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 -'
-------
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
.
-------
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
-------
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
-------
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
-------
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.
-------
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 convectivedispersion 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
-------
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
§
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18 |
1
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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
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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
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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
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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
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19
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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
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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
-------
< 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
-------
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
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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
-------
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
-------
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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-------
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>
WSL>
WSL>
01.013
HULBERT CR
WISC DELL STP
NEW WI DEL STP
L DELTON STP
DELL CREEK
PORTAGE STP
BARABOO RIVER
COLMB PWR UPTK
DUCK CREEK
COLUMBIA ASH
COLUMBIA EFFL
ROCKY RUN
ROWEN CREEK
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
.80 20.0 20.0
T
E
E
E
T
E
T
W
T
E
E
T
T
3.
0.56
0.
0.
1.
0.
12.
3.
84.
-30.
3.
5.
0.
0.
2.
0.00 0.00
0
0
55
0
00
09
3
2
56
0
0
8
1
68.
68.
68.
75.
68.
74.
77.
90.
12.
.75 00.
2.0 600.
2.0 30.
2.0 330.
8.0 5.
5.0 30.
7.5 5.
8.2 3.
2. 30.
1.
0 00.0
00
43
43
1.43
2.00
1.43
00
00
00
1.43
00
00
2.00
71
-------
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
-------
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
-------
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
-------
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
-------
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
-------
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
-------
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
-------
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)
-------
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
-------
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
-------
= 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
-------
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,
-
-------
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
-------
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)
-------
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
-------
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
-------
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
-------
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
0. 0.
-10.
.1000
15
1000.0
1600.0
1960.0
24
1000.0
1320.0
1520.0
1870.0
2630.0
22
1000.0
1520.0
2460.0
2840.0
3200.0
.1000
27
1000.0
1800.0
3030.0
3600.0
4110.0
4700.0
-1.0000
.1200
51
1000.0
2480.0
3000.0
3310.0
3485.0
3700.0
6280.0
7600.0
9000.0
11200.0
12530.0
-1.0000
. 1000
22
1000.0
1800 CFS ]
0
-1
.
.0350
1100.0
774.8
770.7
772.7
1000.0
777.4
775.5
777.8
772.4
778.9
2190.0
785.9
776.0
771.4
773. 3
800. 0
.0350
3020.0
790.2
778.3
771.5
775.4
771.8
800.0
.0350
3000.0
3000.0
780.2
778.0
772.8
772.8
772.4
777.8
781.0
777.5
780.7
783.3
.0350
1260.0
1260.0
780.6
0
17.
0.
.2000
2135.0
1100.
1100.0
1680.0
2030.0
2240.0
1000.
1010.0
1380.0
1540.0
2070.0
2630.0
3200.0
2190.
1200.0
2070.0
2600.0
2890. 0
3600. 0
.2000
4310.0
3020.
1125.0
2250.0
3120.0
3820.0
4150.0
4730.0
.2000
.0350
3730.0
3000.
1520.0
2610.0
3050.0
3350.0
3540.0
3730.0
6800. 0
7800.0
9600.0
11600.0
.2000
.0350
2555.0
1260.
1220.0
0
25.
.4000
4665.0
800.
769.8
772. 2
769.7
3575.0
800.
776.8
778.9
773.4
771.4
778.9
4080.0
800.
775. 6
777.0
772.3
770.3
.4000
3640.0
800.
782. 1
776.4
770.4
773.0
773.8
.4000
3730.0
3430.0
800.
780.2
776.5
774.8
772. 8
773.4
777.8
779.9
779.3
781.4
784.3
.4000
2555.0
4750.0
800.
780.5
53.
4665.
1930.
1260.
1840.
2100.
3575.
2240.
1060.
1380.
1600.
2130.
2770.
4080.
2760.
1220.
2190.
2660.
2930.
4080.
3820.
1135.
2510.
3200.
3870.
