UWTED STATES E^IVIROWMEKITAL FROTECTSOS^ AGENCY
REGION II
2® FEDERAL PLAZA
NEW YORK, NEW
"A computer program
for the steady-state
quality sinal-
tatlorn ©f a stress
network"
lolbert S3 Bras£@rs Gfolsf
Systems Aaalysi® Ssetiom
Data Systems Branch
(1)
1©M Oreat Lakes
sb Labormts>ry
2300 Washtenaw Avenua
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\
UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
REGION II
26 FEDERAL PLAZA
NEW YORK, NEW YORK 1OOO7
Documentation for
SNSIM1/2
"A computer program
for the steady-state
water quality simul-
tation of a stream
network"
Robert E. Braster, Chief
Steven C. Chapra, (•*•'Environmental Engineer
George A. Nossa, Environmental Engineer
Systems Analysis Section
Data Systems Branch
February, 1975
Fourth Edition
(1) Presently employed by:
.NOAA.Great Lakes Environmental
Research Laboratory
2300 Washtenaw Avenue
Ann Arbor, Michigan 48104
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TABLE OF CONTENTS
Page
INTRODUCTION 1
THE SYSTEM: DEFINITION OF TERMS 6
THEORY 8
THE COMPUTER PROGRAM 10
Flow Chart 11
Restriction 17
Input Requirements and Data Description 18
NOMENCLATURE 21
REFERENCES 24
APPENDIX A (listing of source deck) 25
APPENDIX B (example problem) 32
ACKNOWLEDGEMENTS 54
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INTRODUCTION
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The formulation of a mathematical model of any system is
greatly determined by two factors: the nature of the system itself
and the purposes and perspective of the investigator. The modeler
must strike a balance between objective reality and the subjectivity
of his needs to attain a successful analysis. This problem is further
compounded wben dealing with the high complexity of the natural world.
One of.the more prevalent misconceptions among neophytes in the
field of water quality modeling is that there is one analytical technique
which is superior in depicting the water quality in a natural body of
water. This may be partially due to the fact that the field straddles
several more or less hard sciences and engineering disciplines and as
such can be perceived from a variety of perspectives.
For instance, hydrodynamicists, who are essentially interested in
the movement of fluids, often tend to emphasize the obviously important
effect of water motion on the transport of matter in a system. Ecologists
and aquatic biologists on the other hand stress the equally important
reactions between the community of organisms which populate the system.
The danger in these or in any particular approach comes from the automatic
exclusion or underestimation of viewpoints outside the area of expertise of
the modeler.
One of the older approaches to water quality modeling which rather
effectively incorporates a number of perspectives in representing the
causal relationships of stream pollution is that of the sanitary engineering
profession. Due to their interest in designing waste treatment facilities,
sanitary engineers were rather early introduced to the problems of wastes
and their impact on the environment. A classic study in this profession
was that done by Streeter and Phelps^ on the Ohio River in 1925.
By making a variety of simplifying assumptions in the hydrodynamic
and biological areas, these investigators arrived at a very utilitarian
approach to water quality analysis which still stands as a viable technique
for answering many questions about the relationship between pollution and
the aquatic environment of a stream. In the hydrodynamic area, they
assumed that the waste load was delivered by a pipe into a channel which
could be described as having constant geometrical dimensions and constant
flow. As well it was assumed that the pollutant was instantaneously mixed
in the lateral and vertical directions and that the simple continuity
equation, Q=AV, applied. From the biological standpoint, it was decided
that a chemical parameter upon which most species depend for life, namely,
dissolved oxygen could be modeled as an indicator of the health of the
biota. To do this, they had to use a measure of the oxygen demand of the
waste, the biochemical oxygen demand (BOD), as the input to the system
and formulated relationships between dissolved oxygen and BOD in terms
'2
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of first order kinetics. The result is what is now called the
Streeter-Phelps equation which in its basic form is:
V-
D =
~K x/u
x/u ) ] L + D e'Ka x/u
o o
(I-D
where:
D=dissolved oxygen deficit= DOR -DO
D0s=saturation concentration of dissolved oxygen
D0=actual concentration of dissolved oxygen
Lo=initial concentration of BOD at point of introduction of waste
Do=initial concentration of dissolved oxygen deficit at point of
introduction of waste
Kr=BOD removal rate
Kd=Deoxygenation rate
Ka=Reaeration rate
U=stream velocity
x=distance downstream from point of introduction of waste
The result of the Streeter-Phelps equation is called the "D.O.
sag" and is illustrated in figure 1-1.
flow
STREAM
dlstance
Figure 1-1:
D.O. sag generated by
Streeter Phelps equation
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This environmental model is ideal for the evaluation of various
treatment schemes as its basic control variable is the waste input.
This emphasis on relating man's waste inputs to the aquatic environment
with the express purpose of managing the inputs and thus the water
quality is what typifies the sanitary engineering approach. This can
be contrasted with an aquatic biologist who might be more interested in
the interraction between the organisms with a mind to prediction and
description rather than control.
An expanded form of the Streeter-Phelps equation is the basis of the
SNSLM computer program. SNSIM can be used to formulate a steady-state,
one dimensional, simulation model of a stream network. It is designed to
evaluate and/or predict the dissolved oxygen, and the carbonaceous and
nitrogenous BOD profiles in a river or stream where the effects of dispersion
can be assumed to be insignificant.
The stream network consists of a river and its tributaries which are
segmented into sections of constant hydrologic, physical, chemical and
biological parameters. Loads may be applied pointwise at the ends of the
section or as distributed sources along its length. A summary of the loads
is given below:
BOD Loads
Point loads-carbonaceous and/or nitrogenous
(e.g., and industrial waste)
Distributed loads-carbonaceous and/or nitrogenous
(e.g., agricultural runoff)
P.O. Deficit Loads
Distributed Loads - Benthal Demand
— Photosynthetic Demand
As well, point sources of both BOD and DO deficit from.minor tributaries
can be input at the ends of a section and background loads of BOD and DO
deficit can be introduced at the system's upstream ends.
-------
The expanded Streeter-Phelps equation Is then applied to each section
to determine their CBOD, NBOD and DO deficit response to the loadings. Mass
balances are applied at the function of sections as well as the more complex
junction of the systems tributaries. In this way the program generates results
for the entire system.
This documentation consists of a description of the program as well as
its input. A .listing of both versions of the program (SNSIM1 being compatible
with the IBM 370/155 while SNSIM2 is compatible with the IBM 1130) and an
example problem are included in the appendices.
As a final note, SNSIM is meant to be used to either furnish insight
into particular phenomena, or as. a predictive device for use in water
quality planning. Care must be taken at all times to consider all the
assumptions underlying its formulation and by no means could it ever be
construed to apply to any and every aquatic system or problem. With this
in mind it is an excellent tool for the use of those interested in applying
rational approaches to the problems of the deterioration of the environment.
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The System: Definition of Terms
- A REACH is that part of a stream from its source (furthest upstream
point of interest) or confluence to the next confluence. Figure 1
shows a hypothetical river network. As can be seen the branches of
the river are numbered and each is referred to as a "reach".
A CONFLUENCE is the point at which two or more reaches join. At
present, SNSIM allows up to 4 reaches to be joined at a confluence.
A SECTION is that part of a reach which can be described by constant
physical, chemical, hydrological and biological characteristics. An
example of sectioning is shown in the example problem (Appendix B).
Each section in a reach may have a waste source and/or minor tributary
at each of its boundaries.
- A MINOR TRIBUTARY is one which is not to be described by the model
but only serves as an input to the system. "Silverload Run" from the
example problem in Appendix B is a minor tributary.
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FIGURE 1
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Theory
The equations for the calculation of the distribution of CBOD,
NBOD and DO deficit in a Section are as follows:
CBOD=CBODoexp[-(Kr/u)x]+(CBODd/Kr) (l-expI-(K_r/u)x])* (1)
NBOD=NBODQexp[-(K /u)x] + (NBODd/K ) (l-expI~(K /u)x]) (2)
D=DQexp [- (Ka/u)x] (3a)
~^ (exp[-(Kr/u)x]-exp[-(Ka/u)x])CBOD0 (3b)
(exp [- (Kn/u)x]-exp [- (Ka/u)x] )NBOD0 (3c)
K-(l-exp[-(Ka/u)x])CBOD
d
Kd
(exp [- (Kr /u)x]-exp [- (Ka/u)x] ) CBOD ................ (3d)
. \ TT > r L V.J-*-*- /'-'•/"•J '—"-f L \J-^<-t/ *-*y-"-j / VJAVV^J-' .,
— (l-exp[-(Ka/u)x])NBOD,
Ka d
(exp[-(Kn/u)x]-expI-(Ka/u)x])NBODd ................. (3e)
(Ka-Kn)
(l-exp[-(Ka/u)x])AlSal
Ka ....................................... (3f )
+ (l-exp[-(Ka/u)x]).Sb
Ka (3h)
*exp[y]=£
-------
where the elements of the deficit equation are interpreted as follows:
(3a) point source* of DO deficit and initial value of
DO deficit
(3b) deficit due to point source*of CBOD
(3c) deficit due to point source*of NBOD
(3d) distributed source of CBOD deficit input with
no significant addition to river flow
(3e) distributed source of NBOD deficit input with no
significant addition to river flow.
(3f) deficit due to distributed net algal oxveen oroduction
(3h) distributed benthal demand effect
Definitions of the various terms in the equations can be found in
the nomenclature (page 19). For a concise discussion of these equations
2
and stream modelling in general see Thomann.
* Point source in the equation refers to all input which occurs at
the upstream end of the section to which the equation applies. This
may include effluent point loads, minor tributary loads, and all
input from the downstream ends of the sections directly upstream
from the section in question. In other words, the total point source
is the boundary condition at the upstream end of the section.
