SPOKANE  RIVER BASIN MODEL PROJECT







         Volume I - Final Report










                    by









         E. John Finnemore,  Ph.D.




             John L. Shepherd









Systems  Control, Inc., Palo Alto,  California
                 for the
      ENVIRONMENTAL PROTECTION AGENCY
          Contract No. 68-01-0756
               October 1974

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                           EPA Review Notice
This report has been reviewed by the EPA and approved for publication.
Approval does not signify that the contents necessarily reflect the
views and policies of the Environmental Protection Agency, nor does
mention of trade names or commercial products constitute endorsement
or recommendation for use.
                             11

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                             ABSTRACT
Three existing mathematical models, capable of representing water quality
in rivers and lakes, have been modified and adapted to the Spokane River
Basin in Washington and Idaho.  The resulting models were named the Steady-
state Stream Model, the Dynamic Stream Model, and the Stratified Reservoir
Model.  They are capable of predicting water quality levels resulting from
alternative basinwide wastewater management schemes, and are designed to
assist EPA, State, and local planning organizations to evaluate water qual-
ity management strategies and to establish priorities and schedules for
investments in abatement facilities in the basin.

Physical data and historical hydrologic, water quality and meteorologic
data were collected, assessed and used for the model calibrations and
verifications.

The modified models are all capable of simulating the behavior of various
subsets of up to sixteen different water quality constituents.  Sensitivity
analyses were conducted with all three models to determine the relative
importance of a number of individual model parameters.

The models were provided to the EPA as computer source card decks in
FORTRAN IV language, with accompanying data decks.  All development work
on, and applications made with, these models were fully documented so as
to permit their easy utilization and duplication of historical simulations
by other potential users.  A user's manual with a complete program listing
was prepared for each model.

This report was submitted in fulfillment of Contract No. 68-01-0756 under
the sponsorship of the Environmental Protection Agency.

The titles and identifying numbers of the final report volumes are:
                     Title                                EPA Report No.

SPOKANE RIVER BASIN MODEL PROJECT                         	 DOC 	/74
  Volume I - Final Report
SPOKANE RIVER BASIN MODEL PROJECT                         	 DOC 	/74
  Volume II - Data Report
SPOKANE RIVER BASIN MODEL PROJECT                         	 DOC 	/74
  Volume III - Verification Report

SPOKANE RIVER BASIN MODEL PROJECT                         	 DOC 	/74
  Volume IV - User's Manual for Steady-state Stream Model

SPOKANE RIVER BASIN MODEL PROJECT                         	 DOC 	/74
  Volume V - User's  Manual for Dynamic Stream Model

SPOKANE RIVER BASIN MODEL PROJECT                         	 DOC 	/74
  Volume VI - User's Manual for Stratified Reservoir Model
                               111

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                                CONTENTS
 SECTION
PAGE
    I     CONCLUSIONS AND RECOMMENDATIONS 	   1

               PAR1! 1 -_ PROJECT SUMMARY

   II     INTRODUCTION  	   7

               PART 2 - THE MODIFIED MODELS

  III     GENERAL INFORMATION	   17
   IV     PROGRAMMING CONSIDERATIONS  	   21

               PART 3 - MODEL ALGORITHMS

    V     QUANTITY ALGORITHMS 	   25
   VI     QUALITY ALGORITHMS	   29

               PART 4 - MODEL APPLICATION & VERIFICATION

  VII     GENERAL	   67
 VIII     STEADY-STATE STREAM MODEL	   71
   IX     DYNAMIC STREAM MODEL  	   95
    X     STRATIFIED RESERVOIR MODEL  	  117

               PART 5 - SENSITIVITY ANALYSIS

   XI     GENERAL	135
  XII     STEADY-STATE STREAM MODEL 	  137
 XIII     DYNAMIC STREAM MODEL	147
  XIV     STRATIFIED RESERVOIR MODEL  	  159

               PART 6 - SPECIAL STUDY

   XV     LAKE DOWNSTREAM BOUNDARY STUDY  	  171

               PART 7 - ACKNOWLEDGEMENTS, REFERENCES,
                        ABBREVIATIONS, AND APPENDICES

  XVI     ACKNOWLEDGEMENTS	191
 XVII     REFERENCES	193
XVIII     ABBREVAITIONS	195
  XIX     APPENDICES	197

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                                FIGURES
N0_.                                                              PAGE

 1       Spokane River Basin  	    10
 2       Layout of Spokane River System   	    12
 3       The Simulation of Coliform Growth and Decay in
           Streams	    33
 4       Relationships in the BOD Model	    35
 5       Relationships in the Nitrogen Model  	    38
 6       Linkages to Algae	    45
 7       Relationships in the Phosphorus Model  	    53
 8       Relationships in the DO Model	    57
 9       DOSCI Verification for DO for River  Region 2,
           August 1969	    76
10       DOSCI Verification for BOD for River Region 2,
           August 1969	    77
11       DOSCI Verification for Zinc  for River Region 2,
           August 1969	    78
12       DOSCI Verification for Chloride  for  River Region  2,
           August 1969	    79
13       DOSCI Verification for DO for River  Region 2,
           September 1969	    82
14       DOSCI Verification for BOD for River Region 2,
           September 1969	    83
15       DOSCI Verification for NO -N for River  Region 2,
           September 1969	    84
16       DOSCI Verification for PO.-P for River  Region 2,
           September 1969	    85
17       DOSCI Verification for Zinc  for  River Region 2,
           September 1969	    86
18       DOSCI Verification for Chloride  for  River Region  2,
           September 1969	    87
19       RIVSCI Verification  for DO for River Region 2,
           August 1969	    99
20       RIVSCI Verification  for BOD  for  River Region 2,
           August 1969	100
21       RIVSCI Verification  for Zinc for River  Region 2,
           August 1969	101
22       RIVSCI Verification  for Chloride for River Region 2,
           August 1969	102
23       RIVSCI Verification  for DO for River Region 2,
           September 1969	104
24       RIVSCI Verification  for BOD  for  River Region 2,
           September 1969	105
25       RIVSCI Verification  for NO -N for River Region  2,
           September 1969  .....  	   106
26       RIVSCI Verification  for PO -P for River Region  2,
           September 1969  .....  	   107
                             VI

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                          FIGURES (Continued)
NO.                                                              PAGE

27       RIVSCI Verification for Zinc for River Region 2,
           September 1969	   108
28       RIVSCI Verification for Chloride for River Region 2,
           September 1969	   109
29       LAKSCI Verification for DO for Long Lake, 1971
           Surface	   122
30       LAKSCI Verification for NO -N for Long Lake, 1971
           Surface	   123
31       LAKSCI Verification for Coliforms for Long Lake,
           1971 Surface	   124
32       LAKSCI Verification for DO for Long Lake, 1971
           50' Depth	   125
33       LAKSCI Verification for NO»-N for Long Lake, 1971
           50' Depth	   126
34       LAKSCI Verification for DO for Long Lake, 1971
           Outflow	   127
35       Schematic Diagram of River Region 2	   138
36       Velocity Profiles at Downstream Boundary Compared
           on Day 310	   174
37       Water Temperature Profiles at Six Week Intervals .  .  .   175
38       BOD Profiles  at Six Week Intervals	   176
39       DO Profiles at Six Week Intervals	   177
40       Coliform Profiles at Six Week Intervals	   178
41       NH -N Profiles at Six Week Intervals	   179
42       CL2 Profiles  at Six Week Intervals	   180
                         vn

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                                TABLES
NO.                                                              PAGE

 1       Definition of Constituent Selection Option  (ICOMB)...    61
 2       Lake Froude Numbers	    68
 3       DOSCI Verification for River Region 1 - August 16  -
           September 16, 1971	    72
 4       DOSCI Verification for River Region 2 - August, 1969.  .    75
 5       DOSCI Verification for River Region 2 - September,
           1969	    81
 6       DOSCI Verification for River Region 3 - August, 1969.  .    89
 7       DOSCI Verification for River Region 3 - September,
           1969	    90
 8       DOSCI Verification for River Region 4 - July 11 -
           August 10, 1968	    91
 9       DOSCI Verification for River Region 4 - August 11  -
           September 10, 1968	    93
10       DOSCI Verification for River Region 5 - August, 1971.  .    94
11       DOSCI Verification for River Region 5 - September,
           1971	    94
12       RIVSCI Verification  for River Region 1 - August 16 -
           September 16, 1971	    96
13       RIVSCI Verification  for River Region 2 - August,
           1969	    98
14       RIVSCI Verification  for River Region 2 - September,
           1969	   103
15       RIVSCI Verification  for River Region 3 - August,
           1969	   Ill
16       RIVSCI Verification  for River Region 3 - September,
           1969	   112
17       RIVSCI Verification  for River Region 4 - July 11 -
           August 10, 1968	   113
18       RIVSCI Verification  for River Region 4 - August 11 -
           September 10, 1968	   113
19       RIVSCI Verification  for River Region 5 - September,
           1971	   115
20       LAKSCI Verification  for Long Lake - June 1  -
           November 30, 1971	   119
21       LAKSCI Verification  for Long Lake Outflow - June 1 -
           November 30, 1971	   121
22       LAKSCI Verification  for Coeur d'Alene Lake  - June  1 -
           November 30, 1971	   130
23       Parameters Analyzed  for Sensitivity in Each Revised
           Model, and Their Base Values	   136
24       DOSCI Base Concentration  Values  (River Region 2,
           August 1969)   	   139
25       DOSCI Sensitivity  Run  1:  15% Increase in BOD Decay
           Coefficient, K	   140
26       DOSCI Sensitivity  Run  2:  15% Increase in Reaeration
           Coefficient, K	   141
                           viii

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                          TABLES (Continued)
NO.                                                              PAGE

27       DOSCI Sensitivity Run 3:  15% Increase in NH  Decay
           Coefficient	142
28       DOSCI Sensitivity Run 4:  15% Increase in NH
           Volitization Coefficient  	  143
29       DOSCI Sensitivity Run 5:  15% Increase in Zinc
           Settling Coefficient  	  144
30       DOSCI Sensitivity Run 6:  15% Increase in Stream-
           flow	145
31       RIVSCI Base Concentration Values (River Region 2,
           August 1969)   	  148
32       RIVSCI Sensitivity Run 1:  15% Increase in BOD Decay
           Coefficient, K	149
33       RIVSCI Sensitivity Run 2:  15% Increase in Reaeration
           Coefficient, K2	150
34       RIVSCI Sensitivity Run 3:  15% Increase in NH3
           Decay Coefficient	151
35       RIVSCI Sensitivity Run 4:  15% Increase in NH-
           Volitization Coefficient  	  152
36       RIVSCI Sensitivity Run 5:  15% Increase in Zinc
           Settling Coefficient  	  153
37       RIVSCI Sensitivity Run 6:  50% Decrease in Time Step.  .  154
38       RIVSCI Sensitivity Run 7:  100% Increase in Time
           Step	155
39       LAKSCI Base Concentration Values (Long Lake, June -
           November, 1971) 	  160
40       LAKSCI Sensitivity Run 1:  15% Increase in BOD
           Decay Coefficient, K	161
41       LAKSCI Sensitivity Run 2:  15% Increase in Reaeration
           Coefficient, K	162
42       LAKSCI Sensitivity Run 3:  15% Increase in NH
           Decay Coefficient	163
43       LAKSCI Sensitivity Run 4:  15% Increase in NH
           Volitization Coefficient  	  164
44       LAKSCI Sensitivity Run 5:  15% Increase in Zinc
           Settling Coefficient  	  165
45       LAKSCI Sensitivity Run 6:  100% Increase in Time
           Step	166
46       Variations of Extreme Predicted Concentration, With
           Three Alternative  Boundary Conditions, for Six
           Principal Constituents   	  181
47       Prototype Water  Quality in the Spokane Arm of F.D.
           Roosevelt Lake Compared with Simulations For the
           Base Case	182
                              xx

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                          TABLES  (Continued)
NO.                                                              PAGE

48       Prototype Water Quality in the Spokane Arm of
           F.D. Roosevelt Lake Compared with Simulations
           Resulting From Alternative Downstream Boundary
           Condition (a)	183
49       Prototype Water Quality in the Spokane Arm of
           F.D. Roosevelt Lake Compared with Simulations
           Resulting from Alternative Downstream Boundary
           Condition (b)	184
50       Prototype Water Quality in the Spokane Arm of
           F.D. Roosevelt Lake Compared with Simulations
           Resulting from Alternative Downstream Boundary
           Condition (c)	185

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                               SECTION I

                    CONCLUSIONS AND RECOMMENDATIONS
CONCLUSIONS

Under the sponsorship of the Environmental Protection Agency the Con-
tractor, Systems Control, Inc. has modified three existing general
computer codes of water quality models, assembled the available data
required for their application to the Spokane River Basin, verified
the models on the Basin to the extent possible with the available data,
and conducted sensitivity analyses with them.

The three revised models are herein named:

     The Steady-state Stream Model (DOSCI)
     The Dynamic Stream Model  (RIVSCI)
     The Stratified Reservoir Model (LAKSCI) .

Model Capabilities

The three modified models are all capable of simulating the behavior
of various subsets of up to sixteen different water quality con-
stitutents.  All kinetic reaction rates are functions of water
temperature.

The other capabilities of the three models, possessed before the modi-
fications made in this project, are described in the respective user's
manuals.

Data Assessment

Historical hydrologic, water quality and meteorologic data for the
basin  (dated generally through 1971, plus limited lake data for 1972)
were collected and assessed (see Volume II - Data Report).  For model
verification purposes, the following simulation periods were selected:
     River Region

1.  St. Joe-St. Maries
2.  Coeur d'Alene
3.  Upper Spokane
4.  Little Spokane
5.  Lower Spokane

        Lake

1.  Coeur d'Alene L.
2.  Long Lake
3.  Spokane Arm of Roosevelt L
     Simulation Periods

July 16 - Sept. 16, 1971
Aug. 1 - Sept. 30, 1969
Aug. 1 - Sept. 30, 1969
July 15 - Sept. 15, 1968
Aug. 1 - Sept. 30, 1971

     Simulation Periods

     June - November 1971
     June - November 1971
     June - November 1970

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The data for these periods were prepared as input for the appropriate
models.

The most significant data deficiencies found were:

(a)  Chlorophyll-a. (algae) data in all the receiving waters, and BOD
     data in streams.

(b)  Synchronous quality data for waste loads and receiving waters.

(c)  Quality data for constituents other than BOD in municipal wastes.

(d)  Physical data for streams.

(e)  Quality data (including temperature) for lakes, particularly subsurface.

These deficiencies generally resulted only in reduced accuracy or extent
(such as number of constituents) of the verifications.

Model Applications

1.   The three modified models are written in the FORTRAN IV programming
     language with a minimum of machine-dependent features.  To date
     the programs have been successfully tested on two independent har-
     ware systems.

2.   The models were developed on a general basis so that they may be
     applied to other basins by changing only the input data.

3.   Three User's Manuals, Volumes IV, V, and VI, are furnished des-
     cribing for each model the modified and new computer programs and
     subroutines, data input and output, and complete instructions on
     applications to individual rivers and lakes.

4.   The user should be knowledgeable in FORTRAN programming, operating
     systems interfacing, and the engineering aspects of the proto-
     types, especially if the models are to be applied to cases signi-
     ficantly different from the cases described in Part 4.

5.   Data requirements are common to engineering practice and are mainly
     descriptive of the prototypes.

Model Limitations

1.   Data analyses and interpretation are essential.

2.   Only one river region or lake is simulated during a computational
     run.  Thus, the basinwide effects of changes in one area are not
     directly evaluated.   However, the user may prepare input for each
     downstream model from the output produced by its immediately up-
     stream model(s)  to obtain such results sequentially.

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3.   Quality, and to a lesser extent quantity, verifications achieved
     are in a number of instances or aspects only approximate due to
     the sparsity of prototype data.

4.   Algorithms representative of biological and chemical water quality
     processes are based on the current state-of-the-art, in what is a
     rapidly evolving field.

5.   In areas of the models which have been inadequately tested to date
     due to data deficiencies, a need for further verification and
     possible modifications should be anticipated.

6.   The models do not optimize to a specific solution, but rather pro-
     vide detailed,analyses of user selected alternatives.

7-   The Dynamic Stream Model and the Stratified Reservoir Model can
     simulate individual transient events which may or may not repre-
     sent the random occurrence and probabilistic nature of the proto-
     type hydrologic phenomena.  However, subject to fund limitations,
     any number of independent events may be simulated separately to
     support such analyses.

Verification Results

1.   The three modified models were successfully applied and verified,
     subject to the limitations of available prototype data, on five
     river subregions and two lakes in the Spokane River Basin.  The
     Dynamic Stream Model was verified for steady-state conditions
     only.

2.   The use of prototype data for selected simulation periods, to-
     gether with receiving water simulation in the appropriate modified
     and verified model(s), offers a means of significantly improved
     characterization of the Spokane River Basin.

3.   The dynamic modeling of the receiving waters permits the evaluation
     of the transient load problem as well as the pollutant effects
     averaged out to steady-state conditions.

Sensitivity Analyses

The relative importance of a number of individual model parameters were
determined (see Part 5 of this volume) from sensitivity analyses con-
ducted with all three models.

A preferred modification to the downstream boundary condition within the
Stratified Reservoir Model was selected from a number of alternatives,
to provide the most appropriate representation of the Spokane River Arm
of Lake Roosevelt (see Part 6 of this volume).

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RECOMMENDATIONS

1.  It is recommended that the Steady-state Stream Model, the Dynamic
    Stream Model, and the Stratified Reservoir Model be put to work on
    real problems in the Spokane River Basin.  The use, evaluation, and
    continuous improvement of the models are essential to their credi-
    bility and effectiveness.

2.  It is recommended that further special data gathering efforts be
    made to improve the availability of synchronous waste load and water
    quality data for all the constituents of interest.  These efforts
    could be made on an area-by-area (river subregion, or lake) basis.
    Past work with data documented in Volume II of this report and with
    verification runs should be used as a guide to the design of an
    effective data gathering program.

3.  It is recommended that further verification with the improved data
    gathered under the previous recommendation be carried out and
    thoroughly documented.

4.  It is also recommended that the following further work be done with
    the models:

    a.  Verify the stream models for BOD and chlorophyll-a.

    b.  Verify the Stratified Lake Model for chlorophyll-a_ and for more
        quality data at varying depths below the surface.

    c.  Verify the Dynamic Stream Model for transient conditions (on
        both a river and an estuary).

    d.  Include organic nitrogen and possibly zooplankton as additional
        quality constituents.

    e.  Automate and generalize the alternative downstream boundary
        capabilities of the special version of the Stratified Lake
        Model  (see Part 6 of this volume).

5.  It is recommended that the availability of the models be called to
    the attention of those Federal, State, and local agencies responsible
    for planning the maintenance and enhancement of water quality.

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            PART 1
        PROJECT SUMMARY
II.  Introduction
          Origins of the Models
          Objectives of the Project
          Method of Approach
          Contract Deliverables

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                              SECTION II

                             INTRODUCTION
In early 1972 the Environmental Protection Agency initiated a program
to provide mathematical models of river basins for utilization in
planning the abatement of water pollution throughout the United States.
The objective was to provide models for as many basins as funding
would permit.

The choice of basins was dependent on various considerations, including
the magnitude of the pollution problems, planning needs, and agency
capability to use the model.  Basins were approximately scaled to be
EPA STORET minor basin size.

This project, the Spokane River Basin Model Project, was one in the
series to accomplish the above mentioned objective.

The main task for the contractor, Systems Control, Inc. was (1) to
adapt selected existing general models to the basin; (2) to assemble
and use historical data; (3) to provide calibrated and verified pre-
dictive models; and  (4) to train EPA, State, and local personnel to
use the models.

ORIGINS OF THE MODELS
The three previously existing models listed below were to be utilized
and modified as necessary in this project.

DO SAG

     Texas Water Development Board, September 1970, Austin, Texas.
     Report  (Accession Number PB-202-974) available from U.S.
     Department of Commerce, National Technical Information Service,
     Springfield, Virginia 22151, Price $3.00.

DOSAG is a steady-state model for predicting biochemical oxygen demand
(BOD) and dissolved oxygen (DO) levels in a stream under specified
hydraulic and wasteload conditions.  The model can be used to determine
the streamflow required to maintain a desired dissolved oxygen level in
a stream.  The model accommodates both carbonaceous and nitrogenous
oxygen demands.

Deep Reservoir Model

     EPA-Office of Water Programs, Water Pollution Control Research
     Series, Mathematical Models for the Prediction of Thermal Energy
     Changes in Impoundments, December 1969, U.S. Government Printing
     Office, Washington, D.C.   20242, Price $1.50.

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The Deep Reservoir Model predicts the thermal regime of a stratified
reservoir under various hydrologic, meteorologic, and hydraulic con-
ditions.  The model accounts for external heat change by the usual
heat budget components.  Internal heat transfer is accomplished by
the penetration of short-wave radiation, eddy diffusion, and vertical
advection.  The model can simulate weakly stratified reservoirs
(tilted isotherms) by representing the reservoir as a set of smaller
reservoirs (segments) that are coupled by heat and mass continuity.

Shortly after project initiation the EPA specified that a subsequent
version of this model should be used.  This new version, developed for
the U.S. Army Corps of Engineers, was the Libby Dam version, a modifi-
cation of the Dworshak Reservoir version, which itself is a modification
of the above original Deep Reservoir Model version.  These two revised
versions are documented in References 1 and 2.

Storm Water Management Model

     EPA-Office of Water Programs, Water Pollution Control Research
     Series, Storm Water Management Model, July 1971, U.S. Government
     Printing Office, Washington, D.C.  20242, Volumes I-IV.  Price
     $9.00 per set.

This model is a series of modules designed to simulate overland flow,
runoff quality, flow routing or storage in the collection system,
various treatment methods, and receiving water quality.  The receiving
water may be a stream, lake, or estuary.

Only the receiving water module of the Storm Water Management Model was
required for the purposes of this project.

The capabilities of these three as-delivered original models are illus-
trated further in Volume III (Verification Report) of this project
report.

OBJECTIVES OF THE PROJECT

In brief, the objectives of the project were to modify and apply mathe-
matical models for water quality to the Spokane River Basin in Washing-
ton and Idaho.  The final models were to be capable of predicting water
quality levels resulting from alternative basin-wide wastewater manage-
ment schemes.  The models were to be calibrated and verified using
existing historical hydrologic, water quality, and meteorologic data.
The completed models were to be provided as source card decks in
FORTRAN IV (level G) language, executable on the IBM 360/65 or 370/155
system.  The card decks were to be accompanied with complete documenta-
tion including program listing and user manual.  The Contractor was to
conduct a seminar at the EPA Region X office (Seattle) to train selected
EPA, State, and local personnel to use the completed models.

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The system of rivers and lakes to be modeled in this project is depicted
in Fig. 1.  First, the necessary physical, hydrologic, water quality and
meteorologic data were to be assembled and assessed, and used to select
historical simulation periods for the various models.  Two one-month,
summer low flow simulation periods were required for each river, and
one six-month fall simulation period was required for each lake.  Net-
works of the stream and reservoir segments, appropriate to inflow
locations and the computer codes were required next.  The three as-
delivered models were then to be applied, with a minimum of modification,
to all the networks for the selected simulation periods.

Next, the three models were to be modified and expanded to provide the
capability to predict the concentrations of all, or specified subsets
of, the following water quality constituents:  total nitrogen, chlorides,
three heavy metal ions (five conservatives); and phosphorus, coliforms,
ammonia, nitrite, nitrate, carbonaceous BOD, chlorophyll-a, DO, and
three heavy metals (eleven nonconservatives).  Numerous linkages between
various constituents were required.  The modified models were to be
applied to, and verified on, the entire network to simulate historical
water quality conditions.

Sensitivity analyses were to be conducted with all three modified models
to determine the relative importance of a number of individual model
parameters.  The reservoir model was also to be further studied to
investigate its applicability to the Spokane River Arm of Lake Roosevelt,
using a downstream boundary other than a dam.

METHOD OF APPROACH

The work to be undertaken was broken down for administrative purposes
into the following five phases and 23 tasks:

PHASE I  SYSTEM LAYOUT AND DATA ASSEMBLY

     Task  1 - Lay Out Stream and Reservoir Network
     Task  2 - Assemble Data
     Task  3 - Assess Data
     Task  4 - Coordinate Data with Network
     Task  5 - Prepare Data Report

PHASE II  APPLICATION AND VERIFICATION OF SPECIFIC COMPUTER CODES

     Task  6 - Select Simulation Periods
     Task  7 - Prepare Input Data for Models
     Task  8 - Apply DOSAG Model in Present Form
     Task  9 - Apply Storm Water Management Model in Present Form
     Task 10 - Apply Deep Reservoir Model in Present Form
     Task 11 - Prepare Verification Report  and Deliver Model
               Programs

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            WASHINGTON  j IDAHO
FIGURE  1.   SPOKANE RIVER BASIN  (portions modeled in bold)

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PHASE III  DIRECTED MODIFICATION AND VERIFICATION OF SPECIFIC
           COMPUTER CODES

     Task 12 - Improve and Expand the Three Models
     Task 13 - Study Deep Reservoir Model Downstream Boundary
     Task 14 - Apply and Verify Modified DOSAG Model
     Task 15 - Apply and Verify Modified Storm Water Management Model
     Task 16 - Apply and Verify Modified Deep Reservoir Model
     Task 17 - Prepare User's Manuals and Deliver Modified Model
               Programs
     Task 18 - Apply and Verify All Three Models on the Entire System

PHASE IV  SENSITIVITY STUDIES AND MODEL DOCUMENTATION

     Task 19 - Conduct and Report on Sensitivity Analysis
     Task 20 - Prepare Documentation Report

PHASE V  TRAINING OF EPA-STATE PERSONNEL

     Task 21 - Conduct Training Seminar

ALL PHASES  OTHER REPORTS OF WORK

     Task 22 - Prepare Monthly Progress Reports
     Task 23 - Prepare Final Report
Because of an urgent need  for  certain Phase  III deliverables,  some
Phase II model applications were  in  fact delayed until  after their
respective Phase  III applications.

Since the lakes to be modeled  naturally segmented  the river system  in
the basin, the system was  divided for convenience  into  the five  River
Regions indicated on Fig.  2.

Communications between  the Contractor and  the  EPA's  Project Officer were
maintained by regular telephone conferences  and through visits by both
parties.

CONTRACT DELIVERABLES
The  three types of  deliverables  to be  provided within  this  project were:
computer card  decks,  reports  and documentation,  and  a  seminar.

The  computer card decks  required were  as  follows:

a.   The source program decks  for the Phase  II versions (essentially
     as-delivered to SCI)  of the  three  models  (three  source  decks).

b.   The data decks  for the Phase II applications of  the above  two  river
     models  to  five  river  regions (two  simulation periods each)  and of
     the above  lake  model  to two  lakes  (22 data decks).
                              11

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                             Region 4.
SCALE       River Region designations arc approximate.
 10     20
                                                                                                          Le&ead

                                                                                                       P> Rlvfi H1U«4«
                               FIGURE  2.   LAYOUT  OF  SPOKANE  RIVER SYSTEM

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c.  The source program decks for the Phase III (modified) versions of
    the three models  (three source decks).

d.  The data decks for the Phase III applications of the above two
    river models to five river regions (two simulation periods each)
    and of the above lake model to two lakes  (22 data decks).

This provided a total of 50 computer card decks.

The reports and documentation required were:

a.  Monthly Progress Reports

b.  Intermediate Reports
    1.  Phase I Data Report (included as Volume II of this final
        project report).
    2.  Phase II Verification Report (included as Volume III of this
        final project report).
    3.  Phase III User's Manuals, for each of the three revised models
        (included as Volumes IV, V and VI of  this final project report)
    4.  Phase IV Sensitivity Analysis Report  (included as Part 5 of
        this volume).
    5.  Phase IV Documentation Report  (included as Parts 2, 3 and 4 of
        this volume).
c.  Final Report  (composed of all the Intermediate Reports, as described
    above, plus an overall project summary, as included in the intro-
    ductory material and Parts 1 and 7 of this volume).

The resulting principal project report is divided into six volumes.
This volume (Volume I), the "Final Report," contains the background,
assumptions, principles and techniques used in the modification of the
three models.  It further includes the methods and results of each
model's applications, verifications, and sensitivity analyses.  It also
presents the results of the lake downstream boundary study.

Volume II, "Data Report," describes the methods used in data collection
and assessment, summarizes the results, and selects simulation periods
for each of the models.

Volume III, "Verification Report," itemizes the results of the Phase II
simulations with the essentially as-delivered versions of the three
models.

Volumes IV, V and VI, titled respectively "User's Manual for Steady-
state Stream Model," "User's Manual for Dynamic Stream Model," and
"User's Manual for Stratified Reservoir Model," contain program des-
criptions, flowcharts, instructions on data preparation and program
usage, and complete program listings.

The seminar required to be conducted by the contractor was a three-day
seminar for EPA, State and local personnel on the use of the models.
                               13

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                  PART  2
            THE  MODIFIED MODELS
III.   General Information

          The Problem
          The Modified Models
          Model Applications
             User Capabilities  Required
             Data Requirements
             Execution Costs

IV.   Programming Considerations

          Programming Language
          Machine Requirements and Compatibility
          Storage and Data Files
          Program Compile and Execution
                  15

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                              SECTION III

                          GENERAL INFORMATION
The three models modified and applied in this project are intended to
serve as basic tools for modeling and evaluating phenomena associated
with water quality in the principal rivers and lakes of the Spokane
River Basin, and, through simulation, to indicate responses to selected
alternative water quality management strategies.

The models are quite general in the sense that, given the appropriate
data which would enable their verification, they may be used to simulate
any other rivers and lakes in similar ways to those described in this
report.

THE PROBLEM

Polluting constituents generally enter receiving waters either directly
with wastes from industrial or municipal outfalls, or indirectly with
tributary stream flows or ground water seepages.  Other constituents,
e.g., dissolved oxygen and temperature (heat) may also enter directly
from the atmosphere.  Still others, such as chlorophyll-a, may be gen-
erated within the waters themselves as a result of natural life processes
which occur there.

Such constituents will be transported around by the movements of the
waters, and they may diffuse through the water bodies.  Also many of
them will decay with time, perhaps as a result of settling out or dying
off.  Furthermore, many constituents will interact with other consti-
tuents.  Examples of this are the well known BOD-DO relationship, or
the growth of algae consuming various nutrients and producing oxygen
and chlorophyll-a.  The toxic effects of heavy metals on living consti-
tuents such as coliforms and algae are examples of less well understood
interactions.

Given such a large number of contemporaneous processes, varying in both
location and in time, the estimation of the concentration of any con-
stituent at any point in space and time from a knowledge of the waste-
loads and the physical system can clearly be an extremely complex task.
The consequences everywhere of a change in a waste load, or an under-
standing of how the related phenomena interplay, appear even more
difficult questions.  It is questions such as these that the models
modified and applied in this project attempt to answer.

THE MODIFIED MODELS
The Steady-state  Stream Model  (DOSCI), the Dynamic  Stream Model  (RIVSCI)
and the Stratified Reservoir Model  (LAKSCI) use a high speed digital
computer to simulate prototype conditions on  the basis of streamflow,
groundwater and wasteload  inputs, meteorologic conditions  (to varying
                                17

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extents), and receiving water system characteristics, to predict out-
comes in the form of quantity and quality values.

DOSCI accepts constant inflow rates from headwaters and tributaries,
and constant waste loads, and solves for steady-state flowrates and
water quality conditions  (constituent concentrations) throughout the
river system.

RIVSCI accepts either or both constant and transient waste loads and
inflow rates from headwaters and tributaries, and on the basis of
the prevailing climatic conditions and channel configurations, computes
hydrographs and pollutographs (in the transient case) for points
throughout the river system.

LAKSCI accepts transient inflow quantity and quality data and meteoro-
logic data and, on the basis of the reservoir configuration and outlet
conditions, computes the time-varying movements of water and constituent
concentrations within all levels of the lake.

Such simulation techniques permit relatively easy interpretation of
results and permit the study of numerous alternative variations rela-
tively rapidly.

The structures of these three models are described in their respective
User's Manuals (Volumes IV through VT).  The quality constituents
simulated are BOD, DO, coliforms, phosphorus, ammonia, nitrite, nitrate,
total nitrogen, chlorophyll-a, chlorides, three heavy metals and three
heavy metal ions.  Water temperature is also simulated in the Stratified
Reservoir Model.

MODEL APPLICATIONS
The programs are suitable for use by those responsible for water quality
management and planning as tools for evaluating the effects on receiving
water quality of existing and future waste loads, and for comparing the
consequences of alternative abatement schemes.

Programming considerations are discussed in Section IV.

User Capabilities Required

Computer  runs involving only input data changes to the provided data
decks, such as in the waste loads or flow rates, may be readily accom-
plished by engineers having only a brief familiarization with computer
programming, by following the step-by-step instructions furnished in
the User's Manual.

For the initial setup for runs significantly different from the runs
described in Part 4, a knowledge of FORTRAN programming and operating
systems interfacing is recommended.
                              18

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Data Requirements

The precise data requirements of each model are documented for each
model in its User's Manual.  The types of data needed may be briefly
summarized as:

a.  Physical data characterizing the receiving water;
b.  Hydrologic data including flow rates and water surface elevations;
c.  Waste loads and water quality data; and
d.  Meteorologic data  (not all models).

The sizes of the data  decks required for the Spokane River Basin
applications were approximately as follows:

    Steady-state Stream Model:           75  -  275 punched cards
    Dynamic Stream Model:                75  -  250 punched cards
    Stratified Reservoir Model:         250  -  275 punched cards

Considerable portions  of the required input data may be omitted by taking
advantage of incorporated default values and by restricting the number of
water quality constituents simulated; this effectively simplifies the
models.
 Execution  Costs^

 Based  on the  runs  made with these modified models  during the course
 of  this  project,  the cost of a single run (excluding compilation)
 made with  each of  the models on application to the Spokane River
 Basin, similar in  extent  to the runs described in  Part 4,  should be
 approximately as  follows:

     Steady-state  Stream Model:          $ 3  -  $  6
     Dynamic Stream Model:               $20  -  $30
     Stratified Reservoir  Model:         $40  -  $50
                                19

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                              SECTION IV

                      PROGRAMMING CONSIDERATIONS
Programming Language

The programming was written in the FORTRAN IV (Level G) language which
was restricted to make it compatible with UNIVAC 1108 and IBM 360 and 370
computers.

The programming modifications and additions of this project were carried
out in such a way as to be comprehensible to subsequent users.  This was
assured by the thorough documentation submitted in Volumes IV through VI
of this series, by commenting in the code, and by using variable names
with mnemonic value.

The main programs and considerable numbers of subprograms comprising the
source decks of the three models modified in this project consist of
approximately the following number of FORTRAN statements:

     Steady-state Stream Model:         2000 statements
     Dynamic Stream Model:              3600 statements
     Stratified Reservoir Stream Model: 3000 statements

Machine Requirements and Compatibility

During the course of this project the models were all successfully run on
both a UNIVAC 1108 and an IBM 370/155 system, and by the Region X (Seattle)
EPA office on their IBM system.

Storage and Data Files

The core storage capacities required by the models are as follows:

     Steady-state Stream Model:         108 K bytes
     Dynamic Stream Model:              200 K bytes
     Stratified  Reservoir Model:        200 K bytes

In addition, two peripheral storage units are required by RIVSCI and
one peripheral storage unit is required by LAKSCI.  These storage devices
may consist of tapes and/or disks depending on the machine configuration.
                              21

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Program Compile and Execution

Approximate IBM 370/155 run times were:

                                   Compile and
                                   Link Edit           Execute

     Steady-state Stream Model:     1.0  min.          0.35 min.
     Dynamic Stream Model:          1.75 min.          1.85 min.
     Stratified Reservoir Model:    1.5  min.          3.50 min.

The execution times are for typical applications to the Spokane River
Basin, similar in extent to those described in Part 4.
                               22

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                PART 3
           MODEL ALGORITHMS
V.     Quantity Algorithms
           Steady-state Stream Model
           Dynamic Stream Model
           Stratified Reservoir Model
VI.    Quality Algorith
            .ms
 Introduction
    Conservatives
    Nonconservatives
 Heavy Metals
 Coliforms
 Biochemical Oxygen Demand
 Nitrogen
    Ammonia Decay
    Ammonia Volitization
    Nitrite Decay
    Nitrate Settling
 Algae (Chlorophyll-ji)
    Algal Growth
    Algal Respiration
    Algal Sinking
    Algal Death
 Phosphorus
    Phosphorus Settling
 Benthal Releases
Dissolved Oxygen
    Benthal Oxygen Demand
    Reaeration
Constituent Subset Options
Total Changes
               23

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                               SECTION V

                          QUANTITY ALGORITHMS
The quantity (hydrodynamic) algorithms employed by the three programs
developed for this project remain virtually unchanged from their orig-
inal forms.  A brief description of the processes used, including
changes made for this project, follow.

Steady-state Stream Model

The Steady-state Stream Model  (DOSCI) as such has no separate "quantity"
or hydrodynamic portion.  A river is divided into reaches, and the flow
Q in any reach is simply the sum of all upstream and tributary flows.
The depth D and velocity V in  a reach are calculated as functions of Q
and parameters a, b, c, d  input for the reach, according to


                    D = a Qb

                    V =  c Qd   .
Minor modifications made to the DOSAG code are described  in Appendix A
of Volume III of this report.

