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

-------
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

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                          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

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                        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

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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

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           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

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                              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

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                  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

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           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

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        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

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             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

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        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

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                 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

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                   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

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                                 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.

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SUPERIOR, WISCONSIN

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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

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     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-'

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     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

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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

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          •   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

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      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

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-------
                                                                                      Figure  5b
 ST.  LOUIS  RIVER SCHEMATIZATIOM
4 5 {HIGH BRIDGE) TO RIVER KILOMETER 23  ,1 (OLIVER BRIDGE)
                                                                                            53

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\

-------
                                                                                                            Figure  5d
           SI   LOUIS RIVER SCHEMATIZATION
RIVER KILOMETER 44 9 (SCANLON) TO RIVER KILOMETER 64.0 (flREVATOR)
                                                                                                                  57

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                                                                                                                   Figure  5e
            SI   LOUIS  RIVER SCHEMATIZATION
RIVER KILOMETER 64 0 (BREVATOR) TO RIVER KILOMETER 61,6 (BROCKSTON)
                                                                                                                         59

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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

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                                            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

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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

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     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

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           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

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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

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         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

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     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

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               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

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                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

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                 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

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                 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

-------
              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

-------
                                                          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

-------
                                                   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

-------
                               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

-------
            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

-------
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
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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.
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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.
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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.
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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.
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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.
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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).
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