4220.
0
54.
0 4665.
800.
0 768.
0 775.
0 777.
0 3575.
800.
0 769.
0 772.
0 772.
0 772.
0 795.
0 4080.
800.
0 776.
0 768.
0 777.
0 777.
0 4080.
800.
0 777.
0 776.
0 770.
0 774.
0 770.
.1200 7400.
8400.
3730.
1680.
2610.
3140.
3400.
3570.
3930.
7000.
8200.
9800.
11770.
0 4650.
800.
0 777.
0 776.
0 773.
0 773.
0 773.
0 778.
0 779.
0 778.
0 782.
0 786.
.1200 4850.
5220.
1700.
1260.
0 4600.
800.
0 772.
1
0
8
0
6
0
3
3
4
9
0
0
6
3
3
3
0
3
6
3
4
3
0
0
7
5
3
4
9
4
8
6
2
0
0
0
0
1800
58. 1
0.
1430.0
1930.0
2135.0
0.
1130.0
1420.0
1710.0
2180.0
2780.0
0.
1320.0
2270.0
2720.0
2970.0
0.
1270.0
2780. 0
3380.0
3920.0
4290.0
.0700
0.
2000.0
2670.0
3220.0
3440.0
3630.0
3930.0
7280.0
8400.0
10320.0
11790.0
.0700
0.
1380.0
774.
.
0.
768
777
777
0.
768
773
773
777
0.
776
765
774
777
0.
776
779
773
771
777
12530
0.
778
778
773
777
773
778
778
779
781
790
7020
0.
771
50
0
.8
. 6
.6
.3
.3
.9
.8
.0
.4
. 3
.3
.4
.2
.5
.5
.4
.0
.9
.5
.8
.8
.4
.4
.4
.7
.7
.0
.0
.0
0
.
1510.0
1930.0
2605.0
1200.0
1460.0
1770.0
2240.0
1450.0
2340.0
2760.0
3190.0
1520.0
3020.0
3470.0
4060.0
4310.0
2200.0
2780.0
3260.0
3480.0
3660.0
6270.0
7400.0
8600.0
10600.0
12300.0
1470.0
89
-------
GR 771.0
GR 774.9
GR 801. 2
GR 783.1
NC .1300
Xllll.30
X3
GR 800.0
GR 781.0
GR 779.0
GR 775.2
GR 776.7
GR 780.5
NC .1250
NH 4
X1111.75
X3
GR 796.4
GR 778.4
GR 782.0
GR 781.0
GR 772.5
GR 777.0
GR 781.1
GR 805.0
NC .1200
NH 4
X1112.40
X3
GR 782.0
GR 782.5
GR 775.7
GR 778.1
GR 782.0
GR 784.6
GR 789.5
NC .0900
XI 112.9
X3
GR 782. 1
GR 786.5
GR 779.0
GR 778.4
GR 784.7
NC .1000
X1113.40
X3
GR 803.5
GR 782.1
GR 780.5
GR 786.5
Xll 14.40
X3
GR 795.5
GR 778.4
GR 784.0
X1115.60
1570.0
2440.0
3940.0
6930.0
.1200
30
774.5
769.0
801.2
806.5
.0350
5200.0
1670.0
2480.0
4520.0
7020.0
.2000
6330.0
776.0
779.0
790.0
.4000
3750.0
5200. 805.
1000.0
2650.0
3630.0
5420.0
6120.0
6800.0
-1.0000
.1250
36
1000.0
2640.0
4740.0
6810.0
7100.0
7520.0
8820.0
12690.0
-1.0000
.1200
31
1000.0
7140.0
8680.0
9020.0
10050.0
10760.0
12600.0
.1000
23
1000.0
5080.0
5930.0
6860.0
7900.0
. 1200
20
1000.0
2200.0
2580.0
3010.0
15
1000.0
1350.0
2025.0
14
796.4
777.6
781.0
775.6
775.2
780.6
.0350
6810.0
6810.0
783.1
777.4
777. 1
779.0
765. 0
781.0
781.5
.0350
8420.0
8420.0
780.8
782.8
782.9
778.5
782.0
782.8
.0350
5760.0
782.7
782.6
779. 4
783.7
782.4
.0350
1820.0
792.1
780.0
781.5
782.8
1000.0
786.8
787.9
784.0
1070.0
2690.0
4000.0
5560.0
6190.0
7400.0
.2000
.0350
7580.0
6500.
