EPA-905/9-74-014
OS. BMRONMBITAI. PROIKTON ACBCY
• • I '
• .1 I
GREAT LAKES MI1A11VE COWTRAQ PROGRAM
OCTOBER, 1974
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WATER POLLUTION INVESTIGATION:
DULUTH-SUPERIOR AREA
by ,-
/
A. D. McElroy
S. Y. Chiu
MIDWEST RESEARCH INSTITUTE
In fulfillment of
EPA Contract No. 68-01-1593
for the
U.S. ENVIRONMENTAL PROTECTION AGENCY
Region V
Great Lakes Initiative Contract Program
Report Number: EPA-905/9-74-014
EPA Project Officer: Howard Zar
October 1974
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This report has been developed under auspices of the Great
Lakes Initiative Contract Program. The purpose of the
Program is to obtain additional data regarding the present
nature and trends in water quality, aquatic life, and waste
loadings in areas of the Great Lakes with the worst water
pollution problems. The data thus obtained is being used
to assist in the development of waste discharge permits
under provisions of the Federal Water Pollution Control
Act Amendments of 1972 and in meeting commitments under
the Great Lakes Water Quality Agreement between the U.S.
and Canada for accelerated effort to abate and.control
water pollution in the Great Lakes.
This report has been reviewed by the Enforcement Division,
Region V, Environmental Protection Agency and approved
for publication. Approval does not signify that the contents
necessarily reflect the views of the Environmental Protection
Agency, nor does mention of trade names or commercial products
constitute endorsement or recommendation for use.
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BIBLIOGRAPHIC DATA
SHEET
1. Report No.
EPA-905/9-74-014
4. Tide and Subtitle
Water Quality Investigation: Duluth-Superior Area
S.N^ecipienc's Accession No.
5- Report Date
October 1974
6.
7. Author(s)
A. D. McElroy, S. Y. Chiu
8- Performing Organization Rept.
No.
9. Performing Organization Name and Address
Midwest Research Institute
425 Volker Boulevard
Kansas City, Missouri 64110
10. Ptoject/Task/Work Unit No.
11. Contract/Grant No.
68-01-1593
12. Sponsoring Organization Name and Address
U.S. Environmental Protection Agency
Enforcement Division, Region V .
230 S. Dearborn Street
Chicago, Illinois 60604
13. Type of Report & Period
Covered
Tinal 1973-1974
14.
15. Supplementary Notes
EPA Project Officer: Howard Zar
16. AbstractsThe Lower St ^ LOUiS River Basin from Brookston to Lake Superior was sampled in
late 1973. The resultant data were combined with historical data for verification of a
water quality model—the St. Louis River Basin Model, developed under a separate
contract (EPA No. 68-01-1853).
The model was used to evaluate the effect on water quality of implementing ef-
fluent limits using best practicable technology and best available technology for indus-
trial discharges, and secondary treatment for municipal waste sources, as required by
the 1972 Amendments to the Federal Water Pollution Act. The study indicates that imple-
mentation of the above effluent limits, as well as utilization of a centralized treat-
ment plant of advanced design, will result in a significant improvement in water quality
in the Lower St. Louis River. However, with current benthic oxygen demand rates, DO in
the reservoirs is projected to border on noncompliance at summer low flow, even with
essentially zero discharge of pollutants from industrial and municipal sources in the
17. Key Words and Document Analysis. 17o. Descriptors
Water Quality, Water Pollution
7b. Identifiers/Open-Ended Terms
The St. Louis River, Lake Superior, Great Lakes,
Chemical Parameters, Physical Parameters
7e. COSATI Field/Group 13R fip gJJ
19. Security Class (This
Report)
UNCLASSIFIED
8. Availability Statement
Security Class (This
Page
UNCLASSIFIED
21. No. of Pages
22. Price
FORM NTIS-3S IREV. 3-72)
THIS FORM MAY BE REPRODUCED
USCOMM-OC 149S2-P72
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CONTENTS
Page
List of Figures v
List of Tables vii
Acknowledgments xi
Summary 1
Sections
I Introduction 3
II Scope of the Study 8
III The Data Base for the St. Louis River Basin 10
Task I - Historical Data Analysis 10
Task II - Field Sampling 12
IV Effluent Analyses 28
Municipal Discharges 28
Industrial Discharges ... 34
Shipping Wastes 34
V Load Allocation Study 47
The St. Louis River Basin Model 47
Load Allocation Study 64
iii
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CONTENTS (Concluded)
VI Discussion 90
Source Factors Affecting Water Quality Levels 90
Water Quality at Summer Low Flow 90
Water Quality Under Winter Conditions 92
Relation of "Steady State Quality" to Quality in a
Dynamic System 93
The Seiche Phenomenon in Relation to Water Quality
and the St. Louis River Model 93
Qualifications Based on Other Spatial/Flow Factors .... 94
VII Recommendations 95
Backmixing in Relation to Water Quality 95
Projection of Benthic Demands 96
Data and Model Upgrading 96
References 98
iv
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FIGURES
No. Page
1 The St. Louis River Basin 4
2 Overview of the Study Area 5
3 General Harbor Layout 42
4 Lake Vessel Monthly Visits at the Duluth-Superior
Harbor for 1959-1970 44
5 St. Louis River Schematization
a River Kilometer 0.0 (Duluth Entry) to River Kilometer
4.5 (High Bridge) 51
b River Kilometer 4.5 (High Bridge) to River Kilometer
23.1 (Oliver Bridge) 53
c River Kilometer 23.1 (Oliver Bridge) to River Kilometer
44.9 (Scanlong) 55
d River Kilometer 44.9 (Scanlon Bridge) to River Kilometer
64.0 (Brevator) 57
e River Kilometer 64.0 (Brevator) to River Kilometer
81.6 (Brookston) 59
6 Stream Flow and Water Temperature of the First Simulation
Period (Summer 1973) 62
7 Stream Flow and Water Temperature of the Second Simulation
Period (Winter 1973) 63
8 DO and BOD Profiles of the First (Summer 1973)
Verification Period 65
9 DO and BOD Profiles of the Second (Winter 1973)
Verification Period 66
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TABLES
No. Page
1 DO and BOD Profiles, 1973 St. Louis River -
Duluth Entry to Brookston 7
2 Intensive Sampling, Highway 33 Bridge at Cloquet 14
3 Intensive Sampling, Scanlong Dam 15
4 Intensive Sampling, Forbay Lake-Lower Gate 16
5 Intensive Sampling, Fond Du Lac Bridge 17
6 Intensive Sampling, Oliver Bridge 18
7 Once-A-Day Sampling Points - St. Louis River Additional
Samples Taken by WLSSD Temperature: 0°C 19
8 Once-A-Day Sampling Points - St. Louis River 20
9 Oxygen Uptake of Lake Sludges in St. Louis River System
(Measurements at Room Temperature, 25°C) 22
10 Oxygen Uptake of Lake Sludges in St. Louis River System
Comparison of Rates at 25°C and 3°C 26
11 Stream Flow Data St. Louis River/Duluth-Superior Area
Early December 1973 27
12 Municipal Discharges 29
13 Discharge Data of the Cloquet Sewage Treatment Plant
(Primary)--M-1 30
vii
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FIGURES (Concluded)
No. Page
10 Projected DO Level for 7-Day 10-Year Summer Low Flow
With No. 1 Treatment Configuration at 1977 Effluent
Limits 81
11 Predicted DO Levels for 7-Day 10-Year Summer Low Flow
With No. 2 Treatment Configuration at 1977 Effluent
Limits 82
12 Projected DO Level for 7-Day 10-Year Summer Low Flow
With Assumed Zero Discharge from Point Sources 84
13 Projected DO Level for 7-Day 10-Year Summer Low Flow
With No. 2 Treatment Configuration at 1977 Effluent
Limits, and With 507. of Benthic Uptake Rates
Measured in 1973 85
14 Projected DO Level for 7-Day 10-Year Summer Low Flow With
Assumed Zero Discharge from Point Sources, and 50% of
Benthic Uptake Rates Measured in 1973 86
15 Projected DO Level for 7-Day 10-Year Winter Low Flow
Under Ice Cover, with No. 1 Treatment Configuration
at 1977 Effluent Limits 87
16 Projected DO Level for 7-Day 10-Year Winter Low Flow
Under Ice Cover, with No. 2 Treatment Configuration at
1977 Effluent Limits 88
17 Predicted DO Level for 7-Day 10-Year Winter Low Flow
With Ice Cover, and No. 2 Treatment Configuration .... 89
vi
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TABLES (Continued)
No. Page
14 Discharge Data of the Scanlon Sewage Treatment Plant
(Primary )--M-2 30
15 Discharge Data of the Gary-New Duluth Treatment Plant
(Primary)— M-4 31
16 Discharge Data of the Smithville Treatment Plant
(Primary)—M-5 31
17 Discharge Data of the Fairmont Treatment Plant
(Primary) —M-6 32
18 Discharge Data of the Duluth Main Treatment Plant
(Primary) —M- 7 32
19 Discharge Data of the Superior Sewage Treatment Plant
(Primary)—M-8 33
20 Industrial Discharges ..... 35
21 Effluent Characteristic of Conwed Corporation
(Cloquet)—1-1 35
22 Effluent Characteristics of Northwest Paper Company
(Cloquet)—1-2 36
23 Effluent Characteristics of U.S. Steel Corporation
(Duluth Works)—1-3 36
24 Effluent Characteristics of Superwood Corporation
(Duluth)—1-4 37
25 Effluent Characteristics of Superior Fiber Products
(Superior) —1-5 37
26 Dock Facilities and Quantity of Waste Generation on a
Yearly Basis 38
27 Characteristics of Vessel Sanitary Wastes 43
viii
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TABLES (Concluded)
No. gage
28 Assumed Characteristics of Bilge Water 45
29 Assumed Characteristics of Ballast Water 46
30 Loadings of Shipping Waste. 46
31 Proposed Effluent Limits for Conwed Corporation . 72
32 Proposed Effluent Limits for Northwest Paper Company 73
33 Proposed Effluent Limits for U.S. Steel Corporation ..... 74
34 Proposed Effluent Limits for Superior Fiber Products, Inc.. . 75
35 Discharge Data for Treatment Configuration No. 1 77
36 Discharge Data for Treatment Configuration No. 2,
1977 Guidelines 78
37 Summary of Pollutant Discharges in 1973 To the St. Louis
River (Minnesota, Wisconsin) 91
ix
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ACKNOWLEDGEMENT
This document is the Final Report for EPA Contract No. 68-01-1593,
A Water Quality Investigation of the Duluth-Superior Area. The study,
conducted in MRI's Physical Sciences Division, was managed by Dr. A. D.
McElroy, Head, Treatment and Process Control Section, Dr. S. Y. Chiu,
Principal Investigator, was assisted by Mr. E. P. Shea, Dr. J. W. Nebgen,
Mr. James Edwards, and Mr. Douglas Weatherman. Mr. Howard Zar, Region V,
Environmental Protection Agency, served as project officer.
This report was authored by Dr. McElroy and Dr. Chiu.
Approved for:
MIDWEST RESEARCH INSTITUTE
/^H. M. *Hubkard, Director
7 Physical Sciences Division
16 October 1974
xi
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SUMMARY
The St. Louis River Basin, from Brookston to Lake Superior, was
sampled at 18 locations in a 2-week period, in late November, and early
December of 1973/i Collected samples were analyzed for dissolved oxygen,
pH, temperature, BODg, BOD2Q* fecal coliform, total coliform, NH3,
Kjeldahl nitrogen, nitrite, nitrate, total phosphorus, available phos-
phorus, sulfide, sulfate, IDS, and chlorophyll A. Samples of benthic
sludges were collected from four reserviors, their oxygen uptake rates
were measured, and sludge bed dimensions were checked against historical
data. Flows were measured at eight locations in the basin.
The resultant data were combined with historical data on hydrology,
water quality, and point source discharge data for industry, municipalities,
and shipping. The total data base served two functions:
1. Development and verification under a separate contract (EPA No.
68-01-1853) of a water quality model—the St. Louis River Model.
2. Development and analysis of present discharge profiles and
attendant water quality; and projections of water quality which will ob-
tain when the provisions of the 1972 Amendments to the Water Quality Act
are complied with.
Two principal future discharge configurations and effluent levels
were analyzed. In Treatment Configuration No. 1 the present multiple
discharges are reduced to three:
1. A Western Lake Superior Sanitary District (WLSSD) centralized
treatment plant of advanced design, which discharges into St. Louis Bay.
2. The Superior Municipal Treatment Plant, upgraded to secondary
standards.
3. Superior Fiber Products, Inc., upgraded to 1977 effluent guide-
lines, discharging into Superior Bay.
Treatment Configuration No. 2 was comprised of all present discharges
upgraded to conform to 1977 effluent guidlines.
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Summer (570 cfs) and Winter (410 cfs, ice cover) low flow conditions
were projected.
Present conditions are generally in substantial violation of stream
standards. Remarkable improvement is realized with both of the above
configurations. Compliance with rigid effluent guidelines is necessary
if stream standards are to be achieved in the reservoirs present in the
midsection of the basin. Benthic sludges limit the quality achievable in
the reservoirs: water quality in this section borders on noncompliance
at summer low flow, even with essentially zero discharge of pollutants
upstream of the WLSSD discharge.
Calculations of present and projected water quality yield data for
Superior Bay which are in error for the months during which the seiche
effect promotes backflow and dispersion and mixing in the Bay. The
St. Louis River Model is not presently equipped to handle this irregular,
tidal-like phenomenon.
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SECTION I
INTRODUCTION
The St. Louis River has its headwaters in Seven Beaver Lake in
St. Louis County, approximately 163 miles above Lake Superior. It
winds westward through the Missabe Iron Range and then south and east
through Floodwood and Cloquet to Lake Superior. The river has a drain-
age area of approximately 3,430 square miles above Scanlon (see Figure
1).
The section of the river above Brookston is relatively unused for
recreational or industrial purposes. The section of the river down-
stream from Brookston (see Figure 2), particularly from Cloquet to the
Superior Lake entries, has been used for disposal of wastewater from
industries, municipalities, and shipping vessels. Industrial dis-
charges presently contribute heavy loads to the system. The major
discharge is BOD, and present discharges are high in biodegradable
solids which have the potential to settle in reservoirs. Municipal
discharges range from the small effluents of villages to the high
volume discharges of Duluth and Superior; practically all discharges
in this category are primary treatment system effluents.
The downstream section of the river, from Brookston to Lake
Superior, is covered in this study.
The river in this area has been intensively developed for hydro-
electric power generation, with five dams.in a 15-mile stretch.
The pools above the dams are relatively inacessible to the public and
are of limited value for use other than power development. The dis-
charge of settleable waste materials from municipal, industrial, and
natural sources for many years has resulted in extensive sludge
coverage of the bottom of these pools. Oxygen uptake by sludge
deposits is an important factor in the water quality of the river.
From the Thomson Reservoir, the river flow is diverted to a
hydro-electric plant by a canal and three underground pipelines.
