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Documentation for
SHSIM1/2
"A computer Program for the Steady-State
Water Quality Simulation of a Stream Network
Environmental
Data Systems Branch
Planning & Management Division
March, 1978
Fifth Edition
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TABLE OF CONTENTS
Page
INTRODUCTION'. i
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 X4
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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 when 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 terns
•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:
"K x/u
(i-D
where:
D=dissolved oxygen deficit31 DOS -DO
DQs=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=Deoxyge"nation 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.
f low
STREAM
su\j sdtur
00 concentration
distance
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
SNSIM 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 b'e 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. Def icit Loads
Distributed Loads - Benthai 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.
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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 junction 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 SNSTM2 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.
; 5
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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-CKj/u)*])* (1)
NBOD=NBOD0exp[-(Kn/u)x]+(NBODd/Kn) (l-exp[-(Kn/u)x]) (2)
D=D0exp [- (Ka/u)x] '(3a)
Ka^Kr" (exp[" (Kr/u)x]-exp[- (Ka/u)xft:BODo (3b)
~(Kn/u)x]-exp[-(Ka/u)x])NBODQ (3c)
-(1-exp[-(Ka/u)x])CBODJ
a
Kd (exp[-(Kr/u>c3-exp[-(Ka/u)x])CBODd (3d)
Ka
- (1-exp[-(Ka/u)x])NBODd
i—- (exp[-(Kn/u)xJ-exp[-(Ka/u)x])NBODd (3e)
(Ka-Kn)
- (1-exp [-(Ka/u)x])AlSal
Ka (3f)
•Kl-exp[-(Ka/u)x]).Sb
(3h)
*exp[y]=ey
-------
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 oxvsen nroduction
(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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IHOW*£UOW1 HO* IIACHII INTIiWO CONFIUINCI
COO-£CIOO MOM IIACHIS INtltINO CONHUIMCI
MOO"£«OO MOM IUCHI1 IMTIIINO CONHUIN TNI SICTlON IVtAttl mniTS. TtltUTAtf IMttJTS. (M»Uf1 IIOM U»]TIMM
IICTIONS Ol llACHffl A«l CQ«»INIO ANO TNI IISUITINO iNITtM VAlUlf O> C1OO ICOOt. MiOO (MOO). OO
WI1TI INITIAL VAIUU fQI SICTlON ICOO. MOO, 3OO.
CAU MOf [lITuIN WITH C100 (COOCt. NIOO INOOC). 000 tOOOC) CONCINTlATIOMS fOI X • OUT
Wllfl OUT. COOC, NOOC. (lAIUIAIIOM CONC Of O, - 300C)
HAVl COMCIMTIAT10MS HIM
CALCULATIO TO TH1 OOVNST1IAM
IMO 0» T[«| HCTIOM?
1TOM OOWMSniAM COHCfNTtATlOMl Qf 1KT1QM IM OtOI* THAT THIT II
HOW: COOI 3 C00<:: NOOI * NOOC: OO01 * DOOC
irOII OOWNSTIIAM CONCIMT«AnONI Of FttVIOUS BIACH 1O THIY MAT If
USIO WHIM COMtlMIHO IIACHI1 >T A COHftUIMCL COOI (NIICH) » COOl;
NODS (NIKH) ' NOOl! OOOf (NR1CH) ' OOOli HOWS (NIKNt * HOWt
FLOW CHART FOR SNS1M
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 (NllSCH), 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 (MEAR) 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) = qcoef l*FLOW(gauge)cIcoef 2 (1)
DEPTH(section) = hcoefl*FLOW(reach)hcoef2 (2)
VEL(section) = vcoefl*FLOW(reach)vcoef 2 (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.
SNSLM 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
JURIS 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 300 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 constant^ (CS) is computed from:
C_ = 14.652 - 0.41022 (TEMP) + 0.007991 (TEMP)2 - .000077774(TEMP)3 (4)
O
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
Several investigators have proposed the coefficients -for use. in the.
equation:
(5)
INVESTIGATORS
O'Connor and Dobbins (5) 1958
Churchill, et al., (7) 1962
Langbein and Durun,(8) 1967
Owens and Gibbs. C9") 1969
12.90
11.573
7.60
21.65
0.50
0.969
.50
0.67
1.50
1.673
1.33
1.85
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:
Kr - c
C5al
where c is a constant of proportionality designated the "escape coefficient",
Ah 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.
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**(f-20.)
KR=KR*1.024**(T-20.)
All section input data is output in a clearly labelled form.
14
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The CODW and the NODW are then converted from Ib/day to tag/1
by a conversion factor:
CODW(mg/l) » CODW(#/day) * 454000mg/# *3.531 2 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 mgf t3///!. (8)
FLOWW(cfd)
The total flow for the section is computed as the sum of the instream
(FLOWI), effluent (FLOWW), tributary (FLOW!), and stored flows (SFLOW). The
initial COD, NOD, and DOD are computed by a mass balance, for example:
COD = (CODI) (FLOW!)* (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) - BANKC(#/mile/day)*VEL(i:t/day) * 454000 mg/# (10)
FLOW(cfd)*28.32 l/f£35280.ft/mile
BANKN(mg/l/day) = BANKN*VEL*454QOO (11)
28.32 * FLOW*5280.
and the benthal demand is:
BENTHOng/I/day) = BENTH(gn/MJ-/day) * (1QOO mg/gm) (12)
28.32 1/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 D.O. level is computed by
subtracting the D.O. deficit from the saturation constant. A variable (DIS)
is defined for output as equal to the total downstream distance (TDIST) + 0.005,
a round-off correction.
* This round-off correction is only for computers (e.g. 1MB 1130).
which truncate when outputting.
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,
E3)
SUBROUTINE PROF (EL, ELO, DKC, EN, ENO, DKN, D, R, DO, X, U, ALG, B, WN,
WL, DKD, A3, B3, C3, D3, E3, F3, R3)
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.
3) Dissolved oxygen deficit is calculated as a weighted average at a junction
for input to the next downstream section. As a consequence, mass may not
be conserved when there are significant temperature changes for adjacent
reaches.
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
Variable
TITLE-
"Reach Dat;
ICOR
FLOWI
CODI
NODI
DODI
DELTA
NDIST
NSECT
NRECH
NTRIB
NT (1-4)
NKEAR
63-68
69-74
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: In.3tr.eaa flow. Depth & velocity will
be inputted directly for each 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=1 indicates the reaeration rate
constant will be input directly.
NREAR=0 indicates that the reaeration rate
constant will be computed by the functional
relationship: 12
Ka = aVELb/DEPrrHC
Reaeration Parameter a F6.3
Reaeration Parameter b F6.3
18
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Column
75-80
63-68
Variable Description Format
CCOEF Reaeration Parameter c F6.3
NREAR = -1 indicates that the reaeration
rate will be computed by the Tsivoglou and
Wallace relationship
Ka = C AH/tf
ESCOEF Escape Coefficient at 25"C (I/ft) F6>3
Card Three; "Section Data"
1-4 SNAME Section Name A4
9-16 SLGTH Section Length (miles) F8.0
17-24 DEPTH Stream Depth (ft) F8.0
25-32 VEL Stream Velocity (f/s) F8.0
33-40 FLOWW Waste Flow (MGD) . F8.0
41-48 CODW Effluent COD (///day) F8.0
49-56 NODW Effluent NOD (#/day) F8.0
57-64 DODW Effluent D.O. Deficit (mg/1) F8.0
65-72 FLOWT Minor tributary flow (cfs) F8.0
73-80 FF* Ratio of ultimate to five day BOD F8.0
Card Four:
1-6 CODT Concentration of CBOD in minor tributary F6.0
(mg/1)
7-12 NODT Concentration of NBOD in minor tributary F6.0
(mg/1)
13-17 DODT Concentration of D.O. deficit in minor F5.0
tributary (mg/1)
18-22 TEMP Water temperature of section (°C) F5.0
23-28 KC CBOD removal rate (I/day) F6.0
19
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Column Variable Description Format
29-34 KD Carbonaceous deoxygenation rate (I/day) F6.0
35-40 KN NBCD removal rate (I/day) F6.0
41-46 KR Reaeration rate (I/day) - optional
(only if NREAR=1) F6.0
47-52 DELHT** Water surface elevation change (ft) -
optional (only if NREAR* -1)
53-57 ALGAL*** Algal oxygen rate (mg/l/day) F5.0
58-62 BENTH Benthal oxygen demand (gm/M /day) F5.0
63-68 BANKC Uniform CBOD load (S/Mi/day) F6.0
69-74 BANKN Uniform NBOD load (#/Mi/day) F6.0
75-80 ALT Altitude above sea level (feet) F6.0
* 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 photosynstnesis
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 QCEF1 Correlation coefficients for instream
flow . F5.3
16-20 QCEF2 in the form: F5.3
FLOW(reach)= QCEF1 * FLOWG ** 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 veloc- F5.3
36-40 VCEF2 ity in the form: F5.3
VEL - VCEF1 * FLOW(reach) ** VCEF2
Repeat cards 3 and 4 until NSECT sections have been included in the data deck.