1045.0
2810.0
5490.0
6810.0
7140.0
7580.0
10260.0
.2000
.0350
9275.0
8420.
1840.0
8000.0
8710.0
9200.0
10270.0
11080.0
.2000
6940.0
5760.
2100.0
5130.0
6000.0
6940.0
8380.0
.2000
2950.0
1820.
1290.0
2240.0
2690.0
3090.0
2100.0
1000.
1020.0
1390.0
2080.0
1120.0 1810.0
782.5
776. 6
781.3
777.1
776.3
782.2
.4000
7580.0
2510.0
805.
781.7
779.0
778.5
775.5
781.0
781.0
785.4
.4000
9275.0
2350.0
805.
785.4
785.5
779.7
782.9
784.4
784.0
.4000
3040.0
805.
780.3
785.4
775.0
783.9
791.7
.4000
4540.0
805.
783.4
780.2
780. 0
782.8
3550. 0
805.
788.0
782.5
787.9
2130.
2555.
4800.
6020.
6330.
1090.
2860.
4800.
5630.
6260.
7600.
0 774
0 779
0 780
0 4970
805.
0 781
0 778
0 778
0 775
0 782
0 780
.1200 10520
4560.
7100.
1800.
3120.
5800.
6900.
7220.
7890.
10290.
0 4030
805.
0 783
0 777
0 777
0 775
0 777
0 783
0 790
.1000 9895
4750.
9895.
2520.
8420.
8715.
9275.
10290.
11470.
1870.
7160.
3330.
5590.
6210.
7160.
8400.
3790.
3290.
1330.
2350.
2840.
3120.
3550.
2100.
1060.
1390.
2100.
6265.0 6265.
0 3000
805.
0 785
0 772
0 778
0 782
0 785
0 786
0 1870
805.
0 780
0 781
0 775
0 787
0
0 3790
805.
0 784
0 777
0 772
0 788
0 3550
805.
0 776
0 782
0 787
0 6265
.5
.0
.0
.0
.0
.4
. 5
.3
. 1
.5
.0
.0
.6
.5
.0
. 0
.9
.0
.8
.0
.0
.5
.8
.2
.9
. 4
.0
.0
.8
.0
.0
.0
.0
.9
.5
.0
. 2
.0
.0
.5
.9
.0
2330.0
3555.0
4850.0
0.
1840.0
3170.0
5200.0
5770.0
6330.0
8020.0
.0800
0.
2070.0
3470.0
6040.0
6980.0
7270.0
7900.0
10520. 0
. 1200
0.
3310.0
8450.0
8830.0
9895.0
10410.0
11510.0
0.
4500.0
5,760.0
6280.0
7420.0
0.
1680.0
2390.0
2920.0
3290.0
0.
1110.0
1865. 0
4360.0
0.
779.
790.
782.
0.
783.
776.
777.
777.
782.
803.
12690.
0.
781.
781.
781.
773.
778.
782.
790.
12600.
0.
779.
774.
778.
784.
783.
786.
0.
784.
776.
778.
781.
0.
783.
777 .
782.
792.
0.
778.
775.
795.
0.