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BOULDER LAKE
RESERVOIR
-MODELED AREA
SUPERIOR
SCALE IN MILES
Figure 1 - The St. Louis River Basin
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BROOKSTON £
CITY OF
DULUTH
01234
Scale of Kilometers
0123
*=
Scale of Miles
CLOQUET
Conwed Co
Thomson Dam
Upper Gate
Thomson Cona
Lower Gate
Underground
Pipe Lines
WISCONSIN
Figure 2. Overview of the Study Area
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During periods of low flow, the main portion of the river flow is
discharged through the diversion.
Below Fond du Lac the river widens out, with many coves, and
discharges into Spirit Lake and the St. Louis Bay, which form the
Inner Harbor. Connected to the St. Louis Bay are Superior Bay and
the Allouez Bay, which together form the Outer Harbor. From the
Outer Harbor, the St. Louis River drains into Lake Superior through
the Duluth Ship Canal and the Superior Entry. This part of this
river (from Fond du Lac to the Lake entries) is primarily used for
harborage, dockage, and navigation by lake and ocean shipping.
The lower St. Louis River, below Cloquet, has a serious pollu-
tion problem. The pollution is indicated by reduced levels of dis-
solved oxygen in the summer months, excessive BOD concentrations,
and high coliform counts, as illustrated by the two profiles for
BOD and DO presented in Table 1. Both profiles are taken from smooth
curves drawn through water quality data obtained in July/August 1973
and November/December 1973 (see Sections III and IV).
Because of the continuing gross water pollution in the river,
the U. S. Environmental Protection Agency (EPA), the Minnesota Pollu-
tion Control Agency (MPCA), the Wisconsin Department of Natural
Resources (WDNR), and the Western Lake Superior Sanitary District
(WLSSD), have initiated a series of enforcement actions involving
industrial and municipal waste dischargers in the area. In addition,
the 1972 Amendments to the Federal Water Pollution Control Act
(Public Law 92-500) require that municipalities shall provide, as a
minimum, secondary treatment, and industries shall achieve "best
practical technology" (BPT) by no later than 1977. The law also
requires that industries shall use "best available technology" (BAT)
to control water pollution by 1983; that publicly-owned waste treat-
ment plants apply BPT over the life of the treatment works by 1983;
and that new public waste treatment plants use the best available
technology after 1983. In addition to meeting the municipal and
industrial guidelines, the Amendments require that stream water
quality standards must be met.
The purpose of the work presented here was to conduct an exten-
sive survey of the river with respect to water quality and pollutant
loadings, and to predict future water quality conditions by using
the mathematical model which has been adapted to the river in a
separate program.—'
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Table 1. DO AND BOD PROFILES, 1973
ST. LOUIS RIVER - DULUTH ENTRY TO BROOKSTON
River
kilometer-^.'
0
5
20
30
40
41
50
60
70
82
July/August
1973
BOD
2.0
0.5
2.0
5.5
7.7
—
13.0
2.3
2.5
3.3
DO
--
4.5
3.0
2.0
3.6
1.0
5.8
7.3
7.0
6.6
November/December
1973
BOD
7.0
9.5
10.0
10.5
—
13.0
3.2
3.2
3.2
DO
12.0
12.7
13.3
13.4
—
13.4
12.8
12.2
11.7
aj Distance from Duluth Entry.
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SECTION II
SCOPE OF THE STUDY
The scope of the study includes the following:
Task I - Historical Data Analysis: A review and documentation
of data on stream water quality, point discharges, flows, and other
parameters which describe river basin water quality up to September
1973. The analysis includes an evaluation of data for adequacy and
completeness. A majority of Task I was completed prior to initiation
of this program, under EPA Contract No. 68-01-1853. This report will
therefore summarize the total data base, including data obtained in
Task II, below.
Task II - Field Sampling; An intensive sampling program struc-
tured to fill in certain data gaps, generally improve the overall
adequacy of the data base, and provide a set of data (for one condi-
tion) to be used in model verification. A summer low flow condition
was desired, but the weather and other factors conspired to delay the
sampling until late November of 1973. The sampled condition was
therefore moderate flow, near freezing temperatures, generally high
dissolved oxygen levels, and in-stream pollutant concentrations
expected for a period of transition from a summer to a winter
condition.
Task III - Effluent Analysis: Documentation of the profile of
discharges to the St. Louis River, based primarily on NPDES permit
data. Present discharge conditions were established for the periods
when data were taken for model verification. Two possible discharge
profiles for the future were documented, so that water quality could
be projected for conditions established in accordance with provisions
of Public Law 92-500.
Task IV - Data Analysis and Projection: Description of present
water quality, projection of future water quality, and delineation of
problem areas. The model developed under EPA Contract No. 68-01-1853—
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is the principal working tool for projections of levels of water
quality that would result if effluent guidelines established by the
EPA administrator under Sections 301 (b)(1)A, 301 (b)(l)B, 301 (b)
(2)A, and 301(b)(2)B of the 1972 Amendments were met. If stream
standards are not met by adherence to the above provisions of the
law, calculations are to be made of effluent levels which will suffice
to meet standards for the "protection of fish, shellfish, and wildlife,
and provide for recreation in or on the water."
Results of Tasks I and II are presented in Section III--The Data
Base for the St. Louis River Basin. Task III results are presented in
Section IV--Effluent Analyses, and Task IV results are presented in
Section V. Overall results are discussed in Section VI—Discussion,
and Recommendations are presented in Section VII.
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SECTION III
THE DATA BASE FOR THE ST. LOUIS RIVER BASIN
A study of the availability of data on stream water quality,
stream hydrology, and discharges to the basin was conducted under
EPA Contract No. 68-01-1853. This analysis is recorded in the
Phase I Report for that program.—' Briefly, it was concluded that
certain data gaps and deficiencies existed, and that these precluded
satisfactory verification of the St. Louis River Model. The field
sampling program (Task II) was initiated to provide further data; in
particular, a set of data for the entire river basin, for a sampling
period of approximately 2 weeks, was needed to serve as verification
data.
In this section, the substance and quality of the data base are
summarized. Presentation of specific data is for the most part
deferred to Section IV-Discharge Profile Analysis, and Section V-Data
Analysis and Projection.
TASK I - HISTORICAL DATA ANALYSIS
Data required fpr description of water quality, and of inputs
to the system which impact water quality, include the following.
Hydrology Data
Flow Data - A comprehensive set of data on main stem flows, inputs
from tributaries, and significant withdrawals or discharges from
industries is required for each verification. A less comprehensive
set of flow data for other flow regimes, especially those which are
critical in water, quality planning—typically summer low flow and
winter low flow, was also desired.
River Dimensions - River widths and depths must be known throughout
the basin, including the location and dimensions of shipping channels,
reservoirs, and islands.
10
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Stream Slopes - Changes in channel elevation, including discontinu-
ities, must be accurately known.
The overall quantity and quality of hydrology data at the time
of initiation of this program were judged to be good, with the excep-
tion that data on inputs of various tributaries to the main stem were
generally inadequate.
The field sampling undertaken in Task II included measurement of
stream flows at several key points. The data so obtained, in combina-
tion with basic basin data, provide a good description of the stream
flow of the basin in late November - early December 1973. Addition-
ally, the November-December data provide information needed to develop
the hydraulic model for the Summer 1973 verification period.
The stream flow and river geometry data have been used to develop
the hydraulic submodels of the St. Louis River Model. With these
submodels, river basin hydraulics under a wide range of conditions
can be accurately simulated. Brief mention should be made here of two
problems, which are discussed in detail elsewhere (Reference 1, and
Sections V and VI of this report).
First, the hydraulics of Superior Bay is not accurately described
by the St. Louis River Model. Inaccuracies are due to mixing/disper-
sion in the Bay caused by the seiche (tidal) effect, and calculated
water quality is thus inferior to actual (but previously not docu-
mented) water quality in the Bay. Rectification of this defect will
require further data gathering followed by modification of the model.
Second, the stream bed slopes relatively steeply in its mid-section,
and somewhat artificially low friction coefficient values were used to
permit achievement of steady state hydra ulics.-=-' This solution of the
problem is mentioned chiefly for the benefit of those who would attempt
to improve the model or to adapt the model to other river systems.
Stream Water Quality Data - Model verification requires historical data
on several water quality and water property parameters at multiple loca-
tions in the basin, and preferrably at two or more significantly differ-
ent conditions. Complete sets of data for a summer flow condition and
for a winter flow condition will suffice, for example. In addition,
broad coverage of water quality throughout the basin is useful as a
check on general validity of the model. Parameters needed for the
St. Louis River are temperature, pH, DO, BOD, P, N, N02, N03, NHj, S,
", total coliform, fecal coliform, algae, chlorophyll A, and TDS.
11
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In addition, oxygen uptake rates and bed dimensions for benthic sludges
are required where such deposits are significant.
With the exception of a few parameters, coverage of the above
listed parameters through the summer of 1973 was fairly extensive, and
Summer 1973 data were judged to be nearly adequate for model verifica-
tion at one condition. A data set for another condition was needed to
facilitate model verification, however, and data on certain of the
parameters listed above were nonexistent (see Reference 2, Data Report on
EPA Contract No. 68-01-1853). The sampling program (Task II) was
designed to remedy key data deficiencies, and generate data for a
second verification condition.
Discharge Data - The volumes and composition of municipal and indus-
trial discharges must be known, particularly during selected verifica-
tion periods. General historical data will suffice if the discharges
are relatively constant as is usually the case.
Data on municipal discharges are adequate, though by no means
complete with respect to the parameters listed above. Industrial dis-
charge data, derived chiefly from information in the NPDES Program,
were somewhat scanty but proved to be generally adequate for model
verification and projections of water quality.
Shipping is an important activity in the Bay areas, and data on
shipping wastes are necessary. No data were found on actual discharge
volumes and compositions. Information on ship movements was combined
with literature documentation of shipping wastes, and loads thereby
calculated. (Shipping wastes proved to be of minor importance, and
error in the above procedure will have virtually no impact on calcu-
lated water quality parameters.)
TASK II - FIELD SAMPLING
Sampling was initiated on 19 November 1973, and completed on
5 December 1973. Additional samples were taken during the following
week by personnel of Western Lake Superior Sanitary District. Temper-
atures were near freezing during the sampling period, and ice skims
began to form on parts of the system in early December. Dissolved
oxygen concentrations were uniformly high, as expected, and photo-
synthetic processes were essentially at a standstill. Relatively
heavy rainfall had occurred earlier in the fall, and the river flow,
at 2,400 cfs, was substantially higher than either a winter or summer
low flow condition.
12
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Five locations—Highway 33 Bridge at Cloquet, Scanlon Dam,
Forbey Lake--Lower Gate, Fond du Lac Bridge, and Oliver Bridge—were
sampled four times daily on 27, 28, and 29 November. Temperature, DO
and pH were measured as samples were taken. Fourteen parameters were
measured in the laboratory; these were BODej, BOD2Q> fecal coliform,
total coliform, NH^, Kjeldahl nitrogen, nitrate, nitrite, total
phosphorus, available phosphorus, sulfide, sulfate, IDS, and chloro-
phyll A. Data for these samples are reported in Tables 2 through 6.
These five stations were resampled once per day on 8 and 9 December,
and samples were analyzed for DO, BODc, and BOD«0 (Table 7).
Thirteen stations listed in Table 8 were sampled once per day
on 30 November, 3 December, and 4 December. These samples were ana-
lyzed for the parameters listed above.
Bottom sludge samples were recovered from Knife Falls Dam,
Scanlon Dam, Thomson Lake, and Northwest Paper Company Dam. uptake
take rates, moisture, and volatile solids were measured for 12 sludge
samples; data are presented in Tables 9 and 10.
Flow data were measured at eight locations. The data are
summarized in Table 11.
13
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Table 2. INTENSIVE SAMPLING, HIGHWAY 33 BRIDGE AT CLOQUET
Date/Time
11-27-73
08:30
12:40
16:30
20:10
11-28-73
08:55
12:50
16:50
20:30
11-29-73
09:15
13:00
16:50
19:20
D.O.
13.3
17.5
12.8
15.5
15.4
16.1
11.6
U.O
14.7
14.0
15.1
14.0
Fecal
Temperature Collforra
pH *C BOD5 B0020 MPK/100 ml
8.0
7.7
6.9
7.7
8.0
7.3
7.2
7.7
7.3
7.4
7.2
7.4
1.0 83
1.0 55
1.2
0.8
0.0 ' 46
0.0 12
0.9
0.3
0.0 3.8 30 80
1.0 3.4 30.3 40
1.0 2.8
1.0 3.9
Total
Total Kjeldahl Total Available
Collform NH3 Nitrogen Nitrate Nitrite Fhosphorui Phosphorus Sulflde
MPN/100 ml mg/i mg/t mg/t mg/i mg/£ ng/£ mcg/£
2,200 0.11 1.0 0.42 0.01 0.10 0.10 <10
3,240 0.21 1.0 0.41 <0.01 0.15 0.13 <10
0.37 <0.0l
0.36 <0.01
720 0.529 0.301 0.308 0.004 0.441 0.378 <50
9,300 0.072 0.235 0.201 0.003 0.124 0.049 <50
0.307
0.332
1,800 0.11 1.0 0.36 <0.01 0.10 0.07 <10
1,600 0.043 0.214 0.175 0.002 0.074 0.047 - <50
0.10 0.01
0.320
Sulfate TDS Chlorophyll
mg/i mg/t mg/4
9.5 93 <0.01
8.0 132 <0.01
<0.01
<0.01
9.60 0 <0.01
8.00 25 <0.01
<0.0l
<0.01
8.0 52 <0.0l
10.75 135 <0.0t
<0.0l
<0.01
-------
Table 3. INTENSIVE SAMPLING, SCAKLON DAM
Date/Tine
11-27-73
09:10
13:10
17:00
20:35
11-28-73
09:15
13:10
17:10
20:10
11-29-73
09:30
13:15
16:50
19:40
D.O.
11.9
14.3
14.6
16.0
14.7
16.1
11.4
13.6
14.0
13.3
14.6
13.8
pH
7.8
7.7
7.0
6.9
7.5
7.2
7.3
7.6
7.2
7.3
7.3
7.3
Temperature Fecal
*C BODj BOD20 Collfom
2.0 a/
2.0 a/
1.0
1.0
0.0 69
0.0 22
0.3
0.7
0.0 8.4 >49 80
1.0 15.4 >48 80
1.1 15.2
1.0 13.6
Total
Kjeldahl Total Available
Total Ml 3 Nitrogen Nitrate Nitrite Phoaphorua Phoaphorua Sulftde Sulfate TDS
Collform mg/1 mg/1 mg/1 mg/1 mg/1 ng/1 mg/£ mg/t mg/4
13,300 0.21 1.0 0.39 0.02 0.15 0.10
-------
Table 4. INTENSIVE SAMPLING. FORBETt LAKE-LOWER GATE
Dace/Time
11-27-73
10:40
13:50
17:30
21:00
11-28-73
09:45
13:35
17:30
19:45
11-29-73
10:00
13:30
17:30
20:05
D.O.
