co 1 1 f om
(col/100 ml )
pH (s.u.)
Present
Perfor-ance
—
—
LIMITATIONS
Initial Final
Avg.
—
6 •
Max.
—
- 9 •.
Avg.
30
30
*»
6 •
Max.
45
45
9
MONITORING REO.UIREMENTS
Sample Type Frequency
Estimate
Grab
Grab
Grab
Grab
* A reasonable nonitoring frequency should be developed based on discharge volume.
** Fecal Coliform
7-day avg. = 2000
30-day avg. = IOCO
Special Conditions
The listed entities should discharge to the Lorarn Sanitary sewer system as soon as it Is
extended Into the area.
-------
DISCHARGER
LOCATION
MacDonald's Restaurant
St. Vincent De Paul Church
Mary's House of Many Flavors
Ice Cream 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
I ski's Sunoco Station
Judy's Restaurant
St. Peter and Paul Church
Broadway Assembly
Heisler's Truck and Equipment Corn.
1340 North Ridge Road
Sheffield, Ohio 4*-054
41295 North Ridge Road E
Lorain, Ohio 44052
1390 North Ridge Road
Sheffield, Ohio 44054
2425 North Ridge Road E
Sheffield, Ohio 44054
Sheffield, Ohio 44054
2173 North Ridge Road E
Sheffield, Ohio
2170 North Ridge Road E
Sheffield, Ohio 44054
105 Sheffield Center
Sheffield, Ohio 44054
1685 North Ridge Road E
Sheffield, Ohio 44054
Elyrla 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. '
Elyrla, Ohio 44035
-------
'U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
MICHIGAN-OHIO DISTRICT OFFICE
RECOMMENDED EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
Discharger
American Crucible Products
1305 Oberl in Avenue
Lorain, Ohio ¥1052
NPDES Application Number: None
NPDFS Permit Number: Hone
Justification
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.
Recommended Effluent Limitations and Monitoring Requirements
Constituent
Flow
Oi 1 and Grease
pH
Present
Perfornance
...
LIMITATIONS
Ini tial
Avg.
..
6 -
Max.
—
9
K i oa 1
Avg.
—
10
6 -
Max.
__
20
9
MONITORING REQUIREMENTS
Sample Type
2*t 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
MICHIGAN-OHIO DISTRICT OFFICE
RECOMMENDED EFFLUENT LIMITATIONS AMD MONITORING REQUIREMENTS
Dischargers:
Camp V.'ahoo
550^ Colorado Avenue
North Ridgeville, Ohio
Ridgewood Motor Court
35157 Center Ridge Road
North Ridgeville, Ohio ^4039
NPDES Appl ication M-jnber: OH
NPDE5 Permit Mumber; None
Justification
Both entities ars within 100 feet of one of the French Creek Council of
Government STP trunk, sewers.
Recomnended Effluent Limitations and Monitoring Requirements
Constituent
!
Present ;
Performance
LIMITATIONS
Ini tial
Avg.
Max.
Final
Avg.
Max.
MONITORING REOC't P-E^t1'"
Sample Type
rrequ£.i
Special Conditions
The above dischargers sUw-U -He ir,fe^French Creek Council of Government
sanitary sewer systen.
-------
"U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
MICHIGAN-OHIO DISTRICT OFFICE
RECOMMENDED EFFLUENT LIMITATION'S AND MONITORING REQUIREMENTS
Discharger
Cleveland 0_uarries
South Amherst Road
Amherst, Ohio MtOOl
NPDES Application Number: OH 0051591*
HPDES Permit t.'uaiber; None
Justification
The company discharges about 100 gpd of process water to Beaver Creek.
Suspended solids limitations are based on Ohio EPA's estimate of BPCTCA.
Recomnended Effluent Linitat ions and Monitoring Requirements
Constituent
Flow (gpd)
Suspended Solids (rng/T
pH (s.u.l
Present
Performance .
I
100
LIMITATIONS
Initial
Avg.
--
Max..
--
Final
Avg.
30
6 -
Max.
i»5
• 9
MONITOR ING REQUIREMENTS
Sample Type
Estimate
Grab
Grab
Frequency
Monthly
Monthly
Monthly
Special Conditions
None
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
MICHIGAN-OHIO DISTRICT OFFICE
RECOM".EN'DED EFFLUENT LIMITATIONS AMD MONITORING REQUIREMENTS
Discharger
Emtec Manufacturing
\kQ South Olive Street
E-lyria, Ohio ¥(035
NPDES Application "amber: None
NPDES Pernit K-jnbar: 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.