For a new reach begin with card 2.
20
-------
VARIABLE NAME
NOMENCLATURE
DESCRIPTION
D &
DODC
DELHI
DEPTH
Equation 5a
DEPTH
CBOD with no significant addition to
river flow-
Dissolved oxygen deficit
Change in water surface elevation
Depth of stream
*M: mass, L: length, T:
** : see page 9
time
UNITS*
Program
ALT
A3
ALG
B3
BANKC &
WL
BANKN &
WN
3ENTH &
B
C3
CODC &
EL
COD &
ELO
CS
CODW
CODT
CODI
D3
Other
ALT
Equation 3a
ALGAL
Equation 3b
CBOD ,
Q,
NBODd
Sb
Equation 3c
CBOD
CBOD
o
Cs
CODW
CODT
CODI
Equation 3d
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
L
M/L3
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
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
Equation 5a
Equation 3e
FF
FLOW
Equation 1
FLOWI
FLOWT
FLOWW
Equation 3f
Equation 3h
K
DESCRIPTION UMTS*
Distance from an initial point at
which calculations are to be made
Amount of deficit from a point M/L
waste source
Concentration of deficit in a M/L3
point source minor tributary
Initial point source of deficit M/L3
at the upstream end of the system
Point sources of deficit M/L3
Escape coefficient
3
Deficit due to distributed source of M/L
NBOD with no significant addition to
river flow
Ratio of ultimate to 5-day BOD
Total flow L3/T
Reference gauge flow LJ/T
Initial flow at the head end of. the L3/T
system
Flow of a minor tributary L3/T
Flow of a waste source L3/T
Deficit due to distributed net algal M/L3
oxygen production
Distributed benthal demand effect M/L3
CBOD removal rate 1/T
Deoxygenation rate (caused by CBOD) 1/T
NBOD removal rate - deoxygenation 1/T
rate (NBOD)
Reaeration rate 1/T
22
-------
VARIABLE NAME
Program Other
NBOD
NODC &
EN
NOD &
ENO
NODW
NODT
NODI
TEMP
VEL
NBOD,
v
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 M/L3
tributary
Point source of NBOD from an initial M/L3
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.
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=DOD+0.005
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-KX. 005
3X=B3+0.005
CX=C3+0.005
DX=D3+0.005
EX=E3-H3.005
HX=H3+0.005
CXDC=CODC+0.005
NXDC=NODC-K).005
DXDC=DODC-K).005
WRITE(NX, 105)DIS,GXDC,NXDC,S,AX,BX,CX,DX,EX,F3,KX,DXDC
Modify 7th card after SNSIM089 to read:
FLOWA-FLOWI+.00 5.
.*e.g. IBM 1130
26
-------
APPENDIX A
C***********************************************************************SNS
THIS LISTING OF
COMPATIBLE WITH
SNSIM HAS BEEN DESIGNATED
THE IBM 370/155
AS SNSIM1 AND IS
PROGRAM SNSIM IS -A ONE-DIMENSIONAL,
STREAM NETWORK SIMULATION MODEL.
STEADY-STATE, STRAIGHT-RUN
SNS
SNS
SNS
SNS
*SNS
*SNS
*SNS
*SNS
£****$******************************************************************SNS
REAL NODI, NODW,NODT, NOD, NODC.»KC, KN, KR, NODS(IO) ,KD SNS
DIMENSION TITLE I 20) .FLOWS (10) ,COOS(10) ,DODSUO) ,NT (4) ,SDIST ( 10 ) SNS
33 FORMATl/,' INPUT FOR SECTION'•,A4,//,' SLGTH =',F8.3, SNS
1' MILES',
5X,'DEPTH=',F8.3,•.FEET',10X,'VEL=',F8.3,IX,
FLOWW=',F8.3,' MGD', 8X,«COOW=',F12.3,IX
4X,'NODW=',F12.3,• LBS/DAY', 4X,»OOOW=•,F8.3,IX,
FLOWT=',F8.3,« CFS1, 8Xt'CODT=•,F8.3,' .MG/L',IIX,
2'FPS'/'
3'LBS/DAY',
4'MG/L1/'
l'NODT=« ,F8.3,' MG/L' ,11X,•DODT=•,F8.3, ' MG/L')
FORMATl
ALGAL=»
1,6X,'BANKC=' ,F8.3,
F8.3,'MG/L/DAY «,23X
L8S/MI/DAY',4X,«BANKN=',F3.3,
LBS/MI/DAY'/'
SNS
SNS
SNS
SNS
SNS
SNS
SNS
1 FF='TF6.3,17Xt 'ALT=',F8.2,' FEET' // • *****************************SNS
1***** ****************************************** *******************$ MS
6********************i /i REACTION RATES AS INPUT (TEMP =S.NS
2 20 C)•)
35 FORMATl '
3
3
3
36 FORMATl/,'
KC=',F8
•KD=1,F8
•KN=',F8
3t' /OAY.S10X,
3tl /DAYS13X,
3,' /DAY',13X,
GM/M **2/DAY'
'KR=',F8.5,1 /DAY'/' BENTH=',F7.4,
REACTION RATES AS CONVERTED (TEMP = ',F5.1," C)',/
/DAYS10X,
3
3
3
/DAY',13X,
/DAYS13X,
SNS
SNS
SNS
SNS
SNS
SNS
SNS
SNS
SNS
SNS
• KC=',F8.3,'
'KD=',F8.3, '
'KN=',F8.3,'
'KR=',F8.5,» /DAY'/' BENTH= • ,F7.4, ' GM/M **2/DAY''
37 FORMATl' *********************************************************SNS
1********************************************************* t/)
100 FORMATl20A4)
101 FORMATl«1',26X,20A4//)
102 FORMATl II, F9.0,3F10.0,F4.0,912,3F6.0)
103 FORMAT IA4,4X,9F8.0/2F6.0,2F5.0,5F6.0,2F5.0,3F6.0)
104 FORMAT12X,'SECTION SECTION DISTANCE CBOD NBOD 00
10W DEFICIT COMPONENTS TOTAL'
2/3X,'NUMBER NAME DOWNSTREAM*,36X,'A3 83 C3 D3 E3
2 F3 H3 DEFICIT')
105 FORMATl15X,F10.2,3X,3F8.2,8X,
27F6.2,F9.2)
106 FORMATl/, I6,6X,A4, F9 . 2, 3X, 4F8. 2, 4).X , F10. 2 )
107 FORMATl//,' INPUT FOR REACH «,I2,//," FLOWI =',F10.2,' CFS
1 CODI =',F10.2,' MG/L1/1 NODI =',F10.2,' MG/L
2,7X,'DODI =',F10.2,' MG/L'/' DELTA =',F10.2,' MILES
3 NDIST =',I5,/,' NSECT =',15,25X,•NTRIB =',I2,/
4« NT(1)=',I2,' NT(2)=',I2,« NT(3)=',I2,« NT(4)=',I2
5,' NREAR = »,I2,5X, 'ICOR= ',I2,//)