12.9
14.7
15.0
12.6
16.9
17.6
13.8
13.8
13.2
13.3
13.2
13.2
Temperature Fecal
pH °C BOD5 BOD20 Collform
7
7
7
7
7
7
7
7
7
7
7
7
.7
.5
.0
.0
.5
.3
.3
.5
.0
.3
.4
.3
1
1
1
1
0
0
1
0
0
1
2
1
.0 14
.0 20
.0
.0
.0 140
.0 29
.0
.5
.0 6.6 44 430
.0 10.9 43 170
.8 13.0
.0 11.6
Tocal
KJeldahl Tocal
Tocal NHj Nlcrogen NlcraCe Nitrite Phosphor u«
Collforo mg/t mg/Z mg/t mg/l mg/i
9,700 0.12 1.5 0.
9,500 0.18 1.0 0.
0.
0.
8,000 0.029 0.238 0.
3,900 0.057 0.364 0.
0.
0.
11,800 0.11 1.2 0.
7,100 <0.015 0.459 0.
0.
0.
34 0.03 0.10
42 <0.01 0.15
18 0.05
34 0.01
166 0.110
173 0.003 0.095
313
311
39 <0.01 0.13
171 0.003 0.115
35 0.02
305
Available . ,,
Phosphoru. Sulflde Sulface TOS Chlorophyll
M/, mcg/i ">g/i °>g/i "8/t
o.io «ao 15.8 165
-------
Table S. INTENSIVE SAMPLING, FOND DU LAC BRIDGE
Total
Kjeldahl Total
Temperature Fecal Total NH3 Nitrogen Nitrate Nitrite Phoaphorua
Date/Time
11-27-73
09:10
13:30
17:18
20:38
11-28-73
09:28
13:25
17:05
20:05
11-29-73
09:35
11:30
17:10
19:50
0.0.
13.4
13.5
13.6
13.5
13.7
13.8
14.0
14.0
13.9
13.8
13.8
14.0
PH
7.6
7.5
7.6
7.5
7.7
7.4
7.4
7.2
7.2
7.4
7.3
7.3
•c
1.0
1.0
1.0
1.0
1.0
1.0
1.0
0.8
0.0
1.0
1.2
1.0
BODj BODM Coll form Coll form mg/jl mg/4 mg/l mg/i mg/£
118 4,700 0.11 1.4 0.32 0.03 0.10
39-' 7,900 0.11 1.2 0.30 <0.01 0.10
0.39 <0.01
0.36 0.02
116 4,300 0.057 0.266 0.177 0.006 0.110
85 3,900 <0.015 0.343 0.180 0.004 0.107
0.286
0.309
46 270 6,700 0.11 1.4 0.39 <0.01 0.12
10.4 160 7,000 0.072 0.270 0.303 0.003 0.091
10.2 0.36 <0.01
11.5 0.290
Available
Fhoaphorua Sulflde Sulfate TDS Chlorophyll
mg/t meg/* vg/t mg/jt mg/j
0.07 <102/ 14.5 121 <0.01
0.09 <10*-' 16.5 183 <0.01
<0,01
<0.01
0.031 <50 18.75 46 <0.01
0.039 <50 13.50 109 <0.01
<0.01
<0.01
0.07 <10 16.5 111 <0.01
0.034 <:50 16.25 53 <0.0l
<0.01
<0.01
a/ Overgrown with tan colonies.
-------
Table 6. INTENSIVE SAMPLING. OLIVER BRIDGE
oo
Date/Time
11-27-73
08:40
12:55
16:50
21:05
11-28-73
08:55
13:05
16:35
20:25
11-29-73
09:15
13:10
16:50
20:15
D.O.
12.
12.
13.
12.
12.
13.
13.
13.
13.
13.
13.
13.
5
9
0
0
8
1
2
1
4
3
6
2
Temperature Fecal
pH *C BODj BOD2Q Coll form
7
7
7
7
7
7
7
7
7
7
7
7
.5
.6
.8
.5
.6
.4
.4
.5
.3
.3
.4
.2
1
1
1
1
0
0
1
0
0
1
1
1
.0 117
.0
.0
.0
.0 104
.0 93
.0
.6
.0 6.0 >50 90
44
.0 10.5 40 250
.5 9.9
.0 11.2
Total
KJeldahl
Total
Total NH. Nitrogen Nitrate Nitrite Phoaphorua
Coliform mg7i mg/( mg/i mg/4 ng/t
4,100 0.11 1.0 0.
36 <0.01 0.10
0.11 1.1 0.29 <0.01 0.10
0.
0.
5,800 <0.015 0.364 0.
3,400 8/t
0.09 <10 13.3 133 <0.01
0.07 <10 15.8 126 <0.01
<0.01
<0.01
0.028 <50 17.15 73 <0.01
0.026 <50 19.65 82 <0.0l
<0.01
<0.01
0.07 <10 " 20.0 128 <0.01
0.026 <50 18.00 56 <0.01
<0.01
<0.01
-------
Table 7. ONCE-A-DAY SAMPLING POINTS - ST. LOUIS RIVER
ADDITIONAL SAMPLES TAKEN BY WLSSD
TEMPERATURE: 0°C
Sampling
Point
Bridge at Cloquet
Highway 33
Bridge at Cloquet
Highway 33
Scanlon Dam
Scanlon Dam
Lower Gate
Lower Gate
Fond du Lac Bridge
Fond du Lac Bridge
Oliver Bridge
Oliver Bridge
Date/Time D.O.
12-8-73 13.3
09:00
12-9-73
09:00
12-8-73 13.5
10:00
12-9-73
10:00
12-8-73 12.8
11:00
12-9-73
11:00
12-8-73 13.8
12:00
12-9-73
12:00
12-8-73
13:00
12-9-73
13:00
BODs
2.8
3.9
13.9
17.0
12.2
14.6
15.0
15.1
11.3
14.7
BOD2Q
7.5
13.5
30
30
75
29
31
32
33.2
29
19
-------
Table 8. OHCE-A-DAY SAMPLING POINTS - ST. LOUIS RIVER
Sampling
Point
Cloquet River
Bridge at
Burnett
Brookaton
Date/Time
11-30-73
10:55
12-3-73
15:00
12-4-73
12:00
11-30-73
D.O.
13.9
12.3
11.5
13.2
Temperature
pH *C BOD;
7.5
7.1
7.1
7.4
0.0
0.0
0.0
0.0
3.4
2.0
3.1
4.1
BOD2Q
19.0
7.0
8.0
17.5
Fecal
Collform
5
4
2
10
Total
Collform
200
940
640
200
NH,
mg/i
<0.015
0.11
0.022
0.072
Total
Kjeldahl
Nitrogen
mg/t
0.301
1.5
0.333
0.305
Nitrate
ng/i
0.189
0.07
0.222
0.398
Nitrite
rag/I
0.001
0.05
0.003
0.003
Total
Phoaphorua
mg/t
0.074
<0.05
0.038
0.134
Available
Phoephorua Sulflde
ng/i mcg/t
0.039 <50
0.04 <10
0.121 <50
0.057 <50
Sulfate
mg/i
1.0
<0.5
1.0
19.85
TDS
og/t
194
88
88
17
Chlorophyll
mg/i
<0.0l
0.02
(so Bridge 11:15
O St. Louia River
Scanlon Bridge
1-35 St. Loula
River
Crystal Creek
at Carlton
Silver Creek
12-3-73
14:15
12-4-73
12:30
11-30-73
10:15
12-3-73
11:35
12-4-73
09:50
11-30-73
12:00
12-3-73
11:55
12-4-73
10:10
11 -30-73
11:10
12-3-73
11:45
12-4-73
10:05
11.2
10.7
13.3
10.5
10.7
13.3
8.6
10.7
14.0
7.2
7.0
7.4
7.4
6.7
7.3
7.4
6.7
7.5
7.9
8.0
1.0
0.0
0.0
1.0
0.0
1.0
1.0
0.0
0.0
3.0
2.7
13.8
9.4
12.7
16.7
11.0
4.6
3.9
2.0
1.3
6.5
8.5
29.0
24.0
22.0
26.5
34.5
20.5
20.3
12.0
15.0
96
108
130
90
550
3,000
16,100
16,400
<10
Iff
4
1,690
700
3,900
3,900
5,400
110,000
648,000
104,000
100
320
1,340
0.19
0.464
0.22
0.20
0.135
0.172
0.91
0.090
<0.015
0.22
0.360
1.0
0.291
0.6
1.0
0.221
1.125
3.0
0.582
0.091
<0.5
0.105
0.19
0.374
0.35
0.14
0.294
0.851
0.71
0.915
1.010
0.94
0.986
0.05
0.003
<0.01
0.05
0.002
0.013
0.21
0.008
0.008
0.11
0.009
0.10
0.086
<0.05
0.10
0.064
0.659
0.55
0.189
0.284
0.30
0.286
0.08 <10
0.050 <50
0.04 <10
0.08 <10
0.033 <50
0.481 <50
0.40 <10
0.113 <50
0.241 <50
0.28 <10
0.258 <50
12.0
15.00
5.0
10.0
14.50
22.50
15.8
21.00
64.60
18.5
66.0
157
149
65
168
208
281
112
177
231
313
323
0.04
0.13
0.04
-------
Table 8. (CONCLUDED)
— —————____ _ _-^_^____________^^_^^___^___^^__ — * . "'
Sampling
Point
Spirit Laka
Pokegma
Nemadji
Superior Entry
Superior Treat
menc Plant
Arrowhead
High Bridge
Duluth Entry
Date/Time
11-30-73
Not Taken
12-3-73
11:20
Not Taken
11-30-73
11:20
12-3-73
11:40
12-4-73
10:00
11-30-73
10:00
12-3-73
14:10
12-4-73
10:55
11-30-73
10:25
12-3-73
14:40
12-4-73
10:50
-11-30-73
10:20
12-3-73
14:30
12-4-73
Sample Taken
11-30-73
09:25
12-3-73
12:40
12-4-73
15:50
11-30-73
09:40
12-3-73
12:20
12-4-73
11:50
11-30-73
09:00
12-3-73
15:20
12-4-73
12:55
D.O.
11.6
11.2
15.8
15.4
11.2
14.8
9.4
9.8
12.4
14.6
15.5
13.6
10.1
13.6
12.4
13.0
12.9
12.5
10.2
13.8
13.8
Tenperatuta
pH "C BOD5
7.2
7.0
7.3
7.4
7.0
7.2
7.3
6.9
7.5
7.2
7.1
7.4
7.0
7.3
7.1
7.1
7.3
7.0
7.0
7.4
7.3
1.0
0.0
0.0
01.2
0.0
0.0
-1.5
1.0
0.0
1.0
1.1
1.3
-1.0
0.2
3.3
1.1
1.0
1.0
2.5
1.5
3.0
9.4
3.8
2.6
1.6
4.0
2.8
1.8
2.9
5.0
2.3
17.7
6.2
6.8
8.2
7.1
8.7
6.0
6.6
4.7
1.8
0.9
BOD20
27
18
7.0
8.0
19.5
6.0
5.8
22
12
8
28
15
28
16
14.5
24
12
18.5
22
4.5
Fecal
Colt fora
76
<10
22
34
<10
8
26
10
36
46
60
32
<10
58
8
580
20
84
<10
50
140
Total
Collform
660
100
100
2,370
<100
170
1,460
200
140
1,030
2,300
400
300
890
2,010
2,100
100
860
200
650
1,130
""3
0.95
0.18
0.13
0.637
0.18
0.11
0.167
0.16
0.29
0.345
<0.015
0.30
0.21
0.32
0.112
0.186
0.23
0.071
0.17
0.11
0.142
Total
KJeldahl
Nitrogen
•ng/i
3.0
1.2
1.2
0.407
1.0
0.5
0.606
0.9
2.0
0.231
0.634
1.5
1.5
2.0
0.431
0.442
1.5
0.543
1.2
0.5
0.137
Nitrate
0.08
0.41
0.28
0.450
0.19
0.13
0.243
0.36
0.07
0.350
0.296
0.07
0.29
0.08
0.339
0.359
0.23
0.319
0.35
0.20
0.322
Nitrite
•"K/t
0.10
0.03
0.01
0.003
0.03
<0.01
0.004
<0.01
0.10
0.003
0.005
0.12
0.01
0.12
0.004
0.002
0.10
0.005
<0.01
0.05
0.003
Total
Phoaphorus
ng/i
0.15
0.20
0.14
0.169
0.15
0.17
0.175
0.10
0.10
0.150
0.146
0.11
0.10
0.10
0.122
0.277
0.15
0.124
0.10
0.07
0.043
Available
Phosphorus SulElde
mg/t mcg/t
0.15 ^O
0.20 <0.01
0.12 <10
0.139 <50
0.13 <10
0.14 <10
0.005 <50
0.10 <10
0.08 <10
0.030 <50
0.057 <50
0.08 <10
0.07 <10
0.007 <10
0.020 <50
0.057 <50
0.13 <10
0.043 <50
<0.10 <10
0.06 <10
0.015 <50
SuHate
mg/i
6.5
18.5
7.5
17.75
19.5
8.0
11.80
10.0
15.0
7.75
17.00
11.5
15.0
12.5
17.00
16.80
12.0
17.75
8.0
4.5
5.20
TDS
mg//
160
166
213
202
165
145
140
62
147
92
233
166
98
160
161
44
154
122
46
77
129
Chlorophyll
0.08
0.04
0.04
0.02
0.08
<0.01
0.02
a/ Excessive grey colonies.
-------
Table 9. OXYGEN UPTAKE OF LAKE SLUDGES IN ST. LOUIS RIVER SYSTEM
(MEASUREMENTS AT ROOM TEMPERATURE, 25°C)
Sample Description
Knife Fall Dam,
taken 1200 hr
11-19-73, 20 ft
off north wall,
34°F, fingernail
clams present
Average
Knife Fall Dam,
taken 1230 hr
11-19-73, 100 yd
downstream
from sewage
effluent, 8 ft
offshore by 3
telephone poles,
34°F
Average
Scanlon Dam, taken
1520 hr 11-19-73
300 ft from dam
35°F
Sample
No.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
Moisture
(%)
46.4
47.5
—
—
49.5
45.0
47.1
—
37.5
52.2
60.5
56.1
55.2
52.3
53.1
44.1
60.1
62.1
—
--
Volatile
Solids
(%)
6.8
6.6
—
—
7.3
7.0
6.9
--
5.2
10.1
14.4
9.1
10.2
9.8
9.2
4.4
10.8
17.1
__
--
Oxygen Uptake
(g/m2/dav)
5.7
6.4
6.1
7.0
4.3
4.0
5.6
3.2
4.2
4.6
3.1
5.2
4.9
4.2
6.7
5.5
6.8
5.3
5.6
5.4
Average . 54.8 10.4 5.9
22
-------
Table 9. (CONTINUED)
Sample
Sample Description
Scanlon Dam, taken
1532 hr 11-19-73,
1 ft sludge depth,
300 ft from dam,
36°F
Average
Thomson Lake, taken
1038 hr 11-20-73,
300 yd upstream from
upper gate, 35 °F,
stratified oxidized
layer on top,
brown/black on
bottom, bloodworms
present, 2 ft sludge
depth
Average
Thomson Lake, taken
1050 hr 11-20-73,
600 yd from upper
gate, less than
500 yd north of
main dam, 35°F,
brown oxidized
layer on top,
bloodworms present
No.