Recommended Effluent Limitations and tlonitortng Requirements
Const! tuent
Flow (gpd)
Silver (mg/1)
PH
Present
Performance
1
33,000
LIMITATIONS
Initial
Avg.
—
Max.
—
Final
Avg.
—
6 -
Max.
—
9
MONITOR ING REQUIREMENTS
Sample Type
2k Hour Total
8 Hour Cotnp.
Grab
Frequency
Monthly
Monthly
Biweekly
Special Conditions
1) The rinse water and wash water should be routed to the Elyria sanitary
sewer system after pretreatment if necessary.
2) The discharge should contain non-contact cooling water 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.
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
MICHIGAN-OHIO DISTRICT OFFICE
RECOMMENDED EFFLUENT LIMITATIONS AMD MONITORING RETIREMENTS
Discharger
Diamond Products, Inc.
333 Prospect •
Elyria, Ohio M+035
NPDES Application Number: None
NPDES Permit Humber: None
Justification
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 csfitr\«--te erf
Recommended Effluent Linitations and Monitoring Requirements
Constituent
Flo/< (gpd)
Oil and Grease (mg/1)
pH (s.u.)
Present
Performance
1
--
LIMITATIONS
Initial
Avg.
—
6 -
Max.
—
9
Final
Avg.
10
6 -
Max.
20
9
MON ITOR 1 KG RrQU 1 ?,E«E!ITS
Sarrple 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 CFFICE
RECOi-'.HENDED EFFLUENT LIMITATIONS AN; *•:'! I TOR I KG REQUIREMENTS
Discharger: Grafton STate Farm Horor Prfso-
1800 South Avon - Selien Road
Eaton Twp, Ohio 44044
NPDES Application Ho.: OH 0043534
UPDES Pern It N'o.: ''•one -
Justification:
The prison discharges about 65,000 gpd of sanitary wastes to Alexander Ditch,
which as a 7-day 10-year low flow of 0 cfs. T^e initial effluent limitations are
based on 1972 Ohio EPA monitoring recorts, v.-he-eas the final limitations are
based on the information contained in Table IX-! 3.
RecoHifpended Effluent Limitations and Kcnitori.-c Requirements
Constituent
Flow Cmad)
EOO, (mg/l)
Suspended Solids .TO/!
NH,-N (trig/ I )
DO (min) (mg/l)
Fecal Col i form
(no/100 ml )
pH (s.u.)
Present
Performance
—
18
31
—
5
~
—
LIMITATIONS - •
Initial Final
Avg.
—
25
40
—
—
200
6 -
.".ax .
—
50
60
—
—
^00
- 9
Avg.
:.cs;
1CCO
6 -
Max.
—
10
10
*
6.0
20CC
9
MONITORING REQUIREMENTS
Sample Type Frequency
Continuous
8 hr comp.
'8 hr corno.
8 hr comp .
Grab
Grab
Grab
Weekly
Weekly
Monthly
Week 1 y
Monthly
Weekly
•NHyN
May-October = 2.0
November-Apr!I = 5.0
Average - Weekly Average
Maximum - Monthly Average
Special Conditions
None
-------
U. S. ENVIRONMENTAL PROTECT I ON AGENCY
REGION V
SURVEILLAflCE AND ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMESDED EFFLUENT LIMITATIONS A'.'D MONITORING REn'JIREMEHTS
Discharger: J 4 M Butchering Coroany
17333 Avon Eel den =-osd
Grafron, Ohio 440^4
KPDES Aoplicaticn Mo.: 'tone
HPDES Permit No.: None • '
Justification:
The company discharges less than 10,000 gpd of rrocess and sanitary wastes to an
unnamed tributary of Salt Creek, which has a v.ster auality desiqn flow of zero cfs.
The final limitations ars based on the information contained in Table IX-15}
Recorr/nended Effluant Limitations and Monitoring Retirements
Constituent
Flow (gsd)
BOO (rg/l)
01 1 and Grease (r,g/l )
Ammonia (r.g/l )
May-October
Novenber-Apri 1
Suspended Solids (mg/l
Fecal Col iform
(#/IOO n!)
