United States
           Environmental Protection
           Agency
Environmental Research
Laboratory
Duluth MN 55804
EPA-600/3-80-077
July 1980
           Research and Development
           Water  Constraints in
           Power-Plant Siting and
           Operation

           Wisconsin Power
           Plant Impact Study
EP 600/3
80-077
                LIBRAk'/
                U.S. BHVIROKiiiSTAL?JtrOISC
                EDISQK, I. J% 08817 -'

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                RESEARCH REPORTING SERIES

Research reports of the Office of Research and Development, U S  Environmental
Protection Agency have been grouped mto nine series  These nine broad cate-
gories were established to facilitate further development and  application of en-
vironmental technology  Elimination of traditional grouping  was  consciously
planned to foster technology transfer and a maximum interface 'P related fields
The nine series  are

      1   Environmental  Health Effects Research
      2   Environmental  Protection Technology
      3   Ecological Research
      4   Environmental  Monitoring
      5   Sociooconomic Environmental Studies
      6   Scientific and Technical Assessment Reports (STAR)
      7   Interagency Energy-Environment Research and Development
      8   ' Special" Reports
      9   Miscellaneous Reports

This report has been assigned to the ECOLOGICAL RESEARCH series This series
describes research on the effects of pollution on humans, plant and animal spe-
cies, and materials Problems are assessed  for their long- and short-term influ-
ences Investigations include formation, transport, and pathway studies to deter-
mine the fate of pollutants and their effects  This work provides the technical basis
for setting standards to minimize undesirable changes in living organisms in the
aquatic, terrestrial, and atmospheric environments
This document is available to the public through the National Technical Informa-
tion Service, Springfield, Virginia 22161

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                                             EPA-600/3-80-077
                                             July 1980
   WATER CONSTRAINTS IN  POWER-PLANT SITING

                AND OPERATION

     Wisconsin  Power  Plant  Impact Study


                     by
              Nathaniel Tetrick
                Erhard Joeres
     Institute for Environmental Studies
       University of Wisconsin-Madison
           Madison, Wisconsin 53706
              Grant No.  R803971
               Project Officer
                Gary E. Glass
   Environmental  Research  Laboratory-Duluth
           Duluth,  Minnesota  55804
 This  study  was  conducted in cooperation with

      Wisconsin  Power and Light Company,
       Madison Gas and Electric Company
    Wisconsin Public Service Corporation
     Wisconsin Public Service  Commission
and Wisconsin Department of Natural Resources
  ENVIRONMENTAL RESEARCH LABORATORY-DULUTH
     OFFICE OF RESEARCH  AND DEVELOPMENT
    U.S. ENVIRONMENTAL PROTECTION AGENCY
          DULUTH, MINNESOTA   55804
                                              .

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                                 DISCLAIMER

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

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                                   FOREWORD

     The U. S. Environmental  Protection Agency  (EPA) was  designed  to
coordinate our country's efforts  toward protecting  and  improving the
environment.  This extremely  complex task  requires  continuous  research in a
multitude of scientific and technical areas.   Such  research is necessary to
monitor changes in the environment, to discover relationships  within that
environment, to determine health  standards, and to  eliminate potentially
hazardous effects.

     One project, which the EPA is supporting  through its Environmental
Research Laboratory in Duluth, Minnesota,  is the  study  "The Impacts  of Coal-
Fired Power Plants on the Environment."  This  interdisciplinary study,
centered mainly around the Columbia Generating  Station  near Portage, Wis.,
involves investigators and experiments from many  academic departments at the
University of Wisconsin and is being carried out  by the Environmental
Monitoring and Data Acquisition Group of the Institute  for Environmental
Studies at the University of  Wisconsin-Madison.   Several  utilities and State
agencies are cooperating in this  study:  Wisconsin  Power  and Light Company,
Madison Gas and Electric Company, Wisconsin Public  Service Corporation,
Wisconsin Public  Service Commission, and Wisconsin  Department  of Natural
Resources.

     Reports from this study  will appear as a  series within the EPA
Ecological Research Series.   These reports will include topics related to
chemical constituents, chemical transport  mechanisms, biological effects,
social and economic effects,  and  integration and  systhesis.

     Elevated nutrient levels in  the Wisconsin  River, resulting from heat
discharges into the river, could decrease  the dissolved oxygen levels in
Lake Wisconsin.  This report  assesses the  water quality in the Wisconsin
River between Wisconsin Dells and Lake Wisconsin.   A conceptual study was
performed to determine the range  of choice that will be available  for
determining the trade-off between organic  waste discharges and heat
assimilation from possible power  plant sites.
                                     Norbert  A.  Jaworski
                                     Director
                                     Environmental Research Laboratory
                                     Duluth,  Minnesota
                                    iii

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                                   ABSTRACT

     A conceptual study of water quality in the Wisconsin River between
Wisconsin Dells and Lake Wisconsin was performed to determine the range  of
choices that might be available for determining the trade-off between
organic waste discharges and heat assimilation from possible power  plant
sites.  The QUAL-3 river quality model, as modified by the Wisconsin
Department of Natural Resources for use on the upper Wisconsin and  lower Fox
Rivers, was used for preliminary simulations of the effect of potential  heat
discharges from three possible power plant sites on the levels of dissolved
oxygen, biochemical oxygen demand, and algae growth during times of
extremely low flow.  Hydraulic parameters  for the QUAL-3 model were
estimated from simulations employing the Army Corps' HEC-2 water surface
profile model.  Estimates of river temperature downstream of heat discharges
were obtained using a simple one-dimensional river temperature model
developed by Paily and Macagno (1976).  Results of simulations at various
levels and locations of heat discharges are presented in the presence  and
absence of discharge at the Portage Wastewater Treatment plant effluent  into
the Wisconsin River, and of concerted control of point and non-point sources
of nutrients in and upstream of the regional study.  These simulations
indicate that heat discharges would affect levels of dissolved oxygen  most
critically in Lake Wisconsin, although reduced levels of nutrients  entering
the river might noticeably improve dissolved oxygen levels in the lake.
Biochemical oxygen demand levels were found not to be constraining  with
regard to heat or nutrient discharges.  Simulations of heat discharges from
the Columbia Generating Station and from a site 18.4 km (11.5) miles
upstream of the Columbia Generating Station indicated no significant
differences in the lake levels of dissolved oxygen.  The results suggest
that the levels of dissolved oxygen in Lake Wisconsin would be most
sensitive to the nutrient levels in the Wisconsin River and that elevated
nutrient levels resulting from heat discharges could cause greater  drops in
the dissolved oxygen levels in the lake.   However, deterministic predictions
of these effects will require a comprehensive program to gather the physical
and chemical data necessary for calibrating the QUAL-3 model.

     This report was prepared with the cooperation of faculty and graduate
students in the Department of Civil and Environmental Engineering at the
University of Wisconsin-Madison.

     Most of the funding for the research  reported here was provided by  the
U.S. Environmental Protection Agency, but  funds were also granted by the
University of Wisconsin-Madison, Wisconsin Power and Light Company, Madison
Gas and Electric Comparny, Wisconsin  Public Service Corporation, and
Wisconsin Public Service Commission.  This report was submitted in
fulfillment of Grant No. R803971 by the Environmental Monitoring and Data
Acquisition Group, Institute for Environmental Studies, University  of

                                     iv

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Wisconsin-Madison, under the partial  sponsorship  of  the  U.S.  Environmental
Protection Agency.  The report covers the period  of  August  1977  to  August
1978 and work was completed as of  December  1978.

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                                   CONTENTS

Foreword	•	
Abstract	   iv
Figures	viii
Tables	    x

   1.  Introduction	    1
   2.  Conclusions and Recommendations	    4
   3.  The QUAL-3 Model	    6
            Schematization of the model	    9
   4.  Acquisition of the Data Base	   16
            Hydrologic conditions of the Wisconsin  River	   16
            Water temperatures in the Wisconsin  River	   29
            Wastewater discharges.	   30
   5.  Descriptions of Scenarios for Model  Simulations	   33
            Simulation of heat discharge	   34
            Nutrient levels in the river	   39
            Other simulation conditions	   39
   6   Results of Simulations....	   41
            Initial model runs and model fitting.	   41
            Simulated effects of heat discharges	   43
            Simulated effects of discharges  from Portage  wastewater
              treatment plant	   52
            Effects of nutrient levels in  the  Wisconsin River	   55

References	   57

Appendices

   A.   Card Input Used in QUAL-3 Simulations	   59
   B.   Brief Description of the QUAL-3 Model  	   72
   C.   Cross Section Data Used as Input to  HEC-2  Program	   88
   D.   Output of HEC-2 Simulation Used for  Hydraulic  Data  Input
        to the Qual-3 Model	  103
   E.   Program to Interpolate HEC-2 Cross  Sections  to  QUAL-3
       Hydraulic Data by Reach 	  107
   F.   Field Observations	  Ill
   G.   Program to Solve for One-Dimensional Temperature	  113
                                    vii

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                                   FIGURES

Number                                                                   Page
       The Wisconsin River from Wisconsin Dells  to  the
         Prairie du Sac dam	
  2    Discretized stream system showing computational  elements
       with transport relations	   10

  3a   Upper part of study area on Wisconsin  River	   11

  3b   Middle part of study area on Wisconsin River	   12

  3c   Lower part of study area on Wisconsin  River	   13

  4a   Schematic of QUAL-3 elements for reaches  10 through  15	   14

  4b   Schematic of QUAL-3 elements for reaches  16 through  25	   15

  5a   Upper part of Wisconsin River showing  HEC-2 cross  sections.....   19

  5b   Middle part of Wisconsin River  showing HEC-2  cross sections....   20

  6a   Plot of HEC-2 cross section at  river mile  107.45	   21

  6b   Plot of HEC-2 cross section at  river mile  110.0	   22

  6c   Plot of HEC-2 cross section at  river mile  111.75	   23

  6d   Plot of HEC-2 cross section at  river mile  115.66	   24

  6e   Plot of HEC-2 cross section at  river mile  122.26	   25

  6f   Plot of HEC-2 cross section at  river mile  122.68	   26

   7   Relationship between output of  HEC-2 model and  the reach
         averages of velocity, cross-sectional  area, and  depth	   28

   8   Levels of DO and  BOD in simulation  of  present-day
         conditions, run 1	   42

  9a   Temperatures used in QUAL-3 simulations  of  heat  discharges
         from site of the Columbia Generating Station	   45
                                    Vlll

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9b   Temperatures used in QUAL-3 simulations of heat discharges
       from possible power plant sites 	   46

10   Levels of DO and BOD assuming heat discharge from
       power plants	   47

11   Levels of DO and BOD assuming no heat discharge, 550-MW
       heat discharge, and same heat discharge	   48

12   Levels of nutrients for runs 1, 10, and 13	   49

13   Levels of nutrients for runs 2 and 4	   50

14   Levels of nutrients for runs 6 and 8	   51

15   Levels of DO and BOD for runs 1, 2, and 8	   53

16   Levels of DO and BOD for runs 1 and 13	   54

17   Levels of DO and BOD for runs 4, 6, 17, and 18	   56

B-l  Possible pathways of interaction and feedback in QUAL-3
       water quality model	   76
                                   ix

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                                    TABLES

Number                                                                   Page
  1  Reaction Coefficients  Used  in  QUAL-3  Simulations of
       Water Quality	   8

  2  Sources and Types of Eaw  Data  Collected	  17

  3  Values of Hydraulic Parameters  Computed  for
       QUAL-3 Reaches 21-25	  29

  4  Scenario Options Considered for Model  Simulations	  34

  5  Simulations Barformed  on  the QUAL-3 Model	  35

  6  Input Data Used in  Paily  and Macajno  Heat Model Simulations	  37

  7  Temperature Model Input Data for  Day  and Night Simulations	  38

  8  Input Data for Discharge  Conditions	  38

  9  Headwater and Run-off  Conditions  of Nitrogen and Phosphorus	  40

F-l  Analysis of Samples of Wisconsin  River Water	 112

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                                  SECTION  1

                                 INTRODUCTION

     The location, design, and capacity of any power generating  sation
depend upon the accurate assessment of all interactions between  the  facility
and the environment.  The availability of natural  resources must be
considered a constraint in the determination of plant location and
capacity.  The required natural resources  include  fuel to generate power,
land corridors to transmit the power, and water to cool the system.
Problems arise in siting when competing uses exist for these  resources.   The
demand for cooling water, always an important constraint in power plant
siting, may become the limiting factor if  the deterioration in the quality
of the available water resource caused by  the increase in ambient water
temperature reduces the oportunity for beneficial  use of the  water by
others.  The use of a water resource by a generating station  must,
therefore, be allocated fairly and efficiently among users.

     This research is intended as a preliminary survey of the possible
trade-offs between the discharge of waste heat from power plant  sites, and
competing wastewater discharges utilizing  the assimilative capacity  of the
Wisconsin River near Portage, Wis.  These  trade-offs can be identified by
mathematical model simulations of dissolved oxygen levels, biochemical
oxygen demand (BOD), temperature, nitrates, nitrites, ammonia, organic
nitrogen, sediment oxygen demand, and chlorophyll-a along the river  from the
Wisconsin Dells to Lake Wisconsin.  By evaluating  the effects of changes in
these constituents on dissolved oxygen, the study  demonstrates a method by
which competing uses of a water resource can be compared and  which can
provide information that affects the design, capacity, siting, and operation
of power stations.

     In addition to possible heat discharges from  the Columbia Generating
Station or from future power plants, competing uses of the Wisconsin River
near Portage iclude disposal of municipal wastewaters, run-off from
agricultural lands, and fishing and boating.  In order to determine  the best
combination of uses for the water resource, the effect of each particular
use upon water quality must be evaluated.

     For this study the level of dissolved oxygen  has been used  as the tool
in evaluating the effect of the competing water use on the water quality in
the Wisconsin River, since increasing levels of each competing use will
decrease dissolved oxygen levels.  The effect of additional heat to  the
water is direct:  in warmer water, oxygen is less  soluble and algal  growth
is greater; levels of dissolved oxygen will fall.  The effect of the
addition of organic materials present in wastewaters to the river also
lowers the levels of dissolved oxygen.  As the organic materials decompose

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they use up the available dissolved oxygen faster than new oxygen can  enter
the river from the air by reaeration.  In addition, as the organic materials
decompose, nutrients are released into the water.  These nutrients foster
the growth of algae, which, as they grow, and subsequently die and decay,
impose further demands on the level of dissolved oxygen.  Since socially
responsible use of the Wisconsin River dictates the maintenance of a certain
minimum level of dissolved oxygen at each point along its length, there is a
constraint on the competitive uses of the Wisconsin River for the discharge
of heat and wastewaters.

     The region of interest for this study extends from the Kilbourn Dam at
Wisconsin Dells to the upper part of Lake Wisconsin.  The primary area of
interest is from Portage to Lake Wisconsin (Figure 1).  Chief wastewater
discharges into the Wisconsin River in this region come from tributary
streams, from the Wisconsin Dells Sewage Treatment Plant, from the Lake
Delton Sewage Treatment Plant, and from the Columbia Generating Station.   In
addition, the city of Portage is considering changing the outfall of its
wastewater treatment plant from the Fox River to the Wisconsin River.

     The primary analysis tool used in this study is the QUAL-3 water
quality model, developed by the Wisconsin Department of Natural Resources
and based upon the well-known QUAL-2 model of the U.S. Environmental
Protection Agency (EPA).  The model is used to simulate the quality of river
water in successive hydrologically uniform reaches.  The QUAL-3 simulations
of various water quality scenarios provide a framework through which trade-
offs between future uses of the river, including power plant operation, are
evaluated.

     Present-day water quality conditions based on current waste and heat
discharges are compared with numerous combinations of possible future
conditions:  operation of a new joint Lake Delton-Wisconsin Dells wastewater
treatment plant; diversion of the effluent of the  Portage Wastewater
Treatment Plant from the Fox River to the Wisconsin River; reduction of
nutrient loadings into the Wisconsin River from point and non-point sources;
and discharge of heated water from the Columbia Generating Station
(presently prohibited) and from two possible locations of additional
generating stations.  The most constraining warm-season environmental
conditions of low flow and high river water temperatures are used to
highlight the trade-offs between competing wastewater dischargers, in  this
study even though comprehensive data collection studies may show that  actual
environmental constraints are less severe.

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Figure 1.  The Wisconsin River from Wisconsin Dells to the Prairie du Sac dam.

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                                  SECTION 2

                       CONCLUSIONS AND RECOMMENDATIONS

     The results of simulations of various scenarios of wastewater and heat
discharges into the Wisconsin River near the Columbia Generating  Station
indicate that the minimum flow rate in the river during hot, dry  periods  and
the discharge of nutrients into the river seriously constrain future
discharges of heat.  The simulations demonstrate that dissolved oxygen
levels in the river, and most critically in the Lake Wisconsin portion of
the river, are the constraining factor.  Conversely, levels of biochemical
oxygen demand (BOD) are not critical.

     Although model results and field surveys indicai_e that current levels
of dissolved oxygen are adequate, these levels were the most sensitive to
increased levels of nutrients.  Simulated discharge of untreated  nutrients
from the Portage Wastewater Treatment Plant caused the dissolved  oxygen
values in Lake Wisconsin to drop from 4.2 to 3.7 mg/liter.  However, halving
the levels of nutrients in the river system (including those from Portage)
increased the level of dissolved oxygen 0.3 mg/liter above  simulated levels
of present conditons and nitrogen-limited scenarios (runs 17 and  18)
indicated even higher levels of dissolved oxygen in Lake Wisconsin (4.7 to
5.9 mg/liter).

     In all simulations the reaches most sensitive to nutrient discharges
were in Lake Wisconsin.  As a result, water quality and ecological factors
for Lake Wisconsin would restrict any consumptive use of the Wisconsin River
in the region of this study the most.  Since the QUAL-3 model is  a river
model, a lake model should be used to examine more closely  the effects on
the ecology of Lake Wisconsin.

     In contrast to the sensitivity of dissolved oxygen levels, in no case
was the BOD level found to be a constraining condition for any future use of
the river.  Existing levels of BOD ranged from 4.0 to 1.3 mg/liter, much  of
which was degrading very slowly and which therefore may be caused by
industrial discharges into the Wisconsin River upstream of  the study
region.  Model simulations indicated that upgrading the Wisconsin Dells
Sewage Treatment Plant or closing the Lake Delton Sewage Treatment  Plant
would have only small effects on the levels of BOD and dissolved  oxygen in
the Portage vicinity.  Discharge from the Portage Wastewater Treatment  Plant
would also have little effect on the BOD level in the river.

     Discharges of heated water into the river are potentially constraining,
both directly and indirectly, through their effects on levels of  dissolved
oxygen.  If a 5°F increase in river temperature is allowed, then  a power
station utilizing river water for condenser cooling is limited to a waste

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heat discharge equvalent to 550 MW of generating capacity; if a  10°F
increase could be tolerated, heat equivalent to 1,086 MW of generated power
can be discharged.  In general, higher river temperatures harm fish and
wildlife before serious chemical imbalances occur.

     Some trade-offs are evident between heat discharge levels and influx
of  nutrient levels into the river, either through the sewage treatment
plants or through non-point agricultural run-off.  For example,  the heat
discharge from a potential 550-MW power p'lant at river mile 108.5 might
cause a 0.5-mg/liter drop in the dissolved oxygen in Lake Wisconsin.  In
contrast, if all nutrient inflows were reduced by half, approximately the
present levels of dissolved oxygen could be maintained in Lake Wisconsin
with such a heat discharge anywhere in the study region.  Because of
uncertainties in hydraulic tuning of the QUAL-3 model and in the nutrient
levels entering the river, algal blooms in Lake Wisconsin could  considerably
lower levels of dissolved oxygen in all these scenarios.

     Given the inaccuracy of some of the flow data, as well as incomplete
definition of the nutrient, BOD, and dissolved oxygen data, extreme flow and
temperature conditions were used to determine the utility of examining the
trade-offs between heat discharges and BOD and nutrient discharges from
other sources further.  For this study the HEC-2 model was used as a
surrogate for unavailable hydraulic data.  Any serious consideration of
river discharge to absorb cooling tower water will require an extensive
improvement in the hydraulic data base.  A comprehensive physical and
chemical data collection program would also be needed to fully examine
remaining questions about wintertime conditions when there is an ice cover,
long-term versus short-term BOD decay conditions, and resolution of the
relation between high water temperatures and low flow conditions.

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                                  SECTION 3

                               THE QUAL-3 MODEL

     The QUAL-3 model used in this study was developed by  Patterson and
Rogers (1978) as an improved version of QUAL-2 and QUAL-1, which were
originally developed by Norton et al. (1974) and by the Texas Water
Development Board (1971, 1976).  This model was chosen because of its
extensive use in water quality monitoring and modeling of  rivers in
Wisconsin, including much of the upper half of the Wisconsin River above
Wisconsin Dells.  These previous experiences seemed crucial in attempting
preliminary calibration and simulations on the Wisconsin River near
Portage.  This model was used to simulate, or route, levels or chlorophyll-
a, nitrates, nitrites, ammonia, organic nitrogen, sediment oxygen demand,
dissolved oxygen, and (BOD).

     The model is based on the assumption that concentrations of these
constituents in a river can be expressed by a mathematical relationship.
This equation, called the convective-dispersive transport  relation is:
                      |£ = |_  AE|§  - ~  (AUC) + AR                   (1)
                      3t   3x    9Ex   8x      '     s                    '
where
           A = cross-sectional area of flow  in the river
           C = concentration of the constituent being routed
           E = longitudinal dispersion coefficient
           t = time
           x = distance along the longitudinal direction
           U = mean velocity in stream (with respect to cross  section)
          Rg = sources and sinks of the constituent being  routed.

     Application of the convective—dispersion transport relation to  the
QUAL-3 model for simulations of river conditions requires  that Eq.  (1) be
modified.  To do so, the portion of the Wisconsin River under  study  was
divided into 370 elements each 0.1 mile (160.93 m) long.   These elements  are
control volumes whose conditions can be simulated by the model.  For any
such element, the ith element, the convective-dispersion relation  becomes:
8C.    [AE |^  . . i, -  [AE l-l.  i,
	i    L   9x  1+ V2   L   8xji- L/  j_                                     ,  0
__	;+       	_	  +S
Q _:
h
i-l
- Qi.
HV?Ci
- ^
:i xi
vi

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where

          vi   A. Ax = volume of ith control elements

          A  = V (A  + V "*" ^ - V-} = mean cross-sectional of  the elements

          Ax = length of the element (0.1 mile)

           [AE -r—\.  \i =  total longitudinal dispersion of constituent
                      2   into inflow end of element

           [AE -JT—].  if =  total longitudinal dispersion of constituent
                      2   out of outflow end of element

          QJ _ I/ = rate of flow into the computational element
               '2
           GJ  i = concentrtion of constituent in  inflowing  water  into
                   element  (= concentration inside upstream element)

           Q.+ ]/ = rate of flow out of computational element

              C. = concentration of constituent inside computational element

             Q j = local inflows or withdrawal rates

             C , = concentration of constituents in local inflows  or
                   outflows

              S^ = sources or sinks of a nonconservative constituent inside
                   computational element.

     The most significant differences in the QUAL-3 model compared to the
earlier versions are Patterson and Roger's  (1978)  development of equations
governing the S  term of Eq. (2).  Development of  these equations  and other
relations describing the local changes in concentrations of  the various
constituents are included in Appendix B.

     Values of reaction coefficients used in this  study, summarized in  Table
1, are based on values used by the Wisconsin Department of Natural Resources
(1976) in simulations of a portion of the upper Wisconsin River  (river miles
210 to 235, miles are numbered from the confluence of the Wisconsin and
Mississippi Rivers).  Although the model includes  provisions for many of
these values to vary, they were not changed for the entire length  of the
Wisconsin River modeled in this study.