Dynamic Stream Model

In the Dynamic Stream Model (RIVSCI) a river system  is  treated  as  a
series of "channels" and "junctions."  A detailed description of the
quantity algorithms employed in this model to solve  for such a  system,
including all appropriate equations, may be found in Section 10 of
Reference [3].  Briefly, RIVSCI solves the equation  of  motion for  a one-
dimensional channel
                     9v       9v      9H     c   ,    c
                     Trr=~v^	§ ^	g S£ +  §  s
                     9t       dx      8x    &  f      w
where               v  = Velocity
                    t  = Time
                    x  = Distance
                    H  = Water surface elevation measured  from a
                         datum plane
                    g  = Gravitational acceleration

                                              2  I  I
                    S.. = Energy  gradient  =
                                             2.2R1-33
                                25

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                    S  = Wind stress
                     w

                    n  = Manning friction factor
                    R  = Hydraulic radius

and the continuity equation for a junction


                               k
where               A  = Surface area of junction
                     s             ,
                    Q. = Flow in i   connecting channel

                    Q  = Tributary (boundary) flow into the junction

for each channel and junction for each time step during the simulation
period.  Both of the above equations are integrated in their finite
difference forms by a modified Runge-Kutta technique which involves
dividing the integration time step into four subintervals .  In this
way, time histories of channel velocities and flows and junction head
elevations are generated.  Since channel widths are known, this infor-
mation completely defines the hydrodynamics of the systems.

The data generated as described above are stored for use by the quality
portion of RIVSCI.  In particular, the flow and velocity in each channel
and the volume of each junction are required for each qulaity integra-
tion time step .

During this project RIVSCI was used to simulate steady state conditions
only.  The quantity portion was executed until steady state conditions
were obtained, i.e., until all flows, velocities, and volumes stabilized.
These "converged" data were then used as the hydrodynamic base for the
quality calculations.

In the process of applying RIVSCI to the various regions in the Spokane
Basin, several changes to the quantity algorithms described in Reference
[3] were found to be necessary.  These changes are described in Appendix
B of Volume III of this report.

Stratified Reservoir Model

The hydrodynamics of the Stratified Reservoir Model  (LAKSCI) are based on
the asuumption that a lake may be represented by a series of horizontal
slices, each uniformly mixed.  All slices have the same thickness
(typically from one foot to two meters) except the top one.  The model
solves for advection and diffusion, etc., between these layers.  The
volume V and surface area A of the lake are expressed as a function of its
depth d by the equations :
                                26

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                    V =
                    A =
where G-, c^, c_ are coefficients  (not necessarily nonzero).  LAKSCI
uses these equations and the daily lake inflow and outflow to calculate
the surface elevation of the lake on a daily basis throughout the simula-
tion period.  The surface elevation determines the thickness of the top
layer and the total number of lake layers.  Hence, for a given day, the
volume of each lake layer is known.  The flows into and out of the
various lake layers are calculated as follows :

1.   The lake inflow is distributed into the appropriate lake layers
     according to temperature and volume considerations.

2.   The lake outflow is withdrawn from the appropriate lake layers
     according to outlet position, outlet size, and outflow and lake
     layer volume and temperature considerations .

3.   Advection flows are calculated by assuming that the total flow
     into a layer is equal to the total flow out of the layer, with
     the exception of the top layer.

The equations used in step 1 are described on pages 89-90 of Reference
[4].  The equations used in step 2 are described on page 78-81 of
Reference [4] .

As with RIVSCI, several changes were necessary before the quantity
portion of the code could be applied to the Spokane Basin.  Most of
these changes are described in Appendix C of Volume III of this report.
Two additional changes  [5] involved:

     (i)  Correcting the calculations used in determining which lake
          layer (s) should receive the inflow  (if the inflow tempera-
          ture was not within the temperature range of the lake and
          conditions were such that the entire inflow could go into
          a single layer, the inflow was previously lost) ,  and

     (ii) Correcting a possible "divide by zero" error in the same
          calculations .
                                27

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                              SECTION VI

                          QUALITY ALGORITHMS
INTRODUCTION

This section describes in detail the algorithms employed in this project
to simulate the reactions occurring among the chemical and biological
quality constituents in the various lakes and streams.  The influences
of temperature, physical characteristics of the system being modeled,
and environmental conditions are included.  The original models, prior
to thier modification in this project, had the capabilities to simulate
only the following quality constituents:

DOSAG:    DO, carbonaceous BOD, nitrogenous BOD

RWM:      five constituents, any of which could decay and be linked to
          any other

DRM:      temperature

The only original algorithm left unchanged is that for temperature in
the DRM.  All the other original algorithms have been replaced by those
described in this section.

The three modified models each now have the capability to simulate the
following sixteen quality constituents  (in addition to temperature in
the Stratified Reservoir Model):

Conservatives
     Total nitrogen
     Chlorides
     Three heavy metal ions

Nonconservatives
     Carbonaceous BOD (first order kinetics)
     Coliforms (first order kinetics)
     Ammonia (first or second order kinetics)
     Nitrite (first or second order kinetics)
     Nitrate (first or second order kinetics)
     Phosphorus  (first or second order kinetics)
     Chlorophyll a_ (representing algae)
     Dissolved oxygen
     Three heavy metals (first order kinetics)

These constituents are simulated simultaneously, and many linkages exist
between them.  In some cases, a few minor variations exist in the algo-
rithms employed for the same constituent in the three models.  The number
of these constituents to be modeled, and their linkages, may be selected
                                29

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at run time from any of numerous subsets, which minimizes input data
requirements, computation time, and quantity of output.  All reaction
rate coefficients are temperature dependent.

The equations enumerated hereinafter, and the typical values of the
various reaction and settling coefficients which are stated, form the
basis for the water quality algorithms of the three programs DOSCI,
RIVSCI, and LAKSCI, developed by Systems Control, Inc. for use on the
Spokane River Basin in the States of Washington and Idaho.

Each of the models works in basically the same manner.  The concentra-
tions of all constituents in a given volume of water are known at time
t,  and the concentrations are desired at time  t + At.  In the stead-
state model DOSCI,  t represents the time a particle is at the head of
a river section and  At  is the travel time through the section.  In
the dynamic model RIVSCI the volume of water under consideration is a
section of river and  At  is the integration time step size.  For RIVSCI
At  is nominally one hour.  In the dynamic model LAKSCI the volume of
water under consideration is a horizontal slice of the lake and  At  is
the integration step size.  For LAKSCI  At  is nominally twelve hours.

Each model calculates all concentration changes in the volume under
consideration due to advection, diffusion (where included), and mass
addition from tributary inflow.  The resulting mixture then 'reacts'
for  At  according to the reactions defined in this section.

All rate coefficients in first order reactions (such as heavy metal
settling) and in second order reactions  (such as PO.-P decay) are to
the base  e.

HEAVY METALS

A heavy metal is modeled to settle or decay according to the first order
process equation
          HM   =  HM e
                                                                  (A.I)
where

HM
HM
K
          heavy metal concentration  at  time   t  hours  (mg/L)
          heavy metal concentration  at  time   0   (mg/L)
          heavy metal settling rate  coefficient  (  0-0.004 hour
          base e.)

The change over time   t  is  therefore  given by
          AHM  =  HM(e
                             -1)
(A.2)
                                30

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Heavy metal ions may either be modeled as a percentage of the non-
conservative heavy metal or as a conservative.  The related change in
ion concentrations if they are modeled as a percentage is simply
          AHMI =  pAHM                                            (A.3)


where

p    =    the ion percentage

In a stream settling represents a loss of heavy metal from the system.
In LAKSCI this term represents a loss from the layer being considered
and a gain to the layer beneath the layer being considered according to
the equations:

                  VT AR
          RATIO=   L  "                                           (A.4)
                   1-1 T

where

V    =    volume of layer   I
A_   =    area of bottom of layer  I
 JtJ
A    =    area of top of layer I
V    =    volume of underlying layer  1-1


          ARM     = - AHM   • RATIO                                (A.5)


where

AHM   =   change in heavy metal concentration in  layer   1-1 due  to
          settling from above
AHM   =   change in heavy metal concentration in  layer   I  due to
          settling out.

COLIFORMS

The coliform concentration  in a volume of water is modeled to change
according to the first order equation


          COL   =  COL e~Kt                                      (A.6)
                               31

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where

COL  =    the coliform concentration  at  time   0   (MPN/lOOmL)

COL  =    the coliform concentration  after  time   t  hours  (MPN/lOOmL)

K    =    the decay or growth rate  coefficient at T°C  (K>0 is  decay,
          K<0 is  growth)

Therefore the change in  COL  over  time   t  is given by


                         _T7j-
          ACOL  =  COL(e   -1)           MPN/lOOmL                (A. 7)
An example of a  situation  in which  coliforms would both  grow  and  decay
 (in different stream  reaches)  is  illustrated in  Figure 3.

The magnitude of K   is  usually less  than  0.1  hour   , base  e.   A  typical
value for decay  is 0.04  hour"  at a temperature  of 20 degrees  centigrade.
This value is corrected  to the temperature of  the water  according to  the
equation
                K—  V

            T    ~   20
where
T    =    water  temperature,  degree  C

6    «    1.07 for  coliforms

K    =    coliform  decay  rate coefficient  at  20°C  (reach  dependent)
Both BOD  and  heavy  metals  affect  coliform concentrations  by increasing
the decay rate.   BOD  does  this  by supporting a greater predator popula-
tion which consumes the  coliforms,  i.e.,  increases  the decay rate.   A
high heavy metal  concentration  (above  a certain threshold level)  is
toxic  and tends to  reduce  growth  and increase dieoff.

These  effects are accounted  for here by adjusting  K  by


           AK    '  ABOD  CBOD +  V [HM - ™0]                     (A'9)
                                32

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c
o
0)
u
c
o
o
M-l
o
u
     Growth
      Model
K<0
               Rapid Decay



                    -Assumed
                       S~
                     prototype
K large, > 0
                       Slow Decay
K near-zero, > 0
  A

Outfall
           Distance Downstream (time since  outfall)
FIGURE 3.  THE SIMULATION OF COLIFORM GROWTH AND DECAY IN STREAMS
                           33

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where

AT.QJ, =    a very small system  coefficient  (<.0001), which  is  temperature
          dependent
C    =    BOD concentration  (mg/L)
A^   =    a small system  coefficient  («.0001)
HM   =    heavy metal concentration  (mg/LO
HMO  =    heavy metal toxicity threshold  (~(X02  mg/L)

Thus the  final value of   K   used  in equation  (A.7)  is


     K     =   (K20 + VD CBQD> 0(T"20) +  V [HM - HM°]         (

where   [HM - HMO]  is set  to  zero  if HM < HMO
The units  for  coliform  concentrations  are  MPN/100ML.   Any coliform
group  (e.g., total,  fecal,  etc.)  may be simulated  with this  model
capability.

BIOCHEMICAL OXYGEN DEMAND

The linkages affecting  BOD  are  illustrated in Figure  4.

BOD is  reduced by bacterial decomposition, i.e.,  decay,  which consumes
oxygen  and produces   NH  and   PO,,  and by settling, according to the
following  first order equation:

                         -(K +K  )t
           BODt  =  BOD  e                     mg/L                (A.11)


where

BOD  =     concentration at  time   t  hours  (mg/L)

BOD  =     concentration at  time   0   (mg/L)

K    =     decay rate coefficient  at  T°C  (hour  )
                                         -1
K    =     settling rate coefficient  (hour   )
 s

The three  relevant changes  in BOD concentration are
                                 34

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                        BOD
Decay
                          Settling
                             Benthal
                             Releases
,  PO,
SEDIMENT
                                        BOTTOM DEPOSITS
    FIGURE 4.  RELATIONSHIPS IN THE BOD MODEL
                        35

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          ABODTQT  =  BOD (e (KT + V*-!)        mg/L           (A. 12)


                   =  BOD (e~V-l)               mg/L           (A. 13)
                                                  mg/L           (


Typical values of  K  at 20 degrees centigrade range from 0.004 hour
to 0.06 hour"1, base e.  This value of  Kon  is adjusted to temperature
T°C  by                                  2°
          KT  =  K20 0

where

9    =    1.07 for BOD

K   is independent of temperature and is typically less than O.IK.
For a typical stream velocity of 1 FPS,  K   is approximately equal  to
0.01K.                                    S

The changes in  DO,  NH--N  and PO -P  concentrations caused by
ABOD       are calculated by the following equations:
          BODMTL  =  ABOD     /BODOQ                             (A. 16)
where

BODMTL = amount of BOD material in BOD decay  (mg/L)

BODOQ  = BOD oxygen quotient  («1.5 mg 0  /mg  BOD)
          BODMC  =  BODMTL  • NOREFR                              (A. 17)
where

BODMC  = amount of BOD material  convertible  to  inorganic  forms  of
         nitrogen and phosphorus  (mg/L)
NOREFR = non-refractory  (biodegradeable)  fraction  of  the  organic
         material (KS 0.5)
          BODWT  =  BODC  • 12/BODPC                              (A.18)
                                36

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where

BODWT  = molar weight of BOD material  (g/mole)

BODC   = carbon to phosphorus ratio in BOD material  (~ 106.0)

BODPC  = dry weight fraction of carbon in BOD material (~ 0.49)


          BODNWR  =  BOON  • 14/BODWT                             (A.19)


where

BODNWR = fraction of BOD material  in organic nitrogen  form

BOON   = nitrogen to phosphorus ratio  in BOD material  («16.0)


          BODPWR  =  32/BODWT                                    (A.20)


where

BODPWR = fraction of BOD material  in organic phosphorus  form
           A(NH  -N)^^    =   BODMC  •  BODNWR                      (A. 21)
              ,5   BODD


           ACPO.-P)^^    =   BODMC  •  BODPWR                      (A.22)
              4   BODD


           A°BODD   =   ABODDECAY                                   (A'23)


 If   NH   and  N0?  are  not  being modeled,  BOD decays  directly  to   NO.,
 according to  Equation (A.91).   For LAKSCI  in particular we  have
           ABODT  ,  =  - ABOD,,-™  •  RATIO                           (A. 24)
               1—1
where  the  terms  are  defined  in the preceding heavy metals  section.

Other  influences on  BOD are  discussed under algal growth,  algal
respiration,  algal sinking,  and benthal releases.

NITROGEN

The  algorithms  described in  this section were incorporated to simulate
the  nitrification and volatization processes affecting the nitrogen
compounds.  The  linkages affecting these compounds are illustrated in
Figure 5 .
                                37

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    Volatization
            Algal
            Growth
Algal Respiration
BOD Decay
Benthal Releases
                                                       Decay
     FIGURE 5.  RELATIONSHIPS IN THE NITROGEN MODEL
                       38

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The actual quantity simulated by these models is the nitrogen content
of the compound, i.e., concentrations of mg-N/L.   This may  be computed
from the atomic weights to yield:

Weight (or concentration) of NH  -N =  0.822* weight (or concentration) of  NH~

Weight (or concentration) of NO  -N =  0.304* weight (or concentration) of  NO

Weight (or concentration) of NO  -N =  0.226* weight (or concentration) of  NO-

For input purposes, total nitrogen  (modeled as  a conservative)  may  be
computed from
     Total-N = NH  -N + NO  -N + NO  -N + Organic-N
Ammonia Decay

NH_-N  decays  to  NO  -N,   typically  according to  the  first  order
equation

                                -K  t
           (NH3-N)t  =  (NH3-N)e ^                              (A. 25)


where

 (NH -N)  =   concentration  at  time  t  (mg/L)

 (NH -N)  =   concentration  at  time  0  (mg/L)
   -*                                            _j
K        =   decay rate  coefficient at  T°C  (hour  )
The change over  time   t   is  given by
                                       -K t
          A(NH3-N)DECAY   =   (NH3-N)  (e     -1)      mg/L          (A. 26)


Typical values  of  K-,  at 20 degrees  range from 0.004 hour   to 0.012
hour   ,base  e.  K..   is adjusted  for  temperature  T  by


          KT = K20  e(T-20)                                    (A>2?)



Q   for  NH -N   is  typically  in  the range from 1.02 to 1.06.

Ammonia decay may  optionally be  modeled as a second order process,  in
which case the  algorithms used  are similar in form to those  for
phosphorus settling.
                                39

-------
This loss to  NH -N  is a gain to  NO.-N.  The reaction consumes oxygen
in two ways, both in the direct combination of oxygen  in  NH   oxidation
(nitrification) , and in the consumption of oxygen by the bacteria causing
the decay.  Thus 3.22 mg of oxygen are consumed per mg of  NH -N oxidized
to  NO -N.  These changes are represented by



          A(N°2-N>NH3  =  - A(NH3-N)DECAY                        (A'28)


          A°NH3  =  3'22 A(NH3-N)DECAY                           


The nitrification process is modeled  as not  occurring  if  the  dissolved
oxygen level is below 2 mg/L.

Ammonia Volitization

This process represents a direct loss of  NH —N   from  the nitrogen cycle.
In a lake this loss of ammonia  gas  can occur only from the surface layer.
The change in  NH -N  concentration over  t   hours is  given by


          A(NH3-N)VQL  =  -  (NH3-N)Kve9(T ~  20)t     mg/L      (A.29.5)


where

(NH.-N)   =    ammonia nitrogen concentration at  time   0   (mg/L)
   •J                                      _^
K         =    volitization  constant  (hour   )

T         =    water temperature  (°C)

Typical values for  K   and  9  are 0.01 hour  ,  base  e,  and  0.17
respectively.

Nitrite Decay

NO -N  decays  to  NO -N,  typically according to  the first order  equation

                                 T
                                -Kjt
           (NO  -N)   =   (NO -N)e                                 (A.30)

-------
where

 (NO -N)   =    concentration at time  t  hours  (mg/L)

 (NO -N)   =    concentration at time  0   (mg/L)
 T                                        o-l
K         =    decay rate coefficient at T C  (hour  )

The change over time  t  is given by
                                        T
                                      "V
          A(N02-N)DECAY  =  (N02-N)  (e  Z -1)     mg/L           (A. 31)


K»  is typically about three times the  NH -N   decay coefficient and is
corrected for temperature  T  with the same   6  used for the  NH -N
decay coefficient with the following equation


          KT  =  K20Q(T-20)                                     (A>32)



Nitrite decay may optionally be modeled as a  second order process, in
which case the algorithms used are similar in form to those for phospho-
 rus settling.

 This loss to  NO -N  is a gain to  NO -N.  As with  NH -N,  oxygen is
 consumed.  For each mg of  NO -N which decays to  NO_-N,   (nitrification)
 1.11 mg of oxygen are consumed.  If  there is  insufficient oxygen available
 to meet the demand, the process is reduced accordingly.  These changes are
 represented by
          A(N°3-N)N02  -  - A(NVN) DECAY                        (A'33)


          A°N02  -  1'11 A(N°2-N)DECAY                           (A'34)

Below DO  concentrations of 2.0 mg/L nitrification  is modeled  as  having
stopped entirely.

Nitrate Settling

This reaction represents direct loss of  NO  -N   from the nitrogen  cycle.
NO_-N  nominally settles according to the  first  order equation
                                  T
                                -v
           (NO -N)   =   (NO -N) e  J                              (A. 36)
                              41

-------
where

(NO -N)   =    concentration at time  t  hours  (mg/L)

(NO -N)   =    concentration at time  0   (mg/L)
 T                                                     -1
K         =    settling rate coefficient at  T°C   (hour  )

The change over  t  is thus given by

                                    -KTt
          A(N03-N)SET  =   (N03-N)  (e  3 -1)                      (A.37)


 T
K   is typically very small and is corrected for  temperature  T  by the

equation


          KT  =  K20e(T-20)                                     (A>38)


                                      20
6  for  K   is normally about 1.12;  K    ranges  from  0.004 to 0.04 per
hour, base e.

Nitrate settling may optionally be modeled as a second order process, in
which case the algorithms  used are similar in form to  those for  phospho-
rus settling.

Since the amount of  N03-N lost by settling is very small compared to
the amount of  NOo-N  consumed by algae,  K   is  usually set to  zero
if algae is being modeled.  If algae is not being modeled,  K~   may be
used to represent any NO--N loss due to algal consumption, and its value
should be based on the algal conditions of the water being modeled.  A
typical value in this case would be a value approximately equal  to the
NH -N  decay coefficient   K .

In LAKSCI,  K_ may be used only to simulate the   NO -N loss due to
algae.  If algae is being  modeled explicitly,  K    must be zero.  Since
algae grows only in the euphotic zone, the  NO_-N  loss due to algal
growth occurs only in the  euphotic zone and is exponentially distributed
from the lake surface downward to the euphotic depth.  The  NO»-N  losses
in the euphotic layers of  the lake are calculated by the following
equations.

The euphotic depth, i.e.,  the depth at which 99%  of the light incident
on the lake surface has been absorbed, is calculated by
          D  =   4.6052/X                                         (A.39)
where
X    =     extinction  coefficient  including  effects  of  algae  (m  )

                               42

-------
Assuming that there are  N  lake layers contained  in  the euphotic  zone,
the total  NO -N  loss due to algal  growth is calculated by

                                      "K3AVt
                               N)    (e      "1)                  (A'40)
where
 (NO -N)   =    the average  NO  -N  concentration  in  the  top  N
               layers of  the lake  (mg/L)
K         =    average  K  value  in  the  top  N   layers  of the  lake
               (hour  )
For each lake level  i  in  the  euphotic zone, I.   is  computed by
          _          -XZ .        -Xd .
          I.  =  I  e   x (1 -  e  1)/Xd.                        (A. 41)

where
 I    =    surface light intensity  (Langleys/min)
X    =    extinction coefficient (m   )
 Z.   =    depth below lake  surface of top of  layer  i  (m)
d .   =    thickness of layer  i  (m)
Defining   B  by
                                N
          Vu  A(N03-N)TQT   =   B  Z    V±  I                         (A.42)
                              1=1
where
          N                                        3
V    =    Z   V.,   and  V. is volume of layer i (m )
 u        i=l    X          1
Then the  change in    NO -N  for layer   i  is  given by

          A(NO3-N)    =  B I                                      (A.43)

Each  A(NO_-N).   thus computed  is  not  allowed to exceed .9 of the
NO  -N  available  in layer i.
                                 43

-------
ALGAE  (CHLOROPHYLL-a)

Concentration of chlorophyll-a_ are  simulated by  the  three  models  to
represent phytoplankton  (floating algae).   Benthic  (attached)  algae  are
not simulated per se.  The principal  processes affecting algal
(chlorophyll-a_) concentrations  are:   algal  growth, respiration, settling
and death.  The linkages of  these with  other constituents  are  illustrated
in Figure 6, and the corresponding  algorithms are described  in the
following sections.

Since  algal matter contributes  to BOD magnitude  in BOD  determinations,
algae  has been treated as a  component of BOD in  these models.

Algal  Growth

These  reactions represent the  consumption of nitrogen and  phosphorus by
algal  growth.  They can  occur  only  during the presence  of  daylight.
Algal  growth over a time period t   in  a stream  of depth   d   is computed
from
          AA
=  A IL (Du/d) PDL t                              (A.44)
where
 AA   =     change  in  algal  concentration due to  growth (mg/L)
   g
 A     =     concentration  at time   0  (mg/L)
 IL    =     limiting growth  rate  (fraction/hour)
 Du   =     euphotic depth (same units  as d)
 PDL   =     percent of  t  which is daylight

 IL   is  a  function of light intensity  (which may vary),  temperature,
 nitrogen  availability, phosphorus availability, and heavy metal con-
 centration.   These relationships  are  discussed  hereunder.
                            T
 The  maximum  growth rate,  R^ys   possible under ideal conditions at
 temperature   T is given by


                          
-------
Algal Growth
(photosynthesis)
                       CHLOROPHYLL-a
                          (ALGAE)
                                         Algal Death
                      16
                               Algal
                               Respiration
                                         Algal
                                         Sinking
                                            SEDIMENT
                 FIGURE 6.  LINKAGES TO ALGAE
                             45

-------
The heavy metal function,   fnMj   used in simulating the toxic effect of

heavy metals on  IL.   is  given^iy






                    -KjjjjCHM -  HMO)


           HM




where



K^   =    the heavy metal  decay  coefficient and is ~  0.004 hour
 HM

HM   =    heavy metal concent-ation (mg/L)


HMO  =    heavy metal toxicity threshold (« 0.02 mg/L)


£„__ is set to 1.0  if   HM < HMO
 Hrl


The phosphorus growth rate limitation function,  f ,   used in determining

IL  is given by                                    P





                      PO  -P              NO  -N

                         .  nn   „  '  -,	               (A.47)
where
PO -P     =    PO.-P  concentration  (mg/L)


               NO -N  concentration  (mg/L)


               Michaelis-Menton constant  (~  0.03 mg/L)
NO -N     =    NO  -N   concentration (mg/L)
   4


M    rT    =     Michaelis-Menton constant (~  0.028 mg/L)
 NO -N





The  NO--N   growth  rate  limitation function,   f   ,  used in determining

IL  is  given by                                  3



                         NO -N

          f,    =   - - l -                                (A.48)
where



 2
                Michaelis-Menton constant (~  0.045 mg/L)
                                46

-------
The  NH--N  growth rate limitation function,  f    ,  used in determining
    is given by                                  3
          X
where
NH -N     =    NH -N  concentration  (mg/L)
    -N    =    Michaelis-Menton constant  (~ 0.045 mg/L)

The nitrogen growth rate limitation  function,  f  ,  used in determining
1L  is user specified, and may be either  f    ,   f    ,  or max(f    ,
fl>  ^                                      Nn«    NO,.           N0_
    }'
The light intensity growth rate limitation function,  f  ,  used in
determining  R   for a period of time  t  hours long is


          f   =  	^j-                                       (A. 50)
                  m + I

where

I    =    average light  intensity  (Langleys/min) during  daylight
          portion of time  t
m    =    Mechaelis-Menton constant  (~  .03 Langleys/min)

I  is calculated from both


          X  =  EX + 4.57 A                                     (A.51)


where

E   =     extinction  coefficient  (ft  )
  X
A   =     chlorophyll-^ concentration (mg/L)

and
           D   =  In (100) /X                                     (A. 52)
                  V1 - g")
                   PDLXd -                                   (A'53)
                                47

-------
where

I    =    average  surface  light  intensity (Langleys/min)  during time  t
d    =    depth  (feet)
PDL  =    the percent of the  time interval which is daylight

If  d >_ D  ,  Y   is modified by


          I =   .215  I  /PDL                                      (A. 54)
                      o

From these,  the  limiting growth  rate  R   for equation (A. 44)  is computed
by                                      X
 In  the  reservoir model (LAKSCI) ,  for a given layer of the lake located
 d   feet below  the surface, we have
           AA   =  A R_  PDL t                                    (A.56)
             g        L

where  all  terms are as  previously defined.

 In  this  case, if  d > Du we have  1=0.

 For DOSCI, which models a daily average,   I   is a single input number
 and PDL  is set at 9/24.

 For RIVSCI,  I   is calculated from an input solar radiation time
 history  and PD£ is set  at 9/24 (see section IV of Volume V).

 For LAKSCI,  IQ  is calculated from an input solar radiation time
 history  and  PDL is calculated from the solar data and the lake lati-
 tude (see  Section V of  Volume VI).

 This change in algal concentration due to growth is accompanied by a
 consumption of nitrogen which is computed by the equation

                    - AA  BODNWR

           %   "    APR BODPWR                                 
-------
where

AN   =    change in  NO  -N  and  NH  -N   concentrations  (mg/L)
  Ag                   3           3

APR  =    chlorophyll-a/algal phosphorus ratio    (ssO.6)

BODNWR and BODPWR are  defined in the description  of  BOD decay.

No more than  0.9 of  the  available  NO -N  may be  consumed  by this
process.  If  more than 0.9  of the  available  NO -N is required,  up  to
0.8 of the available  NH -N may be used, i.e.,


          A(NO  -N)     =   min  [.9(NO  -N), AN   ]                   (A.58)
              J  A                j      A
                   8                        g

     A(NH -N)    =   min  [AN  - A (NO -N)  ,  .8(NH -N) ]           (A.59)
         •3    A              A         j   A        j
              g            g             g

If the nitrogen demand still exceeds the supply,  AA   is  reduced by 10%
and the above calculations  are repeated.            ^

The oxygen released  by algal growth  (photosynthesis) results in  a change
in the DO concentration  as  follows
A°A   =  Apg BODPWR                                    (A'60)
                    AA  BODOQ

                 =
              g

where BODOQ  is  defined  in  the  description of  BOD decay

Since algae  is  a component  of  BOD,  algal  growth increases  BOD.   This  is
computed  by
 where NOREFR is also defined in the description of BOD decay.

 The change in PO.-P  concentration resulting from its consumption in the
 algal growth process is computed by
           A(PO.-P).   =  - AA /APR                               (A.62)
               4   Ag         g


 This reaction may consume up to 90% of the available  PO.-P-  If more
 than 90% is required,  AA   is reduced by 10% and the calculation is
 repeated.
                               49

-------
Algal Respiration

Algal respiration is a continuing process which produces  NH3,   PC>4,
and BOD, and results in a loss of algae and DO.  The  following equations
govern these changes
          AA   = - A K  T t                                       (A.63)
where
AA   =    the change  in algae concentration  due  to  respiration  during   t
          hours  (mg/L)

A    =    algae  concentration at  time   0   (mg/L)
                                                    -1    -1
K    =    respiration rate  constant  (~ 0.0002 hour   °C )

T    =    water  temperature,  °C
          A(PO  -P)     =   -  AA /APR                              (A.64)
                    r
where
 A(PO.-P)     =   the  change  in   PO.-P concentration (mg/L)  due to
          r      respiration

 APR         =   chlorophyll-a/ algal phosphorus  ratio
                                   r
 where

 A(NH.-N)     =  the change  in  NH -N  concentration (mg/L)  due to
          r     respiration
 BODNWR and BODPWR are defined in the description of BOD decay.  This
 assumes the same N/P ratio in the algae as in the BOD.

                      AA  BODOQ

           ABO\  =  APR BODPWR                                 (A'66)


 where

 ABOD      =    change in BOD concentration (mg/L) due to change in algal
      r         concentration, since algae is a component of BOD

 BODOQ     =    defined in the description of BOD decay.
                               50

-------
The DO consumed by algal respiration is  computed  from
          AO    =  - A(PO.-P).  BODOQ/BODPWR                    (A.67)
            A            ^   A.
             r                r

If  NH-  and NO   are not being modeled,  then  algal  respiration produces
NO_-N  directly according to Equation  (A.93).   In  this  case  additional
oxygen is consumed according to
          AO.   =  - 4.33 A(PO.-P)   BODNWR/BODPWR            (A.67.1)
            Ar                 4   Ar

Algal Sinking

Algal sinking in a stream of depth  d   results  in  a loss  of  algae  and a
corresponding loss of BOD during  a  period  of   t hours, according  to
          AA   =   - K   A  t/d                                    (A.68)
            s        as
where
K    =    algal sinking  rate  (~  0.05  ft/hour)
 3.S
A    =    algae concentration  at  time   0  (mg/L)

d    =    stream depth  (feet)


          AT,™        A,  BODOQ NOREFR                            ,.  ,_.
          ABODas  '   Ms APR    BODPWR                            (A*69)


where

ABOD    =  BOD concentration  change  due to algal,  sinking (mg/L)
    3.S


 For the lake model (LAKSCI),  the  d  in equation  (A.68) represents the
 thickness  of the layer being  considered.  Settling from one layer results
 in an  increase in the BOD concentration of the underlying layer which is
 given  by
           ABOD     = - ABOD   • RATIO                            (A.70)
               I—J.          A
                             S

 where the terms are defined in the discussion on heavy metals.

 The corresponding change in algae concentration is given by
           AA     = - AA  • RATIO                                 (A.71)
             J_ ~" _L        o

                            51

-------
Algal Death

This obviously results in a loss of algae.  The process is  represented
by the following equations for natural death and toxicity death
                                                                 (A'72)
where
AA   =    concentration change due to natural death during   t  hours
  OT
          natural death coefficient  (~  0.001 hour   )

          concentration at time   0   (mg/L)


          AATQX  =  - K^  (HM - HMO) A t                         (A. 73)
where

          =    concentration change due  to heavy metal  toxicity  (mg/L)
K         =    toxicity coefficient  («  0.0001)

HM        =    heavy metal concentration (mg/L)

HMO       =    toxicity threshold concentration  (~  0.02 mg/L)

If  HM < HMO   ,   (HM - HMO)   is  set  to  zero.
          AATOTD  -  ND + ^OX                                (A'74)

where

^\vvrn    =     total chlorophyll-a_ concentration change due  to  death
   TOTD          /   i-r \
                (mg/L)

Algal death  is  assumed  to have  no  effect  on  BOD, since algae is a
component of BOD.

PHOSPHORUS

Figure  7 illustrates the process linkages to phosphorus which are
modeled by the  three models.  Besides  phosphorus settling,  all  the
other links  depicted are described under  the other appropriate  consti-
tuents. The most common form of phosphorus  is  a phosphate,  and the
quantity simulated by  these models is  the phosphorus content of phosphate,
i.e., concentrations of PO.-P  in mg/L.   The atomic weights provide  the
relationship:

Weight  (or concentration) of  PO -P =  0.333*  weight (or concentration)
of  PO. .
      4
                                 52

-------
Algal
                    PO.-P
                      4
                Algal
                Growth
Respiration
                     Algae
                                               Settling
BOD Decay
                     BOD
Benthal
Releases
 Bottom
Deposits
FIGURE 7.  RELATIONSHIPS IN THE PHOSPHORUS MODEL
                   53

-------
Phosphorus Settling

This results in a direct loss of  PO.-P  and is  typically modeled  as a
second order process.


                           T          2
                        - K   t(PO -P)
          A(PO -P)   =  - &- - a -              mg/L      (A. 75)
                        1 +K^S t(P04-P)


where

A(PO.-P)  =    change in  PO/-P concentration  during   t  hours due to
    H1   S                   ^
               settling (mg/L)

 (PO -P)   =    concentration at time  0   (mg/L)

      T
and  K    varies with temperature according to
      JrD

               =   20   (T-20)
where
  20
K   =    phosphorus  settling  coefficient  at  20°C  (^  0.0009  liter/hr-mg,
          base e).
6   ~    1.08
T   =    temperature (degree  C)


  Phosphorus settling  may optionally be modeled as a  first order process,
  in which case the algorithms used are similar in form  to those for
  coliforms .

  For the reservoir model  (LAKSCI) , the change in the  PO^P   concentration
  of the underlying layer  is  given by


           A(PO  -P)     =  - A(PO.-P)   •  RATIO           mg/L      (A. 76)
             v  4  1-1           A    s

  where  the terms are  defined in the  description  of  heavy metals.
                                54

-------
BENTHAL RELEASES
Benthal (bottom) deposits release  NH ,   PO ,  and BOD  into  the water.
The changes in the appropriate concentrations  over a period of   t  hours
in a stream of depth  d  feet are modeled as follows.
          A(NH3-N)B  =  R^  f               mg/L               (A. 77)


          A(P04-P)B  =  RpQ  f               mg/L               (A. 78)
                           4

          ABODB  =  RBQD f                   mg/L               (A. 79)
where
                                           o
     =    NH -N release rate («  0.108 mg/m  - hr)
     =    P04-p release rate (^  0.125 mg/m  - hr)
R^   =    BOD release rate («  61 mg/m  - hr)


f    =    MM                                                
If  NH_-N  and  NO -N  are not being modeled,  then  NO_-N   is  released
according to Equation (A.94).  In this case DO is consumed  according  to
          A°BN03  =  -4'3

In the reservoir model (LAKSCI),  the release rates are assumed  to vary
linearly such that the release rate from the floor of the topmost layer
is half the rate at the bottom of the lowest layer.   The above  three
nominal values represent bottom rates, i.e., release rates from the
floor of the bottom element (layer) of the lake.
 For  reservoirs


           f -  m - —) tl  - B--                              (A.80.1)
           t -  LU   2D; tj  1000V


 where

 d    =     distance of layer above lake bottom  (m)
 D    =     lake depth  (m)
                                 2
 B    =     floor area  of layer  (m )
                          3
 V    =     layer volume  (m )

                             55

-------
When the DO level in a layer drops below 0.5 mg/L, the release rates
from that layer's benthal deposits are multiplied by 2.5.

DISSOLVED OXYGEN


Figure 8 illustrates the relationships modeled in the DO budget.

The  DO  concentration changes caused by other processes than reaeration
and benthal demand are described under the appropriate constituents.

Benthal Oxygen Demand

Bottom deposits create a  DO  demand in a stream of depth  d  feet
which is modeled as follows
          A()   =  - R  f                                        (A.81)
            B        O
where
AO   =    the change in  DO  concentration over  t  hours
                                          2
R    =    DO consumption rate  (~ 0.2 mg/m  - hr)



f    -    MB                                                                            (A'83)


where

0    =    DO  saturation concetration at  temperature   T  °C   (mg/L)

0    =    DO  concentration at  time  zero  (mg/L)
 T                                                              —1
K    =    the reaeration coefficient at  temperature   T  °C  (hour )
                                56

-------
      Atmosphere
        Algae
                  Reaeration
                  Algal Growth
                  (Photosynthesis)
                        Respiration
                                          DO
         BOD
                        BOD Decay
        Bottom
       Deposits
                        Benthal Demand
                        Nitrification
FIGURE 8.  RELATIONSHIPS IN THE DO MODEL
                   57

-------
           20
In DOSCI  K     may be prescribed by one  of the following five methods

     (i)  K2    is input.