Dissolved Oxygen (min:
pH (s.u.)
Present
Perforaance
__
—
—
)
"9/1 —
—
L IMITATIONS
Initial Final *
Avg.
—
—
—
—
—
Kax . 1 Avg .
fro -o-
—
—
—
—
—
1000
6
Avq.
7 iiav
10
7
2.0
5.0
10
2000
6-9 5-9
MONITORING REQUIREMENTS
Sarple Type Frequency
Esrimate
Grab
Grab
Grab
Grab
Grab
Grab
Grab
Monthly
Monthly
Monthly
Monthly
Month 1 y
Month 1 y
Month 1 y
Month 1 y
+ Final limits are for 7 consecutive days.
Special Conditions
None
-------
".U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
MICHIGAN-OHIO DISTRICT OFFICE
RECOMMENDED EFFLUENT LIMITATIONS AND MONITORING RECMJI REfiENTS
Discharger
Koehring Plants No. 3 and 5
300 West River Road
Elyria, Ohio
NPDES Application Number: OH 0?2 0X2 2 00051*9
MPDSS Permit Number: None
Justification
The company discharges about 100 gpd of cooling water and boiler blowdown
to an Elyria storm sewer.
.Recommended Effluent Linitations and Monitoring Requirements
Constituent
Flow (gpd)
pH (s.u.)
Present ,
Performance
LIMITATIONS
Initial
Avg.
6 -
Max.
9
F i oa 1
Avg.
6 -
Max.
9
MONITORING REQUIREMENTS
Sample Type
2k Hour Total
Grab
Fre ueficy
Monthly
Monthly
Special Conditions
-------
'U. S. ENVIRONMENTAL PROTECT I ON AGE.'ICY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
KI CHI CAN-OHIO DISTRICT OFFICE
RECOMMENDED EFFLUENT LIMITATIONS Af.'D MONITORING REQUIREMENTS
Discharger
Lake Erie Plastics Company
Bond and Adams Street
Elyria, Ohio
UPDES Application Humber: None
HPDE5 Permit Number: None
Justification
The company discharges about 2,000 gpd of cooling water and boiler blowdown
to an Elyria Storm Sewer.
Reconmanc'ed Effluent Limitations and Monitoring P.equi rer.ents
Constituent
Flow (gpd)
pH
Present
Performance
1
2000
LIMITATION'S
Initial
Avg.
6 -
Max.
9
Final
Avg.
6 -
Max.
9
HOM (TOR 1 IIG P.EPU 1 REMEf.'TS
Samp 1 s Type
Estimate
Grab
Frequency
Monthly
Monthly
Special Conditions
1) The discharge should be limited 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 AND ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDED EFFLUH?!T LIMITATIONS AN3 ."OM I TOP. I KG REQUIREMENTS
Discharger: Loci ST?
NPOES Apalicaticn No.: OHC02099I
NPDES Pern it Ko.: — *
Justification:
Effluent li.iitatiois were determined using U.S. E°A, Region V, Sir-notified Waste Load
Allocation Methodolery for municipal 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 SoUds mg/l
Ammonia-?! ra/l
May-October
Novembe: — ^sri 1
DO (rain) (ro/O
Fecal Co! i f orn
(#/100 ml)
Present
Performance
.281
4
4
—
—
5.4
LIMITATIONS
Initial Final
Avg.
10
15
—
—
—
200
Max.
__
15
25
—
—
—
400
Avg.
.4
6.0
1000
Max.
10
10
1.5
5.0
2COO
MONITOR IMG REQUIREMENTS
Sample Type Frequency
Continuous
Compos ite-24 hr
Conposita-24 hr
Compos! te-24 hi
COTICOS! te-24 hi
Grab
Grab
Dai ly
I/week
I/week
I/week
I/week
Dai ly
1 /month
-------
"U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION' V
SURVEILLANCE AND ANALYSIS DIVISION
MICHIGAN-OHIO DISTRICT OFFICE
RECOMMENDED EFFLUENT LIMITATIONS ADO MONITORING REQUIREMENTS
Discharger
Lorain - Elyria Sand Company
1840 Idaho Avenue
Lorain, Ohio 44052
KPDES Application Number: OH 070 0X2 3 000160
NPDES Permit Number: None
Justification
The company discharges about 0.48 tngd 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
soJids 1imi tations.
