EPA 905-73-001
Water Quality Model Of The
Lower Fox River, Wisconsin
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ABSTRACT
A mathematical model describing the interrelationship between the
dissolved oxygen concentration of a river and its various sources and sinks
has h2f:n adapted for use in a study of the Lower Fox River in Wisconsin.
Th; analysis Assumes steady-state conditions and describes the longitudinal
di-t.'-ib"i;ion of dissolved cxygen in the river from Neanah-Menasha to Green
j?,y, a distance of aporoximately ^0 milss (64.4 km).
.~h2 mo^c-1 was verified f'O'- various conditions of waste loading, river
tri^-c'tur: . -nc! river flow. The rnouel w^s then used to evaluate the effect
CP WF.V..- au-ility o-.r imnlementing interim bsst practicable control technol-
ogy :ff"i,,ent linji^.ticns for industrial dischsrners and 90 percent SOD re-
r.^vr I frrvn iTn^iicir-al '\dSbe ^ciirces, as fin sstiMi\-Lt. of levels of treatment
required jy th= 1972 Amsndner.ts to the Federal Hater Pollution Control Act
v*-fluGnt limits will result in a
si^Tifinrit -irMprcvomont in water quality in lih? Lr'v^r Fax Pover. A daily
average dissolved oxygen concentration of 4 to 5 mg/1 will be maintained
under most flc-w conrjitions. During an extrpma Inw flow and high temperature
sitmtian, trie dissolved nxyqsn cr-n--:;itr \ticn cnip'1 drop to Z to 3 mg/1.
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TABLE OF CONTENTS
PAGE
LIST 0!-' 1ABLES i
LIST OF FI3URES ii
NOMENCLATURE, iii
INTRODUCTION 1
MODEL PEi/ELOPMENT 4
Theory 4
Initial Conditions 7
Atmospheric Reaeration B
Biochemical Oxygen Demand fl
Carbonaceous BOD fl
Mitrogencus BOD 1°
PhutGsynthdsis and Respiration 12
Benthic Oxygen Demand 15
Raaeration Over Dams 18
Physical Parameters 15
Sieche Effect 20
Survey Data 23
Proposed Effluent Limitations 24
RESULTS 27
Mod2! Verification 27
Model Sensitivity 32
Water Quality Prediction 32
nf Occurrence Below Given Dissolved Oxygen Levels 43
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PAGF
SUf-WARY 44
ACKNOWLEDGEMENTS 45
REFERENCES 46
APPENDIX 4fl
Prugratn Listing
Documentation
Input - Output
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LIST OF TABLES.
TA3LE £AGE_
'1 Ratio of Ultimata to Carfaanv:c:t;ns LsHD 10
Z Spatial Variation cf Alcjc.1 Oxygen Pt">c'uctirn and
Respiration 15
3 P.eijerLtinn 0/or Dam: 19
4 Physical Parameters 21-77.
T 'i'.irimary of V'ste Discharges 25
5 Node"! V?n"f:cctiort Ss^sltr-'Hy 33
7 Summary nf Medal Input !'Ht? 37
a Mod^l Prediction Sensitivity 40
9 Frequency of Occurrence Ralow Given Dissolved Oxygen
Levels at Mile Point 7.3 43
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LIST OF FIGURES
FIGURE PAGE
1 Map of the Lower Fax River 2
Z Mass Balance of Total Nltrorjei ^
3 Model Verification, Au"i-rt T1, T°7i 2B
4 Model Verification, Ou*e 20-21, 19?2 29
5 Model Verification, J-j'y S-G, 1?7? 30
6 Model Verificatfcin, J-ily I* >~72 31
7 Model Prediction, 197.? 35
B Comparison of 1978 P^e'V-Tti".; Cnnditions to
June, 1972 Survey n?,ta 3S
9 Sensitivity to Benthi<; w'-.i • '••"vt:.d ^^
ID Sensitivity to Algal Oxj-'jc'i • "
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NOMENCLATURE
n = coefficient nf dam rtaeration
A = river crass-sectional area
c = concentration of dissc'i/cd oxygen
ca = dissolved oxygen s^ove : de-.i
C[] = dissolved raxygen helo.v -j darn
chl-a = concentration of Chlorophyll-a
cs = saturation value of Jiri.nin/yj oxygen
D = deficit af dissol"ed oxygen
Da = deficit of dissolved uxvg^n above a dam
D[, = deficit of dissolved oxygen below a dam
DQ = initial dissolved cxygen deficit
F = percent of the ri.'.'" hot'-o i cry^red by sludge deposits
H = average river depth
Hj = height through which water falls ovur a dam
K = reaeratinn coefficient
a
K[j = deaxygenation coEfficient
KP = first order NBOD decay ccefficient
Kr = first artier CB(]D decay r-oafficicnt
L = carbonaceous EDO (CP0.9) distribution
t 'i
LG = initial carbnnacec;:? ROP
N = nitragenous 3CD (r»rO;l) liistMliutii/o
P = gross photosynthatic di:.solv-ir| n<\rjc!ii production
p = period of algal photosynthesis, i.e., period af daylight
Pav = average d^ily photoiyr.tl'jjli c oxygen production
river flew rate
q =
R =
5 =
Si =
T =
t =
u =
Wd =
x =
algal dissnlvsd n^;">r.~
bEnthi c O'.ygsn .'P'"' ^ '
bentnic oxyGcii u.'i.-i t? c
rivar teiiiff-M-atur?
ti.'O of ' .MVC i
dvai-igc i-j-,jr v:: i !•;
dissol v'-ri ov; ; :n ~. • '
spat-a I ,'--^K.-
- tributary
(ft2)
(mg/1)
N/D
(mg/1)
(mg/1)
(mg/1)
M/l]
(mg/1)
(rag/1)
(decimal)
(ft)
(ft)
(I/day)
(I/day)
(I/day)
(I/day)
(mg/1)
(mg/1)
(mg/1)
(mg Dz/l-ddy)
(days)
(mg/l-day)
(mg 02/l-day)
(gra Oz/m2-duy
(mg az/l-day)
(°C)
(days)
(ft/sec)
(mi IBS)
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- 1 -
INTRODUCTION
Gross water pollution has existed in the Lower Fox River and Green
Bay, Wisconsin for a number of years. Concentrated in this basin are
eight urban areas and nineteen pulp fnd naner tnnufacturers that make in-
tensive USE of the river far disposal and assirnlation of wastes. The
lower river, approximately 40 miles (69.4 km) in length, flows in a north-
easterly direction through a series of 18 locks and dams used for navi-
gation and hydroelectric purposes. The drainage area of the basin is 419
square miles (1QB5 sq. km). (See figure 1)
Because of the continuing gross water pollution in the river, the U.S.
'Environmental Protection Agency (EPA) and the Wisconsin Department of
Natural Resources (DNR) initiated a series of enforcement actions against
the various industrial and municipal waste dischargers in the Lower Fox
River basin. The Wisconsin DNR has issued orders requiring municipal waste
sources ta remove 90% of the biochemical ox-p-n demand contained in their
waste influents. The 1972 Amendments to the FeJ..;vqi Water Pollution Control
Act provide that municipalities sh^ll provide, as * minimum,secondary treat-
ment) and industries shall achieve "best practicable control technology"
(BPT) by no later than 1977. Under the Act, E7'ft is required to define final
effluent guidelines representing BPT by Qctob^- 1973. The effluent limits
for industrial dischargers used in this ropnrt and summarized in Table 5
ware derived from interim guidelines ;-' IT.' !-v - ""•. in early 1973 which were
dGvaln[)2d in anticipaticn of the 1973 A'-,MV' .- The cc-mbination of 90%
BOD removal for municipalities and *!v. uvv.' n -. 1 limitations in Table 5 are
referred throughout this report as '..!•• " MI-----! -vffluent limitations." The
1972 Amendments alsn require that, in JiiJ.:o-i tj ^peting the municipal and
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"f « "* ?* '1 * ? J
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industrial guidelines, the water quality standards must be met. For the
Fox River upstream nf the upper dam at Appletonjthe water quality standards
provide for all water uses including fish and aquatic life and recreational
use. These uses require among other parameters that the dissolved oxygen
shall not be lowered tn less than 5.D mg/1 at any time. The Fox River from
i'he upper dam at Appleton downstream to tii2 Village of Wn'ghtstown shall meet
all standards except that the dissolved oxygen shall not be lowered to
less than 3.Q mg/1 during any consecutive 8 hours of a 24-haur period nor
to less than 5.0 mg/1 fcr the remainder of the day. The Fox River below the
Village of Wrightstown downstream to the mouth shall meet all standards except
that the dissolved oxygen shall not be lowered to less than Z.D mg/1 at any time.
In 1969, the engineering firm of quirk, Lawler, and Matusky (QLM) developed
a mndal of the river for the Wisconsin DNR. The data base used far
verification of this model was not as complete as that presently available.
Extensive river surveys performed during the summers of 1971 and 1972 have
accumulated enough new data to al^ou1 a better estimate of certain parameters
and thus permit the development of an updated model for the Lower Fox River.
The purpose of the work presented here was to evaluate the effect on
the water quality of the Lower Fox River of implementing the proposed effluent
limitations for industrial and municipal sources and to evaluate if these
control levels would achieve existing water quality standards.
The scope of the study was limited to developing a steady-state, one-
dimensinnal model based on availehl? ^at^ and using an existing computer pro-
gram. A discussion of the theoretical background is presented first, followed
hy a description of the development
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MODEL DEVELOPMENT
Theory
The dissolved oxygen concentration of a natural water system indicates
the general "health" nf a stream, and its ability, or inability, to main-
tain a diverse population of fish and aquatic life. The conservation of
mass farms the basis for the fundamental relationships which describe the
temporal and spatial distribution of dissolved oxygen in the natural water
system. Both the net flux into and the effect of various sources and sinks
within a unit volume of water determine the change in dissolved oxygen con-
centration with time. For a fresh water river such as the Lower Fox,
the advcctive component of the flux is much more significant than the dis-
persive component. Hence, the dispersive term was neglected in the
development of the model.
An understanding of the overall effect of the complex interactions among
the system parameters can be gained by modeling the interrelationship
between the various sources and sinks and the dissolved oxygen concentration
in the river. The specific equation is developed by a mass balance employing
the continuity equation and takes the following form: (Thmnann, 1972)
l£ = - 1 3(^1 - KdL - W + Ka (Cs-c)
at A ax
- S^x.t) + P(x,t) - R(x,t) + Ka(Ca - cb)
in which
A = river cross-sectional area (ft2)
C = concentration of dissolved oxygen (Do) (mg/1)
ca = dissolved oxygen above a dam (rrg/1)
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Cfa = dissolved oxygen below a dam (mg/1)
Cs = saturation value nf dissolved nxygen {mg/1)
Ka = reaeration coefficient (I/Hay)
Kd = denxygenatinn coefficient (I/day)
Kn = first order NBOD decay coefficient (I/day)
L = carbonaceous BDD (CBDD) distribution (mg/1)
N = nitrogenous BOD (NBOD) distribution (mg/1)
P = gross photosynthetic dissolved oxygen production (mg/l-day)
Q = river flow rate (cfs)
R = algal dissolved oxygen respiration (mg/l-day)
S1 = benthic nxygen uptake coefficient (volumetric) (mg/l-day)
t = time (days)
x = distance downstream (miles)
In equation (1), the concentration of dissolved oxygen is assumed to
be uniform in the lateral and vertical planes. The sources and sinks may
be functions of their own concentrations or the concentration of another
substance.