    (ii)  K^° =  ^-LJL.   (li|±-)                                (A.83.1)
           /       dL
where
A,B,C     =    input parameters
V         =    mean stream velocity of  flow (fps)
d         =    mean stream depth  (feet)

    (iii)  K^°  =  A QB 2.31/24                                 (A.83.2)
           z

where
A,B  =    input parameters
Q    =    stream flowrate  (cfs)

    (iv)  K^0   =  [10.8  (1.  +  /—— )  /T  (J)] (^|^-)       (A.83.3)
                              V /gd
where
                          2
g    =    gravity  (ft/sec  )
S    =    channel  slope  (ft/ft)

     <„>  Kf  -  iif^	                                 (A.83..
           2      aid1'673
             20
In  RIVSCI,  K    is prescribed  by  the following method:
where
K2fac     ~    a11  input  factor which depends on the stream
                (nominally  1.0)

                              58

-------
The temperature correction  for  !<.„   is  modeled by


          KT  =  R20   Q(T-20)                                  (A>85)


where

0    =    1.047 for methods (v) and  (vi),  and

     =    1.0159 for methods  (i)  through (iv)

The DO saturation  concentration,   0  ,   is  calculated as a function of
temperature and elevation  as  follows


          0  =  (14.62  -  0.3898  T  + 0.006969 T2 -0.00005897 T3)

                (1  -0.00000697 E)5>167                            (A.86)
where

T    =     temperature  (°C)
E    =     elevation  (ft  above  sea level)

For  reservoirs  (LAKSCI model),  the reaeration term is calculated by the
following  equations.   It occurs only in the surface layer.


           Dm =   (2.05 x 10~9)  (1.037)(T ~ 20)                  (A.87)
where
                                             2
Dm  =     molecular diffusion coefficient (m /sec)

T    =     temperature  (°C)
           KT   =   	52	                                 (A.88)
                  (200 - 60v/W)10
 where

  T
 K    =    reaeration coefficient

 W    =    average wind speed during time  t   (m/sec)
                                 59

-------
Using the modified first order equation
                     A  (Og -  0)                                  (A. 89)
where
m    =    mass of oxygen  in  top  layer
A    =    surface area
0    =    saturation level  (see  equation  A.86)
 s
0    =    DO  concentration  at time  zero

and assuming a linear variation  with time of  A/V,   the  change  in  DO
due to reaeration is given by

                                          A   A
                             v     -IT    2o  V
     AO    =   (0  - 0) ' 1 -  -2-  e 2  ^2  ^  V   V  }t (             (A.90)
       KCj       S      I      V              O   t

where

V    =    volume of surface  element  at  time zero
 o
V    =    volume of surface  element  at  time  t
A    =    surface area at time zero
 o
A    =    surface area at time   t

CONSTITUENT SUBSET OPTIONS
Many options  are  available  for modeling different subsets of the total
group of  constituents.   The possibilities  are shown in Table 1.   When a
given option  is chosen,  the uncomputed deltas remain at their initial
zero values.   For example,  if  BOD is  not modeled, the calculation of
changes in  all constituents due to BOD decay are bypassed as are all
changes in  BOD concentration due to the reactions among the other
constituents.  These bypassed  changes thus remain at their initial
zero values.   Some changes  which have not  been previously defined are
needed when certain options are chosen. These are

     A(NO -N)       is  the change in  NO -N  concentration due to BOD
          J    r$Ol)l)                      j
          decaying directly to  NO .   (No   NH   or  NO   modeled)
                                   J          j        Z,
                              60

-------
                                                 TABLE  1.



                         DEFINITION OF CONSTITUENT SELECTION OPTION  (ICOMB)
ICOMB   1234567
9   10    11   12    13   14   15   16   17   18   19  20   21   22   23
DO
BOD
        XXXXXXXXX    XXX     XXXXX
        XXXXXXXXX    XX
        X    X   X    X   X    X
N02-N    X    X
        XXXXXXXXX
PO.-P    XXX
  4


PHYTO-

PLANKTON X        X
                                   XX
                                                                X  ,X    X
                                                                XXXXX
                                                                X   X    X   X    X
                                               XXXXX
                                                                                           XX
                                                                                           XXX
        X indicates that  the constituent will be modeled under  the indicated ICOMB option.

-------
     A (NO _-N)      is the change in  NO -N  concentration due to  NH
         j  NH_                      3

          decaying directly to  NO .  (No  NO   modeled)
     A(NO.,-N)     is the change in  NO -N  concentration due to algae
         j   A                       j
              r
          respiring directly to  NO .  (No  NH   or  NO   modeled)


     A(NO 0-N),,  is the change in  NO -N  concentration due to benthal
         j   B                      j
          release (No  NH   or  N0«  modeled)


These quantities are related to previously defined quantities by the
following equations.
                  T>^T,  =  BODMC • BODNWR                        (A. 91)
                  BODD
                                                                 (A'92)


                                                                 (A.93,
                                  r
          A(N03-N)B   =  %  f                                  (A- 94)


The options to model ammonia decay, nitrite decay, nitrate settling,
and phosphorus settling by either first or second order reactions are
also available.  Nominally the former three processes are simulated as
first order, and phosphorus settling is modeled as second order  (see
the respective process descriptions).

TOTAL CHANGES
As mentioned in the introduction, once all concentration changes due  to
advection, mass addition, and diffusion have been calculated,  the
changes in all concentrations due to settling, decay, benthal  reactions,
and algae reactions are calculated over a time interval  t.  The final
concentrations after a time step of  t  hours are related  to the
concentrations at the beginning of the step through  the following
equations, where all quantities are as defined previously.
          HM   =  HM + AHM                                       (A.95)
          COL  =  COL + ACOL                                     (A. 96)
                                62

-------
BOD  = BOD + ABOD___.V + ABOD    +  ABOD    + ABOD   + ABOD.       (A. 97)
   t             DhjCAY       DEjJL       A        A        A
                                         g        r        s

       + ABOD,,
             B
(NH3-N)t =  (NH3-N) + A(NH3-N)     + ^W-V       + A-N)     (A.98)
             A(NH,-N)A  + A(NH,-N)A   + A(NH--N)_
                 j   A         J    A         j
                      g            r
 (N02-N)t =  (N02-N) + ACNO^N)^   + A(N02-N)                      (A.99)
 (N03-N)t =  (N03-N) + A(N03-N)     + A(NO-N)     + A(N0-N)       (A. 100)
                           A(N03-N)A
 (PO -P)  =  (PO  -P) + A(P04-P)BQDD + A(P04-P)A  + A(P04-P)A     (A.101)

                                              g            r

            + A(P04-P)B  + A(P04-P)S





            A^   =  A  + AA  + AA  + AA  + AA__T_                 (A. 102)
            t            g     r     s     TU1U





            °t   =  °  + A°BODD + A°NH3 + A°N02 + A°Ag + A\     (




                  +  A°B + A°RE




 The last equation may be written as
            0    =  0 + AO                                       (A.104)





 If   0    is  less than zero all appropriate processes are reduced by the

 factor  O/fAO|,   i.e.,  the reactions are adjusted so that  0   is equal


 to  zero.  The  concentration changes which are reduced are those

 associated  with the following Equations:  A.13, A.21, A.22, A.23, A.26,

 A.28, A.29, A.31,  A.33,  A.34, A.63-A.67, A.77-A.79 and A.91-A.93.
                               63

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                PART 4
  MODEL APPLICATION AND VERIFICATION
VII.   General

           Application Sites and Periods
           Purpose of Tests
           Test Conditions and Procedures

VIII.  Application and Verification of Steady-state Stream
       Model

           River  Region 1:  St. Joe - St. Maries (DOSCI)
           River  Region 2:  Coeur d'Alene (DOSCI)
           River  Region 3:  Upper Spokane (DOSCI)
           River  Region 4:  Little Spokane (DOSCI)
           River  Region 5:  Lower Spokane (DOSCI)

IX.    Application and Verification of Dynamic Stream
       Model

           River  Region 1:  St. Joe - St. Maries (RIVSCI)
           River  Region 2:  Coeur d'Alene (RIVSCI)
           River  Region 3:  Upper Spokane (RIVSCI)
           River  Region 4:  Little Spokane (RIVSCI)
           River  Region 5:  Lower Spokane (RIVSCI)

X.     Application and Verification of Stratified Reservoir
       Model

           Long Lake
           Coeur d'Alene Lake
                   65

-------
                              SECTION VII

                                GENERAL
This part of Volume I, Part 4 - "Model Application and Verification",
describes the methods and results of applying the three modified
models to the major lakes and streams of the Spokane River basin.
Each model is discussed separately in one of the following three
sections:

     Section VIII - Steady-state Stream Model (DOSCI)
     Section IX   - Dynamic Stream Model (RIVSCI)
     Section X    - Stratified Reservoir Model  (LAKSCI)

APPLICATION SITES AND PERIODS

The two river models were applied to each of the five river regions
in the basin (see Sections VIII and IX), and the lake model was applied
to Coeur d'Alene and Long Lakes (see Section X).  The division of the
entire Spokane River basin for convenience into these hydrologic
regions is explained in Section II.  Each river model was applied
twice, to each of two separate one-month simulation periods, representa-
tive of steady-state conditions.  The lake model was applied to each
lake for a six month period from June through November.  The selection
of these simulation periods and the data needs and availability are
discussed in detail in Volume II - Data Report.

Although these application sites are all within the same basin, they
include significant variety.  The lower reaches of the Spokane River
 (River Regions 4 and 5) are broad and flat by comparison with the
mountain stream headwaters of the South Fork Coeur d'Alene River
 (River Region 2a).  Also, the St. Joe and St. Maries Rivers  (River
Region 1) receive minimal waste loads by comparison with the South
Fork Coeur d'Alene River which is heavily polluted as a result of the
intensive mining activities in that area.

The lakes also differ in character.  Coeur d'Alene Lake is a broad,
natural lake, while Long Lake and the Spokane River arm of F. D.
Roosevelt Lake are narrow, ribbon-like man-made lakes.  These lake
differences are quantified in the densimetric Froude number defined as:
where
          L  =  reservoir length, meters
          Q  =  volumetric discharge  through  reservoirs,  CMS
                               67

-------
          D  =  mean reservoir depth, meters
                                   3
          V  =  reservoir volume, M

This Froude numer is an indicator to the equilibrium conditions or
stratification of reservoirs, by which they may be categorized into
the following three classes [Ref. 6]:

          F  «  1/TT     Deep, stratified  (horizontal isotherms)

          F   ~  1/fT     Weakly stratified  (tilted isotherms)

          F  >   1/fT     Completely mixed  (vertical isotherms)

The characteristics of three lakes studied in this project are
compared in Table 2.
                              TABLE 2.

                          LAKE FROUDE NUMBERS

LAKE

Coeur d'Alene
Long
LENGTH

METERS
36500
36500
MEAN
DEPTH
METERS
32
31
FULL
VOLUME
ioV
3100
320
MEAN
DISCHARGE
CMS
100 0
150 0

F

.012
.178

CLASS

Deep
Weakly
Stratified
F.D. Roosevelt arm  40500
37
920
144
0.055   Deep
Thus, of the three lakes, only Long Lake raises some marginal question
to the appropriateness of simulating it with the Deep Reservoir Model.
PURPOSE OF TESTS

The principal purpose of the application  and verification  tests was
to demonstrate  the abilities of the 'three modified models  to  simulate
real systems under observed conditions.
                              68

-------
This included:

•    The tuning of the universal and reach parameters in the models
     to provide the "apparent best" simulations of observed conditions
•    The comparison of river model applications for two different
     simulation periods.

The applications also provided bases for sensitivity analyses, and
improved assessments of data deficiencies.

TEST CONDITIONS AND PROCEDURES
The verification runs, described in detail in Sections VIII, IX, and
X, demonstrated very clearly the urgent need for additional data for
ALL River Regions and lakes of the Spokane Basin.  In no case were
there sufficient data for an accurate verification of any model.  More
data were available for River Region 2 than for any other River Region
but the  only  "observed" quality data were in the river itself, i.e.,
no simultaneous tributary and wasteload readings were available.  In
River Regions 1 and 5 there were virtually no data available and a
"verification run" was mostly an academic exercise.  The Coeur d'Alene
Lake run was useful in that the coefficients to describe the lake's
physical characteristics were developed, but the almost complete
lack of  quality data prevented any useful conclusions as to how to
model the quality reactions occurring in the lake.   The Long Lake run
was the  most useful of the verification runs.  Although there was a
considerable lack of inflow quality data, there were  sufficient data
in general  to make the run interesting and to demonstrate that LAKSCI
can indeed  successfully model a stratified reservoir.  If additional
inflow quality data and BOD and algae data from the  lake had been
available,  LAKSCI could have truely been "verified".

As mentioned earlier, the purpose of applying a model to a River Region
for two  different simulation periods is to demonstrate that the model
can simulate varying conditions in the system.  The  universal and
reach parameters which govern the simulation must have been chosen in
such a way  that this is possible.  As can be seen by inspecting the
observed data values in the many tables of Sections  VIII, IX, and X,
the observed  data in the main rivers  (receiving waters) varied from
month to month.  This variation was rather dramatic  in some cases and
indicated clearly that waste loads to the systems were varying consid-
erably from one simulation period to another.  There were no dated
wasteload data available, however, and average or typical values  for
a few principal sources  (see Table 3 of Volume II) had to be used as
best estimates.  This eliminated any possibility of  "fine tuning"
the input parameters, and in fact lead one to try to match  the observed
quality  conditions in the receiving waters by varying inflow volumes
and concentrations within some kind of "acceptable"  range which was
dependent upon observed minimum, maximum, and average values for  such
quantities.   In the verification runs made on the Spokane Basin the
following steps were followed.
                             69

-------
(1)   A run using nominal values of all parameters was made  and the
     results were compared with the observed data.

(2)   Changes were made to universal parameters such as volitization and
     and benthal releases.  Also, where large steps in stream water
     quality occurred, which differed between simulation periods, the
     existing estimated local inflow conditions were adjusted.  All
     such changes were made within reasonable ranges.  The model was
     rerun and the results were compared with the observed data.

(3)   Step (2) was repeated with additional changes being made to reach
     (lake layer) parameters such as decay and reaeration rates if
     required.  Nominal values of these reach parameters were changed
     by a maximum of a factor of ten during this step.  The model was
     rerun and the results were compared with the observed data.

(4)   The above process was repeated until the model was "tuned" to
     the observed data for the first simulation period for the region
     in question.

(5)   The tuned model was applied to the region for the second simula-
     tion period, with all universal and reach parameters retaining
     their tuned values.  Inflow volumes and concentrations were
     changed to match the inflow data valid for the second period.
     The model was run and the results were compared with the observed
     data.

(6)   The estimated values of inflow concentrations were adjusted as
     in step  (2) and the model was rerun.

(7)   The results of both simulation periods were compared and additional
     runs were made as required to determine "average" values for
     parameters which would be valid for both.

Because of the extensive lack of data in the Spokane Basin, the above
steps were not carried out in full detail for most regions.  The
verification on a typical region consisted of step (1) and several
iterations of step (2), followed by step (5) and step  (6).  With the
exception of River Region 1 where the NO -N reaction coefficients
were changed in an unsuccessful attempt to match observed data, all
reach  (lake layer) coefficients retained their nominal values.  Univer-
sal constants such as benthal rates were generally tuned  (as explained
in the detailed descriptions of the verification runs) by either
setting them to their nominal value or setting them to zero.

The data decks for the nineteen verification runs described in the
remainder of this part are listed in Appendix A.  A detailed description
of the input deck for each program may be found in the appropriate
volume of this report  (DOSCI User's Manual - Volume IV, RIVSCI User's
Manual - Volume V, LAKSCI User's Manual - Volume VI).
                                70

-------
                             SECTION VIII

                    APPLICATION AND VERIFICATION OF

                       STEADY-STATE STREAM MODEL
In this section, tables, figures, and discussions of the verification
simulation results obtained with DOSCI are provided under separate
sections for each River Region.  In the tables, the concentration of
each constituent is given in mg/L except for the coliform concentration,
which is in MPN/100 ml.  RM represents River Mile.  Temperature is
in degrees Centigrade.  The Wasteload Table referred to is Table 3.
of Volume II.

Because of the lack of observed data for River Region 1 and River
Regions 3-5, figures are provided only for River Region 2.
RIVER REGION 1:  ST. JOE - ST. MARIES (DOSCI)
For the July 16 - August 15, 1971 period, the only observed data for
this region consisted of four temperature readings and four coliform
readings.  Because of this almost complete lack of observed constituent
data, the region was not modeled for this period with DOSCI.

For the August 16 - September 16, 1971 period, DO, NH -N, NO -N, PO.-P,
coliforms, chloride, and temperature data were available.  The data
indicated that there were sources of  NO -N  and chloride along the
St. Maries River as well as in the headwaters of the St. Joe.  The
only data available on these sources were inconsistent RAPP data which
indicated that there was a minor source of pollution at RM 13.4 on
the St. Maries River and STORET data which indicated another minor
source at RM 15.7 on the St. Joe (see Wasteload Table).

For the verification run on this region for August 16 - September 16,
the concentrations in the headwaters were set equal to the observed
values.  Flows were estimated from USGS gage readings in the headwaters
of the St. Joe and St. Maries.  Because the observed data indicated
that  NO -N  decayed very rapidly and  NH_-N  decayed very slowly, no
NH -N  volitization was allowed and the  NO -N  decay coefficient was
assigned a value ten times its nominal value.  The observed DO concen-
trations appeared rather high with regard to the observed temperatures.
Because of this the benthal oxygen demand was set to zero.

The results of the run are shown in Table 3. The DO level stayed
near saturation and the  NH -N concentration stayed at approximately
the required level.  The  NO -N  concentration did not fall off rapidly
enough to match the observed data in the St. Joe River even with the
high value of the  NO   decay coefficient.  This could have been due
to the presence of algae, or perhaps the observed headwater concentra-
                               71

-------
TABLE  3.    DOSCI VERIFICATION FOR RIVER REGION 1  (ST. JOE -  ST. MARIES) AUG.  16  -  SEP.  16,  1971





o
o
•-)
f
JJ
t/3




tj
CO
JS
4_)
CO
RM
42.9
33.5
31.1
24.5
15.7
15.4
15.0
10.0
0.7
27.8
14.8
12.0
10.0
3.9
DO
DBS
9.5
9.2
9.7


9.0
9.6
9.4
9.4
10.0

9.5


MOD
9.50
9.27
9.21
9.05
8.82
8.82
8.81
8.76
8.75
10.0
9.41
9.29
9.20
8.92
NH3-N
OBS
.1

.1


.1

.1
.1
.1

.1


MOD
.1
.098
.097
.095
.094
.094
.094
.093
.093
.1
.1
.1
.1
.099
N03-N
OBS
.2
.04
.04


.2
.06
.05
.02
.3

.2


MOD
.2
.177
.172
.158
.150
.150
.149
.145
.144
.3
.261
.253
.247
.232
P04-P
OBS
.02




.02



.01

.01


MOD
.02
.022
.022-
.024
.025
.025
.025
.025
.025
.010
.015
.016
.017
.019
COLI
OBS
144

57


200
290
22
48
640

36


MOD
144
138
137
133

177
177
177
175
640
613
607
603
591
CL
OBS
6
5
5


6
7.5
' 5
10
4

4


MOD
6
6
6
6
5.79
5.79
5.79
5.79
5.79
4
4
4
4
4
TEMP
OBS
17.5
18.0
19.2


22.0
19.5
20.5
20.5
24.5

22.5



-------
tion of  NO -N  was in error.  The  PO.-P  concentrations agreed with
the observed data very well.  The observed coliform data varied
slightly with both growth and decay occurring.  Since no data were
available on significant coliform sources, these fluctuations were
not simulated.  The observed chloride concentration also increased in
various places, but once again no data were available as to significant
chloride sources.


RIVER REGION  2:  COEUR D'ALENE  (DOSCI)
Extensive observed DO, BOD, Zinc, Chloride, and temperature data were
available for this region for August 1969.  These data were the result
of an extensive survey of the region undertaken by the Idaho Bureau
of Mines and Geology  (see Reference [38] of Volume II).  Some NH -N,
NO -N, NO--N, PO.-P, and coliform data were also available.  The
physical characteristics of the region varied from narrow  swift
shallow headwaters to broad, slowly flowing, deeper reaches near
Coeur d'Alene Lake.  Water temperature varied between 15 and 21 degrees
Centigrade throughout the region.  Prichard Creek, Steamboat Creek,
the North Fork of the Coeur d'Alene River, and Big Creek were major
tributaries and were modeled as point sources, as were other smaller
tributaries.  Canyon Creek was modeled as  a stretch.  The  outfalls
from the towns of Silverton, Osburn, and Kellogg were mentioned in
the Bureau of Mines report and were modeled as point sources.  Small
amounts of infiltration into most of the reaches were modeled  to
represent the seepages mentioned in the report.  The observed  DO
data were generally near the saturation level throughout the region.
The BOD level was highest in the lower reaches of the South Fork but
was nowhere significant.   (A BOD source was indicated in the lower
reaches of the main stem but no data on such a source was  available).
Zinc levels were generally high from Canyon Creek downstream,  with
major zinc sources near Kellogg (see Wasteload Table).  The Kellogg
area was also a major source of phosphate  and ammonia.  The chloride
data were inconsistent.  The Wasteload Table indicated chloride sources
on Lake Creek, Big Creek, and on the South Fork of the Coeur d'Alene,
but the observed chloride data in the river were minimal.   Wo flow
data were available for the region with the exception of USGS gage
readings in the main  stem of the Coeur d'Alene and in the  South Fork
of the Coeur d'Alene.  Permit applications from  the numerous mining
companies in the area indicated a vast multitude of low flow high
concentration point sources.  These applications also indicated a
wide variation between maximum and minimum concentrations.  A  survey
of these permits indicated zinc inflow concentrations as high  as
3600 mg/L,  NH -N  concentrations as high  as 135 mg/L,  NO -N  as
high as 5 mg/L, and chloride concentrations of up to 180 mg/L.

Some of the major industries in the area were ASARCO, Sunshine Mining,
Bunker Hill Company,  and Hecla Mining.  In certain areas,  such as  the
region around Kellogg, several of these point sources occurred
within several hundred yards of each other.  In  the vicinity of Big
Creek, seepage from settling ponds complicated the picture even more.
                                 73

-------
This situation was modeled by infiltration into the appropriate
reaches, with infiltration concentrations being representative of the
cumulative effect of all the discharges.

For the verification run for August, the outfalls were treated as point
sources of BOD and coliforms at 200 mg/1 and 15000 MPN/100 ml respec-
tively.  Outfall flows, based on population, were less than  .5 CFS.  BOD
was introduced by infiltration into the lower reaches of the main stem.
Zinc was introduced into the system through Canyon Creek and the Kellogg
outfall and through infiltration in the area downstream from Big Creek.
Lake Creek was modeled as a chloride point source.  With these exceptions,
the concentrations of all constituents in all flows were set to values
approximately equal to their average value over the region.  Tributary
and infiltration flows were estimated from consideration of watershed
areas and the USGS flows mentioned above.  No benthal oxygen demand or
benthal BOD release was modeled.

As  can  be seen  from Table 4 and  Figs.  9  through 12,  generally
good  agreement with the observed data was obtained.   The modeled DO
values were slightly high  throughout  the  region.   This could  be corrected
by  either increasing  the benthal DO  demand  or  decreasing  the reaeration
constants throughout  the  region.   The  difference  might  also  be due
to  the  presence  of algae, which were not  modeled.   The observed NH  -N
level in the lower main stem was  higher  than  the modeled value but was
not significant  (.03  mg/L).   There was no known source  of  NH_-N
in  the  lower  main stem.   The  observed  chloride data  indicated  that
chloride was  not behaving as  a  conservative.   There  was no known  source
to  account  for  the large  observed  NO,.-N value at KM 166.  The
observed  NO~-N values above and  below  KM  166 indicated  that  the
observed value  might  be erroneous .

For September 1969,  there were extensive  DO,  BOD,  NO  -N,  PO,-P,  zinc,
 chloride, and temperature data  available for this region.   There were
no  coliform data.  The water  temperature varied between 8  and  17.5
degrees Centigrade  throughout the  region.   The DO levels  were  generally
higher than in August, corresponding to  the  lower temperatures.   BOD
 levels  were approximately  the same to  slightly lower than in August  and
 again were  insignificant.   The  observed   NH -N levels were  approximate-
ly  three  times  the August levels.   In  apparent contradiction to  this,
 the observed   NO--N   levels were approximately half  the August levels.
 The  NO_-N  levels were  approximately  five  times  the August levels.
 Canyon Creek  appeared to  be  a significant source  of   NO...-N  and  the
mine processing area around Kellogg  was  a major  source of  PO.-P
 (see Wasteload Table).  As  in August,  Canyon Creek and the Kellogg
 area were major sources of  zinc,  and the Lake Creek  area was a
 source of chlorides.   The September  chloride data was again inconsis-
 tent, and there was  no  quality  or  flow data available for any  tributary,
 infiltration, or outfall, with  the exception of  the  permit applications
mentioned above.

 For the September  verification  run,  the BOD level of the outfalls was
 set at 75 mg/L (coliforms were  not modeled).  NO«-N   was introduced
 through Canyon Creek and  by infiltration along the South Fork  downstream
                                74

-------
TABLE  4.    DOSCI VERIFICATION FOR RIVER REGION 2 (COEUR D'ALENE)  AUGUST,  1969

>
ac

-------
o
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    11
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     9  -
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                                MAIN STEM
                                                                                    SOUTH FORK
                                                         RIVER MILE
    FIGURE  9.    DOSCI VERIFICATION  FOR DO ON  RIVER REGION 2 (COEUR D'ALENE)  -  AUGUST  1969

-------
a
o
     3 -
1 1 1 1 1 1 1 1 1 1 1 1
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                                MAIN STEM
                                                    RIVER MILE
                                                                                  SOUTH FORK
   FIGURE 10.    DOSCI VERIFICATION FOR BOD ON RIVER REGION 2  (COEUR D'ALENE)  - AUGUST  1969

-------
CO
I t 1 1 1 1 1 1 1 1 1 1
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\y Observed
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                                               MAIN STEM
                                                                 RIVER MILE
                                                                                        SOUTH FORK
                 FIGURE 11.    DOSCI VERIFICATION FOR ZINC  ON RIVER REGION 2 (COEUR D'ALENE) - AUGUST  1969

-------
vc
                 3  -
1 II 1 1 1 1 1 1 1 1 1
O Modeled
A Observed

-
i-i
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in

o o o o o o
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1 1 1 1 1 1 V 1 1 1 1 1 1

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1 1 l¥ 1 i 1

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JOiOLn O>-n O1-
                                          MAIN STEM
SOUTH FORK
                                                                 RIVER MILE
                 FIGURE 12.    DOSCI VERIFICATION FOR CHLORIDE ON RIVER REGION 2 (COEUR D'ALENE) - AUGUST  1969

-------
from Canyon Creek.  PO.-P  and  NH.,-N  were introduced in the Kellogg
area, both by infiltration and through the Kellogg outfall and Pine
Creek.  The major sources of zinc were again Canyon Creek and the
Kellogg area.  Lake Creek was again modeled as a chloride source,

and BOD was again introduced by infiltration into the lower reaches
of the main stem.  All September flows were reduced (with the exception
of the outfalls) to reflect the lower USGS readings in the main stem
and South Fork of the Coeur d'Alene River.  The unknown inflow
concentrations were reduced or increased from their August values in
accordance with the observed quality data in the main stem and South
Fork.  No benthai oxygen demand or BOD release was modeled.

As can be seen from Table 5 and Figs. 13 through 18, generally
good agreement with the observed data was obtained.  The modeled
DO levels stay near saturation.  The  reason  for  the peak  in  the
observed DO values in the South Fork is unknown.
 RIVER  REGION  3:  UPPER  SPOKANE  (DOSCI)
 Three  or  four observed  values  for  each  of  the  following  constituents
 were available  for August 1969 for this region:  DO, NH  -N, NO«-N,
 NO  -N,  PO.-P, zinc,  total nitrogen,  chloride,  temperature.  All  tribu-
 taries  to the Spokane River  between  Coeur  d'Alene  Lake and Long  Lake
 were modeled as  point sources  or infiltrations with  the  exception  of
 Hangman Creek, which was modeled as  a stretch.  Diversions from  the
 Spokane River occurred  at Rathdum  Canal and  at a flume at RM  96.4.
 Several outfalls occurred along the  river  but  none were  modeled  as
 point  sources since  all were insignificant with  the  exception of the
 Spokane outfall  which had a  flow of  approximately  45 CFS, i.e.,  about
 2.5% of the river flow. The Spokane outfall was at  RM 69.5 which  was
 in  the area of  extensive groundwater inflow  and  was  just downstream
 from the  junction with  Hangman Creek.  No  quality  data were available
 for the Spokane  outfall with the exception of  BOD  data and no observed
 BOD data  were available  for the Spokane  River,  so no  BOD  was modeled.
 The BOD data available  for the Spokane  outfall indicated that the  BOD
 concentration in the Spokane River in the  immediate  vicinity  of  the
 outfall might be increased by  about  2.5 mg/L.  No  flow or quality  data
 were available for almost the entire  length of  Hangman Creek.   (see
 Wasteload Table)

 For the August  1969  simulation the concentrations  in the upper Spokane
 were set  to values approximately equal  to  the  observed values and  the
 Hangman Creek headwater concentrations  were  set  to similar values.
 The extensive groundwater inflow occurring throughout the metropolitan
 Spokane area was "polluted"  to model the cumulative  affect of the
 city.   All concentrations were small with  the  exceptions of NO«-N
 (.8 mg/L) and chloride  (15 mg/L).   The  data  from the Holiday  Hills
 Well  (see Wasteload  Table) indicated high  NO  -N  and chlorides  in
 the groundwater. A  benthal  oxygen demand  was  modeled and the DO
 concentrations  of Hangman Creek and  the groundwater  flows were set
 at  7 mg/L.
                               80

-------
                     TABLE  5.   DOSCI VERIFICATION FOR RIVER REGION  2  (COEUR D'ALENE)  SEPTEMBER,  1969
00





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138
145
148
154
160
166
168
170
177
182
188
194
1
4
6
7
10
12
15
17
18
22
DO
DBS

9.0
9.5
9.3
8.9
9.2

8.8
8.8
9.3
8.9
9.1
8.6
8.7
9.3
10.2
7.9
10.3
10.2
10.0
9.8
9.5
MOD
8.78
8.94
9.03
9.11
9.17
9.52
9.51
9.50
9.59
9.62
9.63
9.61
10.4
10.4
10.6
10.6
10.6
10.8
10.8
10.8
10.8
10.9
BOD
DBS

1.6
1.6
1.4
1.2
1.2

.6
.5
1.7
1.0
1.0
1.1
1.6
1.3
1.8
1.9
1.7
1.5
1.7
1.4
1.3
MOD
1.40
1.37
1.30
1.21
1.07
1.13
.843
.849
.646
.775
.788
.758
1.97
1.99
2.02
1.77
1.79
1.98
1.30
1.30
1.30
1.43
NH3-N
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MOD
.012
.026
.053
.097
.138
.235
.330
.344
.029
.025
.027
.022
.184
.054
.057
.057
.057
.053
.055
.055
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.063
N02-N
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MOD
.013
.014
.015
.015
.014
.0098
.0079
.0071
.0042
.0041
.0040
.0033
.0053
.0047
.0045
.0045
.0044
.0044
.0043
.0042
.0042
.0045
N03-N
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0
.24
0
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.05
.24

0
0
0
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.24
.20
0
.24
.12
.24
.65
0
.58
.24
.143
.142
.141
.140
.139
.139
.038
.038
.052
.061
.064
.10
.391
.397
.402
.411
.416
.468
.494
.508
.508
.203
PO^-P
OBS
.06
.51
.04
.45
.01
.16

.06
.02
0
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.03
1.14
.76
.56
.12
.04
.08
.17
.12
.03
.12
MOD
.37
.38
.38
.38
.38
.38
.04
.04
.04
.04
.04
.05
1.23
1.13
1.13
.55
.085
.075
.073
.070
.070
.076
ZINC
OBS
2.6
4.1
3.1
3.0
6.0
4.7

0
0
0
0
0
15
14
2
2
1.2
1.5
1.8
2.8
1.5
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3.37
3.62
3. 86
4.08
4.23
4.40
0
0
0
0
0
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15.7
16.0
16.2
1.85
1.85
1.80
1.82
1.82
1.83
0
CL
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1.5
0
0
0
0
0

0
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0
0
0
0
1
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.4
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MOD
.10
.10
.10
.10
.11
.11
0
0
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0
0
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.37
.37
.37
.39
.41
.64
.65
0
0
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OBS
17.5
16.5
16.2
16.0
16.0
15.0

14.0
14.0
13.5
13.5
13.5
10.0
11.0
8.5
8.5
6.8
8.5
S.7
8.5
8.0
8.0

-------
00
N3
                 11
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                                            MAIN STEM
                                                                                              SOUTH FORK
                                                                     RIVER MILE
                 FIGURE  13.  DOSCI  VERIFICATION FOR DO  ON RIVER REGION  2  (COEUR D'ALENE) -  SEPTEMBER 1969

-------


3
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-------
                                                                   .7
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-
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                l/iO<-nOt/«Ol-nO(^OUiOWOO
                                    MAIN STEM
                                                                                SOUTH FORK
                                                          RIVER MILE
FIGURE  15.   DOSCI VERIFICATION FOR NO -N ON RIVER REGION  2  (COEUR D'ALENE) -  SEPTEMBER 1969

-------






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FIGURE  16.   DOSCI  VERIFICATION FOR P04-P  ON RIVER  REGION 2  (COEUR D'ALENE)  - SEPTEMBER 1969

-------
OO
17

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15
14
13
12
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                                                                RIVER MILE
               FIGURE   17.  DOSCI  VERIFICATION FOR ZINC  ON RIVER REGION 2  (COEUR D'ALENE)  - SEPTEMBER 1969

-------
OO
1.6

1.5
1.4
1.3
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                                                                                         SOUTH FORK
               FIGURE  18.   DOSCI VERIFICATION FOR CHLORIDE ON  RIVER REGION  2  (COEUR D'ALENE)  - SEPTEMBER 1969

-------
00
1.6
1.5
1.4
1.3
1.2
1.1
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1.6
1.5
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                                                                                        SOUTH FORK
              FIGURE  18.   DOSCI VERIFICATION  FOR CHLORIDE ON  RIVER REGION  2  (COEUR D'ALENE)  - SEPTEMBER  1969

-------
As can be seen from Table 6, the results obtained agree  fairly
well with the observed data.  A better match could^possibly be obtained
at the downstream end of the region  if the  groundwater inflow were
to be made more polluted.  The difference in DO may be due to the
fact that the assumed groundwater DO concentration of 7  mg/L is  too
high.  The observed  NO -N  data indicated  the possibility of a  major
NO.J-N  source other than the Spokane outfall, but no data on such a
source were available.

For the September 1969 simulation three observed values  for each of
the following constitutents were available  for this region:  DO, NH -N,
N02~N, NO -N, PO -P, zinc, total nitrogen,  and temperature.        3

The same procedure followed in making the August run was used in the
September run.  As can be seen from Table 7, a generally better match
was obtained with the exception of DO.  The lower water temperature
increased the modeled DO values to values considerably higher than the
observed values.  This again indicates that the groundwater DO level
was perhaps too high.  Another possible reason is that the reaeration
constants calculated by DOSCI were too high for the lower reaches
of the system.  Either of these situations could be remedied, but,
until more data are obtained, the usefulness of making the required
changes is questionable.  The high observed  NO -N  concentration at
EM 56.7 present in August was not present in September.


RIVER REGION 4:  LITTLE SPOKANE (DOSCI)
Extensive observed DO, BOD, NH--N, N03~N, PO -P, coliform, total
nitrogen, chloride, and temperature data were available in the Little
Spokane River for July 11 - August 10, 1968.  Deadman Creek, which had
a flow approximately equal to the Little Spokane, was modeled as a
point source at RM 13.1.  In the area below Deadman Creek groundwater
inflow tripled the flow of the Little Spokane.  No quality data were
available for Deadman Creek or for the groundwater flow.  The observed
data indicated sources of  NO_-N  and chloride in the region below
Deadman Creek or possibly in Deadman Creek.  This is quite possible
since the area is a part of metropolitan Spokane.  The source of the
high coliform count in the headwater was unknown.  RAPP data  (see
Wasteload Table) indicated a significant source of chlorides on
Deadman Creek.  The observed temperature at RM 10.8 was questionable
but possible.

For the July 11 - August 10 verification run the concentrations in the
headwater were set to values approximately equal to the observed
values.  NO -N, coliforms, and chloride were introduced into  the system
at Deadman Creek and in the groundwater flow.  The DO concentration
in the groundwater was set at 8 mg/L.  Benthal oxygen demand was
modeled.  Benthal BOD and  NH,-N  release rates were set  to zero.

The results are shown in Table 8.  The modeled DO levels  were near
saturation as usual.  The lower value at RM 7.9 was due to  the
temperature being about 3 degrees Centigrade higher for that  reach.