Recommended Effluent Limitations and Monitoring Requirements
Constituent
Flow (mgd)
Suspended Solids {mg/
Oil and Grease (mg/1)
PH
Present
Performance
i
0.43
) -
LIMITATIONS
Initial
Avg.
30
6 -
Max.
45
9
Final
Avg.
30
6 -
Max.
ks
9
MOM 1 TOR ING REQUIREMENTS
Sample Type
Grab
8 hour Comp.
Grab
Grab
Frequency
Weekly
Weekly
Monthly
Weekly
Special Conditions
None
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS OIVtSIOH
EASTERN DISTRICT OFFICE
RECOMMEND ED EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
Discharger:
Oberlin Water Treatment Plant
Parsons Road
Oberlin, Ohio
NPDES Application Mo.; Oberlin - OH 0045195
NPDES Permit No. : (jone
Justlfication:
It Is a lime softening plant discharging filter backwash and softening sludge.
The final limitations are based on Ohio EPA's estimate of BPCTCA for Water
Treatment Plants.
Recommended Effluent Limitations and Monitoring Recuirements
Constituent
Flow (gpd)
Suspended Solids
(rag/1)
PH
Present
Performance
•—
—
—
LIMITATIONS
Initial Final
Avg.
-"•
^
Max.
-1—
—
Avg.
--
15
6-1
Max.
--
20
.5
• MONITORING REQUIREMENTS
Sample Type Frequency
Estimate
Grab
Grab
Biweekly,
when d i s -
charg i ng
ii
ii
Special Conditions
Hone
-------
'U. S. ENVIRONMENTAL PROTECTION AGENCY
REGIOfi V
SURVEILLANCE AfID ANALYSIS DIVISION
MICHIGAN-OHIO DISTRICT OFFICE
RECOMMENDED EFFLUENT LIMITATIONS AfID MOM I TOR I KG P EQUIPMENTS
Discharcer
Ohio Screw Products
818 Lowell Street
Elyria, Ohio
NPDES Application Number: None
NPDES Permit Number: None
Justification
The company discharges about 600 gpd of cooling water to an Elyria storm
sewer. The oil and grease Imitations are based on Ohio EPA's estimate of BPCTCA.
Recommended Effluent Linitat ions and Monitoring Requirements
Constituent
Flow (gpd)
Oil and Grease (mg/l)
PH
Present
Perfora-an.ee
--
LIMITATIONS
Initial
Avg.
--
6
/tax.
--
- 9
Fiaal
Avg.
10
6 -
Max.
20
9
MONITORING REQUIREMENTS
Sample Type
2U hour Total
Grab
Grab
Frequency
Monthly
Monthly
Monthly
Special Conditions
NONE
-------
'U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLAUCE AND ANALYSIS D I VIS 101!
EASTERN DISTRICT OFFICE
RECC,'!,".;'.SED EFFLUEHT LIMITATIONS A.'IP MOM ITCRItlG REQUIREMENTS
Discharger
Stanadyne - Western Division
377 Woodland Aveor;e
Elyria, Ohio 44035
NPDES Application "'jr.ber: OH 070 0X2 2 000152
UPDES Pernit fibber:
OH 0000426 (suspended)
Justification
The company discharges about 0.49 mgd of process and cooling water 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 a re basec on existing affluent quality or the March 28, 1974
Electroplating 3PCTCA guide]ines, whichever is more stringent. The cadmium
limitation is bas-;c on the Ohio EPA estimate of BPCTCA.
Recommended Effluent Limitations and Monitoring Requirements
Constituent
Flow (mgd)
TSS (Ib/day)
sHexa. Chronium (Ib/day)
Cyanide-A" (lb/dav)
Cyanide, Total (Ib/day'*
Present
Performance
I
C.49
3^
0.4
«
C.09
Cad-iLr., Total (Ib/day;;
Copper, Total (Ib/day) j 1.5
Nickel, Total (lb/day)
Zinc, Tota) (Ib/day)
pH (s.u.) ""*
£2.3
0.2
6-10
IWITATIO?1S
Initial
Avg.
—
34
0.4
—
0.09
--
1.5
—
0.2
6 -
/lax.