It is usually more convenient to introduce the dissolved oxygen
deficit into the equations since all values will then be referenced to a
zero dissolved oxygen deficitj the saturation value of dissolved oxygen.
If D, the dissolved oxygen deficit (I>CS-C) is substituted into equation
(1) and if steady state conditions ar-? assumed (i.e., no change in paint
source waste loadings with time), the solution is as follows, given the
appropriate boundary conditions (D=n0 at x=o) (Thamann, 1972):
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- B -
D(x) = (Wd + DD) exp( - Ka x/u) Ua)
Q
(Zb)
[EXp( - Kn x/u) - EXP( - Ka x/u)] (Zc)
" [1 - exp( - Ka x/u)] (Zd)
+ | [1 - exp( - Ka x/u)] (Ze)
Q
+ | H - exp{ - Ka x/u)] (Zf)
lva
- {Da - Db) oxp[ - Kfl(x - xd)/u] (Zg)
where
Da = deficit of dissolved oxygen above a dam (mg/1 )
D^ = deficit of dissolved o.cyo^n he low a d^n (mg/1)
Kr = first order CBOD decay co zf «r.i.- "; (LMay)
Sl = benthic oxygen uptake rn-j' .--;ji.;iu •'•< '• ' .".'fric) (mg/l-day)
Wd = dissolved oxygen input fro.,i wjst-: 3 .1 rce or tributary (Ibs./day)
Xj = spatial location of a >-'*r; (f.ilos)
The various parts of the solutioti a-1.-; intei'.'ir .i-,d as:
(Za) paint source of DO, '^-jj rc-'i ir:ir. i >'i!ue of DO deficit, Dn
(2b) deficit d'je to point •J'rjr.;: -f \ 1
(2c) d2ficit due to f.dint 5 ••>••-:' ;--f '
(?d) deficit due to distri'-.. '. li'--"1- ' •• jsynth--?sis
(2e) distributed hlj..! -.'e;,.j . -• ' ic.i •-. -./.
(Zf) distributed be:ithic ox >•.•-.'! ci_,:!-i'-: - "f-ict
(Zg) deficit change due to •- • ;-ati>n '>•• .• spillways over darvs
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A detailed discussion af each of the model components shown in
Equation (Z) is presented in the following sections. In these sections
a discussion nf the assumptions used in describing the component model
is presented along with a summary of the values of the parameters selected
for use in the verifications and predictions. The model is structured so
that each of the input parameters may be varied spatially in the river.
Initial Conditions
Values for initial conditions of dissolved oxygen, carbonaceous BOD,
and total nitrogen in the Neenah-Kenasha Channel were obtained either from
recently available river survey data, or from the results of an extensive
statistical analysis of dissolved oxygen and carbonaceous BOD data presented
in the report prepared by Quirk, Lawler, and Matusky, Engineers.
Generally, the initial concentration of dissolved oxygen was at or above
saturation at Neenah-Menasha due to phntosynthetic activity of the aquatic
plants {QLM, 1969). For the model vo^i-Mcations, observed values of dis-
solved oxygen (all abova saturati '•?-.} ,-j..'"2 .r.,H. F';r the rondel predictions,
the saturation value was used,
Where available, initial carb',.r);u*i*c.js BOD values, measured by the Wis-
consin HNR, were used. In trie"; ru:"i i,.-1 .r n+~ t^e analyses, an initial value
of 6 mg/1 was chosen based on tf _ •,.;'. ,nr,:: n; ">s.-t:t.ryl in the QLM study
(QLM, 1969).
Relatively few measurements r.r' i.oi,-«'i oxidizable nitrogen were available
for use in the analysis. A re-'—. • cf i if- n istlng data suggested that the
/alue of 1.0 rng/1 was a rsasonat.-i- ,, •
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- a -
Atmospheric Reaeration
The atmospheric reaeration coefficient, Ka, was calculated using
O'Connor's formulation (Dobbins and O'Connor, 1958),
Ka (I/day) =lzV^_ (3)
H3/2
in which,
y = average stream velocity (ft/sec)
H = average der>th (ft)
The O'Connor equation forms a reasonable basis for estimating the
reaeration coefficient for a wide range nf depth and velocity conditions
(average depth ranging from about 1 foot to 30 feet [0.3 m to 9.1 m] and
average velocities in the range frorc 0.5 to l.fi ft/sec [0.15 m/sec to
0.49 m/sec]) encountered in the Lower Fox River.
The effect of temperature on the reaeration coefficient has been
experimentally determined to be representr-l by
far T in degrees centigrade.
Biochemical Oxygen Demand
As shown in Equation (2), tfi- •-:- "-s a 'hi unction rnado between the
oxygen demand of the carbonaceous •• - -i--l {: • l) in a w^ste effluent, and
the nitrogenous oxyg°r, dt'Windn'j ( • -.- .'.:V:. (.'•• 0 of tns effluent.
Carbonaceous BOD
The removal rate of carbon -.cro ••• nr^nr ,-uLter, expressed as Kr> is
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a result nf oxidation and physical settling nf the organic materials.
Far oxidation alone, as might result from a soluble organic waste, the
reaction rate is expressed as Kj — the rate nf oxidation nf the organic
substance. The two reaction rates, Kr and Kj, associated with the decay of
CBDD are shown in Equation (Zb).
Previous studies have shown that the primary mechanism for CBDD
removal is the oxidation of organic matter (QLM, 1969). Although settling
of the suspended matter does occur, the rate of removal via this mechanism
is small compared to oxidation. Far the analysiss the removal rate, Kr,
was assumed to be essentially equal to the oxidation rate, Kj.
Values for the CBQD coefficient, !C|, were taken directly from the
qL&M report. In that study, K, was reported to be a function of river flow
between about 1,000 cfs (1,699 cu m/min) and 4,OOD cfs (6,797 cu m/min) for
the area from Appleton dam (mp 32.1) to D« Pere dam (mp 7.3). For flows
greater than 4000 cfs (6,797 cu tn/vnin) the rate coefficient was considered
constant. Beyond DE Pere dam, K^ was •independent of river flow and was
assumed constant at 0.12/day.
For the present study, observed flows of about 2,000 cfs (3,398 cu m/min)
to 2,500 cfs (4,24B cu m/min) resulted in corresponding deoxygenation
coefficients of about 0.2 to 0.3/day.
Long term (20-day) CBOD measurements were available at several places
in the river. From these measurements, the ratio of ultimate to 5-day BOD
was calculated. This ratio varied from 1.29 to 2.36, as shown in the
following table.
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- ID -
Table 1
Ratio nf Ultimate to 5-Day
Carbonaceous ROD
Location
Segment 1-13
Segment 14-18
Segment 19
Segment 20-25
Segment Z6-3Z
Segment 33-40
Segment 41-45
Ratio
CBODu/CBQDg
qLM Report (1969)
l.Bfl
2.19
1.B9
1.56
1.89
2.36
1.29
Wisconsin DNR (1972)
(Menasha Channel ) 1.B1
(Rapide Creche Dam) 1.95
(DePere Dam) Z.35
Source: Quirk, Lawler, and Matusky, Engineers, 1969
Nitrogenous GOD
The assumption of a first-order kinetics model to describe the process
of nitrification is a simplification of a rather complex set of consecutive
reactions. In reality, organic and ammonia nit^agen are oxidized through a
series of reactions, shown below, to nitrite and nitrate nitrogen. This
oxidation process draws on the oxyqer. rc.-'^.«s T.es nf the river and is included
as a component in the model .
The ammonia formed from organic ni^ n •-)?,-• , together with direct dis-
charges nf arrcnonia frcm vaste sources, '-. . ;^> . '':^d tn nitrite by Nitrospmonas
bacteria, as follows:
(NH4)++ OH
ZH20
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Thr. >^:u:tion requires 3.43 pounds of nxygen fa1* each pound of aTr,mnnia
.litrci^en oxidized to nitrite.
TIM nitrite formed is then oxidized ta nitrate by Nitrohacter as
Fc I 'I ov.'s :
NGjf + 0,5Q2 bacteria
irm requir&s 1.14 pounds of sxj.gt!n for one pound of nitrite
nit. •;,'•••• P oxidize'! to nitrate.
The total oxygen consumption in the nitrification process is 4.57 pounds
nf oxycjsn for each pound of ammnnia nitrogen. Thus, the nitrogenous BOD (NBQD)
is enj-il to ^-.57 times, the concentration of total axidizable forms of
nitrogen (ammonia + organic nitrogen).
In the present analysis, active nitrogenous oxidation is assumed tn
ccFiiTvsrice in the first segment in the Neenah-Menasha channel. This assumption
i;- considered valid on the basis of high concentrations of algae and related
nutriants entering the Lower Fax River from Lake Winnebago.
The rate cc=ff iclent, Kn, is dependant on rivor temperature and the
cnncer+ratiDn af dissolved oxygen. Under conditions of law dissolved oxygen,
nitrificEticn is inhibited ands at values belnw 1.5 mg/1 dissolved oxygen,
nitrification ceases. The maximum rate of nitrification at high levels of
dissolved oxygen was O.T43/day (QLM, 1963).
Ths efT^ct of temperature on tha reaction rate af nitrification is
given by
for tei,-ipera-»ures greater than 10aC. At river temperatures nf less than 10DC,
m'trif icrati an is suppressed.
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- 12 -
Estimates nf point source loadings nf total oxidizable nitrogen
(NH^-N + nrganic-N) were applied tn industrial and municipal dischargers.
A comparison of observed total nitrogen values for July 14, 197ZjWith a
computed mass balance of total nitrogen,is shown in Figure 2.
Photosynthesis and Respiration
Lake Winnebagn contributes large concentrations of algae to the Lower
Fax River in the summer months. The algae and rooted aquatic plants,
through the processes of photosynthesis and respiration, serve both as a
source and a sink of dissolved oxygen in the river. In the steady state
model presented herein, the complex interactions involved in photosynthesis
and respiration are simplified by relating the chlorophyll - ^concen-
tration in the river to an oxygen source term, Psand a sink terms R.
Chlorophyll - admeasurements at various locations in the river were
available from recent surveys by Sager and Wiersma. Estimates of the gross
oxygen production and respiration due to algae concentrations were made by
using the empirical relationship between chlorophyll - ^concentration and
maximum oxygen production established by Ryther and Yentsch and reported by
Di Toro (1963). This relationship is:
P = D.Z5 chl - a (6)
where
P = gross photosynthetic dissolved oxygen production
(mg D2/l-day)
chl - a. = chlorophyll - £ concentration (vig/1)
The relationship between the algal respiration rate, R, and chlorophyll
- a concentration is:
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Jllass gsf Till! Nitronn
2.00
1.60
tafl
E
tu
1.20
0.00
0.40
0 Obsarved Dita
0 r
j-
i
, _H '
r-1
0
)
River Flow: 2141 CFS
River Temp: 23 °C
iurvey Date: July 14, 1
Jata Source; Sipr & 1
o
172
^iarsma
Q
/^ • . i
nl
G
0,00
40
30 20
Miles from Green lay
10
0
Figure 2
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- 14 -
R = 0.025 chl - a. (7)
The average daily rate of photosynthetic dissolved oxygen production,
Pav, is given by:
Pav - P 2p/TT (8)
Where
p = fractional period of sunlight in a day
The unfortunate implication is that a constant ratio of P/R = ID exists
for all algal populations. This is not true, since the ratio is known to
vary considerably. Howevera comparison of results from this empirical
relation and data presented in the QLM report from light and dark battle
measurements agree reasonably well and so lend confidence in the empirical
relation used in the analysis.
