SEPA
United States '
Environmental Protection
A9ency
Office of
Water Programs Operations
Washington DC 20460 (WH-595)
EPA-430/9-79-004
February 10, 1979
Water
1978 Needs Survey
Do not remove. This document
should be retained in the EPA
Region 5 Library Collection.
Continuous Stormwater Pollution
Simulation System-
Users Manual
FRD-
-------
DISTRIBUTION STATEMENT
Additional copies of this document may be purchased from:
National Technical Information Servut;
Springfield, Virginia 22151
Telephone: 703-557-4650
To obtain a copy of the source deck of the computer program
described in this users manual from EPA, contact:
National Technical Information Service
Springfield, Virginia 22151
Telephone: 703-557-4763
or
Mr. Richard Kezer
Facility Requirements Division (Wh-595)
Office of Water Program Operations
Environmental Protection Agency
401 M Street, S.W.
Washington, D.C. 20460
Telephone: 202-426-4443
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1978 NEEDS SURVEY
CONTINUOUS STORMWATER POLLUTION
SIMULATION SYSTEM
USERS MANUAL
Project Officer
Philip H. Graham
Facility Requirements Division
Office of Water Program Operations
Environmental Protection Agency
401 M Street, S.W.
Washington, D.C. 20460
Contract No. 689-01-3993
EPA Report No. 430/9-79-004
FRD Report No. 4
February 10, 1979
U-S, Environmental Protection A^3f
Region V, Library
230 South Dearborn Street »-
Chicago, Illinois 60604 ^^
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CONTENTS
Page
TABLES iv
FIGURES v
ACKNOWLEDGEMENTS vi
Chapter
1 INTRODUCTION AND OVERVIEW 1-1
SYSTEM STRUCTURE 1-1*
COMPUTATIONAL SEQUENCE 1-3
MAIN PROGRAM 1-3
INPUT DATA FOR MAIN 1-4
2 RAINFALL SIMULATOR (MODULE 10) 2-1
PURPOSE 2-1
DEFINITIONS AND ASSUMPTIONS 2-1
MATHEMATICAL MODELS 2-3
LOG TRANSFORMATIONS 2-5
SIMULATION PROCESS 2-5
INPUT REQUIREMENTS 2-6
3 WATERSHED RUNOFF (MODULE 20) 3-1
SCS RAINFALL-RUNOFF PROCLbURE 3-1
TIME-AREA ROUTING 3-4
COMPUTATIONAL PROCESS 3-8
INPUT DATA 3-8
4 POLLUTION ACCUMULATION AND WASHOFF
(MODULE 30) 4-1
ACCUMULATION 4-1
WASHOFF 4-1
INPUT DATA 4-3
SELECTION OF THE WATERSHED WASHOFF
COEFFICIENT K 4-3
SELECTION OF POLLUTANT DECAY RATES 4-5
SELECTION OF POLLUTANT ACCUMULATION RATE 4-6
COMPUTATIONAL SEQUENCE 4-9
SEWER SYSTEM INFILTRATION (MODULE 40) 5-1
INFILTRATION QUANTITY 5-1
INFILTRATION QUALITY 5-2
COMPUTATIONAL SEQUENCE 5-4
INPUT DATA 5-5
U,S. Environmental Protection Agency
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CONTENTS—Continued
Chapter Page
6 STORAGE/TREATMENT (MODULE 50) 6-1
COMPUTATIONAL PROCESS 6-1
INPUT DATA 6-3
7 DRY-WEATHER WASTEWATER TREATMENT PLANT
FLOW (MODULE 60) 7-1
FLOW RATIOS 7-1
INPUT DATA 7-1
8 UPSTREAM FLOW (MODULES 70 AND 71) 8-1
DAILY STREAMFLOW (MODULE 70) 8-1
INPUT DATA (MODULE 70) 8-3
STOCHASTIC MONTHLY STREAMFLOW
SIMULATOR (MODULE 71) 8-3
INPUT DATA (MODULE 71) 8-5
9 RECEIVING WATER RESPONSE (MODULES 80,
81, AND 82) 9-1
PURPOSE AND OVERVIEW 9-1
UPSTREAM FLOW QUALITY 9-1
SUSPENDED SOLIDS RESPONSE (MODULE 80) 9-4
DISSOLVED OXYGEN RESPONSE (MODULE 81) 9-4
Receiving Water Hydraulics 9-5
Saturation DO 9-6
Carbonaceous Waste Decay Rate Kl 9-8
Nitrogenous Waste Decay Rate K3 9-9
Atmospheric Reaeration Rate K2 9-10
Sediment Uptake Rate SB 9-12
Dissolved Oxygen in a Stream 9-14
Dissolved Oxygen in an Estuary 9-16
Computational Sequence 9-17
DISSOLVED LEAD RESPONSE (MODULE 82) 9-19
Conversions and Definitions 9-21
Determination of [CT] for Each Inflow 9-24
Mixing of Inflows 9-24
Determination of pH for Mixed Flows 9-25
Precipitation Determination 9-25
Dissolved Lead Determination 9-27
Computational Sequence 9-27
INPUT DATA 9-28
REFERENCES
Appendix
A CODING INSTRUCTIONS A - 1
B FORTRAN LISTING OF CONTINUOUS STORMWATER
POLLUTION SIMULATION SYSTEM (CSPSS) B - 1
C EXAMPLE PROBLEMS C - 1
ill
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TABLES
Table Page
1-1 Module Code Definitions 1-5
3-1 Rainfall Runoff Computations 3-2
3-2 CN Values 3-5
3-3 Example Time-Area Routing for LF = 2 3-7
4-1 Estimating Annual Pollutant Yield 4-7
7-1 Hourly Flow Ratios 7-2
7-2 Daily Flow Ratio 7-2
9-1 Example Upstream Flow Water Quality
Matrix for Des Moines, Iowa 9-3
9-2 Example Computation of Hydraulic Constants
for a Free Flowing Stream 9-7
9-3 Average Values of Oxygen Uptake of River
Bottoms 9-13
9-4 Estimated Longitudinal Tidal Dispersion
Coefficients 9-18