-------
                    TABLE  6.   DOSCI VERIFICATION FOR RIVER REGION 3 (UPPER SPOKANE) AUGUST, 1969
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110.7
106.6
102.1
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98.7
96.4
93.9
88.7
84.8
80.2
77.9
76.2
74.2
72.9
72.4
64.2
58.1
56.7
39.0
32.9
20.2
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8.2
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MOD
8.2
8.22
8.24
8.24
8.22
8.20
8.21
8.07
8.02
7.93
7.90
7.88
7.86
7.84
7.82
7.80
7.80
7.82
7.00
7.23
7.09
7.26
7.07

NH3-N
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MOD
.040
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.067
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MOD
.010
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MOD
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.197
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.249
.269
.284
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.345
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MOD
.050
.050
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.083
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.115
.122
.129
.134
.140
.157
.168
.170
.100
.126
.171
.191
.237

ZINC
OBS



.150
.145

.200










.080






MOD
.150
.148
.146
.146
.145
.144
.142
.135
.117
.102
.095
.091
.086
.083
.082
.077
.075
.075
.080
.062
.038
.032
.019

N
OBS



.2
.5












.8






MOD
.2
.2
.2
.2
.238
.238
.238
.255
.401
.512
.560
.598
.632
.657
.675
.764
.817
.828
.4
.4
.4
.4
.4

CL
OBS



2
1

.4










8






MOD
2.0
2.0
2.0
2.0
1.99
1.90
1.90
2.08
3.60
4.74
5.24
5.64
5.99
6.25
6.45
7.36
7.91
8.03
4.0
4.0
4.0
4.0
4.0

TEMP
OBS



21.5
21.5

23.0










18.5







-------
TABLE  8.   DOSCI VERIFICATION FOR RIVER REGION 4 (LITTLE SPOKANE) JULY 11 - AUGUST 10, 1968




>
a
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-------
For the August 11 - September 10, 1968 period observed data for the
following constituents was available:  DO, NEL-N, NO -N, PO.-P,
coliforms, total nitrogen, chloride, and temperature.  The temperature
levels were similar to the July 11 - August 10 levels although the
high temperature below Deadman Creek was absent.  The observed  NO -N
and chloride concentrations were considerably lower than in the July
11 - August 10 data.

The same procedure used in making the July 11 - August 10 run was
followed in the August 11 - September 10 run.  BOD was not modeled.
Benthal DO demand was modeled and the benthal  NH -N  release rate
was set to zero.  As can be seen from Table 9, results similar to
the July 11 - August 10 results were obtained.  The peculiar behavior
of the observed DO levels in the lower reaches, such as the jump
from 8.7 mg/L to 9.8 mg/L in the last reach during July and the
lower observed values in August in spite of lower temperatures, are
unexplained.

RIVER REGION 5:  LOWER SPOKANE (DOSCI)
Available observed data for this region for August 1971 consisted of
one value for each of the following:  DO, NH -N, NO -N, NO -N, PO.-P,
coliforms, zinc, total nitrogen, chloride, and temperature.  Chamokane
Creek, Little Chamokane Creek, and Spring Creek were modeled as
point sources.  There was groundwater inflow in the lower reaches
of the region.  The low DO value below Long Lake Dam was due to the
fact that the water was drawn from beneath the surface of Long Lake.

For the August 1971 verification run the headwater concentrations were
set equal to the observed headwater concentrations (see first line of
Tables 111 and 112).  Since no downstream data of any kind were
available, groundwater concentrations were set to zero with the excep-
tion of DO which was set at 7 mg/1 as for other river regions.  Benthal
NH -N  and  PO.-P  releases were modeled, as was benthal DO demand.
The results are shown in Table 10.

Similar observed data are available for September 1971 for this region.
The August modeling procedure was repeated, with the results shown in
Table 11.  The main purpose of these runs was to show the DO reaeration
effect in a non-saturated conditions.
                                92

-------
TABLE  9.    DOSCI VERIFICATION FOR RIVER REGION 4 (LITTLE SPOKANE) AUG. 11 - SEP. 10, 1968




>
a
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c
5
0
0.
Ul
ol
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U
*rt
J
RM
37.6
34.6
32.9
31.0
21.3
13.5
13.1
11.4
10.8
7.9
3.9
.1
DO
DBS


9.8
10.6

9.4

9.6
9.8
8.2
8.6
8.6
MOD
9.8
9.33
9.15
9.37
9.34
9.34
9.55
9.47
9.31
9.15
9.37
9.73
NH3-N
OBS


0
0

0

0
0
0
0
0
HOD
0
0
0
0
0
0
0
0
0
0
0
0
NO,-N
OBS


0
.18

0

1.11
.20
.11
.23
.05
MOD
.10
.10
.10
.10
.099
.099
.111
.111
.156
.154
.154
.154
PO.-P
4
OBS


.01
.01

.01

.01
.02
.01
.01
.01
MOD
.010
.011
.012
.013
.016
.019
.014
.014
.015
.017
.015
.016
COLI
OBS


450
630

3100

7000
5400
5000
1300
2100
MOD
400
398
396
387
381
381
3650
3647
3819
2521
2514
2514
N
OBS


.28
.31

.36

.50
.45
.25
.25
.34
MOD
.280
.280
.280
.280
.280
.280
.437
.437
.418
.361
.361
.361
CL
OBS


2.0
0.5

0.5

1.0
1.5
1.0
1.0
1.5
MOD
2.0
"2:0
2.0
2.0
2.0
2.0
1.71
1.71
1.64
1.33
1.23
1.23
TEMP
OBS


15.5
16.5

14.5

15.0
15.0
12.2
12.0
12.0

-------
TABLE  10.  DOSCI VERIFICATION  FOR  RIVER REGION  5  (LOWER-SPOKANE)  AUGUST,  1971


RM
33.9
32.5
31.8
29.0
DO

OSS
4.6



MOD
A. 6
4.71
A. 75
4.79
NH.-N
3
DBS
.055



MOD
.055
.053
.052
.OA7
NO.-N
2
OBS
.02



MOD
.02
.02
.02
.019
NO.-N
3
OBS
.63



MOD
.63
.622
.621
.616
PO.-P

OBS
.OA5



MOD
.045
.045
.045
.045
COL1

OBS
650



MOD
650
637
634
614
ZINC

OBS
.090



MOD
.090
.088
.088
.085
X

OBS
.07



MOD
.07
.069
.069
.068
CL

OBS
1.65



MOD
1.65
1.63
1.63
1.60
TEMP

OBS
20.1


20.4
TABLE  11.  DOSCI VERIFICATION FOR RIVER REGION 5  (LOWER SPOKANE) SEPTEMBER, 1971


RM
33.9
32.5
31.8
29.0
DO

OBS
4.8



MOD
A. 8
4.9
A. 94
4.98
NH.-N

OBS
.11



MOD
.110
.107
.106
.099
NO.-N

OBS
.025



MOD
.025
.025
.025
.025
NO.-N

OBS
.75



MOD
.75
.741
.741
.736
PO.-P

035
.01)5



MOD
.085
.084
.084
.084
COLI

OBS
4350



MOD
4350
4277
4261
4156
ZINC

OBS
.040



MOD
.040
.039
.039
.038
N

OBS
.19



MOD
.19
.188
.188
.185
CL

OBS
2.4



MOD
2. A
2.38
2.36
2.34
TE>a>

OBS
17.1




-------
                              SECTION IX

                    APPLICATION AND VERIFICATION OF

                         DYNAMIC STREAM MODEL
In this section tables, figures, and discussions of the verification
simulation results obtained with RIVSCI are provided under separate
sections for each River Region.  In the tables, the concentration of
each constituent is given in mg/L except for the coliform concentration,
which is in MPN/100 ml.  RM represents River Mile.  Temperature is in
degrees Centigrade.

All runs were made with a quantity time step of five minutes and a
quality time step of one hour.  Quantity convergence times ranged from
two days to a maximum of six days  (for River Region 3).  Quality
convergence times ranged from two days to a maximum of eight days (for
River Region 2).

Because of the lack of observed data for River Region 1 and River
Regions 3-5, figures are provided only for River Region 2.


RIVER  REGION 1:   ST. JOE - ST. MARIES  (RIVSCI)


Because of the  scarcity of observed  data  for  this  region  (see  Section
VIII), this region was not modeled with RIVSCI  for the  July  16 -
August 15, 1971  period.

For  a  description of the observed  data available,  including  wasteloads,
for  the August  16 -  September  16,  1971 simulation  period,  see  the River
Region 1  description in Section VIII.

Following  the  same procedure used  in the  DOSCI  verification  for this
region and period, no  NH~  volitization  or benthal DO  demand  was
modeled and the   NO   decay coefficient was assigned a  high  value
 (ten times nominal).  Concentrations in  the headwaters  were  set to
observed  values  and  flows were  estimated  from USGS gage readings near
RM 42.9 on the  St. Joe and RM  24.6 on  the St. Maries.   Quantity and
quality convergence  times were  2  and 5 days  respectively.

The  results, shown in Table 12,  indicate  that chloride,  PO.-P and
NH.-N   are modeled fairly well.   As  with  DOSCI,  the coliform and
NO -N   fluctuations  are not simulated, and the  modeled  DO levels,
which  are  near  saturation, are  lower than the observed  levels.


 RIVER REGION  2;   COEUR D'ALENE (RIVSCI)
 A physical description of this region, a discussion of the many pollu-
 tant sources  in the region,  and a description of the observed data
 available for the simulation periods, may be found in the River Region


                               95

-------
TABLE  12.   RIVSCI VERIFICATION FOR RIVER REGION 1 (ST. JOE - ST. MARIES) AUG. 16 - SEP. 16, 1971




CJ
o
1-1
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Ll
a
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4-t


RM
42.9
33.5
31.1
24.5
15.7
15.4
15.0
10.0
0.7
27.8
14.8
12.0
10.0
3.9
DO
DBS
9.5
9.2
9.7


9.0
9.6
9.4
9.4
10.0

9.5


MOD
9.22
8.84
8.84
8.57
8.46
8.46
8.46
8.43
8.40
8.13
8.04
8.30
8.30
8.37
NH3-N
OBS
.1

.1


.1

.1
.1
.1

.1


MOD
.0962
.0875
.0875
.0780
.0683
.0683
.0683
.0607
.0508
.0913
.0836
.0786
.0786
.0732
NO -N
OBS
.2
.04
.04


.2
.06
.05
.02
.3

.2


MOD
.1917
.1719
.1719
.1505
.1384
.1384
.1384
.1201
.1011
.2763
.2325
.2106
.2106
.1902
PO.-P
4
OBS
.01




.01



.02

.01


MOD
.0109
.0125
.0125
.0140
.0175
.0175
.0175
.0190
.0203
.0219
.0222
.0232
.0232
.0241
COLI
OBS
144

57


200
290
22
48
640

36


MOD
143
136
136
136
167
167
167
157
147
587
443
398
398
356
CL
OBS
6
5
5


6
7.5
5
10
4

4


MOD
6.00
5.98
5.98
5.98
5.67
5.67
5.67
5.77
5.78
4.0
4.0
4.0
4.0
4.0
TEMP
OBS
17.5
18.0
19.2


22.0
19.5
20.5
20.5
24.5

22.5



-------
2 description in the DOSCI verification discussed in Section VIII of
this report.  RIVSCI does not model "point sources" and consequently
all inflows in RIVSCI correspond to "infiltration" flows in DOSCI.

For the August 1969 verification run, concentrations of inflows were
equivalent to the concentrations used for DOSCI, with the exception
of  NO -N.  The RIVSCI  NO -N  inflow concentrations for August were
approximately equivalent to those for September.  The observed August
NO -N  data were inconsistent.  No benthal oxygen demand or benthal BOD
release was modeled.  Quantity and quality convergence times were 4 and
8 days respectively.

The results, which are similar to DOSCI, are shown in Table 13 and
Figs. 19 through 22.  Differences in concentrations between DOSCI
and RIVSCI can often be explained by the fact that the river miles
tabulated in the tables correspond to the ends of reaches in DOSCI and
the DOSCI concentration at such a point is the concentration at that
point, whereas the RIVSCI concentration at such a point is the average
concentration for a stretch of river (a "junction") several miles long,
for which that point is the center.

For the September 1969 verification run, inflow concentrations were
set to values equivalent to those used in the DOSCI verification run
for September.  No benthal oxygen demand or benthal BOD release was
modeled.  Quantity and quality convergence times were 4 and 8 days
respectively.

The results, which are similar to DOSCI, are shown in Table 14 and
Figs. 23 through 28.  There was generally good agreement between
modeled and observed values with the exception of DO in the South
Fork.  As in DOSCI, the modeled DO values represented saturation at
the low observed temperatures.  The reason for the lower observed
DO values is unknown.


RIVER REGION 3;  UPPER SPOKANE  (RIVSCI)


For  a description of the region and the observed data which were  available
 see  Section VIII of this report  (DOSCI verification).

 For  the August 1969 verification run,  the same procedure which was used
 for  DOSCI was followed, i.e., headwater inflow concentrations were
 set  equal to the observed values and the extensive  groundwater  flow
was  "polluted" slightly in accordance with  the Holiday Hills Well data
 (see  Wasteload Table).  The benthal oxygen  demand was modeled  and the
 groundwater DO level was varied between 5 mg/L in  the  area  of  Hangman
 Creek and 6 mg/L in the lower reaches  of  the  Spokane.  This was done
 because the DOSCI results had indicated that  a DO  level  of  7 mg/L was
 probably  too high for the August groundwater.  The  quantity convergence
 time  was  six days, which was probably  due  to  the  complex physical
 characteristics of  the region,  i.e., the  region  contained  several
 small dams.  The quality portion of  the program  reached  stability in
 4 days.


                                 97

-------
                  TABLE  13.  RIVSCI VERIFICATION FOR RIVER REGION 2  (COEUR D'ALENE)  AUGUST,  1969




3

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R>!
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!•'.:.
148
154
160
166
163
170
177
132
138
194
1
4
6
7
10
I 2
15
17
13
22
DO
DBS
7.5
7.6
7.6
3.3
8.3
8.5
8.6
7.6
8.1
8.3
8.0
8.2
8.2
7.9
7.9
8.2
6.0
8.2
8.7
7.8
7.9
8.0
MOD
8.30
8.44
8.44
8.60
8.71
8.68
8.67
8.63
8.71
8.74
8.43
8.55
8.67
8.96
9.03
9.03
9.01
9.06
6.93
8.93
8.84
9.29
BOD
OBS
1.3
1.0
.85
1.3
1.0
1.0

.90
1.0
1.0
1.0
.30
1.7
3.1
.90
1.4
3.7
1.7
2.9
1.7
1.75
1.30
MOD
1.68
1.79
1.79
1.42
1.35
1.09
1.14
.81
.70
.91
.91
.93
1.14
2.13
2.19
2.19
2.29
2.13
2.41
2.41
1.27
1.25
NH3-N
OBS



.027
.027

.036















MOD
.0063
.0098
.0098
.0149
.0244
.0409
.0576
.0819
.0192
.0190
.0266
.0332
.0576
.0376
.0400
.0400
.0403
.0437
.0395
.0395
.0469
.0543
NOj-N
OBS



.0065
.0065

.0065















MOD
.0047
.0055
.0055
.0062
.0065
.0065
.0061
.0064
.0041
.0042
.0042
.0040
.0061
.0042
.0041
.0041
.0041
.0040
.0042
.0042
.0039
.0037
N03-N
OBS



.015
.02
.4
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MOB
.1376
.1412
.1412
.1435
.1435
.1460
.1451
.0632
.0790
.1017
.1099
.1190
.1451
.3732
.3824
.3824
.4129
.4149
.5136
.5136
.5220
.2390
PO^-P
OBS




.03
.09
















MOD
.1132
.1110
.1110
.1043
.1000
.0997
.0980
.0365
.0329
.0336
.0326
.0339
.0980
.2109
.1707
.1707
.0809
.0753
.0716
.0716
.0668
.1238
ZINC
OBS
2.6
1.8
1.65
4.7
4.7
1.9
0
0
0
0
0
0
5.1
6.65
.5
.3
.3
.6
.65
.8
1
0
MOD
1.21
1.30
1.30
1.43
1.40
1.50
1.47
0
0
0
0
0
1.47
5.38
.73
.73
.71
.71
.56
.56
.56
0
CL
OBS
0
0
0
3.5
1.5
0
0
0
0
0
0
0
1.0
1.6
0
0
.5
0
3
0
0
0
MOD
.38
.38
.38
.40
.40
.41
.41
0
0
0
0
0
.41
1.55
1.62
1.62
1.81
1.82
2.81
2.81
2.91
0
COLI
OBS



888
245

265















MOD
212
216
216
224
226
230
232
179
148
190
204
220
231
395
415
415
462
377
583
583
50.6
112
TEMP
OBS
20.0
19.5
19.2
19.2
16.7
17.5
16.4
19.0
18.5
17.5
20.0
19.7
21.0
17.3
16.5
17.0
18.0
18.0
16.0
17.5
18.3
15.3
vO
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-------
   11


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SOUTH FORK
                                                        RIVER MILE
FIGURE  19.  RIVSCI VERIFICATION FOR DO ON RIVER REGION 2 (COEUR D'ALENE) - AUGUST  1969

-------

^ 3
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                                                                                   SOUTH FORK
                                                           RIVER MILE
FIGURE   20.   RIVSCI VERIFICATION FOR BOD ON RIVER REGION  2  (COEUR D'ALENE) - AUGUST 1969

-------
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FIGURE  22.   RIVSCI VERIFICATION FOR  CHLORIDE ON RIVER REGION 2  (COEUR D'ALENE) - AUGUST 1969

-------
               TABLE  14.   RIVSCI VERIFICATION FOR RIVER REGION  2  (COEUR D'ALENE)  SEPTEMBER,  1969
o
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138
145
148
154
160
166
168
170
177
182
188
194
1
4
6
7
10
12
15
17
18
22
DO
OBS

9.0
9.5
9.3
8.9
9.2

8.8
8.8
9.3
8.9
9.1
8.6
8.7
9.3
10.2
7.9
10.3
10.2
10.0
9.8
9.5
MOD
8.81
9.02
9.02
9.19
9.30
9.53
9.65
9.46
9.50
9.60
9.56
9.53
9.65
10.47
10.67
10.67
10.70
10.71
10.80
10.80
10.83
10.83
BOD
OBS MOD

1.6
1.6
1.4
1.2
1.2

.6
.5
1.7
1.0
1.0
1.1
1.6
1.3
1.8
1.9
1.7
1.5
1.7
1.4
1.3
1.67
1.80
1.80
1.43
1.35
1.08
1.13
.84
.73
.94
.94
.95
1.13
1.99
2.03
2.03
2.09
1.88
2.01
2.01
1.30
1.27
NH3-N
OBS



.09
.07

















MOD
.0112
.0194
.0194
.0301
.0434
.0747
.0969
.1226
.0348
.0376
.0479
.0521
.0969
.0592
.0610
.0610
.0613
.0626
.0612
.0612
.0643
.0651
N02-N
OBS



.003
.003

















MOD
.0063
.0072
.0072
.0077
.0077
.0071
.0063
.0066
.0045
.0045
.0041
.0039
.0363
.0339
.0038
.0038
.0338
.0337
.0038
.0333
.0035
.0035
N03-N
OBS
0
.24
0
.24
.05
.24

0
0
0
0
.12
.24
.20
0
.24
.12
.24
.65
0
.58
.24
MOD
.1341
.1405
.1405
.1436
.1435
.1463
.1460
.0641
.0803
.1029
.1106
.1195
.1460
.3847
.3949
.3949
.4226
.4250
.5244
.5244
.5296
.2395
po4-p
OBS
.06
.51
.04
.45
.01
.16

.06
.02
0
0
.03
1.14
.76
.56
.12
.04
.08
.17
.12
.03
.12
MOD
.3022
.3066
.3066
.3080
.3062
.3109
.3113
.0381
.0344
.0350
.0334
.0345
.3113
1.065
.7491
.7491
.1227
.0747
.0705
.0705
.0668
.1245
ZINX
OBS
2.6
4.1
3.1
3.0
6.0
4.7

0
0
0
0
0
15
14
2
2
1.2
1.5
1.8
2.8
1.5
.1
MOD
3.25
3.50
3.50
3.84
3.94
4.25
4.32
0
0
0
0
0
4.32
16.92
1.47
1.47
1.43
1.43
1.15
1.15
1.15
.02
CL
OBS
1.5
0
0
0
0
0

0
0
0
0
0
0
1
0
.5
.4
.5
.5
0
0
0
MOD
.20
.21
.21
.21
.22
.22
.22
0
0
0
0
0
.22
.86
.49
.49
.49
.49
.49
.49
.50
0
TEMP
OBS
17.5
16.5
16.2
16.0
16.0
15.0

14.0
14.0
13.5
13.5
13.5
10.0
11.0
£.5
8.5
8.8
8.5
8.7
8.5
8.0
8.0

-------
   11



j 10

_-
o
i 9
M i.
° s
O
0

0 o
a °



7
! 1 1 1 1 ! 1 1 1 1 1 1
O Modeled

— V Observed

V 0 - 0 ° 0 0
V7 /^ ^
§ ° ° v v
V v ^

-^
o
ft.

"2
a
o
en
1 1 1 1 1 1 V 1 1 1 1 1
il


10


9










7
I 1 ^Q^ II 1
GO °°
O
—
V
V V
0 V
V V
V

V




~ V



1 1 1 1 1 1
           Gi-nOUiOUiOUiOUiOL^OOUiO^O    LnQUi
                               MAIN STEM
                                                                                  SOUTH FORK
                                                         RIVER KILE
FIGURE  23.   RIVSCI VERIFICATION FOR DO ON RIVER REGION 2 (COEUR D'ALENE) - SEPTEMBER 1969

-------
    3
CJ

0   1
o
1 1 I ! I 1 1 1 1 1 I !
O MoJcied
_ V Observed

>-i
0
— j±
O O 3 „
vv 5 v
(37 o
v g
o 0 ° S ®
1 1 1 1 1 1 V 1 1 1 1 1 1

4

3


2

1
0
i
1 1 I 1 1 1

•-{ r-<
	 r— 1 T— 1
n) to
U-l »4-(
^J 4J
3 3
O 0
— ooo p. o o
^ .
V S G7
ll iWl 1 1 1

                                MAIN STEM
                                                                              O   V-rt    O



                                                                                 SOUTH FORK
                                                         RIVER MILE
       FIGURE  24.  RIVSCI VERIFICATION FOR BOD ON RIVER REGION 2 (COEUR D'ALENE)  - SEPTEMBER 1969

-------

.6

.5
.It
.3

.2
.1
.0


1 1 1 1 1 1 1 1 1 1 1 1
O Modeled
_
^7 Observed
-
-

V V V

0000°
,00*
1 0
3
-v v " v v v v
1 1 1 1 1 1 T 1 1 1 I 1 1
!jr^j>!31t^o^o^^d{»CDS^c

.6

.5
.4
.3

.2
.1
.0

3
1 1 1 1 1 1
V
_
OGZ>
-
~ Q
-
V V V g
- v
^ J*
VOI
V
~~ o
c
o
c
id
u
•- v v
1 ! 1 vl 1 !

              wiOLnOWOi-no





                                 MAIN STEM
OWOUIOOOIO1-"  O




                           SOUTH FORK




         RIVES MILE
FIGURE  25.   RIVSCI VERIFICATION FOR NO-N ON  RIVER REGION 2 (COEUR  D'ALENE)-  SEPTEMBER 1969

-------
o
-J
l.S

1.4
1.3

1.2
1.1

1.0
.9
.8

.7

f.


.5

.4


.3
.2

.1

.0

1 1 1 1 1 1 1 1 1 1 1 1
- O -Modeled

V - Observed
-









U
0
— • ^ .n •
v "*



- o o o o o °

V

^7 V
— V ° 9 p: Q O?
1 1 1 1 ! 1 V I 1 1 I 1 !

1.4
1.3

1.2
1.1

1.0
.9
.8

.7


.6

.5

.4


.3
.2

.1

- .0

1 1 1 1 1 1
-


-
I
O

-

V
GO
V

—

— 00
C

g OCo
V V
IT 1 1 I i 1
                                                            en  O).
                                              KA1N STEM
                                                                   RIVER MILE
                                                                                     SOUTH FORK
             FIGURE   26.   RIVSCI  VERIFICATION  FOR PO^-P ON RIVER REGION 2 (COEUR D'ALENE) - SEPTEMBER 1969

-------
O
00
i. /
16

15
14
13
12
11
10
9
8
7

5


5
4
3

2

1


0


1 1 1 1 1 1 1 1 1 1 1 1
_
O Modeled

_ V Observed
-








- v


V
_ V °
00
00
-° V V
V
	 ^
kJ
O
— &
3
O

~ 0? 67 S' S7 (57
1 1 1 1 1 1 T 1 1 1 1 1 1
i /
16

15
14
13
12
11
10
9
8

7

6

5
4
3

2

1



0

Ol 1 I I 1 I
_

V
- y
-
-
-






~~ 00 JJ
C V
D O

                                               KAIN STEM
                                                              RIVER MILE
                                                                                   SOUTH FORK
         FIGURE  27.   RIVSCI VERIFICATION FOR ZINC  ON RIVER REGION 2 (COEUR D'ALENE) - SEPTEMBER 1969

-------
              &


              •z.
              u

              u
              a
1.6



1.5



1.4



1.3



1.2



1.1



1.0




 .9
1 1 1 1 1 1 1 1 I 1 1 !
- v
- O Modeled
V Observed
-
-
-
-
-
-
-
o
*j
a
o
to
O 0 0 0 0
-
— V V V V V V) V)V)\OV>
1 1 1 1 1 1 V 1 1 1 1 1 1

J. - U
1.5
1.4
1.3
1.2
1.1
1.0
.9
.8
.7
.6
.5
.4
.3
.2
.1
.0

1 1 1 1 1 i
-
-
-
-
- v
- 0
-
-
-
- 070^)^0
V
V
0 S
2
— a
V V W V)
1 1 I T 1 I 1

                                                     en  CD
                                         MAIN STEM
                                                                                SOUTH FORK
                                                            RIVER KILE
FIGURE   28.   RIVSCI VERIFICATION FOR CHLORIDE  ON RIVER  REGION 2  (COEUR D'ALENE) -  SEPTEMBER 1971

-------
From Table 15 it can be seen that fairly  good agreement with observed
values was obtained.

For the September 1969 verification run,  the groundwater pollutant
concentrations were slightly reduced and  the groundwater DO level was
set at 7 mg/L.  All tributary flows were  reduced slightly and head-
water flows were increased to match USGS  gage readings, which resulted
in a quantity convergence time of 5 days.  The quality portion again
reached stability in 4 days.

As can be seen from Table 16, there is generally good agreement with
the observed data.  The higher modeled DO values result from the lower
observed temperatures.  See the River Region 3 description in Section
VIII for a discussion of the DO levels in the lower reaches of the
Spokane River.

RIVER REGION 4:  LITTLE SPOKANE  (RIVSCI)
 For a description of  the  region  and  the  observed  data which were
 available see  the DOSCI verification (Section VIII  of this report).

 For the July 11 - August  10,  1968  verification run  for this region
 the procedure  followed in the DOSCI  verification  was  applied.   The
 headwater concentrations  were set  equal  to  the observed values  and
 pollutants were introduced by flows  representing  Deadman Creek  and
 groundwater  infiltration.   Benthal oxygen demand  was  modeled  and
 benthai BOD  and NH  -N release rates  were set to zero.  Both the
 quantity portion and  the  quality portion of RIVSCI  reached stability
 in 3 days.   The results are shown  in Table  17.  As  usual, the
 modeled DO values were near saturation at the observed temperatures.

 The same procedure  used in making  the July  11 - August 10 run was
 followed in  making  the August 11 - September 10,  1968 run.  Benthal
 DO demand was  modeled.  BOD was  not  modeled and the NH -N benthal
 release rate was set  to zero. Each  portion of RIVSCI again converged
 in 3 days.

 The results  for the second month,  which  are similar to the July 11 -
 August 10 results,  are shown in  Table 18.  See the  River Region A
 description  in Section VIII for  a  discussion of the DO levels in the
 lower  reaches  of the  Little Spokane  River.

 RIVER REGION 5:  LOWER SPOKANE (RIVSCI)
 For a description of  the region and the scant observed data which were
 available see Section VIII of this report (DOSCI verification).

 For the September 1971 verification run all inflow concentrations were
 set approximately equal to the observed headwater concentrations with
 the exception of the  groundwater DO, which was set at 7 mg/L.  Benthal


                                 110

-------
TABLE  15.   RIVSCI VERIFICATION FOR RIVER REGION 3  (UPPER SPOKANE) AUGUST, 1969







Vj
01
>
2
01
c
to
*
o
0.
CO







1-1
u
c
d
0
bo
c:
3
RM
110.7
106.6
102.1
101.8
98.7
96.4
93.9
88.7
84.8
80.2
77.9
76.2
74.2
72.9
72.4
64.2
58.1
56.7
39.0
32.9
20.2
14.5
.8
DO
DBS



8.2
8.1

8.0










7.4





MOD
8.11
8.11
7.90
7.90
7.90
8.01
8.01
7.83
7.88
7.78
7.78
7.78
7.50
7.69
7.69
7.78
7.99
7.99
8.10
8.14
8.13
8.10
8.10
NH3-N
OBS



.04
.06












.08





MOD
.0312
.0312
.0384
.0384
• 0373
• 0348
.0348
.0457
.0452
.0439
.0439
.0439
.0534
.0517
.0517
.0518
.0477
.0477
.0560
.0540
.0519
.0537
.0505
NOj-N
OBS



.01
.01












.05





MOD
.0096
.0096
.0101
.0101
.0101
.0101
.0101
.0291
.0302
.0306
.0306
.0306
.0370
.0362
.0362
.0390
.0360
.0360
.0368
.0360
.0390
.0383
.0372
NO -N-
OBS



.02
.04












.6





MOD
.0223
.0223
.0418
.0418
.0420
.0425
.0425
.1496
.1624
.2283
.2283
.2283
.3512
.3525
.3525
.4167
.4120
.4120
.5971
.6202
.6373
.6668
.6896
P04-P
OBS



.05
.06












.18





MOD
.0509
.0509
.0606
.0606
.0609
.0616
.0616
.0941
.0995
.1246
.1246
.1246
.1720
.1724
.1724
.1975
.1995
.1995
.1646
.1720
.1779
.1829
.1913
ZINC
OBS



.150
.145

.200










.080





MOD
.140
.140
.126
.126
.126
.123
.123
.110
.107
.100
.100
.100
.092
.091
.091
.083
.080
.080
.097
.095
.095
.093
.092
N
OSS



.2
.5












.8





MOD
.20
.20
.48
.48
.48
.43
.48
.55
.57
.63
.63
.63
.76
.76
.76
.76
.76
.76
.60
.60
.60
.60
.60
CL
OBS



2
1

.4










8





MOD
2.0
2.0
1.64
1.64
1.64
1.63
1.63
1.94
2.06
2.89
2.89
2.S9
4.52
4.52
4.52
4.77
4.81
4.81
4.0
4.27
4.46
4.53
4.69
TEMP
OES



21.5
21.5

23.0










IS. 5


1



-------
TABLE  16.   RIVSCI VERIFICATION FOR RIVER REGION 3 (UPPER SPOKANE) SEPTEMBER, 1969









01
^
"
o>
d
rt
o
(X
1/5






^
u
c
a
a
RM
110.7
106.6
102.1
101.8
98.7
96.4
93.9
88.7
84.8
80.2
77.9
76.2
74.2
72.9
72.4
64.2
58.1
56.7
39.0
32.9
20.2
14.5
.8
DO

OBS



8.8
8.8












7.7





MOD
8.75
8.75
8.72
8.72
8.73
8.77
8.77
8.56
8.56
8.53
8.53
8.53
8.47
8.56
8.56
8.62
8.71
8.71
8.73
8.81
8.81
8.79
8.78

3
OBS



.04
.02












.11





MOD
.0361
.0361
.0305
.0305
.0303
.0294
.0294
.0467
.0465
.0446
.0446
.0446
.0475
.0470
.0470
.0504
.0480
.0480
.0969
.0975
.0992
.0976
.0986
NO-N
2
OBS



.001
.001












.016





MOD
.0022
.0022
.0034
.0034
.0034
.0037
.0037
.0067
.0071
.0079
.0079
.0079
.0088
.0089
.0089
.0096
.0099
.0099
.0114
.0134
.0151
.0165
.0182
NO-N
3
OBS



.05
.04












.13





MOD
.0496
.0496
.0494
.0494
.0494
.0493
.0493
.0736
.0751
.0780
.0780
.0780
.0843
.0844
.0844
.0873
.0878
.0878
.1002
.1062
.1104
.1134
.1180
PO -P
4
OBS



.04
.04












.13





MOD
.0406
.0406
.0415
.0415
.0417
.0421
.0421
.0680
.0691
.0731
.0731
.0731
.0797
.0801
.0801
.0836
.0847
.0847
.1047
.1154
.1206
.1244
.1297
ZINC

OBS



.190
.190












.140





MOD
.180
.180
.166
.166
.166
.162
.162
.149
.146
.139
.139
.139
.134
.133
.133
.131
.126
.126
.096
.095
.100
.103
.104
N

OBS



.4
.4












.9





MOD
.40
.40
.40
.40
.40
.40
.40
.58
.59
.61
.61
.61
.65
.65
.65
.67
.67
.67
.80
.83
.85
.84
.84
TEMP

OBS



17.7
17.7












15.6






-------
TABLE  17.  RIVSCI VERIFICATION FOR RIVER REGION 4  (LITTLE  SPOKANE) JUL.  11  - AUG.  10,  1968




>
a
V
0}
•g
(X
in
01
u
_4

RM
37.6
34.6
32.9
31.0
21.3
13.5
13.1
11.4
10.8
7.9
3.9
.1
DO
OBS


9.7
10.4

9.9

9.4
8.8
8.6
8.7
9.8
MOD
9.64
9.42
9.42
9.19
9.31
9.58
9.58
9.34
9.34
8.85
9.34
9.61
DOD
OBS


0.6
0.7

0.9

0.6
0.6
0.6
0.7
0.4
MOD
.59
.58
.58
.57
.54
.86
.86
.61
.61
.60
.59
.59
N1I3-N
OBS


0
0

0

0
0
0
0
0
MOD
.0002
.0005
.0005
.0009
.0016
.0008
.0008
.0004
.0004
.0004
.0006
.0007
H03-N
OBS


0
.52

.70

1.06
.66
1.40
1.20
0
MOD
.5992
.5975
.5975
.5957
.5916
.7421
.7421
1.269
1.209
1.184
1.182
1.1809
POA-P
OBS


.01
.01

.01

.01
.07
.003
.01
.02
HOD
.0105
.0117
.0117
.0132
.0187
.0138
.0138
.0115
.0115
.0145
.0151
.0157
COL I
OBS


13000
11000

2700

5400
5300
2200
3600
6200
MOD
12936
12810
12810
12678
12358
3328
3328
3783
3783
4145
4127
4109
N
OBS MOD


.3
.2

.1

.1
.2
.1
.1
.2
.30
.30
.30
.30
.30
.15
.15
.12
.12
.14
.14
.14
CL
OBS


1.2
1.2

1.2

3.5
2.5
2.5
2.8
2.5
XOD
1.20
1.20
1.20
1.20
1.20
1.20
1.20
2.80
2.80
2.86
2.86
2.86
TE>0>
OBS


15.2
16.0

14.9

14.9
18.0
12.9
12.5
12.3
TABLE  18.   RIVSCI VERIFICATION FOR RIVER REGION 4  (LITTLE SPOKANE) AUG. 11 - SEP. 10, 1968



>
52
a
c
o
a.
ts>
v
•-»
-H


RM
37.6
34.6
32.9
31.0
21.3
13.5
13.1
11.4
10.8
7.9
3.9
.1
DO
OBS


9.8
10.6
9.4
9.6
9.8
8.2
8.6
8.6
MOD
9.65
9.43
9.43
9.16
9.29
9.17
9.17
9.71
9.71
9.11
9.53
9.75
NK3-N
OBS


0
0
0
0
0
0
0
0
MOD
0
0
0
0
0
0
0
0
0
0
0
0
N03-N
OBS


0
.18
0
1.11
.20
.11
.23
.05
MOD
.1798
.1793
.1793
.1788
.1776
.1934
.1934
.1974
.1974
.1980
.1978
.1976
PO -P
4
OBS


.01
.01
.01
.01
.02
.01
.01
.01
MOD
.0104
.0113
.0113
.0125
.0176
.0131
.0131
.0114
.0114
.0113
.0118
.0124
COLI
OBS


450
630
3100
7000
5400
5000
1300
2100
MOD
448
444
444
440
429
3693
3693
7712
7712
6897
6868
6839
N
OBS


.28
.31
.36
.50
.45
.25
.25
.34
MOD
.28
.28
.28
.28
.28
.44
.44
.80
.80
.70
.70
.70
CL
OBS


2.0
0.5
0.5
1.0
1.5
1.0
1.0
1.5
MOD
2.0
2.0
2.0
2.0
2.0
.56
.56
1.48
1.48
1.55
1.55
1.55
TEMP
OBS


15.5
16.5
14.5
15.0
15.0
12.2
12.0
12.0

-------
NH--N  and  PO.-P  releases were modeled, as was benthal DO demand.
Convergence times for the quantity and quality portions of RIVSCI were
2 and 3 days respectively.

The results are shown in Table 19.