Table 2 shows the spatial variation of maximum grnss algal oxygen
production and respiration used in preparing twn verifications of survey
data and a prediction of 197B conditions.
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TABLE 2
SPATIAL VARIATION OF ALGAL OXYBEN PRODUCTION
AND RESPIRATION (mgOz/l-day)
July ZB, 1971
Segment
1-11
12-28
Z9-33
34-4D
41-45
P R
3S.O 3.50
23. 7a z.aa
21.25 2,13
16.25 1.63
11.25 1.13
June 20-21, 1§73
Segment
1-14
15-22
23^27
2B-45
P R
21.3 2.13
21.3 2.13
12.5 1.Z5
12.5 1.25
1S7B Prediction
Segment
1-14
15-22
23-27
2fl-4i
P R
14.0 1.4
11.0 1.1 «
LTl
B.D D.8 ,
6.0 D.G
Source: Sager and Wiersma, 1972
(197B Prediction conditions are estimates)
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Benthic Oxygen Demand
The continuous discharge nf settleable waste material from municipal and
industrial sources for many years has resulted in the formation of sludge
banks throughout the river. The bottom conditions in the river vary from
rather thick deposits nf sludge to relatively shallow deposits of decaying
organic material from natural sources such as dead algae. The surface layer
of sludge, in direct contact with the water, undergoes aerobic decomposition,
during which dissolved oxygen resources are depleted from the overlying water.
Assuming that the river is vertically well mixed, this benthic or sludge oxygen
demand (SOD) is the distributed sink of dissolved oxygen shown as 5 in
Equations (1) and (2).
Values for 5 were orginally taken from the literature. Thomas (1970)
n
reported SOD values of up to 2.3 mgs 02/m -day in unpolluted sections of the
Willamette River in Oregon. For sections of the river covered with fresh
paper mill sludge deposits, values as high as 19.5 mgs Q^/m^-day were
reported, with the average uptake rate in the range from 3.6 to 9.B mgs
0,2/n£-day. McKeown (196B) reported a range of 1.5 to 5.0 mgs D^/m^-day
for sludge deposits from pulp and paper mill wastes at various locations.
Review of other literature (Thomann, 1972) indicates a range of 4 to 10
mgs 02/m^-day SOD for cellulosic fiber sludge.
Both Thomas and McKeown describe a rapid decrease in sludge oxygen
demand as the sludge agas. According to Thomas, within 90 days after de-
composition, the SOD had dropped to half of the maximum value at the time
of deposition. McKeown reported a decrease to about one-third of the
maximum SOD within flD days of deposition.
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- 17 -
Based on the above infnrmatinn, a maximum SOD of 5.0 mgs O^/m^-day
n
was utilized far mast analyses presented herein. A value of 2.5 mgs Dz/m -
day was used far predicting future conditions in anticipation of decreased
loadings of settleablematerials to the river and of aging of the existing
sludge deposits in the river.
Although the average value far the benthic oxygen demand will be about
2.5 mgs D^/m^-day, it possibly will be higher than this at a few locations.
Sludge deposition in the Lower Fox River was recently studied by Springer
(1972). Under most flaw conditions, significant sludge deposition was found
to occur in segments B to 11 and 2fl to 45. Since fresh sludge deposits may
well settle in these locations in the future, the benthic uptake rate could
be higher than that assumed in the present analysis.
Subsequent to the development of the present model, the Wisconsin DNR
conducted laboratory measurements of the benthic oxygen uptake due to sludge
deposits taken from the river. These studies indicated an uptake range of
2.5 to 3.2 mgs Dz/mZ-day for areas having relatively little sludge. In more
grossly polluted areas, SDD values of 6 to 20 mgs D2/m -day were measured
(Wisconsin DNR, 1973). Results of the Wisconsin DNR studies support the SflD
values taken frnm the literature and used far the Fox River analysis. The
^
measured range of 2.5 to 3.2 mgs Oz/m -day for areas relatively free of
sludge deposits supports the assumption made in evaluating future conditions
that the average SOD will be near these values after installation of adequate
treatment.
Effects of river temperature on the benthic oxygen uptake rate can be
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- IB -
approximated in the 10° to 30D range by
(S)T = (S)ZO (1.065)(T-ZQ) (g)
where T is river temperature in degrees centigrade.
Below 10DC, the rate decreases mnre rapidly than indicated by Equation (9)
and approaches zero in the range nf D° to 5°C.
Reaeratinn Over Dams
The reaeration occurring at dams along the river is similar to the
natural phenomenon of atmospheric reaeration and always drives the dissolved
oxygen concentration of the water toward the saturation value. In the Lower
Fax River, the major sources of continuous artifical reaeration are the
watsrfalls over dams located at De Pere (mp 7.3), Little Rapids (mp 13-1),
Rapide Croche (mp 19.18), and Upper Appleton (mp 32.1). Although there are
19 dams located gn the river, these four dams were considered to be the
significant sources of reaeratinn based on observations made by the Wisconsin
DNR during recent field studies and as clearly indicated in the data shown in
Figures 4 and 5.
For the Mnhawk River and Barge Canal in New York State, Mastropietro
(Mastrnpietro, 1972) developed an equation similar to the following for
reaeratinn over dams:
Da - Dfa = <*Hd Da (1°)
Da = dissolved oxygen deficit above dam (mg/1)
D = dissolved oxygen deficit below dam (mg/1)
Hj = height through which the waterfalls (ft.)
a = empirical coefficient for dam reaeratinn
-------
- 19 -
Mastropietro used an a value of 0.037 in his work. However, for the
Lower Fnx River, coefficients determined frnm field data were substituted
in describing reaeration aver dams. A summary nf the dam heights and
coefficients is presented in Table 3.
TABLE 3
REAERATION OVER DAMS
DAM MILEPDINT HEIGHT (FT.) a
De Pere 7.30 9.8 . 0.037
Little Rapids 13.10 6.1 0.115
Rapide Crache 13.18 9.4 0.037
Upper Appleton . 3Z.10 B.O 0.065
Total dissolved oxygen transferred at the various dams could be as high as
4 to 5 mg/1 if the dissolved oxygen concentration at the dam headwater is
at, or near, zero.
Physical Parameters
Geometric characteristics of the river, such as average depths, widths
and crass-sectional areas are necessary to determine the assimilative
capacity nf the river since these parameters combined with the river flow
rate determine velocity. Each of the terms in Equation (Z) is a function of
river velocity.
Average widths and depths were obtained directly from the QLM report.
Cross sectional areas in the river were then readily computed from this
information. River segments used in the model presented in this reportj
-------
- 20 -
were those used in the qLM study. Table 4 presents the average depths, widths,
and crass-sectional areas used in the analysis.
In the development of the model, the Menasha Channel was arbitrarily
considered as a tributary to the main branch of the Lower Fox River entering
at river mileptrint 37.24 in Segment 6. River flow from Lake Winnebago was
proportioned between Menasha and Neenah Channel by a consideration of the
respective dam spillway dimensions and current measurements taken during
stream surveys. Flow in Menasha Channel was calculated by qLM to be 0.54
of the total river flow, with the flow in Neenah Channel being the
difference, or D.46 of the tntal river flow.
Seiche Effect
Green Bay, at the mouth of the Lower Fox River, is sufficiently large
tn be subject to a phenomenon similar to oceanic tides. This phenomenon,
the seiche effect, will cause long period oscillations in the river similar
to the waves caused by tides in a coastal estuary. Neither amplitude,
current, nor dye tracer measurements of any detail were available to fully
evaluate the effect of the seiche in Green Bay nn the Lower Fox River.
Aerial photographs obtained during a recent study of (EPA, 1972) thermal
discharges in Lake Michigan clearly indicate current reversals at about 1.3
miles from Green Bay near the confluence of the East River and the Lower
Fnx. Contrary to the conclusion presented in the QLM report, it is evident
that longitudinal backmixing does appear tn significantly alter the dis-
tribution of pollutants in the river below De Pere at certain times. The
effect of backmixing can be seen in the results of a recent river survey shown
in Fiqure E,
-------
Segment
No.
1
2
3
4
5
E
7
B
9
ID
11
12
13
14
15
IE
17
IB
19
ZD
Zl
22
23
Depth
(fEEt)
Z
Z.S
3
2
2
4
4.5
5.5
9
9.E
E.E
4
4.5
l.fi
5.H
6.7
3.3
6.7
6.4
Z.B
S.3
6.D
E.D
Width
Ifeet)
4BB
l.fiOH
2.326
305
355
2.915
3,Z5Z
Z.739
1.033
1,045
556
41?
444
3fl7
-
GZ9
6ZE
BOB
580
1.D3D
533
553
15D
150
- 21 -
TABLE 4
PHYSICAL PARAMETERS
Cross -Sectional Ml'le
Area (sq.ft.)
976 38.63
40ZO 33.1
6978 37. 6Z
£10 3S.1H
712 37.92
1166 37. Z4
14634 36. B3
15D65 36.0
9H37 34. B
1QD3Z 34.3
367D 33.96
1576 32.1
199B 31.65
619 30. B
364S 3D. 56
4194 Z9.73
Z66D 27.24
4556 Z£.S
B592 26.4
1492 25.6
34S4 ZS.l
sna 23.93 -
9Dn 23.2
Points
- 3H.1
- 37. 6Z
- 37. Z4
- 37.92
- 37.24
- 36. B3
- 36. Q
- 34. B
- 34.3
33. SB
- 3Z.1
- 31.65
- 30. H
- 30.56
- 29.73
- 27.24
- 26. B
- 26.4
- 25. 6
- 25. 1
23.33
23.2
22.5
Location ''
NeEnah Dam - BErgstrnn
Paper (Seen ah Channel)
Bergstrom PapEr -
Kimberly-Clark (Lakeview)
KimhErly-Clark -
James Is.
Men ash a channel -
John Strange Paper
John Strange Paper -
James Is.
James Is. -
Men as ha Luck (Main River)
Henasha Lock -
Menasha (9th Strest)
Menasha (9th Street)
StrnbE Is.
Strobe Is. -
Mud CrEek
Mud CrEek -
Grignnn Rapids Channel
Grignnn Rapids Channel -
Dam, Wis --Mich. Power
Wis-Hich. Power -
Dam, Fox River Paper
Fox River Paper -
Dam, Forninst Dairies
Dam, Fnrmnst Dairies
Consolidated Paper
Cnnsolidated Papsr
Appleton Sewage Plant
Appletnn Sewage Plant
Kiirberly-clark (Kim.)
Kimberly-Clark (Kim.)
Little Chute (Jefferson St
Little Chute - Guard
Lock, LittK' Chute
Guard Lock, Little Oiure -
Dam, Contined Lacks Paper
Camhined Lacks Paper -
Sanitarium Road
Sanitrrium Raarf -
LaftillEtte Part,Kaukauna
LaFnllettc Fark.Kaukauna -
Tiiilrnany Paper
Thil.iiany Paper
Lagonns
-------
- 22 -
TABLE 4 (Cpn't)
PHYSICAL PARAMETERS
_
" No!