108 FORMATIF10.0,6F5.3) .
109 FORMATl//,' INPUT FOR REACH • , 1 2//3X , 'COO I =',F10.2,' MG/LS12X,
SNS
SNS
FEB
FEB
FLSNS
SNS
SNS
SNS
SNS
SNS
SNS
SNS
'SNS
FEB
SNS
SNS
MAR
FEB
FEB
IMOOO
IM001
IM002
IM003
IMOC4
IM005
IM006
IM007
IM008
I MO 09
IM010
IM011
IM012
IM013
IM014
IM015
IM016
IM017
IM018
IM019
IM020
IM021
IM022
IM023
I MO 24
IM025
IM026
IM027
IM028
IM029
IM030
IM031
IM032
IM033
IM034
IM035
IM036
75
75
IM039
IM040
IM041
IM042
IM043
IM044
IMQ45
IM046
IM047
75
IM049
IM050
75
75
75
27
-------
APPENDIX A
1'NQOI =',F10.2,'
2 F10.2,' HUES' ,
3 'NTRIB =',I2,/,
4'NT(4)=',I2,2X,
110 FORMAT(3X,'FLQWI
ill FQRMAK3X, 'FLOWG
l'QCEF2 =',F6.3,/
2F6.3,17X,'VCEF2
112 FORMAT! 10X,A4, '
113 FORMAT!' ALGAL
1' LBS/MI/DAY',4X
1'FEET'
2/,' FF=',F6. 3,
3F7.2,1 FEET'//)
114 FORMATt' ALGAL
1' LBS/MI/OAY' ,AX
1'FEET1
2/,« FF=',F6.3,
3 F7.3,//)
FORMAT( '
MG/L',4X,'DODI = ',F10.,2,' MG/L'/' DELTA =',
10X,'NDIST =',I5,/,' NSECT =',I5,21X,
3X,'NT(1)=«,12,' NT{2)=',I2,' NT(3)=',12,3X
'NREAR = ',I2,5X,'ICQR =',I2)
=',F10.2,' CFS',//)
=',F8.2,' CFS1 ,7X,'QCSF1 =',F6.3,16X,
t» HCEF1 =',F6.3»13X,'HCEF2 =',F6.3,16X'VCEF1
=',F6.3)
SECTION HAS ZERO REAERATICN COEFFICIENT')
=', F8.3,' MG/L/DAY BANKC=',F8.3,
,«BANKN=',F8.3, ' LBS/MI/DAY',4X,*ALT=',F8.2, IX
17X,'ESCAPE COEF=',F7.4,« /FT', 6X,'DELTA HT=»,
=', F8.3,' MG/L/DAY BANKC=',F3.3,
,'BANKN=',F8.3, ' LBS/MI/DAY',4X,'ALT=',F8.2,IX
17X,'ACO£F=',F7.3,16X,'BCOEF=',F7.3,16X,'CCOEF=
FEB
FE3
FEB
FEB
FEB
FEB
=' ,FEB
FEB
DEC
FEB
, FEB
FEB
FSB
FEB
FEB
F6B
FEB
FEB
FEB
2' REACTION RATES AS INPUT (TEMP = 20 C)')
902 FORMATJ 'l« )
DO 51 1=1,10
51 SDIST(I)=0.0
MX=5
NX=6
SFLOW=0.0
C00=0.0
NOD=0.0
DIS=0.
DOD=0,0
READ(MX,100)TITLE
WRITE(NX,101)TITLE
12 READ (MX, 102) ICOR , FLOW I ,CODI , NOD I ,000 I , DELTA ,ND I ST, NSECT , NRECH,
1NTRIB,NT>NR£AR,ACOEF,BCOEF,CCOEF
IF(NSECT)28,ll,28
28 IF( ICOR)915,915,913
913 WR I TE { NX , 109 ) NRECH, COD I, NOD I, DOO I, DELTA, NO 1ST, NSECT, NTRIB, NT,
1NREAR,ICOR
GO TO 917
915 HRITEINX, 107) NRECH t FLOW I, COD I, NOD I,DCID I, DELTA, NDIST, NSECT, NTRIB
1, NREAR, ICQR
917 IFtNTRIB)ll,9,S
8 DO 10 1=1, NTRIB
J=NT(I)
SFLOW=SFLOW+FLOWS( J)
10
NOO=NOO+FLQWS(J)*NODSU)
DOD=OOD-»-FLOWS(J)*DODS( J)
COD=COD/SFLOW
NOD=NOO/SFLOW
OOD=OOD/SFLOW
FLOWI=FLOWI*86400.
FEB
SNS
SNS
SNS
SNS
SNS
SNS
SNS
SNS
SNS
SNS
SNS
SNS
FEB
FEB
SNS
FEB
FEB
FEB
FEB
, NTFEB
MAR
FEB
SNS
SNS
SNS
SNS
SNS
SNS
SNS
SNS
SNS
SNS
75
75
75
75
75
75
75
75
74
75
75
75
75
75
75
75
75
75
75
75
75
75
IM052
IM053
IM054
IM055
IM056
IM057
IM058
IM059
1*060
IM061
IM062
IM063
75
75
IM066
75
75
75
75
75
75
75
IM070
IM071
IM072
IM073
IM074
IM075
IM076
IM077
IM078
IM079
28
-------
APPENDIX A
IF(NOIST)ll,16tl5 SNSIM080
15 TDIST=SOIST(NDIST) . SNSIM081
GO TO 17 . SNSIM082
16 TDIST=0.0 . SNSIM083
17 DO 5 I=1,NSECT SNSIM084
READ(MXt 103) SNAME,SLGTH,DEPTH,VELrFLOWW,CODW,NQDW,DODW,FLOWT,FF, SNSIM085
ICQOTvNOOTtOOOTfTEMP,KGfKOiKN.KR,DELHI,ALGALiBENTH,BANKC»8ANKN,ALT FE3 75
IF(FF)ll,210,211 SNSIM087
210 FF=1. SNSIM083
211 DIST=0.0 SNSIM089
IF(ICOR)910,910,911 FE3 75
911 REA01MX,i08}FLOWG,QCEFl,QCEF2,HCEFl,HCEF2,VCEFl,VCEF2 F6B 75
FLOWI=QCEF1*FLOWG**QCEF2 FEB 75
FLOW»FLOWI+FLQWT+FLOWW*1.5A723 FEB 75
DEPTH=HCEFi*FI_OW**HCEF2 FSB 75
VEL=VCEF1*FLOW**VCEF2 FEB 75
FLQWA-FLOWI MAR 75
FLOWI=FLOWI*86400. MAR 75
IF(NTRIB)11,910,920 FEB 75
920 CODI=COO FEB 75
0001=000 FEB 75
NODI=NOD FEB 75
SFLOW=0.0 FEB 75
910 HRITEINX,33)SNAME,SLGTH,DEPTH,VEL,FLOW,COOW,NQDW,DOOM,FLOWT, FEB 75
1COOT,NOOT,DODT SNSIM091
IF! ICOR)9U,9U,916 FEB 75
916 WRITE(NX,110)FLOWA MAR 75
WRITE(NX,lll)FLOWG,QCEFl,QCEF2,HCEFl,HCEF2,VCEFl,VCEF2 FEB 75
914 IF(NREAR)918,919,921 FEB 75
918 ESCOE=ACOEF FEB 75
WRITE(NX,113)ALGAL,BANKC,BANKN,ALT,FF.ESCOE,DELHI FEB 75
WRITE(NX,134) , FEB 75
GO TO 922 FEB 75
919 WRITE(NX,U4)ALGAL,BANKC,8ANKN,ALT,FF,ACOEF,BCOEFfCCOEF FEB 75
WRITE(NX.,13A) FEB 75
GO TO 922 FEB 75
921 WRITE(NX,34)ALGAL,BANKC,BANKN,FF,ALT FEB 75
922 IF(NREAR)912,201,203 FEB 75
912 KR=ESCOE*DELHT/{SLGTH/(VEL*16.36364))*.8832 . FEB 75
GO TO 233 FEB 75
203 IF(KR)233,91,233 DEC 7
-------
APPENDIX A
WRITEtNX,104) SNSIM106
VEL=VEL*86400. SNSIM107
FLQWT=FLOWT*86400. SNSIM108
FLOWW=FLOViW*133056. SNSIM109
IP(FLOMT)6f19,19 SNSIM110
6 IF(NSECT-1)26,25,26 SNSIMlll
25 CQDT=COO •' SNSIM112
NODT=NOO SNSIM113
0001=000 SNSIM114
GO TO 19 SMSIM115
26 CODT=CODI SNSIM116
NODT=NODI SNSIM117
0001=0001 SNSIM118
19 IFIFLOWW)7,18,7 SNSIM119
7 CQDW=16026.5*CODW/FLOWW*FF SNSIM120
NOOW=16026.5*NOOW/FLOWW SNSIM121
18 IF(FLOWI)907,908,908 DEC 74
907 J=NT(1) DEC 74
FLOWS(J)=FLOWS(J)+FLOWI DEC 74
FLOWI=-FLOWI DEC 74
CODI=COD DEC 74
NOOI=NOO DEC 74
DODI=DOO DEC 74
SFLOW=0.0 DEC 74
908 FLOW=FLOWI+FLQWW+FLOWT+SFLQW DEC 74
COO={COOI*FLOHI+CODW*FLOWW+COOT*FLOHT+COO*SFLOW)/FLQW SNSIM123
NOD=(NOOI*FLOWI+NODW*FLOWW+NODT*FLOWT+NOD*SFLOW)/FLOW SNSIM124
000=1 000 I*FLQWH-OODW*FLOWW+DOOT*FLOHT+000*SFLOW)/FLOW SNSIM125
BANKC=(45AOOO.*BANKC*VEL)/t28.32*FLOW*5280.) SNSIM126
BANKN=(454000.*BANKN*VEL)/128.32*FLOW*5280.) SNSIM127
BENTH=3.28*BENTH/DEPTH SNSIM128
FLOWA=FLOW/86400. SNSIM129
SFLCW=0.0 SNSIM130
C=CS-DOD SNSIM131
IF(C)23,24,24 SNSIM132
23 C=0.0 • SNSIM133
DOD=CS SNSIM13"