Because of the similarity (and scarcity) of the August 1971 data,
RIVSCI was run on this region using only the September data.
                                  114

-------
TABLE  19.   RIVSCI VERIFICATION FOR RIVER REGION 5 (LOWER SPOKANE) SEPTEMBER, 1971


RM
33.9
32.5
31.8
29.0
DO

DBS
4.8



HOD
A. 86
5.07
5.07
5.36
KH.-N

DBS
.11



MOD
.1086
.1059
.1059
.1033
NO.-N

OBS
.025



MOD
.0251
.0252
.0252
.0254
NO.-N
3
OBS
.75



MOD
.7493
.7480
.7480
.7454
PO.-P

OBS
.085



MOD
.0850
.0851
.0851
.0851
COLI

OBS
4350



MOD
4329
4276
4276
4204
ZINC

OBS
.040



MOD
.040
.039
.039
.038
N

OBS
.19



MOD
.19
.19
.19
.19
CL

OBS
2.4



MOD
2.40
:.40
2.40
2.40
TLMT

OSS
17.1




-------
                               SECTION X
                    APPLICATION AND VERIFICATION OF
                      STRATIFIED RESERVOIR MODEL
This section presents discussions, with tables and figures where
appropriate, of the simulation results obtained from the verification
of the Stratified Reservoir Model  (LAKSCI) on Long Lake and Coeur
d'Alene Lake.  In the tables the concentration of each constituent
is given in mg/L except for coliform concentration, which is MPN/100 ml,
Temperature is in degrees Centigrade.  The Wasteload Table referred to
is Table 3 of Volume II.
                                 117

-------
LONG LAKE
Extensive observed lake water quality data for DO, NH -N, NO -N,
NO.-N, PO.-P, coliform, and temperature were available for Long Lake
for the simulation period of June 1 to December 1, 1971.  These data
were the result of the study described in Reference [29] of Volume II.
The majority of the quality data were for the surface, but a considerable
number of measurements of DO, NO -N, PO.-P, and temperatures were
available at depths of up to 100 ft.  Unfortunately, no observed BOD
data were available.  Quality data for the Spokane River inflow to Long
Lake were available twice a month (USGS gage 4260) for DO, coliforms,
zinc, and temperature.  Some readings for total nitrogen, NH»-N, NO~-N,
NO.,-N, and PO.-P were available for the Little 'Spokane River inflow
to Long Lake  (USGS gage 4319).  Outflow measurements of DO, NH--N, NO -N,
NO -N, PO.-P, coliforms, temperature, zinc, and total nitrogen were
available twice a month  (USGS gage 4330).

For  the LAKSCI verification run the inflow into Long Lake was estimated
using measurements from USGS gaging stations 4225, 4260 and 4310.
A groundwater flow of 620 CFS into the lake was estimated  (see Table 5
of Volume II).  The outflow was obtained from USGS gaging station
4330.  Lake parameters were chosen such that, with the given inflow
and  outflow rates, the lake surface elevation time history matched
the  observed surface elevation history.  Based on all available data,
the  lake was modeled as an inverted trapezoid 22 miles long, 32 meters
deep, with the bottom width equal to  .01 times the top width.  This
resulted in a full volume of  3.19 x 10°  cubic meters and a maximum
surface area of  1.98 x 10   square meters.  Meteorologic data from the
City of Spokane were used.  The lake inflow concentrations were
estimated from the available data described above.  BOD was modeled
and  the benthal BOD release rate was set at its nominal value.  The
benthal oxygen demand was set at five times its nominal value  to
represent the effects of extensive sludge deposits which  the observed
data indicated.  In order to start the model, the lake was assumed
to be completely mixed at a temperature of 12 degrees  (the surface
temperature) on June 1.  This procedure had been used successfully
by developers of the original DRM model.

Partial results of the run are shown  in Tables 20 and 21  and Figs.
29 through 34.  An examination of these tables and figures and the
complete computer output reveals the  following:

(a)  The thermal simulation portion of DRM remains intact  in LAKSCI
     and consequently the simulated LAKSCI temperatures were identical
     to the temperatures simulated by DRM in Phase II of  this  project.
     As stated in Volume III, there was generally very good agreement
     between the modeled and observed temperature values  at all depths.
     These results are presented in Figures 13 through 20  of Volume III
     of this report.
                             118

-------
TABLE  20.  LAKSCI VERIFICATION FOR LONG LAKE JUN. 1 - NOV. 30, 1971

DEPTH









u

a
:=>
CO









20'



DATE
Jun 1
Jun 13
Jun 22
Jul 8
Jul 11
Jul 25
Aug 1
Aug 15
Aug 24
Sep 6
Sep 19
Oct 5
Oct 19
Oct 27
Nov 3
Nov 9
Nov 16
Nov 22
Nov 29
Jul 21
Aug 10
Aug 18
Aug 23
Sep 1
Sep 15
Sep 22
DO
OBS
11.7
11.5
10.2
13.6
9.3
7.4
7.7
7.4
7.8
8.8
10.0
10.0
9.8
10.8
11.4
10.5
11.0
11.7
11.3

5.0
6.0
6.1
4.8
7.7
7.9
MOD
9.1
10.4
9.2
9.3
9.1
8.1
8.1
7.7
8.1
5.5
5.5
9.0
7.6
8.0
8.5
9.6
9.3
9.0
9.3
7.9
5.8
6.8
6.4
5.8
3.4
4.1
NH.J-N
OBS
.010

.005
.009




.300


.008
.013
.020
.060
.080


.050







MOD
.008
.007
.006
.015
.018
.008
.005
.011
.017
.059
.065
.035
.039
.040
.041
.041
.043
.044
.045
.02
.03
.02
.02
.03
.08
.06
»o2-N
OBS
.000

.001
.032




.315


.006
.020
.008
.008



.000







MOD
.000
.001
.003
.006
.007
.004
.003
.004
.006
.013
.020
.017
.010
.010
.009
.009
.009
.009
.009
.008
.009
.005
.007
.008
.021
.018
No3-»
OBS
.26

.08
.31




.61


.26
.97
.29
.36
.81


.25
.47


.60
.72
.44

MOD
.24
.40
.23
.45
.54
.006
.001
.006
.240
.646
.706
.450
.87
.93
1.00
.98
1.07
1.16
1.23
.74
.77
.25
.47
.50
.78
.84
PO^-P
OBS
.006

.028
.045




.140


.015
.000
.035
.013



.010
.04


.02
.10
.07

MOD
.007
.014
.015
.024
.026
.035
.038
.041
.040
.047
.054
.051
.048
.047
.045
.044
.043
.042
.040
.03
.04
.04
.04
.04
.05
.05
COLIFORMS
OBS
1100
4000

165
3000
2500
800
5500
100
3000
2000
653
2283
710
2282
9500
620
2771
• 1252







MOD
753
2287
2526
1584
1462
1105
5S9
326
879
653
568
530
556
598
646
691
734
775
831
1312
912
662
899
715
607
546
TEMP
OBS
12.0
13.7
17.1
14.8
15.8
20.2
21.0
19.5
20.6
16.8
14.4
14.1
10.0
8.6
7.5





20.9
21.0
20.4
18.8
17.3
14.5
MOD
12.2
14.1
18.9
16.3
16.1
21.2
22.6
21.0
19.3
17.9
16.2
14.1
11.3
9.2
7.4
6.0
5.7
5.4
4.8
19.0
21.6
20.0
19.2
18.9
16. S
15.8

-------
                                                   TABLE  20.   (Continued)
NO
O


DEPTH



40'







50'




70'


80'


100"

DATE
Jul 21
Jul 27
Aug 10
Aug 18
Aug 23
Sep 1
Sep 15
Sep 21
Jul 21
Jul 27
Aug 23
Sep 1
Sep 15
Sep 21
Jul 27
Aug 23
Sep 1
Sep 15
Jul 21
Aug 10
Aug 18
Aug 23
Sep 1
Sep 15
DO

OBS

4.6
4.8
3.4
1.6
2.8
5.6
8.0

5.5

2.8
5.8
6.8
2.6
3.6
2.0
0.0

1.8
1.7

0.0
0.0
HOD
7.6
6.9
5.5
4.5
6.1
5.8
3.4
4.1
6.0
5.0
.8
.6
3.4
4.0
1.3
0.0
0.0
3.4
0.0
0.0
0.0
0.0
0.0
2.31
NH.-N
3
OBS
























MOD
.02
.02
.03
.04
.03
.03
.08
.07
.04
.04
.05
.09
.08
.06
.07
.10
.12
.08
.12
.12
.12
.12
.23
.08
NO.-N
2
OBS
























MOD .
.007
.007
.009
.010
.007
.008
.02]
.019
.010
.010
.010
.012
.021
.019
.015
.015
.016
.021
.021
.021
.02L
.020
.010
.021
NO.-N
3
OBS
.29



.56
.48
.49

.25

.44
.48
.47





.28


.02
.06

MOD
.93
.93
1.06
1.15
.54
.54
.78
.83
1.08
1.09
1.14
1.28
.78
.83
1.08
1.08
1.17
.78
1.03
1.03
1.03
1.03
.96
.78
PO ,-p
4
OBS
.04



.04
.07
.05

.03

.04
.06
.05





.04


.00
.10

MOD
.03
.04
.04
.04
.04
.04
.05
.05
.03
.04
.05
.05
.05
.05
.05
.06
.06
.05
.06
.06
.06
.06
.06
.06
COLIFORMS

OBS
























MOD
947
652
906
1488
910
788
607
552
749
478
53
635
607
552
438
54
373
607
616
138
74
49
41
607
TEMP

OBS

17.0
19.8
19.5
19.0
19.3
16.8
13.5

16.7

19.5
17.0
15.4
15.5
15.5
17.2
16.5

16.0
16.0

16.5
16.0
MOD
16.7
17.2
19.1
19.3
19.2
18.9
16.8
15. S

16.5

18.7
16.8
15. S
16.1
17.6
18.1
16.8
15.9
16.7
17.1
17.4
17.9
16.8

-------
TABLE  21.  LAKSCI VERIFICATION FOR LONG  LAKE  OUTFLOW JUNE  1 - NOVEMBER 30, 1971





3
o
lu
u
3
O


DATE
Jun 1
Jim 13
Jul 11
Jul 25
Aug 1
Aug 15
Sep 6
Sep 19
DO
OBS
13.3
12.6
7.9
8.2
6.1
3.1
3.7
5.9
MOD
8.4
10.7
8.6
7:3
6.5
5.4
4.2
4.1
NH3-N
OBS
.020
.020
.160
.010
.060
.050
.210
.010
MOD
.010
.010
.020
.020
.030
.030
.070
.080
NH2-N
OBS
.000
.000
.000
.010
.190
.020
.040
.010
MOD
.000
.000
.010
.010
.010
.010
.010
.020
N03-N
OBS
.05
.16
.16
.26
.49
.77
1.10
.39
MOD
.27
.67
.75
.82
.86
.95
.73
.79
PVP
OBS
.03
.04
.03
.04
.04
.07
.10
.07
MOD
.01
.01
.03
.03
.04
.04
.05
.06
COLIFORMS
OBS
500
250
600
100
800
'500
1200
7500
MOD
754
2300
1500
1000
700
1300
650
560
TEMP
OBS
12.9
14.1
16.4
19.4
20.2
20.0
17.5
16.7
MOD
12.0
13.5
16.0
18.8
19.9
20.3
18.0
16.2
ZINC
OBS
.19
.14
.13
.07
.10
.08
.04

MOD
.05
.13
.07
.06
.05
.04
.02
.02
TOT N
OBS
.02
.04
.18
.06
.07
.07
.25
.13
MOD
.01
.02
.04
.05
.06
.07
.07
.09

-------

H
z
o
14




13




12




11





10





 9  6-




 8





 7




 6




 5




 4





 3




 2
   V




   O

O  Modeled





V  Observed
                           V
                                                           O
                                                                                         V
                                                                                             v
                                                                                                    V
                                                                                                    v
                                                                                                        0
        FIGURE  29.  LAXSCI  VERIFICATION FOR DO  ON LONG LAKE  (SURFACE)  - JUNE - NOVEMBER 1971

-------
1.3
1.2
1.1
1.0
. d -9
i
S-" '8
0
H
H
| — * W
to " .6
CO §
^ .5
§" -A

.3
,;

.1



i i i i i
"" O Modeled C
y Observed
v oo
O
O
V


V
_
0 0
V
- V
> 0 ° X
V

V
1 1 1 1 1
_ c_, > w O Z C
- c. c ro o o rt>
3 f— * OT T3 rf < o
FIGURE  30.   LAKSCI VERIFICATION FOR NO^N ON LONG LAKE (SURFACE) - JUNE - NOVEMBER 1971

-------
to
-p-
       c.
       u
       §
       0
6000



5500



5QOO




4500



4000



3500



3000



2500



2000



1500


1000
                  -  O  Modeled



                     rr  Observed
                 I
             500
                                                                                                              9000
                                                                        V
                                                    >
                                                    c
                                                    OQ
                  FIGURE   31.  LAKSCI  VERIFICATION FOR COLIFORMS ON LONG  LAKE  (SURFACE) -  JUNE - NOVEMBER 1971.

-------
2
O
U
CJ
IS
o
u

o
o
14



13




12



11



10



 9



 8



 7



 6
           O  Modeled
        —  V  Observed'
                                                        V

                                                       _2_
        S
                                    l

f
        FIGURE  32.   LAKSCI VERIFICATION FOR DO ON LONG LAKE (50' DEPTH)  - JUNE - NOVEMBER 1971

-------
o
t-t
H
O


O
1.3



1.2




1.1



1.0



 .9



 .6




 .7



 .6




 .5



 .4



 .3



 .2




 .1
          O  Modeled
       —  V  Observed
      O
                                                         I

                                                        O

                                                                                          2
      FIGURE  33.  LAKSCI VERIFICATION FOR NO^N ON LONG  LAKE (50' DEPTH)  - JUNE  -  NOVEMBER 1971

-------
   14




   13  V





   12





   11





   10
g
2


H   7
o
o
o



    5





    4





    3





    2
                            V
                   Modeled
                   Observed
V



o
                                       0

                                       V
                                                                                                       o
                                                                  0
       
                                       c
                                                                       o
                                                                       n
                                                   a
                                                   o
                                                   <
       FIGURE   34.  LAKSCI VERIFICATION FOR DO ON LONG  LAKE (OUTFLOW) -  JUNE - NOVEMBER  1971

-------
(b)   The simulated DO profiles matched the observed DO profiles fairly
     well,  although there appeared to be an inconsistency in the total
     amount of DO removed from the lake by the simulation.  This was
     indicated by the fact that the modeled surface DO level was
     approximately 3 mg/L lower than the observed level after the
     lake "turned over".  (Just prior to turnover, the bottom 43 ft.
     representing approximately 15% of the lake volume was devoid of
     oxygen.)  The measured DO level in the lake outflow, however, was
     lower than the simulated value after turnover, which indicated
     that not enough oxygen was removed.

(c)   The simulated turnover occurred on September 5.  The behavior
     of observed outflow concentrations indicated that the process
     was probably occurring during the two week period prior to this,
     i.e., the turnover was apparently modeled successfully-

(d)   The modeled surface values for NH--N, N02-N, NO -N, and PO.-P
     matched the observed values fairly well with the exception of
     observed values taken on August 24.  The lake inflow during the
     period around August 24 was distributed by LAKSCI into the top
     layers of the lake and it is possible that there was an unknown
     influx of these pollutants during the time period in question.
     No quality inflow data was available for this period.  The
     August 24 measurements might also have been erroneous.

(e)  The modeled  NO -N  concentration level was generally higher than
     the observed value.  The relatively high (1.0-2.0 mg/L) inflow
     NO -N  concentration was based on data from the Little Spokane
     River.  No  NO -N  data were available for the Spokane River and
     the simulation results indicated that a better overall match
     to the observed  NO^-N  data could have been obtained if the
     Spokane River were assumed to be relatively free of  NO -N.  An
     examination of  NO -N  data for other years for both the Little
     Spokane and the Spokane revealed no pattern.  A decrease in the
     lake  NO -N  level could also have been accomplished by
     increasing the  NO--N  decay coefficient (to represent more
     consumption of  NO»-N  by algae).  Due to the lack of data
     neither course was pursued.

(f)  The wide fluctuations in the observed surface coliform concentra-
     tions were not matched by the simulated values since there were
     no data to support wide fluctuations in the inflow coliform
     concentrations.
                               128

-------
COEUR D'ALENE LAKE
Observed surface data Were available from the study described in
Reference [41] of Volume II for DO, NH—N, NO -N, H),-P, chlorides,
and temperature on four days (6/16, 7/14, 8/20, 8/27J for the June 1 -
November  30,  1971  simulation period.   No  quality  data for  either  lake
inflow or lake outflow was available.  No depth profiles were available
for any-constituents.  Several industries used Coeur d'Alene Lake as a
receiving water for their effluent but no measured flow or concentration
data were available for the simulation period.  The Wasteload Table
indicated that the result would be insignificant because of the large
lake volume even if data were available.

For the LAKSCI verification run the inflow into Coeur d'Alene Lake
was estimated using measurements from USGS gaging stations 4135,
4145, and 4149.  Outflow was determined from USGS gaging station 4190.
A groundwater flow from the lake of 500 CFS was estimated  (see Table 5
of Volume II).  Lake parameters were chosen such that, with the given
inflow and outflow data, the simulated lake surface elevation history
closely matched the observed surface elevation history.  The lake
was modeled as being 22 miles long and 62 meters deep with the volume
given by  V = ad  + bd^, where  V  is volume and  d   is depth.
Maximum volume was 3.19 x 10° cubic meters and maximum surface area was
1.18 x 10^ square meters.  These values were based on available data,
including EPA depth soundings.  Meteorological data from the city of
Spokane was used, both because of its availability from the Long Lake
run and because of its similarity to the meteorological data from the
City of Coeur d'Alene.   In the absence of inflow quality data, lake
inflow concentrations were assumed equal to the observed lake surface
concentrations on the four days when observed data were available.  Inflow
concentrations for the remainder of the period were interpolated  from
the observed values.  BOD was modeled  and the benthal BOD  release
rate was set at its nominal value.  The benthal oxygen demand was
also set at its nominal value.  Following the procedure used for
Long Lake, the lake was assumed to be completely mixed at  its surface
temperature of 14 degrees on June 1.

Partial results of the run are shown in Table 22.  From an examination
of the table and the complete computer output it can  be seen that:

 (a)  The lake turned over on September 23.

 (b)  Just prior to turnover the bottom 26 meters of the lake, represen-
     ting approximately  12% of the lake volume, was devoid of DO.

 (c)  Many of the simulated surface concentrations were lower than  the
     observed values.  This has little significance,  however, due  to
     the shortage of observed data on concentrations  in both the  lake
     and the inflows.  For example, on August 27, the simulated   NfLj-N
     concentrations ranged from 0.0038 mg/L at the surface to 0.2 mg/L
                              129

-------
TABLE  22.  LAKSCI VERIFICATION FOR COEUR D'ALENE LAKE JUN.  1  -  NOV.  30,  1971

DEPTH

u
tu
Oi

DATE
Jun 16
Jul 14
Aug 20
Aug 27
DO
OBS
9.7
10.0
9.0
9.0
MOD
9.2
8.8
8.3
8.3
NH3-N
OBS
.10
.10
.10
.10
MOD
.03
.01
.00
.00
NO--N
OBS
.30
.10
.20
.15
MOD
.13
.08
.05
.05
POA-P
OBS
.50
.07
.07
.03
MOD
.36
.25
.20
.21
CHLORIDES
OBS
3.0
8.0
8.0
5.0
MOD
2.9
5.0
5.7
5.4
TEMP
OBS
16.0
19.0
24.0
21.8
MOD
15.7
19.6
20.0
20.6

-------
at the bottom.  On the same date the simulated  NO  -N  concentration
ranged from 0.05 mg/L at the surface to  0.37 mg/L in the middle
layers to 0.25 mg/L at the bottom.  The  observed surface  NH--N
and  NO -N  concentrations on August 27  were 0.1 mg/L and 0.15 mg/L
respectively.  Until more observed  data are available, little is
to be gained by adjusting parameters in  an attempt  to match the
available data.
                        131

-------
                 PART 5
          SENSITIVITY ANALYSIS
XI.      General




XII.     Steady-state Stream Model




XIII.    Dynamic Stream Model




XIV.     Stratified reservoir model
                  133

-------
                               SECTION XI

                                GENERAL
The purpose of Part 5 is to summarize the findings of  the sensitivity
analysis performed on each of the three modified models applied in this
project.  These findings are reported separately for each model in the
following three sections.

The objective of the sensitivity analysis was to determine the relative
importance of the individual model parameters to the accuracy of predic-
tions made with the revised models.  The parameters summarized in Table
23 were selected for analysis in cooperation with the  Project Officer.
The base values, if appropriate, for the parameters are also presented
in Table 23.

Specifically, the changes in the various constituent concentrations
which result from a given change in one of  the model parameters (see
Table 23) were studied.  Values of parameters and constituent concen-
trations resulting from  previous verification runs with the modified
models were selected as  base values for comparison purposes.  These base
concentration values should be considered carefully when studying the
analysis results, since  percentage changes  in trace concentrations may
be very high.  Also, since results were printed out to a maximum of four
decimal places, large percentage changes in some trace concentrations
might not appear at all.

It should also be noted  that the base value of a given constituent at
a given river mile differs between DOSCI and RIVSCI.   This is due to
the fact that the two models are vastly different and  also to the fact
that the value in the DOSCI table represents the concentration at that
exact point, while the value in the RIVSCI  table is an average value
for a stretch of river  (junction) which may be several miles long.
Both river mile 167.8 and river mile 0 occur in the same junction (22)
in RIVSCI.

Generalized results are  summarized at the end of each  model section.
                               135

-------
                             TABLE 23.

                 PARAMETERS ANALYZED FOR SENSITIVITY
            IN EACH REVISED MODEL, AND THEIR BASE VALUES
PARAMETER %
BOD decay coefficient,
Kl
Reaeration coefficient,
K2
NH decay coefficient
NH3 volitization
coefficient
Zn settling coefficient
CHANGE
+15

+15

+15
+15
+15
DOSCI
.008 hr"1

*

.004 hr"1
.01 hr"1
.004 hr"1
RIVSCI
.008 hr"1

*

.004 hr"1
.01 hr"1
.004 hr"1
LAKSCI
.008 hr"1

*

.004 hr"1
.01 hr"1
.004 hr"1
Streamflow, Q              +15       YES

Time step,  At             -50                     1 hr

Time step,  At             +100                    1 hr      12 hr
 As computed from flow depth and velocity, etc.
                           136

-------
                        SECTION XII


                 STEADY-STATE STREAM MODEL
The sensitivity runs for DOSCI listed in Table 23 were performed
on River Region 2.  The locations  (river miles) at which sensitivity
results were tabulated are shown in Figure 35.  Base concentration
values for the DOSCI sensitivity study are presented in Table 24,
which corresponds to the verification results for August 1969.

Tables 25-30 present the results of varying the specified input
parameters to the Steady-state Stream Model.  The results of the six
individual test runs are discussed separately below.
1.   BOD decay coefficient   (K )  increased by 15%  (Table 25, DOSCI).

     BOD decayed into  NH-   and  PO,, resulting in  the observed in-
     creases of these constituents and a decrease in DO.  The effect
     was cumulative, with higher percentage changes in the downstream
     reaches of the system.  Concentration changes  in an individual
     reach were dependent to a large extent on the  relative magnitudes
     of the concentrations of the different constituents in the reach.

2.   DO reaeration coefficient   (K )  increased by  15% (Table 26, DOSCI).

     K-  drove the DO level  towards saturation, which was strongly
     dependent on temperature.  Hence, in a given reach, increasing  K
     either increased or decreased the DO concentration, depending on
     whether the reach was supersaturated or not.   Other constituents
     were not noticeably affected.

3.   NH   decay coefficient  increased by 15%  (Table 27, DOSCI).

     NH   decayed into  NO    (and hence into  NO )  with a resultant
     decrease in DO.  The small  concentrations or   NH_,  N02» and N°3
     prevalent throughout the system  (see Table 24) showed no changes
     in the first three decimal places when the  NH  decay coefficient
     was increased by 15% in DOSCI.


4.   NH   volitization rate  increased by 15%  (Table 28, DOSCI).

     Increasing the volitization rate resulted in  the observed  direct
     loss of  NH .  An accompanying loss of  NO    and  NO   and a gain
     in DO should also have  occurred, as in RIVSCI.  Because of the  small
     base  NH   concentration involved, only  the major change,  i.e.,  the
     NH   change, was visible in DOSCI.
                              137

-------
         193.3 -
         167.8

         164.2 -f
         131.A
0.0
          Coeur d'Alene Lake
                                       u

                                       o

                                       cd
                                        -• 4.0

                                          S. F. Coeur d'Alene Riv.
                     il.B
30'. 1
                                      Scale
                                       10
                                                    20
FIGURE   35.   SCHEMATIC  DIAGRAM  OF RIVER  REGION 2
               (COEUR D'ALENE RIVER, MAIN  STEM AND  SOUTH FORK)
                         138

-------
                                                           TABLE   24.

                                               DOSCI BASE CONCENTRATION VALUES

                                               (River Region  2,  August  1969)
00
>£>
Location
End of
Each
Number R.M.
1 193.3
15 167.8
16 30.1
23 4.0
26 17.8
42 0.0
43 164.2
DO
mg/L
8.44
8.56
9.00
8.77
8.89
8.54
8.68
BOD
mg/L
.74
.79
.95
.84
.92
2.3
1.20
NH -N
mg/L
.012
.004
.026
.027
.022
.011
.005
mg/L
.006
.002
.006
.006
.006
.004
.003
mg/L
.021
.021
.020
.020
.020
.021
.021
mg/L
.054
.045
.038
.047
.039
.039
.044
Zn
mg/L
0.0
0.0
0.0
3.74
1.15
6.36
1.85
Cl
mg/L
0.0
0.0
0.0
0.0
0.0
1.35
.40
COLI
MPN
200
297
200
200
196
300
296
                           52
                                   131.4   8.31      1.31   .003
                                                                  .002
.021     .055     1.53
.39    251

-------
                      TABLE  25 .



DOSCI SENSITIVITY RUN 1:  15% INCREASE IN BOD DECAY COEFFICIENT,
Resulting % changes in the following constituent concentrations
R.M. DO
193.3 0
167.8 -.1
30.1 0
4.0 0
17.8 0
0.0 -.1
164.2 -.1
131.4 -.2
BOD NH -N NO -N NO -N PO.-P Zn
3234
-1.4 8.3 0 0 00
-2.5 00 0 2.2 0
0000 00
-1.2 000 00
-1.1 0 0 0 0 0
-1.3 000 00
-2.5 20.0 0 0 2.2 0
-6.1 33.3 00 00
Cl
0
0
0
0
0
0
0
0
COLI
0
0
0
0
0
0
0
0

-------
                          TABLE 26.
DOSCI SENSITIVITY RUN 2:  15% INCREASE IN REAERATION COEFFICIENT,
Resulting % changes in the following constituent concentrations
R.M. DO
193.3 .1
167.8 0
30.0 .1
4.0 .3
17.8 -.1
0.0 -.1
164.2 .1
131.4 0
BOD NH -N
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
NO -N
0
0
0
0
0
0
0
0
NO -N
0
0
0
0
0
0
0
0
PO.-P
4
0
0
0
0
0
0
0
0
Zn
0
0
0
0
0
0
0
0
Cl COLI
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0

-------
                                                       TABLE  27.


                            DOSCI  SENSITIVITY RUN 3: 15% INCREASE IN  NH   DECAY  COEFFICIENT
-p-
t-o
Resulting % changes in the following constituent concentrations
R.M. DO
193.3 0
167.8 0
30.1 0
4.0 0
17.8 0
0.0 0
164.2 0
131.4 0
BOD NH -N NO--N NO -N PO.-P Zn
3234
000000
000000
000000
000000
000000
000000
000000
000000
Cl COLI
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0

-------
                               TABLE 28.



DOSCI SENSITIVITY RUN 4:  15% INCREASE IN  NH   VOLITIZATION COEFFICIENT
Resulting % changes in the following constituent concentrations
R.M. DO
193.3 0
167.8 0
30.1 0
4.0 0
17.8 0
0.0 0
164.2 0
131.4 0
BOD NH -N NO -N
0 -8.3 0
0 -25.0 0
000
0 -3.7 0
0 -4.5 0
0 -9.1 0
000
000
NO -N
0
0
0
0
0
0
0
0
PO.-P
4
0
0
0
0
0
0
0
0
Zn
0
0
0
0
0
0
0
0
Cl COLI
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0

-------
                       TABLE  29.
DOSCI SENSITIVITY RUN 5:   15% INCREASE IN ZINC SETTLING COEFFICIENT
Resulting %
R.M.
193.3
167.8
30.1
4.0
17.8
0.0
164.2
131.4
DO
0
0
0
0
0
0
0
0
BOD
0
0
0
0
0
0
0
0
changes in
NH -N
0
0
.0
0
0
0
0
0
the following constituent concentrations
NO -N NO -N
^ J
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
PO.-P
4
0
0
0
0
0
0
0
0
Zn
0
0
0
-.3
0
-.5
-1.1
-3.9
Cl
0
0
0
0
0
0
• o
0
COLI
0
0
0
0
0
0
0
0

-------
                                                        TABLE 30.

                                 DOSCI  SENSITIVITY RUN 6:  15% INCREASE IN STREAMFLOW
-p-
Ul
Resulting % changes in the following constituent concentrations
R.M. DO
193.3 0
167.8 -.1
30.1 -.1
4.0 -.2
17.8 0
0.0 .1
164.2 -.1
131.4 0
BOD NH.-N N00-N NO.-N PO.-P Zn
3234
0 8.3 0 0 00
1.3 0 0 0 00
00 0 0 2.6 0
00 0 0 2.1 0
00 0 0 2.6 0
.4000 2.6 .2
.8 20.0 0000
2.3 33.0 0 0 3.6 1.3
Cl COLI
0 0
0 .1
0 0
0 0
0 .5
0 .3
0 .3
0 1.2

-------
5.   Zinc settling coefficient increased by 15%  (Table 29, DOSCI).

     This change increased  the rate  at which  zinc settled to the river
     bottom, and hence decreased  zinc concentrations  in  the water.  No
     other constituents were  affected.


6.   Streamflow increased by  15%  (Table 30, DOSCI).

     The velocity and depth,  and  hence  K~ , are  all functions of flow
     in DOSCI.  As explained  in Run  2, changing  K    can cause either
     an increase or decrease  in DO.  That  same result was observed here.
     The travel time through  a given reach is dependent  upon the velocity
     in the reach.  In general, increasing the flow increases the velo-
     city and decreases the travel time   t.   The constituents (with the
     exception of  PO^ decay according to a  first order equation of the
     form  AC = C   (e    -1), where  C  is  concentration,  K  is the
     appropriate decay coefficient,  and   t is the travel time in the reach.
     AC  is less than or equal to zero.  Decreasing   t results in a
     decrease in the magnitude of AC, i.e.,  an  increase in concentration,
     which was observed for most  constituents on this run.  The second
     order decay process for  phosphorus led to a similar but more exag-
     gerated result, as would be  expected.

Based  on both the number of constituents  affected, and  the magnitudes
of  the resulting concentration changes, the DOSCI parameters tested
on  the base case of Table  24  may  be  broadly categorized  for sensitivity
as  follows:


High Sensitivity

     Streamflow
     BOD decay coefficient,  K

Medium Sensitivity

     NH.  volitization coefficient

Low Sensitivity

     Zinc settling  coefficient
     Reaeration  coefficient,  K~
     NFL  decay  coefficient.

The low  sensitivity to K-  was probably  due to the  fact  that DO  levels
were near saturation  throughout  the  region.
                         146

-------
                           SECTION XIII


                       DYNAMIC STREAM MODEL
The sensitivity runs for RIVSCI listed in Table 23 were again performed
on River Region 2, using the same simulation period (August 1969) and
the same river mile locations (see Figure 35) as were used for DOSCI
sensitivity study.  Table 31 contains the base concentration values
used for the RIVSCI sensitivity study; as previously mentioned these
base values do differ somewhat from those for DOSCI.

Tables 32-38 present the results of varying the specified input para-
meters to the Dynamic Stream Model.  The results of the. seven individual
test runs are discussed separately below.


1.   BOD decay coefficient  (K )  increased by 15%  (Table 32, RIVSCI).

     As in DOSCI, increasing  K   resulted in an expected increase in
     NH0  and  PO.  and decrease in DO and BOD.
       J         4

2.   DO reaeration coefficient  (K )  increased by  15% (Table 33, RIVSCI).

     An increase in  K_  was found to result in both increases and
     decreases in DO, depending on water temperature and oxygen  satura-
     tion levels, as was also observed with DOSCI.  Other constituents
     were not noticably affected.

3.   NH   decay coefficient increased by 15%.   (Table 34, RIVSCI).

     The increased decay of  NH   into  N0~  (and hence into  NO-) is
     apparent in the results of this test.  These increases grow with
     distance downstream.  Increased consumption of DO is not noticeable.


4.   NH   volitization coefficient increased by 15%  (Table 35, RIVSCI).

     As was to be expected, and as was found with DOSCI, this resulted  in
     a loss of  NH  ,  NO  ,  and  NO   and a slight  gain in DO.   Since the
     NH   concentration was small compared to the NO  concentration,  the
     NO   gain was not visible.  Examples of the other changes were visible
     in the RIVSCI results.


5.   Settling coefficient increased by 15%  (Table 36, RIVSCI).

     As for DOSCI, only zinc concentrations were reduced.


6.   Quality time step reduced by 50%  (Table 37, RIVSCI).

     The changes which occur when the quality  time  step is changed  are


                               147

-------
            TABLE  31.
RIVSCI BASE CONCENTRATION VALUES
 (River Region 2, August, 1969)
Location:
Junction
Number
15
22
2
6
5
23
28
R.M.
193.3
167.8
'30.1
17.8
4.0
164.2
131.4
DO
mg/L
8.55
8.67
9.31
8.84
9.04
8.68
8.18
BOD
mg/L
.93
1.14
1.28
1.27
1.34
1.10
1.44
NH3N
mg/L
.0332
.0578
.0613
.0469
.0623
.0410
.0044
N02-N
mg/L
.0040
.0061
.0034
.0039
.0033
.0065
.0039
NO -N
mg/L
.119
.146
.240
.523
.799
.146
.134
P04-P
mg/L
.0339
.0984
.122
.0669
.0144
.0999
.117
Zn
mg/L
0
1.48
0
.56
1.13
1.51
1.14
Cl
mg/L
0
.41
0
2.93
0
.41
.37
COLI
MPN
220
232
141
51
0
231
207

-------
                               TABLE 32.
RIVSCI SENSITIVITY RUN 1:  15% INCREASE IN BOD DECAY COEFFICIENT,  K
Resulting % changes in the following constituent concentrations
R.M.
193.3
167.8
30.1
17.8
4.0
164.2
131.4
DO
-.1
-.1
0
0
-.1
-.1
-.4
BOD NH -N NO -N NO -N PO.-P Zn
3234
-1.1 6.0 0 0 0 0
-1.8 .5 0 0 .2 0
-.8 .2 0 0 0 0
0 .40 0 .10
-.800000
-.8 .50 0 .10
-.7 4.5 2.6 0 0 0
Cl COLI
0 0
0 0
0 0
0 0
0 0
0 0
0 0

-------
                                                          TABLE  33.

                               RIVSCI SENSITIVITY RUN 2:  15% INCREASE  IN REAERATION COEFFICIENT  ,1
Ul
o

R.M. DO
193.3 -.2
167.8 -.1
30.1 -.1
17.8 -.2
4.0 -.3
164.2 0
131.4 .4
Resulting
BOD
0
0
0
0
0
0
0
% changes in the following constituent concentrations
NH3-N N02~N NO -N
000
000
000
000
000
000
000
PO.-P
4
0
0
0
0
0
0
0
Zn
0
0
0
0
0
0
0
Cl
0
0
0
0
0
0
0
COLI
0
0
0
0
0
0
0

-------
                            TABLE  34.



RIVSCI SENSITIVITY RUN 3:  15% INCREASE IN  NH   DECAY COEFFICIENT
Resulting % changes in the following constituent concentrations
R.M. DO
193.3 0
167.8 0
30.1 " 0
17.8 0
4.0 0
164.2 0
131.4 0
BOD NH -N NO -N NO -N POA-p Zn
0 -.3 5.0 000
0 -.5 9.8 0 0 0
0 0 2.9 0 0 0
0 -.2 5.1 0 0 0
0 -.2 3.0 000
0 -1.0 9.2 .700
0 -2.3 12.8 .700
Cl
0
0
0
0
0
0
0
COLI
0
0
0
0
0
0
0

-------
to
                                                        TABLE  35.
                             RIVSCI SENSITIVITY RUN 4:  15% INCREASE IN  NH   VOLITIZATION COEFFICIENT
Resulting % changes in the following constituent concentrations
R.M. DO
193.3 0
167.8 0
30.1 0
17.8 0
4.0 0
164.2 0
131.4 +.1
BOD NH -N N00-N NO -N PO.-P Zn
3234
0 -9.3 0000
0 -11.4 -4.9 0 0 0
0-2.0 0 0 0 0
0-5.8 0 0 0 0
0 -1.9 0 0 0 0
0 -15.3 -6.1 0 0 0
0 -18.2 -10.3 000
Cl COLI
0 0
0 0
0 0
0 0
0 0
0 0
0 0

-------
                                                        TABLE  36.

                             RIVSCI SENSITIVITY RUN 5:  15% INCREASE IN ZINC  SETTLING COEFFICIENT
Ln
U>
Resulting % changes in the following constituent concentrations
R.M.
193.3
167.8
30.1
17.8
4.0
164.2
131.4
DO
0
0
0
0
0
0
0
BOD
0
0
0
0
0
0
0
NHQ-N NO.-N NOQ-N PO.-P Zn
3234
00000
0 0 0 0 -.7
00000
00000
00000
0 0 0 0 -.7
0 0 0 0-4.4
Cl COLI
0 0
0 0
0 0
0 0
0 0
0 0
0 0

-------
                         TABLE  37.



RIVSCI SENSITIVITY RUN 6:  50% DECREASE IN TIME STEP
Resulting % changes in the following constituent concentrations
R.M. DO
193.3 .1
167.8 .1
30.1 .1
17.8 .3
4.0 .4
164.2 .1
131.4 .1
BOD NH -N N02-N NO -N
0 3.6 0 0
.9 2.4 -1.6 1.4
0 .7 0 0
0 1.9 0 0
-.7 1.0 0 0
0 3.4 -1.5 2.1
.7 2.3 0 1.5
PO.-P Zn
4
-.2 0
-.9 -2.0
0 0
1.3 -10.7
13.9 -11.5
-1.0 -2.0
-.9 -.9
Cl
0
2.4
0
-1.4
0
2.5
2.7
COL I
.5
1.7
7.8
7.8
0
1.7
1.9

-------
                                                       TABLE  38.