     Two methods of computing the reaeration coefficient, K2, were

employed.  Where the river was wide enough  for the wind to be a factor
(reaches 8 through 11, 9 through 21, and 23 through 25), 1C,  was computed  as

a function of the wind speed (Wisconsin Department of Natural Resources:
Source listing on  the QUAL-3 water quality  model). This relation  is
expressed as:

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TABLE 1.  REACTION COEFFICIENTS USED IN QUAL-3 SIMULATIONS OF WATER QUALITY OF WISCONSIN RIVER IN VICINITY OF PORTAGE.
Reaction coefficients
Name in
Appendix B

°Q

"11


°12

°2
°3

<"4

-

<"6

"max

P
B,
1

kE

»2

64
°1

°2

"3

°4

K11'K12

K2
K3

Kj

KM

*^P
•L
*


Name in
QUAL-3 model Description

ALPLA4

CKORGN


ALPHA1

ALPHA2
ALPHAS

ALPHA4

ALPHAS

ALPHA6

GROMXX

RESPTT
CKNH3


EXCOEF

CKN*2

DNKK
ALGSET

SNH3

SPH+S

CK4

CK1

CK2
CK3

CK5

CRN

CKP
CKL
EXPOQV

SONET

Ratio of chlorophyll-a
to algae blomass
Rate of hydrolysis of
organic N per unit of
algae
Fraction of algae
biomass which is N
Fraction of algae
02 production per unit
of algae respired
02 uptake per unit of
algae respired
©2 uptake per unit of
NH3 oxidation
02 uptake per unit of
N02 oxidation
Maximum specific growth
rate of algae
Algae respiration rate
Rate constant for bio-
logical oxidation of
NH3-N02
Light extinction coef-
ficient
Rate constant for biolog-
ical oxidation of N02-N03
Danltrification rate
Local settling rate
for algae
Benthos source rate
for NHj
Benthos source rats
for phosphorous
Organic N settling
rate
Carbonaceous BOD
decay rate
Reaeratlon rate
Term 2 carbonaceous
BOD decay rate
Participate BOD
sink rate
Nitrogen half-saturation
constant for algae growth
phosphorus half-aaturatlon
constant for algae growth
Light saturation constant
for algae growth
Velocity correction
factor
Dally solar radiation
Unite

mo A
mg A
Day-' 0
mg

mg N
mo A
mg A
mg A
mg 0
mg A
mg 0
mo N
mg n
mg 0
mg N
mg 0
mg N
1
dav
uajr
1
day
1
day

_!_

1
dav
any
d77
ft
dav
a«y
mg N
~J
day-fr
£8 	 L.
day-ft2
ft

day

1
day

ft
day

«*
liter

liter
langlayi
min


langleys
Reliability of
Suggested suggested values
range (Petterson
of values and Rogers 1978)

50-100
(2-50)
.0005-0.005


0.04-0.10

0.01-0.015
1.4-2.5

1.5-2.3

3.23-3.43

1.11-1.14

1.0-3.0

0.05-0.5
0.05-1.5


0-20

0.5-2.5

0.1-0.8
0.0-6.0

*

*

*

0.01-2.0

0.0-100
0.01-2.0

0-100

0.015-0.2

0.001-0.5
0.21
1.00-1.2

—

Fair

Fair


Good

Good
Fair

Fair

Excellent

Excellent

Good

Fair
Good


Fair

Good

Fair
Fair

Poor

Poor

Poor

Good

Good
Fair

Fair

Fair

Fair
Good
Fair

Good
Temperature
dependent

No

Yes


No

No
No

No

No

No

Yes

Yes
Yes


No

Yes

No
No

No

No

No

Yes

Yes
No

No

No

No
No
No

No
Values
used in
this study

5

0.000


0.06

0.01
2.00

1.50

3.4

1.4

1.60

0.15
0.80


0.38

2.50

0.4
0.4

0

0

0.05

0.30

t
0.08

2.0

0.02

0.01
0.21
1.11

530
   Dettrmincd during modal calibration.
   See tixt for computational procsdurs.

-------
where

            D = 0.3048 (DEPTH)

            S = 0.04 W/D

                10~6(-0.57835501W + 15.7735859)2   S/2
            B = - -_ -
                           4.24971 x  10

       DEPTH = depth of the river in  feet

           W = wind velocity in m/sec

     In the remaining narrower reaches the formula proposed  by  O'Connor and
Dobbins (1958) was utilized:

                  2.25 x 10~8 U
             =
                          129 600
                          ^y'bUU

SCHEMATIZATION OF THE MODEL

     A diagram of a typical computational element is shown  in  Figure  2.
Since QUAL-3 is a one -dimensional routing model, the cross-sectional  areas
of all the elements are idealized rectangles  rather than  the more  realistic
channel shapes depicted.  Complete mixing of  each constituent  within  a
computational element is  assumed.

     Reaches are constructed from groups of two to 20 computational
elements.  Within each reach all elements have the same depth  and
cross-sectional area of flow, dispersion characteristics, and  reaction
coefficient affecting the growth or decay of  constituents being routed in
the model.  In this study the 370 computational elements  were  grouped into
25 reaches, which are depicted for the part of the river  below mile  122.0 in
Figure 3.  Figure 4 is a  schematic drawing showing the particular
computational elements and their relation to  tributaries, wastewater
discharges, and potential power station sites.  Above river mile 122.0  (not
shown in the figures), nine reaches cover the distance to just below
Kilbourn Dam.  Hulbert Creek, the Wisconsin Dells Sewage  Treatment  Plant,
the new Wisconsin Dells Wastewater Treatment  Plant, the Lake Delton  Sewage
Treatment  Plant, and Dell Creek discharge into the Wisconsin River at river
miles 136.9, 136.7, 135.7, 135.6, and 134.9.  Input data  including control
cards defining the QUAL-3 reaches, computational elements,  and locations of
discharges appear in Appendix A under Data Types 2,4,5, and 11.

-------
       Control  Volume
             i
           HYDROLOGIC BALANCE
                     (QxCx)
                                                            i-Vt
                                                             A2t^
                                                               AX ax/._.
Figure 2.
Qi+'/2C

          I  A v r\v ;
                             MATERIAL BALANCE
Discretized stream system showing computational elements with
transport relations.   Source:  Texas Water Development  Board
(1971).
                                  10

-------
11

-------
                                                                COLUMBIA
                                                              GENERA TING
                                                                STA TION
                                        16- Reach Number
                                        128 - River  Mile
Figure 3b.  Middle part of study area on Wisconsin River,  showing river
            miles, tenths of miles, QUAL-3  reaches 15  through 22, (alternate
            reaches are shaded), and reach  numbers.
                                      12

-------
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-------
                  122 0-
            Element number-
                   1205-
                        166
                   118 5-
                         55
                         65
                         185
                            1 o REACH
                             IU NUMBER
                                         118 5-
                                    Element number-
                            11
                                         1166—

                             -Possible heat discharge
                                         115 2-
                                               86
                                               90
                                               204
205
                                               218
                                                                   115 2-
                                                                         219
                                                   12
       REACH
       NUMBER
                                                             Element number-
                                                                  "I
                                                                   113 7-
                                                                         229
                          233
                                                   13
                                                                   112.1 •
                                                                         234
                                                                         249
                                                                                 REACH
                                                                                 NUMBER
                                                                               -Portage POWTP
                                                                             15
Figure  4a.    Schematic of QUAL-3 elements  for  reaches 10 through  15 on the
               Wisconsin River.

-------
1 1 l.^ —
Element number —





i
o

o
c
o
I
c


Baroboo Kiver 	 v
1105—^


River miles- — 1













!50
:\-
254



	


	
—
	


	
265
266
267
270
271
273










2l«

Rocky Run-^

1c REACH
O NUMBER
Element number —





01
41
E

1
^
1
107 2
Columbia
	 ^ cooing water
uptake
17
j- — Duck Creek

s
5:
"o
§
"o
18 |
1

I
1 05.5 •

,/ ASH btUnellachaige
y 	 Coimnbia
j/ HEAT discharge




266


:V-
290



	
	



	
298
,299
	 .


— -








315
316




325

•ini c.



•I Q REACH
1 3 NUMBER Element number 	







s
_o
*o
c
"o
ID
6

River
20 Mlles~i
1025 —





102.0—


Rowan Creek 	 >
21
101 0 —



mnn —
326
327


-\
-\—
330
	
• 	


, 	
335


	

	
345
346
'



350
351
	
	
56
—
60
361

' 	
70










')') REACH
^^ NUMBER









23





24




25

Figure 4b.  Schematic of QUAL-3 elements for reaches 16 through 25 on the
            Wisconsin River.
                                      15

-------
                                  SECTION 4

                        ACQUISITION OF THE DATA BASE

     Before the effects of wastewater and heat discharges on water quality
in the Wisconsin River could be simulated, information had to be collected
on the amount and strengths of wastewaters and nutrients flowing into  the
Wisconsin River and on the amount, quality, and temperatures of water  in the
river itself.  These data provided the necessary means to calibrate the
QUAL-3 model so that it would simulate, to the closest degree possible, the
water quality conditions typical of those observed during periods of
extremely low flows in mid-summer.  In addition, the data were used to
develop the levels of nutrient and wastewater discharges for the scenario
simulations.

     Types of data required were the low-flow hydraulic conditions for the
Wisconsin River; the location, strength, and amount of wastewater discharges
into the Wisconsin River; the discharge and water quality of tributaries
emptying into the Wisconsin River; and the amount and nutrient composition
of incremental run-off into the Wisconsin River.  Sources of these data are
Table 2.  The raw hydraulic data needed considerable processing before it
could be used by the QUAL-3 model.

HYDROLOGIC CONDITIONS OF THE WISCONSIN RIVER

     The QUAL-3 model requires three sets of hydrologic data for each  reach
or stretch of the river to simulate the effects of changes in the heat and
nutrients in the river:  the average cross-sectional area, the average
depth, and a measure of the roughness of the river channel called the
Manning's n.  Since direct measurements of these parameters and of the river
velocity were unavailable for this preliminary study, it was necessary to
estimate their values from data obtained from the Army Corps of Engineers'
HEC-2 Flood Routing Model (U.S. Army Corps of Engineers 1976).  Average
values of these parameters for each QUAL-3 reach were computed and then the
cross-sectional area and velocity for each QUAL-3 reach were computed  from
these averages.

     Computations were made for the lowest expected 7-day average flow
during a 10-yr period; this hypothetical flow is called Qy ^Q.  This is a
frequently used lower bound for simulation of the flow conditions on rivers
that will most likely be affected by waste or heat discharges, and has been
used by the Wisconsin Department of Natural Resources as a limit for
defining water quality regulation.  For this study air and water
temperatures typical of late July or early August were used  (see numbers  1,
2, and 6 in Table 2), although future studies should also examine
                                      16

-------
TABLE 2.  SOURCES AND TYPES OF RAW DATA COLLECTED FOR ANALYSIS Of  CONDITIONS  IN  THE WISCONSIN RIVER
Number
                     Title
                                            Parameter
                                                                            Location
                                                                                                     Source
 12
          Pollution investigation
                  survey
          Pollution investigation
                  survey
          Flood plain
          Information (FPI)

          Flood plain
          information (FPI)

          Cross section data
          (HE 0-2-0877)
          Water quality
          sampling data
          Permit files of
          National Pollutant
          Discharge Elimination
          System (NPDES)
          River sediment deposi-
               tion studies
          Surface waters of the
              United States
Water resources
investigation 45-74
          Hydrologic
          investigation
          HA-390
                          Quantity and  strength of
                          wastewater  discharges:
                          chemical sampling and
                          temperature data
                          spot checks

                          Quantity and  strength of
                          wastewater  discharges:
                          chemical sampling and
                          temperature data

                          Location of cross sections
                          of Wisconsin  River  channels

                          Location of cross sections
                          of Wisconsin  River  channels

                          Computer card coded data
                          containing  cross sections
                          (described  in numbers 3
                          and  4) for  the HEC-2 water
                          surface profile program)

                          Complete chemical analysis
                          of water; temperature
                          Detailed data  regarding
                          chemical nature  and
                          quantity of wastewater
                          from regulated dischargers;
                          anticipated future
                          discharges
                           Depth of water upstream,
                           alongside and downstream  of
                           Wisconsin state highway
                           bridges; elevation  of
                           water surface

                           Daily discharge records
                                    Low-flow frequency of
                                    Wisconsin streams at
                                    sewage treatment plants
                          Low-flow frequency of
                          Wisconsin Streams
                                    Water depth contours in
                                    Lake Wisconsin (map)
Wisconsin River and trib-
utaries below confluence
of Duck Creek
Wisconsin River and trib-
utaries between Lemonweir
and Baraboo Rivers
Wisconsin River in Sauk
and Columbia Counties

Wisconsin River in
Columbia County

Wisconsin River from
Wisconsin Dells to the
1-90/94 bridge
1) Wisconsin River at
   at Prairie du Sac
2) Baraboo River: County
   Trunk Highway X near
    Baraboo
3) Hydroelectric plant at
   Wisconsin Dells

1) Wisconsin Dells publicly
   owned treatment plant
   (POWTP)
2) Lake Delton POWTP

3) Portage POWTP
4) Columbia Generating
   Station

1) 1-90/94 bridge
2) State Highway 33
   bridge (Portage)
3) State Highway 78
   bridge

1) Wisconsin River near
   Lake Delton
2) Dell Creek near
   Cake Delton
3) Baraboo River, County
   Trunk Highway X near
   Baraboo

1) Wisconsin River at
   Lake Delton
2) Baraboo River
3) Duck Creek
4) Rocky Run
5) Rowan Creek

(same as number 10)
Wisconsin Dept.
of Natural
Resources (WDNR)
                                                                                                 WDNR
U.S. Army Corps
of Engineers

U.S. Army Corps
of Engineers
                                                                                                 WDNR
WDNR
(on file)
Wisconsin
Dapt. of Trans-
portation
                                                                                       U.S. Geological
                                                                                       Survey (USGS)
                                                                                                 USGS
                                                                                                 USGS
13 Field study
Level of dissolved oxygen,
level of 5-day and ultimate
BOD, depth of water, levels
of nit rat a-, nitrite,
ammonia, phosphorus, total
nitrogen and temperature
At selected locations
between Columbia
Generating Plant and
and Lake Wisconsin
Project measure-
ments (Appendix F
Table F-l)
                                                        17

-------
limitations in heat discharge for wintertime conditions when a  river's  ice
cover prevents effective aeration.

     Although flow on the Wisconsin River during  the period of  the  study was
unusually high, extremely low flow did occur during the late summer months
of 1976 and 1977.  Observations of discharge rates and river elevations at  a
few locations during these periods provided the means to reconstruct  the
hydraulic conditions at each cross section by use of the HEC-2  river  routing
model.

     Data for the elevation of the riverbed at cross sections across  the
width of the river between Wisconsin Dells and the Interstate 90/94 bridge
was obtained by the U.S. Army Corps of Engineers  for its 1972 and  1975  flood
plain information reports (see numbers 3 and 4 in Table 2).  The locations
of these cross sections are shown in Figure 5 and plots of some typical
cross sections are presented in Figure 6.  The data are included in numeric
form in Appendix C.

     The HEC-2 model had to be modified to obtain elevations in the HEC-2
simulations of Qy ,^ flow that agreed with known  estimates at the highway

bridges and at the Lake Delton U.S. Geological Survey (USGS) gaging station
(see number 9 in Table 2).  Two methods were considered for highways  1-90/94
state highway 33 (mile 115.0), and state highway  78  (mile  116.6)  (see number
8 in Table 2).  For the first method the Manning's n was adjusted at  various
cross sections to obtain the desired elevations and realistic conveyances at
each cross section.  This method was not successful since  it resulted in
regions of excessively steep slope in the water surface which prevented
realistic simulation by the HEC-2 model.  The more successful alternative
involved hypothetically shutting off the flow in  parts of  a few cross
sections where higher velocities and greater elevation changes  were
needed.  These alterations were performed on the  six cross sections shown in
Figure 6.  The shaded regions depict areas where  the water was  assumed  to be
standing but not flowing.

     Results of the HEC-2 simulation used for determining  the hydraulic
parameters for the QUAL-3 model are shown in Appendix D.   The shaded  cross
sections were altered as described.

     The most serious difficulty in simulating low-flow conditions  with the
HEC-2 model is the tendency for the Wisconsin River to become a series  of
almost stagnant pools connected by relatively short  stretches of flowing
water.  Since the HEC-2 package utilizes the standard step method  (Chow
1959) to evaluate the elevation at each cross section, gradually varied flow
is assumed.  The cross sections used in this study were surveyed at
locations and intervals along the river that the  Corps of  Engineers felt
would provide sufficient accuracy for determining flood crest elevations.
At very low discharge rates, however, the spacing of  these cross sections
may be insufficient to maintain realistic simulations everywhere along the
river.
                                     18

-------
19

-------
                                                                COLUMBIA
                                                               GENERA TING
                                                                STA TJON
                                                                2  Miles
Figure 5b.  Middle part of the Wisconsin River under  study showing HEC-2
            cross sections (labeled according to  the  river miles of their
            locations).  (Cross sections stop at  river mile 10614).
                                      20

-------
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-------
     Attempts to match the Corps of Engineer's guidelines  of  conveyance
ratios (see Appendix D), which were between 0.7 and  1.4, led  to
unrealistically high velocities and elevations.  As  a result,  larger
variations in the conveyance ratios had to be allowed in order to match  the
elevations at the highway bridges.  Nevertheless, serious  uncertainties
remain as to the extent and effect of ponding in the river at  the low
discharges modeled in this study; these uncertainties could not be  fully
resolved with extensive field work.

     Since the HEC-2 cross sections (Figure 5) were  located at uneven
intervals with respect to the QUAL-3 elements and reaches, it  was necessary
to compute weighted averages of areas of flow, velocities, and Manning's n
for all cross sections in the vicinity of each QUAL-3 reach.   Each  cross
section was weighted according to a hypothetical region of influence
extending halfway to the adjacent cross sections on  each side  or to a  QUAL-3
reach boundary, if a reach boundary lay between the  cross  section and  the
halfway point. For example, in Figure 7 three HEC-2  cross  sections  (at river
miles 113.4,  112.9, and 112.4) describe the flow conditions in reach  15.
Regions of the reach described by these cross sections comprise 0.34,  0.32,
and 0.34 of the total length of the reach (adding up to 1.00).  Using  the
values of velocity and topwidth predicted by the HEC-2 model  for these cross
sections (Appendix B), the average velocity for QUAL-3 reach  15 was computed
to be (0.34X1.54) + (0.32)(0.94) + (0.34)(1.19) =  1.23 ft/sec.

Conversion of the HEC-2 Hydraulic Data to QUAL-3 Hydraulic Data

     A complicated procedure was required to convert the HEC-2 data to data
for the QUAL-3 model.  The HEC-2 data for average flow, velocities, and
Manning's n were derived from and applicable to  cross sections of  the
river.  These cross-sectional averages had to be converted to  averages for
the entire river in the study area.  The first step  in this conversion was
to divide the Wisconsin River in the study area into 16 reaches (reaches 10
through 25, as shown in Figures 3 and 4).  The reaches vary in length  from 1
to 2 miles.  Each reach was then divided into elements, each  0.1 mile  long
(Figure 4).  The topwidth and Manning's n were similarly computed to be
797.18 ft and 0.035.  From these averages the area of flow A was computed
from A = Q/V, where Q = flow rate and V = velocity.  The hydraulic  depth of
flow D was computed from D = A/W, where W = topwidth of the river.

     Computations similar to these were performed on reaches  1 through 20
using the computer program presented in Appendix E.  The resulting  hydraulic
parameters appear in Data Type 5 of Appendix A.  Computations  involving  the
six altered  cross sections shown in Figure 6 were based upon  the effective
(i.e., reduced) areas of flow; however, the actual widths  of  the river
(shown in parenthesis in Appendix D) were substituted for reduced widths.

     A problem arose with reaches 21 through 25 because the Army Corps of
Engineers' flood study for the Portage area extended only as far downstream
as river mile 106.4, or about where Interstate 90/94 crosses  the Wisconsin
River south of Portage.  Since this location is only 2 miles downstream  of a
potential future heat discharge from the Columbia Generating  Station (mile
108.5),  the QUAL-3 model had to be extended farther downstream to assess

                                     27

-------



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-------
properly the full effects of any heat or wastewater discharges.  Although  a
bathymetric chart of water depths in Lake Wisconsin (Wisconsin Department  of
Natural Resources, undated) was available, no information was available  for
the Wisconsin River from mile 106.4 to the northeast end of Lake Wisconsin.

     Two strategies were employed to derive inputs for reaches 21  through
25. In reaches 24 and 25 the total volume of water in each reach was
estimated using lake depth information based on a lake elevation of 774.00
ft above mean sea level (see number 12 in Table 2).  From these volumes,

detention times were computed using 6 = —	   , where V = volume  of  water
                                         ^7,10
in the reach.  Using the length and representative width of each reach,  the
velocity, cross-sectional area of flow, and depth were computed for input  to
the QUAL-3 model.  In reaches 21 through 23, the topwidth was estimated  from
USGS maps with a scale of 1:24,000.  The average depth was assumed to vary
linearly from 6.66 ft in Lake Wisconsin to 3.60 ft at cross-section 106.4
(the first HEC-2 cross section).  The results of these estimates are  shown
in Table 3.  Subsequent field work, in which the depth of the river was
measured at  cross sections at river miles 102.4,  104.0, 105.0, and 105.6,
has shown these to be reasonable approximations.
     TABLE  3.   VALUES OF HYDRAULIC PARAMETERS COMPUTED FOR QUAL-3 REACHES
                     21  THROUGH 25 ON THE WISCONSIN RIVER


      Assumed      Total vol-   Depth  (ft)      Area        Width    Velocity
Reach  width (ft)  ume  (ft3)    (interpolated)  flow (ft2)     (ft)    (ft/sec)
21
22
23
24
25
1,200
2,700
2,300
6,349
12,030
— 4.25
-- 5.00
— 5.75
208,989,189
422,883,000
5,100
13,500
13,225
6.23
6.66
1,200
2,700
2,300
39,581
80,092
0.35
0.13
0.14
6,349
12,630



0.048
0.024

WATER TEMPERATURES IN THE WISCONSIN RIVER

     The water temperature affects the river's absorption of oxygen  from the
atmosphere, the river's biochemical utilization of dissolved oxygen,  algal
growth, respiration, oxygen production, and the numerous nitrogen and
phosphorus-related chemical reactions described in Appendix B.   Because
water temperature is so critical, we examined the data very carefully to
determine the natural temperature range for summer, low-flow conditions.  We
found little evidence indicating that the natural summer water temperature
in the Wisconsin River changed drastically from one reach to the next (see
number 13 in Table 2).  Examination of USGS data at Wisconsin Dells  and  at
                                      29

-------
the Prairie du Sac dam (see number 6 in  Table 2)  indicates  that maximum
river temperatures ran as high as 75°F during low-flow periods in  late  July
and early August.  Chemical sampling data from the Wisconsin  DNR  (see
numbers 1 and 2 in Table 2) indicated temperatures as high  as 81°  at the
Prairie du Sac dam and as high as 75°F below the  Wisconsin  Dells  dam.   On
the basis of this data we used a zero heat discharge river  temperature  of
77.8°F upstream of river mile 122.0 and  78.8°F below river  mile 122.0.

WASTEWATER DISCHARGES

     Information on wastewater discharges in the  area of  interest  was
obtained from numbers 1, 2, and 7 in Table 2.  The WDNR  Pollution
Investigation surveys outline 35 dischargers into the surface waters
emptying into the Wisconsin River.  However, measurements of  the  levels of
dissolved oxygen and BOD in the Wisconsin River,  Baraboo  River, Duck Creek,
Rocky Run, Rowan Creek, and Dell Creek indicated  that only  three  dischargers
directly affected the water quality in the Wisconsin River:  the  Lake  Delton
Sewage Treatment Plant, the Wisconsin Dells Sewage Treatment  Plant, and the
Columbia Generating Station.  Therefore, only these three sources  of
wastewater were simulated in the model runs.

     Mid-summer BOD values were determined for several tributaries of  the
Wisconsin River.  Mid-summer values of BOD in the Baraboo River were about 6
mg/liter 17 miles upstream of its confluence with the Wisconsin River.   We
assumed that these values would be similar to those in the  Wisconsin River
at the confluence with the two rivers.   Similar assumptions were  made  of
Rowan Creek (BOD = 2.0 mg/liter 2.6 miles above its confluence with the
Wisconsin River) and Duck Creek (BOD =3.0 mg/liter 8.1  miles above its
confluence with the Wisconsin River).  No significant discharges  into  Rocky
Run or into Dell Creek were found.

Wastewater Treatment Plants
     Since this  study  is concerned  with  future  scenarios  affecting power
plant siting and operation, future  wastewater discharge conditions had to be
considered.  The first  significant  change  involves  the  construction of a new
publicly owned wastewater treatment plant  for the cities  of  Wisconsin Dells
and Lake Delton.  These communities,  each  of which  has  a  primary treatment
facility that becomes  overloaded during  peak tourist  periods,  have been
ordered to construct a new  secondary treatment  plant  to serve  both
communities jointly.   Simulations were based upon discharge  from such a new
facility discharging about  0.5 million gal/day  (mgd)  of wastewater with a
strength of 30 mg/liter BOD.