24 DIS=TDIST SNSIMlJ.
WRITE(NX,106)I,SNAME,DIS,COD,NQO,C,FLOWA,OOD SNSIM136
DIS=TDIST-»-OELTA SNSIM137
1 OIST=DIST+OELTA SNSIM138
TDIST=TOIST+OELTA SNSIM139
IF(OIST-SLGTH)3,2,2 SNSIM140
2 TDIST=TOIST-(OIST-SLGTH) SNSIM141
OIST=SLGTH ' SNSIM142
3 OISTN=OIST*5280. SNSIM143
CALL PROF(COOCtCOO»KCfNQDCtNOD,KN,OOOC»KR,000,0 ISTN,VELfALGALf SNSIM144
1BENTH,BANKN,BANKC,KD,A3,B3,C3,D3,E3,I:3,H3) SNSIM145
C=CS-OOOC SNSIM146
IFIO13,14,14 SNSIM147
13 C=0.0 SNSIM148
14 DIS=TDIST SNSIM149
WRITE(NX,105}DIS,CODC,NODC,C,A3,B3,C3,03,E3,F3,H3,DODC SNSIM150
IF(DIST-SLGTH) 1,4,1 SNSIM151
30
-------
APPENDIX A
-------
APPENDIX B
(example problem)
32
-------
The Anduin is a fictitious river system that can be 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 13
and'as shown in figure B-3 and SNSIM is run. The resulting output is
attached.
-------
Chang* in Creii Sectional Area
ANDUIN RIVER SYSTEM
Figure B-l
-------
INITIM tACXCIOUND LOADING
SCHEMATIC OF ANDUIN RIVER SYSTEM
SHOWING REACHES (ENCIRCLED NUMBERS),
SECTIONS AND LOADS
Figure B-2
-------
ACH
1
2
3
A
9
8
5
6
7
8
2
SECTION
UP AN
NBEW
SBEW
UPEW
DNEW
TJNAD
LRAD
LREW
LORI
MDAN '
LOUD
UPGR
DNGR
DNAN
LRAN
SLGTH
(MILES)
9
5
6
3
3
8
11
A
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 FLOWT
°C (CFS) (CFS)
20 100
18 30
18 30
19
19 2
19 -20
19 3.
18.2
20
21
18 10
18 22
19
20
21
KG KD KN
(I/DAY) (I/DAY) (I/DAY)
.3
.3
.3
.3
.3
.3
.3
.
.3
.3
.3
.3
.3
.3
.3
.3
.3
.3
.3
.25
.26
.28
• •- "
2
• *-
.3
.3
.3
.3
.3
.3
.1
.1
.1
.1
.1
.10
,10
.12
.1
.1
.1
.1
.1
.1
.1
TABLE B-l SECTION PARAMETERS
-------
REACH SECTION CODI NODI DODI FLOWW CODW NODW DODW CODT NODT DODT ALGAL
1
2
3
A
9
8
5
6
7
8
2
UPAN
NBEW
SBEW
UPEW
NDEW
UN AD
LRAD
LREU
LORI
MDAN
LOUD
UPGR
DNGR
DNAN
LRAN
1.
2.
1.
2.
1.0
1. 5000. 5000.
1. 100. 0.
.5
2. 1000.
5. 5.
4.5 3.
7.
0.
5.
5.0
0. 0.
.45
.9
BENTH BANKC BANKN
100. 100.
100. 100.
100. 100.
3.9
TABLE B-2: SUMMARY OF LOADS*
*For units see input description
-------
ANOUIN RIVER BASIN
0 100.00 1.00 1.00 1.00 2.0 1 1100000 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-I .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
UNAO 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 II.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
MOAN 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 I.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 01 700000 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
-------
ANOUIN RIVER BASIN
INPUT FOR REAC.H I
FLOWI
NOOI
DELTA
NSF.CT
100.00 CFS
1.00 MG/L
2.00 MILES
1
NT(1)= 0 NT 12)
NTO)>
COOI «
OODI a
NDIST »
NTHIB • 0
1.00 MG/L
1.00 MG/L
NT<*)'
NREAR
ICORo 0
INPUT FOR SECTION UPAN
SLGTH »
FL<1*T =
9.000 MILES
0.0 MOO
0.0 CFS
ALC>AL =
FF = 1.000
OEPTHa 10.000 FEET
COOWa 0.0 LBS/OAV
CODTs 0.0 MG/L
0.0 MG/L/DAY 8ANKC= 100.000 L8S/MI/DAY
ACOEF= 12.900
VEL* 0.600 FPS
NODW» 0.0 LBS/OAY
NODTe 0.0 MG/L
BANKNa 100.000 LBS/MI/OAY
BCOEF= 0.500
OOOVl* 0.0 MG/L
DODTo 0.0. MG/L
ALTa 0.0 FEET
CCOEF« 1.500
REACTION RATES AS INPUT (TEMP = 20 C»
KC= 0.300 /OAY K0= 0.300 /DAY
BENTH= 0.0 GM/M aag/OAY
REACTION PATES AS CONVERTED (TEMP a 20.0 C)
KC= 0.300 /DAY K0» 0.300 /DAY
HENTH= 0.0 GM/M ««2/OAY
KN
KN=
0.100 /OAY
0.100 /OAY
KR= 0.31598 /DAY
KRa 0.31598 /DAY
SECTION SECTION DISTANCE caoo
NUMBER NAME DOWNSTREAM
UPAN
0.0
2.00
A.00
6.00
a.oo
9.00
1.00
1.30
1.58
1.B5
2.10
2.22
NBOD
1.00
1.35
1.69
2.02
2.35
2.SI
DO
B.02
7.99
7.94
7.87
7.78
7.73
FLOW
100.00
A3
B3
DEFICIT COMPONENTS
C3 03 E3 F3
H3
0.94
0.88
0.82
0.77
0.75
0.06
fl.ll
0.15
0.19
0.21
0.02
0.04
O.OS
0.07
0.08
0.01
0.04
0.09
0.15
0.19
0.00
0.01
0.03
O.OS
0.07
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
TOTAL
DEFICIT
1.00
1.03
l .on
1.15
1.24
1.29
-------
INPUT FOR REACH
FLO* I
NOnJ
DELTA
NSECT
NT(l>
30.00 CFS
0.0 MG/L
2.00 MILES
1
NT<2>=
NT<3)
COO I a
DODI •
NO 1ST =
NTRI8 a
NT<4)> 0
o.o MG/L
0.0 MG/L
0
0
NHEAR o -1
ICOR» 0
INPUT FOR SECTION NHEu
SLOTH = 5.000 MILES
FLOWW= 0.0 MGO
FLOWT= 0.0 CFS
0£PTH= 5.000 FEET
COOW= 0.0 LbS/OAY
COOT= 0.0 MG/L
ALGAL= 0.0 • MG/L/DAY 8ANKC» 100.000 LBS/MI/DAY
FF= 1.000
ESCAPE COEF* O.OS30 /FT
VF.L* 1.200 FPS
NODW» 0.0 LHS/UAY DOOW- 0.0 MG/L
NOOT» 0.0 MG/L OODTa 0.0 MG/L
BANKN« 100.000 LBS/HI/OAY ALT= 0.0 FEET
DELTA HTs 9.70 FEET
REACTION PATES AS INPUT UEMP = 20 C)
KC= 0.300 /DAY K0= 0.300 /DAY
8ENTH= 0.0 GM/M «»2/DAY
REACTION RATES AS CONVERTED (TEMP a 18.0 C)
KC= 0.274 /DAY K0» 0.274 /DAY
BENTH= 0.0 GM/M ««2/DAY
KH* 0.100 /DAY
KN
0.086 /OAY
KR«= 1.79328 /DAY
KRa 1.71021 /DAY
SECTION SECTION DISTANCE CBOD
NUMBER NAME DOWNSTREAM
KBEW
0.0
2.00
4.00
5.00
0.0
1.22
2.41
2.99
NBOO
0.0
1.23
2.45
3.06
DO
9.40
9.38
<>.32
9.28
FLOW
30.00
A3
0.0
0.0
0.0
83
0.0
0.0
0.0
DEFICIT COMPONENTS
C3 D3 E3 F3
0.0
0.0
0.0
0.0?