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THE COMPUTER PROGRAM
10
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READ "SECTION DATA-
WRITE "SECTION DATA"
§ALL CONVERSION FACTORS, TEMPERATURE CORRECTIONS AND PRELIMINARY CALCULATIONS ARE MADE
AIL INPUTS TO THE UPSTREAM END OF THE SECTION (WASTE INPUTS, TRIBUTARY INPUTS, INPUTS FROM UPSTREAM
SFLOW = 00
DIST = DISI + DELTA
I
I CALL PBOF [RETURN WITH CBOD (cooo, NBOD (NODC), DOD (DODO CONCENTRATIONS FOR x = DIST]
1
WRITE DIST, CODC. NODC, (SATURATION CONC OF O7 - OODC)
YES
STORE DOWNSTREAM CONCENTRATIONS OF SECTION IN ORDER THAT THEY BE
USED AS INPUT TO THE UPSTREAM END OF THE NEXT SECTION IN THE REACH:
FLOWI = FLOW; CODI = CODC, NODI = NODC, DODI = DOOC
S*TORE DOWNSTREAM CONCENTRATIONS OF PREVIOUS REACH SO THEY MAY BE
USED WHEN COMBINING REACHES AT A CONFLUENCE: CODS (NftECH) = CODI;
NODS (NRECH) = NODI; DODS (NHECH) = DOOI, FLOWS (NRECH) = FLOWI
FLOW CHART FOR SNSIM
Figure 2
11
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The Computer Program
The program begins by reading and writing the name of the river (TITLE} , Then
the general data for the initial stream conditions upstream of the first section
are read. These are the instream flow (FLOWI), the instream carbonaceous demand
(CODI), instream nitrogenous demand (NODI), instream dissolved oxygen deficit
(DODI), the increment size for a section output (DELTA), an integer (NDIST)
representing the reach number of the starting milepoint, the number of sections
in the reach (NSECT), the reach number (NRECH), the number of tributaries or
reaches to be combined (NTRIB), the reach numbers (NT(I), 1=1,2,3,4) which are
to be combined,-and the indicator (NREAR) which designates if the reaeration
rate is to be input or computed. A control variable IGOR is also read, which
indicates if the stream depth, flow and velocity are to be computed by
exponential correlation equations in the form:
FLOW(reach) = qcoefl*FLOW(gauge)qcoef2 (1)
DEPTH(section) = hcoef INFLOW (reach) hcoef2 (2)
VEL(section) = vcoefl*FLOW(reach)vcoef2 (3)
where:
FLOW(gauge) = stream flow at gauging station site (CFS)
FLOW(reach) = the average stream flow over the reach (CFS)
QCOEF1 and QCOEF2 = coefficients of correlation for the flow at a
particular reach.
DEPTH(section) = correlated section depth (ft)
VEL(section) = correlated section velocity (ft/sec.)
hcoefl, hcoef2, vcoefl, vcoef2 = correlation coefficients for depth
and velocity respectively.
The above correlation coefficients are available from the U.S. Geological Survey.
The second option of the control variable IGOR indicates the stream depth, flow
and velocity will be inputted directly.
SNSIM is capable of stream network simulation. Each reach must be
assigned a reach integer (NRECH) between 1 and 10. At a confluence
of two reaches, three reach numbers will be required—one for each
of the 2 reaches before the confluence, and 1 to represent the reach
after confluence. In this program, only the data for the combined
effects will be required to continue computations for the stream
network. It is only necessary to use the 3rd reach number for further
computations, once the program has read in data for the confluence.
The two reach numbers representing reaches before the confluence may
be reassigned elsewhere in the stream network.
In Figure 1, Reach 1 is the uppermost reach, and includes all river
sections from.the source to the confluence with Reach 2. The data for
Reach 3 represents the combined effects of 1 and 2, so!that Reach
numbers 1 and 2, may now be used to represent other reaches. In this
diagram, consecutive reach numbers are used (up to 10) and at the con-
fluence 'of Reaches 7 and 10 "1" is used again. At this point any of the
other reach numbers (besides 7 and 10) could also have been used.
12
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Having read the initial values, SNSIM now tests NTRIB. For a negative
NTRIB the program ends. Usually NTRIB is the number of tributaries to be
combined at a confluence and therefore SNSIM enters a do loop from 1 to
NTRIB where the sum of the flow (SFLOW), and the COD, NOD, and DOD con-
centrations are computed by a mass balance. Then control will go to
statement 9. At an upstream end of the system, NTRIB will be zero, and
control will also go to statement 9. In either case at statement 9 the
initial instream flow (FLOWI) is converted from cfs to cfd, and the total
distance along a reach (TDIST) is initialized as zero or as the distance at
which a previous reach terminated. SNSIM then enters a do loop from 1 to
the number of sections in the reach (NSECT). The do loop begins by reading
the section name (SNAME), section length (SLGTH), stream depth (DEPTH), stream
velocity (VEL), waste or effluent flow at the head of the section (FLOWW),
effluent COD (CODW) , effluent NOD (NODW), effluent D.O. Deficit (DODW),
tributary flow at the head of the section (FLOWT), the ratio of ultimate to 5-day
BOD (FF), tributary COD (CODT), tributary NOD (NODT), tributary D.O. Deficit
(DODT), water temperature (TEMP), carbonaceous BOD decay rate (KG), carbonaceous
BOD deoxygenation rate (KD), nitrogenous BOD decay rate (KN), reaeration rate
(KR)*, algal oxygen rate (ALGAL), benthic oxygen demand (BENTH), the carbonaceous
(BANKC) and nitrogenous (BANKN) bank loads (agricultural and storm water runoff)
and the altitude above sea level (ALT). The section distance is initialized as
zero, and then the saturation constant3 (CS) is computed from:
Cs = 14.652 - 0.41022 (TEMP) + 0.007991 (TEMP)2 - .000077774(TEMP)3 (4)
where
TEMP = Temperature in °C
this is then adjusted for elevation by:^
Cs = Cs * (1. - .00000687 * ALT5'29) (4a)
where
ALT = altitude above sea level in feet •
The stream velocity is then converted from ft/sec to ft/day. The tributary and
effluent flows are converted to cfd. If the tributary flow is negative (water
being taken out) then this amount of flow will be subtracted from the incoming
flow. This negative tributary flow is used for flow uptakes such as the intake
of a nuclear power plant.
Flow diversions from the system are handled by defining reaches with initial
negative flows. In this case the diverted flow is subtracted from the previously
adjoining reach. The COD, NOD and DO deficit of the diverted flow will also be
that of the previously adjoining reach. For this diverted reach we can also
define tributaries and waste flows as in the rest of the stream.
13
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* SNSIM has the option of either directly inputting the reaeration rate or calcu-
lating it according to the following two functional relationships:
Kr = aVELb
DEPTHC
(5)
Several investigators have proposed the coefficients for use. in. the, above
equation:
INVESTIGATORS a. b_ c^
O'Connor and Dobbins (5) 1958
Churchill, et al., (7) 1962
Langbein and Durun,(8) 1967
Owens and Gibbs. C9) 1969
It should be noted that this functional relationship may not be applicable to
all streams. For instance, it was not designed for fast turbulent shallow
streams. Therefore it is cautioned that users become familiar with the
limitations of this relationship before assuming that it "applies to the
stream which is to be modelled. The second functional relationship defines
the reaeration rate constant in terms of the rate of energy expenditure in
a fresh water stream, and is given by Tsivoglou and Wallace (6) as:
12.90
11.573
7.60
21.65
0.50
0.969
.50
0.67
1.50
1.673
1.33
1.85
Kr = c Ah.
tf
C5a)
where c is a constant of proportionality designated the "escape coefficient",
4h is the change in surface water elevation and tf is the time of travel.
This type of relationship is independent of the depth of the stream, and
hence is very useful where the other functional relationships are limiting.
The range of numerical values of the escape coefficient are very small. In
a study of five, rivers with a very wide variety of stream flows, BOD, tempera-
ture and Kr; the range of individual c values was from .0374/ft to .0804/ft at
25° c^). As a third option, SNSIM offers the users this approach to compute
the reaeration rate constant.
r\
As well, the following temperature correction factors are applied.^
KC=KC*1.047**(T-20.)
KN=KN*1.08 **(T-20.)
KD=KD*1.047**(T-20.)
BENTH = BENTH *1.065**(T-20.)
KR=KR*1.024**(T-20.)
All sectitm- -input data is output in a clearly labelled form.
14
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The CODW and the NODW are then convertedfrom Ib/day to mg/1
by a conversion factor:
CODW(mg/l) = CODW(#/day) * 454000mg/// *3.531 X 10~2ft.3/l *FF (6)
FLOWW(cfd)
CODW(mg/l) = CODW (///day) * 16026.5 mgft3///! *FF (7)
FLOWW(cfd)
NODW(mg/l) = NODW(///day) * 16026.5 mgft3///! (8)
FLOWW(cfd)
The total flow for the section is computed as the sum of the instream
(FLOWI), effluent (FLOWW), tributary (FLOWT), and stored flows (SFLOW). The
initial COD, NOD, and DOD are computed by a mass balance, for example:
COD = (CODI) (FLOWI)+ .(CODW) (FLOWW) + (COPT) (FLOWT)+(COD) (SFLOW) . . . . .. (9)
FLOW
The carbonaceous and nitrogenous bank loads are then converted to
compatible units as follows:
BANKC(mg/l/day) = B ANKC(///mile/day )*VEL(ft/day) * 454000 mg/// (10)
FLOW(cfd)*28.32 I/ft35280.ft/mile
BANKN(mg/l/day) = BANKN*VEL*454000 (11)
28.32 * FLOW*5280.
and the benthal demand is:
BENTH(mg/I/day) = BENTH(gin/M2/day) * (1000 mg/gm) (12)
28.32 l/ft3*DEPTH(feet)(3.281ft)2/(M)2
= BENTH(gm/M2/day)*3.28 (13)
DEPTH(feet)
For output purposes the flow (FLOWA) is converted to cfs including a
correction factor for round-off errors.* The" actual DvO;'level is computed by
subtracting the D.O. deficit from the saturation constant. -A variable (DIS)
is defined for output as equ-al. to the. total dawji-s.t-ream. distance (TDIST) + 0.005,
a round-off correction.
* This round-off correction is only for computers (e.. g. 1KB 1130).
which truncate when outputtihg.
:.:r The. section number (I), name (SNAME), distance (DIS), COD, NOD, DO
level (C) , total flow (FLOWA) and total deficit (DOD), are printed. The
section (DIST) and total (TDIST) distances are then incremented by DELTA,
and the section distance (DIST) is tested-against the section length.
If the' section distance is. greater than or equal to the section length,
the total distance is redefined. This could happen if the distance was
greater than the section length, so the difference between these two is
subtracted from TDIST. DIST is then set equal to the section length, and
DISTN is defined from DIST as the section distance in feet. PROF is then
called.
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Subroutine PROF
The CALL and SUBROUTINE statements for PROF are:
CALL PROF (CODC, COD, KG, NODC, NOD, KN, DODC, KR, DOD, DISTN, VEL,
ALGAL, BENTH, BANKN, BANKC, KD, A3, B3, C3, D3, E3, F3,
H3)
SUBROUTINE PROF (EL, ELO, DKC, EN, ENO, DKN, D, R, DO, X, U, ALG, B, WN,
WL, DKD, A3, B3, C3, D3, E3, F3, H3)
Equations (1), (2) and (3) are computed in PROF with. (3) being computed
by component and then added to get the total deficit, e.g. equation 3a
would correspond to A3.* The components are computed separately to aid
in verification.