                                     RIVSCI  SENSITIVITY RUN 7:  100% INCREASE  IN  TIME STEP
Ln
Ul
Resulting % changes in the following constituent concentrations
R.M.
193.3
167.8
30.1
17.8
4.0
164.2
131.4
DO BOD NH3-N
-.3 0 -7.8
-.1 -.9 -6.1
-.2 -.8 -1.5
-.6 .8 -4.7
-.9 1.5 -2.9
-.1 -.9 -8.0
0 0 -4.5
NO--N NO -N PO.-P Zn
234
2.5 0 0 0
4.9 -4.1 11.8 11.5
2.9 -.4 0 0
2.6 0 -3.9 32.0
3.0 -.1 -41.0 35.4
3.1 -4.1 11.1 10.6
2.6 -3.7 8.5 9.6
Cl COL I
0 -.9
-9.8 -4.3
0 -19.1
2.7 -21.6
0 0
-9.8 -4.8
-8.1 -3.9

-------
varied and complicated.  The principal  effects  of  such  a  change
are discussed below.

The hydrologic  solution from the quantity portion of RIVSCI is
dependent  upon  the quality time step to the extent that an average
value  of  flow and velocity in  each channel is calculated by the
quantity  portion  for each  quality time step.  These average values,
which  are  used  by the quality  portion of RIVSCI, may differ by as
much as  several percent, depending on the length of the quality  time
step,  since  the "converged" solution in the quantity portion may have
flow variations in a given channel of as much as 10%.  These flow
variations will cause corresponding changes in the concentrations of
all constituents.

Changing the quality time step of RIVSCI also affects the changes
in a junction's concentration due to advection from the upstream
junction(s), due to mass added by the junction's tributary inflow,
and due  to decay.  The procedure used by RIVSCI to calculate the
effect of these processes on a certain constituent's concentration
in a  given junction during a time step is as follows:

Let

C   =    concentration at start of time step  (mg/L)

Then concentration after advection from upstream junction,


C0  =    C. + U(C   - C.) At/L                    (mg/L)
  2         1      up    1

where

U    =    velocity in adjoining upstream channel  (fps)

 C    =    concentration in upstream junction  (mg/L)
  up
 At   =    quality time step size  (sec)
L    =    length of adjoining upstream channel  (feet)

 The concentration after mass addition by tributary  inflow  is
           (1 - QAt/V)C  + MAt/V                    (mg/L)
 where
 Q    =    tributary inflow rate  (cfs)
                              3
 V    =    junction volume  (ft )
                                    3
 M    =    mass addition rate (mg-ft /sec-L)
                           156

-------
C3  is lastly modified by a specified decay process option to
concentration  C    (mg/L) at the end of  the time  step.  For
convergence with steady-state conditions, we have  C  = C
                                                    4    1

Generally, the effect of decay is  small  compared  to that due to
advection and tributary contributions .   Neglecting decay there-
fore, and setting   C^ = C^  (for convergence)  results in the
following relationship between the solution  C..   and  At:


     c  ,  ±3 _   CUP    |K.|  the second  term is decreased  which tends to increase
 ' l\ i     /
     To summarize for  the example  given, decreasing  At  decreases
  _
A   (tends  to  decrease   C^)  and  decreases  B (tends  to  increase
Since  A  (through K^)  is  associated  with  tributary inflows,  and  B
(through   Cup)  is associated  with advection,  it is seen that
decreasing At   tends  to  increase the concentration of a constituent
whose primary entrance into the junction  is by advection and to
decrease  the  concentration  of a constituent whose  primary entrance
is  by tributary inflow.   (Examples of this are coliforms and zinc;
See Table  37).   If  should also  be noted that   C^  depends on  C   ,
which is  itself the result  of the same convergent  procedure  occur-
ring simultaneously in the  upstream  junction.


                            157

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7.    Quality time step increased by 100%  (Table 38, RIVSCI).

     As explained above for Run 6, the situation is complicated.  In
     general, increasing the step size and decreasing the step size have
     opposite effects.  However, the stretch of river between river mile
     0 and river mile 17.8 contains several junctions whose channels are
     too short for use with a two hour time step, since their volumes are
     replaced more than once per time step.  The results are questionable
     in this case.

Based on both the number of constituents  affected, and the magnitudes of
the resulting concentration changes, the  RIVSCI parameters tested on the
base case of Table 31 may be broadly categorized for sensitivity as follows:

High Sensitivity

     Time step size
     BOD decay coefficient, K

Medium Sensitivity

     NH,.  volitization coefficient
     NH-  decay coefficient

Low Sensitivity

     Zinc settling coefficient
     Reaeration coefficient, K?

The low sensitivity to  K9  was probably  due to the fact that  DO  levels
were near saturation  throughout the region.
                                158

-------
                             SECTION XIV

                      STRATIFIED RESERVOIR MODEL
The sensitivity runs for LAKSCI were performed on Long Lake.  Sensitivity
results were tabulated for three depths  (strata) namely the surface, an
intermediate depth (15 meters below the  surface/above the bottom), and
the bottom, and for the resulting outflow.  They were also tabulated for
the following three dates:  July 19 which was midway between the start of
the simulation period and lake turnover; August 28 which was just prior
to lake turnover; and November 30 which  was the last day of the simulation
period.  The upper layers began mixing on August 20 and turnover was
complete on September 5.

Base concentration values for the LAKSCI sensitivity study are presented
in Table 39, which corresponds to the verification results for June
through November 1971.

Tables 40 - 45 present the results of varying the specified input
parameters  to  the Stratified Reservoir Model.   The results  of  the six
individual  test  runs  are  discussed  separately below.


1.   BOD decay coefficient   (Kj)  increased by  15% (Table 40, LAKSCI).

     Increasing the BOD decay increased  NH    (and hence  NO-  and  NO )
     and  PO,  in two ways.  First, BOD  decayed to  NH   and  PO,
     directly and second, as BOD reduced the DO below 0.5 mg/L, the
     benthal release  rates of  NH_  and  PO,  increased.  However, when
     DO in a layer reached 0, no more BOD was allowed to decay in that
     layer.  Examples of  these changes may be seen in Table  40 (and
     39).

2.   Reaeration coefficient   (K2)  increased by 15%  (Table 41, LAKSCI).

     Reaeration  occurred  only in  the  surface layer and  drove  the DO in
     the surface layer  toward saturation.  As  the lake  mixed,  this
     tended to increase the DO level  throughout  the mixed portion of the
     lake.  The August  28 outflow was drawn  from  the upper  portion of
     the lake  (which  was  mixed).  After  turnover  the entire lake was
     mixed daily, thus accounting for the  large November 30 changes.

3.   NH3  decay coefficient increased by 15%  (Table 42, LAKSCI).

     NH   decayed to  N02  (and hence to  NO  )  with a  resultant  loss of
     DO.  Hence  this  change  tended  to decrease  the  NH   and  DO levels
     throughout  the lake  and  to increase the  NO-  and  NO    levels  (see
     Table 42.   Since the NH-  concentrations  were small compared  to
     the  NO   concentrations  (Table  39),  the   NO,  increase  (expressed
     as %) were mostly barely visible.
                             159

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            TABLE  39.

LAKSCI BASE CONCENTRATION VALUES
(Long Lake, June - November, 1971)
Date
July
19
August
28
November
30
Location
SURFACE
MIDDLE
BOTTOM
OUTFLOW
SURFACE
MIDDLE
BOTTOM
OUTFLOW
SURFACE
MIDDLE
BOTTOM
OUTFLOW
DO
mg/L
8.40
6.35
0
7.97
8.32
.25
0
5.56
9.26
8.68
8.18
8.73
BOD
ing/L
.37
.55
119.
.45
.38
.65
268.
.54
.97
1.01
2.14
1.01
NH3-N
mg/L
.0109
.0352
.2276
.0238
.0122
.0686
.2279
.0282
.0449
.0454
.0474
.0454
N02-N
ir.g/L
.0059
.0096
.0099
.0077
.0053
.0098
.0099
.0081
.0091
.0091
.0091
.0091
N03-N
mg/L
.0106
1.0070
.9587
.8191
.0022
1.1569
.9641
.6700
1.2289
1.2715
1.2715
1.2642
P04-P
mg/L
.0309
.0337
.0641
.0309
.0396
.0534
.0641
.0399
.0405
.0406 •
.0429
.0406
Zn
mg/L
.105
.173
.246
.157
.064
.150
.267
.100
.088
.093
.094
.092
TOT N
mg/L
.050
.042
.036
.049
.070
.044
.037
.070
.140
.140
.140
.140
COLI
MFN
1312.
868.
683.
1243.
838.
117.
57.
898.
831.
831.
831.
831.

-------
                           TABLE  40.
LAKSCI SENSITIVITY RUN 1:  15% INCREASE IN BOD DECAY COEFFICIENT,  K.
Resulting % changes in the following constituent concentrations
Date
July
19
August
28
November
30
Location
SURFACE
MIDDLE
BOTTOM
OUTFLOW
SURFACE
MIDDLE
BOTTOM
OUTFLOW
SURFACE
MIDDLE
BOTTOM
OUTFLOW
DO
0
-1.3
0
-.5
-.1
-24.0
0
-.7
-.5
-.6
-.6
-.6
BOD
-10.8
-12.7
0
-11.1
-13.1
-4.6
.3
-11.1
-9.3
-8.9
-4.2
-9.9
NH.-N
2.7
2.3
2.1
2.9
1.6
3.1
2.0
1.8
3.3
3.1
2.9
3.1
N02-N
1.7
3.1
-2.0
1.3
1.9
1.0
1.0
2.5
3.3
3.3
3.3
3.3
N03-N P04-P
.9 .6
.1 .9
0 -.3
0 .6
4.5 .5
.1 .9
-.1 -.3
0 .5
0 1.2
0 1.0
0 1.2
0 1.0
Zn
0
0
0
0
0
0
0
0
0
0
0
0
TOT N
0
0
0
0
0
0
0
0
0
0
0
0
COLI
0
0
0
0
0
0
0
0
0
0
0
0

-------
                                                    TABLE 41.
                         LAKSCI SENSITIVITY RUN 2:  15% INCREASE IN REAERATION COEFFICIENT,
M
Resulting % changes in the following constituent concentrations
Date
July
19
August
28
November
30
Location DO
SURFACE . 1
MIDDLE 0
BOTTOM 0
OUTFLOW 0
SURFACE . 5
MIDDLE 0
BOTTOM 0
OUTFLOW 1.1
SURFACE 2 . 7
MIDDLE 2.3
BOTTOM 2.6
OUTFLOW 2 . 4
BOD
0
0
0
0
0
0
0
0
0
0
0
0
NH3-N
0
0
0
0
0
0
0
0
0
0
0
0
N02-N
0
0
0
0
0
0
0
0
0
0
0
0
N03-N
0
0
0
0
0
0
0
0
0
0
0
0
P04-P
0
0
0
0
0
0
0
0
0
0
0
0
Zn
0
0
0
0
0
0
0
0
0
0
0
0
TOT N
0
0
0
0
0
0
0
0
0
0
0
0
COLI
0
0
0
0
0
0
0
0
0
0
0
0

-------
                             TABLE  42.





LAKSCI SENSITIVITY RUN 3:  15% INCREASE IN  NH   DECAY COEFFICIENT
Resulting % changes in the following constituent
Date
July
19
August
28
November
30
Location DO
SURFACE 0
MIDDLE - . 3
BOTTOM 0
OUTFLOW 0
SURFACE 0
MIDDLE - . 8
BOTTOM 0
OUTFLOW - . 1
SURFACE -.1
MIDDLE -.1
BOTTOM -.1
OUTFLOW 0
BOD
0
0
0
0
0
6.1
0
0
0
0
0
0
NH3-N
-5.5
-8.5
-.1
-6.7
-7.4
-5.4
-.1
-8.9
-6.2
-6.4
-6.1
-6.4
N02-N
5.1
8.3
2.0
4.9
3.8
1.0
2.9
4.9
7.7
7.7
7.7
7.7
NO -N
.9
0
0
.1
4.5
0
0
.2
0
0
0
0
concentrations
P04-N
0
0
0
0
0
0
0
0
0
0
0
0
Zn
0
0
0
0
0
0
0
0
0
0
0
0
TOT N
0
0
0
0
0
0
0
0
0
0
0
0
COLI
0
0
0
0
0
0
0
0
0
0
0
0

-------
                             TABLE 43.
LAKSCI SENSITIVITY RUN 4:  15% INCREASE IN  NH   VOLITIZATION COEFFICIENT
Resulting ;
Date
July
19
August
28
November
30
Location
SURFACE
MIDDLE
BOTTOM
OUTFLOW
SURFACE
MIDDLE
BOTTOM
OUTFLOW
SURFACE
MIDDLE
BOTTOM
OUTFLOW
DO
.1
0
0
0
0
0
0
0
0
0
0
0
'', changes
BOD
0
0
0
0
0
0
0
0
0
0
0
0
in the following constituent concentrations
NH -N NO -N
-9.0 -3.4
0 0
0 0
-.4 0
-10.9 -6.0
0 0
0 0
-.7 0
-.7 0
-.6 0
-.6 0
-.7 0
N03-N
0
0
0
0
0
0
0
0
0
0
0
0
P04-P
0
0
0
0
0
0
0
0
0
0
0
0
Zn
0
0
0
0
0
0
0
0
0
0
0
0
TOT N
0
0
0
0
0
0
0
0
0
0
0
0
COLI
0
0
0
0
0
0
0
0
0
0
0
0

-------
                             TABLE  44.
LACKSCI SENSITIVITY RUN 5:  15% INCREASE IN ZINC SETTLING COEFFICIENT
Resulting
Date
July
19
August
28
November
30
Location
SURFACE
MIDDLE
BOTTOM
OUTFLOW
SURFACE
MIDDLE
BOTTOM
OUTFLOW
SURFACE
MIDDLE
BOTTOM
OUTFLOW
DO
0
0
0
0
0
0
0
0
0
0
0
0
% changes in the following constituent concentrations
BOD
0
0
0
0
0
0
0
0
0
0
0
0
NH3-N
0
0
0
0
0
0
0
0
0
0
0
0
NO -N
0
0
0
0
0
0
0
0
0
0
0
0
NO -N
0
0
0
0
0
0
0
0
0
0
0
0
P04-P
0
0
0
0
0
0
0
0
0
0
0
0
Zn
-6.7
-.6
1.6
.6
-10.9
-2.7
.4
-4.0
-3.4
-3.2
-3.3
-2.2
TOT N
0
0
0
0
0
0
0
0
•0
0
0
0
COLI
0
0
0
0
0
0
0
0
0
0
0
0

-------
                     TABLE   45.



LAKSCI SENSITIVITY RUN 6:  100% INCREASE IN TIME  STEP

Date
July
19
August
28
November
30
Resulting
Location DO
SURFACE 0
MIDDLE . 6
BOTTOM 0
OUTFLOW -.4
SURFACE 0
MIDDLE 8.7
BOTTOM 0
OUTFLOW -3.6
SURFACE 2 . 9
MIDDLE -3.0
BOTTOM -9.3
OUTFLOW -2.4
% changes
BOD
-3.0
3.6
-2.5
0
0
4.6
2.2
0
2.1
1.0
53.7
0
in the following constituent concentrations
NH3-N
-3.7
.8
-5.7
1.7
-5.7
-2.9
6.5
3.2
-.7
.4
5.3
.2
N02-N
45.2
5.2
+2.0
2.6
3.7
5.1
3.0
7.4
2.2
2.2
2.2
2.2
N03-N P04-P Zn
-.3 -.9 0
.9 .6 0
1.0 -4.1 0
1.8 .6 1.9
14.5 0 -1.6
-.2 .9 2.0
.9 -4.0 .1
3.0 0 1.0
-3.2 0 -3.4
.300
.3 5.6 2.1
-.3 0 1.0
TOT N
0
2.4
0
0
1.4
-2.3
-2.7
1.4
0
0
0
0
COL I
-2.4
3.5
-.7
-1.4
-2.1
-68.7
79.2
.2
-.8
-.8
-.8
-.8

-------
4.    NH   volitization rate increased by 15%  (Table 43, LAKSCI).

     Volitization occured only from the surface layer and reduced the
     NH   concentration (and hence the NO,.,  and  NO   and concentrations)
     in the surface layer.  The surface DO increased since less DO was
     needed for  NH_  decay.  As  the lake mixed (see introduction to this
     section for mixing dates), these  NH,.,   NO ,  and  NO   reductions
     and the DO increase were distributed throughout the lake.  Some of
     these changes were visible in the LAKSCI results of Table 43.

5.   Zinc settling coefficient increased by 15% (Table  44, LAKSCI).

     This change increased  the rate at which  zinc  settled to  the bottom
     and tended to decrease zinc  concentrations throughout the lake with
     maximum decreases occurring  in the surface layer.  The concentration
     on a given day in a  given layer was sometimes higher, however, since
     a mass of zinc introduced into a  given layer  by the inflow settled  to
     the bottom through all lower levels at a rate determined by the
     settling coefficient.

 6.   Integration time step  increased by 100%  (Table  45, LAKSCI).

     As with RIVSCI, this change  affected  all results.  Different  layers
     of the lake are mixed  at  different  times and  depending on  inflow
     position and  concentration,  almost  any situation  can  arise.   The  in-
     flow zone itself can change, since  temperatures will be  slightly
     different in  the various  layers  of  the lake,  and  this  can  lead  to
     large  concentration  differences  in  layers bordering  the  input  zone.
     Many of  these results  are visible in  Table 45.

     An additional source of  error was the large  ratio  of  the sum  of  the
     vertically and horizontally  advected  flows from a  layer  during  a time
     step  to  the volume  of  the layer.  With  a one  day  time step,  this  ratio
     frequently exceeded  .5 for many  layers.   As  stated in Volume  VI,  a
     ratio  greater than  .5  may lead  to inaccurate  results.

 Based  on  both  the  number  of constituents  affected, and the magnitudes  of
 the resulting  concentration changes,  the LAKSCI parameters  tested  on the
 base case of  Table 39 may be broadly  categorized  for sensitivity as  follows:

 High Sensitivity

     Time step  size
      BOD  decay  coefficient,  K

 Medium Sensitivity

     NH»   decay  coefficient
      Zinc settling coefficient
     NH-   volitization coefficient
                                 167

-------
Low Sensitivity

     Reaeration coefficient,  K?

Reaeration and  NfL  volitization probably have less  impact since
they occur only in the surface layer.
                          168

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                 PART 6
              SPECIAL STUDY
XV.  Lake Downstream Boundary Study

          Study Objectives
          Case Studied
          Procedure
          Results
          Discussion and Conclusions
              169

-------
                              SECTION XV

                    LAKE DOWNSTREAM BOUNDARY STUDY
STUDY OBJECTIVES

The purpose of this study was to assess the capability of the existing
computer code of the Deep Reservoir Model to handle a downstream boun-
dary other than a dam; i.e., the case where the downstream segment
interfaces with another water body  (in this case, the main stem of
Lake Roosevelt).

This assessment was to provide the following information:

1.   Evaluation of the adequacy and/or weaknesses of the existing code
     to handle a boundary other than a dam

2.   A definition and discussion of pertinent factors at the boundary;
     e.g., history of water surface elevations, temperature profile,
     etc., which should be considered or included to more adequately
     represent the boundary

3.   Recommendations for alternative methods of handling the boundary.

CASE STUDIED

The limits of this project extended as far downstream as the confluence
of the Spokane River with the Columbia River.  In this region these
rivers are drowned by the F. D. Roosevelt Lake, formed by the Coulee
Dam.  Lake Roosevelt is almost 150 miles long, of which about 40 miles
are downstream of the confluence with the Spokane River.  The Spokane
River arm of Roosevelt Lake, which is the subject of this study, is
about 30 miles long.

An earlier study of the available data (see Volume II - Data Report)
had determined that 1970 was the preferable year for the simulation of
the Spokane River arm of Lake Roosevelt with the Deep Reservoir Model.
It is of interest that earlier development work on a segmented version
of the Deep Reservoir Model was done in 1969 [Ref. 6] on the main stem
of Lake Roosevelt, which was modeled as a weakly stratified reservoir.

PROCEDURE

A data check representing the physical description of the Spokane River
arm of Lake Roosevelt was prepared from a Coast and Geodetic Survey Map
[Ref. 7].  Meteorological data for Spokane, 1970 were used.  Inflow
quantity and quality data were obtained from USGS streamflow and water
quality records.  Lake levels varied between 1248.9 and 1288.6 feet above
MSL, and were set in accordance with data obtained from USGS records  for
FDR Lake.  A composite data deck for the application of the modified  Deep
Reservoir Model  (LAKSCI) to the Spokane River Arm was thus completed.
                              171

-------
Nominal (default) values were used for rate coefficients and other model
coefficients, since there were insufficient data available for verifica-
tion and tuning.  Lake water quality data  for 16 dates at six stations
along the lake were available [Ref. 8,9] for the surface layer only
(samples taken one foot below the surface.)-

First, the identical LAKSCI code used for  Coeur d'Alene and Long Lakes
was executed with the above mentioned Spokane Arm data as a base case.
This code represents the downstream boundary as a dam with a maximum of
three outlets, and solves for the strata from which outflows are with-
drawn depending upon the stability of the  lake temperature profile.  A
single outlet 30 meters below the water surface, and the full width of
the dam, was chosen for this case.

The results of the simulations with the Lake Roosevelt main stem [Ref.
6, Figures 38A-D, segment 3] had indicated that water movement in the
region of the confluence occurred over a much wider depth range than
that obtained in the above mentioned base  case.  To study the effects
of a greater range of flow depths, the LAKSCI code was modified by
replacing the dam and outlets capability with a velocity profile
boundary condition; the following three alternative velocity profiles
were selected for study:

a.   Uniform velocity.

     The flow velocity does not vary with  depth, and is equal to the
     total outflow divided by the total lake cross sectional area at
     the boundary, i.e.,
 where           Q    =  total  outflow accross  boundary
                                                     f   -th
                A    =  vertical  cross sectional area or   i
                i
                      strata at the boundary.

 b.   Parabolic  velocity profile.

     This  profile,  similar  to  velocity distribution occurring in  channel
     flow,  prescribes zero  velocity at the  bed,  and a  maximum velocity
      (parabola  origin)  at 15%  of  the total  depth below the  surface.   Thus


                v =  ky(1.7Y  - y)


 where           Y =  maximum

                y =  depth above bottom
                            172

-------
     Velocity proportional to width .

     This in effect prescribes the velocity to vary as the strata cross
     sectional area per unit thickness  (in fact only the top strata has
     a different thickness from all the others below, which are pre-
     scribed equal).   This may be written
                     A
               v = K
                     dy±

where          dy. = vertical thickness of  i    strata

                       Q
               K =	
Four computer runs were made for the base case and the three alternative
velocity profiles described above.  Each was executed with the realistic
data deck discussed previously, to model the entire six months of the
Lake's history from June 1970  (day 152) through November 1970 (day 334).

RESULTS

The resulting velocity profiles for the three alternative prescriptions
at the boundary are presented in Figure 36, which corresponds to day
310 when Q = 80.1 cms.  As the outflow varied, these profiles retained
their relative shapes, changing only in magnitude.  For the base case,
outflow generally occurred from only a limited band (about a 10 meter
depth range, near mod-depth) before lake turnover (day 248); after turn-
over the velocity profile was near-uniform, decreasing slightly with
depth.

Lake water quality results from these runs are provided in Figures 37
through 42, for the following six principal constituents:  temperature,
BOD, DO, coliforms,  NH -N,  and chlorides.  Constituent profiles were
drawn at six week intervals throughout the six month period, with an
additional profile (drawn chain dotted) for day 250 which just follows
lake turnover.  Profile variations between the three alternative boundary
assumptions are indicated where these are significant.  The numerical
differences between the extreme values for the three alternatives and six
constituents are also provided in Table 46.  Comparisons of several sur-
face concentrations between the prototype and the four simulations are
given in Tables 47 through 50.
                                 173

-------
       Proportional
       to width (c)
0      0.001     0.002      0.003     0.004      0.005    0.006

                        Flow velocity,  mps
    FIGURE   36.  VELOCITY  PROFILES  AT  DOWNSTREAM BOUNDARY
                COMPARED  ON  DAY  310
                         174

-------
  60
  50
  40
0
f

01
A!

3 30

01
>
0
,0
rt

C
o
  20
u
H
W
  10
                      V
            328
All three alternatives

(negligible differences)
                                  J_
                                          286
                              _L
                        10
                    12        14


                    Temperature,  °C
16
18
20
      FIGURE 37.   WATER TEMPERATURE PROFILES AT SIX WEEK INTERVALS; PROFILES

                  ARE LABELED WITH DAY-OF-YEAR NUMBERS-  CHAIN DOTTED PKUULL

                  FOR DAY 250 INDICATES CONDITIONS JUST AFTER LAKE TURNOVER.
                                    175

-------
  60
  50
  40
B
o
  30
0)
>
o
fi
n)

C
O
n)

0)
iH
W
  20
  10
      160
      286

      328
                    V
Alternative (a),

where different from

alternatives (b)

and (c)
                 50         100         150


                   BOD concentration, mg/L
                        200
   FIGURE  38.  BOD PROFILES AT SIX WEEK INTERVALS; PROFILES

               ARE LABELED WITH DAY-OF-YEAR NUMBERS
                           176

-------
  60
  50
  40
e
o
0)
>
o
U3
n)

C
O
to

0)
rH
w
  10
                    V
      160
 — Alternative (a),

   where different from

— alternatives (b)

   and (c)
      286

      328
                 50         100         150


                   BOD concentration, mg/L
                           200
   FIGURE  38.  BOD PROFILES AT SIX WEEK INTERVALS; PROFILES

               ARE LABELED WITH DAY-OF-YEAR NUMBERS
                           176

-------
      	Alternative (a),
      • ••"Alternative (c) ,
           where different  from
           alternative (b)
   0         2        4         6          8        10

                      DO concentration, mg/L

FIGURE 39.   DO PROFILES AT SIX WEEK INTERVALS; PROFILES
            ARE LABELED WITH DAY-OF-YEAR NUMBERS
                     177

-------
                                              	Alternative (a),

                                              •••••Alternative (c),
                                                  where different
                                                  from
                                                  alternative (b)
w
               20        40        60        80      100
                   Coliform concentration, MPN/100
120
     FIGURE  40-   COLIFORM PROFILES AT SIX WEEK INTERVALS;  PROFILES
                 ARE  LABELED WITH DAY-OF-YEAR NUMBERS
                                 178

-------
  60
  50
en
l-i
01
4J
cu
B 40

e~
o
  30
O
.0
C
O
  20
CO

(1)
iH
W
  10
               286
               250
                                    V
                      328
                          	 Alternative (a),
                                 Alternative (c),
                                 where different from

                                . alternative  (b)
                            244
                0.05
                            0.10
0.15
0.20
                   NH«-N concentration, mg/L
 FIGURE  41.  NH3-N PROFILES AT SIX WEEK INTERVALS; PROFILES
              ARE  LABELED WITH DAY-OF-YEAR NUMBERS
                          179

-------
   60
B
o
0)
"
01
>
o
c
o
n)
Q)
i-l
W
   50
6  40
   30
   20
   10
             V
All three
alternatives
(neglible
differences)
                 _L
                     60
                          202
                      JL
                          250
                                 286
                                                328
                0.5         1.0          1.5

                  Chloride concentration, mg/L
                                             2.0
  FIGURE 42.   CL2 PROFILES AT SIX WEEK  INTERVALS; PROFILES
              ARE LABELED WITH DAY-OF-YEAR NUMBERS
                           180

-------
TABLE 46.  VARIATIONS  OF  EXTREME PREDICTED
           CONCENTRATIONS, WITH THREE
           ALTERNATIVE BOUNDARY CONDITIONS,
           FOR SIX PRINCIPAL  CONSTITUENTS
DAY:
T C max
(a)
(b)
(c)
T C mln
(a)
(b)
(c)
BOD max
(a)
(b)
(c)
BOD mln
(a)
(b)
(c)
DO max
(a)
(b)
(c)
HO pin
(a)
(b)
(c)
COLI max
(a)
(b)
(c)
COLI min
(a)
(b)
(c)
NH3-N max
(a)
(b)
(c)
N113-H min
(a)
(b)
(c)
CL2 max
(a)
(b)
(c)
CL2 mln
(a)
(b)
(c)
160

17.81
17.79
17.78

17.81
17.79
17.78

.87
.88
.88

.15
.16
.16

8.87
8.85
8.R5

8.66
8.63
8.62

79.0
79.1
79.2

78.5
78.6
78.7

.023
.023
.023

.020
.020
.020

.611
.613
.614

.6.09
.631
.612
202

20.60
20.58
20.55

16.64
16.61
16.58

64.49
78.99
79.36

.08
.08
.08

8.44
8.44
8.44

0.00
0.00
0.00

117.6
118.1
118.4

8.9
9.1
9.1

.204
.209
.209

.014
.014
.014

1.090
1.094
1.098

.769
.769
.770
244

18.76
18.72
18.68

17.85
17.72
17.63

130.73
168.92
170.34

.11
.11
.11

8.39
8.40
".'•0 =
<%i
0.00 s-
o.oo Si
0.00 z
o
o!
91.1 o
95.2 g
97.2 H
y
3.1 3
.3 J
.3

.190
.208
.209

.010
.010
.010

1.434
1.453
1.446

.775
.769
.770
250

17.80
17.74
17.68

17.35
17.31
17.25

2.48
2.68
2.75

.49
.68
.74

7.18
7.06
7.01

5.45
5.29
5.23

62.2
61.9
61.5

62.1
61.8
59.6

.038
.040
.040

.023
.025
.026

1.302
1.291
1.274

1. 302
1.291
1.269
286

13.27
13.25
13.25

13.27
13.25
13.25

1.02
1.02
1.02

.29
.29
.29

7.21
7.11
7.C7

6.71
6.59
6.54

13.0
13.0
13.0

13.0
13.0
13.0

.039
.040
.040

.036
.037
.037

1.583
1.575
1.563

1.583
1.575
1.563
328

7.02
7.02
7.03

7.02
7.02
7.03

1.12
1.12
1.12

.40
.40
.40

8.97
8.95
C.93

8.61
8.58
8.57

7.7
7.7
7.7

7.7
7.7
7.7

.069
.069
.069

.067
.067
.067

1. 870
1.865
1.858

1.870
1.865
1.858
             181

-------
                               TABLE 47.   PROTOTYPE WATER QUALITY IN THE SPOKANE ARM
                                          OF F.D. ROOSEVELT LAKE COMPARED WITH SIMU-
                                          LATIONS FOR THE BASE CASE.  DATA AND RESULTS
                                          ARE FOR THE SURFACE LAYER, 1970.
CO

DATE
Jun 23
Jun 29
Jul 7
Jul 15
Jul 21
Jul 23
Aug 4
Aug 'IS
Sop 1
Sep 15
Sep 22
Eep 29
Oct 6
Occ 13
Oct 27
"ov 24
DO
MG/L
OBS
10.9
10.6
9.4
9.7
10.7
9.5
10.0
9.6
9.0
6.1
6.5
7.1
7.8
7.6
8.2
9.0
MOD
9.0
9.1
8.7
8.6
8.4
8.3
8.6
8.1
7.6
6.8
6.7
8.6
6.8
7.1
8.0
8.9
NVN
MG/L
OBS
.09



.00

.08
.09
.01
.00

.00

.00
.00

MOD
.02
.02
.01
.01
.01
.01
.01
.01
.01
.03
.03
.02
.03
.04
.04
.07
TOTAL N
KG/L
OBS
.11



.04

.15
.01
.15
.25

.03

.19
.14

MOD
.10
.10
.10
.10
NO -N
KG/L
OBS
.05



.10 ! . 02
.10
.10
.11
.12
.13
.13
.14
.14
.15
.16
.18

.04
.04
.05
.26

.31

.54
.48
.33
MOD.
.00
.04
.00
.00
.00
.03
.00
.02
.06
.07
.09
.00
.11
.11
.11
.14
PO.-P
'4
MG/L
OBS
.01



.01

.02
.01
.02
.01

.01

.01
.01
.02
MOD
.02
.03
.03
.03
.03
.03
.03
.03
.03
.04
.05
.04
.05
.05
.05
.05
coLi?or::s
MPM/1CO
OBS
47
38
127
16
103
29
33
O /
i.^
4
44
700
820
2233
826
103
27
MOD
64
72
83
86
104
83
87
86
70
47
32
22
16
13
10
8
TUMP
°c
033
23.4
19.6
25.9
25.7
23.5
21.2
23.9
21.4
21.3
IS. 6
17.3
17.2
15. S
15.0
12.4
8.1
MOD
1
19.7
17.9
20.0
20.6
20.7
19.7
20.0
19.0
18.9
16.1 j
15.5
14.9
14.4
13.3
10. S
7.0

-------
                                 TABLE 48.  PROTOTYPE WATER QUALITY IN THE SPOKANE ARM
                                            OF F.D.  ROOSEVELT LAKE COMPARED WITH SIMU-
                                            LATIONS  RESULTING FROM ALTERNATIVE DOWN-
                                            STREAM BOUNDARY CONDITION (a).  DATA AND
                                            RESULTS  ARE FOR THE SURFACE LAYER, 1970.
oo
LO

DATE
Jun 23
Jun 29
Jul 7
Jul 15
Jul 21
Jul 28
Aug 4
Aug 18
Sep 1
Seo 15
Sep 22
Sep 29
Oct 6
Oct 13
Oct 27
Xov 24
DO
MG/L
OES
10.9
10.6
9.4
9.7
10.7
9.5
10.0
9.6
9.0
6.1
6.5
7.1
7.8
7.6
8.2
9.0
MOD
9.0
9.1
8.8
8.6
8.4
8.4
8.6
8.2
8.4
7.0
6.8
8.3
6.9
7.2
8.0
9.0
NH3-N
MG/L
OES
.09



.00

.08
.09
.01
.00

.00

.00
.00

MOD
.02
.02
.01
.01
.02
.02
.01
.01
.01
.03
.03
.02
.03
.04
.04
.07
TOTAL N
MG/L
OES
.11



.04

.15
.01
.15
.25

.03

.19
.14

MOD
.10
.10
.10
.10
.10
.10
.10
.11
.13
.13
.13
.14
.14
.15
.16
.18
NO -N
KG/L
OSS
.05



. 02

.04
.04
.05
.26

.31

.54
.48
.33
MOD
.00
.03
.00
.00
.01
.01
.00
.01
.00
.08
.10
.01
.11
.11
.11
.14
PO.-P
4
MG/L
OBS
.01



.01

.02
.01
.02
.01

.01

.01
.01
.02
MOD
.02
.03
.03
.03
.03
.03
.03
.03
.03
.04
.04
.04
.05
.05
.05
.05
COLIFORMS
MP-/1CO
OBS
47
38
127
16
103
29
33
24
4
44
700
820
2233
£2o
103
27
MOD
65
. 75
87
92
118
97
111
105
91
48
32
22
16
13
10
8
TEMP
°C
02S
23.4
19.6
25.9
25.7
23.5
21.2
23.9
21.4
21.3
IS. 6
17.3
17.2
15.8
15.0
12.4
8.1
i
MOD
19.6
17.8
20.0
20.6
20.6
19.5
19.9
18.9
18.4
16.0 i
15.4
14.8
14.3
13.3 ,
10.7
7.0

-------
                                TABLE  49.  PROTOTYPE WATER QUALITY IN THE SPOKANE ARM
                                           OF F.D. ROOSEVELT LAKE COMPARED WITH SIMU-
                                           LATIONS RESULTING FROM ALTERNATIVE DOWN-
                                           STREAM BOUNDARY CONDITION  (b).  DATA AND
                                           RESULTS ARE FOR THE SURFACE LAYER, 1970.
oo

DATE
Jun 23
Jun 29
Jul 7
Jul 15
Jul 21
Jul 28
Aug 4
Aug IS
Se? 1
Sap 15
Sep 22
Scp 29
Oct 6
Oct 13
Oct 27
Kov 24
DO
MG/L
OES
10.9
10.6
9.4
9.7
10.7
9.5
10.0
9.6
9.0
6.1
6.5
7.1
7.S
7.6
8.2
9.0
MOD
9.0
9.1
8.8
8.6
8.4
8.4
8.5
8.1
8.4
6.8
6.6
8.3
6.8
7.1
8.0
9.0
KH -N
MG/L
OBS
.09



.00

.08
.09
.01
.00

.00

.00
.00

MOD
.02
.02
.01
.01
.02
.02
.01
.01
.01
.03
.03
.03
.03
.04
• 04
.07
TOTAL N
MG/L
OBS
.11



.04

.15
.01
.15
.25

.03

.19
.14

MOD
.10
.10
.10
.10
.10
.10
.10
.11
.13
.13
.13
.14
.14
.15
.16
.18
NO -N
MG/L
OBS
.05



.02

.04
.04
.05 .
.26
.31

.54
.48
.33
MOD
.00
.04
.00
.00
.01
.01
.00
.01
.00
.08
.10
.01
.11
.11
.11
.14
PO.-P
4
MG/L
OBS
.01



.01

.02
.01
.02
.01
.01

.01
.01
.02
MOD
.02
.03
.03
.03
.03
.03
.03
.03
.03
.05
.05
.05
.05
.05
.05
.05
COLIFORMS
MP"/100
OBS
47
38
127
16
103
29
33
24
4
44
700
820
2233
326
103
27
MOD
66
76
87
95
118
96
117
1G4
95
48
32
1 1
16
13
10
8
TEMP
°C
OBS
23.4
19.6
25.9
25.7
23.5
21.2
23.9
21.3
IS. 6
17.3
17.2
15 . S
15.0
1 O '.
3.1
MOD
19.5
17.6
20.0
20.6
20.6
19.5
19.9
18.8
18.4
16.0
15.3
14.8
14.3
13.2
10.7
7.0

-------
                                    TABLE  50.  PROTOTYPE WATER QUALITY  IN  THE  SPOKANE ARM
                                              OF F.D.  ROOSEVELT LAKE COMPARED WITH SIMU-
                                              LATIONS  RESULTING FROM ALTERNATIVE  DOWN-
                                              STREAM BOUNDARY CONDITION  (c).  DATA AND
                                              RESULTS  ARE FOR THE  SURFACE LAYER,  1970.
00

DATE
Jun 23
Jun 29
Jul 7
Jul 15
Jul 21
Jul 28
Aug 4
AuS 18
Scp 1
S^p 15
SCP 22
Sep 29
Oct 6
0;t 13
Oct 27
Kov 24
DO
MG/L
OBS
10.9
10.6
9.4
9.7
10.7
9.5
10.0
9.6
9.0
6.1
6.5
7.1
7.S
7.6
8.2
9.0
MOD
9.0
9.1
8.8
8.6
8. A
8. A
8.6
8.1
8. A
6.7
6.6
8.2
6.7
7.0
8.0
8.9
NH,-N
MG/L
OES
.09



.00

.08
.09
.01
.00

.00

.00'
.00

MOD
.02
.02
.01
.01
.02
.02
.01
.01
.01
.03
.03
.03
.04
.04
.04
.07
TOTAL N
MG/L
OBS
.11



.04

.15
.01
.15
.25

.03

.19
.14

MOD
.10
.10
.10
.1C
.10
.10
.10
.11
.13
.13
.13
.14
.14
.15
.16
.18
NO -N
MG/L
OBS
.05



. 02

.04
.04
.05
.26

.31

.54
.48
.33
MOD
.00
.04
.00
.00
.01
.01
.00
.01
.00
.08
.10
.01
.11
.12
.11
.14
POA-P
MG/L
OES
.01



.01

.02
.01
.02
.01

.01

.01
.01
.02
MOD
.02
.03
.03
.03
.03
.03
.03
.03
.03
.05
.05
.05
.05
.05
.05
.05
COLIFOD1S
MP;;/ICO
OBS
47
38
127
16
103
2S
33
24
4
44
700
820
2233
826
103
27
MOD
66
77
87
98
118
98
119
1CS
97
48
32
22
16
13
10
8
•JTVT)
°c
02S
23.4
19.6
25.9
25.7
23.5
21.2
23.9
21.4
21.3
IE. 6
17.3
17.2
15. S
15.0
12.4
8.1
MOD
19.5
17.8
20.0
20.6
20.6
19.5
19.9
13.8
18.4
15.9
15.3
14.8
14.3
13.2 j
10.7
7.0

-------
The total daily outflows of constituents  across  the  downstream boundary
were essentially the same  for  all  four  cases  after lake  turnover.  Before
turnover, alternative  (a)  gave higher outflows of BOD, and  the base case
gave higher BOD and NH_-N  and  lower  coliform  outflows  than  the other
alternatives.  All cases produced  the turnover within  one day of day 248.
This resulted in large increases in  the BOD outflow  rates and noticeable
increases in the NH -N outflow rates, except  for alternative  (a) which
experienced a small reduction  in BOD outflow  and no  change  in NH -N
outflow rate.