0.06
0.04
0.01
0.02
0.03
H3
0.0 0.0
0.0 0.0
0.0 0.0
TOTAL
DEFICIT
0.0
0.02
0.08
0.12
-------
INPUT FOR REACH 3
FLOWl a
NOOI a
DELTA =
NSECT »
NT(l > a
INPUT FOR
SL6TH a
FLOUW=
FLOWT=
ALGAL=
FF= 1.0
REACTION
KC=> 0
HENTHa
REACTION
XC» 0
HENTH=
SECTION
NUMBER
1
30.00 CFS COOI a o.
0.0 MG/L 0001 a 0.
2.00 MILES NOIST a 0
1 NTRIB a 0
0 NT (2)= 0 NT<3)« 0 NT(4)a 0 NREAf
SECTION SBEW
6.000 MILES OEPTHa 5.000 FEET
0.0 MGD CQDW= 0.0 LBS/OA1
0.0 CFS COOTa 0.0 MG/L
0.0 ' HG/L/DAV BANKCc 100.000 L8S/MI/DA'
00 ACOEFa 12.900
RATES AS INPUT (TEMP a 20 C)
.300 /DAY KOa 0.300 /DAY
0.0 GM/M «.«2/DAY
RATES AS CONVEHTEO (TEMP a la.O C>
.274 /DAY t KOa 0.274 /DAY
0.0 GM/M ««2/DAY
SECTION DISTANCE CBOD NBOO oo
NAME DOWNSTREAM
EBEW 0.0 0.0 0.0 9.40
2.00 1.22 1.23 9.38
4.00 2.40 2.45 9.31
6.00 3.55 3.66 9.21
. 0 MG/L
,0 MG/L
* - 0 ICOR« 0
VEL= 1.100 FPS
r NOOwa 0.0 LBS/DAY OODUa 0.0 MG/L
NOOTa 0.0 MG/L OOOT= 0.0 MG/L
1 BANKNa 100.000 LBS/HI/OAY ALTa 0.0 FEET
HCOEF» O.SOO CCOEFs 1.500
KN» 0.100 /DAY KRa 1.21013 /DAY
KNa 0.086 /OAY KRa 1.15407 /DAY
FLOW DEFICIT COMPONENTS TOTAL
A3 B3 C3 03 E3 F3 H3 DEFICIT
30.00 0.0
0.0 0.0 0.0 0.02 0.01 0.0 0.0 0.02
0.0 0.0 0.0 0.07 0.02 0.0 0.0 0.09
0.0 0.0 0.0 0.14 0.05 0.0 0.0 0.19
-------
INPUT FOR REACH 4
FLOV.I •
NOOI a
DELTA a
NSECT "
NT(1>» 2
0.0 CFS
0.0 MG/L
1.00 MILES
2
NT(2)= 3 NT(3»» 0
CODI =
0001 a
NDIST a
NTHI8 a
NT(4)a 0
0.0 MG/L
0.0 MG/L
0
2
NHEAR • 0
ICORa
INPUT FOR SECTION UPEW
SLGTH =
FLOWW=
ALGAL*
FF= 1.000
3.000 MILES
o.o MRO
0.0 CFS
0.0 -MG/L/OAY
OEPTHo 8.000 FEET
CODWB 0.0 LHS/DAY
CODT = 0.0 MG/L
8ANKC= 0.0 LBS/MI/OAY
ACOEF= 12.900
VEL» 1.000 FPS
NOOWa 0.0 LHS/OAY
NOOT = 0.0 MG/L
BANKN= o.o LBS/MI/DAY
6CO£F= 0.500
OOOWa 0.0 MG/L
OODT* 0.0 MG/L
ALT= 0.0 FEET
CCOEF= 1.500
REACTION RATES AS INPUT (TEMP = 20 C)
KC= 0.300 /OAY KD= 0.300 /DAY
BENTH= 0.0 GM/M BB2/DAY
REACTION PATES AS CONVERTED (TEMP = 19.0 C)
KC= O.?fi7 /DAY KD= 0.287 /DAY
BENTH= 0.0 GM/M Beg/OAY
KN=
KNo
o.ioo /OAY
0.093 /OAY
0.57011 /DAY
KRs 0.55674 /OAY
SECTION SECTION DISTANCE
NUM8EH NAME
I UPEW
INPUT FOR SECTION ONEW
STANCE
INSTREAM
0.0
1.00
2.00
3.00
CBOD
3.27
3.21
3.15
3.10
NBOO
3.36
3.34
3.32
3.30
00 FLOW
A3
9.05 60
8.98
8.92
8.66
.00
0.15
0.15
0.14
83
0.06
0.11
0.16
DEFICIT COMPONENTS
C3 03 £3 F3
0.0?