0
4
1
0
8
3
2
3
0
0
7
7
0
0
5
6
8
0
5
7
8
0
5
0
6
0
5
8
6
5
3
8
5
0
0
2430.0
3600.0
6800.0
2110.0
3520.0
5360.0
5980.0
6470.0
8070.0
2620.0
3950.0
6480.0
7020.0
7330.0
8620.0
12590.0
6700.0
8490.0
8955.0
9900.0
10500.0
12580.0
4550.0
5860.0
6350.0
7740.0
1820.0
2460.0
2950.0
3310.0
1250.0
1990.0
4370.0
90
-------
X3
GR 806
GR 780
GR 780
NC. 1
X1115.
X3
GR805.
GR790.
GR775.
GR778.
GR779.
GR794.
SB. 9
NC. 1
X1115.
X2
X3
BT7.
BT1403
BT804.
GR803.
GR790.
GR772.
GR776.
GR777.
GR780.
GR797.
NC.l
X1116.
GR806.
GR782.
GR782.
GR784.
GR784.
GR780.
GR782.
SB. 9
X1116.
X2
BT9.
BT413.
BT813.
GR810,
GR782.
GR780.
GR784.
GR784.
GR780.
GR782.
X1116.
GR810.
GR782.
GR781.
GR784.
GR784.
GR779.
1120. 805. 1810. 805.
.0 1000.0 794.8 1040.0 797.9 1120.0 779.4 1140.
.9 1300.0 780.4 1400.0 781.4 1440.0 778.5 1470.
.4 1650.0 782.5 1720.0 796.0 1770.0 800.0 1810.
.1 .04 .2 .4
66 29 -2. 661. 300. 300. 300.
-2.
24.
3 184.
8 389.
2 544.
5 658.
1.5
.1
68
988.
. 807.3
4 797.3
5 998.
1026.
9 1125.
4 1269.
4 1474.
4 1603.
2 1662.
. 1
53
5 0.
115.
5 277.
5 490.
6 697.
856.
5 1014.
1.5
54
0.
812.
804.2
0.
116.
6 278.
5 489.
696.
856.
1013.
55
0.
116.
5 276.
5 487.
697.
5 856.
798.
778.
775.
778.
778.
797.
3.0
.04
9
9
9
3
2
3
32 998.
1.
803.
797.
798.
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778.
777.
790.
804.
.04
35
798.
782.
784.
784.
783.
779.
783.
3.0
35
1.
808.
803.
1003
798.
782.
784.
784.
784.
780.
783.
35
798.
782.
784.
784.
783.
778.
5
4
8
8
4
8
5
4
0.
2
5
6
6
6
0.
2
2
,
5
5
5
5
5
0.
2
5
1
25.
-2.
56.
247.
401.
557.
659.
.2
1662.
797.5
998.
798.9
1546.
998.
1057.
1185.
1331.
1535.
1638.
1662.
.2
1119.
0.
128.
337.
550.
707.
867.
1063.
1119.
800.
801. 1
561.
811.9
0.
128.
335.
550.
708.
866.
1062.
1119.
0.
126.
341.
551.
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866.
805.
798.9
773.3
776.3
778.3
780.3
797.3
510.
.4
100.
800.
805.
1117.
806.
798.8
772.3
774.8
778.4
778.4
794.5
.4
4500.
785.
783.6
783.6
784.
783.1
781.
785.
1080.
40.
805.
116.
813.
803.5
785.
783.5
783.5
784.
782.
781.
784.9
39.
785.
783. 1
783.5
784.
782.5
780.
300.
-1.
102.
257.
414.
602.
661.
12.
100.
1660.
805.6
796.
1000.
1102.
1247.
1390.
1546.
1654.
4500.
9.
189.
401.
561.
719.
930.
1109.
21.
40.
810.
804.3
1118.
10.
190.
405.
563.
719.
929.
1108.
39.
10.
191.
403.
561.
718.
931.
805.
795.8
773.3
776.3
777.4
790.
805.
10440.
100.
805.
796.2
1573.
795.7
772.9
775.3
778.9
778.3
794.5
4500.
782.5
782.