24
25
Z6
Z7
ZB
29
30
31
32
33
34
35
36
37
38
33
40
41
42
43
44
«
Depth
(flBtJ
4.7
7.5
4
I.fl
7.7
1.5
5
5.7
10,3
3.4
fi.6
7.4
5.6
5.6
g
13
Zl
13
ZD
13
16.5
13
Hidth
(feet)
•. •
l,3Bfi
627
§05
snz
575
.319
1,629
1.7K3
303
1,431
1,540
1,160
2,083
2,711
1,338
1,154
BIB
fl4S
§34
765
850
93S
Cress -Sectional
6514
4703
242D
2312
4421
5D55
B145
10146
9301
4B89
ioaz4
BSH4
11661
15ZD4
1204Z
15002
1Z978
1ED55
11880
§945
14025
12194
Mile Paints
22.5
21.0
If.lB
17.4
15.0
13.1
12.6
12.1
10.4
7.3
6.37
6.25
5.7
4,8
4,0
3.7
Z.63
1.3
1.0
0.7
0.33
0.14
- 21.0
- li.lH
- 17.4
- 15.0
- 13,1
- 1Z.fi
- 12.1
- 10.4
- 7-3
- i.§7
- 6.25
- 5.7
- 4.8
- 4.0
- 3.7
- 2.63
- 1.3
- 1.0
- D.7
- 0.33
- 0.14
- O.D
Location
Lagoons - nils
point 21.0
Mile point 21. 0
Rapide Croche.Qam
Rapide Croche Bam -
Plum Creek
Plum Creek - Apple
Creek
Apple Creek - Dam
Little Rapids
Dam, Little Rapids -
Lpst Dauphin State Park
Last Dauphin State Park -
Hickory Grove Sanitnrium
Sam" tori urn - uld Plank ftd.
DePere
Old Plank M, DePere -
Dam, DePere
Dam, DtPere - U. s.
Paper Mills
U.S. Paper Hills -
DePere Sewage Plant
DePen Sewage Plant -
AsHwaubenon Creek
Ashwaubennn Creek -
Dutchman Creek
Dutchman Creek -
Refiners Meat Products
Reimers Meat Products -
Fort Howard Paper
Fort Howard Paper •
Pnrlier Street firesn Bey
Pnrlier Street - East
River
East River - Charmin
Paper CD.
Charmin Paper CD. -
Green lay Packaging
Green Bay Packaging -
Reiss Coal CD.
• Reiss Cnal CD. -
Sreen Bay Yacht Club
Green Bay Yacht Club
Green Bay
Source: (Quirk, Lawler and Mitusky Engineers, meg)
-------
- 23 -
Because nf the backmixing effect, the distribution nf pollutants is
altered such that the concentration nf dissolved oxygen occasionally
tends tn increase belnw De Pere, rather than decrease, as would be
expected due to the magnitude of the waste loads discharged into the river.
Since the observed phenomena are similar to tidal effects in a coastal
estuary, the effect of current reversals, i.e., a seiche, can be accounted
fnr in the model by the addition of a term describing the mass flux due to
longitudinal dispersion in Equation (1).
Data were not available to permit evaluation af the effect nf current
reversals on water quality predicted by the present model. Since the
seiche phenomena is not a continuous occurrence, as are estaurine tides, the
integrity of the model reported herein is not affected for situations in which
the effects of dispersion are negligible.
Survey Data
Two recent sources of extensive data greatly facilitited construction
of the model. Sager and Wiersma's 1971 and 1972 study of water quality in
the Lower Fox River and Green Bay provider! temperature, dissolved oxygen
and chlorophyll - a_measurements at ten Iccations in the river. In
addition, the Wisconsin DNR conducted stream surveys on the Lower Fox River
throughout the summer of 1972, the results of which were made available to
the EPA.
Sager and Wierma's data is a result of a single surface grab sample
taken at locations where the river was considered to be well mixed. The
data furnished by the Wisconsin DNR represents several measurements af
dissolved oxygen across the width of the river at numerous locations on the
river.
-------
- Z4 -
Observation of the data indicates the existence of a rather signifi-
cant gradient in the lateral and vertical planes of the river, demonstrating
that the river is not truly a completely mixing system as is assumed in
a one-dimensional model.
Despite the apparent lack of complete mixing in some portions of the
river, the computed profiles of dissolved oxygen do agree sufficiently well
with the observed data to validate the assumption of an approximately
uniform concentration of dissolved oxygen in the lateral and vertical planes
in each segment of the river.
Proposed Effluent Limitations
The 1972 Amendments to the Federal Water Pollution Control Act changed
the major emphasis of water pollution control from water quality standards
to effluent limitations, regulating the amount nf pollutants discharged from
specific point sources. The 1972 Amendments required that EPA define the
"best practicable control technology currently available" for various
categories of industrial operations and determine maximum allowable effluent
limitations. The Act requires that all dischargers provide at least this
level of treatment and meet existing water quality standards no later than
July, 1977.
"Best practicable control technology currently available" effluent
limits are in the process of being defined for the pulp and paper industry.
These limitations will be expressed in terms of pounds of CBQDg, suspended
solids, and other materials allowed to be discharged per ton of product and
are being established for the numerous specific operations in the pulp and
paper industry. These limits were not completed at the time of this evaluation;
therefore, previously developed "interim" guidelines (Table 5) were used.
-------
- 25 -
These compare very closely to the initial draft of the guidelines being
developed for the type Df papermills located an the Fnx River.
Also, the various municipal waste facilities in the basin are required
by Wisconsin DNR orders to achieve a minimum of 3Q percent removal of
influent BOD. These requirements compare closely with the minimum Federal
requirements nf secondary treatment for municipalities as defined in the
promulgated regulations (40 CFR 133).
The proposed effluent limitation represented by 90% BQD removal at
municipalities and the interim guideline limitations shown in Table 5 are
the basis for the water quality predictions made in this report.
A location map indicating the study area, municipal and industrial
waste sources, and river segmentation, and the dams considered to be
significant sources of reaeration is shown in Figure 1. Table 5 lists
the various pnunt sources in the river by identification number, segment
and river milepoint. It also gives estimated waste loadings assuming
implementation of estimated effluent limitations for industries and for
municipalities.
Non-point sources of BDD and other pollutants, primarily from urban and
rural runaff, were not evaluated in detail in this report. At certain
times of the year, these sources may contribute significant amounts nf waste
loads to the river, although the extent of this contribution has not been
established.
-------
TADI.E s
SUMMARY DF HASTE DISCHARGES
Juris 2D-Z1, 1372 Effluent Levels
Proposed Effluent Li rotations
r
2.
3.
4.
5.
6.
7.
B.
9.
ID.
11.
1Z.
13.
14.
15.
16.
17.
IB.
19.
ZD.
21.
Z2.
23.
24.
25.
2E.
Z7.
Source
KlniErly -Cldrlr (Neenah)
Kimberly-Clark (Badger Globe)
BErgstnrn Paper
Kimberly- Clark (Lakevfew)
Gilbert Paper
John Strange
Neenah-Kenasha STP
George Whiting
Menasha Sanitary District 14
Riverside Paper
Forernst Foods
Consolidated Paper
AppleXcr. 1TF
Kir-ici-Iy- Clark (Kinterly]
rirberly STP
Lit'le C-^tB STP
Appletnn Papers
Kav.ks.ina STP
Thi lirany Paper
Nicalet Paper
U.S. Paper
De'ere STP
Fort Howard Paper
Charmin Paper
Green Bay Packaging
Anerlcan can
Green Bay Metro STP
TOTAL liiSTE L3AD
Segment
2
2
Z
3
5
5
6
7
B
14
14
IE
IB
17
17
IB
2D
Z4
24
33
34
35
39
42
43
44
45
River mile point
4D.1
39. 3
39. B
39.2
39. B
35, B
37. S
38.7
36. D
33.3
30. B
3G.1
30. n
29.11
27.0
ZE.H
27. D
23.1
23. D
7 D
E.B
E.Z
3.7
1.0
D.7
D.3
D.I
Flow (mgd)
1.7
D.7
5.0
5.4
2.5
2.D
15.2
n.5
D.E
2,4
1,3
17.9
1D.D
11. D
n.4
D.4
B.3
1.1
27.1
3.3
D
1.7
15.2
13.7
Z.E
35.9
13.5
CBDDj'Ibs/dayl
55
263.
2DD57
E4D
D
7ED
3470
ZDD
273Z
1SD5
Z99
5Z4D5***
Z15D***
1749D
90
167
30695
144
20542
43B
D
11BD
5285D
473B5
17DD
BB4BB***
254 Bl*"
371B3D
NBDD Ilbs/Javl
55
46
22DD
4EG
n
D
3ZB7
IE
3JO
Z3fl
D
EBBD
3363
1B2B
ZE5
13D
53 D
B54
25EB
D
D
1GZB
a
3EE7D
137
112
5E31
_ E7234
Flow (mgd]
3.E
l.D
24 .0
a. 4
0,6
D.4
1.3
IB. a
14.2
11. D
D.E
D.B
B.3
1.2
19.2
3.Z
Z.2
22. B
6. a
l.B
5.4
39. a
CBDD^lbs/day)
TO NEENAH-HENASHA STP
•
II
550
TO NEENAH-MENA5HA STP
10DD
7DDD
1DD
535
9D
ED '
4900
4139 '
1E5B
1QQ
100 ]
ZQDD <
232
42ED ,
945 ',
TO DE PERE STP
1543
B5DD i
7DDD
3150
4Z15
14EDO v
E7D77
NBDD (Its/day)
4EE
D
3ZB7
IE
33D
Z3B
D
EBBQ
3353
i
zfise* Si
Z65
130
53D
B54
ZBZB*
4953*
1E2B
2157*
131E**
15Q*
510**
5631**
379 9 a
* Reoresents infnmatinn frqm HpnES pprmits '
** EitiTated in anticipatinn nF f'jtu"E ciirdit-'cis
•"Values For vtsstewater diSchargES far these facilities were takEn from the Refuse Act Permit r-ogrim ap.ill catinns and, thEreFnre, rerresent iverage daily CDnditinns. not those for June ZD-21, 1972.
-------
- Z7 -
RESULTS
The fallowing analysis demonstrates a reasonable degree nf correlation
between observed data and computed results for varying conditions of river
flow, river temperature and waste loadings.
Model Verification
Figures 3 through 6 depict the comparison between the observed data and
the computed profiles of dissolved oxygen for the river survey data that
was analyzed.
Comparisons were made for river flow rates varying from 1,340 cfs
(2,277 cu m/min) to 2,25Q cfs (3,823 cu m/min) and river temperatures ranging
from 21D to 25°C.
The comparison shown in Figure 5 for the data collected on July 5 and E,
1972 is of particular significance since several of the pulp and paper mills
were shut down for the Fourth of July holiday. The observed data and the
computed profile both show a significant improvement in water quality as a
result of decreasing some of the waste loads to the river. The good agreement
between the computed profile and this particular set of data lends confidence
in the ability of the model to predict future water quality conditions as a
result of implementing the proposed effluent limitations on the Lower Fox
River.