DISCUSSION AND CONCLUSIONS

The results of the base case run,  particularly for the period before
lake turnover, indicated that  the  standard dam and outlet configuration
of the basic lake model is clearly not  appropriate for such a down-
stream boundary condition  as is under study here.

A comparison of the three  alternative velocity profile boundary con-
ditions  (Figure 36) shows  the  greatest  difference to be  in  the high
velocities with alternative  (a), near the lake bottom.   This greater
"sweeping" effect near the bottom  undoubtedly resulted in the reduced
constituent concentrations predicted at those levels,  as illustrated
in Figures 38 through  41.  Since BOD in particular accumulated mostly
at those lowest levels  (Figure 38) before lake turnover, this greater
"sweeping" action with alternative (a)  also produced the BOD outflow
behavior very different from the other  alternatives.  Although there
are no observed BOD data to compare  with, the simulated  differences
and engineering experience with velocity  profiles suggest that the
uniform velocity profile  (a) is less appropriate to  this application,
particularly before lake turnover, and  it is  therefore recommended
that alternative  (a) not be further  used.

The comparisons reported in Tables 47 through 50 of  the  prototype sur-
face water quality  (seven  constituents) with  the four  simulations,
reveal that even without verification the model  results  generally agree
very well with the prototype.  The greatest disagreement occurred in
the coliform results,  probably due to the wider  fluctuations in the
sparse coliform data for the inflows.   Further,  these  tables again show
little significant difference  between the results from the  various
s imulat i on run s.

The differences between the results  from  alternatives  (b) and  (c) were
so slight as to have little influence on  a choice between them.  However,
the rapid velocity variation near  the surface with alternative  (c)  (see
Figure 36) did not seem desirable, particularly  when it  was realized that
this variation could have  been further  greatly increased by a different
lake cross-section at  some other location. Therefore, the  parabolic velo-
city profile boundary  condition, alternative  (b), is recommended as a pre-
ferred method for handling this downstream boundary  condition.
                                 186

-------
The replacement of the LAKSCI code representing  the dam and outlets by
code for a velocity profile boundary condition was a relatively minor
task.  The resulting alternative model,  based on  alternative velocity
profile (b), appeared adequate and contained no  significant weaknesses
that were apparent from the limited analysis possible within the scope
of this project.  No additional data at  the boundary are needed for
the operation of alternative model  (b).   The only difference in data
deck preparation is that alternative  (b)  must be  specified, and no
specifications for the dam and its outlets are required.

While this alternative boundary condition provides a reasonable,
realistic working model for the simulation of the Spokane arm of Lake
Roosevelt, it must be remembered that  this condition at the same time
disallows any interaction between  the  main stem  of the entire lake and
the Spokane arm.  The report of the application  of a segmented version
of the original Deep Reservoir Model to  the Lake  Roosevelt main stem
does mention  (Ref. 6, pp. 144-5, 152)  two areas  of evidence for circula-
tion and interaction between the regions. These could not be simulated
with the alternative models described  here, and  to properly investigate
them would involve a significantly larger effort  beyond the scope of
this study.

When these interaction effects between the main  stem and  the Spokane
arm are considered to have considerable  significance to the purposes
of a study of the Spokane arm, then the  alternative model studied here
should only be used to obtain  a first  approximation to conditions there,
A more accurate simulation could only  be obtained from a  simulation of
the entire Lake Roosevelt with an  appropriate model which could treat
the  Spokane arm as one of its  segments.
                               187

-------
            PART 7







 ACKNOWLEDGEMENTS, REFERENCES,




ABBREVIATIONS, AND APPENDICES








XVI.     Acknowledgements




XVII.    References




XVIII.   Abbreviations




XIX.     Appendices
               189

-------
                              SECTION XVI

                           ACKNOWLED CEMENT S
The SCI project team is indebted to the following persons and their
organizations for the services they rendered in the data collection
and assessment, and the modification, verification, and analysis of
the three water quality models applied in this project:

1.   Mr. Kenneth D. Feigner, Project Officer, formerly Chief of the
     Data Systems Branch and subsequently Deputy Director of the Air
     & Water Programs Division, Environmental Protection Agency Region
     X, Seattle, Washington.

2.   Mr. Daniel V. Neal, District Engineer, Eastern Washington
     Regional Office of the Washington Department of Ecology in
     Spokane, Washington, who served as the Washington State project
     coordinator.

3.   Mr. Michael J. McMasters, of the Environmental Protection Divi-
     sion of the Idaho Department of Environmental Protection and
     Health in Lewiston, Idaho, who served as the Idaho State project
     coordinator.

4.   All those persons, too numerous to mention, with various agencies
     and institutions and as private individuals, who assisted in the
     data gathering and assessment phase of this project.

The overall management of the project work of Systems Control, Inc.,
was under the direction of Mr. H. James Owen, Manager, Natural Resources
Division, and Dr. E. John Finnemore, Principal Analyst.  Key programming
support was provided by Mr. John L. Shepherd.
                                191

-------
                             SECTION XVII

                              REFERENCES
1.   Water Resources Engineers, Inc.  An Assessment of the Temperature
     of Releases from Libby Dam by Computer Simulation (for the U.S.
     Army Corps of Engineers, Seattle District Office).  Water Resources
     Engineers, Inc., Walnut Creek, California, March 1970.

2.   Water Resources Engineers, Inc.  Temperature Prediction in Dworshak
     Reservoir by Computer Simulation - Computer Application Supplement
     (for the U.S. Army Corps of Engineers, Walla Walla District Office,
     Washington).  Water Resources Engineers, Inc., Walnut Creek,
     California, September 1969.

3.   Metcalf & Eddy, Inc. , University of Florida, and Water Resources
     Engineers, Inc.  Storm Water Management Model, Volume I - Final
     Report.  EPA Report No. 11024DOC07/71, July 1971.

4.   Water Resources Engineers, Inc.  Mathematical Models for the
     Prediction of Thermal Energy Changes  in Impoundments - Computer
     Application Supplement  (for FWPCA Columbia River Thermal Effects
     Project).  Water Resources Engineers, Inc., Walnut Creek,
     California, undated.

5.   Systems Control, Inc.  Letter of June 4, 1973 to the EPA, Seattle.

6.   Water Resources Engineers, Inc.  Mathematical Models for the
     Prediction of Thermal Energy Changes  in Impoundments.  EPA Report
     No. 16130EXT12/69, December 1969.

7.   Franklin D. Roosevelt Lake, Southern  Part.  U.S. Coast and Geodetic
     Survey Map No. 6168, published at Washington, D.C. by the U.S.
     Dept. of Commerce, Environmental Science Services Administration,
     C&GS, September 4, 1967.

8.   EPA STORET retrieval of Spokane River Data, dated 72/10/25.

9.   Bishop, Robert A., and Ronald A. Lee.  Spokane River Cooperative
     Water Quality Study.  Report No. 72-001, State of Washington
     Department of Ecology, 1972.
                                      193

-------
                             SECTION XVIII

                             ABBREVIATIONS

C&GS          Coast and Geodetic Survey
                       t
EPA           Environmental Protection Agency
SCI           Systems Control, Incorporated
BOD           biochemical oxygen demand  (5-day)
CL~           chloride
°C            degrees Centigrade
cfs           cubic feet per second
cms           cubic meters per second
COLI          coliforms
deg           degrees
DRM           Deep Reservoir Model
DO            dissolved oxygen
°F            degrees Fahrenheit
FPS           feet per second
ft            feet
g             acceleration due to gravity
HM            heavy metal
HM1           heavy metal number one
HM2           heavy metal number two
HM3           heavy metal number three
hr            hour
JCL           job control language
L             liter
lb            pounds
m             meters
mb            millibars
mg            milligrams
mg/L          milligrams per liter
mL, ML        milliliter
mo            month
                                195

-------
                       ABBREVIATIONS (Continued)

mph           miles per hour
MPN           most probably number
MPN/100       most probable number per 100 milliliters
N             nitrogen
NH«-N         ammonia nitrogen
NOQ-N         nitrite nitrogen
NO.-N         nitrate nitrogen
PO.-P         phosphate phosphorus
EWM           Receiving Water Module of  SWMM
sec           seconds
SWMM          Storm Water Management Model
IDS           total dissolved solids
yrs           years
                                 196

-------
                   SECTION XIX

                    APPENDICES
A.  Computer listings of the nineteen verification
          data decks described in Part 4.
                              197

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-------
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NUMBER 2 StPTEMHf R. 1969

52 5 1

4 5 6 / 8 910111213
19 20 21 22

29 30 11 32 33 34 35 36 37 30
46 4/ 4U 49 50 51 52

1 4 5
234


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                             .31
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205

-------
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20
21
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25
26
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04110  70  r.'lUS
r.'M I'.i  TO  PRITCHARI)  C
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DF ADMAN  GULCH
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GOLD HUNTERS GULCH
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i»K" diiTr ALL
GEM OUTFALL TO  S  FRK
CANYON C TO G4131.S
GU1M.5  TO LAKE CRK
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G4131.S  TO LAKE CRK
LAKfJ CREEK
LAKf- C TO SH.VKHrON
SILVERTON OUTFALL
OUTFALL  TO OSOUHN 0
OSBURN OUTFALL
OUTFALL  TO BIG  CRBEK
BIG CREEK
BIG CREKK TO MILO C
MILO CREEK
MILO TO  KELLOGG OUT
KELLOGG  OUTFALL
OUT TO Gai33
R4133 TO PINE CREEK
HIKE CREEK
PINE C TO CDALN RIV
S FRK TO G«135
G'113'5 TO a JULY CRK
4TH OF JULY CREEK
4JULY C  TO ROSE CRK
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BLACK LAKE OUTLET
OUT TO CDALENE LAKE
                 ,H7
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208

-------
ENDFILE Fi
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ENDFILF. L
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-------
FILE A R
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              RtGION 3 AUG  1969  PHASE  3
                                   2'4




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-------
FILE F-2
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-------
FILE K                        0         n
FILE K              111
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FILF- K
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                                        212

-------
FILE A  RIVER HFGION 3
F.NDFILE A
FILK >3        2
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                       SEPT 1969 PHASE
                                  2'4
FILE C 1
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ENOF1LE 0
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-------
PILE F-2
1330,
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.10
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7,0
,10
FILE F-2
7,0
.10
FILE F-2
7,0
.10
FILE F«2
7,0
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FILE F-2
7.0
,10
FILE F«2
7,0
.10
ENDJ-'ILE F - 2
ENOFILE F-3
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FILF; F-a
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ENDFILE G
FILE H
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FILE 1 1
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STORET
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                                      214

-------
FILE K              1          1
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PILE L        2
-------
fill A   RIVER REGION  U  LHTLE
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DRY CR " WB LIT SP 115
WB LIT SP * LSP 31,0 115
LSP 31,0 - HRAGON CR 115
DRAT, CR-LSP13.5 115
LSP13.5.-OEAPMAN CR 115
DEADMAN CR PT SOURCF. 115
DEADPAN CR - STOHET 115
STORET •< LITTLE CH 115
LITTLt CR f WPO3 115
WPC-3 - USGS N DART 115
USGS N DART - LSP .1 11
-------
FILE J
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            217

-------
FILE A   RIVER  REGION 4 LITTLE
ENDFILE A
Sf-'OKANt  All(3 11-GEPT10  PHASE 3   I960
FILF. B 1
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I.SP 37.6 - DRY CR ,J47
DRY CR • WB LIT SP ,147
WB LIT SP •» LSP 31,0 .147
LSP 31 .0 " DRAGON CK ,147
DRAG CR-I.SP13.5 ,147
LSf'l3,b*Dfr.AOHAN CR ,147
DEADMAN CR PT SOURCE ,147
Df-ADHAN CR " STORF.T ,147
STURFT - LITTLE-- CR ,147
1 ITTL.i- CR - KHC-5 ,147
WPC-55 » USGS N DART ,147
USGS N DART • LSP ,1 ,147
LSP. I - LONG LAKE .147

.0 .0 ,0 ,0 ,0 ,0 .0 ,0 .0 14,1
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       218

-------
FILE J       ft
FILE J       7             -                                                  *'
FILE J       8                                                               *'
FILE J       9                                                               5'
FILE J      10                                                               \l*
FILE J      11                                                               £
FILE J      \2                                                               £•
FILf J      13                                                               *'
E'JOFILE J                                                                   l£!i
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FIL-F- K                                                        ,000001
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FILE L        13     7
FILE t         i     2    3     «    5     6     7     8     9   10   11   13    13
FILE L         7    17   21   ?3   27    i5    .J/
ENDFILE L
                                         219

-------
FILE A
ENDFILE
FILS- 0
E N D 1- 1 L E
FILE C '
ENDFILE
ENDFILE 0
FILE E

-------
FILE K
FILE K
FILE K
FILE K
FILL K
FILK K
ENDFILE
FILF. L         9    10
FILE L         987634321
FILE L         a.     7   17   19   21   23   ,\1    ?,9    15    37
ENDKILE
                                         221

-------
FILL A
ENDFILE
FILE B
f." M h !•" T 1 (•*
C 'N L* r JL L, r.
FILE C
ENDFILE
ENDFILE 0
FILE E
4.8
,040
ENPFILE
FILE Fnl
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FILE PM
FILE F«l
FILE F-l
FILE F-l
FILE F-l
FILE F»l
ENDFILE
FILE F-2
7,0
FILE F-2
7.0
FILE F-2
7.0
FILE F-2
7.0
FILE F-2
7,0
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ENDFILE
FILE F««
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PILE F-.4
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FILE K-4
ENDFILE
ENDFILE
FILE H
ENDFILE
FILE I
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ENOFILE
FILE K
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FILE K
NIVER REGION 5 3tPTf.MHi.Ri 1971 PHASE 3

1 0911
1 125456789


1 0
.11 ,025 ,75 .085
.19 2.4

1 0,3 33,9
2 1,1 35,6
3 0,0 32,5
4 ,7 32,5
5 0,0 31,0
6 2.5 31,8
7 1.1 29,3
fl 0.0 P.8,2
9 4.2 28,2

3 29,0

S 1.0

7 40,0

0 1,0

9 160,0



1 2 USGS STN LOME LAKE .'46
2 2 LONG LAKE TO CHAM CR .96
3 2 CHAMOKANF. C1* ,46
4 2 CHAM CR •» LL CHAM CR .46
5 2 LIT CMAMOKANE CM .46
6 2 LL CHAM CR* LL FALLS .80
7 2 LL FALLS - SPRING CR ,46
8 2 SPRING CR ,46
9 2 SPRING CR •» FOR LAKE .46


,0 ,0 .0 ,0 ,0 ,0 ,0 .0

1 ,0 ,0 ,0 .0 .0 .0 ,0 ,0



1 13
1 1 1
1112


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                                   'I .'550,0
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                        .0   ,0   .0 17.1

                        ,0   ,0   ,0 2816
222

-------
FILE K
FILE K
FILE K
PILE K
FILE K
ENDKILE
FILE L         9    10
FILE I.         90765'!    321
FILE L         a     7    17   19   21   2J   2.1   29   45   37
ENOFILE
                                       223

-------
STOHM MTUft RECEIVING MODULE
1
0 24
21 22 23
y c r r T w T M
^toC-IV I "J
QUANTITYOUALTTY
RECEIVING XATF-.U MODULE
SYSTEMS CONTROL. INC, SPOKANE FiASIN
KIVf.R REGION 1
A.UG 16 - StPT 16,1971
0 0 1
4 24, 1, 300. 0, 10 9 0
1234
9 10
12 23 38 '15
9 10
732.6 2126,88 1 , 
-------
4

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                    ,0001


ENDPROGFUM
                                       225

-------
STORM WATF-R RECEIVING MODULE
1
0 24
21 22 23
RECfclVIN
QUANTITYOUALITY










RECK IV IMG dATER MODULE
SYSTEMS COMTKOLf
RIVER
INC, SPOKANE (3A3IN
REGION 2


AUGUST, 1969
0 0
6 24, 1, 300,
1 4
12 23
910 1011
17 18 19 19
25 26 26 27
533,46 212;, 23
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24150,
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222160,
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252136,
262133,
272130,
202128,
999999999999999
1 1 2
223
336
445
556
667
778
889
9910
10 10 11
11 11 12
12 12 22
13 13 14
1
0, 6 27 0 0,
6 13
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                 6
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28
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       .93
226

-------
14 14
13 15
16 16
17 17
18 18
19 19
20 20
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ENDQUANT
0 1
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,21



.05

,05


,21

,24



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,12


0,0
1,5
0,0


,02
,02

.02
,02


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,06


.7
0.0
,7



,16

.16



,01

.01


.15

,15



,25

,2'j


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0,0
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18,


in.b


13,5

300,

19,


19.
0,0 0,0
0,0 0,0
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17.5





16.7
0.0 0.0



19.2
0.0 0.0




19.2
0.0 0.0



19.5
0.0 0.0
0,0 0,0
0.0 0.0
229

-------
9.3
2.6
999
0 0
1,6
0,0

2 1
.09
0,0

0 1
.003
0.0

i 1
0,0
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t ?.
,06
0,0


                                                                        20.
           •01      ,000001






ENDPROGHAM
                                                             .1






                                                            .000001
                                     230

-------
STORM WATFR RECEIVING MODULE
1
0 24
21 22 23
HECUVIN
UUANT1TYQUAL
R E C F




ITY
I V IN G »' 4
SYSTt-MS CONTWOLt

R I V r R





rpf* MODULE
INC. SPOKA
HKGIOII 2






MK BASIN

S.f- PTIiMIJEKi 1969
0 0
6 24,
1
1 2
9 10
17 10
2ci 26
533,46
14800,
24150,
33400,
43816.
53400.
62766,
72560,
82430,
923(10,
102266,
112236,
1 2 ? 1 « 7 .
132487.
142462,
152400,
162367,
172279,
182243.
192220,
202190,
212163,
222160,
232141.
242137,
252136,
262133,
272130,
282128.

1. 300,
u
2 3
10 11
l« 19
26 27
2127.23




























i
0, 6
6
3 6
11 12
19 20
27 28
1,5
7,0
14,0
6,0
6,0
l'j.0
6,0
1,0
24,0
.5
9 ,
6.0
*> ; 0
93JO
4,0
24,0
20,0
0,0
24,0
16,0
44,0
0,0
1,0
4,0
6.0
4,0
12,0
2,0
0,0

27 0
13
4 5
12 22
20 21






























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1 1
2 2
3 3
4 4
5 5
6 6
7 7
8 8
9 9
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11 11
12 12
13 13
2
3
6
5
6
7
6
9
10
11
12
22
14













4.1
5.5
5.5
2,2
4.0
4,7
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0,
22
 6
14
22
 6
14
2?
 1
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 7
15
23
 7
15
23
 8
16
24
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    ,66
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   1,03
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                                      28
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16 17
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              .93
231

-------
14 14
15 15
16 16
17 17
an j Q
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19 19
20 20
21 21
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23 23
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26 26 27
27 27 28
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0 1
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233

-------
<>,3 1,7
18
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-------
   28

                                                                          1 7 'J
    9.3       l.fa        ,09        ,003       0,0        ,06
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                                                              .1



                                                             , 0 0~0 0 0 1
           .01       ,000001



ENDPROGRAM
                                     235

-------
   STORM WATER RFCFIVING  MUOULF
    1
   0  24
  21  22  23
RFCEIVIN
QUANTITYRHALITY
R k. C 1- I V I N f, WA
SYSTKMS


0 0
6 24,
1
9
1 2
9 10
!4 i 3 0 .
12128,
22127,
32122,
42071.
52019,
61975.
7 1 96« ,
81966,
92587,
102387,
112187,
:2?067,
1 .5 i 9 6 6 ,
141904,
151060,
161837,
9999999999
1 1
2 2
3 3
4 4
5 5
6 6
7 7
8 3
9 9
10 10
11 11
12 12
13 13
14 14
15 15
9999999999
ENOOUANT
0 0
0 1
10 2
CONTROL,
RIVER
•AUGUS

1. 300.
2
10
2 3
10 11
1836.296

















2
3
4
5
6
7
8
14
10
11
12
13
14
15
16


0 1
12 50
1 0.
TFR HODULF
INC, SROKANf BASIN
^ E r, i o N "i
T 1969
1
0, 16 15 0
3 4
11 12
34 45
11 12 12 13
1.5
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5
13
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300,
250.
220.
250,
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200,
200,
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to.
10,
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250.
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1







0.


6
14


















9,20
3,81
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4,52
4,75
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6.5
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1,06
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2,62
4,20










1
6
14
7
15






































                                                                   7
                                                                  15
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                                                15
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                                                   2!'i2
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                                       236

-------
, ISO
8.1
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                                      237

-------
,110
8,0
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8.

             13
ENOPROGRAM
                                                  ,10
                                                  ,18
                                                  .8
                                                                        18.5
                                                  .18
                                      238

-------
STORM
 1
0 •  ?4
1  ?2
WATTf* RFCh IVING MODULE
 25
UUAN r ITYOUALITY
RECEIVIM; WATER MODULF.
SYSTEMS COMTPOL. IK'C, SPOKANE BASIN
RiVKR HtGION 3
S.FPTfcMBEH 1969
0 0
6 24.
1
9
1 2
9 10
3330,
12120 ,
22127,
32122,
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61975,
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1023(37,
112U7,
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1 5 1 0 M « ,
141904,
151860,
161837,
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1 1
2 2
3 3
4 4
5 5
6 6
7 7
8 8
9 9
10 10
11 11
12 12
13 13
14 ia
15 15
9999999999
ENOOUANT
0 0
0 1
10 2


1. 300,
2
10
2 3
10 11
1836,296

















2
3
a
5
6
7
8
14
10
11
12
13
14
15
16


0 1
12 50
1 0.
1850.
1
0, 16
3
11
3 4
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12
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                          239

-------
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                                                                        17.7
                                                                        17.7
3,8
.13
,015
.12
.12
                                  240

-------
.140
11,8
.140
13
8,9
,140
8,9
,140
14
7. a
.140
7,8
,140
15
7,8
,140
7.8
.140
Ifc
7,7
.140
99999
0 13
,«
.13 ,015
.8

, 1'J .018
.85
.15 .018
.85

.13 ,016
.no
.13 .016
,60

,13 .016
.9
,13 ,016
.9
,11 .016
.9

I I 0

.12


.13

,13


.13

.13


.13

.13

.13




.12


,13

.13


.13

,13


.13

,13

.13



ENOPROGRAM
                                                                          I'). 6
                                    241

-------
   STORM WATER RECEIVING MODULE
    1
   0  24
  21  22  23
R t' r E IV I N
QUAMTITYOUALITY
        HECL'IVING WATER MrjOULE
   SYSTEMS CONTROL, INC,  SPOKANE BASIN
              RIVER PEGIOM 4
              JULY 11  * AUG 10, 1960
    0     0
    4   24,   1, 300.   0.
         1         2
         9        10
      12      23
      9 10
      300.   1533.84
    11B75,            40,
    21800,
    31765,
    41721.
    51680.
    61612.
    71509.
 1
10
 3
                           1.5
                                           3,
                                       0,
    81565,
    91554.
   101535,
999999999999999
    1     1     2
         60,
         125,
         125.
              U
              5
              b
              7
              S
              9
             10
999999999999999
ENDOUANT
    000
    0
   10
12
 1 0,
          2000
    0
   50

14,6
                                                    10
                                                                              e

                                                                           8  9
3.0
3 A
: "
5.0
4,7
7,8
2,7
2,9
4.0
3,0
20,
P U
Z^ a
30,
36.
36,
38,
40 .
60,
85,
.78
O 11
A-.
.95
.95
.96
1.01
1.00
1,15
1.28
.050
A /I n
» .
,034
,029
,020
,018
.016
.016
.016
-03
< c <
* • -* "
1.72
2.01
2.R3
3.12
3.10
3.30
. 3.39
9.7 ,6 0,

9,8 .6 ,0

2
9,7 ,6 ,0

3
10, ,7


.3

.3


.3


.2
.6
1,2
,6
1.2

.6
1.2

.52
1.2
.01

.01


.01


.01

                                                                        15.2
                                                                      13000,

                                                                      13000,
                                                                        15.2
                                                                      13000,
                                                                        16,
                                                                      11000,
          .8
                           ,7
                              .01
                                                                      2000,
                                  242

-------
                              ,1
1.2
5

9,9 .8

6

9,9 .9

11. 1,0

7

9,4 .6

9, a ,5

9
8,3 .6

8,0 ,6

9

8.6 .6

10
8.7 ,7

99999
1501



,1



.1

.1



.1

.1


.2

,2



.1


,1

1


.7 .01
1.2


.7 ,01
1.2
.8 ,01
1,2


1,0ft ,01
2.5
1.5 .01
3,5

1,0 ,02
2.5
1.0 ,02
3,0


1.4 .01
2.5

i . ? . n i
2.7



14,9
POOO,


la, 9
2700,

0,


14.9
5000,

4000,


1R.
5000,

5000.


12,9
2500,

1 ? ^
I r % J
3 k A 0 i



          .0001
                                                           .0001
EMDPROGRAM
                                      243

-------
   STORM i-ATER RECEIVING MODULE
    1
   o  24
  21  22  23
RFCtTIVTN
'3UANTITYCUIALITY
        RECEIVING WATE.H MODULE
   SYSTEMS CONFKOLi  INC,   SPOKANE
              RIVER  Rt'GION  U
                                   BASIN

0 0
4 24.
1
9
1 2
9 10
300,
11875,
21000.
31765.
41721,
51660.
61612,
71589,
8156'J,
91554,
101535,
A.UG 11 » SKPT 10.
I
1, 300. 0, 10
2 3
10
23 34

1533, 8U 1,5
SO,




70.
125,
125,


1968

9 0 3. 0, 0, 1 0
456

45 56 67 7














0 10
7 8

8 89












999999999999999
1 1
2 2
3 3
4 4
5 5
6 6
7 7
8 8
9 9
2
%
U
5
6
7
8
9
10
3.0 20. .78 ,OSO
7 _ ^ ?^ • n '] 0 '-\ 0
5*,0 3oi J95 ,034
4,7 36, .95 .029
7.8 36. .96 ,020
2,7 38, 1.01 .018
2.9 40, 1.00 .016
«,0 80, 1,15 ,016
3,8 8b, 1.28 ,016
jM
• r- -r
l • J J
1.72
2.01
2.63
3,12
3.10
3.30
• 3.39
999999999999999
ENOOUANT
    000
    0    1    12
   10    1     1
          2000,
    1
9, a
9.8
10,6
•5,7
                         0
                        50
                     H.I

.28

.28

.28

.31
,18
2.0
,16
2,0
.18
2,0
.18
0,5
,01

,01

.01

.01

                                         .18
                                                   .01
                                                                         15.5
                                                                       «50,

                                                                       «50,
                                                                         15.5
                                                                       «50,
                                                                         16,5
                                                                       630.
  15,
2000,
                                     244

-------
9.7
                                         0.5


                                         ,2
                                                   ,01
                                          15,
                                        3000.
3,0

    1

9,6

10,5



9,8

7,0
    a
8,2
   10
99999
.36

.5



.5

1.0



.15

t«5



.25



.25
                                         ,2
                                         0.5
                                         ,2
                                         ,0
                                         1.0
                                         ,?.
                                         2.0
                                         1,5
                                         .2
                                         1,7
                                         .15
                                         1.0
                                          ,0
.01

,01



,01

,01



.01

,01



,01
  1'4,5
3100,

5000,
  15.
7000.

10000,
  15.0
5UOO,

5000,
  12.2
5000,
                                                                         12,0
                                                                       4 T A A
         I   15    0     1     1
          .0001
                                                             ,0001
ENDPROGRAH
                                      245

-------
   STORM WATER HKCHVING MODULE
    1
   0  24
  21  22  23
HECEIVIM
QUANTITYOUALTTY
        RECEIVING WATER MODULE
   SYSTEMS CUNTPOl., INC,  SPOKANE BASIN
              RIVfR RfcC.lOM 5
                   MOER 1971
0 0
4 24,
1
1 2
999,
11363.
21362,
31361,
41360,
M 359 ,
9999999999
1 1
2 2
3 3
4 4
9999999999
ENDOUANT
0 0
0 1
1 A
» V

r
4,8
,040
4,8
.040
2
6,0
.040
6.0
.040
3
7,0
.040
7.0
.040
4
8,0
.040
7,0
.040
5
8.0
.040
99999

1. 300. 0.
2
2 3
1356.918
2750,
100,
68,
82.
55,

2
3
u
5


0 1 0
12 50
10,
1325, 17,1

.11

,11


,11

,11


,10

,10


,10

.10


.10


1
5 4
3
3 4
1,5






2,1
2.S
1.8
3 ,5







,025
.19
.025
.19

.025
,19
,025
,19

.03
.19
,03
,19

.03
.19
,03
,19

,03
,19

3,
212,
250,
300,
300.
                                         .75
                                         2,4
                                         .75
                                         2.4
                                         .75
                                         2,4
                                         .75
                                         2,4
                                         ,70
                                         2.4
                                         .70
                                         2,4
                                         .70
                                         2,4
                                         ,70
                                         2.4
                                         .70
                                                o,
                                                 5
   0.
                                                  12.50
                                                   8,47
                                                   6,98
                                                   8.56
            .07
            .04
            .04
            ,04
,0fl5

,065




,085

,085




,08

,08




.08

,08




,08
                            1.03
                            1.34
                            1.39
                            1.15
                           4350,

                           4350,




                           4000,

                           4000,




                           3000,

                           3000,




                           3000,

                           .3000,




                           2500.
                                       246

-------
ENDPROGRAM
                                    247

-------

103.
25100
23700
21200
19100
17800
15200
13100
1 1 ') 0 0
4800
4800
5400
5200
3700
3600
29QO
2500
2300
2400
1900
2000
1800
1400
1800
2000
2300
2300
2400
3 "5 A f\
2300
2300
2400
2400
2400
2«00
2700
2400
2400
2400
2400
2500
2600
2600
2900
2800
2900
3400
10
152
1/432. 620.
25400
2 4 6 0 0
21400
2 0 0 0 0
18HOO
16300
13800
12500
r>360
5/00
62?0
5230
5010
'1310
3800
2450
2680
3310
?70Q
2680
1990
1540
1920
268Q
2030
3240
38/0
2/20
3500
2970
2950
2850
2550
2/30
2790
2940
2700
3260
2650
3130
3330
3640
34RO
3510
3470
3860
12.0 24800
2 4000
20700
13,7 18800
17200
14600
1 ? 8 0 0
1 1600
4300
4/100
15,8 4800
5000
3700
3800
2900
2500
2300
1900
2100
1600
1400
20,6 1500
1800
1800
2300
2300
«00
"» T f\ n
2500
2300
2400
2400
2300
2400
2400
10,0 2400
2500
8.6 2400
2600
2600
2700
2600
2900
2900
3000
3600
334 -2752,95 149.969 *.7?SP
1.
25100
24000
22000
19600
1 8 '400
15000 17,
13700
12100
4900
5700 14,
6090
5/70
4880
3920
464Q
2730 21,
2690
3110
2/00
2680
830
2330
2130
2670
2750 16,
3810
3570
2320
2720
3040
2920
2830
3060
2870
2860
2810
2750
3280
2940
3300
3260
3190
3280
3380
3470
4610
LONG LAKE METEOROLOGIC DATA--iJUNE
1


JUNE 27
27
27
27
JULY 27
27
27
27
9/1

i

!34
.44
.38
.50
.51
.60
.52
152
48
25.4 0
27. U5 27
27.34 27
27.39 27
27.40 27
27.55 27
27.59 ?7
27,61 27
27.54 27
334
, 118
,0 0
.50 27
,53 27
,55 27
,41 27
.61 27
,64 27
.53 27
,50 27

? 4 4 0 0
22500
^0401
18700
16601
1 14100
12500
9000
4800
8 4800
440U
4600
3600
3400
2000
0 2500
2300
2200
2000
1400
1200
1700
1800
2200
8 2300
2300
*? '* 0 0
r, •-» u \j
2300
2300
2400
1800
2400
1800
2400
2400
2500
2300
2600
2500
2500
2600
3000
2900
3200
4000

a 5 o o o
22500
£ 0 >J 0 0
19200
18000
1 4 cj 0 0
1 3800
10400
5450
5620
5200
6160
4000
«3'IO 20,2
3 i! '4 0
2180
2700
2620
2700
28lo
1 140
2620
264Q
2850
3170
2040
3 4^9
1 "» -1 u 4 H . M
2970
3320
3020
2960 14,1
20? 0

-------
AUG



SEPT



OCT



NOV




JUNK



JULY



AUG



C C O T




OCT



NOV




JUNE



JULY
i


. AUG
1
I
I




OCT


27.46
27,59
27.58
27.54
27,29
27.51
27.95
27,22
27.56
27.72
27,33
27.30
27.39
27,35
27.80
27.50
2
9
4
8
7
6
9
0
1
2
0
3
0
i n
* V
5
1
8
3
0
2
10
2
9
8
10
3
8.9
7.9
6.0
12.8
10.2
7.5
4.6
5,9
5.6
7.9
8,1
4.8

6.6
10.6
6,5
4.8
5.8
27.44
27.58
27,54
27,50
27.32
27,43
?7,00
27,30
27.70
27., 67
27.34
27.19
27, 7«
27,50
27,81
27,39
,1
10
10
10
6
1
9
0
0
3
0
0
4
1 A
* V
1
8
9
2
4
9
4
9
10
10
10
.447
8.2
6.5
5,2
6.5
7,1
12.2
7.8
6,0
8,8
3,7
' 8.9
5.8

4,8
5,3
7.2
4.0
a. 8
27,35
27,46
27,40
27.49
27. sa
27.59
27.5 4
27,39
27.60
27, hi
27.26
27,49
27,57
27,42
27,72
27,41
0,0
in
7
3
10
1
5
2
2
4
0
0
9
r>
/
1
5
10
10
5
10
6
10
10
8
10
0.0
6.0
9.2
8.8
8,8
6.2
9.5
6.3
6.5
9.5
8.6
a. 6
6,8
3
5.6
10.9
6.9
9.2
17.3
27,45
27.37
27.37
27,54
27.52
27.67
27.73
27,27
27.72
27,65
27,60
27.90
2 7 , « 6
27,31
27.70
27.13
0.0
9
10
9
10
7
3
6
2
0
0
5
3