Returning to SNSIM, the actual DO level is computed based on the calculated
DO deficit and the saturation concentration, and all computed values are
output in a clearly labeled form. The corresponding stream distance is com-
puted and the stream distance covered by SNSIM is checked against the stream
length. If these two variables are not equal, control returns to statement 1,
and changes in DIST will be computed, along with a new COD, NOD, and D.O.,
until DIST = SLGTH. Then the total flow becomes the initial flow for the
next section, and the same changes are also made for COD, NOD, and DOD. SNSIM
continues until all sections in the reach have been read in.
The total flows, distance, and computed COD, NOD, and DOD at the end of the
reach are stored by FLOWS, SDIST, CODS, NODS, and DODS, respectively. Initial
data is now read in for the next reach, and the process continues until the
system is completed.
* NOTE: See equation 3 and the nomenclature section for a precise
definition of the components.
16
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RESTRICTIONS
1) SNSIM is limited to combining a maximum of 4 tributaries at one confluence.
This limit may be expanded to 9 by changing the dimension statement for NT.
For more than 9 tributaries at one confluence, a change must be made in the
stored variables as well.
2) The number of reaches that may be stored at one time is 10. This limit may
be changed by expanding the dimensions of FLOWS, CODS, DODS, and NODS.
Additional Comments:
- When inputting an effluent waste source (CODW, NODW, DODW) the accompanying
waste flow (FLOWW) must be input even when it is negligible.
- When there is no nitrification taking place in a reach, the NBOD removal
rate constant Kn can not be set equal to zero; a negligible value should be
used instead.
— If the user desires to compute the stream inflow, depth and velocity by
correlation equations in any particular reach, the input values for these
parameters may be left blank. The depth and velocity can be correlated to
a directly inputted reach flow by letting the correlation coefficients of
the gauge flow equal to one.
- Some users have commented that the deficit components shown in the output
may be misleading.
The deficit components printed for a section are the components for that
section..alone and do not reflect the effect of upstream sections. At the
end of a section the various components are combined in a mass balance
with all other deficit sources at that point and input to the next section
downstream as a boundary condition. Each individual component is set to
zero and new components for the section are computed.
17
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INPUT REQUIREMENTS AND DATA DESCRIPTION
Column
Card One:
1-80
Card Two:
1
2-10
11-20
21-30
31-40
41-44
45-46
47-48
49-50
51-52
53-60
61-62
63-68
69-74
Variable
TITLE
"Reach Dat;
IGOR
FLOWI
CODI
NODI
DODI
DELTA
NDIST
NSECT
NRECH .-
NTRIB
NT (1-4)
NREAR
ACOEF
BCOEF
Description Format
River Name 20A4
CONTROL VARIABLE - ICOR=1 II
indicates that instream flow, Depth and
velocity for each section within this reach
will be computed by correlation equations
(optional "section data card FIVE" will be
read).
ICOR=0: Inatreaa flow, Depth & velocity will
be inputted directly for emeh section within.
this reach
Instream Flow (CFS) F9.0
Instream COD (mg/1) F10.0
Instream NOD (mg/1) F10.0
Instream D.O. Deficit (mg/1) F10.0
Section Increment Size (miles) F4.0
Reach number of starting milepoint 12
No. of Sections in Reach 12
Reach Number 12
No. of Reaches to Combine 12
Reach Numbers to be Combined 412
CONTROL VARIABLE:
NREAR=0 indicates that the reaeration rate
constant will be computed by the functional 12
relationship
Ka = aVELb/DEPTH0
Reaeration Parameter a F6.3
Reaeration Parameter b F6.3
18
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Column
Variable Description
Format
75-80
CCOEF
63-68
ESCOEF
Reaeration Parameter c
NREAR = -1 indicates that the reaeration
rate will be computed by the Tsivoglou and
Wallace relationship
Ka = C AH/tf
Escape Coefficient at 25 6C (I/ft)
NREAR = 1 indicates the reaeration rate
constant will be input directly.
Card Three: "Section Data"
1-4 SNAME Section Name
9-16 SLGTH Section Length (miles)
17-24 DEPTH Stream Depth (ft)
25-32 VEL Stream Velocity (f/s)
33-40 FLOWW Waste Flow (MGD)
41-48 CODW Effluent COD (///day)
49-56 NODW Effluent NOD (///day)
57-64 DODW Effluent D.O. Deficit (mg/1)
65-72 FLOWT Minor tributary flow (cfs)
73-80 FF* Ratio of ultimate to five day BOD
Card Four:
1-6 CODT Concentration of CBOD in minor tributary
(mg/D
7-12 NODT Concentration of NBOD in minor tributary
(mg/D
13-17 DODT, Concentration of D.O. deficit in minor
tributary (mg/1)
18-22 TEMP Water temperature of section (°C)
23-28 KC CBOD removal rate (I/day)
F6.3
F6.3
A4
F8.0
F8.0
F8.0
F8.0
F8.0
F8.0
F8.0
F8.0
F8.0
F6.0
F6.0
F5.0
F5.0
F6.0
19
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Column
29-34
35-40
41-46
47-52
Variable
KD
KN
KR
DELHT**
Description.
Carbonaceous deoxygenation rate (I/day)
NBOD removal rate (I/day)
Reaeration rate (I/day) - optional
Water surface elevation change (ft) -
Format
F6.0
F6.0
F6.0
F6.0
optional
53-57 ALGAL*** Algal oxygen rate (mg/l/day) F5.0
58-62 BENTH Benthal oxygen demand (gm/M2/day) F5.0
63-68 BANKC Uniform CBOD load (#/Mi/day) F6.0
69-74 BANKN Uniform NBOD load (#/Mi/day) F6.0
75-80 ALT Altitude above sea level (feet) F6.0
Repeat cards 3 and 4 until NSECT sections have been included in the data deck.
For a new reach begin with card 2.
* if left blank, the program assumes a value of 1.0
** only required if using the Tsivoglou & Wallace relationship to compute
reaeration rate constant
*** this is equal to the oxygen production rate due to photosynsthesis minus the
oxygen depletion rate due to respiration of algal.
Card Five: Optional - must be preceded by ICOR=1 in "Reach" data card
1-10 FLOWG Gauge flow (CFS) F10.0
11-15 QCEFl Correlation coefficients for instream flow F5.3
16-20 QCEF2 in the form: 75.3
FLOW(reach)= QCEFl * FLOWG ft* QCEF2
21-25 HCEF1 Correlation coefficients for section depth F5.3
26-30 HCEF2 in the form: F5.3
DEPTH = HCEF1 * FLOW (reach) ** HCEF2
31-35 VCEF1 Correlation coefficients for stream velo- F5.3
36-40 VCEF2 city in the form: F5.3
VEL = VCEF1 * FLOW (reach) ** VCEF2
20
-------
VARIABLE NAME
Program Other
ALT ALT
A3 Equation 3 a
ALG
B3
BANKC &
WL
BANKN &
WN
BENTH &
B
C3
CODC &
EL
COD &
ELO
cs
CODW
CODT
CODI
D3
D &
DODC
DELHT
DEPTH
ALGAL
Equation 3b
CBODd
NBODd
Sb
Equation 3c
CBOD
CBOD
o
Cs
CODW
CODT
CODI
Equation 3d
D
Equation 5a
DEPTH
NOMENCLATURE.
DESCRIPTION
Altitude above sea level
Deficit due to point source of
DO deficit and initial value of
DO deficit
Net algal oxygen production rate
Deficit due to point source or
initial value of CBOD
Distributed source of CBOD (as input)
(as con-
verted)**
Distributed source of NBOD (as input)
(as con-
verted)**
Benthal oxygen demand (as input)
(as con-
verted)**
Deficit due to point source of NBOD
Carbonaceous biochemical oxygen
demand
Point source of CBOD
Saturation value of dissolved oxygen
Point source of CBOD due to a waste
load
Point source of CBOD due to a minor
tributary
Initial point source of CBOD at an
upstream end of the system
Deficit due to distributed source of
CBOD with no significant addition to
river flow
Dissolved oxygen deficit
Change in water surface elevation
Depth of stream
UNITS*
M/LJ
M/L3/T
M/L3
M/L/T
M/L3/T
M/L/T
M/L3/T
M/L2/T
M/L3/T
M/L3
M/L3
M/L3
M/L3
M/T
M/L3
M/L3
M/L3
M/L3
L
L
*M: mass, L: length,
** : see page 9
time
21
-------
VARIABLE NAME
Program
DIST &
DISTN
X
DODW
DODT
DODI
DOD &
DO
ESCOE
E3
FF
FLOW
FLOWG
FLOWI
FLOWT
FLOWW
F3
H3
KG &
DKC
KD &
DKD
KN &
DKN
KR &
R
Other
X
DODW
DODT
DODI
DO
Equation 5a
Equation 3e
FF
FLOW
Equation 1
FLOWI
FLOWT
FLOWW
Equation 3f
Equation 3h
K
K
K
DESCRIPTION
Distance from an initial point at
which calculations are to be made
Amount of deficit from a point
waste source
Concentration of deficit in a
point source minor tributary
Initial point source of deficit
at the upstream end of the system
Point sources of defictt
Escape coefficient
Deficit due to distributed source of
NBOD with no significant addition to
river flow
Ratio of ultimate to 5-day BOD
Total flow
Reference gauge flow
Initial flow at the head end of.the
system
Flow of a minor tributary
Flow of a waste source
Deficit due to distributed net algal
oxygen production
Distributed benthal demand effect
CBOD removal rate
Deoxygenation rate (caused by CBOD)
NBOD removal rate - deoxygenation
rate (NBOD)
Reaeration rate
UNITS*
M/LJ
M/L3
1/L
M/L3
L3/T
L3/T
L3/T
L3/T
L3/T
M/L3
M/L3
1/T
1/T
1/T
1/T
22
-------
VARIABLE NAME
Program
NODC &
EN
NOD &
ENO
NODW
NODT
NODI
TEMP
VEL
Other
NBOD
NBOD0
NODW
NODT
NODI
TEMP
VEL
DESCRIPTION
Nitrogenous Biochemical Oxygen
Demand
Point source of NBOD
UNITS*
M/L3
M/L3
Point source of NBOD due to waste M/T
load
Point source of NBOD from a minor
tributary
Point source of NBOD from an initial
source at the upstream end of the system
Temperature
Velocity of stream
°C
L/T
23
-------
References
1. Streeter, H.W. and Phelps, E.B., "A study of the Pollution and
Natural Purification of the Ohio River, III, Factors Concerned
in the Phenomena of Oxidation and Reaeration". U.S. Pub. Health
Serv., Pub. Health Bulletin No. 146, February 1925, 75 pp.
Reprinted by U.S., DHEW, PHS, 1958.
2. Thomann, R.V.: Systems Analysis and Water Quality Management,
Environmental Research and Application, Inc., New York, 1971.