—
68
0.8
--
0.18
--
3.0
—
0.4
10
Final
Avg.
--
34
0.3
0.09
0.09
0.05
1.5
2.6
0.2
6 -
Max.
—
68
0.6
0.18
0.18
0.10
3.0
5.3
0.4
9-5
HOMITORUJG REQUIREMENTS
Samp 1 e Type
24 hour Total
24 hour Comp.
24 hour Comp.
24 hour Comp.
24 hour Comp.
24 hour Ccmp.
24 hour Comp.
24 hour Comp.
24 hour Comp.
Continuous
rrequency
Week! y
Weekly
Weekly
Weekly
Weekly
Weekly
Weekly
Weekly
Weekly
~
"A - amenable to ch1 orination
pH - naximum and ninimum daily readings should be included in,the self
monitoring reports.
Special Conditions
NONE
-------
U. S. ENVIRONMENTAL PROTECTION AGENCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECOMMENDED EFFLUENT LIMITATIONS AND MONITOR I KG REQUIREMENTS
Discharger
Tappan, Inc.
206 Woodford Street
Elyria, Ohio 44035
NPDES Application Number: None
NPDES Per-it Number: None
Justification
The company discharges about 26,000 gpd of non-contact cooling water and
boiler blowdown to an Elyria Storm Sewer.
Recorrtnended Effluent Limitations and Monitoring Requirements
Constituent
Flow (gpd)
Temperature (°F)
PH
Present
Performance
26,000
w
LIMITATIONS
Initial Final
Avg.
~
6-
Max.
~
9
Avg.
~
t
Max.
~
-9
- MONITORING REC"JI REGENTS
Sample Type Frequency
Daily Total
Grab
Grab
Biweekly
it
it
.Special Conditions
The discharge should be United to non-contact cooling water and boiler blowdown.
-------
U. S. EtiVIRCN'KSflTAL PROTECTION AGF.IiCY
REGION V
SURVEILLANCE AND ANALYSIS DIVISION
EASTERN DISTRICT OFFICE
RECCMM-HOED EFFLl'EHT LIMITATIONS AND MONITOR ll.'G REQUIP.EMEHTS.
Discharger: Wellington Water Treatr.ent Plant
KPDES Application >.'o.: None
HPOES Pern it Ko.: None
Justification: •
It Is a llr.e softening plant discharging filter backwash and softening sludg;
The final limitations are based on Ohio EPA's estimate of DPCTCA for Water
Treatment Plants.
nded effluent Limitations and Monitoring Requirements
\
Constituent
I
• Flow (gpd)
i
Susoended Sol ids
fir.g/1)
PH
Present
Performance
—
—
LIMITATIONS
Initial Final
Avg.
—
— —
Hax.
—
„_
Avg.
—
15
Max.
—
20
i-11.5
- .
. MONITORING F.EdlMRHr.StiTS
Sample Type Fre^L-ef.cy
Estimate
Grab
Grab
Biweekly,
when dl scharg-
Ing
it
it
-------
Appendix V
Technical Justification for NPDES Effluent Limitations
for .Municipalities on Low Flow Streams
-------
"echnicai Justification for NPDES Effluent Limitations
for Municipalities on Low Flow Streams
l .
i Prepared by
U.S. Environmental Protection Agency
Region V
Ad Hoc Committee on Waste Load Allocation and
Water Quality Standards
-------
Draft 5/12/80
Technical Justification for NPDES Effluent Limitations
for Municipalities on Lov/ 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 that public funds for water 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 projecr review. In Region V, these simplified methods are
estimated to 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 a regional or larger scale, consistent consideration of dischargers in
similar circunstances would be insured.
Waier quality models are available for the full range of hydrological
characteristics (i.e. free flowing 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 .Q or
hydraulically 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 Nondesignated 208 Areas, prepared by Tetra Tech Inc. for U.S. EPA
Environmental Research Laboratory are similar.
Application and 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 flew? 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 v/itr, mere 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 flows. 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:
-------
where
C^ = allowable design discharge concentration
C,T,~_ = water quality standard limit
TV V^O
C, . = upstream or background concentration .
Qp = design municipal discharge flow rate
Qj 7 = upstream design flow
When selecting the allowable instream ammonia-N WQS criterion (Cwo<-)
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 pH 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
tempera-cure data may be used as design conditions and to establish the range for
a sensitivity 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 limits, if desired.