Also of interest is the observed data shown in Figures 4 and 5. The
survey data indicate rather high concentration gradients of dissolved oxygen
in the lateral and vertical planes at certain locations on the river, most
notably near the Menasha Channel, Applaton Papers, below the Rapide Croche Cam-
and near the mouth of the river at Green Bay. Despite the vertical
stratification of dissolved oxyrnn due to benthic deposits and the apparent
lack of complete mixing near waste outfalls, the agreement between the observed
-------
Lower Fox River Mel Verification
River Flow
River Tern
2235 Gfs
24J5°C
August
Slier I Wiersma
Survey
Dati Sourc
0 Observed Data
3D 20
Miles from Green Bay
I
ro
Figure 3
-------
- ze -
tog
BU
u
>_
U3
LSI
_OJ
2E
-------
1Z
lower Fox River Made! Verification
30 20
Miles From Green Bay
I
Ul
Figure 5
-------
Fox River Mode!
C£>
B:-—
OJ
tifl
>n
>S
C3
ts
03
in
C>O
C3
Rivar Flow: 2141CFS
Rim Temp; 23 Df]
Survey Datcriify
Data Source: Sigkr i Wiersma
3D 2D
Miles from Green Bay
o Observed Dati
Figure
-------
data and the computed profile, which assumed an average, and uniform
concentration, is good. The observed data shawn in Figures 3 and 6 do not
demonstrate significant gradients since only nne sample (assumed to be
representative of a completely mixed system) was taken at each location.
The observed data for July 14, 137Z shawn in Figure 6 possibly
demonstrate the backmixing 'interaction between the mouth of the Lower Fnx
River and Green Bay. Because of this effect, the distribution of pollutants
is altered so that the concentration of dissolved oxygen occasionally tends tc
increase below De Pere. The backmixing effect, similar to estuarine tidal
effects, was not considered in the development of this model, since the
phenomenon is nnt a continuous occurrence.
Model Sensitivity
Using August 10, 1971 actual conditions, the sensitivity of the model
to the benthic oxygen demand, the carbonaceous BOD decay coefficient and the
nitrogenous BQD decay coefficient were evaluated. Table 6 presents the sensi-
tivity of the model to these parameters at t:>.reE critical locations on the
river. The analysis indicates that the water quality is most sensitive to
the benthic oxygen demand and the rate of CHOD deoxygenation. The model is
relatively insensitive to the variations in die maximum rate coefficient for
nitrification, as can be seen in Table 6. If further refinement of this model
is to be obtained, additional field work is iiaeded tn, in more detail, evaluate
the spatial distribution of sludgE deposits, the resultant oxygen uptake rat:,
and the rate cf CBQD utilization.
Water quality Predictions
The preceding analysis demonstrated die ability of the model to
reproduce observed dat? for varying cond-Itiu ~.: of flow, temperature, and waiU
-------
- 33 -
TABLE 6
Model Verification Sensitivity
Survey Date - August 10, 1971
Parameter
.a. 35. D
m. p. 15.0
m.p. q.q
Bcnt/iic Uptake Rate
Dissolved oxygen (mg/1)
S = 2.5 g/m2-day
*5 •- 5.0 g/m2-day
S - 10.0 g/mZ-c'ay
CLO'u Decay Rate
,j = e.!5/d*y
-'•/' -- 0.30 /day
Kd = u.6C!/doy
NBOD Decay Rate
*Kn = 0.14/day
Kn = 0.28/day
Kn = 0.55/day
4.75
C.23
4.7B
3.24
3.24
2.7B
2.07
2.53
0.80
0.0
2.79
C.BO
n.c
0.80
0.62
0.49
if
o.o
0.0
P'-.O
- - - -
0.0
0.0
0.0
m.p. = mile point from mnuth
* Value used in verification
-------
-------
- 34 -
loadings in the river. The verified model was then used to evaluate the
improvement in water quality as a result nf implementing the proposed
effluent limitations.
Figure 7 depicts the average response of water quality tn implementation
of the required effluent limitations for all waste sources on the river.
Conditions assumed for the prediction represent a fairly extreme
summertime condition with a 7-day ID-year low-flow of 1,1Z7 cfs (1,915 cu
m/min), a stream temperature of Zlnc, and relatively low algal populations
in the river. The daily average concentration of dissolved oxygen is about
6 mg/1, falling significantly below this in the region past De Pere (mp 7.3),
although still above 4 mg/1.
The profile shown in Figure 7 is not mea^t to be a precise forecast
of future water quality conditions in the Lcwer Fox River; rather the analysis
indicates a significantly improved water quality as a result of implementing
the projected effluent limitations for puiot :;::urces.
The shaded area in Figure 7 approximates the average diurnal variation
to be expected from algal photosvntfxi :s .1 .•••-.! respiration, and other periodic
fluctuations in parameters such as I^'-.hv, uptake rate anij natural background
conditions of water quality. Thy variation in dissolvad oxygen due
to algal activity has, in the p.\<;t, ,;verage«.i about 1 tng/1 with a range from
1 to 3 ing/1 above and below thi daily -:veraga concentration as measured by
tha Wisconsin Department of Natu.'rH Reioi:rc~:S automatic monitors. It is
assumed that diurnal variations will occur uridar future conditions, yet it is
di rn--ult ,o foracast the magnitude of si'-J.\ ? fluctuation for future
-------
H *«*.
3
C9
eu
tafl fl
1/1
I 4
2
0
40
V ^
*\^J
liir-r Flaw: 1127
• , - ,_ ^i_» _.| J N ^ . ^-,\ ,|l|
nT ""! ' "^"^ I**'^TT1T*1I1 Hi*
tiii&J!i*£il^*H«*jltiJti U I .
'*>,. ....... :rM- _*«—
:FS
5 !•-'•*». "''TIC
J
Initial Condit
DO; 9.
NBOD: 4.
Slurip Uptake 2
vj\
ons
0 mi/1
D me/1
57 me/I
50 g/m2-day
AvcragR
diurnal
variation
ao 20
?,ti!2s from Grasn Day
10
Ln
1
0
Figure 7
-------
- 3G -
The predictions are based on the assumption of a linear system. The
terms in equations 1 and 2 assume that the biological systems can be
modeled by linear functions. However, it is realized there exist some
nonlinear biological feedback mechanisms. For example, the improvement
in dissolved oxygen in the future may provide more suitable conditions for
nitrifying bacteria, and the predicted profile may be slightly less than
that shown in Figure 7- The effect of reduced waste discharges on algal
growth and the resultant effect on water quality may also alter the pro-
jected profile shown in Figure 7, but the extent of this alteration is
uncertain.
The prediction shown in Figure 7 represents the best estimates
available for ths various significant input parameters with consideration
given to the effects of decreased waste loading to the river upon each of
the parameters. A summary of the values used in the prediction analysis
including an approximate occurrence frequency for each parameter and the
renga of values reported in'the literature is shown in Table 7.
Further evidence nf the effect of reducing waste loads and the
resultant improvement in water quality is shown in Figure a. In this
figure, the survey data and model verification for June 20-21, 1972 (Figure
4) is superimposed on a model prediction that uses the flow and temperature
conditions that occurred on the survey date. Thus, the prediction in
Figure a indicates what the average dissolved oxygen would have been had
the proposed effluent limitations been in effect as compared to existing
loading Isvels. Clearly, there will be a marked improvement in average dis-
sol"ed oxygen levels in the river, and existing water quality standards should
be achieved.
-------
TABLE 7
SUMMARY OF PARA3SETEt« USED IN STREAM ANALYSIS
- — -
rARAMJTER
,. J.1K
f SYMBOL)
Flow (OJ
cfs
Sludges Uptake
(5] gms fl2/m2-day
Algal
Productivity
(r*nm) mg/l-day
MOB decay
(Kit) I/ day
Temperature
(T) "C
N'BOD decay
fKn) I/day
Initial CBOD
|iaf/l
Iritial NBOD
rog/1
Initial D.U,
mg/1
Industrial-Mutiici
pal Loadings
Us/day
VALUE USED i
FDR VEMFICATIQM FOR PREDICTION
As measured daily by
u.s.c.s.
5.0
As measured by
Sager
AS rsportcd in QLM.
Measured values
varied with flow.
'
As measured an
survey date
0 . 14 maximum
As reported in f|LM
As measured nr
6.D
Usually 4.6
As measured on
survey date
As reported tn WDNR
or EPA
1127
2254
2,5
14 maximum
0.15
B. 124 below
DsPere Dan
21°C
2S°C
D . 14 maximum
6,0
4.6
C , the saturation
value
EPA production
guidelines
PREDICTION
VALUE
OCCURRENCE
, FREQUENCY
7 day, 10 year
low flew
2,5 js literature
value for unpolluted
treams
Median valua of
available data
Lowest cbserved
bscause D£ low
floh
SEE Tamp. - FltW
'Sarrslation
Not available
5D to BD* a£ values
are <_ 6.0
About 50%
7D to 90% of the
values are greater
than Cs
«^ —
REPORTED VALUES
FDR FOX RIVER FROM LITERATURE
--
2.5 to 20
2.D to 41
D.124 - 0.6
n - 31
D.14
1 to 9
2.3 to 11.2
Cs -* SIR/I
"
--
1.5 to 13
--
n,l - o.fi
without settling
--
D.I to 0.6
—
—
—
SENSITIVITY
AT MILE POINT
0,0
from 1127 tn 2254
AD. d. = +1.9S
from 2,5 to S.Q
AD.O. = -4.04 wg/1
from 7 to 14
AD.D. = +2.86 rag/1
from D.IE" tn 0.3
AD.O. = -a. 58 mg/l
from 21 to 2S
AD. D. = -1.5D Biff/l
from n.14 to O.fi
&D.O. = -D.3I IBri/1
from 3.0 to fi.o
AD. a. = -Q.SS wg/l_
from 4.6 tc 9.2
AD.D. = -0,17 ng/1
for initial D.r. =
Cs-2, &D.O,
-------
u:
rj
WJ
0
IK j--
t,|
\ f*
~T\- ! 1
1 ; i
^
fl
|1 J
~r M ("1
§
4 T 1
NT '
X J
£#
}
V
5 Average
Minimum •
-
"-
1
*,W£m
t
"V
\
c
s
)
X.I
!
?
,
,>, -5
,x
c
,
i
r
J
pmji-^^qjj P
i •J^'ufc'.'jw n
t"J"3^flliad (
i\
j
\
1
*»
)
\
\
r*'-i-*r
Dito S
Survey
•!V'2T Jcaslltiafis far
• Jv!:^nt LiRiitstioiii
>. f \
\
in
\iFV
" N
1 (
y»««j- 2">KQ CFS ^
FiRip: 21.Q°C s
lurce; Wisconsin H c
Date: lune 23-21,1972 1
30
10
0
l>sil^^ fivf^t I*,-.-,,, l^.i
i.Hi'i^ U-..J( .41 -tvli *'-.]
Figure B
CXI
i
-------
- 39 -
A sensitivity analysis was performed on the model prediction to
demonstrate the range of response to be expected for various combinations
nf reasonable ranges of the parameters. The results nf the analysis are
shown in Table fl for three critical river milepoints. Inspection of Table
8 would indicate that the Lnwer Fox River is most sensitive to the following
parameters (shown in decreasing order of sensitivity): benthic oxygen
uptake rate, algal photosynthesis, river flow, temperature, and deoxygenation
rate for CBOD.
Sensitivity of the prediction to the benthic oxygen demand is shown
in Figure 9. As stated in the previous discussion on benthic oxygen demand,
all evidence indicates that the average value will be nearer to 2.5 than
to 5.D gms 02/nr-day, once the sources of the sludge deposits are controlled.