     The second  partial change in wastewater discharges is the possible
discharge of the upgraded  Portage Sewage Treatment  Plant  into  the Wisconsin
River instead of the Fox River.  Although  this  plant  will meet the discharge
standards for secondary treatment,  the requirement  that it also remove
nutrients is still  being considered.   This plant would  discharge about 2 mgd
of wastewater with  a strength of 30 mg/liter BOD.   However,  if the same
standards are applied  to Wisconsin  River discharge  as to  Fox River
discharge, ammonia  discharge would  have  to be _<_ 3 mg/liter,  dissolved oxygen

                                      30

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< 5 mg/liter, and phosphorus < 1 mg/liter.  Because of the uncertainty  of
this potential source, we have considered several different scenarios  (see
Section 5).

     For all other major sources of wastewater discharge into  the  Baraboo
River, Duck Creek, and Rowan Creek, no evidence was found that any
significant increases would occur during the next 20 yr.

The Columbia Generating Station
     The Columbia Generating Station consists of two nearly  identical  coal-
fired units each capable of generating 527 MW of electrical  energy.  A 480-
acre cooling lake and two cooling towers operating in parallel provides the
cooling water that carries away the heat wasted in the generating  process.
At present, all cooling needs can be met without direct discharge  of cooling
water into the Wisconsin River.

     The National Pollutant Discharge Elimination System  (NPDES) discharge
permit for the station currently lists five point source  discharges from the
plant:  (1) from the ash settling basin, (2) from the coal pile settling
basin, (3) from the two cooling towers, (4) from a small  sewage treatment
plant, and (5) from an oil/grease separator fed by the condenser sump  pit
and the storm drain system for the plant.  Only the first of  these
discharges feeds directly into the Wisconsin River through the ash pit drain
located at the southern extremity of the site.  The remaining discharges
drain into the cooling lake which provides the primary mechanism to cool
heated water by means of evaporative transfer of heat into the atmosphere.

     Although direct overflow of warm water from the cooling lake  is
prohibited (except momentarily), significant amounts of water seep
underground from the lake.  In the summer, water enters the  lake at the hot
effluent end at 100.2°F and cools to 84.7°F as it travels the 17,000 ft of
lineal traveling distance to the cool water intake.  An overflow spillway is
located 12,000 ft from the hot effluent end of the lake,  but  the NPDES
permit prohibits operating the intake pump that brings Wisconsin River water
into the lake in such a way as to cause overflow through  this spillway,
except momentarily.  Despite these restrictions, underground seepage of warm
water from the lake amounts to 7,370 gal/min.  This rate  is  slightly more
than half the rate that water is withdrawn from the Wisconsin River and it
is almost twice the rate of evaporative loss from the lake.   Other studies
indicate that this seepage has increased groundwater temperatures  in the
sedge meadow and marsh located between the lake and the river (Andrews and
Anderson, in press).

     Although a large portion of this groundwater flow probably reaches the
Wisconsin River, its effect was not modeled for several reasons.   First,
information regarding the actual temperatures reaching the river is not yet
available.  Second, the amount of this seepage is less than  1% of  the  Qy in
flow (1,800 cfs).  Third, assuming an unusually high groundwater temperature
of 90°F and a river temperature of 78°F, this flow would  increase  the
temperature in the river only 0.11°F.  Fourth, the effect of elevated
temperatures would be greatest in winter because of observed  time  lags in

                                      31

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the response of the groundwater temperature to the changing seasons of  the
year (Andrews and Anderson, in press).

     Discharge from the ash settling basin is allowed only from May through
September.  Flow is 3.5 mgd with a strength of 1 mg/liter BOD; temperature
is about 90°F.  The effect of this thermal discharge on river water
temperature during the summer months was considered very small (an increase
of about 0.05°F) and was neglected in this study.

Headwater and Incremental Run-Off Conditions
     Headwater for the QUAL-3 simulations of the Wisconsin River was  located
at the Kilbourn Dam in Wisconsin Dells.  No reaeration of the water was
assumed to take place from either spillway discharge or passage through  the
turbine-powered electric generators at the dam.  The expected average 7-day
flow in 10 yr for the QUAL-3 simulations must be specified at the  headwater
point.  It was computed to be 1,788 cfs.  This value was based upon the
Qy 1Q flow of 1,800 cfs at the USGS gaging stations on the Wisconsin  River

at Lake Delton minus the Qy JQ flow of 12 cfs from Dell Creek.  Values of

nutrients, dissolved oxygen, and BOD were based on measurements performed by
the WDNR (see numbers 2 and 6 in Table 2).  These values are presented in
Section 5.

     No information was obtained regarding the amount of nutrient  content of
incremental run-off (i.e., water reaching the Wisconsin River from sources
including groundwater and overland run-off but excluding wastewater and
tributary discharges).  Values used in simulations were based upon those
used in simulations of parts of the Upper Wisconsin River (Wisconsin
Department of Natural Resources, 1976).  Elevated values of incremental  run-
off were employed in the Columbia Generating Station vicinity in order to
simulate the effect of infiltration from the cooling pond.  Incremental  run-
off conditions used in simulations in this study are presented in  Section 5.
                                      32

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                                  SECTION 5

                DESCRIPTION OF SCENARIOS FOR MODEL SIMULATIONS

     Model simulations of  various scenarios  were  performed  to provide  some
measure of the limiting nature of the water  resource of  the Wisconsin  River
as a means of heat discharge  for a power plant.   Although the Columbia
Generating Station is presently prohibited from discharging warm  water
directly into the river, such discharge may  be permitted in the future from
the Columbia site or from  additional power plant  sites.  These scenarios
were grouped into five general classes.

     The first class considered the Wisconsin River as it was observed by
the Wisconsin Department of Natural Resources (1972, 1973, and
unpublished).  The objectives in this class  of scenarios were to  obtain a
simulation of the Wisconsin River that was as close as possible to these
observations.

     The second scenario class involved possible  future  heat  discharges from
the present Columbia site  and from potential power plant sites at river
miles 119.0 and 130.0.  Simulation of heat discharge from the Columbia
Generating Station measures the effects of such a discharge if it were
permitted or if a third generating unit using once-through cooling water
were constructed at the same  site.  The sites at  miles 119.0  and  130.0 were
chosen to evaluate the effects of a heat discharge upstream of a  possible
wastewater discharge from  the Portage Wastewater  Treatment  Plant.   The
specific locations were considered only on the basis of  reasonable
topography for a generating station and relatively close proximity to  a rail
line.

     The third scenario class included possible discharge from the Portage
Wastewater Treatment Plant into the Fox River (with no effect on  the
Wisconsin River), into the Wisconsin River with no nutrient (phosphorus)
limitations, and into the  Wisconsin River with the same  nutrient  controls as
required for discharge into the Fox River.

     The fourth class considered nighttime conditions in order to determine
whether algal respiration  is  a limiting factor on the level of dissolved
oxygen at night.

     The fifth class modeled  the effect of various nutrient levels that were
already present in the Wisconsin River and that might be discharged into  it
from several potential point  sources.  This  experiment provided a measure of
whether control of point and non-point sources of nitrogen and phosphorus
would appreciably affect the  quality of river water, especially the level of
dissolved oxygen.

                                     33

-------
     The various scenario options for the different parameters  included  are
listed in Table 4.  Table 5 then lists the combinations of scenario  options
used in each of the 18 simulations or runs that were made with  the QUAL-3
model.
         TABLE 4.  SCENARIO OPTIONS CONSIDERED FOR MODEL  SIMULATIONS
Scenario class
Code
Description
Temperature
Discharge from
  Portage Waste-
  water Treatment
  Plant
Time of day
Location of ad-
  ditional power
  plant

Background nutri-
  ents in river
 Tl     Natural river temperature; no heat discharge
 T2     Heat discharge equivalent to 550 MW of heat
 T3     Heat discharge equivalent to 1,086 MW of heat

 PI     Discharge into Fox River
 P2     Discharge into Wisconsin River, no
          phosphorus/nitrogen
 P3     Discharge into Wisconsin River, with same
          phosphorus/nitrogen treatment as required
          for discharge into Fox River

 D      Daytime simulation
 N      Nighttime simulation

 Cl     At present Columbia site (river mile 108.5)
 C2     At river mile 119.0
 C3     At river mile 130.0

 Al     Present-day levels of nitrogen and phosphorus
 A2     One-half present-day levels of nitrogen and
          phosphorus
 A3     Simulated levels of nutrients containing
          nitrogen concentrations limiting to growth
          of algae
 A4     One-half simulated levels of nutrients  in
          scenario A3
 SIMULATION  OF  HEAT DISCHARGE

      The version  of the  QUAL-3 model used in this study did not have the
 capability  of  routing  river  temperatures.  Such routing required  a separate
 simulation  of  heat discharges  from potential power plant sites.  The simple
 one-dimensional model  developed by l&ily  and Macagno (1976) for studying
 wintertime  response of the Mississippi River to power plant discharge was
 adapted for summertime use in  this study.  This model solves the convective-
 dispensive  equation for  fully  mixed river temperature T:
                                      34

-------
                                  8
                                 3x
(5)
where

          t is the independent time variable
          A is the cross-sectional area of flow
          Q is the flow rate
          E is the dispersion
         Rs are the temperature changes caused by the river-atmosphere
            heat flux

A prismatic river cross section was assumed (that is, one with  constant
width and depth) and no attempt was made to incorporate the effects of near-
field thermal mixing processes.  A predictor-corrector method,  based  upon a
modified Crank-Nicholson procedure using the Thomas Algorithm (Ames 1977),
was used to solve for the tridiagonal system of equations.  (See  Appendix G
for a listing of this program).

     Since the Wisconsin River usually reaches its lowest flow  rates  during
the warmest parts of the year, we anticipated that its ability  to carry
waste heat from a power plant would be constrained heavily by limitations
imposed by four factors:  (1) the total amount of flow in the river (at
minimum flow conditions), (2) the maximum  tolerable increase in river water
temperature, (3) the maximum temperature increase desirable from  an
efficiency standpoint for the cooling water as it passes through  the
condensers, and (4) the maximum amount of  flow that could be directed from
the river for cooling.
     TABLE 5.  SIMULATIONS PERFORMED ON THE QUAL-3 MODEL  USING  DIFFERENT
                  COMBINATIONS OF OPTIONS LISTED IN TABLE 4

Simulation or
run
1 Tl,
2 Tl,
3 Tl,
4 T2,
5 T2,
6 T2,
7 T2,
8 Tl,
9 Tl,
PI,
P2,
P2,
P2,
P2,
P3,
P3,
P3,
P3,
D,
D,
N,
D,
N,
D,
N,
D,
N,
Scenario
option
Cl,
Cl,
Cl,
Cl,
Cl,
Cl,
Cl,
Cl,
Cl,
Al
Al
Al
Al
Al
A2
A2
A2
A2
Simulation
run
10
11
12
13
14
15
16
17
18
or
Tl,
T3,
T3,
T2,
T2,
T2,
T2,
T2,
T2,
Scenario
option
P3,
PI,
P2,
P2,
P3,
P2,
P3,
P2,
P3,
D,
D,
D,
D,
D,
D,
D,
D,
D,
Cl
Cl
Cl
C2
C2
C3
C3
Cl
Cl
,
,
,
,
,
,
,
,
,
Al
Al
A2
Al
A2
Al
A2
A3
A4
                                      35

-------
     At 1,800 cfs low flow, waste heat from each  100 MW of generated  power
will raise the river temperature 0.84°F.   If we assume that a  5°F
temperature increase is the maximum that is tolerable during summer low flow
conditions, the waste heat from 593 MW of waste energy, or slightly more
than that produced by one of the Columbia units,  could be passed  into the
river.  If only one-half the flow (900 cfs) is diverted for cooling,  the
temperature of the cooling water would be expected  to increase  10°F (or
about 6°F less than the temperature difference at the influent  and effluent
ends of the cooling pond at the Columbia Station).  Such an increase  is well
within normal operating designs for power plant condensers.

     Hence, the essential constraints are the 5°F rule and the  low flow
rate.  Heat discharge simulations in this study were thus based upon  the
waste heat discharge from a single Columbia unit, which would  produce a
4.64°F increase in the Wisconsin River at  1,800 cfs.

     Tables 6 and 7 summarize the various parameters that were  used in the
model for the three potential heat discharge locations to determine the
temperature profiles downstream of these dischargers.  All simulations were
based on the assumption that all cooling waters diverted from  the river for
cooling would be returned to the river flow.  Variables marked  with "a" in
Table 6 varied according to the location of the discharge and  the reaches
being modeled.  Values for the clean sky solar radiation were  based on a
daily value of 900 cal/cm /day.   These were prorated over a period of 13 h
instead of 24 h so that the incoming solar radiation could be  set at  zero
during nighttime hours.  Values of air temperature  and relative humiditywere
chosen to represent typical hot weather periods during late July  and  early
August.  Steady-state temperatures in the simulations were obtained after
integration for 10 days.

     Compatibility between QUAL-3 simulations containing a power  plant heat
discharge and those based on natural river temperatuares was maintained by
basing the natural river temperatures used in the QUAL-3 simulations  on the
no-heat discharge simulations of the Paily and Macagno (1976)  model.   Thus,
daytime temperatures were set at 77.84°F upstream of river mile 122 and
78.78°F downstream of mile 122 and nighttime temperatures were  set at
75.45°F upstream of mile 122 and 76.25°F downstream of mile 122.

Discharge From the Portage Wastewater Treatment  ELant

     The city of Portage is in the unusual position of being able to  choose
whether to discharge its treated wastewater into  either the Great Lakes/St.
Lawrence River watershed or into the Wisconsin/Mississippi River  basin.
Although discharge is presently into the Fox River  and thence  into  Lake
Michigan, discharging into the Wisconsin River is being considered.   Table  8
summarizes the three discharge conditions  used  for simulations in  this
study.  The unrealistically high levels of nitrogen discharges  were used in
Scenario P2 (Table 4) to ensure that maximum algal  growth would take  place
in response to the phosphorus discharge from the  Portage treatment  plant.
                                      36

-------
       TABLE 6.  INPUT DATA USED  IN  PAILY AND MACAGNO  (1976)  HEAT MODEL SIMULATIONS
Variable
QE
TE
QN
TR
M
DELX
DELT
WIDTH
DEPTH
S
E
%AX
C
H
RH
TA
PCL
VA
PA
DAYSEC
Both day
Description Day and Night
Effluent flow rate *
Increase in water temperature *
passing through plant
Natural river flow rate 1,800-QE cfs
Natural river temperature *
initially
No. of elements *
Length of each element 1,056 ft
Duration of each time step 900 sec
Width of river *
Depth of river *
Scale factor 1.0
Dispersion coefficient *
Total no. of time steps 960
in simulation
Amount of cloudiness 7.3 tenths
Cloud height 1,000 m
Relative humidity 0.30
Air temperature 26.7
cal
Clear sky solar radiation 1,661.5 — ~/day
cm
Velocity of wind 3.50 m/sec
Air pressure 989.27 mb
Time of sunset/sunrise 72,000 sec
Night












1.5 tenths
1,000 m
0.92
21.6
0.0 ^|/da:
cm
1.0 m/sec
989.27 mb
25,200 sec

*See Table 5 for values.
                                           37

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     TABLE 7.  TEMPERATURE MODEL INPUT DATA FOR DAY AND NIGHT SIMULATIONS
           (SEE APPENDIX G  AND  TABLE  4  FOR EXPLANATION  OF  VARIABLES)


                  Site at river mile 108.5
                  108.5-104.5   104.5-100.0    Site at river   Site at river
  Variables         (river)        (lake)       mile 119.0      mile 130.0


QE (cfs)              900             0             900               900
TE (°F)                 9.28          -               9.28              9.28
TR (°F)                77            77              77                77
M                      50            50             100               100
Width (ft)          2,000         3,040.54          738               791
Depth (ft)              1.5           6.66            2.33              1.94
E (miles2/day)          4             8               4.94              6.34
             TABLE 8.  INPUT DATA FOR DISCHARGE CONDITIONS FROM
                     PORTAGE WASTEWATER TREATMENT PLANT

                     No discharge     Discharge with no     Discharge with
                     (discharge in-   phosphorous nitro-    removal of phos-
   Variable          to Fox River)       gen treatment      phorus/nitrogen
Discharge (cfs)            0                3.09                   3.1
BOD (mg/liter)             -               30                     30
DO (mg/liter)              -                2.0                    5.0
Ammonia (mg/liter)         -                6.0                    1.0
N02/N03 (mg/liter)         -               144                     12

POj, (mg/liter)             -               12                      3.0
                                      38

-------
NUTRIENT LEVELS IN THE RIVER

     Five nutrient scenarios were created to simulate  the various  conditions
of nitrogen and phosphorus concentrations and discharges into  the  Wisconsin
River (Table 9).  Scenario AO was created as a special case  of present-day
conditions with no limits to algal growth.  Scenario Al represents the  best
approximation to present-day conditions as represented by the  WDNR
measurements.  Almost all the phosphorus in the river  was assumed  to  be tied
up in the algae; hence this scenario represents a phosphorus-limiting
condition for the growth of algae.

     Scenario A2 considers the effect of a program  to  reduce both  point and
non-point sources of phorphorus and nitrogen discharges into the Wisconsin
River.  The nitrogen and dissolved phosphorus levels at the  headwater of the
model, Kilbourn Dam, and in water entering the model as incremented run-off
were assumed to be half of those in Scenario Al.

     Scenarios A3 and A4 examined the effects of limited levels of nitrogen
on algal growth.  In Scenario A3 the level of nitrogen from  run-off
conditions was reduced to one-fourth the level of Scenario Al  and  in
Scenario A4 it was reduced to one-eighth the level  of  Al,  In  Scenarios A3
and A4 values of dissolved phosphorus entering the  model at  Kilbourn  Dam
were assumed to be 10 times greater than in Scenario Al and  Scenario  A2.
Levels of nitrate entering the flow at the headwater were assumed  to  be less
than one-third of the level in Scenarios Al and A2.  Levels  of nutrients in
Scenario A4 were set at one-half the levels assumed in Scenario A3.

OTHER SIMULATION CONDITIONS

     All daytime simulations were run as steady-state  runs,  in which  15 h of
model time were allowed for steady-state to be reached.  Nighttime
conditions were considered to be nonsteady-state; hence, they  were simulated
as dynamic runs using the steady-state daytime conditions as initial
conditions.  Maximum dynamic simulation time was 10 h,  using a time step of
15 min.  Nighttime algal oxygen production was set  at  zero and nighttime
temperatures predicted by the heat model were employed.

     Model tuning was performed with discharge conditions as they  were  in
the summer of 1978 (i,e., no Portage discharge and  primary treatment
discharges from Wisconsin Dells and Lake Delton Sewage  Treatment  Plants),
but scenario simulations were carried out with the  possible  wastewater  loads
anticipated for the year 2000.
                                     39

-------
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                             40

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                                  SECTION 6

                           RESULTS OF SIMULATIONS

INITIAL MODEL RUNS AND MODEL FITTING

     Initial runs were performed with the QUAL-3 model using  present-day
conditions (Run 1, Figure 8) and with nutrient values equivalent  to  those  in
Scenario A3.  The following discrepancies appeared between  the  model results
and data collected by the WDNR, the USGS, and by this study:   (1)  simulated
levels of dissolbed oxygen were lower than observed  levels  for  miles 106.4
to 102.0, (2) simulated levels of phosphorus and nitrates were  much  lower
than observed levels, (3) the model predicted levels of  biochemical  oxygen
demand (BOD) in Lake Wisconsin that were about one-fourth the observed
levels, and  (4) simulated organic nitrogen levels were only one-half of
observed levels.  The nutrient discrepancy may have  been caused by lower
incremental  run-off of nutrients in the model than actually is  the case, by
inadequate production of algal biomass as a result of nitrification,  or  by
to rapid settling out of the algal biomass to the bottom of the river in the
model.  The  precipitous drop in the levels of dissolved  oxygen  and BOD in
the part of  the model where Lake Wisconsin begins is due to four  important
factors:  (1) reduced aeration due to the lower flow velocities and  less
mechanical mixing, (2) greater settling rates of particulates  (3)  die-off  of
some of the  algal biomass due to reduced sunlight in deeper water, and (4)
greater detention time in each computational element of  organically  decaying
matter.

     Tuning  activities in this study were limited to producing  a  modeling
tool reliable for the evaluation of the various trade-offs  between heat,
BOD, and nitrogen/phosphorus discharges.  More elaborate tuning would have
been required to develop a water quality enforcement and monitoring  tool.
The following changes from the initial runs (Scenarios A3 and A4  in  Table  9)
were made.   (1) All BOD entering the model through the headwater  or  from
incremental  run-offs was assumed to have a decay rate 0.08/day  lower than
BOD from sewage treatment plant discharges.  (2) The levels of  nitrogen  in
the model were increased, primarily in the incremental run-off, so as to
increase the model's sensitivity to phosphorus discharges into  the river.
(3) Because  of the extremely low levels of orthophosphorus  found  in  the
field survey, almost all the background phosphorus in the model was  assumed
to be part of the algal biomass.  (4) The levels of  dissolved phosphorus
entering the region was reduced by a factor of 10 in the QUAL-3
simulations.  This adjustment was made because the total amount of observed
phosphorus (including that in the algal biomass) in  the  Wisconsin  River  near
Lake Wisconsin was 0.02 to 0.05 mg/liter, whereas the initial runs simulated
total phosphorus levels to be 0.12 to 0.14 mg/liter.  These changes  produced
somewhat higher BOD and dissolved oxygen values in the Lake Wisconsin parts


                                     41

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of the model.  In addition, total phosphorus  levels  in the  model more
closely matched the values obtained in the field survey.

     An additional refinement in the model simulations was  required because
of the imminent upgrading of the Wisconsin Dells Sewage Treatment Plant  and
the closing of the Lake Delton  Sewage Treatment  Plant.  Because  of the lack
of information on the nitrogen/phosphorus content of  the  effluents of these
two treatment plants,, their effects were not included.  Nevertheless, the
simulations indicated a modest  decrease in the level  of total  BOD in the
river and no apparent increase  in the dissolved  oxygen level.  The reasons
for this are (1) levels of dissolved oxygen are already close  to saturation
and (2) most of the BOD entering the model (just below Kilbourn  Dam at
Wisconsin Dells) is the slow biodegrading type resulting  from  industrial
discharges into the upper Wisconsin River.  Hence, the small decrease in
overall BOD had a negligible effect on the levels of  dissolved oxygen.  The
remaining scenarios assumed discharge from a  new Wisconsin  Dells Sewage
Treatment Plant.

     Nighttime simulations indicated little change from the daytime steady-
state simulations and, therefore, only the daytime results  are discussed.

SIMULATED EFFECTS OF HEAT DISCHARGES

Conversion of Heat Model Output to QUAL-3 Reach  Temperatures

     Simulations were performed for heat discharges at three locations along
the Wisconsin River that were considered as possible  sites  for future
electric generating stations:   (1) at mile 108.5 (site of present Columbia
Generating Station), (2) at mile 119.0, and (3) at mile 130.0  (approximately
16 miles northwest of Portage).  Simulations  at the  first discharge location
extended into Lake Wisconsin, which resulted  in wide  discrepancies between
the convective transports in the heat model (which are the  same  everywhere
in the model) and convective transports in the QUAL-3 model, where river
velocities are allowed to vary  by reach.

     In the heat model the deeper, slower-moving water in Lake Wisconsin
impeded cooling because of the  smaller ratio  of  surface area to  water
volume.  The reduced rate of the convective transport of high  temperatures
downstream, which gave the water "more time"  to cool  down,  counteracted  this
trend.  Preliminary tests indicated that the  convective transport effect
might dominate until the depth  became great enough for the  lake  effect to
predominate.  To capture this effect, the simulations of heat  discharges
from the present Columbia site  were split into two parts, the  first covering
from mile 108.5 to 104.5, where the river behaved mostly like  a  river, and
the second from 104.5 to 100.0, where the behavior was similar to a lake.
For the first simulation, the convective variations were  assumed to
predominate.  The detention time in each QUAL-3 element was converted into a
distance in the heat model using the average  (constant) velocity in the  heat
model.  These distances were then converted into the  appropriate element
numbers by dividing the horizontal element size by DELX in  the heat model.
For temperature simulations with a large air/water temperature differential,
this method would not represent an accurate picture  of the  thermodynamic

                                      43

-------
processes at work.  However, since the air temperature was within  5°C  of  the
water temperature in this study, mixing an densimetrie instability effects
were probably minimal.