783. 1
783.
781.6
782.5
798.7
18870.
40.
801.2
707.
810.6
782.5
780.6
784.5
782.6
781.6
782.
798.5
39.
782.5
779.5
783.5
784.
782.5
781.
0.
113.
270.
473.
639.
661.
1.5
1260.
805.6
1001.
1113.
1258.
1403.
1558.
1659.
57.
256.
413.
571.
784.
994.
1119.
1.5
264.
813.2
802.5
61.
256.
413.
572.
784.
994.
1119.
59.
255.
414.
572.
783.
994.
0 778.
0 779.
0
795.
773.
778.
778.
794.
807.
796.
795.
772.
775.
778.
779.
797.
781.
782.
784.
785.
781.
782.
810.
811.
804.
781.
780.
783.
785.
780.
782.
810.
781.
780.
784.
783.
780.
781.
8
9
9
3
5
3
3
7
9
5
4
1
2
5
1
5
5
6
5
6
6
6
6
5
5
6
5
5
9 1220.0
9 1490.0
4.
124.
329.
534.
652.
797.5
1662.
1005.
1117.
1260.
1414.
1573.
1660.
104.
266.
423.
637.
846.
1004.
1119.
802.2
856.
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GR810. 0. 798.2 0. 785. 9.
GR782. 115. 780.5 125. 783.5 190.
GR779.5 275. 784. 340. 782.6 402.
GR784.4 486. 784. 550. 784.5 560.
GR784.5 696. 785. 706. 784.5 718.
GR780.4 855. 779. 865. 781. 929.
GR781.5 1013. 786. 1061. 785. 1108.
NC .1200 .1200 .0350 .2000 .4000
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779.6 254. 780.6 264.
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783.5 571. 784.5 633.
783.5 781. 779.5 845.
780.5 993. 781.5 1003.
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10710.0
11680.0
14430.0
7250.0
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8790.0
9450.0
9870.0
11460.0
7370.0
7880.0
8530.0
7470.0
8655.0
10210.0
11700.0
92
-------
NC .1000
X1121.
X3
GR 807
GR 791
GR 791
GR 791
GR 792
GR 796
GR 795
NC
NH
20
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15
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NH 6230
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GR 797
GR 801
GR 799
GR 791
GR 788
GR 790
GR 791
GR 791
GR 792
GR 797
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GR 805
GR 797
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GR 789
GR 789
GR 786
GR 790
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0
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2440
2690
2920
3420
3580
3730
6370
6760
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1216.40
1847.60
2367.5
2581
2901
3235
3356
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4458.50
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4882.80
5331.20
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1692.5
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800.40
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796.20
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7020.0
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. 2
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2470
2750
2991
3490
3680
6230
6605
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8070
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1691.30
2321.50
2528
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2170
2395
2580
2840
3405
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3705
6295
6675
6980
7440
8120
8195
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1796. 10
2354.70
2554
2835
3195
3355
3488
3635
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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
X3
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
GR801. 9010800. 20
GR801. 4012000. 10
GR799. 9013000. 00
GR804. 7013489. 10
NH 5 .15
NH10224.
X1123.86 95
X3
GR 805.0 1000
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
792.1 5324
790.6 5580
802.4 6091.5
796.5 6563.1
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
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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
GR814. 1012232.90
GR817.1 12975.
NC .15 .15
X1124.79 56
X3
GR818.00 1000.00
GR804.00 1264.80
GR804.30 1802.10
GR803.90 2705.60
GR801.60 3262.70
GR801.10 3872.90
GR801.20 4262.30
GR806.90 4789.40
GR 803.2 4905
GR 791.5 5298
GR 789.9 5843
GR 815.0 6000
X1125.49 96
X3
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
GR 799.9 6374
GR 793.3 7240
GR 791.3 7640
GR800.00 8468.80
GR813.90 8813.30
GR803.10 9018.30
GR802. 8010010. 80
804.40 9622.30
.04
6109.9 7380.4
2300.