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
Moisture
«)
65.7
—
62.0
69.7
63.1
63.6
64.8
51.1
—
52.0
—
55.0
47.1
51.3
51.6
—
56.8
55.9
—
55.8
Volatile
Solids
(%)
17.1
—
15.9
19.0
16.4
16.1
16.9
8.7
—
8.6
__
9.0
4.2
7.6
8.2
--
11.9
9.5
—
9.1
Oxygen Uptake
(g/m2/day)
4.9
5.5
5.8
8.1
5.1
5.7
5.8
5.0
6.0
2.9
6.8
4.6
4.7
5.0
3.6
4.1
5.3
7.1
4.0
4.0
Average
55.0
9.7
4.7
23
-------
Table 9. (CONTINUED)
Sample
Sample Description
Thomson Lake, taken
1059 hr 11-20-73
20 yd from island
north of main dam,
middle of island
150 yd from north
shore, sludge
depth 22 in,
35°F
Average
Thomson Lake, taken
1114 hr 11-20-73,
50-60 yd from north
shore opposite rock
pile in lake, 300
yd from main dam,
30-32 in. sludge
depth, 35 °F, blood-
worms present
Average
Thomson Lake, taken
1130 hr 11-20-73, 30
yd off large island,
40 yd from north
shore, 22 in. sludge
depth, sand mixed
with sludge, 35°F
No.
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
Moisture
(%)
•*•
36.3
37.1
--
38.7
40.2
--
38.2
38.1
42.4
41.1
36.6
—
40.2
—
40.1
—
25.6
—
30.0
26.6
25.5
—
37.7
Volatile
Solids
(%)
„
4.6
4.6
—
5.1
5.6
—
4.9
5.0
5.2
4.9
3.5
—
2.7
—
4.1
--
1.0
—
2.1
1.2
1.0
—
3.0
Oxygen Uptake
(g/m2/day)
5.4
5.9
3.0
3.4
4.8
3.6
4.8
4.3
4.4
7.5
4.3
5.1
1.4
8.3
4.3
5.2
3.2
1.2
1.5
1.5
1.4
1.0
0.3
0.7
Average
29.1
1.7
1.4
24
-------
Table 9. (CONCLUDED)
,
Sample Description
Thomson Lake, taken
1150 hr 11-20-73,
Carlton side of
lake, 150 yd from
treatment plant,
20 yd south end
of island, 30 in.
sludge depth, 35 °F
Average
Northwest Paper Dam,
taken 1450 hr
11-20-73, 20 ft
from shore opposite
plant, 200 yd from
dam
Average
Northwest Paper Dam,
taken 1500 hr
11-20-73, 30 ft
offshore in bay
opposite end of
plant, about 50
yd upstream from
point where samples
65-70 were taken,
18 in. sludge depth
Sample
No.
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
Moisture
(%)
42.3
—
58.0
—
57.6
57.0
53.7
50.1
50.1
49.2
--
--
47.5
49.2
--
43.3
43.4
42.2
—
43.1
Volatile
Solids
(%)
4.4
--
10.4
—
10.9
9.8
8.9
7.0
6.9
6.7
--
—
6.1
6.7
--
4.1
4.3
4.3
--
4.8
Oxygen Uptake
(g/m /day)
4.9
4.8
4.9
5.9
5.2
3.7
4.9
5.0
2.6
5.5
5.1
5.1
5.3
4.8
7.0
6.2
8.0
6.7
6.1
6.6
Average
43.0
4.6
6.8
25
-------
Table 10. OXYGEN UPTAKE OF LAKE SLUDGES IN ST. LOUIS RIVER SYSTEM
COMPARISON OF RATES AT 25°C AND 3°C
Sample Oxygen Uptake Oxygen Uptake
No. at 25°C at 3°C
Sample Location
Knife Falls Dam
Scanlon Dam
Thomson . Lake
Northwest Paper
(see Table IX)
2
15
45
Dam 73
(g/nT day)
6.4
6.8
7.5
8.0
(g/m^/day)
0.3
0.4
1.4
0.3
26
-------
Table 11. STREAM FLOW DATA ST. LOOTS RIVER/DULUTH-SUPERIOR AREA EARLY DECEMBER 1973
Sampling
Point Date
Brookston Bridge 12-5-73
Cloquet River 12-5-73
Distance From
Right Sank
(ft)
25
50
75
100
125
150
175
200
225
250
10
20
40
60
80
100
120
140
160
Depth Width
(ft) (ft) Velocity Flow
4.5 275 1.4 ft/sec 3,000 ft3/sec
6
7.5
8.5
8.5
9
10
9
8
6
1.5 170 1.79 ft/sec 1,330 ft3/sec
2.5
2.0
3.5
3.5
4.0
5.0
5.0
2.0
St. Louis River
at Cloquet
Bridge
Crystal Creek
Silver Creek
Pokegma River
Nemadjt River
High Bridge
entry to
Superior Bay
12-5-73
12-5-73
12-5-73
12-5-73
12-4-73
Heavy ice, could not
measure flow.
6.2
58.5
12.4 maxi-137
mum (arc
shaped
bottom)
12 ft3/sec
estimated
12 ft3/sec
estimated
0.46 ft/sec
No measurable flow.
820 ft3/sec
Measured surface flow (33
min from railway bridge Co
High Bridge). Corps of
Engineer Data on depth
and width. Calculated
flow 13,500 ft3/sec.
27
-------
SECTION IV
EFFLUENT ANALYSES
Data on municipal and industrial discharges were collected. Ship-
ping wastes were calculated from information on the volume of ship
movements in the Bay areas and accepted data on the composition and
volumes of different types of shipping wastes.
The accumulated data are presented in this section.
MUNICIPAL DISCHARGES
There are eight major municipal discharges along the St. Louis
River main stem. Their code letter numbers used in this study, locations
in terms of latitude and longitude, as well as their distances from the
reference point--which was selected as the Duluth entry—are presented
in Table 12.
A report published by the Western Lake Superior Sanitary District
entitled "Water Quality Management Plan: Inventory of Existing Waste
Sources,"£/ has a description of the quality and quantity characteristics
of these municipal discharges. In addition to the WLSSD report, we also
obtained data reports from each municipal discharge.
The discharge data from these sources were evaluated and compared
and summarized in Tables 13 through 19.
Some pollutant parameters were never reported. Representative
data obtained from the literature were assumed for the municipal dis-
charges in the area. Data of this category are presented in parentheses.
28
-------
Table 12. MUNICIPAL DISCHARGES
Location
Latitude/
No.
M-l
M-2
M-3
M-4
M-5
M-6
M-7
M-8
Name
Cloquet Treatment Plant
Village of Scanlon
Jay Cooke State Park
Gary-New Duluth
Treatment Plant
Smithville Treatment
Plant
Fairmont Treatment Plant
Duluth Main Treatment
Plant
City of Superior
Longitude
46
92
46
92
46
92
46
92
46
92
46
92
46
92
46
92
43
26
42
25
39
22
39
12
42
12
43
07
45
07
43
04
33
59
04
16
13
17
41
59
02
24
13
52
28
52
42
16
Distance-
Km (mile)
50.57 (31
45.53 (28
37.50 (23
21.25 (13
14.40 (8.
11.52 (7.
5.31 (3.
4.97 (3.
.43)
.30)
.00)
.21)
95)
16)
30)
b/
09)-
a/ Unless otherwise indicated, the distance is measured upstream from
the Duluth entry.
Jb/ Measured from the Superior entry.
29
-------
Table 13. DISCHARGE DATA OF THE CLOQUET SEWAGE
TREATMENT PLANT (PRIMARY)—M-l
(RIVER KILOMETER POINT = 50.57)
Concentration Load
Parameters (mg/l) (Ib/day) (kg/day)
BOD 100 1,243 563
Kjeldahl nitrogen 22.5 279 126
Ammonia nitrogen (28) (348) (157)
Phosphorus 9.0 112 50
Total coliforms 31 mpn/100 ml
Total dissolved solids (320) (3,979) (1,802)
Total nitrogen (52.5) (652) (296)
Suspended solids 76 945 428
Flow = 0.0652 Cubic meters/sec
1.4886 Million gallons/day
Table 14. DISCHARGE DATA OF THE SCANLON SEWAGE
TREATMENT PLANT (PRIMARY)--M-2
(RIVER KILOMETER POINT = 45.53)
Concentration Load
Parameters (mg/£) (Ib/day) (kg/day)
BOD 125 82 37
Kjeldahl nitrogen (20) (22) (10)
Ammonia nitrogen (28) (30) (14)
Phosphorus 92 10 (5)
Total coliforms (2,000 mpn/lOOml)
Total dissolved solids (320) (348) (157)
Total nitrogen (50) (54) (25)
Suspended solids 80 87 39
Flow = 0.0057 Cubic meters/sec
0.13 Million gallons/day
30
-------
Table 15. DISCHARGE DATA OF THE GARY-NEW DULUTH
TREATMENT PLANT (PRIMARY)--M-4
(RIVER KILOMETER POINT = 21.25)
Concentration Load
Parameters (mg/4) (Ib/day) (kg/day)
BOD 50 88 39
Kjeldahl nitrogen (20) (35) (15)
Ammonia nitrogen (28) (49) (22)
Phosphorus (10) (18) (8)
Total coliforms 500 mpn/100 ml
Total dissolved solids 296 519 235
Total nitrogen (50) (87) (40)
Suspended solids 34 59 27
Flow = 0.0092 Cubic meters/sec
0.21 Million gallons/day
Table 16. DISCHARGE DATA OF THE SMITHVILLE
TREATMENT PLANT (PRIMARY ).--M-5
(RIVER KILOMETER POINT = 14.40)
Concentration Load
Parameters (mg/l) (Ib/day) (kg/day)
BOD 50 133 60
Kjeldahl nitrogen (20) (53) (24)
Ammonia nitrogen (28) (74) (34)
Phosphorus (10) ' (27) (12)
Total coliforms 919 mpn/100ml
Total dissolved solids 296 790 357
Total nitrogen (50) (133) (60)
Suspended solids 34 91 41
Flow = 0.014 Cubic meters/sec
0.320 Million gallons/day
31
-------
Table 17. DISCHARGE DATA OF THE FAIRMONT
TREATMENT PLANT (PRIMARY)— M-6
(RIVER KILOMETER POINT = 11.52)
Concentration Load
Parameters (mg/l) (Ib/day) (kg/day)
BOD 49 278 126
Kjeldahl nitrogen (20) (113) (51)
Ammonia nitrogen (28) (159) (72)
Phosphorus (10) . (56) (26)
Total coliforms 2,961 mpn/100 ml
Total dissolved solids 334 1,898 859
Total nitrogen (50) (284) (128)
Suspended solids 38 216 98
Flow = 0.0298 Cubic meters/sec
0.68 Million gallons/day
Table 18. DISCHARGE DATA OF THE DULUTH MAIN
TREATMENT PLANT (PRIMARY)—M-7
(RIVER KILOMETER POINT = 5.31)
Concentration Load
Parameters (mg/l) (Ib/day) (kg/day)
BOD 76 11,586 5,248
Kjeldahl nitrogen 17.1 2,607 1,181
Ammonia nitrogen (28) (4,268) (1,933)
Phosphorus 5.5 838 379
Total coliforms 7,797 mpn/100 ml
Total dissolved solids 329 50,154 22,720
Total nitrogen . (47.5) (7,241) (3,280)
Suspended solids 57 8,689 3,936
Flow = 0.7994 Cubic meters/sec
18.25 Million gallons/day
32
-------
Table 19. DISCHARGE DATA OF THE SUPERIOR SEWAGE
TREATMENT PLANT (PRIMARY)--M-8
(RIVER KILOMETER POINT =497 FROM THE SUPERIOR ENTRY)
Concentration Load
Parameters (mg/4) (Ib/day) (kg/day)
BOD 90 2,758 1,249
Kjeldahl nitrogen (20) (612) (277)
Ammonia nitrogen (28) (858) (389)
Phosphorus (10) (306) (138)
Total coliforras (2,000 mpn/100 ml)
Total dissolved solids (320) (9,807) (4,442)
Total nitrogen (50) (1,532) (694)
Suspended solids 67 2,053 930
Flow = 0.1607 Cubic meters/sec
3.67 Million gallons/day
33
-------
INDUSTRIAL DISCHARGES
The major industrial discharges along the St. Louis River main
stream in the study area include those from the Conwed Corporation,
Northwest Paper Company, U.S. Steel Corporation, Superwood Corporation,
and Superior Fiber Product, Inc. These sources along with their code
numbers and locations are listed in Table 20. Industries which discharge
waste into local sewage systems or tributaries are not included in this
category. The Diamond National Corporation discharges its wastes into
the Cloquet sewage system, and the Continental Oil Company discharges
its waste into the Silver Creek, one of the tributaries.
Characteristics of industrial discharges are presented in Tables 21
through 25. These data were synthesized from NPDES applications, the
Western Lake Superior Sanitary District report entitled "Water Quality
Management Plan: Inventory of Existing Waste Sources,"!/ and Point Source
Survey Reports furnished by U.S. EPA - Minnesota-Wisconsin District Office.
SHIPPING WASTES
Shipping wastes consist of sanitary wastes, bilge water, and ballast
water. These wastes differ in pollutant loadings and types, and are
discharged into a shipping channel at varying rates, at irregular intervals.
Most of the available information concerning shipping wastes in the
Duluth-Superior Harbor area is collected in a report prepared by the
Environmental Quality Systems for the Upper Great Lakes Regional Commission
and entitled Duluth-Superior Harbor Pollution Control Program.—/ This
report is basically a compilation of data presently available from various
agencies involved in research concerning shipping wastes. The report
contains detailed presentations of data concerning shipping operations in
the area. These data include frequency of visits, travel time, vessel
visit patterns, length of stay, crew size, vessel size, cargo and waste
characteristics, and available dockside facilities. Since the vessels
discharge wastes at the various docks within the harbor, these docks may
be considered point sources of wastes. The location of these docks and
the amount of each type of waste generated at the respective docks are
presented in Table 26 and Figure 3.
Vessel traffic patterns, and the characteristics of sanitary wastes,
bilge water, and ballast water are presented below.
34
-------
Table 20. INDUSTRIAL DISCHARGES
Location
Latitude /
No . Name
1-1 Conwed Corporation
1-2 Northwest Paper Company
1-3 U.S. Steel Corporation
1-4 Superwood Corporation
1-5 Superior Fiber Products,
Incorporated
Longitude
46
92
46
92
46
92
46
92
46
92
43
28
43
25
40
12
46
06
44
04
30
00
33
44
33
02
25
25
20
52
Distance^/
Km (mile)
52.02 (32.33)
48.11 (29.90)
19.00 (11.81)
0.59 (0.37)
6.48 (4.03)-/
£/ Unless otherwise indicated, the distance is measured upstream from
the Duluth entry.
b/ Measured from the Superior entry.