     In the lake portion of the first simulation, perfect matching with the
river portion was not obtained.  However, the temperature gradient observed
in the lake simulation was used to extrapolate the  temperature  from mile
104.5 to mile 100.0.  The resulting temperatures used in the QUAL-3
simulations are shown in Figure 9a.  The square-toothed pattern results from
specifying averages by QUAL-3 reach (except for nighttime simulations  in
which temperatures were specified by computational  element).

     Simulations of heat discharges at miles 119.0  and 130.0 covered regions
of the river where the flow velocities are thought  to be much more
uniform.  Therefore, a direct one-to-one distance mapping from  the heat
model to the QUAL-3 model was used.  Temperatures used in simulations  of
discharges from these sites are presented in Figure 9b.  The slightly
elevated Lake Wisconsin temperature (at mile 100.0)  for the simulation of
heat discharge at mile 130.0 is the result of higher dispersive and
convective transports assumed in that heat simulation.

Effects of Heat Discharges from Three Itower Plant Sites

     Discharges of waste heat at miles 108.5, 119.0, and 130.0  are compared
in Figure 10.  In these simulations dissolved oxygen dropped 0.30 mg/liter
in stretches of the river 12 to 18 miles downstream of the discharge
points.  Although some of this effect resulted from the reduced
concentration of oxygen at saturation due to higher temperatures,  the  dotted
curve in Figure 11 indicates that this reduction in dissolved oxygen was
reversed by reductions of the nitrogen and phosphorus levels in the river
(from Scenarios Al to A2).  In general, runs 14 and 18 (Table 5) indicate
that the overall balance of nutrients in the river  would affect the level of
dissolved oxygen to a greater extent than the position of any heat
discharge.

     These results illustrate the complex interaction among the various
constituents of nitrogen, phosphorus, algae, dissolved oxygen,  and the rates
of reaction affecting algal growth, nitrification,  and denitrification.   In
general, the higher levels of nitrogen and phosphorus is the presence  of  a
heat discharge caused greater drops in the levels of dissolved  oxygen,
especially where mechanical reaeration was limited  in the backwaters of Lake
Wisconsin.  At the same time, nitrate levels dropped more rapidly, and
ammonia and nitrite levels increased somewhat (Figure 12, 13 and 14).  The
complex relationships among levels of these nutrients were not. analyzed in
depth in this study, but the preliminary simulations indicated  that higher
ammonia levels resulted from heat addition to both  low- and high-level
nitrogen/phosphorus backgrounds (Scenarios Al and A2).

     Simulations were run with extremely high heat  discharges at river mile
108.5.  The addition of heat equivalent to that produced by generation of
1,086 MW of electricity is enough to raise the river temperature 10°F  at
1,800 cfs.  In the absence of any effluents from the Portage Wastewater

                                     44

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Treatment Plant, this amount of heat produced conditions very similar  to  the
discharge of heat from 550 MW of electric generation with discharges from
Portage having high levels of nutrients  (Figures 15 and 16).  Such  a high
level of heat discharges was not intended to be a realistic scenario,  but by
including it we hoped to explore the practical limits of the river's
capacity for waste heat.  The results are not conclusive since the  simulated
temperatures probably exceeded the range for which the QUAL-3 model is
valid.  Nevertheless, the high heat simulations were useful in clarifying
two effects:  (1) Addition to heat does  lower the dissolved oxygen  simply
because of the lowered level of saturation of dissolved oxygen in warmer
water and (2) the presence of nutrients  increases the river's sensitivity to
the adverse effects of heat discharges, especially in the region of Lake
Wisconsin.  The exact mechanisms causing this second effect are unclear,  but
they seem to be linked to the increased rates of algal growth in the flowing
partsiof the river and to elevated levels of oxygen consumption as  the algae
die and consume oxygen in decomposition.

SIMULATED EFFECTS OF DISCHARGES FROM PORTAGE WASTEWATER TREATMENT  PLANT

     Simulations showing the effects of various types of discharges from  an
outfall of the Portage Wastewater Treatment Plant into the Wisconsin River
are depicted in Figure 15.  In all cases a tiny increase in the BOD level is
predicted.  The most likely scenario for the level of dissolved oxygen is
the middle curve below mile 108, labeled "without Portage POWTP
discharge."  These conditions are almost identical to those simulated  with
present-day levels of background nitrogen and phosphorus in the river,  80%
phosphorus removal (and similar reductions in nitrogen levels) from any
Portage effluent, and heat discharge equivalent to 550 MW of electrical
generation into the river at mile 108.5  (see Figure 9).  In the absence of
heat discharges, discharge from the Portage outfall is expected to  raise
dissolved oxygen levels by 0.5 mg/liter at mile 100.0.

     Although the Portage discharges were simulated to take place at mile
114.2 (Figure 4a), the effects of the discharges might extend considerably
downstream.  Because of the continually decreasing velocity of flow, the
deeper water, and the decreasing reaeration as the river becomes influenced
by the backwaters of Lake Wisconsin below mile 106.4, the classical oxygen
sag curve is not evident.  Figure 15 indicates that the most sensitive area
for maintenance of adequate water quality in terms of sufficient levels of
dissolved oxygen is the deeper, more stagnant Lake Wisconsin, as opposed  to
the reaches of the river immediately downstream of Portage.

     An additional scenario (P2) was run assuming a high phosphorus
discharge from the Portage Wastewater Treatment Plant whose effects are not
limited by nitrogen (solid line in Figure 11).  This configuration  is  the
extreme case, representing the maximum possible drop in the level of
dissolved oxygen in Lake Wisconsin caused by potential discharge from  the
Portage treatment plant, with the possible exception of unpredictable
effects of algal blooms in Lake Wisconsin.
                                      52

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EFFECTS OF NUTRIENT LEVELS IN THE WISCONSIN RIVER

     The levels of nitrates and dissolved phosphates had the greatest
effects on dissolved oxygen levels in the study region.  Figure  17  compares
results of four simulations using four levels of background nitrogen and
phosphorus and with treated versus untreated nutrient discharge  from the
Portage Wastewater Treatment Plant.  The most significant results are  that
as the nutrient load increases, the level of dissolved oxygen  decreases and
that the largest decreases in dissolved oxygen tend to occur in  Lake
Wisconsin (below river mile 106.4).

     Increased nutrient levels have the potential of causing sudden and
extensive algal growth, which in turn may lead to algal blooms.   Such
developments are difficult to predict and simulate, but they are extremely
significant, for as the algae die it rapidly decreases the level of
dissolved oxygen.  Nowhere in the simulations performed were large  growths
of algae experienced.  An unsuccessful attempt was made to simulate the
effects of an increase in the dissolved phosphorus level at the  headwater of
the model from 0.01 to 0.03 mg/liter.  It was anticipated that this
simulation would create higher levels of algal growth and correspondingly
lower levels of dissolved oxygen, especially in Lake Wisconsin.   If this
were the case, the Wisconsin River in the region studied would be limited by
the amount of dissolved phosphorus that could enter the river either at the
headwater or from any sewage treatment plant in the region.
                                      55

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                                                                                       CU vo
                                                                                       60
                                                                                          co
                                                                                       >-l G
                                                                                       rt =)
                                                                                       U M
                                                                                       •H
                                                                                       e M
                                                                                        ^3
                                                                                       rH  JJ
                                                                                       O
                                                                                       CO  60
                                                                                       co  a
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-------
                                  REFERENCES
.Ames, W. F.  1977.  Numerical methods for partial differential  equations.
     Academic Press, New York.  365 p.

Andrews, C. B., and M. Anderson.  (In press).   Impacts of  coal-fired  power
     plants on local groundwater systems.  U.S.  Environmental  Protection
     Agency, Cincinnati, Ohio.

Chow, V. T.  1959.  Open channel hydraulics.  McGraw-Hill,  New  York.   680  p.

Fisher, H.  1968.  Methods for predicting dispersion coefficients  in  natural
     streams, with applications to lower reaches of the  Green and  Dumawish
     Rivers, Washington.  U.S. Geological Survey Professional  Paper 582-A,
     Washington, D.C.  p. A1-A27.

Gebert, A.  1971.  Low-flow frequency of Wisconsin streams.  U.S.  Geological
     Survey, Hydrologic Investigations, Atlas HA-390.  Washington,  D.C.
     (map).

Gebert, W. A., and B. K. Homstrom.  1974.  Low-flow characteritics  of
     Wisconsin streams at sewage treatment plants.  U.S. Geological Survey,
     Water Resources Investigations 45-74, in cooperation  with  Wisconsin
     Department of Natural Resources.  Washington, D.C.  101 p.

Norton, W. R., L. A. Roesner, D. E. Evenson and J. R. Monser.   1974.
     Computer program documentation for the stream quality model QUAL-11.
     Interim technical report prepared for the  U.S. Environmental  Protection
     Agency by Water Resources Engineers, Inc., Walnut Creek, California.
     Unpublished.

O'Connor, D. J., and W. E. Dobbins.  1958.  Mechanism of reaeration in
     natural streams.  Tans. Am. Soc. Civil Eng. 123:644-666.

Paily,  P.  P., and E. 0. Macagno.  1976.  Numerical prediction of thermal
     regime of rivers.  J. Hydraulics Div., Am.  Soc. Civil  Eng.
     102:255-274.

Patterson, D., and J. Rogers.  1978.  QUAL-III water quality model
     documentation.  Wisconsin Department of Natural Resources, Water
     Quality Evaluation Section.  Unpublished.

Texas Water Development Board.  1971.  Simulation of water quality  in
     streams and canals:  Theory and description of the  QUAL-I mathematical
     modeling system.  Report No. 128, Austin,  Texas.  86  p.

                                      57

-------
Texas Water Development Board.  1970.  QUAL-I:   Program documentation and
     users manual.  Systems and Engineering Div., Texas Water  Development
     Board.  Austin, Texas.

U.S. Army Corps of Engineers.  1972.  Flood plain information:   Wisconsin
     River in the vicinity of Portage, Wisconsin.   St.  Paul, Minnesota.
     64 p.

U.S. Army Corps of Engineers.  1975.  Flood plain information:   Wisconsin
     River in Columbia and Sauk Counties.  St.  Paul, Minnesota.   23 p.

U.S. Army Corps of Engineers.  1976.  HEC-2 water surface  profiles:  User's
     manual with supplement.  Hyudrologic Engineering  Center,  Computer
     Program 723-X6-L202A.  Davis, California.   1 vol.

U.S. Geological Survey.  1967-1977.   Surface Waters of  the  United States.
     Washington, D.C.

Wisconsin Department of Natural Resources.  1972.   Pollution investigation
     survey:  Lower Wisconsin River.  Div. of Environmental Protection.
     Madison, Wisconsin.  40 p.

Wisconsin Department of Natural Resources.  1973.   Pollution investigation
     survey:  Baraboo and Lemonweir Rivers.  Division  of Environmental
     Protection.  Madison, Wisconsin.  29 p.

Wisconsin Department of Natural Resources (unpublished).   Bathymetric chart
     of Lake Wisconsin.  Available from Wisconsin Department of  Natural
     Resources, Madison, Wisconsin.

Wisconsin Department of Natural Resources (unpublished).   Cross  section
     data of the Wisconsin River from the Holbourn  Dam to  the  Interstate
     90/94 bridges.  Madison, Wisconsin.  Computer  punch cards.

Wisconsin Department of Natural Resources (unpublished).   Listing of input
     data for QUAL-3 water quality model:  FORTRAN.  Available from the
     Wisconsin Department of Natural  Resources,  Madison, Wisconsin.

Wisconsin Department of Natural Resources.  1976.   Tabulations of water
     quality chemical data for the Wisconsin River  at  Prairie  due Sac and
     Wisconsin Dells, and for the Baraboo River at  County  Trunk  Highway  X
     east of Baraboo, Wisconsin.  Data available from  Wisconsin  Department
     of Natural Resources, Madison, Wisconsin.

Wisconsin Department of Natural Resources (unpublished).   Semi-annual
     analyses and stream bed sediment deposition at state  highway bridge
     piers.  Provided by Wisconsin Department of Transportation, Div. of
     Highways, Madison, Wisconsin.
                                      58

-------
                                 APPENDIX A

                    CARD INPUT USED IN QUAL-3 SIMULATIONS

     Data and constants are provided as card input  to  the  QUAL-3 model using
the formats as described in the documentation to the QUAL-3 model  (Patterson
and Rogers 1978).  Input data for Run 2 is presented in  this  section along
with abbreviated card listings for the baseline, PI, and P3 scenarios.
Variables and rate constants are the same as those  in  Tables  2  and 9.
Concentrations are in mg/liter, except for chlorophyll-a,  which is in
ug/liter.  Temperatures are in degrees Fahrenheit.
                                     59

-------
                   WISCONSIN DEPT. OF NATURAL RESOURCES

          * * * DATA LIST FOR MODIFIED QUAL3 STREAM QUALITY ROUTING MODEL * * *
   $$$ (PROBLEM TITLES) $$$
CARD TYPE
TITLE01
TITLE02
TITLE03
TITLE04
TITLE05
TITLE06
TITLE07
TITLE08
TITLE09
TITLE10
TITLE11
TITLE12
TITLE13
TITLE14
TITLE15
TITLE16
TITLE17
TITLE18
ENDT1TLE



YES
NO
NO
NO
YES
YES
YES
YES
YES
YES
YES
NO
YES
NO
YES
YES

                                  QUAL-I PROGRAM TITLES
                      TWDB/WRE/DP-DNR VERSION QUAL-3
                      NAME  OF BASIN = WIS.  RIVER IN VICINITY OF PORTAGE,  WISC.
                      ALGAE VS BENTHIC DEMAND
                      WRITE A RESTART FILE
                      READ  AND WRITE A RESTART FILE
                      TEMPERATURE SIMULATION
                     BODXY  BIOCHEMICAL OXYGEN DEMAND  IN MG/L
                      ALGAE AS ALGAE IN  MG/L
                      PHOSPHOROUS SIMULATION
                      AMMONIA AS N IN MG/L
                      NITRITE AS N IN MG/L
                      NITRATE AS N IN MG/L
                      DISSOLVED OXYGEN IN MG/L
                      COLIFORMS
                      TELETYPE OUTPUT
                      CALCOMPLOT
                      CALCULATE BENTHIC  UPTAKE VS   S.S.
                      ORGANIC N SIMULATION
   $$$ DATA TYPE 1 (CONTROL DATA) $$$

CARD TYPE
LIST OF  DATA
NO FINAL SUMMARY
NO FLOW  AUGMENTATION
STEADY  STATE SIMULATION
NUMBER  OF  REACHES          25.
NUM     OF  HEADWATERS      1.
TIME STEP  HOURS DELT      .25
MAXIMUM  ROUTE TIME         11.
ENDATA1
0 UPTAKE BY  NH3 (MGO/MGN)        3.4
0 PROD  BY  ALGAE (MGO/MGN)  A3    2.00
N CONTENT  OF ALGAE(MGN/MGA)  Al  .06
ALG  TIME  TO FIRST PRINT      =    00.
N HALF  ST  CONSTANT MG/L CRN      .02
LIGHT      SAT CONST LNGLY/MIN CK.21
ENDATA1A
                                     CARD TYPE
                                     BEGIN  PRINT RCH            1.
                                     END  OF PRINT              25.
                                     TELETYPE PRINT INTERVAL    5.
                                     FRACTION BENTHIC  DEMNND   1.0
                                     NUMBER OF JUNCTIONS       0.
                                     NUMBER OF WASTLOADS       13.
                                     LENTH.  OF COMP. ELEM.  MI .1
                                     TIMR INC FOR RPT2         10.
                                 0 UPTAKE  BY N02 (MGO/MGN)
                                 0 UPTAKE  BY ALGAE (MGO/GMA) A4
                                 P CONTENT OF ALGAE(MGP/MGA) A2
                                 DENITRIFICATION RATE(I/DAY)
                                 P 1/2  SAT CONST MG/L  CKP
                                 DAILY  SONET LANGLEYS
    $$$ DATA TYPE 1A (ALGAE PRODUCTION AND NITROGEN OXIDATION CONSTANTS) $$$
CARD TYPE
0 UPTAKE  BY NH3 (MGO/MGN)        3.4
0 PROD  BY ALGAE (MGO/MGN)  A3   2.00
N CONTENT OF ALGAE(MGN/MGA) Al  .06
ALG  TIME TO FIRST PRINT       =   00.
N HALF  ST CONSTANT MG/L  CRN     .02
LIGHT
ENDATA1A
SAT CONST  LNGLY/MIN CK.21
    CARD TYPE
0 UPTAKE  BY N02 (MGO/MGN)
0 UPTAKE  BY ALGAE (MGO/GMA) A4
P CONTENT OF ALGAE(MGP/MGA) A2
DENITRIFICATION RATE(I/DAY)
P 1/2 SAT CONST MG/L  CKP
DAILY SONET LANGLEYS
                                  1.14
                                  1.50
                                  .01
                                    .4
                                  .01
                                  530.
1.14
1.50
.01
 .4
.01
530.
                                        60

-------
 $$$ DATA TYPE 2  (REACH IDENTIFICATION)  $$$
 CARD TYPE
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
 STREAM REACH
ENDATA2
                 REACH ORDER AND IDENT
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
24.
RCH-
RCH=
RCH=
RCH=
RCH=
RCH»
RCH-
RCH-
RCH-
RCH-
RCH»
RCH-
RCH=
RCH-=
RCH=
RCH=
RCH=
RCH-
RCH«
RCH=.
RCH =
RCH-
RCH-
RCH-
25.  RCH-
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
FROM
R. MILE
137.0
135.8
134.5
132.5
130.5
129.5
127.5
125.5
123.5
122.0
120.5
118.5
116.6
115.2
113.7
112. 1
110.5
110.0
108.5
107.2
105.5
104.5
102.5
102.0
101.0

TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
 £$$ DATA TYPE 3 (TARGET LEVEL DO AND FLOW AUGMENTATION SOURCES)  $$$
                                                              R. MILE
                                                               135.8
                                                               134.5
                                                               132.5
130.
129.
127.
125.
123.5
122.0
120.5
118.5
116.6
115.2
113.7
112. 1
110.5
110.0
108.5
107.2
105.5
104.5
102.5
102.0
101.0
100.0
CARD TYPE
ENDATA3
REACH      AVAIL HDWS   TARGET    ORDER OF AVAIL SOURCES
  .0       .0           .0  0.  0.    0.   0.       0.
                                         61

-------
$$$ DATA TYPE 4 (COMPUTATIONAL REACH FLAG FIELD)  $$$
CARD TYPE
FLAG FIELD
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FLAG
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
FIELD
REACH ELEMENTS /REACH
RCH= 1. 12.
RCH-
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH=
RCH-
RCH-
RCH-
RCH=
RCH=
RCH=
RCH =
RCH=
RCH-
RCH«
RCH-
RCH=
RCH=
RCH-
RCH-
RCH=
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
24.
25.
13.
20.
20.
10.
20.
20.
20.
15.
15.
20.
19.
14.
15.
16.
16.
5.
15.
13.
17.
10.
20.
5.
10.
10.
1 .
2.
2.
2.
2.
2.
2.
2.
2.
2.
2.
2.
2.
2.
2.
2.
6.
2.
6.
2.
2.
2.
2.
2.
2.
COMPUTATIONAL FLAGS
6.2.6.2.2.2.2.2.2.6.6.
2.2.2.2.2.2.2.2.6.2.2.2.
2.2.2.2.2.2.2.2.2.2.2.2.
2.2.2.2.2.2.2.2.2.2.2.2.
2.2.2.2.2.2.2.2.2.
2.2.2.2.2.2.2.2.2.2.2.2.
2.2.2.2.2.2.2.2.2.2.2.2.
2.2.2.2.2.2.2.2.2.2.2.2.
2.2.2.2.2.2.2.2.2.2.2.2.
2.2.2.2.2.2.2.2.2.2.2.2.
2.2.2.2.2.2.2.2.2.2.2.2.
2.2.2.2.2.2.2.2.2.2.2.2.
2.2.2.2.2.2.2.2.2.2.2.2.
2.2.2.2.2.2.2.2.2.6.2.2.
2.2.2.2.2.2.2.2.2.2.2.2.
2.2.2.2.2.2.2.2.2.2.2.2.
7.2.2.2.
6.2.2.2.2.2.2.2.2.2.2.2.
6.2.2.2.2.2.2.2.2.2.2.2.
2.2.2.2.2.2.2.2.2.2.2.2.
2.2.2.2.2.2.2.2.2.
2.2.2.2.2.2.2.2.2.2.2.2.
2.2.2.2.
2.2.2.2.6.2.2.2.2.
2.2.2.2.2.2.2.2.5.


2.
2.

2.
2.
2.
2.
2.
2.
2.
2.
2.
2.
2.

2.

2.

2.





2.
2.

2.
2.
2.
2.
2.
2.
2.

2.
2.
2.

6.

2.

2.





2.
2.

2.
2.
2.


2.
2.


2.
2.



2.

2.





2.2.
2.2.

2.2.
2.2.
2.2.


2.2.
2.2.







2.

2.2.





2.2
2.2

2.2
2.2
2.2


2. 2
2.









2.2



ENDATA4
                                                   COMPUTATIONAL FLAGS
                                                   1 = headwater
                                                   2 = normal element
                                                   3 = tailwater
                                                   6 = wastewater source or tributary
                                                   7 = uptake from river
                                              62

-------
$$$ DATA TYPE 5 (HYDRAULIC COEFFICIENTS FOR VELOCITY AND DEPTH AND
AREA OF
FLOW
CARD TYPE
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
HYDRAULICS
ENDATA5
REACH
RCH-
RCH»
RCH-
RCH-
RCH»
RCH-
RCH-
RCH=
RCH-
RCH=
RCH«=
RCH-
RCH-
RCH=
RCH-
RCH-
RCH-
RCH«
RCH=
RCH=
RCH-
RCH-
RCH-
RCH-
RCH-

1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
24.
25.

COEFQV
3260.
3610.
2575.
2562.
2097.
1307.
1970.
1631.
1879.
1674.
1356.
1486.
1209.
1455.
1460.
1259.
1487.
1572.
2349.
3105.
5100.
13500.
13225.
39581.
80092.

87
27
29
,00
,41
,64
,55
,73
,83
,63
,44
,44
,01
,53
,82
,02
, 60
,74
,99
,02
,00
,00
,00
,00
,00

EXPOQV
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.