This is due to the rapid lowering of the uptake rate as the sludge ages.
Hence, an average oxygen uptake rate for sludge of Z.5 gms 02/nr-day was
used in the prediction.
Figure ID shows the sensitivity of the model prediction to variations
in gross algal oxygen production. The middle profile, which is the same
as that shown in Figure 7, uses average algal oxygen production values
estimated from the chlorophyll-^ data provided by Sager and Wiersma. For
comparison purposes, profiles equal to double and one half the calculated
algal c-xygen production values were utilizer!. These profiles do nnt
represent c normally expected situation, but are included to show the
ri,ng3 oi" sensitivity ta algal oxygen production.
-------
- an -
TABLE B
Model Prediction Sensitivity
ta Parameter Changes
Parameter m.
Benthic Uptake Rate
* 5 = Z.5 g/mz-day
S = 5.0 g/mz-day
Algal Productivity
P - 1/2 P'mg/l-day
- p = P1nig/l-day
P =ZP1ms/l-d&y
CBuD Decry Rate (Kr = K,j)
••- K,j - 0.15/day
1 ^ = Q. 'j/di'.y
Kn ~ 0. a/day
NEC"1 [/at?;- Rats
* K-i = 0.14/day
Kn = 0.3/day
Kn = CW'Jay
Initial C30D
Cr.OD = 5.C mg/i
J "EDO1 - 6.0 mg/1
CBuD1 = 9.D mg/1
Initial NBOD
i NBQD1 = 4.6 mg/lm
N30D1 - 9.Z mg/1
Riyir Flov;
* Q = 11Z7 cfs
0 = 2254 cfs
~lt'Ks.i sture
* "• - 21 °C
1 - ZS=C
p. 35.0
7.53
5.35
5. 50
7.53
11 . 60
7.53
5.91
3.39
7.53
6.77
5.89
8.49
7.53
E.55
7.53
7.23
7.53
6. 87
7.53
6,07
m.p. T5.0
5.74
4.55
F.3S
6.74
9.44
.-
5.74
5.2A
f.43
5.74
5.48
C.4E
'.24
6.74
G.Z4
6.74
6.62
5.74
,-.«
5-7a
5.40
m.p. 0.0
4.09
0.05
1.Z3
4.09
g.fll
4.09
3.51
2.40
4.09
".07
3.73
4.68
4.0D
3.49
4.09
3.92
4.09
6.07
4. as
2.49
'i Li DPT:
5 - -.3 q/Tiz-day
y - j.i?,'day
cBOD1 = e.a i,,.]/i
NBG3' = 4.:. nc/1
P - 14.0 .,gC2/l-aa>'
9 np 23.03
-------
fax Oliver Msitel Sensitivity
10
=• a
s
2
0
^ /\
u
i x
i \ !
4 **
V"
River Flow: 1121 CF
Rivsr Ts^p: 21 °C
Conditions: frapos
Variable Paramet
>XK
^^^-^.
h
V
\
X
V
vx-^
-^.
"""^
\
ad Effluent Limits
er: Sludge Uptake Rate
Cliiftva iintabp ~ *J F
- Sludge Uptake = 5.0
— \
K
_ |\
X I \
v^ \
V
\
\
X
x
initial Cunditiuns
DO: S.D me
CQQD: B.D mg
N3DD: 4.57 m
g/m2-daif
g/m2-diif
^
^SJ N.
^ \
S \
\ V
\
\
\
\
\
V
'x ^
^
\
/I
/I
I/I
40
30
2D
ID
from Green Bay
Figure i
0
.p.
I
-------
=r 3
\
u
s
&fl n
S S
0
OI
a-
a
1 4
2
a
/ s
*jft | |
/ " ^"~\ Lawer Fai River Kiaiiel Sensitifiti
» I j/ V
f
/
\ ^^
fy_/
\ j""^\
\ i
•>..-.•-•
iii«r Flow: vat i.r
iilver Te.'np: 21° C
Tiiiis: luni. D;
Conditions: pf02«
VarisSHs Psraactaf
«• ^*"
v^
X' . .
t
iiy Averse
2tians
: Chlorophyll A
t"«»
fi
r^
^
r- -^ i \
•j \
\
Initiil Cnndilini
DO: l.O
r.BGD' 5 0
I3D: 4.5"
CHI: 51.1
tii of Cfciariplqll A
1-1
.1:1
s^l \L
, K\ •
'Nl V
\
s \
mi/I \
rsa/l \
mgf i \
•I/I
4fl
30 20
Miles from Green Diy
10
0
I
ro
ftgun 10
-------
Frequency of Occurrence Below Given Dissolved Oxygen Levels
Although the set of parameters chosen to generate the prediction
shown in Figure 7 represent fairly extreme sumiiertime conditions, it is
recognized that other combinations of low-flow and high temperatures
would result in lower dissolved oxygen profiles. In order to approximately
determine haw often lower dissolved oxygen profiles would occur as a
result of various extreme combinations of low-flow and temperature, 10
years of daily data from 1961 to 1371 were analyzed. The results of this
analysis are shown in Table 9 for the normally critical point just above
De ?erE Dam at mile point 7.3. The table shov.'s the number of days when
extreme combinations of flow and temperature,, if used as input parameters
in the model, would have resulted in a daily average dissolved oxygen
concentration of less than a given oxygen level.
TABLE 9
Frequency of Occurrence Below Given Dissolved
Oxygen Levels at Mile Point 7.3
Daily Average
DO level
(mg/1)
5
4
3
Average Number cf Occurrences
Below Given Level
(days/yr)
35
B-9
0
Anticipated Range of
Observed Below Given Level
(days/yr)
2-71
D-32
D
-------
- 44 -
SUMMARY
The effect nf the various wastewater inputs on water quality in the
Lower Fox River can be modeled in a rational quantitative manner. Such
a model was used to evaluate future water quality in the river assuming
implementation of a proposed effluent program consisting of "best
practicable control technology currently available" (interim estimates)
for industrial waste sources and 90 percent BOD removal for municipal
waste dischargers as required by the 1972 Amendments to the Federal
Hater Pollution Control Act and by Wisconsin State Orders. The approach
presented herein has been shown to offer a reasonable basis for estimating
the effects on water quality of implementing the proposed effluent
program in the Fox River basin. The results of the study indicate that
if the effluent limitations are implemented, there will be a significant
improvement in water quality, and a daily average dissolved oxygen con-
centration of 4 to 5 mg/1 will be maintained in all areas under most
conditions and will not fall below 4 ing/! ir-ors than 2% of the time. During
extreme low-flow and high temperature situations, the dissolved oxygen
concentration could drop to about 2 to 3 ng/1.
-------
- 45 -
ACKNOWLEDGEMENTS
The cooperation and assistance of numerous persons is acknowledged
as having been invaluable in preparing the material presented in this
report.
Professors James H. Wiersma and Paul E. Sager of the University of
Wisconsin at Green Bay provided much of the data used in the analysis;
Mr. Jerry McKersie and Mr. Ralph Berner of the Wisconsin Department of
Natural Resources provided data and invaluable cooperation and advice;
Messrs. Dale S. Brysnn, Glenn D. Pratt, Howard lar, Walter L. Redman,
Norbert Jaworski, William Richardson, and Robert Hartley, all of the United
States Environmental Protection Agency, furnished critical review and
comments on drafts of this report that contributed significantly to the
final report; Merlin Diepert and EPA staff personnel of the Automatic Data
Processing Branch provided technical assistance; members nf the Graphics
Branch prepared the artwork presented in this report.
-------
- 46 -
REFERENCES
1. DiToro, D.M. "Predicting the Dissolved Oxygen Production nf Plank-
tonic Algae", notes for Manhattan College Summer Institute in Water
Pollution Control, Manhattan College, Bronx, New York, 1969.
2. MastropiEtro, as cited in "Addendum tn Simplified Mathematical Modeling
of Water Quality", prepared by Hydrascience, Inc. sub-contract with the
Mitre Corporation and the U.S. Environmental Protection Agency, May
1972.
3. McKeown, J.J. ejt jil_. "Studies on the Behavior nf Benthal Deposits nf
Paper Mill Origin", Technical Bulletin No. 219, National Council
af the Paper Industry for Air and Stream Improvement, Inc., New York,
New York, September 1968.
4. O'Connor, D.J. and Dobbins, W.E. "Mechanism of Reaeration in Natural
Streams", Trans, ftner. Snc. Civil F.ngrs., Vol. 1Z3, 195EI, p. 655.
5. Patterson, Dale, "Results of a Mathe-.'aii-;al Water Quality Model of
the Lower Fox River, Wisconsin, " W1' seisin Department of Natural Re-
sources, March i 1973.
6. Quirk, Lawler and Matusky Engineers "Development nf a Computerized
Mathematical System Model of thp Lowe"1 rax River from Lake Winnebaga
tr Green Bay", a report to the !/i scons'/1 Oopartment af Natural Re-
sources, Madison, Wisconsin. Avojsi l?b.9
7. Khyther, J.H. "The Measurement of '"'" "-.ry Productinn", Contribution
Ho. 825 from the Woods Hole Oc^aiog-^fi'- . 'r'.stitution, Woods -Hole,
Massachusetts, 1957.
B- Sager, P.E. and Wiersma, J.H. "Nutrient Discharges to Green Bay,
L-?ke Michigan from the Lower Fax River", presented at the Fifteenth
Annual Conference on Great Lakss Rei-?a-c'n, Madison, Wisconsin, April
1D7Z.
9. Springer, A.M. "Investigation of ths environmental Factors Which
Affect the Anaerobic Decomposition of -ibrnus Sludge Beds an Stream
LJottnms", Ph.D. Thesis, Lawrence University and the Institute of
Paper Chemistry, Appleton, Wisconsir - .\'ne 1972.
10. Thci.'igrins, R.V. Systems Analysi'?. and -'risr Quality Management, En-
vironnsntal Science Services Dili's*! an, 'vn^ironrnsntal Research and
Ape 11 cations, Inc., New Ynrk, Hev/ vcrk. .37?.
11. Thongs, rJ.A. "Sediment Oxygen nena-u! >•'-::• ciyafions of tha Williamette
%-• ,-_r Pir eland, C^Ggon", U.S. rsDar-.iT:;- I -)•" -die Interior, Federal
i>l£!;..r 7TUu":icn "ortrol Administration, '.'t'cicnal Field Investigations
!'i-.: ,er, Cii-ci-.nati, Ohio, February "!?70.
-------
12. U.S. Department of the Army, Corps nf Engineers, U.S. Lake Survey
Chart No. 72Q "Lake Winnehago and Lower Fox River", Edition of
1969, corrected to May Zfl, 1971.
13. U.S. Department of the Interior, Federal Water Pollution Control
Administration, Great Lakes REgion "A Comprehensive Water Pollution
Contra! Program—Lake Michigan Basin--Green Bay Area", Chicago,
Illinois, June 1966.
14. U.S. Environmental Protection Agency, Office of Enforcement "Report
on Remote Sensing Study of Thermal Discharges to Lake Michigan",
National Field Investigation Center, Denver, Colorado and Region V,
Chicago, Illinois, September 197Z.
15. U.S. Environmental Protection Agency, Office of Permit Programs
"Interim Effluent Guidance for NPDES Permits", Washington, D.C.,
Miy 3, 1973.