3. "Solubility of Atmospheric Oxygen in Water," Twenty Ninth Progress
Report of the Committee on San. Engr. Res. of San. Engr. Div.,
ASCE, Jour. San. Engr. Div., Vol. 86, No. SA4, July 1960 pp 41-53
4. Hunter, John S. and Ward, John C. "The Effect of Water Temperature
and Elevation Upon Aeration" prepared by Nelson, Haley, Patterson
and Quirk, Inc., Greeley, Colorado for the University of
Saskatchewan August 22, 1973.
5. O'Connor, D.J. and Dobbins, W.E. "Mechanism of Reaeration in
Natural Streams", Trans. Amer. Soc. Civil Engrs., Vol. 123,
1958 p 655
6. Tsivoglou, E.G. and Wallace, J.R. Characterization of Stream
Reaeration Capacity prepared by Office of Research and Monitoring,
USEPA, Washington, D.C., October 1972.
7. Churchill, M.A., Elmore H.L. and Buckinghan "The Prediction of
Stream Reaeration Rates", Jour. San. Eng. Div., A.S.C.E., vol 88, 1962.
8. Langbien, W.B. and Durum W.H., "The Aeration Capacity of Streams",
U.S.G.S. Circular No. 542, U.S. Dept. of the Interior, Washington, D.C.,
1967.
s
9. Owens, M. , Edwards R.W. and Gibbs J.W., "Some Reaeration Studies in
Streams "An Inter. Jour, of Air and Water Pollution, Vol 8, 1964 p 469.
24
-------
APPENDIX A
(listing of source deck)
25
-------
The following listing of the source program was written in FORTRAN IV
for use on the IBM 370/155 computer using a fortran G compiler.
To modify it so that It can be run on another computer (e-g« the. IBM
1130) statements SNSIM055 and SNSIM056 which designate the input and output
devices may have to be changed.
As well, if a computer is used which truncates it output *(as opposed
to round-off which is employed by the IBM 370) the following changes should
be made:
Make the following modifications:
REAL NODI,NODW,NODT,NOD,NODC,KC,KN,KR,NODS(10),KD,NXD,NXDC SNSIM010
FLOWA=FLOW/86400.+0.005 SNSIM129
14 DIS=TDIST+0.005 SNSIM149
Remove SNSIM136 and replace it with the following cards:
CXD=COD+0.005
NXD=NOD+0.005
DXD=DOI>f0.005
S=C+0.005
WRITE(NX,106)I,SNAME,DIS,CXD,NXD,S,FLOWA,DXD
Remove SNSIM150 and replace it with the following cards:
S=C+0.005
AX=A3+0.005
BX=B3+0.005
CX=C3+0.005
DX=D3+0.005
EX=E3+0.005
HX=H3+0.005
CXDC=CODC+0.005
NXDC=NODC+0.005
DXDC=DODC+0.005
WRITE(NX,105)DIS,CXDC,NXDC,S,AX,BX,CX,DX,EX,F3,HX,DXDC
Modify 7th card after SNSIM089 to read:
FLOWA-FLOWI+.005:
*e.g. IBM 1130
26
-------
APPENDIX A
THIS LISTING OF
COMPATIBLE WITH
SNSIM HAS BEEN DESIGNATED AS SNSIM1 AND
THE IBM 370/155
IS
iMOoo
SNSIM001
SNSIM002
SNSIM003
SNSIM004
*SNSIM005
*SNSIM006
*SNSIM007
*SNSIM008
M*******************************************************************SNSIM009
PROGRAM SNSIM IS A ONE-DIMENSIONAL,
STREAM NETWORK SIMULATION MODEL.
STEADY-STATE, STRAIGHT-RUN
REAL NODI,NODW.NODT,NOD,NODC,»KC,KN,KR,NODSI 10) ,KD
DIMENSION TITLE(20),FLOWS(10),CODS(10),DODS(10),NT(4),SDIST(10)
33 FORMAT!/,' INPUT FOR SECTION?',A4,//,' SLGTH =',F8.3,
1' MILES', 5X,«DEPTH=',F8.3,' FEET'.IOX,»VEL=',F8.3,IX,
2'FPS'/' FLOWW=',F8.3,' MGD', 8X,«CODW=',F12.3,IX
3'LBS/DAY', 4X,'NODW=',F12.3,' LBS/DAY', 4X,'DODW=«,F8.3,1X,
4'MG/L'/' FLOWT=',F8.3,« CFS', 8X,'CODT=',F8.3,' MG/L',11X,
l'NODT=',F8.3,' MG/L',11X,'DODT=',F8.3,« MG/L')
34FORMATC ALGAL=», F8.3,'MG/L/DAY «,23X
1,6X,»BANKC=»,F8.3,' LBS/MI/DAY',4X,'BANKN=',F8.3,«
LBS/MI/DAY' / •
SNSIM010
SNSIM011
SNSIM012
SNSIM013
SNSIM014
SNSIM015
SNSIM016
SNSIM017
SNSIM018
SNSIM019
1 FF=»,F6.3,17X, •ALT=»,F8.2,i FEET1 // f*****************************SNSIM020
6*«******************
REACTION RATES AS INPUT (TEMP
2 20 C)')
35 FORMAT( •
3
3
3
36 FORMAT!/,
4 '
3
3
3
37 FORMAT( •
00
01
02
03
04
KC=',F8.3,'
•KD=t,F8.3,»
/DAY'tlOXf
/DAY«,13X,
•KN'SFa.Bt1 /DAY«,13X,
•KR=«,F8.5,» /DAY1/' BENTH=« , F7.4,
REACTION RATES AS CONVERTED (TEMP =
KC=',F8.3,•
•KD=',F8.3,'
'KN=',F8.3,•
•KR=',F8.5,'
/DAY',10X,
/DAY',13X,
/DAY',13X,
/DAY'/' BENTH=«,F7.A,
' GM/M **2/DAY')
•tF5.lt' C)',/
' GM/M **2/DAY')
=SNSIM022
SNSIM023
SNSIM024
SNSIM025
SNSIM026
SNSIM027
SNSIM028
SNSIM029
SNSIM030
SNSIM031
SNSIM032
FORMAT(20A4)
FORMAT!«1',26X,20A4//)
FORMAT!lit F9.0,3F10.0,F4.0,9I2,3F6.0)
FORMAT(A4,4X,9F8.0/2F6.0,2F5,0,5F6.0,2F5.0,3F6.0)
CBOD
83
NBOD
TOTAL'
C3 D3
DO
E3
FORMAT(2X,'SECTION SECTION DISTANCE
10W DEFICIT COMPONENTS
2/3X,'NUMBER NAME DOWNSTREAM',36X,
2 F3 H3 DEFICIT')
05 FORMAT(15X,F10.2,3X,3F8.2,8X,
27F6.2,F9.2)
06 FORMATt/, I6,6X,A4, F9.2,3X,4F8.2,41X,F10.2)
07 FORMATl//,' INPUT FOR REACH ',I2,//,'
1 CODI =',F10.2,' MG/L'/' NODI =',F10.2,« MG/L
2,7X,«DODI =',F10.2,' MG/L'/' DELTA =',F10.2,' MILES
3 NDIST =',I5,/,' NSECT =',I 5,25X,•NTRIB =',I2,/
4' NT(1)=',I2,« NT(2)=',I2,' NT(3)=',I2,' NT(4)=',I2
5,' NREAR * ',I2,5X,'ICOR= »,I2,//)
08 FORMAT(F10.0,6F5.3)
09 FORMAT*//,' INPUT FOR REACH ',I2//3X,'CODI =',F10.2,» MG/L',12X,
FLOWI =SF10.2,' CFS
SNSIM034
SNSIM035
SNSIM036
FEB 75
FEB 75
FLSNSIM039
SNSIM040
SNSIM041
SNSIM042
SNSIMOA3
SNSIM044
SNSIM045
SNSIM046
'SNSIM047
FEB 75
SNSIM049
SNSIM050
MAR 75
FEB 75
FEB 75
27
-------
APPENDIX A
1«NODI =',F10.2,' MG/L',4X,'DODI =',F10.2,« MG/L1/' DELTA = ', FEB 75
2 F10.2,' MILES',lOX.'NDIST =',I5,/,' NSECT =«,I5,21X, FEB 75
3 'NTRIB =',I2,/,3X,«NT!1)=',I2,« NT!2)=',I2,« NT(3)=',12,3X, FEB 75
4'NT!4)=»,12,2X, 'NREAR = •, 12,5X,•ICOR =',I2) FEB 75
.10 FORMAT!3X,'FLOWI =',F10.2,« CFS1,//) FEB 75
.11 FORMAK3X, 'FLOWG =',F8.2,« CFS • ,7X, • QCEF1 =',F6.3,16X, FEB 75
1»QCEF2 =',F6.3,/,« HCEF1 =•,F6.3,13X,'HCEF2 = • ,F6.3,16X'VCEF1=«,FEB 75
2F6.3,17X,'VCEF2 =',F6.3) FEB 75
12 FORMAT!10X,A4,• SECTION HAS ZERO REAERATION COEFFICIENT*) DEC 74
.13 FORMAT!• ALGAL=«, F8.3,« MG/L/DAY BANKC=«,F8.3, FEB 75
1« LBS/MI/DAY',4X,«BANKN=«,F8.3, • LBS/MI/DAY',4X,•ALT=«,F8.2,IX, FEB 75
1'FEET* FEB 75
2/,1 FF=',F6.3,17X,'ESCAPE COEF=«,F7.4,' /FT', 6X,'DELTA HT=«, FEB 75
3F7.2,' FEET'//) FEB 75
.14 FORMAT!' ALGAL=', F8.3,' MG/L/DAY BANKC=',F8.3, FEB 75
1' LBS/MI/DAY',4X,'BANKN=',F8.3, • LBS/MI/DAY',4X,'ALT=',F8.2,IX, FEB 75