11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11

SLUDE)
$$$

DEPTH
COEFQH
9
7
4
3
3
1
2
1
1
1
1
1
2
3
1
1
1
2
3
3
4
5
5
6
6

.
»
.
.
•
*
.
.
.
•
.
.
•
•
•
.
•
•
•
•
•
.
•
•
•

69
93
82
61
12
85
48
86
50
66
49
86
13
16
84
39
37
10
30
59
25
00
75
23
66

EXPOQH
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1

.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00

                                   MANNING'S
                                      N
                                    CMANN
                                      .042
                                      .041
                                      .040
                                      .040
                                      .036
                                      .035
                                      .035
                                      .038
                                      .040
                                      .036
                                      .036
                                      .038
                                      .038
                                      .035
                                      .035
                                      .035
                                      .035
                                      .035
                                      .035
                                      .035
                                      .040
                                      .035
                                      .035
                                      .035
                                      .035
63

-------
$$$ DATA TYPE 6 (REACTION COEFFICIENTS FOR DEOXYGENATION AND REAERATION) $$$
CARD TYPE
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
REACT COEF
ENDATA6
               REACH
                 1.
                 2.
                 3.
                 4.
                 5.
                 6.
                 7.
                 8.
                 9.
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH> 10.
RCH> 11.
RCH> 12.
RCH> 13.
RCH> 14.
RCH> 15.
RCH> 16.
RCH> 17.
RCH> 18.
RCH> 19.
RCH> 20.
RCH> 21.
RCH> 22.
RCH> 23.
RCH> 24.
RCH> 25.
 CK1
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
0.30000
 CK3
0.080
0.080
0.080
0.080
0.080
0.080
0. 080
0.080
0.080
0.080
0.080
0.080
0.080
0.080
0.080
0.080
0. 080
0.080
0.080
0.080
0.080
0.080
0.080
0.080
0.080
Re-aeration
  option
   K20PT
    3.
    3.
    3.
    3.
    3.
    3.
    3.
    8.
    8.
    8.
    8.
    3.
    3.
    3.
    3.
    3.
    3.
    3.
    8.
    8.
    8.
    3.
    8.
    8.
    8.
   Wind
speed (m/s)
   COEQK2
   2.0
   3.2
   3.2
   3.2
   3.2
   3.2
   3.2
   3.2
   3.2
   3.2
   3.0
   3.0
                                                                     3.0
                                                                     3.0
                                                                     3.0
                                                                     3.0
                                                                     3.0
                                                                     3.0
                                                                     3.0
                                                                     3.0
                                                                     3.0
                                     64

-------
$$$ DATA TYPE 6A (ALGAE, NITROGEN, AND PHOSPHOROUS CONSTANTS)
CARD TYPE REACH
ALGAE, N AND P COEF RCH> 1.
ALGAE, N AND P COEF RCH> 2.
ALGAE, N AND P COEF RCH> 3.
ALGAE, N AND P COEF RCH> 4.
ALGAE, N AND P COEF RCH> 5.
ALGAE, N AND P COEF RCH> 6.
ALGAE, N AND P COEF RCH> 7.
ALGAE, N AND P COEF RCH> 8.
ALGAE, N AND P COEF RCH> 9.
ALGAE, N AND P COEF RCH> 10.
ALGAE, N AND P COEF RCH> 11.
ALGAE, N AND P COEF RCH> 12.
ALGAE, N AND P COEF RCH> 13.
ALGAE, N AND P COEF RCH> 14.
ALGAE, N AND P COEF RCH> 15.
ALGAE, N AND P COEF RCH> 16.
ALGAE, N AND P COEF RCH> 17.
ALGAE, N AND P COEF RCH> 18.
ALGAE, N AND P COEF RCH> 19.
ALGAE, N AND P COEF RCH> 20.
ALGAE, N AND P COEF RCH> 21.
ALGAE, N AND P COEF RCH> 22.
ALGAE, N AND P COEF RCH> 23.
ALGAE, N AND P COEF RCH> 24.
ALGAE, N AND P COEF RCH> 25.
ENDATA6A
$$$ DATA TYPE 6B (OTHER COEFFICIENTS)



CARD TYPE
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
OTHER
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
COEFFICIENTS
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>

REACH
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
24.
25.
ALPHAO
5.
5.
5.
5.
5.
5.
5.
5.
5.
5.
5.
5.
5.
5.
5.
5.
5.
5.
5.
5.
5.
5.
5.
5.
5.
$$$


CK4
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.
050
050
050
050
050
050
050
050
050
050
050
050
050
050
050
050
050
050
050
050
050
050
050
050
050
ALGSET
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400

CK5
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2. 0
2.0
2. 0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
$$$
CKNH3
.80
.80
.80
.80
.80
.80
.80
.80
.80
.80
.80
.80
.80
.80
.80
.80
.80
.80
.80
.80
.80
.80
.80
.80
.80


EXCOEF
00.
00.
00.
00.
00.
00.
00.
00.
00.
00.
00.
00.
00.
00.
00.
00.
00.
00.
00.
00.
00.
00.
00.
00.
00.
38
38
38
38
38
38
38
38
38
38
38
38
38
38
38
38
38
38
38
38
38
38
38
38
38

CKN02
02. 50
02.50
02.50
02.50
02.50
02.50
02.50
02. 50
02.50
02.50
02.50
02.50
02.50
02.50
02.50
02.50
02.50
02.50
02.50
02.50
02.50
02.50
02.50
02.50
02. 50
GROMXX
CK6
1.60
1.60
1.60
1.60
1.60
1.60
1.60
1.60
1.60
1. 60
1.60
1.60
1. 60
1. 60
1. 60
1.60
1. 60
1. 60
1. 60
1.60
1.60
1. 60
1.60
1.60
1.60



KORGN
0.000
0.000
0.000
0. 000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0. 000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0. 000



RESPTT
00.15
00.15
00. 15
00. 15
00.15
00.15
00.15
00. 150
00.15
00. 15
00. 15
00. 15
00. 15
00. 15
00. 15
00.15
00.15
00..150
00.15
00. 15
00. 15
00.15
00.15
00. 15
00.15
BNDATA6B
65

-------
$$$ DATA TYPE 7 (INITIAL CONDITIONS)  $$$
CARD TYPE
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
INITIAL CONDITIONS
ENDATA7
REACH
RCH> 1.
RCH> 2.
RCH> 3.
RCH> 4.
RCH> 5.
RCH> 6.
RCH> 7.
RCH> 8.
RCH> 9.
RCH> 10.
RCH> 11.
RCH> 12.
RCH> 13.
RCH> 14.
RCH> 15.
RCH> 16.
RCH> 17.
RCH> 18.
RCH> 19.
RCH> 20.
RCH> 21.
RCH> 22.
RCH> 23.
RCH> 24.
RCH> 25.

TEMP
77.84
77.84
77.84
77.84
77.84
77.84
77.84
77. 84
77.84
78.78
78.78
78.78
78.78
78.78
78.78
78.78
78.78
78.78
78.78
78. 78
78.78
78.78
78.78
78.78
78.78

$$$ DATA TYPE 7A (INITIAL CONDITIONS FOR CHLOROPHYLL A, NITROGEN,
PHOSPHOROUS, COLIFORM AND
CARD TYPE REACH
INITIAL COND-2 RCH> 1.
INITIAL COND-2 RCH> 2.
INITIAL COND-2 RCH> 3.
INITIAL COND-2 RCH> 4.
INITIAL COND-2 RCH> 5.
INITIAL COND-2 RCH> 6.
INITIAL COND-2 RCH> 7.
INITIAL COND-2 RCH> 8.
INITIAL COND-2 RCH> 9.
INITIAL COND-2 RCH> 10.
INITIAL COND-2 RCH> 11.
INITIAL COND-2 RCH> 12.
INITIAL COND-2 RCH> 13.
INITIAL COND-2 RCH> 14.
INITIAL COND-2 RCH> 15.
INITIAL COND-2 RCH> 16.
INITIAL COND-2 RCH> 17.
INITIAL COND-2 RCH> 18.
INITIAL COND-2 RCH> 19.
INITIAL COND-2 RCH> 20.
INITIAL COND-2 RCH> 21.
INITIAL COND-2 RCH> 22.
INITIAL COND-2 RCH> 23.
INITIAL COND-2 RCH> 24.
INITIAL COND-2 RCH> 25.
ENDATA7A
ORGN) $$$
CHLORA
.1
. 1
. 1
. 1
. 1
.1
. 1
. 1
. 1
.1
.1
.1
. 1
.1
. 1
.1
. 1
.1
.1
.1
.1
. 1
.1
. 1
. 1





























                     66

-------
            $$$ DATA TYPE 8 (RUNOFF CONDITIONS)  $$$

           CARD TYPE
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           RUNOFF CONDITIONS
           ENDATA8

RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
RCH>
REACH
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
24.
25.
Q
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
8.
8.
0.
0.
0.
0.
0.
0.
0.
3
3
3
3
3
3
3
3
3
3
3
1
1
1
1
1
2
2
1
1
1
1
1
1
1
TEMP
70.
70.
70.
70.
70.
70.
70.
70.
70.
70.
70.
70.
70.
70.
70.
70.
70.
70.
70.
70.
70.
70.
70.
70.
70.
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
D
7,
7,
7,
7.
7.
7.
7,
7.
7.
7.
7.
7.
7.
7.
7,
7,
7.
7.
7,
7,
7,
7,
7,
7.
7.
.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
0.3
0.3
$$$ DATA TYPE 8A (INCREMENTAL FLOW CONDITIONS FOR NITROGEN. PHOSPHOROUS.  COLIFORM AND ORG-N) $$$
CARD TYPE
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
RUNOFF
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
COND-
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
RCH
REACH
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11 .
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
24.
25.
ENDATA8A
                                    NH3
                                   0. 100
                                   0. 100
                                   0. 100
                                   0.100
                                   0.100
                                   0.100
                                   0.100
                                   0.100
                                   0. 100
                                   0. 100
                                   0.100
                                   0. 100
                                   0.100
                                   0. 100
                                   0. 100
                                   0.100
                                   0. 100
                                   0.100
                                   0.100
                                   0. 100
                                   0. 100
                                   0.100
                                   0.100
                                   0.100
                                   0.100
NO 3
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4. 0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
P04
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
       ORGN
       0.80
       0.80
       0.80
       0.80
       0.80
       0.80
       0.80
       0. 80
       0.80
       0.80
       0.80
       0.80
       0.80
       0.80
       0.80
       0.80
       0. 80
       0.80
       0.80
       0.80
       0.80
       0.80
       0.80
       0.80
       0.80
                                        67

-------
$$$ DATA TYPE 9 (STREAM JUNCTIONS)  $$$
CARD TYPE JUNCTION ORDER AND IDENT
ENDATA9 0.
$$$ DATA TYPE 10 (HEADWATER SOURCES) $$$
CARD TYPE
HEADWATER
ENDATA10
i£$ DATA TYPE
UPSTRM JUNCTION TRIE
0. 0. 0.
HDWATER ORDER AND IDENT FLOW TEMP D.O.
1. HWD>KILBRN DAM.WI DL 1788. 77.84 8.3
10A (HEADWATER CONDITIONS FOR CHLOROPHYLL, NITROGEN,
PHOSPHOROUS, COLIFORM AND ORGN) $$$
CARD TYPE
HEADWATER-2
ENDATA10A
HDWATER CHLORA NH3
HWD> 1. 21.0 0.10
N02
0.002
N03
. 20
P04
0.01
                                                                           BOD2
                                                                           4.0
                                                                             COLI   ORGN
                                                                              .1   0.80
$$$ DATA TYPE  11 (WASTE LOADINGS) $$$
CARD TYPE WASTE LOAD ORDER AND IDENT
WASTELOAD 1. WSL-HULBERT CR T
WASTELOAD 2. WSL-WISC DELL STP E
WASTELOAD 3. WSL-NEW WI DEL STP E
WASTELOAD 4. WSL-L DELTON STP E
WASTELOAD 5. WSL«DELL CREEK T
WASTELOAD 6. WSL=PORTAGE STP E
WASTELOAD 7. WSL-BARABOO RIVER T
WASTELOAD 8. WSL=COLMB PWR UPTK W
WASTELOAD 9. WSL=DUCK CREEK T
WASTELOAD 10. WSL-COLUMBIA ASH E
WASTELOAD 11. WSL-COLUMB IA EFFL E
WASTELOAD 12. WSL-ROCKY RUN T
WASTELOAD 13. WSL-ROWEN CREEK T
ENDATA11
$$$ DATA TYPE 11A (WASTE LOAD CHARACTERISTICS
PHOSPHOROUS, COLIFORM AND ORGN) $$$
CARD TYPE WASTE LOAD ORDER AND IDENT NH3
WASTELOAD-2 WSL> 1.
WASTELOAD-2 WSL> 2.
WASTELOAD-2 WSL> 3.
WASTELOAD-2 WSL> 4.
WASTELOAD-2 WSL> 5.
WASTELOAD-2 WSL= 6. 6.
WASTELOAD-2 WSL> 7.
WASTELOAD-2 WSL> 8.
WASTELOAD-2 WSL> 9.
WASTELOAD-2 WSL> 10.
WASTELOAD-2 WSL> 11.
WASTELOAD-2 WSL> 12.
WASTELOAD-2 WSL> 13.
ENDATA11A
FLOW TEMP D.O. BOD
0.0
0.0 68. 2.0 600.
1.55 68. 2.0 30.
0.0 68. 2.0 330.
12.00 75. 8.0 5.0
3.09 68. 2.0 30.
84. 74. 7.5 5.
-30.3
3.2 77. 8.2 3.
5.56 90. 2. 30.
0.0
0.0
2.8
- ALGAE, NITROGEN,

NO 3 P04
144. 12.
                                                                                    CM-III
                                                                                    2.00
                                                                                    1.43
                                                                                    1.43
                                                                                      .43
                                                                                      ,00
                                                                                      .43
                                                                                      .00
                                                                                      .00
                                                                                      .00
1 ,
2.
1,
2.
2.
2.
1.43
2.
2.
                                                                                      .00
                                                                                      ,00
                                                                                    2.00
                                           68

-------
WASTELOAD 1
WASTELOAD 2
WASTELOAD 3
WASTELOAD 4
WASTELOAD 5
WASTELOAD 6
WASTELOAD 7
WASTELOAD 8
WASTELOAD 9
WASTELOAD 10
WASTELOAD 11
WASTELOAD 12
WASTELOAD 13
ENDATA11
WASTELOAD-2
WASTELOAD-2
WASTELOAD-2
WASTELOAD-2
WASTELOAD-2
WASTELOAD-2
WASTELOAD-2
WASTELOAD-2
WASTELOAD-2
WASTELOAD-2
WASTELOAD-2
WASTELOAD-2
WASTELOAD-2
ENDATA11A
MISC FACTORS
ENDATA12
. WSL-HULBERT CR
. WSL-WISC DELL STP
. WSL-NEW WI DEL STP
. WSL-L DELTON STP
. WSL-DELL CREEK
. WSL-PORTAGE STP
. WSL-BARABOO RIVER
. WSL-COLMB PWR UPTK
. WSL-DUCK CREEK
. WSL-COLUMBIA ASH
. WSL-COLUMBIA EFFL
. WSL=ROCKY RUN
. WSL-ROWEN CREEK

WSL> 1.
WSL> 2.
WSL> 3.
WSL> 4.
WSL> 5.
WSL- 6.
WSL> 7.
WSL> 8.
WSL> 9.
WSL> 10.
WSL> 11.
WSL> 12.
WSL> 13.

01.013.80 20.0 20.0

T
E
E
E
T
E
T
W
T
E
E
T
T






6.








0.56

0.0
0.77 68. 2.0 600.
0.0
0.46 68. 2.0 330.
12.00 75. 8.0 5.0
0.0 68. 2.0 30.
84. 74. 7.5 5.
-30.3
3.2 77. 8.2 3.
5.56 90. 2. 30.
0.0
0.0
2.8






144. 12.








0.00 0.00 1.75 00.0 00.0

                                      2.00
                                      1.43
                                        00
                                        43
                                        00
                                        43
                                        00
                                        00
                                        00
                                       1.43
                                        00
                                        00
                                      2.00
69

-------
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
ENDATAH
WASTELOAD-
WASTELOAD-
WASTELOAD-
WASTELOAD-
WASTELOAD-
WASTELOAD-
WASTELOAD-
WASTELOAD-
WASTELOAD-
WASTELOAD-
WASTELOAD-
WASTELOAD-
WASTELOAD-
ENDATA11A
 1.
 2.
 3.
 4.
 5.
 6.
 7.
 8.
 9.
10.
11.
12.
13.
WSL-HULBERT CR     T
WSL-WISC DELL STP  E
WSL-NEW WI DEL STP E
WSL-L DELTON STP   E
WSL-DELL CREEK     T
WSL-PORTAGE STP    E
WSL-BARABOO RIVER  T
WSL-COLMB PWR UPTK W
WSL-DUCK CREEK     T
WSL-COLUMBIA ASH   E
WSL-COLUMBIA EFFL  E
WSL-ROCKY RUN      T
WSL-ROWEN CREEK    T
    WSL>
    WSL>
    WSL>
    WSL>
    WSL>
    WSL-
    WSL>
    WSL>
    WSL>
    WSL> 10.
    WSL> 11.
    WSL> 12.
    WSL> 13.
      1.
      2.
      3.
      4.
      5.
      6.
      7.
      8.
      9.
0.0
0.0
1.55
0.0
12.00
0.0
84.
30.3
3.2
5.56
0.0
0.0
2.8

68.
68.
68.
75.
68.
74.

77.
90.




2.0
2.0
2.0
8.0
2.0
7.5

8.2
2.




600.
30.
330.
5.0
30.
5.

3.
30.



144.
12.
                           2.00
                           1.43
                           1.43
                           1.43
                           2.00
                           1.43
                             00
                             00
                             00
                           1.43
                             00
                             00
                           2.00
                                        70

-------
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
WASTELOAD
ENDATA11
WASTELOAD-
WASTELOAD-














2
2
1
2
3
4
5
6
7
8
9
10
11
12
13



WASTELOAD-2
WASTELOAD-
WASTELOAD-
WASTELOAD-
WASTELOAD-
WASTELOAD-
WASTELOAD-
WASTELOAD-
WASTELOAD-
WASTELOAD-
WASTELOAD-
ENDATA11A
2
2
2
2
2
2
2
2
2
2












MISC FACTORS
ENDATA12


. WSL =
. WSL =
. WSL =
. WSL-
. WSL-
. WSL-
. WSL =
. WSL =
. WSL-
. WSL =
. WSL =
. WSL =
. WSL =

WSL>
WSL>
WSL>
WSL>
WSL>
WSL =
WSL>
WSL>
WSL>
WSL>
WSL>
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WISC DELL STP
NEW WI DEL STP
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DELL CREEK
PORTAGE STP
BARABOO RIVER
COLMB PWR UPTK
DUCK CREEK
COLUMBIA ASH
COLUMBIA EFFL
ROCKY RUN
ROWEN CREEK

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                                  APPENDIX B

                    BRIEF  DESCRIPTION OF  THE QUAL-3 MODEL

     This appendix is reprinted from  Chapter II of  QUAL-III Water Quality
Model Documentation, by D.J. Patterson and  J.W. Rogers,  1978, Wisconsin
Department of Natural Resources.

THEORETICAL CONSIDERATIONS

Advective Dispersive Equations

     The QUAL model numerically solves the  advection-dispersion mass
transport equation for each water quality consttituent being modeled.  This
equation considers the effects of advection, dispersion, individual
constituent changes, and all sources  or sinks for each constituent.   The
equation is written:


             3c _ 8(ADLx° _ 3(AUC)   +
           A at ~   3x         ax      A  s                            (B  1}


where

           C = concentration (mg/liter)

           x = distance (L)
           t = time (T)
                                             o
           A = river cross-sectional  area  (L )
          DL = dispersion coefficient (L^/T)

           U = average stream velocity (L/T)
         "S" = source of sink (mg/liter/T)

     The term  -r— defines the local derivative and  under steady state
               a t
conditions is zero.

     The term  -r-r- defines constituent changes that  occur independently of
               o t
advection, dispersion or waste inputs.  These time  changes are the physical,
chemical, and biological reactions that occur in the stream.  Decay of BOD,
algal growth, and reaeration are examples  of this  type of reaction.
                                     72

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Dispersion Term
     The term DL is a measure of  the  rate  of  longitudinal  dispersion in the
river.  In a physical sense, it measures the  rate  of  increase  in an area
covered by any substance injected in  the stream  such  as  a  dye  tracer.  It is
                                           *)
measured in units of area per unit time (L /T).   In general, the value of DT
cannot be easily estimated from bulk  parameters  for a real stream due to the
irregularities of any natural channel.  However,  Fisher  (1968) has shown
that a reasonable approximation of D^ can  be  obtained by:
                                                                       ,
                                                                       (B-
                                - 2   2
                       D  _  0.3 U'   L
                        L      RHU*
where
                                              fy
              DL = dispersion  coefficient  (ffVsec)
               L = distance  from  further bank to  point  of  highest
                   velocity  of flow  (ft)
              RH = hydraulic radius  (ft)
              UA = friction  velocity
             	 2
             U'  = space averaged mean squared velocity difference
                   from the  mean  velocity
                                                      _ 2
     All the terms in Eq. B  -2 are calculable except  U'  .   However,  we can
let  U = U + U'  or  U' = U  - U = U  - -^
                                      A
where
              U1 = difference  between local velocity  and mean
              U  = mean velocity  = Q/A
              U = actual velocity
     We can evaluate U' if we  can assume a velocity distribution for U.   By
neglecting bottom friction and assuming a rectangular channel we can fit an
equation of the form:
                      U = K
                               - - /Y11/]                                (B-3)
                                      73

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U'2dy=          K[(-/Ydy = K.U          (B-4)
where

              Y = lateral position (0 = center of stream)

              W = width of stream

              n = some integral power

              K = a constant

     If n = 2, Eq. B-3 gives a parabolic velocity profile similar  to  laminar
flow in a pipe.  It is known that the flow in large streams is highly
turbulent and it would be logical to look at higher values of n.   The higher
the n value the flatter the velocity profile is and the value of U1
decreases.  After substituting the velocity equation, squaring and
integrating over the width to obtain a mean, we arrive at:

                   w/2          /w/2    n
                   U'2dy=l   I
                  o            J  o
                                                           _ 2
where K1 is inversely proportional to n.  This shows  that  U'   is simply  a
                                                              _ 2
fraction of U.  The value of n must be chosen such that when  U'   is
substituted, Eq. (A-2) yields a dispersion coefficient in line with
measurements.  We have found a value of approximately 24 for n to  yield
dispersion coefficients in line with measurements for the Lower Fox River.
This gives K' a value of about 0.008.

Numerical Dispersion

     Because the QUAL model solves the advective dispersion differential
equation by finite differences, the solution technique causes a numerical
spreading to occur similar to dispersion.  This error is known as  numerical
dispersion and acts essentially similar to actual dispersion.  This error  is
an artifact of the finite difference approximation and can be evaluated  by
looking at the Taylor series expansion of the finite  difference equations.
This type of analysis shows that numerical dispersion is a first-order error
for a backward differences approximation such as used in the QUAL  model.
This implies that:


        DNUM =1  (AX+ UAt)                                          (B-5)
where
          AX = distance  step   (ft)

          At  = time  step  (sec)

           U = mean  velocity   (ft/sec)
                                      74

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     Notice that D    has the same units as  1.   It  is  interesting to note
that numerical dispersion in the implicit backward  finite  difference  scheme
used by the QUAL model is the sum of the numerical  dispersion caused  by
                                                         a
 At and AX. Note also that for steady state runs   (i.e. -r— =  0)  the portion
                                                         dt
of the dispersion due to  At goes to zero leaving only   DMIIM  = UAX/2.  .

     One way to reduce this error is to treat the numerical dispersion as  if
it is real dispersion and simply reduce D-, by the calculated  D^y^.  However,

if DJJUM is greater than D,> then its error cannot be totally  eliminated,

only reduced.  As Eq.(B-5) shows, decreasing  AX or At or  both will decrease
DjTy,,, however, this will increase the computation time and money required  to

run the model.

MODEL SCHEMATIZATION

     Any water quality model (or any model for  that matter) is of necessity
a simplification of the real world situation.   For  a given application of  a
model to a particular situation to be of value  to planners, designers, and
administrators, the model must be constructed carefully  so that  all of the
important aspects of the problem are considered.  On the other hand,  the
model must be simple enough so that it can be used  easily  and understood not
only by the user but by those who must review the results  and apply them.
One of the largest criticisms of modeling stems from the difficulty in
getting the people who would most likely use the results of the  model  (i.e.,
administrators, planners, etc.) to understand the capabilities and
limitations of the model.  It is not necessary  to understand  all the
equations that model must solve.  However, it is entirely  necessary to
understand the rules which the modeler has defined  as acceptable or possible
interactions within the system.  This can best  be illustrated by a simple
diagram that pinpoints the flow of events in cause  and effect
relationships.  A potential user or applier of  this model  will do well to
carefully study Figure B-l to understand all the acceptable or possible
pathways of interaction and feedback in the model.