0.04
0.05
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
H3
0.0
0.0
0.0
TOTAL
DEFICIT
0.16
0.23
0.29
0.35
SLGTH =
FLOWW=
ALGAL=
FF= i.ono
3.000 MILES
0.0 MGO
2.000 CFS
o.o MG/L/DAY
OEPTH= 8.000 FEET
COOWa 0.0 LBS/DAY
CODT= 5.000 MG/L
BANKC= 0.0 LBS/MI/DAY
ACOEF= 12.900
VELa 1.000 FPS
NODWa 0.0 LBS/OAY
NODT= 5.000 MG/L
BANKNs 0.0 LBS/MI/OAY
BCOEF= 0.500
o.o MG/L
nOf)T= 5.000 MG/L
ALT= 0.0 FEET
CCOEFs 1.500
aaaaaaa«aaeflaaaeaaaaaaaaaaeaaaaaa«aaaaaaa*eaaaaea«aeaaaaaae«aaaaeaaae»»a«aaa*aaa*aaaBaaaaaaa*«aa«eaaaaaaiiaa«aaa«**
REACTION RATES AS INPUT (TEMP = 20 C)
KC= 0.300 /OAY K0= 0.300 /DAY KN» 0.100 /DAY KHa 0.57011 /DAY
BENTH= 0.0 GM/M »»2/OAY
REACTION RATES AS CONVERTED (TEMP a 19.0 C)
KC= n.?P7 /OAY KD= 0.287 /DAY
HENTHs 0.0 GM/M «6?/OAY
aai>»«aeaa0»aa«ae>aaaaaai>
-------
ONEW ' 3.00 3.16 3.36 8.71 62.00 O.SO
4.00 3.11 3.34 8.hS 0.49 0.05 0.0? 0.0 0.0 0.0 0.0 O.b6
S.OO 3.OS 3.32 8.60 0.47 0.11 0.04 0.0 0.0 0.0 0.0 . 0.61
6.00 3.00 3.30 8.S5 0.45 O.lb 0.05 0.0 0.0 0.0 0.0 0.66
-------
INPUT FOR REACH 9
FLO* I "
NODI «
OEl.TA a
NSECT a
NT<1>= 4
-20.00 CFS
0.0 MG/L
1.00 MILES
2
NT(2)» 0 N
COO I «
OODI a
NOIST
NTP19
NT<4)= 0
1
0.0 MG/L
0.0 MG/L
NHEAR
ICOR =
INPUT FOR SECTION UNAD
SLGTH a 8.000 MILES DEPTH-
0.0 MGO CODWa
0.0 CFS CODTa
ALGAL= o.o MG/L/OAY
FF«= 1.047 ALTa
7.100 FEET
0.0 LBS/OAV
o.o
0.0 FEET
VEL« 1.500 FPS
NOOVta 0.0 LBS/OAY
NOOTa o.o MG/L
BANKC* 0.0 LBS/MI/DAY
DOOWa 0.0 MG/L
OOOTS o.o MG/L
BANKN* 0.0 LBS/Ml/OAV
REACTION RATES AS INPUT (TEMP
KC= 0.300 /DAY K0=
BENTH= 0.0 GM/M »«2/OAY
20 C)
0.250 /DAY
KM
0.100 /DAY
KH= 0.15000 /DAY
REACTION HATES AS CONVERTED (TEMP a 19.0 C)
KC= 0.287 /OAY KDa 0.239 /DAY
HENTH= 0.0 GM/M o»2/DAY
KN
0.093 /DAY
KRs 0.14648 /DAY
SECTION SECTION DISTANCE
NUMBER NA«E DOWNSTREAM
UNAD
0.0
1.00
2.00
3.00
4.00
S.OO
6.00
7.00
8.00
CBOD
3.00
2.96
2.93
2.90
2.86
2.83
2.80
2.76
2.73
NBOD
3.30
3.29
3.28
3.26
3.25
3.24
3.23
3.21
3.20
DO
FLOW
8.55 20.00
8.51
8.47
8.44
8.40
8.37
8.33
8.30
8.26
A3
DEFICIT COMPONENTS
C3 03 E3 F3
H3
0.66
0.65
0.65
0.65
0.64
0.64
0.63
0.63
0.03
0.06
0.09
0.11
0.14
0.17
0.19
0.22
0.01
0.02
0.04
0.05
0.06
0.07
0.06
0.10
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0..
0.0
0.0
0.0
0.0
TOTAL
DEFICIT
0.66
0.70
0.74
0.77
O.B1
0.84
0.88
0.91
0.94
INPUT FOR SECTION LRAD
SLC.TH
FLOV«T =
ALGAL=
FF= 1.047
11.000 MILES
0.0 MGO
3.000 CFS
0.0 MG/L/OAY
DEPTH= 7.300 FEET
CODW= 0.0 LBS/DAY
COOT= 4.500 MG/L
ALT= 0.0 FEET
VF.LB i.ioo FPS
NODVa 0.0 LBS/DAY DOOwa
NODTa 3.000 MG/L OOOTa
o.o LBS/MI/DAY BANKN=
0.0 MG/L
5.000 MG/L
0.0 LBS/MI/OAY
REACTION RATES AS INPUT
KC= 0.300 /DAY
HENTH= 0.0 GM/M
(TEMP
KO
a 20 C)
0.260 /OAY
KN
0.100 /DAY
KUa 0.1SOOO /DAY
REAC1ION PATFS AS CONVERTED (TEMP a 24.0 C)
KC= 0.3ft! /DAY K0= 0.312 /DAY
BENTM= 0.0 GM/M «»2/OAY
KN*
0.136 /DAY
KH= 0.16493 /DAY
-------
SECTION SECTION DISTANCE CHOD NHOO oo FLOW DEFICIT COMPONENTS TOTAL
NUMBER NAME DOWNSTHEAM A3 83 C3 03 E3 F3 H3 DEFICIT
2 LRAD 6.00 2.96 3.1*1 6.H6 23.00 1.47
9.00 2.40 3.15 6.80 1.46 0.05 0.02 0.0 0.0 0.0 0.0 1.53
10.00 2.05 3.13 6.74 1.45 0.10 0.05 0.0 0.0 0.0 0.0 1.54
11.00 2.79 3.10 6.68 1.43 0.15 0.07 0.0 • 0.0 0.0 0.0 1.65
12.00 2.73 3.08 4.63 1.42 0.19 0.09 0.0 0.0 0.0 0.0 1.71
13.00 2.68 3.06 6.57 1.41 0.24 0.12 0.0 0.0 0.0 0.0 1.76
14.00 2.63 3.04 6.52 1.39 0.2H 0.14 0.0 0.0 0.0 0.0 1.81
15.00 2.57 3.01 6.47 1.38 Q.33 0.16 0.0 0.0 0.0 0.0 1.87
16.00 2.52 2.99 6.42 1.37 0.37 O.lfl 0.0 0.0 0.0 0.0 1.91
17.00 2.47 2.97 6.37 1.36 0.41 0.20 0.0 0.0 0.0 0.0 1.96
ia.00 2.42 2.94 6.32 1.34 0.44 0.22 0.0 0.0 0.0 0.0 2.01
19.00 2.38 2.92 6.28 1.33 0.48 0.24 0.0 0.0 0.0 0.0 2.05
-------
INPUT FOR REACH 8
FLO*1 a
NOD I a
DELTA «
NSECT a
NT(U =
INPUT FOW
SLfiTH «
FLOtoT=
ALfiAL=
FF= 1.0
REACTION
KC= 0
0.0 CFS
0.0 MG/L
1.00 MILES
1
4 NT(2)a 0 N
SECTION LHEW
4.000 MILES
0.0 MOD
0.0 CFS
0.0 MG/L/DAY
00
RATES AS INPUT
.300 /DAY
T(3)« 0
DEPTH"
CODWa
COOTa
BANKC=
ACOEF=
(TEMP a 20
KOa 0
COO I a 0.0
DOOI » 0.0
NOIST a 0
NTHIB » 1
NT (4) a 0 NHEAR a
8.300 FEET
0.0 LBS/DAY
0.0 MG/L
0.0 LBS/MI/DAY
12.900
C)
.280 /DAY
MG/L
MG/L
0
VEL-
NOOTa
HCOEF'
KN»
ICOR.
1.400 FPS
0.0 LBS/OAY
0.0 MG/L
o.o LBS/MI/OAY
DOOwa 0.0 MO/L
DOOT» 0.0 MG/L
ALT= 0.0 FEET
CCOEFs 1.500
0.120 /DAY
KRa 0.63832 /DAY
REACTION PATES AS CONVERTED (TEMP a 18.3 C)
KC= 0.?76 /DAY KOa 0.258 /DAY
RENTH= o.o GM/M
KN= 0.104 /DAY
KR= 0.61164 /DAY
SECTION SECTION
NUMBER NAME
1 LREW
STA.NCE
NSTREAM
0.0
1.00
2.00
3.00
4.00
C80D
3.00
' 2.96
2.93
2.89
2.86
NBQO
3.30
3.29
3.27
3.26
3.24
00 FLOW
A3
8.70 42
8.67
8.64
8.61
6. 59
.00
0.64
0.63
0.61
0.59
B3
0.03
0.06
0.10
0.12
DEFICIT COMPONENTS
C3 03 £3 F3
0.01
0.03
0.04
0.06
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
H3
0.0
0.0
0.0
0.0
TOTAL
DEFICIT
0.66
0.69
0.72
0.75
0.78
-------
INPUT FOR REACH 5
FLOHI « 0.0 CFS CODI a 0.