2. BOD^ and Dissolved Oxygen Effluent Limitations
Determine effluent dissolved oxygen and BOD limitations with a simplified
Streeter-Phelps 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) + (KjCBOD^/O^ - Kj) {exp (-Kjt) - exp (-
»
+ (K3NBODQ)/(K2 - K3) {exp (-K3t) - exp (-K2t)}
D0avg. = 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
NBOD = mixed NBOD concentration below effluent, mg/1
K. = CBOD reaction rate (base e), day'
-1
K? = Reaeration rate (base e) day
K_ ^ NBOD reaction rate (base e) day"
t = travel time beiow 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 CO 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 re compensate for diurnal fluctuations in plant discharges and
diurnal viriation due to photosynthetic activity. Where both average and
minimum dissolved oxygen standards are specified (i.e. 5.0 mg/1 daily average
and 4.0 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 Tsivoglou 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.(S)
-------
Eq. 3 K2 = 0.88 VS at 2Q°C 10S
where
D = depth in feet
Based upon data presented in Table 1, the CBOD rate should be constrained to a
maximum value of 1 day~ after depth adjustment. Measured N3OD rates ranged
from 0.27 to 0.50 day-1 and averaged 0.42 day-1 (Table 1). Since reaction rates
are partially dependent on effluent treatment level it is appropriate to use the
rates measured below similar facilities on small streams. Reaction rate studies
-------
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
T = stream temperature C
6 = 1.024 for reaeration rate, 1.0*7 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 CSOD limitations and more restrictive NBOD (NH«-
N) limitations while maintaining the same ultimate oxygen demand of .the
effluent. (Ultimate oxygen demand is the sum of the carbonaceous demand and
nitrogenous --emends.) This may occur when resultant ammonia-N limits are 3 to
5 mg/i and CBOD limits are in the range of 5 to 10 mg/1. Stream reaction rate
differences in CBOD and NBOD should be considered when adjusting effluent
restrictions. Since each mg/1 of ammonia-N is equivalent to about ^.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
-------
(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 50% about the selected value unless directly
transferable rate data are employed in which case a smaller range might be
studied.
Results at the sensitivity analysis should be revie\ved 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 would not be required. However, if the required treatment level is
heavily ceDendent upon selection of an input value where existing data are
inadequate to characterize the variable, additional data should be obtained to
more accurately define that model coefficient, thus clarifying the selection of
the treatment alternative. For further confirmation of the selected effluent
limitations, the sensitivity analysis can be rerun at a less stringent level of
treatment (i.e. BOD^ of 30 rng/1 vs 15 mg/1).
*r. After the sensitivity analysis is completed, suspended solids limitations
should be related to the BOD requirements. Whenever BOD5 limits of less than
15 mg/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 mg/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 will 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 Requirements
The data required for this type of analysis and suggested methods of
obtaining these data are listed below:
1. Stream Design Flow - U5GS 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 widths, depths, etc.; estimates based upon slope/velocity relation-
ships.
5. Effluent Design Flow - State or local agency population projections;
Step ! applications.
Direct measurements of time-of-iravel, upstream quality, and stream
physical characteristics should be employed for each segment studied, notably
for those where pest 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 (X .„ and the STP design
-------
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,
i use of modeling results as 30 day averages is not consistent with the
mathematical relationships used in the analysis.
i—i
• The CBCD and N3OD outputs from the Streeter-Phelps analysis should be
{ converted to BCD^ and amrnonia-N NPDES permit limitations with the following
relationships:
BOD_ = CBOD/3
NH3-N = NOD/4.57
The factor for BOD^ was derived from long term BOD data obtained at advanced
and secondary sewage treatment plants °' »18 (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 &.0 mg/i for warmwater fisheries). •
Resource Requirements .
Including ihe 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
10
-------
Table 1
Reaction Rates Measured on Low Flow Streams
CBOD Rate
Depth
River
Upper Olentangy
«
Patuxcnt River,
, Ohio
Maryland
(7)
(8)
NBOD*
Measured Adjusted Rate
1.24
0.30
0.
' 0.
43
3
AST -
.27-. 50 AWT -
Treatment
Level
No nitrification
Nitrification with
Flow
River
2.3
31
(cfs)
STP
3.