808.70 1198.30
812.20 2066.90
805.90 2624.90
802.40 3434.70
803.50 4194.20
803.70 5344.90
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
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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
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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
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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
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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
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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
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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
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796.9 9176
809.80 9561.40
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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
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862.5012017.90
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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
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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
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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
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801.8 9187.8
810.20 9853.30
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818. 7011159.80
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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
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X4 2
GR827. 10
GR812.50
GR812.80
GR813. 40
GR813. 50
GR812.00
GR811. 20
GR 809.9
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GR 798.3
GR 803.6
GR808. 40
GR886. 20
GR884. 70
GR862. 20
GR869. 70
GR883.30
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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
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X1130. 56
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6101.70
7129. 80
7812. 80
7996.30
8787. 10
9382.30
3300
5000.
798.4
797.4
803.9
1030.00
1888.40
2580.00
2763.50
6548
6688
7049
814.50
813.90
816.30
817.00
810.60
815.60
803.20
807. 10
805.20
805.20
811. 40
885.50
886.80
886.00
881.10
3700
4138
4675
4948
818.40
819.20
827.90
817.60
799.1
800. 6
792.6
1606.70
2510. 10
3500. 10
3900. 10
4531.00
5161.00
5697.90
5846.00
6005.20
6109.20
7282. 50
7934.20
8053.50
8914.10
9385.70
798.4
797.9
1264.40
2057.00
2598.40
2796. 70
6552
6793
7073
814.40
814.20
815.80
817.30
811.90
820.00
803.20
814.50
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
X3
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
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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
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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
823. 50
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
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5453.10
1068.40
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1926. 80
2155
2480
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3487.70
3605.80
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4738.70
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797.2
801.7
1405.60
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2861. 70
3592. 80
4402. 90
4972.80
5678.20
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6547. 20
.07
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
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817.60
6547.2
1682
2323
812.60
816.20
818.10
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819. 50
819. 30
816.80
821.60
830. 50
6000.7
1572
1862
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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
-------
X1132.
X3
GR862.
GR840.
GR825.
GR 816
GR 800
GR 800
GR 798
GR 799
GR 805
GR827.
GR826.
GR826.
GR830.
GR835.
GR846.
GR860.
NC
X1133.
GR832.
GR818.
GR 809
GR 806
GR 803
GR 799
GR 799
GR 805
NC
X1133.
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69
00
40
90
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20
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60
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40
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91
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GR867.
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X1134.
GR 856
GR 785
GR 797
GR 799
GR 833
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X1134.
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GR830.
GR 814
GR 797
GR 795
GR 799
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NC
50
00
70
90
30
10
50
18
20
.4
.8
.3
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4
72
00
50
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76
1000.00
1363.30
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1980.4
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