Table 21. EFFLUENT CHARACTERISTIC OF CONWED
CORPORATION (CLOQUET)—1-1
(RIVER KILOMETER POINT = 50.02)
Parameters
BOD
Kjeldahl nitrogen
Ammonia nitrogen
Phosphorus
Total coliforms
Total dissolved solids
Total nitrogen
Suspended solids
Concentration
(ragAe)
1,050
6.5
2.4
2.1
(1,000, 000, 000) (mpn/100 ml)
1,290
15.9
--
Load
(Ib/day)
12,134
75.1
27.7
24.3
—
14,908
183.7
8,000
(kg/day)
5,498
34
12.6
11.0
—
6,753
83.2
3,624
35
Flow = 0.0606 Cubic meters/sec
= 1.3836 Million gallons/day
-------
Table 22. EFFLUENT CHARACTERISTICS OF
NORTHWEST PAPER COMPANY (CLOQUET)--I-2
(RIVER KILOMETER POINT = 48.11)
Concentration
Load
Parameters
BOD
Kjeldahl nitrogen
Ammonia nitrogen
Phosphorus
Total coliforms
Total dissolved solids
Total nitrogen
Suspended solids
400
5.2
0.9
0.2
(22,000,000 mpn/100 ml)
948
9.3
(Ib/day)
90,544
1,177
204
45
•
214,590
2,105
34,000
(kg/day)
41,016
533
92
21
97,209
953
Flow = 1.187 Cubic meters/sec
27.1 Million gallons/day
Table 23. EFFLUENT CHARACTERISTICS OF
U.S. STEEL CORPORATION (DULUTH WORKS)—1-3
(RIVER KILOMETER POINT = 19.00)
Parameters
BOD
Kjeldahl nitrogen
Ammonia nitrogen
Phosphorus
Total coliforms
Total dissolved solids
Total nitrogen
Suspended solids
Concentration
(mg/l)
51.7
55
53
0.086
(2,070 mpn/100 ml)
228
108.4
28
Load
(Ib/dav)
6,736
7,166
6,905
11.2
29,705
14,123
36,480
(kg/day)
3,051
3,246
3,128
5.1
13,456
6,397
1,653
Flow = 0.6832 Cubic meters/sec
15.60 Million gallons/day
36
-------
Table 24. EFFLUENT CHARACTERISTICS OF
SUPERWOOD CORPORATION (DULUTH)--I-4
(RIVER KILOMETER POINT = 0.59)
Concentration Load
Parameters (mg/1) (Ib/day) (kg/day)
BOD 3>200 16,049 7,270
Kjeldahl nitrogen 8.3 41.6 18.9
Ammonia nitrogen 4-5 22<5 10'2
Phosphorus l'5 7'5 3'4
Total coliforms (9,200 mpn/lOOml)
Total dissolved solids 3,400 17,052 7,724
Total nitrogen 13-4 67-2 30'4
Suspended solids — 1>500 679
Flow = 0.263 Cubic meters/sec
0.600 Million gallons/day
Table 25. EFFLUENT CHARACTERISTICS OF
SUPERIOR FIBER PRODUCTS (SUPERIOR)—1-5
(RIVER KILOMETER POINT =6.48 MEASURED
FROM THE SUPERIOR ENTRY)
Concentration Load
Parameters (mg/4) (Ib/day) (kg/day)
BOD 4,500 24,800 11,234
Kjeldahl nitrogen 2.81 15.5 7.0
Ammonia nitrogen 1.4 7.7 3.5
Phosphorus 0.06 0.3 0.1
Total coliforras (9,200 mpn/100 ml)
Total dissolved solids 4,900 27,000 12,333
Total nitrogen . 5.15 28.4 12.9
Suspended solids — .800 362
Flow = 0.0289 cubic meters/sec
0.66 Million gallons/day
37
-------
Table 26. DOCK FACILITIES AND QUANTITY OF WASTE GENERATION ON A YEARLY BASISJL/
co
oo
Dock No.
1
2
3
4
5
6
7
8
Name
Fraser Shipyards
Great Lakes Storage
and Contracting,
Superior
Continental Elevator
Huron Cement,
Superior
Marine Fueling
Cutler-Laliberte
Osborne -McMillan
Elevators (M&O)
Burlington Northern
Volume of Shipping Wastes, in
of Liters (gal.) Per Year
Body Wastes Ballast Water
0.575 (0.152)
0.712 (0.188) 314 (83)
0.337 (0.089)
2 (0.6)
0.488 (0.129)
0.269 (0.71) 117 (31)
8.020 (2.119) 3,569 (943)
Millions
Bilge Water
15 (4)
64 (17)
30 (8)
45 (12)
23 (6)
719 (190)
(1,2,4, and Old NP)
C. Reiss, Superior
0.379 (0.100)
34 (9)
-------
Table 26. (Continued)
to
VO
Dock No.
10
11
12
13
14
15
16
17
18
19
20
Name
Coast Cuard
Industrial Welding
and Machinery
Lakehead Boat Basin
Drill's Arena
Marina
Huron Cement,-'2
Duluth
Great Lakes Storage
and Contracting,
Duluth
Zenith Dredge
Great Lakes Towin
Cutler-Magner Salt
General Mills
Cargill B
Volume of Shipping Wastes, in Millions
of Liters (gal.) Per Year
Body Wastes
0.337 (0.089)
0.575 (0.152)
0.068 (0.018)
0.401 (0.106)
1.393 (0.168)
Ballast Water
174 (46)
284 (75)
Bilge Water
30 (8)
15 (4)
8 (2)
34 (9)
57 (15)
-------
Table 26. (Continued)
Dock
No.
21
22
23
24
25
26
27
28
29
30
31
Name
^a»w«MM.
Hallett Dock No. 3
Capitol Elevator
(4 and 6)
flyman-Michaels
Cargill C & D
Arthur M. Clure
Farmers Union
(1 and 2)
Paper Calmenson,
Superior
Globe Elevator
Burlington Northern
Elevator
Murphy Oil
Great Lakes Coal
Volume of
of
Body Wastes
0.193 (0.051)
0.942 (0.249)
0.091 (0.024)
0.878 (0.208)
2.956 (0.781)
1.431 (378)
0.114 (0.030)
0.712 (0.188)
0.014 (0.268)
0.326 (0.086)
0.420 (0.111)
Shipping Wastes, in Millions
Liters (gal.) Per Year
Ballast Bilge Water
15 (4)
415 (110) 83 (22)
8 (2)
348 (92) 72 (19)
68 (18)
636 (168) 129 (34)
8 (2)
314 (83) 64 (17)
450 (119) 91 (24)
35 (9.21) 11 (3)
45 (12)
and Dock
-------
Table 26. (Concluded)
Dock
No.
32
33
34
35
36
37
38
39
Volume of Shipping Wastes, in Millions
of Liters (gal.) Per Year
Name Body Wastes
Standard Oil 0.197 (0.052)
Duluth Dock and
Transport
Hallett Dock No. 6 0.269 (0.071)
Drill's Marina
C. Reiss, Duluth 0.579 (0.153)
Hallett Dock No. 5 0.670 (0.177)
Duluth, Missable 8 11.964 (3.161)
Iron Range (5, 6)
Paper Calmenson, 0.114 (0.030)
Duluth
Ballast Bilge Water
261 (69) 11 (3)
0 (0) 0 (0)
23 (6)
53 (14)
61 (16)
5,322 (1,406) 1,075 (284)
8 (2)
a/ Information Source: "Duluth-Superior Harbor Pollution Control Program," Environmental
Quality Systems, Incorporated, Washington, D.C., 1971.
b/ No more discharge.
-------
SUPERIOR, WISCONSIN
-------
Vessel Traffic Analysis
Vessel waste generation depends on the nature of vessel traffic
within a harbor. An analysis of vessel traffic in the Duluth-Superior
Harbor was performed by the U.S. Corps of Engineers, St. Paul District.—'
The analysis includes number of vessels, visiting location, cargo type,
seasonal, monthly and daily traffic fluctuations; length of stay in the
harbor, crew size, and facilities available for waste disposal.
As part of the results from that study, Figure 4 shows the variation
in vessel visits by month for the period 1959-1970, inclusive. This
figure indicates quite clearly that seasonal variations in vessel traffic
are very significant. May, June and July represent the peak vessel
traffic about 140% of the average.
Vessel Sanitary Wastewater
Using surveys of published literature, the following estimates
were made of the quantity and characteristics of vessel sanitary waste-
water: (Table 27)
Table 27. CHARACTERISTICS OF VESSEL SANITARY WASTES
Average volume 30 gal/capita/day
Peak volume 40 gal/capita/day
Total coliform bacteria, 100 ml.
fi
arithmetic average 1.6 x 10
Fecal coliform bacteria, 100 ml,
arithmetic average 7.3 x 10
BOD5, 20°, mg/j> 108
Settleable solids, mg/^ 85
Nitrogen, ammonia, ing/4 as N 8.8
Nitrogen, Kjeldahl, mg/£ as N 66
Total phosphate, mg/£ as PO^ 22
43
-------
600
o
QC
UJ
CO
APRIL
MAY
JUNE
JULY
AUG.
SEPT.
OCT.
NOV.
DEC.
4/
Figure 4. Lake Vessel Monthly Visits at the Duluth-Superior Harbor for 1959-1970-'
-------
Of the total sanitary wastewater load in the Duluth-Superior
Harbor, approximately two-thirds is carried to the municipal sewer system
through three dock facilities. The remaining one-third, approximately
3.3 million gallons per year, is disposed of by sewer, septic tank,
holding tank, or dumping into the harbor.
Bilge Water
Bilge water is that water due to leaks and spills which collects in
the lower part of a ship. Bilge water may be contaminated with oily
solvents, rust, and scale, and a myriad of other materials, and is
commonly recognized as a highly polluted material.
Essentially no information is available pertinent to the quality of
bilge water generated in the Duluth-Superior Harbor. Assumed bilge
water pollutant characteristics are presented in Table 28.
Table 28. ASSUMED CHARACTERISTICS OF BILGE WATER
Concentration
Parameters (mg/i,)
BOD 10Q
Kjeldahl nitrogen 10
Ammonia nitrogen ^Q
Phosphorus 15
Total coliforms . 1,000,000 mpn/100 ml
Total dissolved solids 300
Total nitrogen 22
Suspended solids 50
Ballast Water
Ballast water is used extensively in commercial operations at
Duluth-Superior to compensate for underloading of vessels. This is
especially true for those vessels which must pass under the aerial
lift bridge over the Duluth Canal.
Characteristics of ballast water depend on the type of vessel and
the source of the water. In the absence of measured information, the
quality data presented in Table 29 were used, together with estimates
of ballast water volumes, to make a first approximation of the pollutional
impact of ballast water on the harbor.
45
-------
Summary of Pollutant Loading from Shipping
By combining information on quantity (Table 26), and characteristics
(Tables 27, 28, and 29), and seasonal variations of vessel traffic (Figure 4),
water pollutant loading for the summer months (May-July), and early winter
(November) were calculated. Table 30 presents the results.
Table 29. ASSUMED CHARACTERISTICS OF BALLAST WATER
Concentration
Parameters (mg/i)
BOD 11
Kjeldahl nitrogen 15
Ammonia nitrogen 15
Phosphorus 0.6
Total coliforms 900,000 mpn/100 ml
Total dissolved solids 810
Total nitrogen 342
Suspended solids 30
Table 30. LOADINGS OF SHIPPING WASTE
Loading
Ib/day kg/day
Parameters May-July November May-July November
BOD 1,895 1,051 857 476
Kjeldahl nitrogen 2,302 1,277 1,043 579
Ammonia nitrogen 2,302 1,277 1,043 579
Phosphorus 124 68 56 31
Total coliforms 900,000 mpn/100 ml
Total dissolved solids 123,787 68,701 56,076 31,122
Total nitrogen 5,247 2,912 2,376 764
Suspended solids 4,671 2,592 2,116 1,174
Flow (106 gal/day) 18.47 10.25
46
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SECTION V
LOAD ALLOCATION STUDY
In this task, load allocation analysis was conducted using the
St. Louis River water quality simulation model. The analysis includes
projection of water quality levels of the study area, if 1977 effluent
limits were put into effect, determination of allowable industrial dis-
charges so that specific water quality standards will be met, and pro-
jections for a discharge profile configuration which has only three
major points of discharge. The latter configurations are basically the
regional plan involving construction of a regional treatment plant.
THE ST. LOUIS RIVER BASIN MODEL
The St. Louis River Basin Model was developed by MRI under a separate
contract (EPA Contract No. 68-01-1853). In developing this model, the
Columbia River Model—'was utilized, in a modified form, calibrated and
verified for the basin using historical hydrologic and water quality data.
Documentation of this model is presented in Reference 1.
The model has the capability to predict the concentrations of the
following water quality constituents:
Conservative:
.• Total nitrogen
Total dissolved solids
Nonconservative:
Phosphorus (first order kinetics for sediment transfer)
Coliforms (first order kinetics)
Ammonia (first order kinetics)
Nitrite (first order kinetics)
Carbonaceous biochemical oxygen demand
47
-------
• Dissolved oxygen (including benthic uptake, with car-
bonaceous BOD utilization, ammonia oxidation, nitrite
oxidation, algal respiration and production, and
atmospheric and dam reaeration).
In the model, the six impoundments between Cloquet and Fond du Lac
are treated as nonstratified systems simulated by two-dimensional branched
networks. The Minnesota Power and Light diversion from Thomson Reservoir
through Forbay Lake is included in the simulation. The wide sections of
the lower part of the system, namely the bays and inlets, also employ the
branched network scheme. All tributaries to the system are treated as
point waste sources.
The following sections present a discussion of the schematization
of the river and verification of the model.
Schematization of the St. Louis River
In developing the water quality model, the stream and bay are
represented by channels and junctions. These form a network which
can be analyzed by a digital computer. The channel-junction method
consists of dividing the natural channel into a finite number of sections.
Each of these sections contains a finite volume of water. These sections
are assumed to be uniform (or completely mixed) at a given instant in time
in all their properties. These discrete sections of the water body are
referred to as junctions.
Channels are the interfaces between junctions, i.e., water flow
and the consequent transfer of properties from one junction to another.
Computationally, the channel is treated as a uniform, rectangular
channel between junction midpoints.
Various properties are associated with either a channel or a junction.
The properties of a channel are:
1. Flow
2. Velocity
3. Dispersion coefficient
4. Manning Roughness coefficient
5. Cross-sectional area
6. Depth
7. Width
8. Length
48
-------
The properties of a junction are:
1. Volume
2. Surface area
3. Constituent concentrations
4. Temperature
5. Inflows
6. Diversions
7. Reaeration rate
8. Photosynthesis - respiration rate
9. Benthic uptake rate
10. CBOD decay rate
11. Reaction rates for other pollutants
12. Constituent masses
13. Inflow concentrations
The total network of the modeled area consists of 242 junctions, each
of which is an arbitrarily-shaped area centered about a junction point;
the junctions are connected by 276 channels. Details of the schematization
are shown in Figures 5a, b, c, d, and e. In these figures, junction numbers
are given for a dot which denotes the center point of a junction, and
channel numbers (in parentheses) are given for each line connecting two
junctions. Code letter-numbers in these figures are used to indicate point
discharges, including "I-" for industrial discharges, "M-" for municipal
wastes, and "T-" for tributaries.
The schematization was prepared primarily from the U.S. Corps of
Engineers Lake Survey Chart No. 366, and the U.S. Geological Survey
quadrangle maps.
The selection of junction points and the distances between points is
based upon an initial choice of integration period for numerical solution
of differential equations and an average channel depth between junctions.
For the St. Louis River study area, the channel length selected for
schematization ranges from 420 m to 1,100 m.
Upon completion of the schematization, pertinent input data for the
model were obtained, for each junction and each channel.