CONSTITUENT REACTIONS AND INTERACTIONS

     The following section discusses each parameter that is considered in
the model and discusses the mathematical description of  all possible
interactions.  Basically, any quantity routed through the  model  may do any
one of the following four things:

         1.  Continue into the next stream reach with no change.

         2.  Be lost to the water system due to any removal mechanism  such
             as settling, withdrawal, or decay.

         3.  Enter the system from the atmosphere or any waste input  or
             tributary.
                                      75

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                                   ATMOSPHERE
                              Benthic Deposits with Oxygen Uptake
  '!$Z32:Z;;&>^<^^
              S    - Settling
              D    - Denitrification
              N    - Nitrification
              NO   - Nitrofication Oxygen Uptake
              BR   - Benthic Release
              OR-DR - Oxygen Reaeration or Deaeration
UD - Uptake of Oxygen From Decay
UG - Utilization for Growth
P  - Photosynthesis
R  - Respiration
RD - Release From Death
H  - Hydrolysis
Figure B-l.  Possible pathways of  interaction and feedback in  the QUAL-3
              water quality model.
                                          76

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         4.  Be transformed into another substance by biological  or  chemical
             reactions.
Chlorophyll-a
     Chlorophyll-a is assumed to be directly proportional  to  the
concentration of algal biomass.  Algal biomass is converted to chl-a by  the
simple formula:
                            Chl-a = ctA                                (B-6)
where
             Chl-a = chlorophyll-a concentration  (yg/liter)
                 A = algal biomass concentration  (mg/liter)
                aQ = conversion factor
     The differential equation that controls the  growth and respiration  of
algae (chl-a) is:

                    = A(u - p-   )                                      (B-7)
where
                A = algal biomass (mg/liter)
                t = time
                y = local specific growth rate  (defined below)  (day   )
                p = local respiration rate of algae (day  )  (temperature
                    dependent)
                0 = local settling rate of algae  (ft/day)
                D = depth (ft)
     The local specific growth rate y is calculated using Michaelis Menton
growth limiting terms.  Also, the algal growth rate is temperature
dependent.  The equation for local algal growth is:

                          T-20     P     N, + N_
                                      77

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where

         1-1 MAX = maximum possible algal growth rate  (day   )
            6 = temperature correction coefficient  for algae

            T = temperature (°C)

            P = concentration of available phosphorus

           N^ = concentration of ammonia nitrogen  (mg/liter) as  N
           No = concentration of nitrate nitrogen  (mg/liter) as  N

           Kp = half saturation constant for phosphorous  (mg/liter)
           KJT = half saturation constant for nitrogen  (mg/liter)

            r = growth reduction factor due to local light  conditions

Equation B-8 is straightforward except for the final term r.   The factor  r
represents a function of light penetration, depth  of water  and a normalized
growth function for light intensity.  To elaborate  on  this  factor it is
necessary to describe the effects of algal populations and  the resultant
light penetration.  Light penetration is usually described  by  an exponential
function with an extinction coefficient of the form:
                         IQe                                          (B-9)
where
           IQ = light intensity at  the water  surface  (langleys/h)

         I(Z) = light intensity with depth

            Z = depth below  surface  (ft)

            e = base of natural logs

           kg = light extinction  coefficient  (ft"1)

     The extinction coefficient can be divided  into two  parts  which consist
of  (1)  the light extinction  due to  things other than  algae and (2)  the
portion of the light extinction due to algae  self -shading.  This  can be
expressed as:
                             O.OOA(Chl-a)  + 0.05(Chl-a)
                                                    -2/3
where:
           K    =  portion  of  extinction  coefficient  due to things other
                  than algae  (this  is  entered  in  the input data)
          Chl-a  =  concentration  of  chlorophyll-a  (yg/liter)
                                      78

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     Knowing the intensity of the incident light,  the  formula  of  Steele
(1965) can be applied for the normalized growth of phytoplankton  as  a
function of light.  Steele's (1965) equation relates the normalized  growth
rate of algae to the local light intensity of a "saturated" light intensity
(i.e., the light intensity at which growth is maximum):
                              e(-I/Is + 1)                            (B-ll)
                            u

where

          F = normalized growth rate

          I = local light intensity (langleys)

         I  = light intensity for which algal growth  is maximum        #
              (langleys/h)

     To obtain the normalized growth rate  in a volume  element, Eq.  (B-ll)
is integrated over the depth and time step.  The intensity  IQ at  the  surface

of the water is, of course, a function of  time of day.  If  we assume  that  I

is a constant over the time step, then the fractional  growth rate r in a
given volume element during a given time step is:


                        -k Z       (I e ~kEZ  Is +  1)
        1 f D 1  , F I e    /I . e   a                  ,   ,          ,_  10.
    r = — I    —  I    a       s                        dtdz          (B-12)
        Do  t   o


where

          D = depth (ft)

          t = time step (h)

          f = hours in the time step that have daylight

         Ia = average light intensity at the surface during
              time step (langleys/h)

If the integration of Eq.(B-12) is completed:



    r - -Tk-D (e  1 -e  0)                                           
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Nitrogen Cycle

     The nitrogen cycle in QUAL-III can be routed in one of two ways.   The
original version of QUAL-II allowed for three components of nitrogen
(ammonia, nitrite, and nitrate).  Nitrification could transform ammonia to
nitrite and finally nitrate.  Feedback was allowed through algal growth
utilizing nitrate and algae respiration producing ammonia.  This cycle  can
still be routed if desired.  In modifying the QUAL program, it was decided
to include organic nitrogen as a routable constituent.  Also, it was decided
to allow algal growth to utilize ammonia as well as nitrate.  Thirdly,  the
nitrogen cycle was modified to allow nitrogen to be lost to the system
through denitrif ication.

"Organic Nitrogen"

The equation for organic nitrogen is:

         dNo                 °4
where
            NQ = concentration of organic nitrogen  (mg/liter)
          a.»  = the fraction of algal biomass which is nitrogen

          a,  = settling rate of organic nitrogen  (ft/day)

          a,, = rate of conversion of organic nitrogen to NH.-N (liter/day)

                (temperature dependent) is related  to the amount  of
                chlorophyll-a in the water column by:
           ^11 - °'05 + «0 A KORG                                     (


where

                rate of recycle of organic nitrogen  per  unit  of  algae
     Organic nitrogen routed in this way only represents organic nitrogen
not associated with live algal cells.

"Ammonia Nitrogen"

The equation for ammonia nitrogen is:

         dN,                          N,
                                      80

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where
         Ni = ammonia nitrogen as N  (mg/liter)
         g, = rate of conversion of  NHo-N to NC>2  (liter/day)
                  (temperature dependent)
         3o = rate of utilization of nitrogen by  algae
                  (temperature dependent)
         No = nitrate nitrogen as N  (mg/liter)

         <3 2 ~ l°cal source rate of ammonia  from the  sediments
                  (mg/liter/day)
     The ratio ^/(Nj+Ng) represents the portion  of  algal  nitrogen that comes
from ammonia.  It is assumed that the nitrogen  form  utilized  is  in proportion
to its fraction of the sum of NH^ and NO^.   Equation (B-15) can  be used to
force nitrate utilization over ammonia.

"Nitrite Nitrogen"

The equation for nitrite nitrogen is:
           dN,,
           j.     11    99

where
         N2 = nitrite nitrogen as N  (mg/liter)
         g_ = rate of convrsion of nitrite to nitrate  (liters/day)
              (temperature dependent)

"Nitrate Nitrogen"

The equation for nitrate nitrogen is:
           dN                   N_
           -— = g0N0 - 0,N_  (..  ,\.  ) - g.NQ                          (B-20)
           dt     2 2    3 3  NI + N_     43
where
         g/ = rate of denitrification (liter/day)

     It should be noted that  gj, go» and SA are reaction  rates  that  are
dependent on the level of dissolved  oxygen;  g, and go are maximum when  DO is
high and suppressed when DO is low.  For g^ the rate is the inverse  of this.
Also, a coupling exists between the  conversion of nitrogen (ammonia  and
nitrate) and the production of algae to close the loop shown in  Figure B-l.
This coupling is expressed by:
                         2    9
                       N3   Nl

Phosphorous Cycle

     The phosphorus cycle is  relatively simple compared to the nitrogen  cycle
in the model.  Hiosphorus interactions are limited to  uptake by  growing  algae,
resolubilization by respired  algae,  and sediment exchanges.  The equation  is:

                                     81

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                      = VA-*5P + °3                               (B-22)
where
         a-j = the fraction of algae biomass that is phosphorus
         35 = rate constant for the uptake of phosphorus by algae
         03 = local source or sink rate of phosphorus (mg/liter)
         P  = concentration of available phosphorus
     Again, it must be noted that the phosphorus routed in the model  does
not include the phosphorus that is associated with live algal cells.  Also,
a coupling exists between the production of algal biomass and the conversion
of phosphorus; this coupling is expressed by:
                                                                      (B-23)
Carbonaceous BOD
     Carbonaceous BOD may be expressed as a two-term equation.   The general
equation for BOD is:

           L(t) = LjCl-e  U ) + L2(l-e   12 )                         (B-24)

where
            L(t) = ultimate BOD exerted at time t  (mg/liter)
           LijLo = ultimate BOD associated with each term  (mg/liter)
         Kll'^12 = decay rates of BOD for each term (liter/day)
              L1 = term 1 BOD
              L2 = term 2 BOD
     If the user wishes to input BOD as a single term,  then  L2  is  calculated
in the program*.  When routing BOD, the user may request that the  BOD be
routed as 5-day BOD.  If the BOD,- approach is taken, the QUAL-III  model
automatically converts to BODr to ultimate BOD by  the equation:
                 = L(5) *Kp
*The program calculates L  and L   from  the  input  BOD  (L = input Bod)  as:
   L. = L*K *  (1-WSFBSS) where WSFBSS = ^articulate  BOD)   input by
    1      F                                (total BOD)       waste load
   L0 = L*K *  (1-WSFBSS)
    Z      r
                                      82

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where
           1^ = ultimate BOD (mg/liter)
         L(5) = BOD5 (mg/liter)
           KF = ratio of ultimate BOD to 5-day BOD read in by waste  load
The differential equations expressing BOD decay take the form:
                  dL,
                         -
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     The factor R is derived from the fact that data for  large  streams  have
indicated that approximately 1/10 of the horizontal water velocity goes  into
the generation of vertical turbulent energy half of which serves  to  decrease
settling.  The local benthic oxygen demand is calculated by:
         B = RK5(LX+ L2) + BQ + -gi  (o4faA)                           (B-29)
where :
         B = local benthic oxygen demand  (mg/liter/day)

        B  = background benthic demand (mg/liter/day)

        fa  = nonrefractory portion of algal biomass

     It should be noted that this routine is only usable for steady-state
simulations.

     Algae settling also has been related to the benthic oxygen  demand.
Stoichiometrically, 1.0 mg of algal biomass can consume about  1.80 mg of 02

by decomposition.  If it is assumed that  100% of the settled algal biomass
contributes to the benthic oxygen demand, then the final term  in Eq.  (B-29)
represents the algal contribution with fa = 1.0.  By assuming  100% of the
settled algae contribute to the benthic demand we are of of course
calculating the maximum algae contribution to the benthic oxygen uptake.
Jewell and McCarty (1971), however, has indicated that a significant
fraction of algal biomass is refractory.

Coliforms and Conservative Elements
     Originally, the QUAL-II model had the capability of routing  coliforms
and up to three conservative elements in one run.   To save computer  space  it
was decided to eliminate the routines for conservative elements but  to  keep
the routine for coliforms.  Actually, the coliform  routine can route any
substance that decays with first order kinetics.  The general equation  is:

                            dC
where

        C  = concentration of the substance  (MPN  or mg/liter)

        Kc = decay rate (liters/day)  (temperature dependent)

To use this routine to route a conservative  substance,  simply  set  the decay
rate (Kc) to zero.  In this way time  changes are  ignored and CQ  would be

routed as if it did not decay.  Since K  also  is  used in the BOD equations,
                                      84

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it is not possible to route BOD and a conservative  substance  through this
routine at the same time.  Separate runs have to be made  for  each.

Dissolved Oxygen

     The dissolved oxygen equation can now be written  in  terms  of  all of the
above reactions that add or subtract DO plus the reaeration term:
       = K2(0*-0)


where

         0 = dissolved oxygen  (mg/liter)

        0* = dissolved oxygen  saturation  (mg/liter) (temperature
             dependent)

        
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           6BOD = 0.00649 T + 1.1776              T < 20


           6BOD = 1.047                           T >_ 20              (B-33)


           9SOD = -0.00175 T + 1.1                All T
The 6 equation for BOD was derived from data presented by  Zanoni  (1969).
The BOD temperature-related equation was forced to hit 6 =  1.047  at  T  =
20°C.  The SOD equation nearly parallels the BOD equation  except  it  is
forced to hit 6 = 1.065 at T = 20°C.  The 0 correction factor also is  a
function of temperature for nitrification reactions.  These equations  are
also based on Zanoni (1969).  For those terms the equations take  the form:


           K(T) = (K20) C1-2034) (0.877T~22)       T >_ 22°C          (B-34)


           K(T) = (K2Q) (1.097T~2°)               T < 22°C


For other reactions:
                  1.047      for algal growth,  coliforms,  organic  nitrogen
Special Reaction Coefficients

     Several of the reaction rate coefficients have been  coupled  to  various
dependent parameters in the model.  This necessitates  the  iterative
technique to arrive at the final answer when  solving for  the  steady-state
solution.  Examples of such reaction rate coefficients are nitrification
rates and algal growth rates.

     Nitrification rates are related to the dissolved  oxygen
concentration.  This is a result of the fact  that nitrifying  bacteria  are
very sensitive to DO levels.  At low DO values nitrification  slows
rapidly.  To couple this rate, the maximum decay rate  of  ammonia  and nitrite
are reduced by the factor


                     PN = 1.0 e-°-52*°                                (B-35)
where
         PN = nitrification  reduction  factor
         0  = DO  (mg/liter)
                                      86

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     Denitrification is coupled in a similar manner except  the  effect is
reversed.  For high dissolved oxygen levels, the denitrification  rate is
reduced.  The coupling equation is:


         PD = e-°-35*°                                                (B-36)
where

        PD = denitrification reduction factor

The algal growth rate is related to the concentration of nitrate,  ammonia,
and phosphorus as already described.  The three  feedback mechanisms  require
the model to iterate several times for the steady-state solution.   The
iterations are stopped when a convergence check  is  satisfied.


                                  REFERENCES

Jewell,W. J. and P. L. McCarty.  1971.  Aerobic  decomposition  of  algae.
     Environ. Sci. Technol. 5:1023-1031.

Steele, J. H.  1965.  Notes on some theoretical  problems in production
     ecology,  pp. 383-398.  In:  C. R. Goldman  (ed.)  Primary  production
     in aquatic systems.  18th Supplement.  Memorial  Institute for
     Hydrobiology, University of California-Berkeley.

Zanoni, A. E.  1969.  Secondary effluent deoxygenation at  different
     temperatures.  J. Water Pollut. Control Fed.   41:640-659.
                                      87

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                                 APPENDIX C

              CROSS  SECTION  DATA USED AS  INPUT TO HEC-2 PROGRAM

     Data Is organized on computer punch cards according to standard  HEC-2
format (Patterson and Rogers 1978).   Data begins with  title cards  (beginning
with Tl, T2, and T3) followed by program control cards  (beginning  with  Jl,
J2, J3, and J5).  Data for each cross section then follows according  to the
following format:

     Card beginning with                               Data

     NC      Manning's n data:  the third member refers to the
             Manning's n for the channel

     NH      Manning's n data; used to describe variation in roughness  along
             a cross section

     XI      Identifies cross section and location; first number is cross
             section identifier (river mile); second number refers to total
             number of stations on GR cards;  the next  numbers refer to
             horizontal stations on  (= distance from left-most end of cross
             section looking upstream) of left bank and right bank, and
             lengths of reaches to next downstream cross section at left
             overbank, right overbank, and at the channel.

     X3      Used to identify ineffective flow areas:  usually two  pairs of
             numbers to identify stations and elevations (for left and  right
             banks) outside of which  there is no flow.

     GR      Ground profile:  pairs of numbers specifying the ground  or
             channel bottom elevation and the horizontal station associated
             with that elevation.

Other types of cards are used.  Details may be found in Patterson  and Rogers
(1978).
                                      88

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Tl
T2
T3
Jl -10.
J2 -1
J338.
J3 0.
J5-10.
NC .1000
XI 106.4
X3
GR 800.0
GR 766.8
GR 771.2
X1107. 10
X3
GR 795.0
GR 771.8
GR 770.4
GR 772.4
GR 777.8
X1107.45
X3
GR 800.0
GR 777.2
GR 771.4
GR 773.3
GR 780.0
NC .1200
X1108.65
X3
GR 800.0
GR 778. 1
GR 774.5
GR 770.8
GR 777.4
GR 777.4
NC .1200
NH 4
X1109.55
X3
GR 797.0
GR 778.9
GR 780.0
GR 773.8
GR 776.4
GR 773.9
GR 781. 1
GR 778.4
GR 780.4
GR 782.8
GR 795.0
NC .1000
NH 4
XI 110.1
X3
GR 801.0
WISCONSIN RIVER AT PORTAGE, WISCONSIN- QUAL3 CALIBR
EXISTING CONDITIONS- CROSS-SECTIONS TAKEN LOOKING UPSTREAM
DISCHARGE


4. 26
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7000.0
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785.6
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7250.0
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7370.0
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7470.0
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92

-------
NC .1000
X1121.
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GR 807
GR 791
GR 791
GR 791
GR 792
GR 796
GR 795
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NH
20

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GR 810
GR 797
GR 801
GR 799
GR 791
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GR 790
GR 791
GR 791
GR 792
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GR 789
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1216.40
1847.60
2367.5
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3235
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1253.80
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3700

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1150.
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2320
2470
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2990
3465
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6230
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7160
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1031.40
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2264.30
2394
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3141
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2200
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3700

799.50
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797.00
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803.10
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0.

7260.0
7690.0
7915.0
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8660.0
11740.0
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2060
2345
2470
2750
2991
3490
3680
6230
6605
6980
7190
8070
8180




1159. 10
1691.30
2321.50
2528
2808
3168
3302
3448
3595
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4404.80
4609.20
4811.00
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1036.70
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2170
2395
2580
2840
3405
3550
3705
6295
6675
6980
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1185. 10
1796. 10
2354.70
2554
2835
3195
3355
3488
3635
4051.2
4427.20
4634.80
4837.60
5247. 20
6208.50
7442.00

.15



1214.60
1604.00
1752
2027
93

-------
GR 792.0 2033
GR 791.0 2315
GR 791.0 2536
GR 791.0 2780
GR 784.5 2891
GR 784.0 3013
GR 786.0 3197
GR795.90 3296.00
GR796.90 3527.60
GR801.30 3984.00
GR803.20 4313.70
GR802.00 5040.10
GR800.70 5669.20
GR804.80 6113.80
GR803.00 8047.50
NH 5 .15
NH 13489
X1123.22 76
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GR 814.7 1000
GR 838. 5 4682
GR 792.6 4830
GR 792. 1 5285
GR 788.1 5552
GR 799.9 5891.2
GR 793.0 6550
GR801.50 7200.00
GR801.40 8200.20
GR801.80 9200.10
GR805.50 9710.50
GR804. 2010000. 00
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GR804. 7013489. 10
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GR802.00 2965.60
GR800.70 3290.50
GR806.30 3642.10
GR 796.5 4071.9
GR 793.2 4595
GR 798.8 4829
GR 801.4 5135.9
GR 791.7 5318
GR 788.7 5438
GR 791.7 5528
GR 793.3 5683
GR 793.2 6093
GR 794.7 6174
GR 796.2 6343
GR803.10 6650.70
GR800.80 7647.80
GR800.90 8846.30
790.5 2058
790.5 2352
789.0 2584
789.0 2811
788.0 2927
784.0 3062
795.0 3208
795.90 3373.90
796.80 3592.70
800.40 4004.90
803.10 4445.80
801.40 5224.40
802.90 5724.20
803.50 6290.00
802.70 8230.70
4799.7 .04

4799.7 6800.1
4650.
802.3 1378.9
798.1 4782.6
792.1 4913
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790.6 5580
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800.90 7400.20
801.00 8400.40
801.40 9400.30
805.20 9729.80
804.0010200.00
803.5011000.10
801.4012200.00
799.5013200.20

4193.2 .04

4193.2 6347.9
3100.
802.5 2435.5
808.60 2993.30
804.20 3360.30
805.80 3681.20
796.5 4083.7
796.2 4600
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799.2 5205.7
791.7 5358
790.2 5463
793.2 5588
793.7 6018
791.7 6118
791.2 6243
796.5 6347.9
803.70 6850.80
804.40 7847.20
801.30 8920.40
790.5 2242
787.5 2388
792.5 2719
791.5 2817
788.5 2964
789.0 3086
795.9 3208.5
797.10 3427.50
800.10 3605.10
802.20 4030.20
799.50 4493.60
803.60 5332.10
808.50 5745.50
801.00 6591.30
800.50 8356.20
5691.2 .15

2700 2800
9500.
837.4 2695.1
796.0 4799.7
792.6 4941
789.1 5330
791.1 5685
802.1 6287.5
803.3 6601.2
802.90 7600.50
801.50 8600.40
800.50 9600.50
799. 50 9751. 10
803.3010200.20
802.6011200.10
800.6012400. 10
800.4013400.00

4600.5 .15

2500 4000
8800.
802.4 2632.2
802.60 3020.80
803.40 3510.90
800.50 3712.90
798.2 4093.1
796.5 4600.5
798.5 4998.9
802.1 5289.0
788.7 5363
792.7 5478
791.2 5608
793.2 6033
793.2 6133
791.2 6298
802.6 6358.1
803.30 7050.10
805.50 8047.30
807.90 8970.90
792.0 2252
792.5 2474
789.5 2731
791.5 2854
790.5 2988
789.0 3146
796.9 3212.9
801.40 3439.10
802.70 3681.90
802.10 4122.00
803.90 4741.80
800.70 5388.40
802.60 5769.00
800.70 6921.00
798.80 8536.80
6364.3 .04

2840

832.0 3482.4
795.6 4800
792.6 5191
792.1 5385
795.6 5691
796.5 6364.3
802.9 6800.1
802.40 7800.40
801.50 8799.90
801.00 9663.20
802.20 9771.00
801.9010400. 10
802.6011400.20
798.8012600. 10
801.8013453.10

5302.5 .04

3400

803.1 2832.1
802.50 3156.10
805.30 3569.80
804.60 3748.60
796.5 4193.2
801.1 4627.5
801.5 5071.0
796.5 5302.5
791.7 5388
790.2 5488
792.2 5628
790.2 6038
791.7 6143
787.2 6303
804.9 6489.8
801.10 7245.90
801.50 8247.50
802.80 9024.20
790.5 2303
792.5 2535
790.5 2774
789.0 2866
790.0 3007
787.5 3194
796.9 3213
800.60 3512. 10
803.10 3808.90
801.10 4143.90
804.30 4912.70
800.30 5541.10
804.50 5939.40
801.10 7103.90
799.80 8936.60
6563.1 .15



884.5 4586.5
791.1 4818
789.6 5274
792.1 5469
796.0 5691.2
793.0 6400
801.8 7000
803.60 8000.40
802.30 9000.10
808.80 9692.40
804.20 9892.10
802.0010600.20
802.8011600.10
799.2012800.10
805.4013471.20

6347.9 .15



801.3 2912.3
803.50 3232.30
800.80 3615.60
802.00 4056.90
796.2 4194
800.4 4766.9
799.7 5113.5
796.2 5303
791.7 5423
794.2 5523
791.7 5663
793.2 6053
791.7 6173
791.7 6338
800.5 6574.9
804.90 7337.30
803.30 8446.90
805.00 9224.20
94

-------
GR803.60 9422.80
NC .15 .15
X1124.45 96
X3
GR808.80 1000.00
GR810.50 2013.60
GR808.60 2473.90
GR806.20 3255.80
GR805.70 3990.00
GR806.20 5151.10
GR 800.2 6038.2
GR 797.2 6245.6
GR 794.0 6605
GR 790.9 6810
GR 790.9 7063
GR 792.9 7230
GR 797.1 7380.4
GR801.90 7722.40
GR802.60 8489.80
GR805.80 8982.00
GR803.90 9701.40
GR808. 2010653. 80
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GR817.1 12975.
NC .15 .15
X1124.79 56
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GR804.00 1264.80
GR804.30 1802.10
GR803.90 2705.60
GR801.60 3262.70
GR801.10 3872.90
GR801.20 4262.30
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GR 803.2 4905
GR 791.5 5298
GR 789.9 5843
GR 815.0 6000
X1125.49 96
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GR819.00 1000.00
GR819.60 1078.70
GR811.80 1231.20
GR804.00 1455.70
GR804.50 2465.20
GR804.90 3236.00
GR806.20 4153.60
GR807.30 4907.50
GR805.30 5868.90
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804.40 9622.30
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6109.9 7380.4
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808.70 1198.30
812.20 2066.90
805.90 2624.90
802.40 3434.70
803.50 4194.20
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798.8 6086.0
799.3 6446.5
791.5 6707
790.9 6928
793.5 7084
793.0 7338
799.9 7393.2
805.30 7859.40
805.20 8560.60
804.80 9146.00
805.50 9731.50
808.7010761.20
813.9012280.70

.035
5105.0 5915.9
1300.
802.80 1036.40
803.40 1422.90
802.70 1894.30
803.40 2852.70
805.40 3387.50
801.60 4000.10
804.60 4394.40
808.20 4811.60
798.2 5105
793.0 5455
789.5 5903