1'FEET' FEB 75
2/,' FF=',F6.3,17X,•ACOEF=•,F7.3,16X,»BCOEF=•,F7.3,16X,'CCOEF=•, FEB 75
3 F7.3,//) FEB 75
.34 FORMAT!' ***********#*************#Xe******************#».**********PEB 75
1********************************************************* i/f PEB 75
2' REACTION RATES AS INPUT (TEMP = 20 C)«) FEB 75
102 FORMAT!'!•) SNSIM052
DO 51 1=1,10 SNSIM053
51 SDIST(I)=0.0 SNSIMQ54
MX=5 SNSIM055
NX=6 SNSIM056
SFLOW=0.0 SNSIM057
COD=0.0 SNSIM058
NOD=0.0 SNSIM059
DIS=0. SNSIM060
DOD=0.0 SNSIM061
READ!MX,100)TITLE SNSIM062
WRITE!NX,101)TITLE SNSIM063
12 READ!MX,102)ICOR,FLOWI,CODI,NODI,DODI,DELTA,NDIST,NSECT,NRECH, FEB 75
1NTRIB,NT,NREAR,ACOEF,BCOEF,CCOEF ' FEB 75
IF!NSECT)28,11,28 SNSIM066
28 IF(ICOR)915,915,913 FEB 75
>13 WRITE(NX,109)NRECH,CODI,NODI,DODI,DELTA,NDIST,NSECT,NTRIB,NT, FEB 75
1NREAR,ICOR FEB 75
GO TO 917 FEB 75
>15 WRITE!NX,107)NRECH,FLOW I,COD I,NOD I,DODI,DELTA,NDIST,NSECT,NTRIB,NTFEB 75
1,NREAR,ICOR MAR "?5
)17 IF!NTRIB)11,9,8 FEB 75
8 DO 10 1=1,NTRIB SNSIM070
J=NT(I) SNSIM071
SFLOW=SFLOW+FLOWS!J) SNSIM072
COD=COD+FLOWS(J)*CODS1J) SNSIM073
NOD=NOD^FLOWS(J)*NODSIJ ) SNSIM074
10 DOD=DOD+FLOWSIJ)*DODS
-------
APPENDIX A
IF22 IF
-------
APPENDIX A
WRITE(NX,104) SNSIM106
VEL=VEL*86400. SNSIM107
FLOHT=FLOWT*86400. SNSIM108
FLOWW=FLOWW*133056. SNSIM109
IF5 CODT = COD SNSIM112
NODT=NOD SNSIM113
DODT=DOD SNSIM114
GO TO 19 SNSIH115
>6 CODT=CODI SNSIM116
NODT=NODI SNSIM117
DODT=DODI SNSIM118
L9 IF(FLOWW)7,18,7 SNSIM119
7 CODW=16026.5*CODW/FLOWW*FF SNSIM120
NODW=16026.5*NODW/FLOWW SNSIM121
L8 IF(FLOWI)907,908,908 DEC 74
)7 J=NT(1) DEC 74
FLOHSCJ)=FLOWS«J)+FLOWI DEC 74
FLOWI=-FLOWI DEC 74
CODI=COD DEC 74
NODI=NOD DEC 74
DODI=DOD DEC 74
SFLOW=0.0 DEC 74
)8 FLOW=FLOWI*FLOWW + FLOWT-»-SFLOW DEC 74
COD=(CODI*FLOWI+CODW*FLOHW+CODT*FLOHT-»-COD*SFLOW)/FLOW SNSIH123
NOD=tNODI*FLOWI*NODW*FLOWW-»-NODT*FLOWT-«-NOD*SFLOW)/FLOW SNSIM124
DOD={DODI*FLOWH-DODW*FLOWW+DODT*FLOWT+DOD*SFLOW)/FLOW SNSIM125
BANKC=(454000.*BANKC*VEL)/(28.32*FLOW*5280.1 SNSIM126
BANKN=(454000.*BANKN*VEL)/(28.32*FLOW*5280.) SNSIM127
8ENTH=3.28*8ENTH/DEPTH SNSIM128
FLOWA=FLOW/86400. SNSIM129
SFLOW=0.0 SNSIM130
C=CS-DOD SNSIM131
IF(C)23,24,24 SNSIM132
23 C=0.0 SNSIM133
DOD=CS SNSIM134
24 DIS=TDIST SNSIM135
HRITE(NX,106)I,SNAME,DIStCOD,NOD,C,FLOWA,DOD SNSIM136
DIS=TDIST+DELTA SNSIM137
1 DIST=DISH-DELTA SNSIM138
TDIST=TDIST+DELTA SNSIM139
IF
-------
APPENDIX A
4 FLOWI=FLOW SNSIM152
CODI=CODC SNSIM153
NODI=NODC SNSIM154
DODI=DOOC SNSIM155
5 CONTINUE SNSIM156
FLOWS
-------
APPENDIX B
(example problem)
32
-------
The Anduin is a fictitious river system that can ba modelled using
SNSIM. As shown in figure B-l, it consists of a main stream which.
is fed by several tributaries. In figure B-2, a schematic of the
system illustrates a segmentation scheme which could be used for this
application. Each segment is given an acronym and each reach is
given a number to identify it. For instance, reach 5 consists of
segments LORI and MDAN. The physical, hydrologic and biological
parameters which describe these sections are tabulated in Table B^l,
Various types of oxygen demanding loads are exerted along the Anduin
System, including point waste loads from municipalities and industries,
benthal loads due to sludge deposits, effects due to algal blooms in
the lower reaches and initial background and runoff loadings due to
agriculture in the headwaters. These loads are summarized in table B-2.
Finally, the data is punched onto computer, cards as described on page 16
and as shown in figure B-3 and SNSIM is run. The resulting output is
attached.
-------
Change in Cross Sectional Area
ANDUIN RIVER SYSTEM
Figure B-l
-------
AOdCULTUtAl
IUNOFF lOAOf
INITIAL
BACKGROUND LOADING
©
•
z
z
o
z
•c
T
SCHEMATIC OF ANDUIN RIVER SYSTEM
SHOWING REACHES (ENCIRCLED NUMBERS),
SECTIONS AND LOADS
Figure B-2
-------
ACH
1
2
3
4
9
8
5
6
7
8
2
SECTION
UP AN
NBEW
SBEW
UPEW
DNEW
WAD
LRAD
LREK
LORI
MDAN '
LOUD
UPGR
DNGR
DNAN
LRAN
SLGTH
(MILES)
9
5
6
3
3
8
11
4
6
5
8
4
3
6
20
DEPTH
(FEET)
10
5
5
8
8
7.1
7.3
8.3
15
15
1
8
10
\
20.
20.
VEL
(FPS)
.6
1.2
1.1
1.0
1.0
1.5
1.1
1.4
.5
.5
1.0
.9
.8
.4
.2
TEMP FLOWI
°C (CFS)
20 100
18 30
18 30
19
19
19 -20
19
18.2
20
21
18 10
18 22
19
20
21
FLOWT KG
(CFS) (I/DAY)
.3
.3
.3
.3
2 .3
.3
3. .3
,3
.3
.3
.3
.3
.3
.3
.3
KD
(I/DAY)
.3
.3
.3
.3
.3
.25
.26
.28.
.2
.3
.3
.3
.3
.3
.3
JW
(I/DAY
.1
.1
.1
.1
.1
.10
.10
.12
.1
.1
.1
.1
.1
.1
.1
TABLE B-l SECTION PARAMETERS
-------
REACH
1
2
3
4
9
a
5
6
7
8
2
SECTION
UP AN
NBEW
SBEW
UPEW
NDEW
UNAD
LRAD
LREM
LORI
MDAN
LOUD
UPGR
DNGR
DNAN
LRAN
CODI NODI DODI FLOWW CODW NODW DO]
1. 1. 1.0
1. 5000. 5000. 7
1. 100. 0. 0
2. 2. .5
2. 1000. 0. 0
\
ALGAL
5. 5.
4.5 3.
5.
5.0
BENTH BANKC BANKN
100. 100.
100. 100.
100. 100.
3.9
• 45
TABLE B-2: SUMMARY OF LOADS*
*For units see input description
-------
0 100.00 1.00 1.00 1.00 2.0 11100000 012.900 0.500 1.500
UPAN 9.0 10.00 0.60 0.00 0.0 0.0 0.00 0.00 0.000
0.0 0.0 0.0020.00 0.300 0.300 0.100 0.000 0.00 0.00 0.00100.00100.00 0.0
0 30.00 0.00 0.00 0.00 2.0 0120000 0-1 .053
NBEW 5.0 5.00 1.20 0.00 0.0 0.0 0.00 0.00 0.000
0.0 0.0 0.0018.00 0.300 0.300 0.100 0.000 9.7 0 0.00 0.00100.00100.00 0.0
0 30.00 0.00 0.00 0.00 2.0 01300000 012.900 0.500 1.500
SBEW 6.0 5.00 1.10 0.00 0.0 0.0 0.00 0.00 0.000
0.0 0.0 0.0018.00 0.300 0.300 0.100 0.000 0.00 0.00 0.00100.00100.00 0.0
0 0.00 0.00 0.00 0.00 1.0 02422300 012.900 0.500 1.500
UPEW 3.0 8.00 1.00 0.00 0.0 0.0 0.00 0.00 0.000
0.0 0.0 0.0019.00 0.300 0.300 0.100 0.000 0.00 0.00 0.00 0.00 0.00 0.0
DNEW 3.0 8.00 1.00 0.00 0.0 0.0 0.00 2.00 0.000
5.0 5.0 5.0019.00 0.300 0.300 0.100 0.000 0.00 0.00 0.00 0.00 0.00 0.0
0 -20.00 0.00 0.00 0.00 1.0 029140001
UNAD 8.0 7.10 1.50 0.00 0.0 0.0 0.00 0.00 1.047
0.0 0.0 0.0019.00 0.300 0.250 0.100 0.150 0.00 0.00 0.00 0.00 0.00 0.0
LRAD 11.0 7.30 1.10 0.00 0.0 0.0 0.00 3.00 1.047