Each junction has the following input data: a number, numbers of
channels (from one to five) connected to it, surface area (square meters),
and an initial head (meters). In addition, when tributaries or point
discharges are located in a junction, the quantity and quality of the
discharge are input for that junction.
Each channel has as input data: a number, numbers of two junctions
connected to it, width (meters), depth (meters), initial streamflow
velocity (meters/sec), and Manning Roughness coefficient.
49
-------
-------
Figure 5b
ST. LOUIS RIVER SCHEMATIZATIOM
4 5 {HIGH BRIDGE) TO RIVER KILOMETER 23 ,1 (OLIVER BRIDGE)
53
-------
\
-------
Figure 5d
SI LOUIS RIVER SCHEMATIZATION
RIVER KILOMETER 44 9 (SCANLON) TO RIVER KILOMETER 64.0 (flREVATOR)
57
-------
Figure 5e
SI LOUIS RIVER SCHEMATIZATION
RIVER KILOMETER 64 0 (BREVATOR) TO RIVER KILOMETER 61,6 (BROCKSTON)
59
-------
Verification of the Model
There are many factors which affect the concentration of pollutants
in natural streams. Dilution and advection reduce the concentration of
pollutants and transport contaminants downstream from their sources, and
they are affected by the physical and chemical characteristics of the
wastewater itself and the river flow. In addition, the natural biological
activity of the water environment results in the reduction of organic
compounds to end products of a stable nature. Atmospheric oxygen re-
plenishment, the photosynthetic activity of the green plants, algal respira-
tion and benthal demands affect the dissolved oxygen concentration in the
river. The water quality model, in essence, analytically abstracts the
interrelationships of these factors and approximates (mathematically) the
physical, chemical, and biological status of a river or estuary.
The factors which influence water quality, and measures of quality in
streams such as BOD, dissolved oxygen and nutrients, can be grouped into
two general categories. The first category consists of the geophysical
characteristics of the stream and associated drainage areas. The cross-
sectional area, depth, fresh water flow and temperature are examples of
geophysical characteristics of streams. The second category encompasses
chemical and biochemical reaction phenomena together with the sources and
sinks of pollutional materials.
The procedure for developing models for water quality essentially
consists of constructing a materials balance in mathematical terms,
incorporating geophysical characteristics, the various reaction phenomena,
and the sources and sinks of pollutants. A differential equation re-
sulting from the mass balance depicts the interrelationships between the
various factors which influence quality. Integration of the differential
equation and evaluation of the appropriate boundary conditions yields
equations which quantitatively relate the various factors to stream water
quality.
For details of development, verification, and sensitivity analysis
of the St. Louis River Model, the reader is referred to the final report
of EPA Contract No. 68-01-1853,i/ and to background documentation pro-
vided by Gallaway, Byrom and Ditsworth,—' and Feigner and Harris.—/
Two flow periods were selected for simulation and verification of the
model. They are: 12 July to 6 August 1973, and 26 November to 5 December
1973. These two periods were selected because of availability of flow
and water quality data, and also because of relatively constant stream
flow and water temperature, which are plotted by flow periods in Figures 6
and 7, respectively. The first simulation period (12 July to 6 August 1973)
61
-------
-------
29
FLOW, CUBIC FEET PER SECOND
N>
O
00
M
(6
o
r~
> ^>-
T
FLOW, CUBIC METERS PER SECOND
Ol
DEGREE C
1
8
O
DEGREE F
CD
O
TEMPERATURE
-------
CT«
U>
4000
Q 3000
Z
O
u
LU
Qi
LU
Q_
1—
LU
LU
LL.
-------
represents the summer low flow condition at 1,525 cfs (measured at Scanlon),
with water temperatures ranging from 19.5 to 23.4°C. Water quality data
for this period were collected by the Western Lake Superior Sanitary
District. The second flow period covers the November-December 1973,
sampling period. During the latter period, an intensive sampling pro-
gram, including measurements of water quality, bottom sludge deposits,
and stream flow, was conducted. Average stream flow during the period
was 2,424 cfs, and temperatures ranged from 0.3 to 2.0°C.
After a fairly extensive calibration effort, the model has the
capability to closely simulate water quality in the St. Louis River.
The results of simulation are illustrated in Figures 8 and 9 for summer
and winter flow periods.
In addition to DO and BOD, the verification study also included
distribution of conservative substances (IDS, and total nitrogen), pre-
diction of nutrients levels, and simulation of bacteria concentrations.—
Numerous analyses were also conducted to determine the sensitivity of
prediction to various model parameters such as the reaeration rate constants,
stream flow, and river bottom friction coefficients.!.'
It is important to point out that the model predictions are steady
state values which result from utilization of mean values for waste loads,
temperature, and inflows from tributaries and from the mainstream at
Brookston. The model predictions also do not consider dilution effects
from Lake Superior. The fact that the observed data may not be truly
representative of steady state may account for certain of the apparent
discrepancies in the figures.
LOAD ALLOCATION STUDY
In this program, the water quality model presented above was used
to predict important parameters in the St. Louis River resulting from
implementation of effluent guidelines. The predicted levels were com-
pared with applicable water quality criteria. When criteria were
violated, reduced loadings were assumed and water quality recalculated
to determine what steps are necessary to achieve water quality goals
for the river.
Water Quality Standards
Revised water quality standards for the St. Louis River were sub-
mitted by the Minnesota Pollution Control Agency and approved by EPA
on 6 November 1973.I/
64
-------
Ul
50
25 20
Miles
Figure 8. DO and BOD Profiles of the First (Summer 1973)
Verification Period
-------
50
25 20
Miles
Figure 9. DO and BOD Profiles of the Second (Winter 1973)
V<»iH f-fraf-lnn Period
-------
The Upper St. Louis River (Seven Beaver Lake outlet to Cloquet) is
classified for 2B and 3B waters; the Lower St. Louis River (Cloquet to
Clough Island) for 2C and 3B waters, and the bay area (Superior Bay and
St. Louis Bay) for 2B and 3B.-/
The water quality criteria for 2B and 3B waters including the upper
portion of the river (to Cloquet) and the bay area are:
Substance or Characteristic
Dissolved oxygen
Temperature
Ammonia (N)
Chromium (Cr)
Copper (Cu)
Cyanides (CN)
Oil
pH value
Limit or Range
Not less than 6 mg/liter from
April 1 through May 31, and
not less than 5 mg/liter at
other times.
5°F above natural in streams and
3°F above natural in lakes, based
on monthly average of the maximum
daily temperature, except in no
case shall it exceed the daily
average temperature of 86°F.
1 mg/liter.
0.05 mg/liter.
0.01 mg/liter or not greater than
one-tenth of the 96-hr TLM value.
0.02 mg/liter.
0.5 mg/liter.
6.5-9.0
67
-------
Phenols
Turbidity value
Fecal coliform organisms
0.01 mg/liter and none that could
impart odor or taste to fish flesh
or other freshwater edible products
such as crayfish, clams, prawns
and like creatures. Where it seems
probable that a discharge may re-
sult in tainting of edible aquatic
products, bioassays and taste panels
will be required to determine
whether tainting is likely or present.
25
200 most probable number per 100 ml
as a monthly geometric mean based
on not less than five samples per
month, nor equal or exceed 2,000
most probable number per 100 ml in
more than 10% of all samples during
any month.
Not to exceed the lowest concentra-
tion permitted to be discharged to
an uncontrolled environment as pre-
scribed by the appropriate authority
having control over their use.
'The criteria for the lower St. Louis River (Cloquet to Clough
Island) which is classified for 2C and 3B waters, are:
Radioactive materials
Substances or Characteristic
Dissolved oxygen
Temperature
Limit or Range
Not less than 5 mg/liter from
April 1 through November 30, and
not less than 4 mg/liter at other
times.
5°F above natural in streams and
3°F above natural in lakes, based
on monthly average of the maximum
daily temperature except in no case
shall it exceed the daily average
temperature of 90°F.
68
-------
Ammonia (N)
Chromium (Cr)
Copper (Cu)
Cyanides (CN)
Oil
pH value
Phenols
1.5 mg/liter.
0.05 mg/liter.
O.Olmg/liter or not greater than
one-tenth the 96-hr TLM value.
0.02 mg/liter.
10 mg/liter, and none in such
quantities as to (1) produce a
visible color film on the surface,
(2) impart an oil odor to water or
an oil taste to fish and edible
invertebrates, (3) coat the banks
and bottom of the watercourse or
taint any of the associated biota,
or (4) become effective toxicants
according to the criteria recommended.
6.5-9.0.
0.1 mg/liter and none that could
impair odor or taste to fish flesh
or other freshwater edible products
such as crayfish, clams, prawns,
and like creatures. Where it seems
probable that a discharge may re-
sult in tainting of edible aquatic
products, bioassays and taste panels
will be required to determine
whether tainting is likely or
present.
Turbidity value
25.
69
-------
Fecal coliform organisms
Radioactive materials
200 most probable number per 100 ml
as a geometric mean nor equal or
exceed 2,000 most probable number
per 100 ml in more than 10% of the
samples.
Not to exceed the lowest concentra-
tions permitted to be discharged to
an uncontrolled environment as pre-
scribed by the appropriate authority
having control over their use.
Wastewater Treatment Configurations
Two treatment configurations were evaluated in the load allocation
study.
Treatment Configuration No. 1
The WLSSD Treatment Plant will be erected to receive and treat
industrial and municipal discharges in the Western Lake Superior Sanitary
District. The WLSSD Plant will be located at 27th Avenue West, 2 blocks
west of the existing Duluth Main Treatment Plant. The effluent dis-
charge will be parallel to and approximately 1,300 ft from that of the
existing Duluth Main Treatment Plant.—'
The Superior Sewage Treatment Plant, which is located outside the
district boundary, will have secondary treatment facilities.
In this configuration, major point discharges in the study area
consist of WLSSD Plant, Superior Treatment Plant, and Superior Fiber
Products, Inc.
Treatment Configuration No. 2
With this option, municipalities and industries will treat their
wastes independently, except for the Superwood Corporation which will
connect its waste flow to the Duluth Main Treatment Plant. All publicly
owned treatment works will apply secondary treatment. Industries will
apply the Best Practicable Technology (BPT) to the extent necessary to
satisfy effluent limits established or in process of being established
by EPA and Minnesota PCA.
70
-------
Loadings at 1977 Effluent Limits
The 1977 effluent limits for industries in the study area were
specified in draft NPDES permits supplied to this study by the project
officer. Tables 31 through 34 present proposed effluent limits for,
respectively, Conwed Corporation, Northwest Paper Company, U.S. Steel
Corporation, and Superior Fiber Products. Superwood Corporation has
elected to discharge wastes to the public treatment system (i.e., Duluth
Main Treatment Plant).
For publicly owned treatment works, except the WLSSD Plant, the 1977
effluent levels are those defined by EPA, and published in Federal Register,
38(159), pp. 22298-22299, 17 August, 1973.
Tables 35 and 36, respectively, summarize discharge data for Treatment
Configurations Nos. 1 and 2. In both tables, the present discharge figures
are also given for comparison.
Projected Water Quality Profiles
Steady-state water quality profiles resulting from Treatment
Configurations Nos. 1 and 2 were projected by employing the St. Louis
River Model. Projections were made for both summer low flow (570 cfs
measured at Scanlon), at 25°C; and winter low flow (410 cfs), at 0°C
under ice cover.
General Considerations
The following factors were incorporated into the dissolved oxygen
budget within the St. Louis River Model for water quality projections.
a. Carbonaceous biochemical oxygen demand with first order reaction.
The reaction rate constant was established with the following temperature
correction
it _ v ft(t-20)
Kt = K209V
where K = rate at temperature t
K2Q = rate at 20°C
0 = temperature coefficient
t = temperature, °C
In the model, K2Q was set at 0.172/day; 0 at 1.047 for temperatures
in the 15 to—35°C range, and at 1.1 for the lower end of the temperature
scale.
71
-------
Table 31. PROPOSED EFFLUENT LIMITS FOR
CONWED CORPORATION^/
Parameter
BOD5
Suspended Solids
Phosphorus
Oil and Grease
Total Coliform
20-day
Average
850 Ib/day
1,500 Ib/day
24-hr
Composite
1,275 Ib
3,000 Ib
1
Instantaneous
Maximum
10 mg/4
1,000 mpn/100 ml
a/ By 1 January 1976.
72
-------
Table 32. PROPOSED EFFLUENT LIMITS FOR
NORTHWEST PAPER COMPANY
- after 12 November 1973
Parameter
BOD
Suspended Solids
Quantity
27,200 Ib/day
Other Limits
To prevent sludge deposition
in the river
- after 1 January 1976
Parameter Quantity
BOD
Suspended Solids
Settleable Solids
Oil and Grease
4,400 Ib/day
4,000 Ib/day
Other Limits
11 Ib/ton of paper produced
from bleached Kraft pulp
10 Ib/ton of paper produced
from bleached Kraft pulp
<_0.1 mg/4
10 mg/jj
73
-------
Table 33. PROPOSED EFFLUENT LIMITS FOR
U.S. STEEL CORPORATION-/
Parameter
BOD5
Suspended Solids
Ammonia
Cyanide
Iron-Total
Phenol
Oil and Grease
Fecal Coliform
Bacteria
Temperature °C (°F)
Discharge Limitations
Load, kg/day (Ib/day)
Daily Avg
410 (950)
Gross
410 (950)
Gross
168 (371)
Net
—
Daily Max
645 (1,426)
Gross
645 (1,426)
Gross
226 (500)
Gross
1.85 (4.05)
Gross
Concentration
Daily Avg
20 mg/A
Gross
20 mg/4
Gross
8.0 mg/jj
Net
—
Daily Max
30 mg/A
Gross
30 mg/ji
Gross
10.6 mg/£
Gross
0.086 mg/4
Gross
43 (95) Gross
0.17 (0.371) 0.55 (1.2)
Net Net
215 (475)
Gross
2.0
0.008 mg/4 0.03 mg/A
Net Net
10 mg/4
Gross
200/100 ml 400/100 ml
b/
a/ Beginning 1 January 1976.
b/ The discharge water shall not cause the receiving stream maximum
temperature at the end of the mixing zone to rise more than
1.67°C (3°F) above natural temperatures or to exceed 32.2°C
(90°F). Mixing zone is defined as the area of a circle with
600 ft radius. The 3°F temperature rise is an average value
over a 30-day period.
74
-------
Table 34. PROPOSED EFFLUENT LIMITS FOR
SUPERIOR FIBER PRODUCTS, INC.
- until 1 December 1974
Loadings
kg/day (Ib/day) Other
Parameter Daily Avg Daily Max Limitations
Discharge 001
Suspended Solids 450 (1,000) 900 (2,000) NA
BOD5 4,500 (10,000) 9,000 (20,000) NA
pH NA NA 4-9
Discharge 002 - Limitation for duration of permit (6-30-78): "The heated
effluent shall at no time raise the natural temperature
of the receiving water more than 1.7°C (3°F) at the edge
of a mixing zone, the area of which does not exceed that
of a semicircle with a radius of 60 meters (200 ft), the
center point being located at the center of the discharge
structure for Discharge Number 002."