6950 7950
1400.
812.70 1015.40
819.60 1097.30
807.00 1350.70
804.70 1650.80
805.30 2670.80
805.90 3618.40
802.20 4290.20
806.00 5107.90
807.20 6012.70
798.3 6950
795.3 7255
792.3 7655
799.30 8504.60
805.70 8955.40
801.30 9213.30
803.8010210.00
804.80 9823.40
3080 3080
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824.00 1535.90
812.20 2085.60
809.60 2652.20
800.50 3572.10
803.70 4393.70
799.90 5444.70
797.2 6109.9
797.2 6556.2
794.0 6734
792.0 7004
791.9 7154
794.0 7360
799.3 7496
804.20 8055.80
804.80 8760.90
804.50 9307.00
811.6010060.00
811.1010893.60
811.6012392.40


1800 1800

802.40 1071.00
801.80 1533.90
801.50 2209.20
804.90 3069.10
801.40 3510.00
804.50 4163.60
804.60 4512.40
807.30 4819.30
797.5 5106
794.5 5613
797.5 5915

3700 -3700
8150.
814.60 1028.40
824.00 1113.10
812.40 1391.80
804.00 1850.90
806.50 2872.20
805.50 3724.00
806.50 4470.30
806.10 5301.80
806.20 6091.10
794.3 6965
793.3 7265
798.3 7665
799.30 8605.20
807.20 8972.80
803.90 9411.10
803.8010409.70
802. 7010024. 10
3080

823.60 1635.90
805.90 2118.60
802.50 2848.90
803.60 3726.80
800.80 4776.00
803.80 5744.80
795.0 6130
796.9 6557
791.0 6756
789.5 7036
793.9 7165
794.0 7375
801.8 7633
805.90 8224.00
801.00 8932.30
805.60 9417.20
813.0010251.70
806.7011149.80
809.9012538. 10


1830

798.80 1118.20
804.00 1661.90
804.00 2369.80
801.00 3133.20
805.50 3683.00
804.50 4202.30
804.90 4692.70
798.10 4834.00
794.5 5129
793.5 5746
798.2 5915.9

3700

815.20 1048.60
823.40 1132.80
812.60 1405.70
804.10 2055.10
806.80 3067.90
806.80 3774.10
806.50 4631.40
802.60 5468.80
799.60 6109.70
793.8 7065
793.3 7555
802.2 7950
806.70 8633.80
807.40 8979.90
804.60 9611.30
803.8010601. 10
802.4010224.00

812.80 1926.80
809.10 2302.20
801.60 3050.10
802.60 3930. 10
805.80 4975.50
834.20 5940.30
795.0 6220
788,5 6567
792.0 6799
793.0 7047
790.0 7198
797.0 7380
801.8 7635
805.20 8384.80
808.00 8964.30
803.90 9621.90
816.9010348.60
808. 1011273. 10
817.0012852.40




802.50 1143.70
802.70 1733.90
803.80 2528.00
804.40 3181.70
804.60 3792.90
801.20 4219.60
806.90 4716.70
798.10 4868.20
793.5 5238
787.9 5794
799.3 5937.7



814.10 1065.20
810.40 1172.40
812.50 1421.40
804.10 2260.00
807.90 3187.30
806.00 3962.00
809.00 4715.30
809.50 5668.60
799.60 6174.30
795.3 7075
792.3 7565
806.8 8366
806.80 8726.40
807.20 8989.20
802.60 9811.00
803.3010800.50
95

-------
GR804. 7011000. 20
GR805. 1012094. 10
GR805. 2012598. 50
GR834. 5013122. 70
NH 4 .065
X1126.30 96
X3
GR829.50 1000.00
GR804.80 1552.50
GR805.90 1846.90
GR810.40 2523.30
GR805.60 3010.20
GR806.70 3904.40
GR807. 10 5033.90
GR805.70 6262.30
GR 799.5 7194.3
GR 795.5 7333
GR 795.0 7513
GR 791.5 7613
GR 792.5 7713
GR 790.0 7983
GR799.70 8394.50
GR809.00 8800.70
GR807.50 9774.90
GR809. 2011000.40
GR807. 9012000. 20
GR874.6 15051.6
NC .16 .16
X1127.00 95
X3
GR813.20 1000.00
GR809.90 1579.30
GR809.90 2390.50
GR809.50 3447.00
GR808.80 4478.60
GR 803.2 4888.6
GR 794.7 5066
GR 793.7 5437
GR 795.2 5706
GR 799.5 5832.1
GR809.00 5860.20
GR810.20 6784.90
GR800.30 7130.20
GR808.50 7575.60
GR807.90 8569.30
GR809.10 9599.10
GR822. 4010796. 80
GR850. 8011679. 10
GR896. 9012557. 00
X1127.52 80
X3
X4 13 800.0
X4 6572 791.6
X4 7102 795.1
GR813.20 1000.00
GR812.40 2000.50
GR813.20 3401.90
811.0011400. 10
805.4012298.80
823.9012884.30

2040 .16
7194.3 8394.5
3300.
829.30 1019.10
804.80 1580.10
805.70 2040.00
810.40 2551.80
805.70 3209.70
807.70 4300.00
808.70 5400.00
808.60 6603.00
799.0 7195
793.0 7353
790.0 7523
794.5 7628
793.0 7743
799.0 7993
803.20 8405.70
809.60 9001.30
805.3010100.20
808. 7011141.60
811.1012148.90

.035
4906.5 5832.1
1500.
813.20 1010.50
816.60 1701.50
808.60 2548.30
807.60 3639.00
802.80 4505.20
799.5 4906.5
795.7 5092
795.3 5487
793.7 5714
809.0 5854.7
807.00 6058.90
805.80 6807.40
800.30 7212.60
808.30 7773.90
808.30 8695.30
809.40 9797.90
825.9010996. 70
851.6011867.40
868.8012649.10
5706.9 7286.3
3000.
5720 800.0
6578 792.6
7132 796.6
811.80 1206.00
812.60 2202.00
816.00 3800.20
817.8011600. 30
810.0012312.20
821.9012986.70

7208.3 .045
4300 4100
10300.
826.10 1037.00
805.60 1724.10
805.10 2425.50
804.10 2578.10
807.00 3407.00
807.10 4500. 10
809.20 5601.30
805.60 6795.00
795.0 7213
793.5 7418
795.0 7563
794.5 7663
795.5 7768
799.5 7993.5
803.70 8515.90
807.70 9200.00
808. 4010300. 60
809.7011274.90
805.9012180.40


3600 3900
8400.
809.40 1032.00
815.10 1828.20
808.20 2752.60
811.80 4008.00
803.20 4654.20
799.7 4907
794.8 5201
793.7 5571
793.7 5782
809.0 5854.8
810.00 6258.10
805.70 7005.70
809.30 7236.90
807.20 7972.20
806.00 8719.60
811.5010196. 60
838.7011316.60
867.3012254.50
868.4012655.90
2700 2700
9020.
5800 800.6
6658 795.6
7274 800.6
811.20 1400.90
814.10 2600.50
816.10 3914.20
812.4011773.00
810.0012330.20
826.6013062.90

8394.5 .16
4280

839.00 1128.10
812.20 1799.10
810.30 2447.00
805.60 2611.00
806.30 3580.70
807.10 4700.00
807.40 5801.40
806.80 6955.10
795.0 7273
793.0 7433
794.0 7578
792.0 7664
795.5 7933
808.3 8002.9
810.30 8559.90
809.10 9400.50
806. 7010500. 50
807.3011454.60
805.9012270.80


3720

811.60 1050.70
810.10 2000.00
808.60 2959.50
808.50 4229.00
805.50 4812.00
793.7 4970
792.3 5243
795.3 5630
796.7 5824
809.0 5854.9
810.40 6439.60
805.90 7087.40
809.60 7332.60
808.30 8171.40
809.30 9000.20
809."6010397. 30
849.7011427.60
886.6012365.90
871.8012667.20
2720

6529 795.6
6695 794.6
7286
812.10 1600.90
814.60 2801.60
811.30 4013.40
814.3011892.60
805.2012397.80
834.1013098.70

15051.6


809.40 1428.60
812.20 1821.80
803.00 2476.40
805.60 2810.20
806.30 3700.30
808. 10 4900.30
808.90 5958.10
807.10 7107.10
796.0 7303
794.5 7473
795. 7593
794.5 7703
790.0 7953
799.7 8322.2
807.20 8620.20
806.10 9570.50
807. 5010861.40
807. 3011800. 70
811.2012293. 10




809.80 1407.10
809.90 2201.70
812.00 3047.80
809.60 4406.30
801.60 4822.20
795.3 4991
795.3 5369
793.7 5664
799.7 5832
809.0 5855.0
806.90 6631.20
803.60 7123.20
806.90 7377.80
808.70 8370.40
807.80 9200.00
810.6010598. 40
853. 6011486. 20
896.9012503.30
872.8012688.70


6535 794.6
6966 796.6

812.70 1803.60
813.20 3200.60
813.60 4200.90
96

-------
GR809.40 4349.70
GR806.00 5000.10
GR802.50 5829.90
GR812.20 6445.10
GR811.30 7337.60
GR811.80 7866.40
GR809.10 8257.50
GR810.10 8797.90
GR809.00 9287.10
GR841.30 9544.50
GR842.4010190.20
GR850.6010778.50
GR888.1011502.50
NH     6    .065
NH9187.8      .16
X1128.06      96
X3
GR 809.4    1000
GR813.60 2794.40
GR810.20 4000.50
GR813.30 5000.30
GR813.80 5914.80
GR810.20 6445.70
GR811.10 7103.40
GR 801.4    7592
GR 795.4    7748
GR 798.4    7917
GR 801.4    8117
GR 807.0  8609.8
GR 797.4    8681
GR 795.4    8911
GR 795.4    9001
GR 796.4    9161
GR807.20 9475.80
GR816.8010054.30
GR810.7010739.90
GR824.5 12461.4
NH     5      .07
NH 11684
X1128.53      81
X3
GR823.00 1000.00
GR812.00 2196.10
GR814.00 3600.00
GR815.50 4584.00
GR817.20 5562.70
GR809.60 6301.10
GR810.40 6756.50
GR 802.2    7205
GR 796.2    7355
GR 796.7    7835
GR 803.4  7963.7
GR804.10 8347.20
GR843.80 8743.10
GR828.20 9388.70
GR850.6010100.40
GR858.5011200.90
810.30 4495.70
808.50 5399.00
806.30 5850.40
807.20 6510.50
807.10 7483.00
806.30 7902.90
807.90 8415.60
807.50 8820.80
813.10 9330.20
835.80 9630.80
856.9010358.60
853.9010872.60
869.6011760.40
2992 .16
12461. 4
7591.5 9187.8
5600.
810.9 2400.2
813.60 2815.30
812.40 4200.80
815.40 5400.00
812.90 6124.20
804.30 6511.70
811.00 7302.10
796.4 7634
795.9 7776
797.4 7925
802.0 8117.2
801.8 8634.4
797.9 8696
796.4 8926
795.4 9081
796.9 9176
809.80 9561.40
817. 1010078. 00
811. 9010885. 70
4956.2 .15
6756.5 7900.8
5350.
816.00 1196.60
813.60 2509.40
814.60 3800.00
816.30 4763.90
815. 00 5717.80
807.40 6501.10
810.10 6952.40
796.7 7215
797.7 7490
797.8 7865
804.4 8266.8
845.10 8626.70
836.00 8817.90
853.00 9567.60
852.8010300.90
857. 2011400.70
809.30 4584.20
808.80 5599.50
809.60 6049.50
802.00 6528.40
809.50 7682.20
811.10 7992.30
810.90 8458.80
807.60 9020.50
812.80 9348.60
840.00 9820.80
857.8010391.60
888.6011188.50
862.5012017.90
7591.5 .04

2800 2800
9900.
812.2 2600.4
812.50 2824.00
812.10 4400. 40
815.40 5600.20
810.70 6153.00
808.40 6560.50
805.00 7346.40
795.4 7698
796.9 7812
797.4 8032
805.4 8138.8
801.4 8641
798.4 8706
796.4 8948
796.9 9086
801.4 9181
809.30 9702.90
810. 2010100. 60
811. 7011056. 60
7203.6 .04
2500 2500
8100.
814.40 1399.10
813.80 2707.60
814.70 4000.00
816.30 4956.20
811.80 5869.00
805.90 6545.70
810.90 7109.30
797.7 7235
795.2 7495
796.3 7885
804.3 8267
845.30 8692.30
834.50 8926.80
855. 10 9638.90
852.8010500.60
857.6011605.20
811.40 4730.40
810.40 5698.20
810.10 6247.80
802.00 7286.30
811.50 7704.00
810.30 8045.30
809.10 8653.70
806.70 9172.40
811.70 9360.10
843.30 9998.40
851.4010589.50
889.5011231. 10
864.8012035.30
8117.2 .16

2810

811.8 2775.6
813.10 2915.50
812.40 4601.00
815.10 5636.20
812.30 6202.90
808.30 6720.20
805.80 7488.40
796.9 7712
795.4 7833
794.4 8082
810.2 8264.2
798.4 8651
797.4 8776
794.9 8951
792.4 9091
801.8 9187.8
810.20 9853.30
810. 8010500. 30
818. 7011159.80
7900.8 .14
2530

813.50 1599.70
815.20 3000.00
813.70 4200.00
815.30 5155.50
807.50 5905.30
809.90 6606.00
812.80 7187.70
796.3 7275
796.3 7530
802.3 7895
804.2 8268
841.70 8705.90
825. 60 9108. 10
848.10 9748.60
860. 4010816. 90
853.2011639.10
811.60 4840.20
802.50 5706.90
809.10 6388.00
803.70 7311.60
808.40 7804.60
807.10 8061.60
811.20 8760.30
809.90 9184.80
837.90 9506.20
841.2010108. 60
853.3010693.50
884.4011381. 10
864. 2012049. 10
8634.4 .04



810.9 2783.8
810.80 2992.00
813.60 4809.20
809.00 5706.80
805.50 6282.90
808.90 6900.60
802.00 7591.50
796.9 7734
795.9 7904
798.4 8110
810.6 8417.1
798.4 8676
798.4 8801
794.9 8991
792.4 9136
809.7 9209.8
809.3010021.60
814. 3010655. 40
818.6011228.80
8286.8 .07


813.50 1799.80
815.60 3400.00
812.60 4408.80
813.90 5358.80
809.40 6103.00
805.70 6662.60
802.30 7203.60
797.2 7325
795.7 7535
802.3 7900.8
804.1 8269
844.00 8719.50
825.60 9300.60
849.60 9900.80
858.1011000.90
857. 701 1666. 30
                                       97

-------
GR858.0011688. 40
NH 6
NH7649.2
X1129. 12
X3
X4 2
GR827. 10
GR812.50
GR812.80
GR813. 40
GR813. 50
GR812.00
GR811. 20
GR 809.9
GR 797.2
GR 798.3
GR 803.6
GR808. 40
GR886. 20
GR884. 70
GR862. 20
GR869. 70
GR883.30
NH 5
NH9422.6
X1129. 86
X3
X4 17
X4 6568
X4 6905
X4 7097
GR820.50
GR814.60
GR813.80
GR817. 10
GR817. 70
GR814. 60
GR808.80
GR812. 60
GR816. 30
GR808.20
GR803. 90
GR806. 00
GR886. 50
GR886.00
GR884. 80
GR884.00
NC .16
X1130. 56
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X4 4256
X4 4879
GR830. 10
GR819.40
GR820.20
GR816. 20
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4644. 30
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4838. 70
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7113. 1
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1182. 60
2269.60
3100.50
4059.70
5032.30
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4400
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1365. 80
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8015.70
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8845.30
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7113.1

3910
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813.10
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814.50
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1522.80
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881.4010010. 40
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4500.
803.6
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4288.00
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9206. 60
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814.60
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818.20
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4029
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4200

4040
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816.60
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1406.70
2317.30
3300. 10
3781.80
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5668.80
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7812. 80
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3300
5000.
798.4
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1888.40
2580.00
2763.50
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814.50
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803.20
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805.20
805.20
811. 40
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886.80
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3700

4138
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1606.70
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3500. 10
3900. 10
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5697.90
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6005.20
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7282. 50
7934.20
8053.50
8914.10
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798.4
797.9

1264.40
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2598.40
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6552
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814.40
814.20
815.80
817.30
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803.20
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807.40
806.30
806. 00
886.40
886.30
884.20
883.50




4212
4737

818.50
819.50
827.90
816.80
800.6
799.6
793.6

1806.70
2709.90
3597.20
4096.50
4554.60
5315.00
5737.50
5881.70
6027.00
6299.70
7334.30
7946.60
8250.70
9035.00
9398.10




795.9
795.9

1431.50
2259.80
2598.50
2845.30
                                        98

-------
GR811.20
GR809. 10
GR813. 10
GR804. 20
GR805. 70
GR827.40
NC .15
X1131.01
X3
X4 2
GR832.60
GR823.70
GR823.30
GR 806.6
GR 799.9
GR 799.9
GR811.40
GR816. 30
GR819. 70
GR817.50
GR815.20
GR821.00
NH 4
X1131.60
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X4 10
X4 1795
X4 2329
GR865. 90
GR811.40
GR810. 90
GR816. 00
GR820.40
GR820. 70
GR829. 10
GR823. 10
GR820. 10
GR830.30
NH 5
NH7130.5
XI 132.02
X3
X4 11
X4 1633
X4 1874
GR91 1.10
GR910. 00
GR810. 70
GR807. 20
GR81 1 .60
GR822.40
GR823. 50
GR822.20
GR809. 90
GR824. 60
GR835. 00
NH 4
2885.40
3181. 50
3737.20
4028.60
5154.50
5521.10
.15
57

810.7
1000.00
1357.70
1703.70
2122. 1
2200
2840
3185.70
3381.90
3517. 10
3841.40
4483.30
4810.30
. 15
49

804.7
798. 7

1000.00
1535.90
2475.50
2717.00
2913.70
3896.30
4640. 50
5357.60
5839.20
6509. 00
. 16

53

804.9
795.4
804. 9
1000. 00
1139.50
1399.70
1897. 70
2218.10
3024. 40
4010. 00
4755. 90
5416.40
6361.80
6861. 50
.075
809.90
811.90
816.00
804.20
805.70
827.50
.04
2149

3037.3
833.40
823. 10
832.20
804.7
799. 4
797.4
809. 30
816.60
819.70
815.40
814. 90
820.50
1569.5
1569.5

1570
1879

865.90
805.00
812.80
823.60
821.50
820.70
817.30
822.40
820.10
828.70
1442.6

1442. 6

1443
1663
1878
911.10
910.80
809.40
807. 50
826. 10
823. 50
821.90
821.80
830.60
813.70
836. 70
1363. 3
3000. 10
3278. 90
3759.70
4940. 60
5183.70
5532.00

3022.7

808.7
1016. 70
1409. 80
1820. 10
2149
2265
2900
3216. 50
3413.90
3529.90
4002.50
4577.40
4831. 10
.04
2329.8

798.2
800.2

1012.10
1569.50
2509.90
2766.70
3110.00
4072.80
4746.80
5536.00
6000. 80
6527. 20
.045

1878. 8

798.9
797.4

1006. 10
1168. 00
1426. 10
1954. 70
2300. 20
3201. 70
41 11. 90
4948. 00
5601. 10
6392.80
7000. 80
.17
809.40
811.60
817.70
815. 10
811.50


2400

3073.0
830. 20
826. 10
824.60
804.4
795.9
801.4
813.80
821. 30
819.70
816.80
817.40

2329.8
3100

1584
2217

864. 40
805. 00
811.20
823. 00
819. 30
820. 10
816. 40
822.80
814.70
830. 50
1878.8

2000

1480
1805

909. 20
909.50
807. 60
810. 20
821.80
818.40
823.30
821.80
831. 40
813. 50
842.80
1997.7
3054.80
3428.30
3833. 10
4953.70
5226.60


2400
3900.

1038. 10
1473.30
1873. 10
2150
2460
3015
3258.00
3452. 50
3543.70
4076.50
4638.40

. 15
3200
2850.
798.7
800.7

1095.90
2329. 80
2547. 80
2850. 90
3510. 00
4238. 60
4923. 20
5653. 60
6061. 80
6536. 70
. 17

2400
2200.
792.4
800. 9

1016. 30
1192.20
1434. 00
1978. 70
2579. 20
3507. 80
4283. 30
5151.90
5698. 30
6550. 00
7130.50
.045
808. 40
811. 60
816.70
812.70
829.40


2400


832. 00
823.70
824. 90
801.9
799.4
804.4
814.40
820. 90
815. 60
815.80
817.70

2475.5
3120

1598
2245

867.30
807. 80
81 1. 40
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820. 90
820. 80
823.60
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815.60
830. 60
2026.9

2200

1526
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902.00
806.80
811.50
821.30
822. 50
819. 50
818.90
827. 10
814. 00

2766. 1
3072.20
3569.50
3947. 20
4977.00
5453.10





1068.40
1559. 20
1926. 80
2155
2480
3020
3314.20
3487.70
3605.80
4172.00
4738.70

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797.2
801.7

1405.60
2385. 30
2598. 10
2861. 70
3592. 80
4402. 90
4972.80
5678.20
6435. 50
6547. 20
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795.9
799.9

1028. 60
1232.30
1442. 60
2056.60
2703. 80
3636. 20
4476. 40
5213. 90
6000. 70
6692. 40

. 17
812.40
812. 70
814. 10
812.00
822.30





834. 40
827.40
807.40
801. 9
798. 4
804. 7
818.20
817.80
817.90
815.00
817.60

6547.2


1682
2323

812.60
816.20
818.10
823. 50
819. 50
819. 30
816.80
821.60
830. 50

6000.7



1572
1862

909. 80
816. 30
806.80
814.60
818. 60
823.60
821. 20
810. 70
829. 40
817.10

7139
3121.20
3598. 90
3998.60
5101.20
5497.10





1219. 00
1602.00
2026.90
2175
2740
3022. 7
3350.00
3504.00
3711.40
4376.70
4788.90




797.2
804.7

1515. 10
2416. 30
2638. 10
2883. 40
3771. 00
4599.00
5057.00
5706. 00
6479.60

. 16



795.9
801.4

1089. 40
1369.20
1878. 80
2125. 10
2859. 50
3837. 70
4615. 00
5249. 50
6267. 00
6790. 60


99

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1363.30
1736.80
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2065
2186
2500
2693
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4227.60
5215.80
5823.70
6226.90
6473. 70
7139. 20
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38
1000.00
1233.20
1498. 1
1975
2186
2494
2690
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. 18
35
806.0
793.0
798.5
1000.00
1219.80
1759.50
2589.40
3452.00
4285.00
4988.70
. 18
21
1000
1161
1375
1531
1843
. 17
33
1000.00
1402.00
2187.6
2440
2610
2762
2855.3
.19
1997.2
1
855.50
836. 10
818.40
807. 2
801.9
801.4
799.4
800.3
807.2
827.50
828.60
827. 10
811.80
843. 30
847.20

.04
1887.8
825.80
821.80
811.8
807. 6
803. 3
794. 8
795.3
807. 6
.035
1759.5
1760
2000
2077
846.50
813.90
807.70
940.80
953.70
964.20
972.50
.045
1113.8
855.6
786.8
800. 3
803.3

1854.6
2224.0
825.30
833.90
808.5
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792.6
798.6
816.2
.035
2766. 1
1700.
1089.50
1520.40
17.67.60
1997. 2
2089
2215
2536
2708
2766. 1
3641.10
4414.40
5343. 50
5869. 00
6292. 10
6619.20


2788.4
1028. 70
1267. 10
1589.3
2006. 8
2233
2554
2720
2788. 4

2085
797.0
792.5
806. 0
1025.40
1265. 20
2085.00
2953.40
3611.00
4395.70
5084.50

1566.5
1073. 1
1172
1440
1550

.06
2815.5
1046.20
1576.30
2224
2465
2635
2779
2931.3

3300
4300
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2900.
854.00
817. 60
815.80
805.3
801.9
798.4
797.9
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828. 1
825. 70
828. 60
827.30
810.00
839.50
848.20


3900
823. 60
819.60
809.9
809.3
802.3
795.3
797.8
832. 0

2800
1785
2010
2084
821. 50
812. 30
811.80
952.40
958. 10
965.00
973.50

1500
808. 1
784.8
797.3
806.3

2224
2700
828.50
828.40
806.6
797.6
793. 1
802.6
834.0

1150.50
1604.80
1806.00
1998
2118
2355
2582
2737
3048
3774. 30
4549. 10
5477.00
6002.90
6329. 10
6817.50


3800
1122. 10
1283.80
1839.3
2072.4
2300
2562
2742
2867.9

2400
795.5
796.0

1072.70
1529.80
2174. 50
3060. 50
3920.60
4687. 60
5107.70

1600
1113.8
1195
1442
1560

.04
2800
1066.60
1854. 60
2235
2482
2652
2800
2965.7

855.80
817. 60
818.00
800.3
799.4
800.9
798.4
799.9
827. 4
827.80
826. 70
829. 70
811. 20
844. 80
855.30