6.
0
S
Depth (ft)
0.7
_ —
West Fork of Blue River,
Indiana
Hydroscicnce
(9)
(10)
0.5-0.79 0.2-.32
.37-.96 .19-.42
Recommended Values 0.3
Depth Adjustment K = K (Measured) (p/8)t/f3/f
0.5
.42
D < 8 ft
microscrccns
AST - Secondary with
rapid sand .filters
Highly treated effluent with
nitrification
0.9-1.2
1-3
* Reaction rates arc at 20 C
-------
Table 2
CBOD/30D5 Data
Percent
State
Ohio
Ohio
Ohio
Ohio
Ohio
Ohio
Ohio
Minnesota
Wisconsin
Vv'isconsin
Wisconsin
Wisconsin
Wisconsin
Wisconsin
Average
Plant
Lake---od
Mansfield
Shelbv
Lorair.
Coshr-cton
Connect
CRSij Easterly
i\*inr.r~pcIi3-St. Paul
Fall Creek
N e e r.ah - .\ • e n a sha
To'.vr. V.ersasha East
Tow- .','enasha West
Heart of the Valley
Depere
Flow Industrial # of Ult. CBOE
Tyoe
Activated Sludge
Activated Sludge
Activated Sludge
Activated Sludge
Activated Sludge
Activated Sludge
Activated Sludge
. (MGD)
11. 7
10.6
1.2
14.1
2.3
2.6
136.0
Flow
096
3296
096
14%
3996
096
1296
Samples
i
1
3
4
1
1
2
BOD5
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
13
3.IS
4096
2296
4296
<1096
2096
2
2
1
2
2
1
3.40
3.20
1.80
3.10
2.75
3.00
3.2
12
-------
References
1) Tetra Tech Inc., Water Quality Assessment; A Screening Method for
Nondesignated 208 Areas, U.S. EPA Publication No. EPA-600/9-77-023, August
1977.
2) Thomann, 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, AJ?., "Selecting the Proper Reaeration Coefficient for use in Water
Quality Models", presented at the U.S. EPA Conference on Environmental
Modeling ar.c Simulation, April 1976.
5) Bennett* 3.P., and Ratnbun, R.E., "Reaeration in Open-Channel Flow,
Geological Surrey Professional Paper 737", 1972.
6) RathhuTi, R.E., "Reaeration Coefficients of Streams, State-of-the-Art",
Journal of the Hydraulics Division, ASCE, Vol. 103 No. HY4, April 1977.
7) Tsivoglou. E.C., and Wallace, 3.R., "Characterization of Stream Reaeration
Capacity". U.S. Environmental Protection Agency, Report No. EPA-R3-72-012,
October 1972.
8) Grant.. R.3. 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 15SO.
9) Personal communication wiih 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,3., 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.
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-6QO/3-78-105, December
1978.
16) U.S. EPA, Region V, Eastern District Office, Dischargers Files.
17) Personal Communication with Mark Tusler, Water Quality Evaluation
Section, Wisconsin Department of Natural Resources, October 17, 1979.
IS) Upper Mississippi River 208 Grant Water Quality Modeling Study, Hydro-
science Inc., January 1979.
-------
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-r_. Q °^ 0.36 c^s^ On*° Water quality standards designate
Raccoon Creek as a warmwater 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 lie*' oi 1.2 MGD composed almost entirely of domestic wastes. The
facility has a cornmunitor, preaeration and grit removal tanks, primary settling-
tanks, trickling filters, secondary settling tanks and provisions for chlorination of
the final efziuent. Sludge disposal is accomplished by digestion and drying on
sludge drvir-g beds. Average effluent quality for 197S was 33 mg/1 suspended
solids, 25 mg/1 3OD-, 7.7 mg/i dissolved oxygen and 6.1 mg/1 phosphorus. The
plant is the o~ly 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 -
Lakeviesv 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 ,Q)
upstream of the plant is less than effluent flow, and STP design flow is less than