- from 1 December, 1974, and until 30 June, 1977
Loadings
kg/day (Ib/day) Other
Parameter Daily Avg Daily Max Limitations
Discharge 001
Suspended Solids ' 340 (750) 680 (1,500) NA
BOD 2,950 (6,500) 5,900 (13,000) NA
pH NA NA 6-9
Discharge 002 - Initial conditions still apply.
75
-------
Table 34 (Concluded)
- from 30 June, 1977, and until 30 June, 1978
Loadings
kg/day (Ib/day) Other
Parameter Daily Avg Daily Max Limitations
Discharge 001
Suspended Solids 340 (750) 680 (1,500) NA
BOD5 635 (1,400) 1,270 (2,800) NA
pH NA ' NA 6-9
Discharge 002 - Initial conditions still apply.
76
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Table 35. DISCHARGE DATA FOR TREATMENT
CONFIGURATION NO. 1
Parameter
Flow, MGD
BOD5
|
Kjeldahl •>
Nitrogen
•
|
Ammonia <
Nitrogen .
WLSSD5-^
Plant
38.4
(0)
mg/A 15
(0)
Ib/day 4,811
^ (0)
(0)
Ib/day 1,603
(0)
img/Jt 1
(0)
Ib/day 320
(0)
' mg/Jt, 0.1
1 (0)
i
1 Ib/day 32
^ (0)
Superior
3.67
(3.67)
25
(90)
766
(2,758)
20
(20)
612
(612)
28
(28)
858
(858)
0.1
(0.1)
3.07
(3.07)
Superior Fiber
Products
0.66
(0.66)
254
(4,500)
1,400
(24,800)
2.81
(2.81)
15.5
(15.5)
1.4
(1.4)
7.7
(7.7)
0.47
(0.47)
2.6
(2.6)
a/ Data obtained from Mr. Don Stulc, WLSSD, 22 April, 1974.
Note: Data in parentheses are present discharge figures.
77
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Table 36. DISCHARGE MIA FOR TREATMENT CONFIGURATION NO. 2, 1977 GUIDELINES^
CONUED Northwest
Corporation Paper Company
Flow ngd 1.3836 27.1
(1.3836) (27.1)
mg/llc«r 73.5 19.4
(1.050) (400)
BOD
IWday 350 4,400
(12,134) (90,544)
mg/ltter 6.5 5.2
Kleldahl (6.5) (5.2)
Nitrogen
Ib/day 75 1,177
(75) (1.177)
--J | nig/liter 2.4 0.9
00 AnmonU 1 (2.4) (0.9)
Nitrogen j
' Ib/day 28 204
(28) (204)
ing/liter 3.5 1.6 •
Nitrite (3.5) (1.6) '
Nitrogen
Ib/day 40 362
(40) (362)
U.S. Steel
Corporation
15.60
(15.60)
7.3
(51.7)
950
(6.736)
3.0
(55)
385
(7.166)
2.8
(53)
371
(6,905)
0.1
(0.1)
13
(13)
Superior
Fiber Produces
0.66
(0.66)
254
(4.500)
1,400
(24,800)
2.81
(2.81)
15.5
(15.5)
1.4
(1.4)
7.7
(7.7)
0.47
(0.47)
2.6
(2.6)
City of
Cloquet
1.4886
(1.4886)
25
(100)
310
(1,243)
22.5
(22.5)
279
(279)
28
(28)
384
(384)
0.1
(0.1)
1.24
(1.24)
Scanlon
Village
0.13
(0.13)
25
(125)
27
(136)
20
(20)
22
(22)
28
(28)
30
(30) •
O.I
(0.1)
0.1
(0.1)
Gary-New Duluth
Treatment Plant
0.21
(0.21)
25
(50)
44
(88)
20
(20)
35
(35)
28
(28)
49
(49)
0.1
(0.1)
0.18
(0.18)
Superior
Treatment Plant
3.67
(3.67)
25
(90)
766
(2.758)
20
(20)
612
(612)
28
(28)
858
(858)
0.1
(0.1)
3.1
(3.1)
Suithvllle
Treatment Plant
0.320
(0.320)
25
(50)
67
(133)
20
(20)
53
(53)
28
(28)
74
(74)
0.1
(0.1)
0.27
(0.27)
Fairmont
Treatment Plant
0.68
(0.68)
25
(49)
142
(278)
20
(20)
113
(113)
28
(28)
159
(159)
0.1
(0.1)
0.57
(0.57)
Duluth Malni'
Treatment Plant
18.85
(18.25)
25
(76)
3,936
(11,586)
17.1
(17.1)
2.692
(2.607)
28
(28)
4,409
(4,268)
0.1
(0.1)
15.7
(15.2)
a/ Data In parentheses are present discharge figures.
b/ Receiving discharges from Superwood Corporation.
-------
b. Ammonia oxidation with first order reaction rate constant of
0.02/day at 25°C and 0.0023 at 0°C.
c. Nitrite oxidation with first order reaction rate constant of
0.03/day at 25°C and 0.0033 at 0°C.
d. Algal oxygen respiration and production rate as function of water
temperature.—'
< P-R > = « - TT [25-0.025 (t - 30)2] mg/4/day
rr (a-1)
where a = 3.190
TT = 3.1416
e. Reaeration from atmosphere as a function of oxygen deficiency
with rate constant as function of temperature, depth, H (ft), and
velocity U (ft/sec).
Ka (I/day) = (Ka)2n eO>20)
H3/2
where 9 = 1.024
(Ka)2Q — 12.9 for the bay area and 10.6 for the river from Brookston
to the Oliver Bridge.
f. Reaeration at dam sites as function of temperature and fall
height, h (ft) .I2./
r - 1 + 0.11 ab(l + 0.046 t)h
Cs ' CA
where r = deficit ratio, defined as —
C_ = DO at saturation
o
CA - DO above the fall
CB = DO below the fall
h = fall in feet
a,b = constants
a = 1.25 if BOD is less than 5
a = 1.0 if BOD is greater than 5 and less than 15
a = 0.8 if BOD is greater than 15
b = 1.0
79
-------
g. Solubility of oxygen in water as function of temperature.—'
Cs - 14.652 - 0.41022t + 0.0079910t2 - 0.000077774t3
h. Benthic oxygen demand rates taken as zero for winter; 6.7 g/tn^/day
in the summer'for Fond du Lac Lake and Scanlon Reservoir; and 6.05 g/m2/day
for Forbay Lake,. Thomson Reservoir, and pools above the Northwest Paper
Company Dam and Knife Falls Dam, for the summer period. A complete coverage
of sludge on reservoir bottoms is assumed in the model. These benthic
uptake rates are within the range of measurement conducted in this pro-
gram, and consistent with demands reported elsewhere for cellulosic fiber
sludge.il/ This range is approximately twice that reported for St. Louis
River Basin bottom sludge in 1966.i^./
i. Dispersion coefficient as function of channel velocity, head
differences at ends of channel, and hydraulic radius.
Dd = C- E1/3-
where C = 0.0136 (empirical constant, dimensionless)
A3.
E = U • g _
Li
^i » channel velocity
g = gravitational constant
AH = potential (head) difference at ends of channel
L^ = channel length
X> = scale of phenomenon; written in terms of the hydraulic radius, R.
Computation Results
The results of DO projections for both treatment configurations at
summer low flow are shown in Figures 10 and 11. Also shown in these
figures are stream standard DO values, and DO at saturation at the
respective temperature and period of the year.
It is seen that, at summer low flow, with the 1977 effluent limits,
the projected DO profiles resulting from both treatment configurations
will violate the proposed water quality standard. The critical zone is
the 10-mile river stretch from Fond du Lac Bridge to Thomson Lake. The
lowest predicted DO is — 1 ppra, occurring at Fond du Lac Dam and Upper Gate.
80
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18
DO ma/I
KJ
T~
VI
T~
8
A
5"
O
O
Brookston
Knife Falls Dom
N.W. Poper Co. Dam
Sconlon Dam
Upper Gate
Lower Gate
Fond du Lac Dam
Bay Connection
Duluth Entry
Bay Connection
Superior Entry
-------
00
to
o
a
14
13
12
11
10
9
8
6
5
I
M
_«
8
CO
1 -
85
j
**.
J2 u O
= S. O
o
o
O
w
tl
o"
I
u
O
I
O
c
o
'•5 ^
i £
o
u •£
I" J
cQ O
J
'o
tl
c
J
I
80 75 70 65
60
55 50 45
40 35
Kilometers
I
30 25 20 15
10
10
50
45
40
35
30
25
20
15
10
Miles
Figure 11. Predicted DO Levels for 7-Day 10-Year Summer Low Flow with No. 2
Treatment Configuration at 1977 Effluent Limits
-------
In the bay areas, DO will not be a problem for either of the two
treatment configurations.
It is apparent from the location of DO sag, and from variations in
CBOD and NBOD in the river that the most important factor dominating DO
in the area is the oxygen demand of bottom sludges in reservoirs. To
verify this point, three computer runs were made, with the specific input
conditions: (1) zero discharge from point sources, with current benthic
uptake rates; (2) half of the current benthic uptake rates, and 1977
effluent limits for No. 2 configuration, and (3) half of the current
benthic uptake rates, with assumed zero discharge from municipal and
industrial sources. The results, as shown, respectively, in Figures 12,
13, and 14, indicate that, even if all point discharges are reduced to
zero, the DO level will improve only slightly if benthic demand remains
as at present (see Figure 12). However, if benthic uptake rates are
assumed to be 50% of the rates measured in 1973, DO levels will be close
to the proposed standard with No. 2 treatment configuration (at 1977
effluent limits) (see Figure 13), and will satisfy standards with zero
discharge from point sources (see Figure 14).
The projected DO levels for winter low flow, at 410 cfs, 0°C temperature,
with ice cover except at dam sites, are given in Figures 15 and 16, for
Treatment Configurations Nos. 1 and 2, respectively. Except for part of
Superior Bay with No. 2 configuration (see Figure 16), DO will not be a
problem for the entire stretch of river. The possible violation of DO in
the bay area is due to the greater total point source loading in No. 2
configuration than in No. 1 configuration. Projected water quality for
the winter low flow condition is based on the assumption that no back-
mixing of Lake Superior water occurs to dilute pollutants in the bay areas.
Since the ice cover will substantially eliminate the seiche effect, little
backmixing during the winter months is expected and projected quality in the
bay areas is accordingly expected to be close to actual quality under
future winter conditions.
In general, DO levels are more favorable in winter, despite ice cover,
than in summer. This can be attributed to (1) higher DO levels in water
coming into the system, (2) lower CBOD and NBOD oxidation rates, and
(3) assumed zero benthic uptake rate, during winter months.
For Treatment Configuration No. 2, as seen in Table 36, Conwed
Corporation and Superior Fiber Products are allowed to discharge BOD^
at 73.5 and 254 mg/liter, respectively. A computer run was made to
examine the effect of adjusting these two discharge figures to 25 rag/liter,
equivalent to municipal discharges. The results are shown in Figure 17.
Only a slight improvement is achieved. This can be attributed to the
relatively small loading from these two sources as compared to the
total amount of pollutants existing in the entire river system.
83
-------
14
13
12
11
10
9
8
7
6
5
4
3
2
I -
c
o
•2 *<§
I\Z /
—i i r
E
&
c
o
o
O
g.
0.
&
u
o
D
•o
T3
C
O
o
'
'f ^
I 2
•5 1
Q
8.
O
Q
0
85 80 75 70
_L L
J L
65
60 55 50 45
40
35 30 25 20
15
10
i Kilometers -
J I
10
50
45
40
35
30
25 20
Miles
15
10
Figure 12. Projected DO Level for 7-Day 10-Year Summer Low Flow With
Assumed Zero Discharge from Point Sources
-------
OO
U1
14
13
12
11
10
9
8
^ 7
6
6
5
4
3
2
o
o
= S.
I • £
O o o
c O O
Jit
o
o
8.
o.
c
o
'•5 £•
I 5
«s *
o
U
X.
'c
I
Sot.
I
I
I
85
I
80
I
75
70 65 60 55 50 45
40 35 30
I Kilometers!
25 20
15
10
10
0
J
0
50
45
40
35
30
25 20
Miles
15
10
Figure 13. Projected DO Level for 7-Day 10-Year Summer Low Flow with No. 2
Treatment Configuration at 1977 Effluent Limits, and with
-------
98
DO. mg/lit
(j> Ov vi 00
00
H
(0
n
o
o o
o ro
H- a.
en
o a
P- o
Ml
w
O I-1
c o
H I
O t<
(0 fi>
co (a
p> co
Ul
O Q
H> S!
W *»3
n» M
3
O H-
1X3 ^
rt >
fu to
?^ M
0) |
(D
§
a
o"
I w
rookston
canlon Dam
Jpper Gate
.ower Gate
ond du Lac Dam
Boy Connection
Duluth Entry
Bay Connection
Superior Entry
-------
oo
O
Q
O
1
o
a
o
u
z.
o
o
o o
o o
DOSo
DO
Pred.
JL
65 80
75
70
65 60 55 50
45 40 35 30 25 20
Kilometers
I I I
15
10
.J.
0
45
40
35
30
25
20
15
10
Miles
I
j
s.
10
Figure 15. Projected DO Level for 7-Day 10-Year Winter Low Flow Under Ice
Cover, with No. 1 Treatment Configuration at 1977 Effluent Limits
-------
00
00
16
15
14
13
12
11
10
9
i 8
7
6
5
4
3
2
1
0
1
85 80
-------
O
O
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
50
Q
O O
*-*
o o
« Si
I I
I
o
o
_J
3
13
O
i
a
DO.
Sat.
DO
Pred.
85 80 75 70 65 60 55 50
45
40 35
Kilometeri
I
30 25
20
15
10
45
40
35
30
25
20
15
10
Miles
o
o
10
Figure 17. Predicted DO Level for 7-Day 10-Year Winter Low Flow with Ice Cover, and No. 2
Treatment Configuration. All point source discharges are at 1977 effluent limits,
I W _ -.^ , »__• A__ ^C msv/A
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SECTION VI
DISCUSSION
SOURCE FACTORS AFFECTING WATER QUALITY LEVELS
Water quality levels in the St. Louis River are affected by dis-
charges from various sources: natural sources, municipal and indus-
trial sources, and shipping wastes. These sources contribute varying
proportions of the total loadings to the river for different types of
pollutants. Industrial discharges, for example, currently account for
78% and 53% of total loadings of BOD and suspended solids, respectively.
On the other hand, natural sources contribute about 70% of dissolved
solids in the river.
For dissolved oxygen, this study has found that the benthic demands
of bottom sludges in the reservoirs is a critical or limiting parameter.
The bottom sludges are therefore properly viewed as pollutant sources,
sources which water quality planners must include in assessment of
options for improvement of water quality.
Table 37 delineates contributions of water, BOD, total nitrogen,
total dissolved solids, suspended solids, and coliforms to the St. Louis
River. Calculations were based on summer discharge conditions, at a
typical flow of 1,500 cfs (measured at Scanlon). Natural sources
include the mainstream input at Brookston, and inputs from 23
tributaries.