4.5 3.0 5.0024.00 0.300 0.260 0.100 0.150 0.00 0.00 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.00 1.0 01814000 012.900 0.500 1.500
LREW 4.0 8.30 1.40 0.00 0.0 0.0 0.00 0.00 0.000
0.0 0.0 0.0018.20 0.300 0.280 0.120 0.000 0.00 0.00 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.00 2.0 12521400 012.900 0.500 1.500
LORI 6.0 15.00 0.50 1.00 5000.0 5000.0 7.00 0.00 0.000
0.0 0.0 0.0020.00 0.300 0.200 0.100 0.000 0.00 0.00 3.9 0.00 0.00 0.0
MDAN 5.0 15.00 0.50 1.00 100.0 0.0 0.00 0.00 0.000
0.0 0.0 0.0021.00 0.300 0.300 0.100 0.000 0.00 0.00 0.00 0.00 0.00 0.0
0 10.00 2.00 2.00 0.50 2.0 01600000 012.900 0.500 1.500
LOUD 8.0 1.00 1.00 0.00 0.0 0.0 0.00 0.00 0.000
0.0 0.0 0.0018.00 0.300 0.300 0.100 0.000 0.00 0.00 0.00 0.00 0.00 0.0
0 22.00 0.00 0.00 0.00 2.0 01700000 012.900 0.500 1.500
UPGR 4.0 8.00 0.90 2.00 1000.0 0.0 0.00 0.00 0.000
0.0 0.0 0.0018.00 0.300 0.300 0.100 0.000 0.00 0.00 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.00 2.0 71827600 012.900 0.500 1.500
DNGR 3.0 10.00 0.80 0.00 0.0 0.0 0.00 0.00 0.000
0.0 0.0 0.0019.00 0.300 0.300 0.100 0.000 0.00 0.00 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.00 2.0 52225800 012.900 0.500 1.500
DNAN 6.0 20.00 0.40 0.00 0.0 0.0 0.00 0.00 0.000
0.0 0.0 0.0020.00 0.300 0.300 0.100 0.050 0.00 0.45 0.00 0.00 0.00 0.0
LRAN 20.0 20.00 0.20 0.00 0.0 0.0 0.00 0.00 0.000
0.0 0.0 0.0021.00 0.300 0.300 0.100 0.100 0.00 .90 0.00 0.00 0.00 0.0
Figure B-3: Input deck for example problem
-------
ANDUIN RIVER BASIN
INPUT FOR REACH 1
FLOWI =
NODI =«
DELTA =
NSECT -
NT(i)= (
100.00 CFS
1.00 MG/L
2.00 MILES
1
COOI =
DODI =
NDIST
NTRIB
NT(2)= Q NTC3J= 0 NTJ4)= 0
= 0
1.00 HG/L
1.00 MG/L
NREAR
ICOR =
INCUT FOR SECTION UPAN
SLGTH =
FLOWW=
FLQWT=
9.000 MILES
0.000 MGD
0.000 CFS
DEPTH= 10.000 FEET
CODW= 0.000 LBS/DAY
CODT= 0.000 MG/L
ALGAL= 0.000 MG/L/DAY BANKC= 100.000 LBS/MI/DAY
FF= 1.000
ACOEF= 12.900
VEL= 0.600 FPS
NODW= 0.000 LBS/DAY DODW= 0.000 MG/L
NODT= 0.000 MG/L DODT= 0.000 MG/L
BANKN= 100.000 LBS/MI/DAY ALT= 0.00 FEET
BCOEF= 0.500 CCOEF= 1.500
REACTION RATES AS INPUT 1TEMP = 20 C)
KC= 0.300 /DAY KD= 0.300 /DAY
BENTH= 0.0000 GM/M **2/DAY
REACTION RATES AS CONVERTED (TEMP = 20.0 C)
KC= 0.300 /DAY KD= 0.300 /DAY
BEMTH= 0.0000 GM/M **2/DAY
KN =
KN?=
0.100 /DAY
0.100 /DAY
KR= 0.31598 /DAY
KR= 0.31598 /DAY
SECTION SECTION DISTANCE
NUMBER NAME DOWNSTREAM
CBOD
NBOD
DO
UPAN
0.00
2.00
4.00
6.00
e.oo
9.00
1.00
1.30
1.58
1.85
2.10
2.22
1.00
1.35
1.69
2.02
2.35
2.51
8.02
7.99
7.94
7.87
7.78
7.73
FLOW
100.00
DEFICIT COMPONENTS
A3 B3 C3 D3 E3 F3
H3
0.94
0.88
0.82
0.77
0.75
0.06
0.11
0.15
0.19
0.21
0.02
0.04
0.05
0.07
0.08
0.01
0.04
0.09
0.15
0.19
0.00
0.01
0.03
0.05
0.07
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
TOTAL
DEFICIT
1.00
1.03
1.08
1.15
1.24
1.29
-------
INPUT FOR REACH 2
FLOWI = 30.00 CFS CODI *
NODI = 0.00 MG/L DODI =
DELTA = 2.00 MILES NDIST
NSECT » 1 • NTRIB
NT(1)= 0 NT12)= 0 NT(3I» 0 NTU) = 0
0.00 HG/L
0.00 MG/L
NREAR = -1
ICOR=
INPUT FOR SECTION NBEW
SLGTH *
FLOWW=
ruowT=
ALGAL=
FF= 1.000
5.000 MILES
0.000 MGD
0.000 CFS
0.000 MG/L/DAY
OEPTH= 5.000 FEET
CODW= 0.000 LBS/DAY
CODT= 0.000 HG/L
BANKC= 100.000 LBS/MI/OAY
ESCAPE COEF= 0.0530 /FT
VEL= 1.200 FPS
NOOW= 0.000 LBS/OAY
NODT= 0.000 MG/L
BANKN= 100.000 LBS/MI/DAY
DELTA HT= 9.70 FEET
OODW= 0.000 MG/L
DODT= 0.000 MG/L
ALT= 0.00 FEET
REACTION RATES AS INPUT (TEMP = 20 C)
KC= 0.300 /DAY KD= 0.300 /DAY
BENTH= 0.0000 GM/M **2/DAY
REACTION RATES AS CONVERTED (TEMP = 18.0 C)
KC= 0.273 /DAY KD= 0.273 /DAY
BENTH= 0.0000 GM/M #*2/DAY
KN =
KN=
0.100 /DAY
0.085 /DAY
KR= 1.79328 /DAY
KR= 1.71020 /DAY
SECTION SECTION DISTANCE CBOD
NUMBER NAME DOWNSTREAM
NBEW
0.00
2.00
A.00
5.00
0.00
1.22
2.41
2.99
NBOD
0.00
1.23
2.45
3.06
DO
9.38
9.32
9.28
FLOW
30.00
A3
0.00
0.00
0.00
83
0.00
0.00
0.00
DEFICIT COMPONENTS
C3 D3 E3 F3
0.00
0.00
0.00
0.02
0.06
0.09
0.01
0.02
0.03
H3
0.00 0.00
0.00 0.00
0.00 0.00
TOTAL
DEFICIT
0.00
0.02
0.08
0. 12
-------
INPUT FOR REACH 3
FLOHI =
NODI =
DELTA -
NSECT =
N T ( 1 ) = 0
30.00 CFS
0.00 MG/L
2.00 MILES
I
NT(2)= 0 N
NT(3)=
COOI «= 0.00 HG/L
OODI = 0.00 MG/L
NDIST = 0
NTRIB = 0
NT(4)= 0 NREAR = 0
ICOR=
INPUT FOR SECTION SBEW
SLGTH =
FLOWH=
FLOWT=
ALGAL=
FF = 1.000
6.000 MILES
0.000 MGO
o.ooq CFS
O.OOQ MG/L/DAY
DEPTH= 5.000 FEET
CODW= 0.000 LBS/OAY
COOT= 0.000 MG/L
BANKC= 100.000 LBS/MI/DAY
ACOEF= 12.900
VEL = 1.100 FPS
NODW= 0.000 LBS/DAY
NODT= 0.000 MG/L
8ANKN= 100.000 LBS/MI/DAY
BCOEF= 0.500
DODW= 0.000 MG/L
DOOT= 0.000 MG/L
ALT= 0.00 FEET
CCOEF= 1.500
REACTION RATES AS INPUT (TEMP = 20 C)
KC= 0.300 /DAY KD= 0.300 /DAY
BENTH= 0.0000 GM/M **2/DAY
REACTION RATES AS CONVERTED (TEMP = 18.0 C)
KC= 0.273 /DAY KD= 0.273 /DAY
= O.OQOO GM/M **2/DAY
KN= 0.100 /DAY
KN =
0.085 /DAY
KR= 1.21012 /DAY
KR= 1.15^06 /DAY
SECTION SECTION DISTANCE CBOD
NUMBER NAME DOWNSTREAM
SHEW
NBOD
DO
0.00
2.00
4.00
6.00
0.00
1.22
2.4P ..
3.55
0.00
1.23
2.45
3.66
9.40
9.38
9.31
9.21
FLOW
30.00
DEFICIT COMPONENTS
A3
0.00
0.00
0.00
83
0.00
0.00
0.00
C3
0.00
0.00
0.00
03
0.02
0.07
0.14
E3
0.01
0.02
0.05
F3
0.00
0.00
0.00
H3
0.00
0.00
0.00
TOTAL
DEFICIT
0.00
0.02
0.09
0.19
-------
INPUT FOR REACH
FLOWI =
NODI =
DELTA =
NSECT = 2
NT(1)= 2 NT(2)= 3
0.00 CFS
0.00 MG/L
I.00 MILES
NT(3)=
CODI *
DODI =
NDIST
NTRI8
NTU)= 0
0.00 MG/L
0.00 MG/L
NREAR =
ICOR =
INPUT FOR.SECTION UPEW
SLGTH .=
ALGAL=
FF= 1.000
3.000 MILES
0*000 MGD
.0*000 CFS
0.000 MG/L/DAY
DEPTH= 8.000 FEET
CODW= 0.000 LBS/DAY
CUDT= 0.000 MG/L
BANKC= 0.000 LBS/MI/DAY
ACDEF= 12.900
VEL= 1.000 FPS
NODW= 0.000 LBS/DAY
NODT= 0.000 MG/L
BANKN= 0.000 LBS/MI/DAY
BCOEF= 0.500
DODW= 0.000 MG/L
DODT= 0.000 MG/L
ALT= 0.00 FEET
CCOEF= 1.500
REACTION RATES AS INPUT tTEMP = 20 C)
KC= 0.300 /DAY KD= 0.300 /DAY
BhNTH= 0.0000 GM/M **2/DAY
REACTION RATES AS CONVERTED (TEMP = 19.0 C)
KC= 0.286 /DAY KD= 0.286 /DAY
E£NTH= 0.0000 GM/M **2/DAY
+ ** !