2788
. 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
797. 1
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
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2815.5
1046.20
1576.30
2224
2465
2635
2779
2931.3
3300
4300
3540
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854.00
817. 60
815.80
805.3
801.9
798.4
797.9
800.4
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
808. 1
2815.5
2770
826. 60
813. 60
803. 1
796.6
791.6
806. 6
1215.80
1664.80
1827.40
2008
2147
2370
2631
2742
3236. 2
3908. 40
4840. 80
5623.00
6098. 40
6386. 90
7099.90
1169.90
1368.50
1887.8
2172.3
2428
2607
2772
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
801. 4
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
X4 14
X4 1892
X4 2144
GR834.00
GR829.60
GR835.70
GR808.80
GR865.60
GR855.70
GR854.40
GR818. 20
GR812.90
NC .2
X1135.52
X4 14
X4 3449
X4 3706
GR880.90
GR863.90
GR849. 20
GR829.20
GR849. 50
GR812. 20
GR879.90
GR882.30
GR849. 10
GR845.00
NC .2
X1135.83
X4 16
X4 2279
X4 2456
X4 2608
GR835.30
GR878.90
GR810.70
GR808. 00
GR887.30
GR884. 60
GR880.60
NC .2
X1135.98
GR 836.0
GR 798.3
GR 791.3
GR 787.8
GR 801.3
GR 822. 1
NC.2
X1136. 22
X4 9
X4 2112
GR891.20
GR904.10
GR837.80
CR898. 80
42
806.8
776.8
788.8
1000.00
1177.30
1706.00
1855.10
2569.70
2704.50
2849.20
3223.70
3545.30
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47
807.0
795.0
801.0
1000.00
1170.70
1434.10
1759.70
2594.00
3287.30
3984.00
4471.30
5043.50
5266.30
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31
807.2
796.2
790.7
807. 2
1000.00
1734.50
2051.60
2793.30
3203.60
3705.50
3927.30
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29
1000
1083
1215
1372
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1592.7
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35
807.5
776.0
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1786.30
2689. 50
3262.60
1855. 1
1856
1948
2163
829.50
828. 60
835.70
808.80
867.40
865.90
844.20
819.30
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3323.7
3324
3603
3727
880.70
851.30
850.00
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
787. 8
801. 3
833.0
.045
2011. 3
2020
2147
892.80
892.80
837.70
898.90
2213.3
791.8
790.8
790. 3
1082.30
1229. 90
1737.50
2213.30
2628.80
2723.00
2951.20
3281.90
3635.90
3789.2
803.0
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
779. 5
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
849.00
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
906.00
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
795.2
797.2
1223.80
1914.00
2603. 20
2885.00
3422.90
3880.20
800
1050
1116
1257
1422
1504
1740. 6
1300
788.0
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1100.40
2011.30
2782. 40
3627. 20
1690
1866
2034
2202
827.70
832.00
828.90
809.60
858.60
853.50
820.40
837.50
2500
3365
3665
3779
862.40
857.90
840.80
843.40
874. 70
806.70
882.70
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846.20
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2178
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848. 10
888.90
880. 10
800
803.3
792.3
790.3
789.3
807.0
836.0
1300
2064
2244
909.50
807.20
890. 60
903. 20
787.8
788.8
806.8
1090.00
1412.00
1802.90
2256.90
2653.80
2816.20
3146.80
3357.10
793.0
801.0
807.0
1073.80
1288.60
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2306.80
3183.50
3809.50
4351.40
4914.20
5239. 10
796.7
790. 2
802.7
1432.80
1966.90
2653.10
2920.80
3505.20
3899. 10
1059
1125
1281
1430
1505
1747.8
788.5
807.5
1499.40
2306.90
2888.00
3964.50
1881
2089
2213
829.50
834.30
811.00
841.50
858.30
854.00
818.90
831.70
3411
3680
3789
863. 90
860. 10
828.80
849.50
856.00
868.60
882.70
852.30
843. 80
2275
2431
2588
882.70
813.00
810. 50
879. 10
883.20
880.60
798.3
789.3
790.8
796. 8
821.6
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
3921.00
1065
1195
1323
1487
1577. 6
780.0
1637.30
2432.60
2992.00
4035. 20
101
-------
GR900.70
GR898. 70
GR903. 70
NC .2
X1136.47
X411.
X4 1370
X4 1571
GR896. 70
GR814. 20
GR910.40
GR859.90
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X4 2067
X4 2173
X4 2307
GR895.00
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4547. 40
4970.70
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20
796.
777.6
807.6
1000. 00
1227.70
1799.80
2449.10
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25
808.4
796.4
798.9
789.4
1000.00
1267.70
1997.80
2511.90
3266.90
28
789.4
1000.00
1416
1478
1629
1813.20
2011.70
900.90
896.70
902. 70
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1295. 1
1302.
1405
1596
894.90
807.70
905.30
860. 10
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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
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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.
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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
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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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