NODI = 0.0 MG/L 000! a 0.
OELTA = 2.00 MILES NDIST - 1
NSECT » 2 NTHIH • 2
NT(l)a 1 NT(2)= 8 NT (3) " 0 NT(4)a 0 NREAR
INPUT FOR SECTION LORI
SLGTH = 6.000 MILES DEPTHa 15.000 FEET
FLOWUa 1.000 MGD COOW" 5000.000 LBS/DAY
FLOWT= 0.0 CFS COOTa 0.0 MG/L
ALGAL= O.O' MG/L/OAY BANKC= 0.0 LBS/MI/DAY
FFa 1.000 ACOEF= 12.900
REACTION HATES AS INPUT (TEMP a 20 C)
KC= 0.300 /OAY KOa 0.200 /DAY
BENTHs 3.9000 GM/M aag/QAY
REACTION RATES AS CONVERTED (TEMP a 20.0 c>
KC = 0.300 /DAY KDa 0.200 /OAY
BENTHa 3. 9000 GM/M »«2/OAY
SECTION SECTION DISTANCE caoo NBOO oo
NUMBER NAME DOWNSTREAM
1 LORI 9.00 8.84 9.16 7.82
11.00 8.22 8.94 7.04
13.00 7.64 8.72 6.31
15.00 7.10 8.51 5.65
INPUT FOR SECTION MOAN
SLGTH = 5.000 MILES OEPTHa 15.000 FEET
FLOWWs 1.000 MOO COOU= 100.000 LBS/DAY
FLOWT= 0.0 CFS COOT= 0.0 MG/L
ALGAL= 0.0 MG/L/DAY 8ANKC= 0.0 LBS/MI/DAY
FF= 1.000 ACOCF= 12.900
REACTION RATES AS INPUT (TEMP a 20 C)
KC= 0.300 /DAY K0= 0.300 /DAY
BENTH= o.o GM/M "BJ/OAY
REACTION RATES AS CONVERTED (TEMP a 21.0 C)
KC= 0.314 /DAY KD= 0.314 /OAY
RENTHs 0.0 GM/M BB^/QAY
0 MG/L
0 MG/L
« 0 ICORa 0
VELa 0.500 FPS
NODwa 5000.000 LBS/OAY OODWB
NODTa 0.0 MG/L OOOTa
BANKNa 0.0 LBS/MI/DAY ALT=
BCOEFa 0.600 CCOEFs
KNa 0.100 /DAY KRa 0.
V.H* 0.100 /OAY KRa 0.
FLOW DEFICIT COMPONENTS
A3 B3 C3 03 £3
143.54
1.16 0.41 0.22 0.0 0.0 0
1.11 0.77 0.42 0.0 0.0 0
1.07 1.10 0.61 0.0 0.0 0
VFL=» 0.500 FPS
NOD4s 0.0 LBS/DAY OODW=
NOOTs 0.0 MG/L OOOTo
OANKNs o.o LBS/MI/OAY ALT=
BCOEFo 0.500 CCOEF=
KN= o.ioo /DAY KRa o.
KN= 0.10A /DAY KR= 0.
7.000 MG/L
o.o MG/L
0.0 FEET
1.500
Afe4ttttlfttt44ttttfrtt4tt4t4l4ttttt'
15701 /DAY
15701 /DAY
TOTAL
F3 H3 DEFICIT
1.20
.0 0.20 1.99
.0 0.40 2.71
.0 0.59 3.37
0.0 MG/L
0.0 MG/L
0.0 FEET
1.500
15701 /DAY
16078 /DAY
SECTION SECTION DISTANCE
NUMBER KAME OOWNSTHEAM
CBOD
NBOD
00
FLOW
A3
B3
DEFICIT COMPONENTS
C3 03 E3 F3
TOTAL
H3 DEFICIT
-------
MOAN 15.00 7.15 8.42 5.51 1*5.OH 3.33
17.00 6.62 8.20 4.90 3.?1 0.52 0.22 0.0 0.0 0.0 0.0 3.94
19.00 6.13 7.99 4.37 3.08 0.98 0.42 0.0 0.0 0.0 0.0 4.4B
20.00 S.90 7.68 4.12 3.02 1.19 0.51 0.0 0.0 0.0 0.0 4.72
-------
INPUT FOR REACH 6
FLOWl = 10.00 CFS
NODI > 2.00 MG/L
DELTA » 2.00 MILES
NSECT » 1
NT(l>c 0 NT(2I* 0 NT(3)» 0
COOI >
DODI *
NOI'iT B
NTRIH «
)a 0
2.00 MG/L
0.50 MG/L
0
0
NREAR • 0
ICORa 0
INPUT FOR SECTION LOUO
SLGTH = . 8.000 MILES
FLOWX= 0.0 MGD
FLOWT= 0.0 CFS
ALRAL= 0.0 -MG/L/OAY
FF= 1.000
DEPTH;
CO()W=
CODT»
8ANKC
ACOEF
1.000 FEET
0.0 L8S/OAY
0.0 MG/L
0.0 LBS/MI/DAV
REACTION PATES AS INPUT (TEMP = 20 C)
KC= 0.300 /DAY K0= 0.300 /DAY
0.0 GM/M «»2/OAY
REACTION RATES AS CONVERTED (TEMP a lfl.0 C)
KCs 0.274 /DAY KOo 0.274 /DAY
HEN'TH= 0.0 GM/M «»2/OAY
VFL=» 1.000 FPS
NODW- 0.0 LBS/OAY
NOOT- 0.0 MG/L
BANKNs o.o LBS/MI/OAY
BCOEFa O.SOO
KM
KN
OODWa 0.0 MG/L
OOOT= 0.0 MG/L
4LTs 0.0 FEET
CCOEFe 1.500
0.100 /DAY
0.086 /DAY
KR=12. 90000 /DAY
KR»12.30242 /DAY
SECTION SECTION DISTANCE CHOO
NUMBER NAME DOWNSTREAM
LOUD
NBOD
00
FLOW
A3
B3
DEFICIT COMPONENTS
C3 D3 E3 F3
0.0
2.00
4.00
6.00
Q. 00
2.00
1.93
1.87
1.81
1.75
2.00
1.98
1.96
1.94
1.92
8.90 10
9.25
9.33
9.34
9.35
.00
0.11
0.02
0.01
0.00
0.01
0.04
0.04
0.04
0.01
0.01
0.01
0.01
0.0
0.0
0.0
0.0
H3
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
TOTAL
DEFICIT
0.50
0.16
0.08
0.06
0.05
-------
INPUT FOR REACH 7
FLOWI =•
NODI 3
DELTA a
NSECT =
NT(1)= 0
22.00 CFS
0.0 MG/L
2.00 MILES
1
NT(2)a 0 NT(3)« 0
C001 -
DODI «
NDIST «
NTRIB c
NT(4)s Q
0.0 MG/L
0.0 MG/L
0
0
NREAR « 0
ICORa 0
INPUT FOR SECTION UPGR
SLGTH »
FLOWW=
4.000 MILES
2.000 MGO
0.0 CFS
0.0 M6/L/OAY
FF= I. 000
DEPTH* 8.000 FEET
coowa 1000.000 LBS/DAY
COOT* o.o KG/L
BANKCa 0.0 LBS/MI/OAY
ACOEF= 12.400
VEL» 0.900 FPS
NOOWs 0.0 LBS/OAY
NODTo 0.0 MG/L
BANKNS o.o LBS/MI/DAY
BCOEF» O.SOO
o.o MG/L
nooT» o.o MG/L
ALT= 0.0 FEET
CCOEFa 1.500
a aa»a»aa«»inxnia«oooaa«uBa»«o««!Ooii oeoodon oaaa<)aii*aaa*aoaa«Dai>oo<>a<>«a«**<>«*B
REACTION RATES AS INPUT (TEMP = 20 C)
KC= 0.300 /OAY KOs 0.300 /DAY KN» 0.100 /DAY KH* 0.54085 /DAY
BENTH= 0.0 GM/M
REACTION RATES AS CONVERTED (TEMP • 18.0 C)
KC= 0.274 /DAY K0= 0.274 /DAY
BENTHa 0.0 GM/M «»2/DAY