KN =
KN =
0.100 /DAY
0.092 /DAY
KR= 0.57010 /DAY
KR= 0.55674 /DAY
SECTION SECTION DISTANCE C80D
NUMBER NAME DOWNSTREAM
I UPEW 0.00 3.27
1.00 3.21
2.00 3.15
3.00 3.10
INPUT FOR SEf.l ION DNEw
SLGTH - 3.000 MILES OEPTH=
FLOWW= O.COO MGD CODW =
FLOwT^ ?.0()0 CFS CODT =
ALGAL= 0.000 MG/L/DAY BANKC=
FF = t.OOO ACOEF=
NBOD
3.36
3.34
3.32
3.30
DO
9.05
8.98
8.92
8.86
FLOW
60.00
8.000 FEET
a.OOO LBS/DAY
5.000 MG/L
0.000 LBS/MI/DAY
12.900
A3
0.15
0.15
63
0.06
0.11
0.16
DEFICIT COMPONENTS
C3 D3 E3 F3
0.02
0.04
0.05
0.00
0.00
0.00
VEL= 1.000 FPS
NODW= 0.000 LBS/DAY
NODT= 5.000 MG/L
BANKN= 0.000 LBS/MI/DAY
BCOEF= 0.500
0.00
0.00
0.00
H3
0.00 0.00
0.00 0.00
0.00 0.00
TOTAL
DEFICIT
0.16
0.23
0.29
0.35
DODW= 0.000 MG/L
DODT= 5.000 MG/L
ALT= 0.00 FEET
CCOEF= 1.500
**£******+***********<
RIACTION RATFS AS INPUT
-------
U'/fc* 3.OO 3.16 3.36 8.71 62.00 O.5O
*-00 3.H 3.34 8.65 0.49 0.05 0.02 0.00 0.00 0.00 0.00 0.56
^.00 3.05 3.32 8.60 0.47 0.11 0.04 0.00 0.00 0.00 0.00 0.61
6.00 3.00 3.30 8.55 0.45 0.15 0.05 0.00 0.00 0.00 0.00 0.66
-------
INPUT FOR REACH 9
FLOWI =
NODI =
DELTA =
NSECT =
-20.00 CFS
0.00 MG/L
1.00 MILES
2
NT I 11= 4 NT I 2) =
COP I =>
DODI =
NO 1ST
NTRIB
0.00 MG/L
0.00 MG/L
NT(3)= 0 NT<4)= 0
NREAR =
ICOR= 0
INPUT FOR SECTION UNAO
SLGTH =
FLOWW=
FLDWT=
ALGAL=
FF= 1.047
8.000 MILES
0.000 MGD
0.000 CFS
O.OOOMG/L/DAY
DEPTH= 7.100 FEET
CODW= 0.000 LBS/DAY
COOT= 0.000 MG/L
ALT= 0.00 FEET
VEL= 1.500 FPS
NODW= 0.000 LBS/DAY DODW= 0.000 MG/L
NDDT= 0.000 MG/L DODT= 0.000 MG/L
BANKC= 0.000 LBS/MI/OAY BANKN= 0.000 LBS/MI/DAY
REACTION RATES AS INPUT
-------
ifcCTION SECTION DISTANCE CBOD NBOD DO FLOW DEFICIT COMPONENTS TOTAL
NUMBER NAME DOWNSTREAM A3 B3 C3 D3 E3 F3 H3 DEFICIT
2 LRAD 8.00/ 2.96 3,18 6.86 23.00 1.47
9.00 2.90 3.15 6.80 1.46 0.05 0.02 0.00 0.00 0.00 0.00 1.53
10.00 2.85 3.13 6.74 1.45 0.10 0.05 0.00 0.00 0.00 0.00 1.59
11-00 2.79 3.10 6.68 1.43 0.15 0.07 0.00 0.00 0.00 0.00 1.65
12.00 2.73 3.08 6.63 1.42 0.19 0.09 0.00 0.00 0.00 0.00 1.71
13.00 2.68 3.06 6.57 1.41 0.24 0.12 0.00 0.00 0.00 0.00 1.76
14.00 2.63 3.04 6.52 1.39 0.28 0.14 0.00 0.00 0.00 0.00 1.81
15.00 2.57 3.01 6.47 1.38 0.33 0.16 0.00 0.00 0.00 0.00 1.87
16.00 2.52 2.99 6.42 1.37 0.37 0.18 0.00 0.00 0.00 0.00 1.91
17.00 2.47 2.97 6.37 1.36 0.41 0.20 0.00 0.00 0.00 0.00 1.96
18.00 2.42 2.94 6.32 1.34 0.44 0.22 0.00 0.00 0.00 0.00 2.01
19.00 2.38 2.92 6.28 1.33 0.48 0.24 0.00 0.00 0.00 0.00 2.05
-------
INPUT FOR REACH 8
FLOWI =
NODI =
DELTA =
NSECT =
0.00 CFS
0.00 MG/L
1.00 MILES
1
CODI =
DODI =
NOIST
NTRIB
Nr(l)= 4 NT(2)= 0 NT(3)= 0 NTI4)'
0.00 MG/L
0.00 MG/L
1
NREAR
ICOR»
INPUT FOR SECTION. LREW
SLGTH = A.000 MILES DEPTH=
FLOWW= 0.000 MGD COOW=
Fl.OWT = 0.000 CFS CODT =
ALGAL= 0.000 MG/L/OAY BANKC=
8.300 FEET
0.000 LBS/DAY
0.000 MG/L
0.000 LBS/MI/OAY
FF= 1.000
ACOEF= 12.900
VEL= 1.400 FPS
NODW = 0.000 LBS/OAY
NODT= 0.000 MG/L
BANKN= 0.000 LBS/MI/DAY
BCOEF= 0.500
DODW= 0.000 MG/L
DODT= 0.000 MG/L
ALT= 0.00 FEET
CCOEF= 1.500
REACTION RATES AS INPUT (TEMP = 20 C)
KC= 0.300 /DAY KD= 0.280 /DAY
B£NTH= 0.0000 GM/M **2/DAY
REACTION RATES AS CONVERTED (TEMP = 18.2 C)
KC= 0.276 /DAY KD= 0.257 /DAY
BENTH= 0.0000 GM/M **2/DAY
KN=
KN =
0.120 /DAY
0.104 /DAY
KR= 0.63831 /DAY
KR= 0.61164 /DAY
SECTION SECTION DISTANCE
NUMBER NAME DOWNSTREAM
LREH
0.00
1.00
2.00
3.00
4.00
CBOD
3.00
2.96
2.93
2.89
2.86
NBOD
3.30
3.29
3.27
3.26
3.24
DO
8.70
8.67
8.64
8.61
8.59
FLOW
42.00
DEFICIT COMPONENTS
A3 B3 C3 03 E3 F3
H3
0.64
0.63
0.61
0.59
0.03
0.06
0.10
0.12
0.01
0.03
0.04
0.06
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
TOTAL
DEFICIT
0.66
0.69
0.72
0.75
0.78
-------
INPUT FOR REACH 5
FLOW I =
NODI =
DELTA =
NSECT =
NT( l)= 1
0.00 CFS
0.00 MG/L
2.00 MILES
2
NT (2)= 4 N
CODI =
DODI =
NDIST =
NTRIB =
NT(4)= 0
0.00 MG/L
0.00 MG/L
1
2
NREAR = 0
ICOR> 0
INPUT FOR SECTION LORI
SLGTH =
FLOWW=
FLOwr=
ALGAL=
FF= 1.000
6.000 MILES
1.000 MGD
0.000 CFS
0.000 MG/L/OAY
DEPTH= 15.000 FEET
CODW = 5000.000 LBS/DAY
CODT= 0.000 MG/L
BAMKC= 0.000 LBS/MI/DAY
ACOEF= 12.900
VEL= 0.500 FPS
NODW = 5000.000 LBS/DAY
NODT= 0.000 MG/L
BANKN= 0.000 LBS/MI/DAY
BCOEF= 0.5DO
DODW= 7.000 MG/L
DODT= 0.000 MG/L
ALT= 0.00 FEET
CCOEF= 1.500
REACTION RATES AS INPUT (TEMP = 20 C)
KC= 0.300 /DAY KD= 0.200 /DAY
BENTH= 3.9000 GM/M **2/DAY
REACTION RATES AS CONVERTED (TEMP = 20.0 C)
KC= 0.300 /DAY KD= 0.200 /DAY
BENTH= 3.9000 GM/M **2/DAY
KN =
KN=
0.1QQ ;/DAY
0.100 /DAY
KR= 0.15701 /DAY
KR= 0.15701 /DAY
SECTION SECTION DISTANCE
NUMBER NAME DOWNSTREAM
LORI
INPUT FOR SECTION MDAN
CBOD
NBOD
DO
9.00
11.00
13.00
15.00
8.89
8.26
7.67
7.13
9.17
8.95
8.74
8.53
7.85
7.07
6.34
5.68
SLGTH =
FLOWW=
FLOWT=
ALGAL=
FF= 1.000
5.000 MILES
1.000 MGD
0.000 CFS
0.000 MG/L/DAY
FLOW
143.54
DEPTH= 15.000 FEET
CODW = 100.000 LBS/DAY
CODT= 0.000 MG/L
BANKC= 0.000 LBS/MI/DAY
ACOEF= 12.900
A3
1.12
1.08
1.04
B3
0.41
0.78
1.10
DEFICIT COMPONENTS
C3 D3 E3 F3
0.22
0.42
0.61
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
H3
0.20
0.40
0.59
TOTAL
DEFICIT
1.17
1.96
2.68
3.35
VEL= 0.500 FPS
NODW= 0.000 LBS/DAY
NODT= 0.000 MG/L
BANKN= 0.000 LBS/MI/DAY
BCOEF= 0.500
DODW= 0.000 MG/L
DDDT= 0.000 MG/L
ALT= 0.00 FEET
CCOEF= 1.500
REACTION RATES AS INPUT (TEMP = 20 C)
KC= 0.300 /DAY KD= 0.300 /DAY
DENTH= 0.0000 GM/M **2/DAY
REACTION RATES AS CONVERTED (TEMP = 21.0 C)
KC= 0.314 /DAY KD=' 0.314 /DAY
P.INTH- O.HOOO I.M/M * + ?/l)AY
KN= 0.100 /DAY
KN =
0.107 /DAY
KR= 0.15701 /DAY
KR= 0.16078 /DAY
SECTION SECTION DISTANCE CttOD
'NUMULR NAne DUWNSIRLAM
NBOD DO FLOW DEFICIT COMPONENTS TOTAL
A3 B3 C3 U3 E3 F3 H3 DEFICIT
-------
MOAN 15.00 7.18 8.44 5.53 145.08 3.31
17.00 6.65 8.22 4.92 3.18 0.52 0.22 0,00 0.00 0.00 0.00 3.92
19.00 6.16 8.00 4.38 3.06 0.98 0.42 0.00 0.00 0.00 0.00 4.46
20.00 5.93 7.90 4.13 3.00 1.19 0.51 0.00 0.00 0.00 0.00 4.71
-------
INPUT FOR REACH 6
FLOWI =
NODI =
DELTA =
NSECT =
10.00 CFS
2.00 MG/L
2.00 MILES
1
CODI =
DODI =
NDIST
NTRIB
NTI1)= 0 NT(2)= 0 NT(3)= 0 NT<4)= 0
2.00 MG/L
0.50 MG/L
NREAR = 0
ICOR=
INPUT FOR SECTION LOUD
SLGTH = 8.000 MILES
Fl.OWW = 0.000 MGD
FLOWT= 0.000 CFS
ALGAL=
FF= 1.000
0.000 MG/L/DAY
DEPTH= 1.000 FEET
CODW= 0.000 LBS/DAY
CODT= 0.000 MG/L
BANKC= 0.000 LBS/MI/DAY
ACOEF= 12.900
VEL= 1.000 FPS
NODW= 0.000 LBS/DAY
NOOT= 0.000 MG/L
BANKN= 0.000 LBS/MI/DAY
BCOEF= 0.500
DODW= 0.000 MG/L
DODT= 0.000 MG/L
ALT= 0.00 FEET
CCOEF= 1.500
PtACTION RATES AS INPUT (TEMP = 20 C)
KC = 0.300 /DAY KD= 0.300 /DAY
8ENTH= 0.0000 GM/M **2/DAY
REACTION RATES AS CONVERTED (TEMP = 18.0 C)