16. Wisconsin Department af Natural Resources, Water Quality Evaluation
Section "The Fax River, Summary Report an Water Quality and Waste
Hatar Discharges During the Summer nf 1972", Madison, Wisconsin,
November 1972.
17. Hi sconsin Department of Natural Resources, personal communication,
February 1973.
-------
- 4fl -
APPENDIX
PROGRAM LISTING
-------
FSRTRUN IV G LFtf£L 21 MAIN DATE - 721U ' 19/31/SB PAGE ODOl
c •
C DISSOLVED OXYGEN STREAM MODEL
C
C PROGRAMMMED AT HYDH03CIENCE « IMC. I'rfESTWOQD, NJ«1967)
C MODIFIED BY ANDREW STODDAHD. E^A* HEGIQN S I19?Z)
c ' ' ........
C DISCUSSION Or MODEL
C
C THIS PROGRAM DESCRIBES THE INTERRELATIONSHIP BETWEEN THE DISSOLVED
C OXYGEN IN A STREAM AND ITS VARIOUS SOURCES AND SINKS SUCH AS
C ATMOSPHERIC REAEHATIDN AND THE OXIDATION OF BDD. THE MODEL
C EVALUATES THE DAILY AVEHAGC. ONE-D I HENSIONAL SPATIAL PROFILE OF THE
C CONCENTRATIONS OF DISSOLVED OXYGEN AND BDU UNDER STEADY-STATE CONDITIONS.
C IN THIS MODEL THE DI5PEH5IVE COMPONENT UF THE MASS FLUX IS CONSIDERED
c INSIGNIFICANT. THE MODEL isi THEREFDHE.ADVECTIVE AND PREDICTS THE
C LONGITUDINAL QI5TNIHUTION UF DISSOLVED HXYEEN AND BDD DUE TD THE EFFECTS
c OF THE VARIOUS POINT SOURCES OF ^ASTEWATE* UISCHAHGESI TKISUTAWIESI AND
C BACKGROUND MATER QUALITY CCUDITIDNS IN THE SEGMENT UNDER CUNSIDEHATI UN.
C THE CONCENTRATION PROFILES AHE COMPUTED ALONG THE LONGITUDINAL AXIS
C UF THE RIVER AND AHE ASSU'-'ED TO HE UNIFORM IN DEPTH AND KIOTH IN EACH
C SEGMENT. THE CONCENTRATION AT THE UPSTREAM END OF A SEGMENT IS DETERMINED
C BY A MASS BALANCE EQUATION. IN THIS EVALUATION THE MODEL USES A NUMBER OF
C BIOLOGICAL* PHYSICAL! AND CHEMICAL CHARACTER IS T I C5 1VHICH AHE UNIQUE TO .
C THE STREAM Ul;D£P INVESTIGATION.
C
C "
C jOUkCtJ AUD SINKS COr^I CE«FD IN EVALUATING PROFILE OF DISSOLVED OXYGEN
C
C " CA^ab.\'AC£D"US BOD
C NITROGENOUS BOD
C flEMTHIC OXYGEN DEMAND
C ALGAL RESPIRATION AND PHOTOSYNTHESIS
C ATK05PHE.PIC HEAEHftTION
C HEAEHATIQN OVER DAMS
C INPUT FROM WASTE SOURCES AND/OR TRIBITAHIES •
c " •
C INPUT PARAMETERS
C ,''
C VARIABLE NAME UNITS
C .
C 5T*EAM= NAME AND LOCATION OF STREAM
C 'RUrJDES= DESCRIPTION OF PARTICULAR SET DF DATA
C SEGID= LOCATION UF SEGMENT BY LANDMARKS AND NUMBER
C CQ= INITIAL CONCENTRATION r,F DISSOLVED OXYGEN MG/L
C FLDLD= INITIAL CAHSONACEDUT. BDD (CfiUD) MB/L
C FLUND=INITIAL NiT^aGENCTJS nOD (N5UD) MG/L
C XTDT-T INITIAL '••rLSPOINr GF S^WflA1, M07EL XILHS
C .,C . '.- • ~. . N.rE.Al. ING ll^:-.PC.i'«i
C XCJDii- 0 h^R D£CKc.ASIf;G "ILi'PO VT
-------
FDRTPiAr« IV G L£"IL H
MAIN
DATE = 73141
19/'31/'5fl
PAGE ooaz
0001
ODDS
C
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
NTOT= TOTAL NUMBER OF CEKKENTS IN SYSTEM
'.iC= 00 FROM WASTE LOAD AND/DH TRIBUTARY
WL= CBOD 5 FROM WASTE SOURCE AND/OR TRIBUTARY
KN = N30n FMQH WASTE LOAD A\D/OH TRIBUTARY
00= H1VER FLOW UPSTREAM LlF SEGMENT BOUNDARY
QA= FLOW OF WASTE SOURCE AND/OH TRIBUTARY
HR= ALGAL RESPIRATION RATE
PMM= ALGAL PHDTDSYNTHETIC OXYGEN SOURCE
DELTA= INTERVAL OF COMPUTATION IN SEGMENT
FLENG= LENGTH OF SEGMENT
CON5T= *l FDR CONSTANT CKD55 SECTIONAL AHEA
IN SEGMENT
= H FOR LINEARLY INCREASING AREA IN
SEGMENT
AREA= CROSS SECTIONAL AREA FOR CONST=*1
SLOPE= SLOPE OF LINEAR AKEA FUNCTION FOR
CDNST=D
FINT= INTERCEPT OF LINEAH AREA FUNCTION AT
UP5THEAM BOUNDARY
FL= RATIO OF ULTIMATE CB.'JQ TD 5 DAY CBOD
FN= RATIO OF ULTIMATE NBuO To 5 DAY NHDD
TEMP= STREAM TEMPERATURE
cs= SATURATION VALUE OF DISSOLVED OXYGEN
hDAM= HEIGHT OF A DAM IN SEGMENT
ALpHA=COEFFICIENT FDR HEAEHATION OVER DAMS
C&£FrIClENTS FOR BRITISH 0AM REAERATlaN EQUATION
A= 1.25 —CLEAR TO SLIGHTLY POLLUTED WATER
= 1.00 — POLLUTED WATE«
= 0.30 — SLV.AGE EFFLUENT
3-~ 1.0D--WEM ^ITH FREE FALL
- 1,30 —STEP WEIRS OR CA'JCAOES
F~ FRACTION OF SLUDGE COVER ON BOTTOM
FL(MH= CBDD REMOVAL CDEFK AT 20 C
FLaNrf= cynD DECAY COEFF AT 20 c
FLOKN= NQOD DECAY RATE AT zo c
S= OXYGEN UPTAKE HATE FHar-l BENTHIC DEPOSITS
DEPTH = AVERAGE DEPTH IN SEGMENT
LBS/DAY
LHS/DAY
LBS/DAY
CFS
MED
MG/L-DAY
MG/L-DAY
MILES
MILES
SO. FT
SQ FT/MILE
SB FT
DEE CENTIGRADE
MG/L
FT
DECIMAL
I/DAY
I/DAY
I/DAY
GM/SQ METER-DAY
FT
DlMtNSION DI30I iFLOLI301 , FLDN13D) iC|3D)iXXI30liFOFXI3D)i
1STKEAMI2QI iSEGlD 120) iHUN'JES IEOI
NCHUN=3
NCHIIN=1 AS INITIAL COUNTER FOR SEGMENT SYSTEM OF STREAM MODEL.
ANALYSIS FOR LOrfEH FOX RIVER USED NCHUN=3 DUE TO SEGMENT SYSTEM
IN QLH REPORT. IN EPA ANALYSIS MENASHA CHANNEL WAS CONSIDERED AS A
TRIBUTARY TO LOWER FOX RIVEH . THIS DELETED SEGMENTS 4-5 USED IN
OLM MODEL I1S69I ,
0003
DQD4
D035
READ(=.]25DI (STPEAMIKI
.-:•.-? iz 01
-------
FORTRAN IV 6 LEVEL Zl
MAIN
DATE = 731U
= »'5F B5C3
0006
DD07
OQCB
0009
DD10
0011
OD1Z
0013
nou
0015
UD16
DD17
001B
DD19
DDja
ODZ1
OD22
D023
0024
D025
D02&
DD27
QOZB
0029
0030
DD31
CD 32
0033
OD34
D035
OD3&
0037
0039
DD39
D040
0041
UD4Z
D 043
OD44
0045
FORMAT(3F1D.2)
WHITE lib. 1300 I (STREAM IKIiK=li20|
13DO FORMAT I1H1i//p20A4,//l
WPITE (6i1Z55I IRUNOES IKI »K = 1i2DI
1255 FORMAT l/,2UA4i/» " " —- _
910 READ I5i12031 CQ,FLdLO,FLONO,XTOTiXCDDEiNTOT
1203 FOHKATCJFlO.ZiIIDI
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WHITE 16 i 1Z01! VIC,WLpWNpCO,QA,CSiTEMP
WRITE IS,1EU9I
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WRITE Ifi i 121)1) DELTAiFLEKO^DNST.AREApSLDPEpFINTiHDAMiDEPTH
1209
iqKr'F">
WRITEI&.1ZOM FLpFNiFLOKH,FLDKDiFLDKNiSpF
WRITE 16.12lni
1210 FOHMAT 1/.7X, iPMM'.BX.'Rk'.SXi'A'iSX.'B'.SX,'ALPHA')
WHITE 16,1Z02I PMM.RR iA,t) > ALPHA
C COMPUTATION DF ATMDSPHEHIC REAERATION RATE JFLDKA)
, FLOKA = 1Z.9»I(a3/AREAI*«(.5l l« I IDEPTH!•«(-1,5)I
WMITEI&.1211IFLOKA
1211 FORMATI/)5X. 'FLDKA1 i/iFlD-Zl
1206 FORMAT l/i4UX, •OUTPUT'p/l
WRITE 16,1205)
1202 FDHMATI4F10.Z,F10.31
l.-:03 TO J"AT 1/pllXp 'MP'ilXp >D FICIT'iSX; 'TERM! ':-3r, iTCRM2't3Xi iTERMJi i
-------
GAlt = 7-JlM
19/31/33
0046
0047
UQ4B
0049
0052
0053
0054
OB55
cuss
0057
D 050
0059
OOfiO
D061
OQS2
UHS3
0 D &A
OOf-5
0067
oo&a
D07D
QD71
D072
DD73
QP74
r: •> 7'.
c
c
c
c
C
C
ADJUSTMENT OF KATE REACTIONS TQR STREAM TEMPERATURE
1 .DZ4«* ITEMP-20.I
,.04^* i fEM^-so..)
,04*«(TEMP-ZD.)