WATER QUALITY AT SUMMER LOW FLOW
Stream standards are presently violated over most of the basin
under summer conditions, including flows some three times the 7-day,
10-year summer low flow condition of 570 cfs. Water quality improves
markedly with all discharges located as at present but improved to con-
form to 1977 effluent guidelines. The principal exception--and a sub-
stantial one--is the quality of water in the reservoirs. It is apparent
90
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Table 37. SUMMARY OF POLLUTANT DISCHARGES IN 1973 TO THE ST. LOUIS RIVER (MINNESOTA, WISCONSIN)-/
vo
BOD
Ib/day
7o
Total Nitrogen
Ib/day
7»
Total Dissolved
Solids, Ib/day
7.
Suspended Solids
Ib/day
%
Coli forms
MPN/100 mi
Flow
cfs
MGD
7o
Natural
25,092
12.9
11,648
26.9
1,194,741
70.7 •
56,317
36.6
= 15,000
1,590
1,016
92.0
Municipal
16,168
8.4
9,983
23.0
67,531
4.0
12,149
7.9
30 ~ 8,000
38.7
24.7
2.2
Industrial
150,263
77.7
16,506
38.0
303,255
18.0
80,780
52.5
2,000 ~ 100,000,000
70.9
45.3
4.1
Shipping Total
1,895 193,418
1.0
5,247 43,384
12.1
123,787 1,689,314
7.3
4,671 153,917
3.0
900,000 ~ 1,300,000
28.9 1,728.5
18.4 1,104.4
. 1-7
a/ Summer conditions at a typical flow of 1,500 cfs at Scanlon.
-------
that benthic sludge activity limits the quality which can be achieved in
this midsection of the basin. DO levels in the reservoirs are depressed
below the stream standard (5 ppm DO) when industrial and municipal efflu-
ents, at the 1977 level, are discharged to the river basin (see Figure 11)
Figures 12 and 14 depict water quality with zero discharge and with ben-
thic activity (oxygen demand) at two levels (current measured oxygen
demand and 507<> of current demand) : with the current measured benthic
oxygen demand, DO dips below 5 ppm in the reservoirs, and satisfactory
DO (s 5 ppm) levels are barely achieved when the lower benthic oxygen
demands are assumed.
The modeling and projection results clearly indicate that compli-
ance with 1977 guidelines would provide conformance with current stream
standards, if benthic sludges accumulated over many years were not pres-
ent in the reservoirs. Current stream standards for DO cannot, how-
ever, be met in the reservoirs with no discharges above the WLSSD treat-
ment plant discharge, which provides (in effect) compliance with 1983
guidelines for the mid to upper sections of the basin.
The benthic sludges will decrease in activity with time, barring
repeated disturbance of sludge beds (by flood waters, for example). How
quickly the recovery process will occur is not known. One concludes,
however, that recovery will be quickest with Treatment/Discharge Config-
uration No. 1, in which all upstream point discharges are collected and
treated by WLSSD.
WATER QUALITY UNDER WINTER CONDITIONS
Biological processes are quite slow under winter conditions,
essentially 0°C, and with ice cover the river functions much as a pipe-
line in which reaeration occurs only periodically, at the dams/power
stations. In the upper stretches of the basin, DO levels are high, a
gradual decrease is observed as one moves downstream, and reaeration at
the dams helps to replenish the slowly diminishing supply of oxygen.
At the 7-day, 10-year winter low flow of 410 cfs, dissolved oxygen in
the lower sections of the Bay area dips slightly below the 5 ppm stream
standard with Treatment Configuration No. 2 (1977 guidelines, discharges
located as at present). DO in the Bay area decreases very slowly, how-
ever, and about 100 days is required to reach a steady state DO level
below the stream standards. No violation will occur with the No. 1
Configuration.
One concludes, therefore, that wintertime water quality will
be better than stream standards at the 19'83 condition, and will violate
92
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standards with 1977 effluent standards only if extremely low flows per-
sist throughout the winter ice covered period.
RELATION OF "STEADY STATE QUALITY" TO QUALITY IN A DYNAMIC SYSTEM
Flowing streams usually remain at one condition for a relatively
short period of time, as flows change in response to rainfall, tempera-
ture change with seasons, etc. A low flow condition may, for example,
persist for as short a time as a few days, or as long as a few weeks.
Calculations with the St. Louis River model indicate that equi-
libria (steady state) are achieved, depending on location, and flow and
discharge conditions, after 10 days to more than 3 months. Progress
toward steady state is 80-90% complete in perhaps 4-20 days, however.
The user of the model should keep this fact in mind: calculated, steady
state water quality conditions will likely be slightly higher (or lower)
than observed conditions, because the model tends to overshoot the condi-
tion which exists in a dynamic river system. The following example
illustrates this point.
Water quality for the summer flow condition, 2,400 cfs, was calcu-
lated from an initial condition of 1,500 cfs, and levels of water quality
(DO, etc.), which existed at steady state at that condition. After
8 days, DO had increased from 2.0 ppm to 3.8 ppm at the Oliver Bridge
(river kilometer point = 23), and the steady state level of 3.9 ppm was
reached after 12 days. This model simulation also indicated that, at a
flow of 2,400 cfs, 32 days are required before the steady state DO levels
are reached in the Superior Bay area. The calculated steady state value
is thus the value which will result only if flow persists at 2,400 cfs
for quite a long period of time. Actual water quality parameter values
will be usually transitional values rather than steady state values.
In periods of rapid change, in flow or in temperature for example, stream
water quality may differ substantially from calculated water quality at steady
state. The difference between actual and steady state values will usually not
be great, but future users of the model should keep this factor in mind.
THE SEICHE PHENOMENON IN RELATION TO WATER QUALITY AND THE ST. LOUIS
RIVER MODEL
The St. Louis River model is judged to be an excellent model,
with one exception which does not materially decrease its usefulness.
The downstream segment of the St. Louis River Basin is affected
by the irregular, tidal-like seiche effect, a reverse flow phenomenon
93
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which occurs about 200 times per year. The seiche phenomenon is believed
to be responsible for the only significant shortcoming of the model. In
the absence of data on mixing, dispersion, and reverse flows in the Bay
area, it was assumed that flows were linear and that no mixing or disper-
sion from the seiche effect occurred. Low DO values were accordingly
calculated in the Bay area, particularly toward the Superior Entry to Lake
Superior. Low DO values are contrary to general local experience,
although firm data on DO in Superior Bay were not available as of early
1974 (WLSSD has since measured DO in the Bay and found it to be in
excess of 5 mg/liter).
It must therefore be concluded that the St. Louis River model as
presently constructed does not accurately describe hydrology and water
quality in the Bay area during time periods when the seiche phenomenon
occurs (spring, summer, and fall) . In the winter, when the streams and
Bay areas are ice covered, reverse flows should be minimal and the water
quality parameters calculated with the model should be accurate; this
conclusion has not been verified, however. Recification of this failing
was beyond the scope of the present program, and basic data on hydrology
and water quality needed to make and verify necessary modifications are
not available.
QUALIFICATIONS BASED ON OTHER SPATIAL/FLOW FACTORS
The water quality profiles, current and projected, presented in
this report are correct with no known exceptions for all parts of the
system from Brookston through the reservoirs, as are conclusions and
observations drawn for this upper part of the basin. The profiles of
water quality in the Bay areas developed and presented in this report
apply primarily to the shipping channels, and care must be exercised
in generalizing conclusions to off-channel parts of the lower basin.
A case in point is the area into which the pending WLSSD treatment
plant effluent is scheduled to be discharged. The region of discharge
is relatively shallow, and flows are sluggish. As a consequence, the
localized area will function (according to results calculated by the
model) essentially as a holding pond for the WLSSD discharge, and
stream standards will be violated within this relatively small region.
The same type of effect can be expected in other hydrologically
isolated pockets in the Bay area, though violation of stream standards
is expected to be only a rare possibility.
94
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SECTION VII
RECOMMENDATIONS
Three recommendations are presented. The first involves further
elucidation of the water quality in the Bay areas, as it is affected
by backmixing from Lake Superior. The second recommendation deals
with benthic activity in the reservoirs. The third is concerned
generally with upgrading the data base and the St. Louis River model,
through systematic monitoring and accumulation of data on the basin.
BACKMIXING IN RELATION TO WATER QUALITY
The St. Louis River model has one limitation which should be
rectified, preferably while discharges and water quality are the same
or similar to conditions existing at the time of model verification.
The limitation stems from the fact that the Bay areas are much more
complex hydraulic systems than has been assumed in the model, and
calculated water quality is inferior to accepted though poorly docu-
mented water quality in the Bay areas. Backmixing which accompanies
the seiche effects is not presently included in the hydraulic model,
and calculated water quality is thus poorer than actual water quality.
The seiche is an irregular phenomenon, and thus its effect on
hydraulics and water quality will be more difficult to model than are
regular tidal flows.
It is conceivable that water quality in the Bay areas, especially
Superior Bay, approaches that expected if essentially complete mixing
of lake and bay waters occur. If such proves to be the case, modifica-
tion of the St. Louis River Model can be effected fairly simply. If,
as is more likely to be the case, the degree of backmixing varies
irregularly over a broad range, water quality will be sensitive to the
seiche and tend to violate stream standards when backmixing is limited,
Such a situation will be more difficult to model.
95
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Before initiating additional model development aimed at correcting
this defect, two steps are recommended. First, stations in the Bay
areas should be monitored for water quality for several months, particu-
larly during the warm weather seasons. The results will show how water
quality varies in response to the seiche, and whether quality does or
does not violate stream standards. Second, records on the seiche should
be examined with the objective of determining whether its amplitude and
frequency are regular enough to permit development of a relatively simple
model. These two activities will provide the means to assess the need
for model modification, and to assess as well the difficulty of effecting
the modification.
The St. Louis River Model is a modified Columbia River Model, which
has the capability to model tidal basins. Model modification should,
therefore, be based on the present St. Louis River Model.
PROJECTION OF BENTHIC DEMANDS
Recovery of water quality in the reservoirs, in response to point
discharge control, will be a function of the rate of dissipation of
benthic sludges. This problem needs to be analyzed to determine, if
possible, how quickly (or slowly), the bottom sludges will become
deactivated, so that the water quality in the reservoirs can be pro-
jected with confidence after sludge/solid discharges eliminated. The
analysis should include in situ measurement of benthic demands to sub-
stantiate or modify present data; examination of research results and
field experience elsewhere on rates of decrease of benthic oxygen
requirements; and assessments of rates of sediment deposition in the
reservoirs in order to develop the basis to determine whether bottom
sludges will become covered with mineral sediments and thus effectively
be deactivated. At the same time, estimates should be made of the
probability that sludge deposits will be disturbed and reactivated by
flood, bottom fish, thermal turnover, etc. The information assembled
in these activities should then be collectively analyzed in order to
develop a projection of sludge activity in the future.
DATA AND MODEL UPGRADING
It is recommended that water in the basin, particularly below the
reservoirs, be systematically monitored. Possible trouble spots—coves,
off-shipping-channel dead spots, locations in close proximity to current
or proposed discharges, etc., should be checked.
96
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In addition, more detailed information is needed for certain aspects
of hydrology, water quality, river geometry, and effluent discharges for
the Lower St. Louis River Basin. Monitoring and data collection should
be continued with three objectives: (1) to develop a total data base
which adequately describes conditions in the basin which affect water
quality; (2) to identify potential water quality problems and solve them
in the planning process; and (3) to upgrade the capabilities and sensi-
tivity of the St. Louis River Model.
Data deficiencies and information needs are presented briefly
below:
1. Information on discharges from municipalities and industries,
particularly data which describe quality characteristics, is not
sufficient. Data deficiencies include parameters such as nitrogen,
phosphorus, coliforms, sulfides for municipal discharges, and sulfides
and coliforms for industrial discharges.
2. Data on shipping wastes, including sanitary waste, bilge water
and ballast water, are insufficient and lack the detail needed to
quantify waste loadings from shipping activities in the harbor area.
3. Very little data are available on quality and quantity aspects
of tributaries, particularly large and/or polluted tributaries. These
tributaries include: Cloquet River, Stoney Brook, Midway River, Crystal
Creek, Silver Creek, Pokegama River, Nemadji River, and Bluff Creek.
4. Pollutants from nonpoint sources, including those carried in
rural runoff and those from swamps and peat bogs, also contribute to
pollution of water in the area. Current available information is far
from sufficient to characterize loading from these sources.
5. Additional sampling stations are needed, particularly in the
Duluth-Superior-Bay regions, and more complete analysis of water quality
is needed for the various forms of phosphorus and nitrogen, and for
plant life and indicators of plant life.
6. Data which characterize the geometry , of the river from the
Oliver Bridge to Bfookston are considered to be inadequate.
97
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REFERENCES
1. Documentation Report: "St. Louis River BasinModel," the U. S.
Environmental Protection Agency, Contract No. 68-01-1853,
Midwest Research Institute, October 1974.
2. Phase I (Data) Report, "St. Louis River Basin Model," U. S.
Environmental Protection Agency, Contract No. 68-01-1853,
Midwest Research Institute, October 1973.
3. "Water Quality Management Plan—Inventory of Existing Waste Sources,"
Western Lake Superior Sanitary District, Duluth, Minnesota, March
1973.
4. "Duluth-Superior Harbor Pollution Control Program," Environmental
Quality Systems, Incorporated, Washington, D. C. (1971).
5. Gallaway, R. J., K. V. Byram, and G. R. Ditsworth, "Mathematical
Model of the Columbia River from the Pacific Ocean to Bonneville
Dam," U. S. Department of the Interior, Federal Water Pollution
Control Administration, Northwest Region, Pacific Northwest Water
Laboratory, Corvallis, Oregon, November 1970.
6. Feigner, K. D., and H. V. Harris, "Documentation Report, FWQA
Dynamic Estuary Model," U. S. Department of the Interior, Federal
Water Quality Administration, July 1970.
7. State of Minnesota Pollution Control Agency, "Chapter 15: WPC 15,
Criteria for the Classification of the Interstate Waters of the
State and the Establishment of Standards of Quality and Purity,"
filed 14 August 1973.
8. State of Minnesota Pollution Control Agency, "Chapter 25: WPC 25,
Classifications of Interstate Waters of Minnesota," filed
4 February 1971, amended 7 September 1973.
98
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9. Private communication, Mr. Don Stulc, Water Quality Control, WLSSD,
22 April 1974.
10. Davidson, B., and R. W. Bradshaw, "Thermal Pollution of Water
Systems," Environmental Science and Technology, 1:618-630 (1967).
11. Thomann, R. V., "Systems Analysis and Water Quality Management,"
Environmental Science Service, New York, New York (1971).
12. Gameson, A. L. H., K. G. Vandyke, and C. G. Ogden, "The Effect of
Temperature on Aeration at Weirs," Water and Water Engineers,
pp. 489-492, November 1958.
13. "Solubility of Atmospheric Oxygen in Water," 29th Progress Report
of the Committee on San. Engr. Res. of San. Engr. Div., ASCE,
Jour. San. Engr. Div.. 86_(SA4) : 41-53 (1960).
14. Quirk, Lawler and Matusky, Water Resource Engineers, "Study of the
Waste Assimilation Capacity of the St. Louis River--Cloquet to
Lake Superior," New York, New York, February 1966.
15. Orlob, G. T., "Eddy Diffusion in Homogeneous Turbulence," J. Hyd.
Div.. ASCE, 85(HYQ):75-101 (1959).
99
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