KC= 0.273 /DAY KD= 0.273 /DAY
OfcNTH= 0.0000 GM/M **2/DAY
*** ********* .;*******!
KN= 0.100 /DAY
KN=
0.085 /DAY
KR=12.90000 /DAY
KR=12.30240 /DAY
SECTION SECTION DISTANCE
nUMBER NAME DOWNSTREAM
LOUD
0.00
00
00
00
8.00
CBOD
2.00
1.93
1.87
1.81
1.75
NBOD
2.00
1.98
1.96
1.94
1.92
DO
8.90
9.25
9.33
9.34
9.35
FLOW
10.00
A3
B3
DEFICIT COMPONENTS
C3 D3 E3 F3
H3
0.11
0.02
0.01
0.00
0.03
0.04
0.04
0.04
0.01
0.01
0.01
0.01
o.oo'
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
TOTAL
DEFICIT
0.50
0.16
0.08
0.06
0.05
-------
INPUT FOR REACH 7
FLOWI = 22.00 CFS CODI =
NODI = 0.00 MG/L DODI =
DELTA = 2.00 MILES NDIST
NSECT =1 NTRIB
NT(1)= 0 NT(2)=* 0 NT(3)= 0 NT<4)= 0
0.00 HG/L
0.00 HG/L
NREAR =
ICOR=
INPUT FOR SECTION UPGR
SLGTH = 4.000 MILES DEPTH=
FLOWW= 2.000 MGD COOW=
fLOWT= 0.000 CFS COD1=
ALGAL= 0.000 MG/L/OAY 8ANKC=
8.000 FEET
1000.000 LBS/DAY
0.000 MG/L
0.000 LBS/MI/DAY
FF= I.000
ACOEF= 12.900
VEL= 0.900 FPS
NODW= 0.000 LBS/DAY DODW= 0.000 MG/L
NODT= 0.000 MG/L DODT= 0.000 MG/L
BANKN= 0.000 LBS/MI/DAY ALT= 0.00 FEET
BCOEF= 0.500 CCOEF= 1.500
REACTION RATES AS INPUT (TEMP = 20 C)
KC= 0.300 /DAY KD= 0.300 /DAY
BENTH= 0.0000 GM/M **2/DAY
REACTION RATES AS CONVERTED (TEMP = 18.0 C)
KC= 0.273 /DAY K0= 0.273 /DAY
BENTH= 0.0000 GM/M **2/DAY
KN= 0.100 /DAY
KN= 0.085 /DAY
KR= 0.54084 /DAY
KR= 0.51579 /DAY
SECTION SECTION DISTANCE CBOD
NUMtlER DAME DOWNSTREAM
UPGR
0.00
2.00
4.00
7.40
7.13
6.87
NBOD
0.00
0.00
0.00
00
9.40
9.14
8.91
FLOW DEFICIT COMPONENTS
A3 B3 C3 03 E3 F3
H3
TOTAL
DEFICIT
25.08 o.OO
0.00 0.26 0.00 0.00 0.00 0.00 0.00 0.26
0.00 0.49 0.00 0.00 0.00 0.00 0.00 0.49
-------
INPUT FOR REACH 8
FLOHI
NDDI
DELTA
NSECT
a.oo CFS
0.00 MG/L
2.00 MILES
CODI =
DODI =
NDIST
NTRIB
NTIl)= 7 NT(2)= 6 NT(3)=> 0 NT<4)= 0
0.00 MG/L
0.00 MG/L
NREAR =
ICOR =
INPUT FOR SECTION DNGR
SLOTH' =
FLOHW=
FLQHT=
ALGAL=
FF* 1.000
3.000 MILES
0.000 MGD
0.000 CFS
0.000 MG/L/DAY
DEPTH= 10.000 FEET VEL=
CODW= 0.000 LBS/DAY NODW=
CODT= 0.000 MG/L NODT=
BANKC= 0.000 LBS/MI/DAY BANKN=
ACOEF= 12.900 BCOEF=
0.800 FPS
0.000 LBS/DAY DODW=
0.000 MG/L DODT =
0.000 LBS/MI/DAY ALT=
0.500 CCOEF=
0.000 MG/L
0.000 MG/L
0.00 FEET
1.500
REACTION RATES AS INPUT (TEMP = 20 C)
KC= 0.300 /DAY KU= 0.300 /DAY
BENTH= 0.0000 GM/M **2/DAY
REACTION RATES AS CONVERTED (TEMP = 19.0 C)
KC= 0.286 /DAY KD= 0.286 /DAY
BENTH= 0.0000 GM/M **2/DAY
SECTION SECTION DISTANCE
NUMBER NAME DOWNSTREAM
DfiGR
4.00
6.00
7.00
CBOD
5.18
5.06
NBOD,
0.55
0.54
0.54
DO
8.84
8.63
8.53
KN =
KN=
FLOW
35.08
0.100 /DAY
0.092 /DAY
KR= 0.36486 /DAY
KR= 0.35631 /DAY
A3
0.35
0.34
B3
0.23
0.33
DEFICIT COMPONENTS
C3 03 £3 F3
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.00
H3
0.00
0.00
)<*********
TOTAL
DEFICIT
0.37
0.58
0.68
-------
INPUT FOR. REACH 2
FLOWI -
NODI = :
DELTA *
NSECT -
NT(1)= 5
0.00 CFS
0.00 MG/L
2.00 MILES
2
NT<2)= 8 NT(3)= 0
CODI =
DODI =
NDIST *
NTRIB ="
NT(4>= 0
0.00 MG/L
0.00 MG/L
5
2
NREAR = 0
ICOR =
INPUT FOR SECTION DNAN
SLGTH =
FLOWW=
FLOWT=
ALGAL=
FF = 1.000
6.000 MILES
0.000 MGD
0.000 CFS
0.450 MG/L/DAY
DEPTH= 20.000 FEET
CODW=* 0.000 LBS/DAY
CODT= 0.000 MG/L
BANKC= 0.000 LBS/MI/DAY
ACOEF= 12.900
VEL= 0.400 FPS
NODW* 0.000 LBS/DAY
NODT= 0.000 MG/L
BANKN= 0.000 LBS/MI/DAY
BCOEF= 0.500
DODW=
DODT =
ALT =
CCOEF=
.0.000 MG/L
0.000 MG/L
0.00 FEET
1.500
REACTION RATES AS INPUT {TEMP = 20 C)
KC= 0.300 /DAY KD= 0.300 /DAY
BENTH= 0.0000 GM/M **2/DAY
REACTION RATES AS CONVERTED (TEMP = 20.0 C)
KC= 0.300 /DAY,; KD= 0.300 /DAY
BENTH= 0.0000 GM/M **2/DAY
KN=
KN=
0.100 /DAY
0.100 /DAY
»************#**************
KR= 0.09121 /DAY
KR= 0.09121 /DAY
NBOD
SECTION SECTION DISTANCE CBOD
NUMBER NAME DOWNSTREAM
1 DNAN 20.00
22.00
24.00
26.00
INPUT FOR SECTION LRAN
SLGTH = 20.000 MILES
FLOWW* 0.000 MGD
FLOWT= 0.000 CFS
ALGAL= 0.900 MG/L/DAY
FF= 1.000
RtACT ION RAIES AS
KC= 0.300 /DAY
BCNTH= 0.0000 GM/M **2/DAY
REACTION RATES AS CONVERTED (TEMP = 21.0 C)
KC= 0.314 /DAY K0= 0.314 /DAY
t!hNfH = U.OOUU GM/M **2/DAY
DO
5.76
5.26
4.80
4.38
DEPTH=
CODW=
CODT =
BANKC=
ACOEF=
*******
MP » 20
K0= 0
6.46
6.27
6.08
5.90
20
0
12
**
C
•
0
•
*
)
.000
Oi
000
.000
900
****
5.10
4.65
4.27
3.94
FEET
000
MG/L
LBS/DAY
LBS/MI/DAY
****
*******:
.300 /DAY
FLOW
180.16
VEL
NODW=
NODT =
BANKN
A3 B3
3.
3.
3.
81 0.50 0.
71 0.94 0.
61 1.33 0.
C3
19
37
54
W 1 1
0.
0.
0.
uu
03
00
00
00
nrurjcrj
E3
0.00
0.00
0.00
i i.
-0.
-0.
-0.
F3
13
26
39
TOTAL
H3 DEFICIT
0.
0.
0.
00
00
00
3.92
4.37
4.75
5.08
0.200 FPS
N=
F=
0.
0.000
0.000
0.500
000 LBS/DAY
MG/L
LBS/MI/DAY
DODW =
DODT =
ALT =
CCOEF=
0
0
0
1
.000
.000
.00
.500
MG/L
MG/L
FEET
X***********
KN= 0.100 /DAY
KN= 0.107 /DAY
KR= 0.06450 /DAY
KR= 0.06604 /DAY
SrCTIDN SECTION DISTANCE CBOD
NUMBER NAME DOWNSTREAM
NBOD
DO
FLOW
DEFICIT COMPONENTS TOTAI
A3 B3 C3 D3 E3 F3 H3 DEFICIT
-------
LRAN
26.OO
28.00
30.00
32.00
34.00
36.00
38.00
40.00
42.00
44.00
46.00
4.38
3.61
2.98
2.46
2.03
1.68
1.38
1.14
0.94
0.78
0.64
5.90
5.52
5.17
4.84
4.53 '
4.24
3.97
3.72
3.48
3.26
3.05
3.^6
3.38
3.17
3.10
3.15
3.28
3.49
3.75
4.07
4.42
4.79
180.16
4.88 0.75 O.37 O.OO 0.00 -0.53 O.OO
4.69 1.34 0.70 0.00 0.00 -1.05 0.00
5.08
5.46
5.67
4.50
4.32
4.15
3.99
3.83
3.68
3.53
3.39
1.
2.
2.
2.
2.
2.
2.
2.
79
14
41
60
73
82
87
89
1.00
1.26
1.49
1.70
1.88
2.04
2.18
2.29
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0
0
0
0
0
0
0
0
.00
.00
.00
.00
.00
.00
.00
.00
-1.
-2.
-2.
-2.
-3.
-3.
-4.
-4.
55
03
49
93
35
76
15
52
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
5
5
5
5
4
4
4
.74
.69
.56
.35
.09
.78
.43
.05
-------
ACKNOWLEDGEMENTS
The art work contained in this report was illustrated by Robert
Rauenbuhler of the Environmental Protection Agency in Edison, New Jersey.
Thanks must be extended to Kevin Bricke and Sal Nolfo of the Water
Programs Branch for their suggestions and review of this documentation.
We would also like to thank Ms. Maryann LaBarbera for typing this
report and Ms. Dorothy Szefczyk and Ms. Eleanor Tracy of the library
staff for obtaining the reference material used in the report.
Robert E. Braster
Steven C. Chapra
George A. Nossa
54
------- |