FL[)KiJ=FLOKN«loOfl*»(TEMP-2D.>
•ITENP-20.1
MASS BALANCE COMPUTATION AT UPSTnE/'.M END OF .SEBMENT
WASTE SOURCE FLCtf IN MOD TO CFS
QA=UA»1.54723
WN=WN/5.4
Cl= (JQ»CG*WCI/Ql
Dl=CS-Cl . • •
FLOL1=IQD»FLDLa*WLI/Ql
FLDM=[QG»FLONa»WNI/Ul
TE5T FOH CROSS SECTIONAL AREA FUNCTION
IF(CONSTI2.2»3
•««»»«««««•«»»«»««««« «»•»••••«»«•
CONSTANT CKOSS SECTIONAL AREA
3 1 = 1
FLOJA = - [FLOl
-------
J|-. ^i MAIN 3'
')rFK>7 OUE Ta POINT SOUR"-: np nj^;-.W,V~V 0?
r
C 'J-TICIT DUE T0 ALijAl K1-;' IRATItM AND PHOTOSYNTHESIS
T>~r,Mb~( IRR~(PHN*c., -.5/^«l- I' ' VFI.C1:;:,/ V . -LXFifXOJ.VM I
CUE TO rtEAErTVTiCN 0<;T:;- A 0AM
r TOTAL DEFICIT UF DISSOLVED OXYGEN
, ;7': :j'.i)= TEr?Ml + TERHE*TERM3*TERM'.
L'Dt«'J C(1I=CS-D III
^ , " 1 IF ( C ( J ] ! 3 I] ? '* 0 i 4 0
OL ••; jo cm =0-
c
C COMPUTATION OF CBOD AND NflaC1 D. ^T/IItU'VIOM
40 FLQLUI=FLLLl»EXP(rLOJR-XI
FLONIII=FLDN1-EXP(FLOJN«XI
C
C TEST FOR INCREASING OR DECREASING RiVEF? KILEPOINT
IF IXCQDEI560i56Di55G
55D XX(II=XTDT+X
Qof.7 Gb TO 551
:OUB 56C XX(1I=XTQT-X
•JHB; 551 CONTINUE
TEST FOR END OF SEGMENT
IF <-FLENG|4,Si50J
•'• '. = X> DELTA
iFLQL II I irLONdl i C ll>
i'jCO FOH^AT l5XillFBi2l -- -•
1 = 1 -1
60 TD 6
5-'0 X = FLENG
DT"? GQ TO 6
0090 5 WRITE lbil TEFW i TERMS i TERM& »
1FLDL III iFLDNIII rCll)
C
C REINITIALIZATION OF BOUNDARY CONDITIONS AT UPSTREAM cfio Or SEGMENT
FLOLU = FLDLHI
0101 FLDNU=FLDN|J|
CID2 XTDT=XXIIJ
C
. C TEST FQR FINAL SEGMENT IN RIVER SYSTEM
DIPS - . NCHUN=NCHUN*1
DID* IFINCHUN-NToTlliliZO
C
C LINEARLY INCREASING AREA WITH CONSTANT
0105 - ' Z 1 = 1
D10& XQ=F ..NT/SLU?!:'
DID? i- . ,..;,- - ,-.••..* S-. ^c •.-• '- •)
-------
FORTRAN IV G LEVEL 21 MAIN
FLOJN=-(FLOKN*Sl.OPE/Ca/i& ,4!
9
01 OB
0109
0110
Dill
0112
0113
0114
0115
Ollb
OUT
U11S
nil?
0120
1121
0122
0123
0124
D125
0126
0127
C12B
012S
013D
D131
0132
D133
0134
0135
D13b
0137
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
•
DATE = T3U1
I = FLOJN«FDFXII)
XjR=FLnjR»FOFXII) - __ ___
TEST FDR DAM REAERATION EQ TO USE
IF IHUAM-15. I 3DOi3Q0.3ni
300 IF! rEMP-?5.>3»2i3D2,301
302 IF nEMP-2D.)3Dl i3D3»3D3
COMPUTE DEFICIT USING MOHAWK R EQUATION
303 DEF&=ALPHA«D1«HDAM
GD TD 305
COMPUTE DEFICIT USING BRITISH ED
301 Z6=I1.*(D,11*A*B*HDAMI«<1 . *G . 046«TEMP I I «« 1-1.0)
DEFn= Dl«ll.-26)
305 CONTINUE
COMPUTATION OF COMPONENT SQURCEs'AND SINKS OF DD DEFICIT
DEFICIT DUE TO POINT SOURCE OF CBUO
TEKM1=IFL»FLOKD«FLDL1/IFLDKA-FLDKN) >MEXP (XJRJ -EXP (XJAI J
19/31/SB
PAGE 0006
DEFICIT DUE Tn POINT SOURCE OF NBQD
TERM2= (FN*rLDKN«FLOMl/
) « !E,XP I X JN \ -EXP I XJA) )
DEFICIT DUE TO DISTRIBUTED 9ENTHIC DEMAND
TERHJ=lS/FLOKA)«ll,-EXP|XJA) )
DEFICIT DUE TO POINT SOURCE OF DISSOLVED OXYGEN
TE«H4=DI«EXP 1XJA)
DEFICIT DUE TD ALGAL RESPIRATION AND PHOTOSYNTHESIS
TEHM5=l IRR-IPMM»2.».5/3.1416) ) /FLDKA I « 1 1 . -EXP (FLDJA'XJ I
DEFICIT DUE TO REAERATION QVE« A DAM .
TEHHb=-DEF6« (EXP IXJAI! „
i r
TOTAL DEFICIT UF DISSOLVED OXYGEN
T (11= TERM 1«TERMZ«TERM3*TERM4« TERMS »TERM6
CII]=CS-DIII
IFICIl) 150,60,60
SO C[II=0,
• COMPUTATION OF C3DD AND NQOD DISTRIBUTION
GD FLUL(I)=FLOL1«EXP IXJRI
FLDNIII=FLON1*EXPIXJNI
TEST FDR INCREASING OR DECREASING RIVER MILEPOINT
IF IXCCIDE) 66D ,66Di65D
650
-------
FORTRAN IV G LEVEL l\ MAIN DATE = 73141 11/31/5B PAGE nOO?
Cir,» i':51 CONTINUE
c
C TEST FOR END OF SEiMENT
0139 IF IX-FLEN6) Ui5»501
0140 10 K=X*DELTA
GIU WniTE(&tl*OHlXX!I) .OUI iTERHl»TERM2iTERM3iTEHH*iTERHSiTERMii
1FLULID .FLDNIDiClI) •^•~
DH2 1 = 1*1
D143 CO TO 9
0144 5D2 X=FLENG
D145 GQ TO 9 *
01*6 211 CONTINUE
0147 STOM 9999
D14S END
-------
DOCUMENTATION
-------
TABLE 2
DATA IOTUT REQUIREMENTS
COLUMN
Card
1
2
3
4,
5
6
7
a
i-10
STREAM
RUKDES----
CO
SEGID-
we
DELTA
FL
PMM
11-20
FLDUQ
WL
FLENG
FN
RR
21-30
FLDNO '
WN
CONST
FLDKR
A
31-40
f i pi rl 1 -
f i nl A 1-____ _,
XTQT
Fi E.1 ril-_ ______
QO
AREA
FLOKD
1
41-50 51-60 61-70 71-BD
XCODE NTOT
QA CS TEMP
8LDPE FINT HDAM DEPTH
FLOKN S F
ALPHA
Nates;
(a) Repeat cards four through eight for tntal numter (NTOT) of segments
(b) STREAK, RUNDES, and SEGTD are alpha-nunerlc variablEs with 20A.4 fatmat, -da^ta entete'd( col. 1-iO
(c) NTOT ts an integer variable with 12 format in col, 59-60
(d) ALPHA is a floating point variable with F1Q.3 format
(a) All other variables are floating point with F10.2 format
-------
SAMPLE INTUT CARDS
STREnfl
re;-; ,%jvz?
TD 'jREEH BAY
-"; 2'J-2: • I-??:. 44I3C BFif
'[ TLD TL
j. ? 1!
0. C'
HTDT
SEGMENT 1
SEC ID
tft» - EES'Go:! i\'0c1 PnPER CD
-, c
6,0
LCL1 A
ci.'ss"
ft
1 , 83
FMM
:-:.3
i
UL
0.0
FLEtlG
6.53"
I
FH
1.0
i
RR
a. 13
1
it: i
0. 0
CONST
i.o
i
FLDKR
6.3
1
A
b.
re
1020.3
ftRCft
976.0
FLDKD
0.3
i
B
b.
I •*'
0.0
SLOPE
>
0.0
1
FLDKH
d. 14
i
ALPHA
* ft I)
0. 0
j
CS TEF1P
9.2 20.0
ii
»4
FIHT " " HDAM " " DEPTH
• * i - * i * #
0.0 0.0 2.0
S F
5,0 6.5
SECID
SEGMENT £ BEHGHROil PAPER CD - KH1I1PLV
>. 1.7
ML
no
DA
C£
TEMP
20.
i)
,i ,. . •, . • i1« ,. i i'. • :• " . ;l .«ii •! n t! >i »• i: 11 ti ti i' >i ij d n u n 11 it < '
i' f f : [ •' ' ' j M I ,' I r H I H I I I f M 1 I !1 H I 11 i II M 1 I I I 1 I II'
• : . . :' ' •" ? • ,"'.'. ;" .-2 • 11 \ i:: .• j:: ?, . • •
-------
SAMPLE OUTPUT
-------
*.UH>,- ' G/'T, •
1C
•1
Q
1
z;
FL
CV FU 1.0
SEGMENT 1
'•1C KL
.0 3,U
I,TA FLcN?
.53 0.53
rL FN
,-S 1 ,,00
t-',- " RR
.3C 2 11
CA'
'i a
( LC.MD XT!5T XCOPE NTDT
l 1 . {•'. ', 3D. 63 O.D 4S
INPUT
Hi! DO QA CS TEMP
Q,|] 10£i.3D OnU 9oE^ i"93Cl»
CONST AREA ^LOPt FIN" ' HDAM DEPTH
l.DO 97fiL00 n.r 0.0 D.O 2.53
FLOKR FLDKD FLOKN S F
0,30 0.30 0 ,. 14 Sp.BD 053Q
A 3 ALPHA
0,0 D.O D.D
OUTPUT
TfHHZ TERH3
TERMS TE~,M6 CSOCl
-•J.CO 0,0 D.D 0,,8 -5i,80 0.0 0,0. > 6.00 iX-60 XO.OO
-1.57 0,IU 0«,05 (i,12 -D,!T.9 -0*13 0=.D 5.95 11.fi S.77
INPUT
VC WL
61.70 2C375.GS
rr i ' f- TI
0 . ' - •' 4 'I
WN
2301. Oil
CCMST
QD
1328.30
DA
T.'-n
51 n~r-"
CS
9^0
TEMP
23.00
o.o
?.r-r-
-------
F.-J
0 0
"LOKR
Rfi
1*25
c.o
i! .0
TERM?,
TE,?
if ,33
" * I A-
o.o
o,r-
O.U5
,0? 6 05
i .
O.i1;
0,0
is
4-3,
t.^41
SEGMENT
INPUT "
>c
112.uO
DELTA
0.1'
12.50
FLOKft
0.12
V.'L
Fi-ENO
D .14
1,00
R*
1.25
WN
3131.00
CONST
1*00
FLOKR
0.12
o . c
ao
AREA
B . n
SiOPI
J.C
C5
FiNl
S
5 C C
TEf-'P
2 D „ P 9
HP AM
F
i,oc
L'Ef^TIi
OUTPUT
MP DEFICIT TERKI TERKE TE^.MS TC-TW- vcsas
caco waoo
0.14 6.21 0.0
0,00 6,29 D.1S
O.Q
O.Q
0 ., fl 6
6, IK
0,0 G-.3
-Oi.12 (1 . B
20.63
a»T«J
B«7i
H.9S
------- |