KN
0.086 /OAY
KH» 0.51579 /DAY
SECTION SECTION
NUMBER NAME
1 UPGR
STANCE
NSTREAN
0.0
2.00
4.00
CBOD
1
. 7.40
7.13
6. 87
NSGD
0.0
0.0
0.0
DO
9.40
9.14
8.91
FLOW
A3
25.08
0.0
0.0
B3
0.26
0.49
DEFICTT COMPONENTS
C3 03 E3 F3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
H3
0.0
0.0
TOTAL
DEFICIT
0.0
0.26
0.49
-------
INPUT FOR REACH 8
FLOWI =
won I =
DELTA =
NSfiCT »
NTH)*
INPUT FOR
SLGTH =
FLOVJW*
FLOWT=
ALfiALa
0.0 CFS
0.0 MG/L
2.00 MILES
1
7 NT<2)» 6 NT
SECTION ONGR
3.000 MILES
0 . 0 MOD
0.0 CFS
0.0 • MG/L/OAY
FF= 1.000
REACTION
KC= 0
(3)» 0
DEPTH=
CODUa
CODTa
BANKCs
ACOEFs
RATES AS INPUT (TEMP a 20
.300 /DAY K0» 0
CODI a 0.0
0001 a 0.0
NDIST « 7
NTRIB » 2
NT (41* 0 NREAR «
10.000 FEET
0.0 LBS/OAY
0.0 MG/L
0.0 L8S/MI/OAY
12.900
C)
.300 /DAY
MG/L
MG/L
0
VEL
NOD
NOD
BAN
HCO
KNa
ICORc
0.800 FPS
0.0 LBS/OAY
0.0 MG/L
o.o LBS/MI/DAY
O.SOO
0.0 MG/L
o.o MG/L
ALTs 0.0 FEET
CCOEFs 1.500
0.100 /DAY
KRa 0.36487 /DAY
PF.ACTJON RATES AS CONVERTED (TEMP a IQ.o C)
KC= O.?fl7 /DAY KD= 0.287 /DAY
0.0 GM/M ««2/OAY
0.093 /DAY
KHa 0.35632 /DAY
SECTION SECTION
NUMBER NAME
1 DNGR
STANCE
NSTREAM
4.00
6.00
7.00
CBOD
5.41
5.18
5.06
NBOO
0.55
0.54
0.54
DO
8.84
8.63
8.53
FLOW
A3
35.08
0.35
0.34
B3
0.23
0.33
DEFICIT COMPONENTS
C3 03 E3 F3
0.01
0.01
0.0
0.0
0.0
0.0
0.0
0.0
H3
0.0
0.0
TOTAL
DEFICIT
0.37
0.56
0.68
-------
INPUT FOR REACH 2
FLOhl =
NODI =
DELTA «•
NSF.CT =
NTU)» 5
0.0 CFS
0.0 MG/L
2.00 MILES
?
NT(2)» 8 N
NT(3)'
COO I =
0001 a
NOIST - 5
NTRIO • 3
NT<4)= 0 NREAH
0.0 MG/L
0.0 MG/L
ICORs
INPUT FOR SECTION DNAN
SLGTH a 6.000 MILES
FLOWMa 0.0 MGD
FLOWT= o.o CFS
ALGAL" 0.450 MG/L/OAY
FF= 1.000
DEPTH" 20.000 FEET
COOWa 0.0 LHS/OAY
COOT" 0.0 MG/L
8ANKC" 0.0 LHS/MI/DAV
ACOEFo 12.900
0.400 FPS
0.0 LBS/OAY
0.0 HG/L
o.o LBS/MI/OAY
EtCOEFa O.SOO
VEL»
NODW
NODT
0.0 HG/L
OOOT» 0.0 MG/L
Al.T= 0.0 FEET
CCOEF* 1.500
• oi)«oi>iia»»»o»oin>oiio«ooo»iioooini»ii»oo»ii<>ooo»»ooooo»«o«o«««oi»»o««o»«oooooo»o«eoooooooo»oo«o«»»
REACTION PATES AS INPUT (TEMP a 20 C)
KCa 0.300 /DAY KOs. 0.300 /DAY KN» 0.100 /DAY KP« 0.09122 /DAY
BENTH= 0.0 GM/M «»2/OAY
REACTION RATF.S AS CONVERTED (TEMP =» 20.0 C)
KC= 0.300 /DAY KD= 0.300 /DAY
BENTH= 0.0 GM/M ««2/OAY
KN
0.100 /DAY
KR= 0.0<)122 /DAY
SECTION SECTION DISTANCE
NUMBER NAME DOWNSTREAM
DNAN
CROC
N80D
00
FI nw
A3
B3
DEFICIT COMPONENTS
C3 03 E3 F3
H3
20.00
22.00
24.00
26.00
S.36
' 4.89
4.46
4.07
6.05
5.87
5.69
5.52
5.30 203
4.90
4.55
4.25
.16
3.62
3.52
3.42
0.46
0.87
1.23
0.1*
0.35
0.51
0.0
0.0
0.0
0.0 -0.14 0.0
0.0 -0.27 0.0
0.0 -0.40 0.0
TOTAL
DEFICIT
3.72
4.13
4.47
4.77
INPUT FOR SECTION LRAN
SLGTH
FLOWT=
ALGAL=
FF= 1.000
20.000 MILES
0.0 MOD
0.0 CFS
0.900 MG/L/OAY
DEPTH* 20.000 FEET
CODW= 0.0 LBS/DAY
CODT= 0.0 MG/L
8ANKC* 0.0 LBS/MI/DAY
ACOEF= 12.900
VEL
NODVf=
NOOT=
BANKN"
0.200 FPS
0.0 LBS/DAY
0.0 MG/L
0.0
O.SOO
LBS/MI/OAY
OOOH* 0.0 MG/L
OOOT3 0.0 MG/L
ALTa o.O FEET
CCOEFc 1.500
o»oooooaoooo««i>oooooauoiio»eo«ttotn>uoii(iaooiiooooo»ooooinioa»oaoooooin>ooo«oO(»o»oooo
REACTION RATES AS INPUT (TEMP a 20 C)
KC= 0.300 /DAY KD= 0.300 /DAY KNs 0.100 /DAY KR= 0.06450 /DAY
BENTHa 0.0 GM/M ««2/DAY
REACTION RATES AS CONVERTED (TEMP a 21.0 C)
KC= 0.314 /DAY KOa 0.314 /DAY KN= O.lOfl /DAY
8ENTH= 0.0 GM/M «»2/DAY
• aouaaooaaoaaoeoaoaoaeoouBoanoBooa8aoeaoaaeaeaaoeooo«oooooeooooaoo»ot»oooo««
-------
I. RAN
26.00
20.00
30.00
12.00
34.00
16.00
38.00
40.00
42.00
44.00
46.00
', .OB
3.37
2.78
2.30
1.90
1.56
1 .29
1.07
o.nn
0./3
0.60
5.53
•i.ie
4.«5
A. 5'.
-•.25
3.98
3.72
3.4U
3.26
3.05
2.IH.
'. . Oil
3. /6
3.60
3.57
3.64
3.79
4.01
4.29
4,61
4.V6
5.34
203.
'..50
4.40
4.22
4.05
3.H9
3.74
3.59
3.45
3.31
3. 10
0.
I.
1.
2.
2.
2.
a.
2.
2.
2.
70
25
67
00
25
42
55
63
68
70
0
0
0
1
1
1
1
1
2
2
.35
.66
.93
. Ifl
.40
.59
. 76
.91
.04
. 15
0
0
0
0
0
0
0
0
0
0
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
-0
- 1
-I
-2
-2
-2
-3
-3
-4
-4
.53
.05
.55
.03
.49
.93
.35
.76
. 15
.52
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
o.oo
0.00
4.76
5. OH
5.24
5.28
5.20
5.05
4.H3
4.55
4.23
3. HO
3.50
-------
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
------- |