10 MGD.
2. Wasteload Allocation
Stream data used in ihe 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
June 30. 1572, 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
efflueru 11 ~:itatior: 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
BOD5 limit of 7.1 mg/1 using a CBOD to BOD5 ratio of three. This level of
ammonia and SOD- 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 (IJC) 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
-------
Table 1
Documentation for Input Variable Selection
Applicable WQ5
1 . Dissolved Oxygen
2. Ammonia-N
3. Temperature
'I. pH
Input Variables
I , Stream
a. Upstream Flow
b. Upstream'Quality
1 . Temperature
2. Dissolved Oxygen
3. pH
4, Ammonia-N
5. CBOD
c. Stream Slope
d, Time-of-Travel,
Velocity
e. Depth
f. Reaction Rates
1. CBOD
2. NBOD
2. STP
• a. Design Flow
b. Dissolved Oxygen
6.0 mg/1 daily average
5.0 mg/1 daily minimum
0.05 mg/1 unionized ammonin-N
82°F monthly average n. , c ,.,„„.!..._
orOt-* j ii • juiy-.ji pieinucr
85 F dally maximum ' ¥
6-9 su
Value M^l-'li!!1'
0.36 cfs
82°F
7.9 mg/1
7.5 su
0.05 mg/1
2 mg/1
15 ft/mile
0,6 ft/sec
0.3 ft
0.3 day"1.at 8 ft
0.42 day"1
2.1 MGD (year 2000)
6.5 mg/1
Valuo
0.7 ft/sec at 5.75 cfs
V2 = V1
^Y
VQJ
0.4 ft ave at 5.75 cfs
0.6
/Q2\
-D>U)
for
Sonsij_iyi ty Analysis
None
80 to 85 F
6.0 to 8 mg/1
7.3 to 7.7
0 to 0.1 mg/1
1 to 3 mg/1
12-18
0.4 to 0.8 ft/sec
0.15 to 0.45 ft
0.20 to 0.45 day"}
0.25 to 0,75 day"1
None
6 to 8.0 mg/1
Source
3 2
Q7 ,n drainage area yield of 8.26 x 10" cfs/mi
on Black River at Elyria USGS Station No. 04200500,
A Proposed Streamflow Data Program for Ohio,
Antilla, P.W., USGS, Columbus, Ohio 1970
Measured data from Duly 23-26, 1974 EPA survey
on Black River. See text for selection of input
values and ranges for sensitivity analysis. •,
U.S. Geological Survey 7.5 Minute Series
Topographical Map 1969
June 30, 1978 EPA Survey
Ohio EPA; Policy and Procedures Manual for
Developing Wastcload Allocations, June 1979
June 30, 1978 EPA survey
Ohio EPA; Policy and Procedures Manual
for Developing Wastcload Allocations, June 1979
NO AC A, 208 Agency, Load and Flow Projections,
1979
Selected value
-------
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'"
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00
i 5
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i •
JN
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iclN?T
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!:hl:;iM!:i! \\w'\\ ;.:.• '« ;;|
_ ' . I : • ! J_-ri 'ii l , ; I i rl-r\ '
-------
effluent quality associated with waste treatment levels (i.e. S-secondary treat-
ment, N-nitrification, PF-partial filtration, F-cornplete filtration). For the
Lakeview STP, ammonia-nitrogen effluent requirements are directly related to
the water quality standards and are not sensitive to upstream concentrations.
The range of arnmonia-N concentrations is equivalent to the change in the water •
quality standards resulting from changes in temperature and pH. Effluent values
are more sensitive to stream pH and less sensitive to temperature. However, the
entire range of computed values require nitrification of the effluent.
The computed effluent limitation for BOD,- changed by less than 2.0 mg/1
from the 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. 5OD5 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 5095). Despite these large input ranges, computed BOD,- ranges are relatively
small. Also computed 3OD<- levels all correspond to the same treatment level
(secondary treatment with nitrification and post filtration). Additional stream
studies tc mere 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
BODS 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
March. Upstream flow was not changed for the seasonal analysis since streams
in the area experience flows near the Q-, . Q flow 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
-------
Table 2
Recommended Effluent Limits
Seven Day Average
May November
through through
October April
Total Suspended Solids 10 mg/1 25 mg/1
BOD5 . 10 mg/1 25 mg/1
Ammonla-N 1.5 mg/1 4.5 mg/1
Total Phosphorus 1.0 mg/1 1.0 mg/1
Total Residual Chlorine 0.1 mg/1* 0.1 mg/1*
Dissolved Oxygen 6.5 mg/1 7.5 mg/1
* Daily maxim urn
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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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