3850
831.40
821.70
807.6
807.6
802. 8
792.8
798.3


2600
1834
2041

819.00
811.40
812.70
954.90
962.60
955.60
977.00

1520
806. 3
785. 3
801.3
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2815.5
2770
826. 60
813. 60
803. 1
796.6
791.6
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1215.80
1664.80
1827.40
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2147
2370
2631
2742
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3908. 40
4840. 80
5623.00
6098. 40
6386. 90
7099.90



1169.90
1368.50
1887.8
2172.3
2428
2607
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792.0
798.5

1114. 70
1638.30
2272.40
3133.60
4060.90
4771.00
5133.00


1115
1224
1505
1566.5

.17

1208. 80
1956. 40,
2243
2558
2677
2805


848. 10
826.00
814.50
800.9
800. 9
800.4
799.9
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827.5
826. 50
828. 50
829.50
827. 10
863.70
860. 70



831.30
809.60
806. 0
805.8
799.3
793.8
801.8



1903
2054

808.00
811.40
866.30
950.00
964.60
969.20
977.00


791.3
782.3
802.3
818.9

2965.7

832.20
812.70
796.6
797. 1
796.1
808.5


1272.70
1715.30
1936. 50
2031
2157
2432
2650
2761
3236.8
4045. 70
5040.80
5762.00
6148. 10
6429.50
7130.40



1189. 40
1418. 70
1900
2173
2487
2668
2782



791.0
797.0

1174. 20
1722.30
2560.00
3264. 10
4202.60
4925.40
5147. 30


1140
1241
1522
1705. 7



1296.30
2084.80
2388
2567
2745
2815.5


100

-------
X1135.04
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NC .2
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835.70
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3323.7
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829.20
855.60
808.90
883.70
882.20
849.20
845.40
.04
2076.5
2080
2342
2469
2613
833.40
869.40
806.80
814.50
888.40
888.40

.035
1044.2
807.0
795.3
790.3
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801. 3
833.0
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2011. 3
2020
2147
892.80
892.80
837.70
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791.8
790.8
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1082.30
1229. 90
1737.50
2213.30
2628.80
2723.00
2951.20
3281.90
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3789.2
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797.0
790.5
1018.40
1210.00
1511.20
1910.50
2791.30
3323.70
4167.40
4534.20
5054.70
5288.70

2603.2
802.7
795.2
792.2

1074.90
1819.50
2076.50
2861.20
3338.90
3779. 10


1505
1044.2
1096
1236
1384
1499
1686.9

2306.9
786.9
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1064.50
1869.80
2715.80
3387.70
1750
1860
1991
2195
827. 70
828.60
834.30
809. 50
858.00
862.00
820.40
835.70


2500
3334
3655
3748
863.90
851.30
849.20
831. 10
875.90
808. 90
886.70
869.60
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1800
2088
2351
2499

859.40
812.90
806. 80
815.20
886.00
884. 70


825
807.3
795.3
790.8
790. 3
807. 3
832.6

1300
2037
2169
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807.20
879.60
900.80
1500
787.8
788.8
791.8
1085.90
1237.40
1769.50
2223.50
2649.70
2800.30
3050.70
3312. 10


2500
803.0
801.0
804.0
1051.20
1248.30
1584.60
1959.20
3090.90
3789.20
4310.90
4707.80
5116. 70


1600
801.2
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797.2

1223.80
1914.00
2603. 20
2885.00
3422.90
3880.20


800
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1116
1257
1422
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1300
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1690
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827.70
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809.60
858.60
853.50
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837.50


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3365
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840.80
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806.70
882.70
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1630
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803.3
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790.3
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1300
2064
2244
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807.20
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903. 20

787.8
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1412.00
1802.90
2256.90
2653.80
2816.20
3146.80
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793.0
801.0
807.0
1073.80
1288.60
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3183.50
3809.50
4351.40
4914.20
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796.7
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1432.80
1966.90
2653.10
2920.80
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1059
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1281
1430
1505
1747.8


788.5
807.5
1499.40
2306.90
2888.00
3964.50

1881
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2213
829.50
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841.50
858.30
854.00
818.90
831.70



3411
3680
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828.80
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868.60
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2275
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882.70
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810. 50
879. 10
883.20
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798.3
789.3
790.8
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2090
2300
909.40
817. 70
895.80
902.80

776.8
785.8

1096.10
1649.20
1832.00
2298.20
2675.80
2824. 40
3170.00
3501.00



795.0
802.0

1138.80
1348.80
1697.40
2491.70
3266.40
3861.90
4397.60
5007. 60
5257.40



795.2
791.2
804.2

1647.10
2011.90
2756.30
3082.30
3607.80
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1065
1195
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1577. 6



780.0

1637.30
2432.60
2992.00
4035. 20
101

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GR900.70
GR898. 70
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1596
894.90
807.70
905.30
860. 10
.05
2039.6
2040
2087
2201
2322
893.90
882.70
807.80
868.40
900.10
1415.0
1790
862.00
797.4
797.9
796.4
839.70
868.40

4186.30
4602.80
5005.10

1596.2
797. 1
773. 1

1060.00
1295.10
1964.40
2461.80

2337.3
797.4
797.9
796.4
793.4
1029.60
1297.30
2039. 60
2591.00
3342.20
1813.2
793.4
1085.40
1425
1495
1638
1831.70
2027.60

901.90
900.60
904.60

1290.
313.
1456

909. 70
807.70
905.70
891.70

1750
2047
2100
2208
2335
877.70
883. 10
807. 80
885.60
897.10
840
1807
840.90
798.4
794.4
800. 4
855. 10
868.50

4295.90
4656.60
5182.30

784.
794.
773. 1

1090.50
1596.20
2022. 10
2536.20

1750
798.4
794.4
800.4
808.4
1099.00
1435.00
2337.30
2932.80
3436.20
840
808.4
1216.70
1433
1521
1670
1867.30
2036.60

902.70
902.90
909. 10

1290.
1357.
1464

907.40
811.70
902.10
896.90

1760
2053
2120
2232
2340
874.80
881.90
813.20
893.50
890.00
840
1813
840.00
793.4
799.4
800.4
862.60


4396. 50
4768.20
5231.90


794.
765. 6

1146. 40
1637.30
2088.20
2579.30


793.4
799.4
800.4

1213.50
1539.30
2376.60
3141.80
3453.00


1414. 90
1442
1539
1679
1948.70


901.00
904.20
909.00


1367.
1488

895.40
903.00
909. 90
897. 90


2060
2133
2252

875.60
861.90
843.80
903.60
892.70


807.90
797.9
798.4
794.9
864.60


4478.80
4871.40
5254.50


794.
799.6

1193. 10
1708.80
2285.80
2664.80


797.9
798.4
794.9

1237.70
1885.90
2438.00
3220.30
3504.50


1415.00
1451
1592
1770
1981.70


ER
                                    102

-------
                                 APPENDIX D

             OUTPUT OF HEC-2  SIMULATION  USED FOR HYDRAULIC DATA
                             TO THE QUAL-3 MODEL

     Shaded cross sections indicate ones whose cross-sectional areas have
been altered.  The true topwidths of the river at the solution elevations
for these cross sections are provided in parenthesis.

     Abbreviations used in identifying columns:

          SEGNO         Location of cross section in river miles above the
                        confluence of the Wisconsin River with the
                        Mississippi River.
          TOPWID


          VCH

          K*XNCH

          AREA


          SSTA


          ENDST


          KRATIO




          CWSEL
Topwidth of river; width of the river at the surface
of the water in the cross section.

Average velocity of water in the cross section.

Manning's n times 1,000.

Area of flow (does not include shaded ares in
Figures 6a-6f of the text).

Distance in feet from the left (south) end of the
cross section to where the river begins.

Distance in feet from the left (south) end of the
cross section to where the river ends.

Ratio of the upstream to the downstream conveyance
(=nAR^'^ where n = Manning's n; A = area of flow;
and R = hydraulic radius).

Elevation of water surface at the cross section.
                                     103

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                                                       106

-------
                                 APPENDIX E

               PROGRAM TO INTERPOLATE HEC-2 CROSS SECTIONS TO
                       QUAL-3 HYDRAULIC DATA BY REACH

LIST OF VARIABLES USED IN THIS PROGRAM

     A     Upstream boundary of cross section region of influence

     AI    Reach number

     AR    Area of flow in reach

     B     Proportion of cross section region of influence to  total  QUAL-3
           reach length

     BI    Downstream boundary of cross section region of influence

     BL    Length of QUAL-3 reach

     D     Depth of flow

     I     Reach number

     JK    Same as K

     K     Total number of HEC-2 cross sections

     LWB   Downstream boundary of QUAL-3 reach

     M     Number of cross sections remaining

     0     Upstream cross section (miles)

     Q     Flow rate (cfs)

     R     Downstream boundary of QUAL-3 reach

     UPB   Upstream boundary of QUAL-3 reach

     VI    Upstream cross section velocity

     V2    Downstream cross section velocity

     VA    Distance average of HEC-2 velocities for QUAL-3 reach
                                     107

-------
     VEL   Cross section velocity (ft/sec)

     XM    Cross section number (miles)

     XMAN  Manning's n

     XN1   Upstream cross section Manning's n

     XN2   Downstream cross section Manning's n

     XNA   Distance average of HEC-2 Manning's n

     XSCT  HEC-2 cross section (miles)

     Wl    Upstream cross section topwidth (ft)

     W2    Downstream cross section topwidth (ft)

     WA    Distance averaged of HEC-2 topwidths (ft)

     WIDTH HEC-2 cross section top width of river (ft)

Notes—
     (1)  The second reach statement (line 5) reads QUAL-3 reach
          specification data according to QUAL-3 Form 7 starting at the most
          upstream reach.  The Keach Specifications used in this study may
          be found in Appendix D.

     (2)  The third reach statement (line 13) reads the HEC-2 cross section
          data (printed double-spaced) starting at the most downstream
          point.  The program then accesses these cross section data  in the
          reverse order of having been read.  Data read by this statement
          may be found on pages 2 and 3 of Appendix B (with indicated
          modifications).
                                     108

-------
      REAL LWB
      DIMENSION  UPB(25),LWB(25),
     1           XSCT(100),WIDTH(100),VEL(100),XMAN(100)
      READ(-,-)  Q
      READ(-,34)  (UPB(I),LWB(I),  1=1,25)
   34 FORMAT(  50X.F10.0,  10X.F10.0)
C
C     BEGIN LOOP
C
      K=0
   15 CONTINUE
      K-K+1
      READ(-,36,END=35)  XSCT( K),WIDTH(K),VEL(K),XMAN(K)
   36 FORMAT  (5X.F7..0,  3X.F7.0, 5X.F5.0,  4X.3PF6.0/)
      GO TO 15
   35 JK-K
      A=UPB(1)
      R=LWB(1)
      BL=A-R
      VA=0.
      WA=0.
      XNA=0.
      1=1
      M=JK-1
      0=XSCT(M)
      XN1=XMAN(M)
      V1=VEL(M)
      W1=WIDTH(M)
      GO TO 18
   10 B=(A-BI)/BL
      VA=VA+B*V1
      WA=WA+B*W1
      XNA=XNA+B*XN1
      PRINT    ,0,A,BI,B,V1,W1,XN1
      V1=V2
      W1=W2
      XN1=XN2
      A=BI
      0 = XM
C
C     READ  IN NEW  CROSS SECTION
C
   18 M=M-1
      IF (M  .LE.  0)GO TO 22
      XM=XSCT(M)
      XN2=XMAN(M)
      V2=VEL(M)
      W2=WIDTH(M)
      BI=(XM+0)/2.0
   20 IF (R .LT.   BI)  GO TO  10
   22 B=(A-R)/BL
      VA=VA+B*V1
      WA=WA+B*W1
      XNA=XNA+B*XN1
      PRINT     ,0,A,BI,B,V1,W1,XN1
      AR=Q/VA
      D=AR/WA
                           109

-------
   A-R
   AI-I
   WRITE(14,47)AI,AR,D,XNA
47 FORMAT ('HYDRAULICS RCH=',F4.0,12F8.2,6X,'1.11'
  1        ,5X,F5.2,6X, '1.00',6X,F5.3)
   VA=0.
   WA-0.
   XNA-0.
   1=1+1
   R=LWB(I)
   IF (A .LT. BI) STOP
   BL=A-R
   GO TO 20
   END
                           110

-------
                                  APPENDIX F

                              FIELD  OBSERVATIONS

     Grab samples for laboratory analyses were  taken on 8 August  1978 at  1.0
to 1.5 mile increments between the site of the  Columbia Generating  Station
and the top of Lake Wisconsin.  Weather was sunny; temperature was  86°F.
Flow in the Wisconsin River at the USGS gaging  station below the  Wisconsin
Dells was 4,120 cfs on 6 August, 4,000 cfs on 7 August, and 3,740 on 8
August.
                                     Ill

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-------
                                 APPENDIX  G


       PROGRAM TO SOLVE FOR ONE-DIMENSIONAL TEMPERATURE DISTRIBUTION IN
              PRISMATIC OPEN CHANNEL  FLOW (PAILY AND  MACAGNO 1976)


LIST OF VARIABLES


Main Program  (Heat)


AP        Lower  diagonal  coefficient in predictor  matrix.


AC        Lower  diagonal  coefficient in corrector  matrix.


BP        Diagonal coefficient  in  predictor matrix.


BC        Diagonal coefficient  in  corrector matrix.


CP        Upper  diagonal  coefficient in predictor  matrix.


CC        Upper  diagonal  coefficient in corrector  matrix.


CCP       Specific heat of water.


DAYSEC    Time of day  (sec) of  the next sunrise or sunset.


DELT      Simulation time step.


DELX      Simulation element size.


DEPTH     Mean depth of river.


E         Diffusion coefficient.


H         Internal constant.


HTFLX     Subroutine computing  heat  flux from river.

V
          Internal constant.


K^x      Maximum number  of time steps in  simulation.


KPRT      Print  interval  in time steps.


M         Total number of elements in simulation.


QE        Flow rate of power plant effluent (cfs).


QN        Flow rate in river just above power plant discharge.


                                     113

-------
 1           DOUBLE PRECISION T,TL,RHS,AP,BP,CP,AC,BC,CC,R,S,H,HTFLX,U,K
 2           DOUBLE PRECISION V,TR
 3           DOUBLE PRECISION TR1.YY
 4           LOGICAL NK
 5           DIMENSION T(100),TL(100),RHS(100),AP(100),BP(100),CP(100),
 6          1        AC(100),BC(100),CC(100),DIST(100),YY(2),XX(2)
 7           COMMON NK, DAYSEC
 8           READ (-,-) QE,TE,QN,TR,M,DELX,DELT,WIDTH,DEPTH,S,E,KMAX,KPRT
 9     C
10     C     INITIAL CONDITIONS
11     C
12           TWODT - 2.*DELT
13           NK - .TRUE.
14           KK - 0
15           TIMSTP - 0.0
16           E - E*5280.*5280./86400.
17           AREA - DEPTH*WIDTH
18           DEPTH = 12.0 *  2.54*DEPTH
19           CCP » 1.0
20           RHO » 1.0
21           DO 1 I - 1,M
22           T(I) =• TR
23           DIST(I) - (I-1)*DELX/5280.
24         1 CONTINUE
25           TIN - QE*TE/(QE+QN)
26           U • (QE+QN)/AREA
27           H = U*DELX/(S*E)
28           K = U*U*DELT/(S*E)
29           R = K/(H*H)
30           V - S*E/(RHO*CCP*DEPTH*U*U*86400.)
31     C
32     C     TRIDIAGONAL COEFFICIENTS
33     C
34           MM1 - M-l
35           MM2 = M-2
36           DO 4 I - 1,M
37           AP(I) - -R/S
38           CP(I) - AP(I)
39           BP(I) -  2.*(R/S + 1.0)
40           AC(I)= AP(I)-R*H/2.
41           CC(I) -  AP(I)+R*H/2.
42           BC(I) - BP(I)
43         4 CONTINUE
44           AP(MM2) = AP(MM2)  +  R/(3.*S)
45           BP(MM2) - BP(MM2)  -  4.*R/(3.*S)
46           AC(MM2) - AC(MM2)  +  ((R/S)-R*H/2.)/3.
47           BC(MM2) = BC(MM2)  -  4.*((R/S)  - R*H/2.)/3.
48     C
49     C
50     C     BOUNDARY CONDITIONS
51     C
52           T(l) = TIN + TR
53        10 AF = HTFLX(TR)
54           TR1 • TR + K*V*AF/2.
55           TB1 • TIN + TR
56     C
                                  114

-------
 DO 101  1-2,MM1
 RHS(I)  - (R/S + R*H/2.)*T(I-1) - 2.*(R/S-l.)*T(I)+(R/S-R*H/2.)
1        T(I+1)  +  2.*K*V*HTFLX(TL(I))
57    C     PREDICTOR
58    C
59          DO 100 1-2,MM1
60          RHS(I)-R*H*T(I-l)/2. + 2.*T(I) - R*H*T( I+D/2, +  K*V*HTFLX(T( I))
61      100 CONTINUE
62          RHS(2) • RHS(2) + R*TB1/S
63          CALL SOLV1(TL(2),AP,BP,CP,RHS(2),MM2)
64    C
65    C
66    C     CORRECTOR
67    C
68          DO 101 1-2,MM1
69
70
71      101 CONTINUE
72          AF - HTFLX(TRl)
73          TR - TR + K*V*AF
74          T(1) - TIN + TR
75          RHS(2) - RHS(2) + ((R/S) + R*H/2.)*T(1)
76          CALL SOLV1(T(2),AC,BC,CC,RHS(2),MM2)
77          T(M) - (4.*T(MHl)-T(MM2))/3.
78    C
79    C     OUTPUT
80    C
81          IF (KK .LT. 864) GO TO 125
82          IF (TIMSTP .EQ. 25200.) WRITE(6,102) TIMSTP.T
83          IF (TIMSTP .EQ. 72000.) WRITE(6,102) TIMSTP.T
84      102 FORMAT(1HO,'TIME - '.F8.0,' SECONDS1/1  RIVER TEMPERATURE  IN  DEGREE
85         IS CELCIUS'MC '.16F8.3/))
86    C
87    C     INCREMENT TIME STEP
88    C
89      125 IF (TIMSTP .LT. DAYSEC) GO TO  126
90          IF (TIMSTP-DAYSEC .LT. TWODT  )     NK - .TRUE.
91      126 KK - KK + 1
92          TIMSTP - TIMSTP + DELT
93          IF (TIMSTP .GE. 86400.)TIMSTP  - TIMSTP  - 86400.
94          IF (KK.LE. KMAX) GO TO 10
95          STOP
96          END
                         115

-------
 1           SUBROUTINE SOLV1(T,A,B,C,RHS,M)
 2           DOUBLE PRECISION T,A,B,C,RHS,DENOM
 3           DIMENSION T(100),A(100),B(100),C(100),RHS(100),CX(100),DX(100)
 4           CX(1) = C(1)/B(1)
 5           DX(1) = RHS(1)/B(1)
 6           DO 10 1-2,M
 7           DENOM - B(I)-A(I)*CX(1-1)
 8           CX(I) - C(I)/DENOM
 9           DX(I) • (RHS(I)-A(I)*DX(I-1))/DENOM
10        10 CONTINUE
11           T(M) - DX(M)
12           MK - M - 1
13           DO 20 I - 1,MK
14           K - M - I
15           T(K) - DX(K) - CX(K)*T(K+1)
16        20 CONTINUE
17           RETURN             ,
18           END
 1          DOUBLE PRECISION FUNCTION HTFLX(T)
 2          DOUBLE PRECISION T
 3          LOGICAL K
 4          COMMON K.DAYSEC
 5          DATA SIGMA/1.171E-07/
 6          IF(K) GO TO  100
 7       99 TK - T + 2.7316D+02
 8          PBW - 0.970*SIGMA*(TK**4.)
 9          PH - (8.00+0.35*(T-TA)+3.9*VA)*(T-TA)
10          PE - PH*(ES-EA)/(6.1E-04*PA*(T-TA))
11          HTFLX - PR-PBW+PBA-PBR-PE-PH
12          RETURN
13      100 READ (-,-) C,H,RH,TA,PCL,VA.PA.DAYSEC
14          TAK - TA+273.16
15          ES - 6.1048*EXP{5315.08*(1./273.16  -  l./TAK))
16          EA - RH * ES
17          PRI - PCL*(0.35+0.061*(10-C))
18          PRR - 0.108*PRI-(6.766E-05)*PRI*PRI
19          PR - PRI-PRR
20          A - 0.74+0.025*C*EXP(-1.92E-04*H)
21          B - 4.9E-03  - 5.4E-04*C*EXP(-1.97E-04*H)
22          PBA - (A+B*EA)*SIGMA*(TAK**4)
23          PER = 0.03*PBA
24          K - .FALSE.
25          GO TO 99
26          END
                                    116

-------
                                   TECHNICAL REPORT DATA
                            (Please read Instructions on the reverse before completing)
1. REPORT NO.
  EPA-600/5-80-077
                                                           3. RECIPIENT'S ACCESSION NO.
4. TITLE AND SUBTITLE

  Water  Constraints in Power-Plant Siting  and
  Operation:   Wisconsin Power Plant  Impact Study
             5. REPORT DATE
               July 1980 issuing  date
             6. PERFORMING ORGANIZATION CODE
7. AUTHOR(S)
  Nathaniel  Tetrick
  Erhard Joeres
                                                           8. PERFORMING ORGANIZATION REPORT NO.
9. PERFORMING ORGANIZATION NAME AND ADDRESS
  Department  of Civil and Environmental Engineering
  University  of Wisconsin-Madison
  Madison, WI  53706
             10. PROGRAM ELEMENT NO.

                 1BA820
             11. CONTRACT/GRANT NO.

                    R803971
12. SPONSORING AGENCY NAME AND ADDRESS
  Environmental Research Laboratory-Duluth
  Office of  Researcn and Development
  U.S. Environmental Protection Agency
  Duluth, MN  55804
                                                           13. TYPE OF REPORT AND PERIOD COVERED
             14. SPONSORING AGENCY CODE
               EPA/600/03
15. SUPPLEMENTARY NOTES
16. ABSTRACT A conceptual study of water  quality in the Wisconsin River between Wisconsin
Dells  and Lake Wisconsin was performed to  determine the range of choices  that might be
available for determining the trade-off between organic waste discharges  and heat assim-
ilation from possible power plant sites.   The QUAL-3 river quality model,  as modified by
the Wisconsin Department of Natural Resources for use on the upper Wisconsin and lower
Fox Rivers,  was used for preliminary simulations of the effect of potential  heat dis-
charges from three possible power plant sites on the levels of dissolved  oxygen, bio-
chemical oxygen demand, and algae growth during times of extremely low  flow.  Hydraulic
parameters for the QUAL-3 model were estimated from simulations employing the Army Corps'
HEC-2  water surface profile model.  Estimates of river temperature downstream of heat
discharges were obtained using a simple one-dimensional river temperature model devel-
oped by Paily and Macagno (1976).  Results of simulations at various levels  and locations
of heat discharges are presented in the presence and absence of discharge at the Portage
Wastewater Treatment Plant effluent into the Wisconsin River, and of concerted control
of point and non-point sources of nutrients in and upstream of the regional  study.
The results suggest that the levels of dissolved oxygen in Lake Wisconsin would be
most sensitive to nutrient levels in the Wisconsin River and that elevated nutrient
levels resulting from heat discharges  could cause greater drops in the  dissolved
oxygen levels in the lake.
17.
                                KEY WORDS AND DOCUMENT ANALYSIS
                  DESCRIPTORS
                                              b.lDENTIFIERS/OPEN ENDED TERMS
                           c. COSATI Field/Group
 River quality model
 Organic wastes
 Thermol pollution
 Dissolved oxygen
 Wisconsin power plant
   study
 Siting options and
   decision alternatives
      08/H
18. DISTRIBUTION STATEMENT

             Release to Public
19. SECURITY CLASS (ThisReport)
   unclassified
21. NO. OF PAGES
       127
                                              20. SECURITY CLASS (Thispage)
                                                 unclassif ied
                           22. PRICE
EPA Form 2220-1 (Rev. 4-77)   PREVIOUS EDITION is OBSOLETE
                                                           U.S. GOVERNMENT PRINTING OFFICE:  19BO--657-165/0065
                                            117

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