V
2
3
10
8
9
9
0
6
10
10
10
0.0
11.1
9,1
5.9
5,9
8,9
4.6
5.5
10.9
6.5
10.1
H.2
5.9

13.1
11. t
8.1
7.6
12.8
27.40
27.37
?7,45
r'7,46
^7.32
2 7,66
27,74
27.21
27,76
27.37
27.74
c?7,8l
27.85
27.28
27,52
27,29



























8.9
11.4
8,5
8,8
13,4
4.8
7,5
8,5
6,0
9,4
8,9
6,3

2,7
8,9
8.2
16.0
6,9

















4
7
6
2
9
0
2
0
2
0
2
i

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1
2
8
1
6
4
8
0
10
10
10



















2 7 , '1 9
i?7,46
27,45
27,31
27, Ti
27.73
27.68
27,40
27.66
27,46
27.52
27.09
27.75
27.56
27,65
27,66

3
5
7
6
7
0
0
I
7
1
10
7

o
0
4
4
9
10
10
10
10
8
4
10

5.9
15.1
6,6
6,5
12,7
1.6
7,8
5,2
7,5
10.1
9.9
e.2

3,5
7,1
6,0
5,9
6.1
27,45
27,46
27,73
2 7 , .4 'J
27.72
27,71
27.51

27.77
27,45
27,30
27.52
27.48
27,75
27,54




























10.8
10.1
10,8

5,9
4,9
9.6
7.5
6,9
6.2
5.6
14,4

9.1

2.6
12,8
5,9

















10
2
a

4
1
0
0
I
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3
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1
1

3
3
10
10-
9
10
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27.53
27.62

27,51
27.91
27,36

27,76
2 7 , 4 5
27.42

27,52
27.73
27.45




























11,2
10,9
8.1

6,5
1,3
6.3

*,2
12,9
5,2

3
12.8

5.0
11,8
9,4

















f
4
9

9
0
0

0
1
0


I.
0
9

0
0
a

10
8
V




















249

-------
NOV
JUNE
JUUY
AUG
SEPT
OCT
NOV
JUNE
JULY
SEPT
OCT
NOV
JUNE
15.0
IB. 4
9.6
6.2
10.0
4
53
57
58
5 f
65
64
76
73
84
82
68
70
49
66
51
55
47
57
34
41
37
43
31
35
6
45
39
36
40
37
51
40
45
51
33
33
4 1
44
45
26
37
32
43
17
30
27
32
27
30
7
476
706
669
627
16,0
11.1
6.9
7,1
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.55S5
49
54
60
56
60
56
78
74
83
81
71
74
53
69
52
51
49
56
43
37
36
43
31
t c
,5555
43
46
48
32
32
43
46
46
44
37
36
42
48
46
29
43
35
42
25
25
26
41
27
31
,000115
115
130
293
734
11.1
lr>.2
6.2
12.1
8,6
"32,
52
56
64
56
60
57
80
80
79
83
76
74
58
62
55
50
53
54
44
28
43
42
40
36
"32,
45
45
45
34
31
40
48
47
41
33
40
41
49
39
29
39
38
36
39
12
27
38
35
32
0,0
219
589
693
447
6.0
19.4
6.0
5,5
7.1
0,0
56
63
65
51
66
60
82
78
77
80
75
76
61
61
52
50
62
51
42
24
34
4 1
40
35
0,0
46
47
50
39
35
41
53
50
45
29
40
47
45
37
33
36
44
35
32
3
22
38
38
31
0,0
286
547
412
204
7,2
8.2
6.3
6.9
5.2

58
57
72
58
56
65
82
75
80
79
70
74
69
56
50
43
63
46
41
23
27
39
40
1 f
J J

42
48
53
38
38
40
50
43
50
31
41
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47
33
32
36
49
31
29
9
10
35
34
33

684
463
677
721
5,0
M
5.6
9.4
3.3

61
54
75
64
53
67
80
78
76
70
58
74
56
54
54
43
61
30
48
29
27
35
34
£0

44
38
53
4 1
34
39
46
48
55
36
42
54
48
29
34
32
46
26
37
18
14
30
P3
27

694
695
660
644
H.5
5.0
3.7
6,3


58
56
63

55
72
78
81
80
70
58
60
54
51
62

54
40
44
27
30
37
29


45
36
44

33
44-
43
51
52
33
42
46
41
26
34

40
21
38
21
20
32
25


359
737
53S


5,3
7.9
6,9


53
56
60

67
75
74

83
70
67

64
54
57

57
40
41

33
37
37


36
34
39

41
43
42

47
33
39

41
26
36

42
14
33

28
31
33


585
744
587

                                  250

-------
JULY 568
500
712
647
AUK 626
iS39
614
575
SEPT 137
U 20
4/5
29U
OCT U02
341
319
105
NOV 255
1U6
145
45
999
18
152 334
7'Jfl
'163
706
67H
M2
6.V3
599
565
127
405
a 38
211
388
318
256
239
213
67
35
37

INPUT UNIT

DRM SIMULATION op
737
663
678
652
653
629
591
U75
333
501
399
178
256
243
74
1 9a
96
118
128
56






















CONTAINING BAL

LONG LAKE-

ft?/
665
5/0
619
640
6'l 1
U59
501
5 3 '.>
497
457
2U4
361
260
2 '11
290
157
24
72
52

AND MIFP

2U7
750
653
676
50 a
617
570
523
526
'189
fl5'l
278
362
IB/
2P3
22fl
208
4fl
95
48

OUTPUT

• "ONE: TUHQINF INT AKE-- JUNE
525
726
674
616
302
617
124
'4PO
235
503
415
360
266
173
156
99
178
116
167
36



THRU NOV
715
696
69.5
645
6?3
6,.' 9
604
333
523
U95
"33

321
2(57
56
122
70
39
4S




1971
535
695
685

610
611
538

521
'189
338

VI 6
332
177

147
119
62





SYSTEMS CONTROL INC
1.0
1 1
9.0E-7
•195361E6
4
32.
152 164
258 262
152
11.7
.27
164
11.5
.18
192
9.3
.17
206
7,4
. 1 4
213
7.7
.11
227
7,4
.11
249
8.8
.13
262
10.0
.11
334
10,0
,11
32,
26 20
2.5E-1
,61ia06F6
2 1
12.
171 189
264 265

,2


.274


,9


1.35


1.74


3.


3.


1.8


1,18

15,
1 0
1 , 4E»-5
O.OE6
5 '12 .

192 202
278 292

,01


.00


.02


.02


.02


.03


,02


.01


.01

0,
1
•7.



?06
300

.00
.02

,00
.02

.02
.06

.01
.06

.03
.07

.01
.08

,02
,13

.00
.15

.00
.15
1.
2 2
E*l 3,



208 213
307 313

,72


.86


1.2


1.3


1,2


1.3


2.1


2.0


2,0

5E-9 «7,

65E4



222 227
320 326

.02


.01


,03


.04


,04


.02


,02


.02


,02

E-2





230 235
333

































236




.





























244 249


1100,


4000.


3000,


2500,


000,


5500,


3000.


?ooo.


2000,

251

-------
500
 1534.
  1
12.
32
11,7 1,
200
0 1 2

.01 .00
,02
»ioii

,26

1
                                                  ,006
                                                                      1100,
                  75,
                                 252

-------

203,
16714
1 '1 7 5 0
13934
12416
13230
9265
8762
9 4 '14
7514
6058
5'156
4312
3670
3153
2646
2228
2039
1720
1517
1402
1335
1627
1224
1531
1385
1157
1066
102"
996
1048
1290
10H3
970
907
1082
1018
1107
1363
1130
1172
1162
1193
1246
1115
1175
1314
18

. Z '1 5 0 0 .
.22900.
,20300,
, 1 il .5 0 0 .
,17200,
.14600.
,12000,
.11200.
, .5730.
, 4060.
. 4680.
. 4720.
. 2930.
, 3280.
. 2290.
, 1850.
. 1550.
. 1050,
. 1550,
, 1260,
o 1080,
. 945.
. 1320.
, 1540.
, 1800,
. 1030,
. 1640.
. 1820.
, 1830,
. 1030.
, 1040,
, 1830.
, 1840,
. 18/40,
, 2020,
. 1860.
, 1850,
, 1850,
, I860,
, 2070,
, 2080,
, 2080,
. 2390,
. 2370,
, 2300,
. 3010.
C DlALtNE. Mt



JUNE



JULY



1971

1
27.43
27,34
27,44
27.38
27.50
27,51
27.60
27,52
152
1928.
I 4.1
0.1
0.1
0,!
0,
0,
0.
0.
0.
0.
0,
0.
0,
0.
0.
0.
0.
0.
0.
o,
24,
0.
o,
0.
o.
0,
0 .
n
>• *
0.
0,
0.
0.
0.
0,
0.
0.
o.
0,
0.
o,
0.
o.
0,
0.
o.
0,
334
"500,
79SO ,','
-'1000,
'(070 ,22200.
3084,1
326'!, 1
''fOO,
moo ,
9820, 16500 ,
9516,1
P 4 3 4 . 1
8 7 4 H , 1
7070.
5593.
5 063,
4166.
.5536,
2990.
?552.
2100,
1677.
1650,
1404,
1 577.
1325,
I'MS,
1106,
1916.
1279.
1123.
1052,
4 A T «
* - t- « t
908,
1240.
1263.
1052.
934.
094,
978,
1018,
1143,
1276.
1128,
1331,
1099.
1318.
1219,
1150,
1 509.
1.508.
4200.
2 'J 0 0 .
0800.
3850.
4110,
3920,
4440,
2950.
3110.
2270,
1050,
1550,
1750,
1540.
996,
589,
915,
1300,
1660,
1820,
1350,
1850,
1930.
1020.
1830,
1840,
1830.
1840 ,
1850.
1850.
1860,
1860,
1660,
1980,
1920,
2080,
2070,
2"590,
2370,
2550,
3450.
TEOROLOr.IC OAT* 	
152

25.4
27.45
27.34
27,39
27,40
27.55
27,59
27.61
27,54
48
0
27
27
27
27
27
27
27
27
334
t
.0
.50
.53
.55
.41
.61
,64
.•>3
,50

1,
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
n
0
0
0
0
0
0
0
0
0
0
0
0
0
o
0
0
0
0
JUNE

110
0
27
27
27
27
27
27
27
27

28
.16650
, 1 3 / 0 '1
.12250
,11930
. 9675
, 9682
, 7 5 '4d
, 8519
. 66o9
, 53/4
, 4725
. 4006
, 3 '13 6
, 2074
, 2420
, 1986
. 1824
. 1593
, 1455
. 1562
, 1372
. 1540
, 1171
, 1924
. 1239
, 1109
, 1053
1 A « A
. I V 1 »
. 984
. 1257
. 1 168
, 1035
, 929
, 972
. 949
, 1"52
. 1135
. 1100
, 1138
. 1220
. 1092
, 1302
. 1174
, 1134
. 1259
, 1307
THRU
1
,
.0
,56
.17
,64
,51
.53
,66
,48
.47
89,6

,23600.
, 2 ! 5 0 0 ,
,19300,
, 1 H 1 0 0 ,
.15900.
,13000.
,11800.
. 5000,
, 39.50,
. 41/0.
. 35/0,
. 3010,
. 3130.
, 2500.
. 20/0,
, 1250,
. 1550.
, 1150,
. 1560,
, 080,
, 492,
. 1300.
. 1300,
. 1 '! 9 0 ,
. 1 0 '1 0 ,
. 1030,
, 18.'10:
4 U /I A
• 1 •-• * v f
. 1030,
, 1940,
. 1850.
, 940.
. 10.50.
. 925.
. 1850,
, 1050,
, 1060,
, 1050,
, 2080,
, 2060,
, 2070,
, 20 BO,
. 2390,
, 2300,
. 23.50.
, 3800,
Nnv»1971
1
468,

27,55
2/,43
27.58
27,6/1
27,50
27,68
27,48
27,57
.261

0,15690
0 , 1 4 3 2 /
0 . 1 T5 5 0
0.10910
0 , 9530
0 , ti a /l 4
0, 7736
0 . 0038
0, 6522
0, 59J9
0 , 0511
0, 3«20
0, 3500
0 , 2740
0. 2326
0, 2126
0, 1797
0, 1559
0, 1425
0, i:549
0 , 1706
0, 12HO
0 , 1206
0 , 1503
0, 1200
0. 1098
0 ; 1 ft 5 H
U , i 0 \' --»
0, 991
0, 1291
0. 1100
0. 1001
0, 915
0. 1274
0, 917
0 , 1191
0, 1415
0, 1057
0, 1062
0, 1163
0, 1156
0. 1209
0, 1147
0, 1079
0. 1232
7,
--DEEP RES
8


27,52
27,62
27,42
27,60
27,49
27,67
27.52
27.53


,23200,
,20900,
.10700,
,17800.
.15200,
.13400,
,1 1400,
, 3940,
, 4020,
, 4020,
, 4240,
, 3240,
, 3110.
, 2300,
. 1850.
. 1550,
, 1850,
. 1450,
. 1560,
, 1330,
. 657,
. 1300,
, 1450,
. 1800,
, 1830.
, 1040,
a !«10,
, 1 u J C ,
. 1340,
. 1840,
, 1840,
, 2160,
, 10/10,
. 2550,
. 1050,
, 1040,
, 1060,
, I860,
, 2070,
, 2000,
, 2070,
, 2260,
. 2380,
. 2300,
. 3020,



0,
o,
0.
16.
0,
o.
0,
0.
0,
0.
19,
0.
0,
0.
0.
0.
0.
0.
0.
0,
0.
22,
0.
0,
0,
0.
A .
0 i
0,
0.
0,
0,
0.
0,
•o,
0.
o,
o,
0,
0,
0,
0.
o.
0,
0,

















































MODEL»PHASE 3



27,47
27,57
27,47

27,63
27,53
27,45
27,54














27,i)9
27,50
27,42

27,49
27,48
27.44

253

-------
AUG



3F.PT



OCT



NOV




JUNE



JULY



AUG



SEPT



OCT



NOV




JUNE



JULY



AUG



SEPT



OCT

27.46
27,59
27,53
27,54
27,29
27,51
27,95
27.22
27.56
27,72
27,33
27,38
27,39
27,35
27,80
27,58
2
9
4
8
7
6
9
0
1
2
0
3
0
10
5
1
8
3
0
2
10
2
9
a
10
3
8,9
7.9
6,0
12,8
10,2
7,5
4.8
5,9
5,6
7,9
8,1
a. a
10,2
6. a
6.8
10.6
6.5

27,44
27,58
27,54
27.50
27.32
27.43
27.80
27,30
27,70
27.67
2 7', 3 4
27,19
27,78
27.54
27.81
27.39
,1
























.447
6.2
6.5
5,2
6,5
7.1
12,2
7.8
6,0
8,8
3,7
8.9
5.8
13.5
9.9
4,8
5.3
7.2
4.0

















10
10
10
6
1
9
0
0
3
0
0
4
10
1
8
9
2
4
9
4
9
10
10
10



















27,35
27,46
27.40
27.49
27,58
27.59
27.54
27,39
27,63
27,61
27,26
27.49
27.57
27.42
27.72
27.41
0,0
























0,0
6,0
9,2
8,8
8,8
6,2
9,5
6,3
6,5
",5
8,6
4.6
6.8
7.2
13.5
5.6
10,9
6,9
9.2

















10
7
3
10
1
5
2
2
4
0
0
9
9
1
5
10
10
5
10
6
10
10
8
10



















27.45
27,3;
27.37
27,54
27.52
•27.67
27.73
27.27
27.72
27.65
27,60
27.90
27,46
27,31
27.70
27,13
0,0
9
10
9
10
7
3
6
2
0
0
5
3
0
2
3
10
8
9
9
0
6
10
10
10
0,0
11.1
9.1
5.9
5.9
8,9
4.6
5.5
10,9
6,5
10,1
13.2
5,9
7,6
12.2
13.1
11.4
8.1
7.6
2f ,ya
27,37
27,45
27,46
27. 52
? /,66
27,74
2/.21
27. Jb
2 7 . 3 7
zr.ru
? / . 8 1
27.85
27.28
27.52
2/,29


























fl,9
11,4
8,5
8,8
13,4
4,8
7,5
8,5
6,0
9,4
8,9
6,3
10,5
6,3
2,7
8,9
8,2
16.0

















4
7
6
2
9
0
2
0
2
0
2
3
0
1
2
8
1
6
4
8
0
10
10
10



















27.49
?.r.n 6
2 7 , 'i a
27,31
27,45
27,73
27.60
2 7 . 4 0
27.66
2/.U6
27,52
27,49
27.75
27,56
27.65
27.66

3
5
7
6
7
0
0
1
7
1
10
7
0
0
4
4
9
10
10
10
10
8
4
10

5,9
15,1
6.6
6,5
12,7
4.6
7,8
5,2
7.5
10.1
9.9
8.2
10,2
7,6
3,5
7,1
6,0
5.9
27.45
27.40
27.73
27, VI
27.72
27,71
27,51

27,77
27,45
27.50
27.52
27.40
27,75
27,54



























10,8
10,1
10,8

5.9
4.9
9,6
7.5
6.9
6.2
5.6
14.4
5.9
7.5
9,4

2,6
12.8

















10
2
a

4
1
0
0
1
.0
3
9
2
1
1

3
3
10
10.
9
10
10




















27,51
27,53
27.62

27.51
27.91
27,36

27,76
27,43
27.42

27,52
27,78
27.45


7
4
9

9
0
0

0
1
0

2
0
9

0
0
a

10
a
9


11.2
10,9
8,1

6,5
'1.3
6,3

8.2
12.9
5.2

8.3
11.5
12.3

5.0
11.8
254

-------
NOV
JUNE
JULY
AUG
SEPT
net
NIOV
JUNE
JULY
AUG
SEPT
OCT
NJOV
JUNE
5.8
15,0
10, 4
9,6
6,2
10, 8
<\
53
57
50
57
65
64
76
73
84
02
60
70
49
66
51
55
a/
57
3 a
41
37
43
?!
35
b
45
39
36
40
37
51
40
45
51
33
33
41
44
45
26
37
32
43
17
30
27
32
27
30
7
476
706
669
fl.fl
16,0
11.1
6.9
7.1
9,4
.r>555
49
54
60
56
60
56
78
74
H3
61
71
74
53
69
52
51
49
56
43
37
36
45
T. 1
35
.5555
43
46
48
32
32
43
46
46
44
37
36
42
48
46
29
43
35
42
25
25
26
41
27
31
,000115
115
130
293
17.3
11.1
15.2
6,2
12.1
n,6
n32.
52
56
64
56
60
57
80
80
79
83
76
74
58
62
55
50
53
54
44
28
43
42
40
36
• 32.
«5
45
45
34
31
40
48
47
41
33
40
41
49
39
29
39
38
36
39
12
27
38
35
32
.0.0
219
569
693
12, fl
6,0
19,4
6,0
S,5
7,1
0.0
56
6'J
65
51
66
60
02
78
77
80
75
76
61
61
52
50
62
51
42
24
34
41
tin
35
0.0
46
47
50
39
35
41
53
50
45
29
40
47
45
37
33
36
44
35
32
3
22
38
38
31
0.0
286
547
412
6, 'J
7.2
8.2
6,3
6.9
5,2

58
57
72
58
56
6S
82
75
eo
79
70
7 '4
69
56
50
43
63
'16
'U
23
27
39
it n
33

42
40
53
38
38
40
50
43
50
31
41
49
47
33
32
36
49
31
29
9
10
35
34
33

684
463
677
".I
5.0
7.1
5,6
9.4
3.3

61
54
75
64
53
67
00
70
76
70
50
74
56
54
54
43
61
38
48
29
27
35
3'l
28

44
38
53
41
34
39
46
48
55
36
42
54
48
29
34
32
46
26
37
18
14
30
23
27

694
695
660
5,9
0.5
5.0
3,7
6.3 -


58
56
63

55
72
78
81
80
70
58
60
54
51
62

54
40
44
27
30
37
in


45
36
44

33
44
43
51
52
33
42
46
41
26
34

40
21
38
21
20
32
25


359
737
53fl
9.4

5.3
7.9
6,9


53
56
60

67
75
74

83
70
67

64
54
57

57
40
41

33
37
37


36
34
39

«1
43
42

47
33
39

41
26
36

42
14
33

28
31
33


585
744
587
                                  255

-------
       627        734        4*       MO
                            «:        jy       sii       tj{       s:       -
«"   ^         "7        ?37!        UJ       ^       ;;;       ;»
                                     --        '<-"       r j i       T L(1       521
       'J20       485       '501       497       489       503       495       489
       475       U33       399       45/       «',«       /) 15       433       338
       294       211       178       244       2/8       ^60
°CT    402       308       256       361       362       266       321       346
       3«1       318       248       260       107       173       287       332
       -519       256        in       22
    1    1    6   10    1     0    1     2    2
    9.0E-7    2.5f-l    1.4E-5    "7.E-1    3.65F4
      0,^5    1 1 .''f-S    , ! I HE'S
         1    62,      552.            t
    62.       14,
  152  167  195  232  239   33«
  152
    9,7                ,1                   ,3        ,5                  425,
                                           3,
  195
    10.                ,1                   ,1        ,07
     .2                                    a,
  232
    9,0                ,1                   ,2        ,07                 12,
                                           a.
  239
    9,0                ,1                   ,15        .03
                                           5,
  334
    9,0                .1                   ,15        ,03
                                           5.
  500
  2130,       14,        49.         1
    1
  31

   9.7                 ..1                  .3        ,5                  425.
                                          3,
 200
   015101J112
                                256

-------
16
         152
334
                                22,
                       ,0654
139. 11
12000,17000,
,9800.
10300,
17501,
15700,
;5000,
12100. 9600.
327?,
2640,
4910,
23/0,
3350, 3350,
3750, 3750.
2810, 2810,
2730, 2730,
2980, 2900,
3230. 3230,
2070, 2070,
2540. 2540.
1730. 1730.
2000. 2000.
2200. 220^,
2000. 2000.
2170. 2170,
2370, 2370,
2290. 2290.
2270. 2270.
2300. 2300,
2380. 2380,
2910. 2910.
2740, 2740,
2280. 2280,
3160, 3180.
1730. 1730,
3290, 3290,
2830, 2030,
2940, 2940,
3280, 3280,
?49Q, 2490,
3320, 3320,
3290, 3290,
3460. 3460,
3670, 3670.
3990, 3990,
3350, 3350.
4920. 4920,
L08,
14. 21100,
15. 19HQO,
17. 1
17. 1
16, 1
15, 1
17.
2.0.
19,
20,
20,
21.
22.
21.
21,
21.
21.
20.
20.
21.
19,
19,
19,
19.
16.
17,
20.
it.
16.
16,
15.







11.







V900.
7100,
6100,
4300,
9490,
3950.
3 160.
3700,
2960,
3540,
3320,
3040,
2640.
2500,
2610.
1530.
2280,
2320,
2140.
2270.
2170.
2480,
2340,
2290.
2310.
26"?,
2200.
2200,
2590,
2310.
3260.
2820,
2410.
2920,
2630.
3330.
2660.
3180.
3330.
?S20,
3820.
4020.
4120,
4750,




7200,




3540.
3320.
3040,
2640,
2500.
2610.
1530.
2200.
P.320,
2140,
2270,
2170,
2180,
2540,
2290,
2510,
?MC.
2200.
2200.
2580,
2310,
3260.
2"20,
2410,
2920,
2630,
3350.
2h80.
3180.
3330,
2820,
3820,
4020,
4120,
4750,
1.
14.
15.
17,
17,
16,
16.
19
19.
21.
?-\.
20.
23,
22.
22,
21,
21.
22,
19,
20.
21.
19,
19,
18.
19,
18.
18.
17.
\ i,
* v f
16,
15.
16,















FDR LAKE-SPOKANE ARM MBTEOKOIOGIC
1970

1
JUNE 27.70
27.26
27.59
27.55
JULY 27.63
27.38
27,51
27,48
152

25.4
27,67
27.43
27.65
27.38
27,74
27.4?
27.53
27.43
U8.

27
?.7
27
27
27
27
27
27
334

20200,
19900,
19500.
17800,
15500.
13900.
. 4960.
3740.
3220,
3U'IO,
3460,
36'JO.
3310.
2460.
?650,
1460.
2580.
25^0.
2470.
2540,
2140.
25SO,
2180,
2770.
1 4 9 0 ,
2330,
2? 70.
o to 5
217oi
2150.
2420,
2780,
?MO,
2720,
2660.
3310,
3060,
3140.
?.790,
2850,
3460.
3160,
3060,
4010,
4310,
4390,





3940.




3650.
3310.
2«60.
2630,
1460.
2580.
2590.
2470.
2540,
2140,
2350,
2180,
2770.
1190,
2330,
2270.
o i~. n n
2l7o!
2130,
2420.
2780,
2810.
2720,
2660.
3310,
3060,
3140,
2790,
2830,
3460.
3160.
3060,
4010,
4310,
4390.
OATA^-JUNE THRU
1
118,

.52
.49
.60
.25
,70
.53
.49
.34

27
27
27
27
27
27
27
27

,52
.57
.56
,36
.57
,56
.40
.«!
18
390,

27,49
27.43
27,46
27,37
27.49
27,62
27,37
27,49
14,
1 6,
17,
16.
15,
16.
20,
19.
?l->
21.
20.
22.
21.
21,
21.
21.
21,
20.
19.
20.
19.
18.
19.
20.
18,
19,
1 /.
1 J.
* *' I
16,
15,















7.
20200.
20000.
1,'»900,
16^00,
15400,
13600,
3 ;i 2 0 .
3580,
'41/0.
2920,
3410,
2810,
2*20,
?.190,
2670.
?490.
2730,
2580.
1970,
2730.
2140.
1900,
2200,
2650.
2070,
2320.
^?80 ,
^ r- ^ n
t- ~> c. w »
2480.
2530.
2620.
2790,
2750,
3060.
2710,
3120,
3330,
2840,
2970,
2960,
2840,
3040,
3270.
4340,
3980,






3000,




2810,
2820,
2190,
26/0,
2'J90,
2730,
2580,
1970,
2730,
2140.
1900,
2200,
2650,
20/0,
2320,
? ? 8 A .
2':.ZZ\
2«BO,
2530,
2620,
2790,
2750.
3060,
2710,
3120,
3330.
2840,
?970,
2960,
2840,
3040,
3270,
4340,
3980,

14.
16,
17.
16,
15,
18,
20,
19.
20,
21,
20,
21,
21,
21,
21 ,
21.
21.
20,
21,
20.
19,
19,
19,
20,
•18.
20.
16.
i 6 ,
16,
IS.





























































NOVt 1970--ORM STUDY














27.39
27,40
2 1 . '1 2
27,55
27,50
27,69
27,48
27.54



27, ?9
27,58
27,43

27.56
27.5?
27.48
27.54














27,20
27.46
27,51

27,44
2.7,38
27.39

                         257

-------
AUG



3EPT



OCT



MOV




JUNE



JULY



AUG



SCPT



OCT



NOV




JUNE.



JULY



AUG

'

SEPT



OCT

2 7 . a /
27.60
2 7 . 0 '1
27. $9
27, 03
27.78
27.52
27.95
27.72
27.10
27, 5b
2 7 , a '4
?7,fl9
27.05
27.6b
27,08
2
0
9
8
2
7
2
0
10
5
0
3
0
3
3
10
a
0
8
2
9
a
10
10
9
3
7.6
16.1
7,1
9.2
8.9
8.9
9,9
9.9
12.5
8.9
13.2
11.1
11.5
6.0
7.8
5.3
4.5
8.6
27,56
27,60
27.50
27. HI
2 7 , 15 H
27.59
27,00
27.66
27.58
2 7. 50
2 7 . '1 3
27.7?
27.06
27.63
2 7 . a '4
27.15
.1
























.007
5,9
15.8
7.3
10,2
7,5
11.1
7.2
u. a
9.1
7.8
6,6
8,9
9,1
13.1
i«. a
6,9
6,6
10.8

















0
7
6
8
a
9
1
9
8
0
0
0
-»
c.
0
10
0
2
9
10
1
0
8
9
10



















27,51
27.53
27,52
27.07
2 7 , 2 H
27.69
27,37
27.70
27. /U
27.37
27.01
27.93
27.72
27,00
27.36
27.00

0
6
6
10
0
6
0
7
0
2
0
0
10
3
7
0
0
9
8
0
0
10
fl
10

7.2
10.5
8.3
15.0
7.6
11.7
7,8
10.8
8.8
6.6
6.3
8.6
11.8
12,9
lo-, a
9,9
7.9
12.7
27.30
27.06
? 7 . 0 h
2 7 . 'l 2
.'7. 20
27,69
27.07
27.61
27.30
27.59
27,23
27.92
27.55
27,59
27.20
27.35


























8,9
12.5
5,0
16.1
8.5
9,8
11,2
9,2
9,1
10,8
7,8
1«.7
10,5
16,5
8,9
7,5
10.8
11."

















3
9
1
6
3
10
2
8
2
0
0
5
10
0
9
0
2
1
10
6
7
10
6
3



















2 7 . '1 0
27,00
27.53
27,51
27.35
27,55
27,60
27,65
27.29
27,76
27,27
27,79
27,02
27.99
27.59
27,19

0
9
6
9
0
6
6
3
0
3
0
0
o
0
7
5
10
2
9
0
10
10
2
10

5.8
11.5
5,3
11.7
10.8
12.1
14,2
13,1
7,5
10.0
7,6
5.2
13.2
11.2
7.3
6.5
9.1
4,5
27,04
27,59
27,50
27.00
27,30
27.59
27.02
27 .70
27.08
27,86
27,30
27, ft/4
27. M
2 7 . H 9
27,95
26,97


























9.5
7.8
8.9
14.7
11.5
6.6
9,8
6,6
7.3
5.6
5,6
5.2
16,5
7.1
18,6
9.9
9.1
7.9

















}
10
2
0
a
0
5
3
2
0
0
6
5
7
8
6
10
0
9
0
8
9
9
10



















27,08
27,50
27,06
27.00
27.37
27.60
27.06

27.71
27.80
27,10
27,76
27,50
27,57
27.52


7
10
4

1
2
4
0
1
0
0
't
J
JO
0
6

10
0
6
0"
10
9
10


13,0
18.8
8.5

8.1
7,8
8,8
5,8
10,9
7.2
6,0
8.5
11.8
6,8
9.8

6,8
7,3
27.
27.
27,

27.
27,
27,

27.
27,
27,

27.
27,
26.



























9.4
10,4
10.1

7,5
13,8
13.1

13,2
12,7
8,6

12,8
6.0
6,8

6.6
7,2
56
39
38

53
60
73

66
67
31

52
56
98


9
10
6

2
8
9

4
0
4

6
8
0

10
0
5

10
10
8




















258

-------


NOV




JUNE



JULY



AUG



SEPT



OCT



NOV




JUNE



JULY



AUG



StPT



OCT



NOV




JUNE

9.1
7.9
6,9
13.4
15.0
10, H
4
65
55
61
76
64
03
70
62
71
65
66
72
67
53
59
47
60
47
50
35
36
40
40
32
6
42
42
49
35
42
44
46
48
43
33
27
34
41
32
38
21
30
41
33
30
31
37
33
27
7
716
448
685
10,1
10,2
9.8
a. 6
10,5
9.2
,5555
69
54
70
83
71
80
76
71
67
71
65
68
63
57
59
51
60
44
50
33
45
40
3°'
29
.5555
45
35
48
51
47
41
48
52
51
36
30
37
37
32
44
3n
37
37
37
22
28
32
32
25
,000115
702
557
670
0,5
6.5
10. rj
7.5
14,4
11.2
-32.
75
55
T?.
68
7 a
77
79
72
69
74
67
69
57
48
52
61
65
52
47
35
46
40
37
30
-32.
49
34
41
52
47
38
46
52
49
37
33
33
45
23
36
39
39
40
40
23
24
37
32
29

702
707
707
13,4
5.3
0.5
8,9
13, a
7,3

73
St
74
60
83
72
80
61
77
78
70
68
52
45
49
64
64
46
44
39
49
38
7C
22

50
38
48
34
49
43
43
46
48
35
35
35
44
14
39
40
32
29
41
26
24
37
24
21

667
530
717
        14,2      13.4        16,1      17.7
        7.2       8,2        5,3
        10.8       6.2        6,8      11,5
        7,9       7,»        9,6      15.7
        11.8       9,8        7.8-    18,0
        5,0      12.2

              72         76        67        61
              61         5.1        57        54
              75         11        78        78
              55         56
              79         75        77        81
              67         71        78        82
              71         66        69        70
              64         62        64
              76         75        68        63
              70         65        72        73
              73         74        78        7V
              62         67        73
              55         62        61        54
              43         45        49        52
              50         57        48        42
              65         64
              47         39        37        44
              43         42        43        46
              44         42        46        40
              37         39        41
              45         44        37        43
              •"1H         ?6        « 3        45
              1C         14        25        41
              30         31

              50         50        44         42
              46         51        48         44
              53         44        45         41
              34         32
              38         35        42-        43
              51         46        48         52
              37         39         38         37
              39         37         37
              38         43         41         34
              36         30         35         30
              35         37         37         40
              36         37         42
              41         43         46         34
              12         16         20         26
              40         42         24         22
              40         31
              43         37         29         34
              29         26         30         32
              34         33         38         30
              27         28         30
              39         40         38         39
              32         31         33         40
               4          2         20         33
              28         27

             685        653        530        440
             i>2!        142        260        256
             552        722        694        660
259

-------
       72-5       555        378        662        354        701
JULY   550       692        710        714        757        733        696
       6N7       650        625        272        500        713        7d9
       678       674        67S        dOl        661        594        673        623
       254       415        ',44        3<4«        677        651        6«3        662        655        5fl4        630        638        648
       65H       647        629        h33        617        641        633
       631       k'f.'j        616        594        Ij80        582        S6S
       560       565        '326        495        556'       46'}        487
       S23       53a        H3        203        «2'i        485        326
       ^•<9       500        500        500        527        381        406        300
       ?7'i       251        347        276        286        1P2        36^        t36
       422       417        410        403        373        330
       350       321        329        316         92         94        132        U9
       165       247        162        409        273        296        240        272
       289       138        200         61        165        195        206        225
       190       296        279   ,     239        267        261        242
NiOV    189       250        244        175         78        166         40         '15
        96       194         26         23        170        146        132        105
        83       123         89        169        204        US         30        137
        91        60         71        172         71         69
       999
        18  INPUT UNIT COMTAINING  BAL  AND  HIFP  DATA
  152  334
SPOKANE ARM OF-' FDR LAKE--JUNE THRU NOV.  1970--OOWNSTRF AM  BOUNDARY  STUDY"ORM
                            SYSTtMS CONTROL  INC
       2,0   56,         15,      0,          1.5t»9     -7,E»2
    1    1   15   10     1     0     1     2     2
    9.0t*7    2,Sf--t     1,405     -7,F-1     3,?1E4
      C,Et    ,29L'!:fc   .CC234E6
         1   25.       730,
   25,       23.0
  152  174  188  196   202   209   216   244   258   265   272   279   286   328   33'4
  152
   9,6                 .01                  ,158      ,03                  150,
                                   ,1        .9
  172
   9,6                 ,05                  ,158      ,03                  I50t
                                   .1        .9
  207
   8,1                 ,1                   .27        .03                  430,
                                   .1        1,5
  235
   4.6                 .12                  ,54        ,03                  930,
                                   .2       2,3
  263
   5,5                 .15                  ,54        .03                  70,
                                   ,2       2.2
  334
  11.1                 .21                  .27        .03                  20,
                                 .25       2.3
  500
   1288,     23,4      49.          l.E-6     I.E.10
    1
   22

   10,9                 «09                  «05
                                   260

-------
500
  0
,08

 1
                               261

-------
SELECTED WATER
RESOURCES ABSTRACTS
INPUT TRANSACTION FORM
                w
    Spokane River Basin Model Project
                                                                 October, 1974
    Finnemore, E. John; and Shepherd, John L.
     Systems Control, Inc.
     Palo Alto, California
                      Environmental Protection Agency
                   68-01-0756
                                                                 Perion ,'o
                      Set of six volumes:  Volume I - Final Report, Volume II - Data
   Report, Volume III - Verification Report, Volume IV - User's Manual for Steady-
   state Stream Model, Volume V - User's Manual for Dynamic Stream Model, Volume VI -
   User's Manual for Stratified Reservoir Model.                                	
   Three existing mathematical models,  capable of representing water quality in rivers
   and lakes, have been modified and adapted to the Spokane River Basin in Washington
   and Idaho.  The resulting models were named the Steady-state Stream Model, the
   Dynamic Stream Model, and the Stratified Reservoir Model.  They are capable of
   predicting water quality levels resulting from alternative basinwide wastewater
   management schemes, and are designed to assist EPA, State, and local planning
   organizations to evaluate water quality management strategies and to establish
   priorities and schedules for investments in abatement facilities in the basin.
   Physical data and historical hydrologic, water quality and meteorologic data were
   collected, assessed and used for the model calibrations and verifications.  The
   modified models are all capable of simulating the behavior of various subsets of up
   to sixteen different water quality constituents.  Sensitivity analyses were con-
   ducted with all three models to determine the relative importance of a number of
   individual model parameters.  The models were provided to the EPA as computer source
   card decks in FORTRAN IV language, with accompanying data decks.  All development
   work on, and applications made with, these models were fully documented so as to
   permit their easy utilization and duplication of historical simulations by other
   potential users.  A user's manual with a complete program listing was prepared  for
   each model.
                                                   Send To:
                                                   WATER RESOURCES SCIENTIFIC INFORMATION CENTFR
                                                   U S DEPARTMENT OF THE INTERIOR
                                                   WASHINGTON.D C 2O24O
         E.  John Finnemore
Systems Control, Inc.

-------