9-5 Equilibrium Constants for the Dissolved
Lead Response Model 9-21
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FIGURES
Figure
1-1 General flow chart for CSPSS
2-1 Rainfall array definition sketch
2-2 Monthly rainfall and season definition for
Des Moines, Iowa
3-1 Example cumulative rainfall runoff curves
3-2 Chart for selection of CN II values
4-1 Pollution accumulation washoff functions
4-2 Chart for selection of K values
5-1 Definition sketch illustrating infiltration
overflow array
6-1 Definition sketch storage/treatment system
8-1 Definition sketch showing upstream flow, mixing
zone, and receiving zone
9-1 Example cumulative frequency curves for dissolved
oxygen
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ACKNOWLEDGEMENTS
This report was prepared by CH2M HILL, Inc. Michael J. Mara
served as project systems analyst and was responsible for development
of the computer code. Michael G. Cullum and Norman N. Hatch were
instrumental in the formulation of the dissolved lead response
portion of the receiving water module. Typing and editorial
services were provided by the Gainesville Office Word Processing
Center. Ronald L. Wycoff served as project manager and was
responsible for overall design of the simulation program.
VI
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B Chapter 1
INTRODUCTION AND OVERVIEW
The Continuous Storm-water Pollution Simulation System (CSPSS) .
has been developed for use in the 1978 'Facilities Needs Estimate
for Control of Pollution from Combined Sewer Overflow (CSO),
Category V, and for Urban Storm-water Runoff, Category VI. The
model has been applied to 14 selected urban area/receiving water
systems and used to estimate the impact of CSO and urban runoff
on receiving water quality on a continuous, long-term basis. The
three main objectives of these studies are (1) determine if a
particular urban area/ receiving water system is presently experi-
encing a receiving water quality water problem, (2) determine how
much of the problem, if any, is due to CSO and urban stormwater
runoff, and (3) determine the level of pollutant removal required
to achieve selected water quality goals.
SYSTEM STRUCTURE
The Continuous Stormwater Pollution Simulation System is structured
as a series of modules, each designed to perform a certain set of
hydrologic or water quality computations. These modules are
nested; that is, output of one may become input to another. In
some cases, more than one option is available to perform a given
function, and the system is structured such that additional
modules may be developed and added in the future with a minimum
of changes to the existing modules.
Basic functions which may be simulated on a continuous basis are
listed as follows.
1. Local rainfall.
2. Local runoff.
3. Pollutant washoff.
4. Sewer system infiltration.
5. Storage/treatment.
6. Dry-weather wastewater flow.
7. Receiving water streamflow.
8. Receiving water quality response.
These modules may be executed in logical sequential order to
produce the desired simulation. A general flow chart of the
simulation system is shown in Figure 1-1.
1-1
-------
MAIN
\
r i
RAINFALL
(RAINFL)
I
RUNOFF
(RUNOFF)
1
(30)
WASHOFF^
(RUNQLT)
I
SEWER @
SYSTEM
INFILTRATION
(INFL)
I
DRY- ® ®
WEATHER STREAMFLOW
FLOW (UPSTREAM)
(DRYWEA) (DSRD)
(5(3)
STORAGE/ v-x
TREATMENT
(STOR)
1 1 1
(STREAM/ESTUARY)
(RECWAT)
FIGURE 1-1. General flow chart of CSPSS.
-------
The numbers given in each box on Figure 1-1 are module identifiers
which are associated with each computation routine. The series
10 through 50 (rainfall through storage/treatment) constitutes
the urban runoff and combined sewer system pollution generation
simulation. The 60 module and 70 module generate wastewater
treatment flow and upstream receiving water flow, respectively.
Output from the 10 through 50 series and modules 60 and 70 are
input to module 80 which computes receiving water quality resulting
from these inputs.
COMPUTATIONAL SEQUENCE
The basic computational sequence involves the generation of a
number of arrays. The first array is the rainfall array, developed
in the rainfall module (10), which drives the remainder of the
urban runoff pollution generation sequence.
The runoff module (20) converts the rainfall array to a runoff
array which represents the hydrologic response of the urban area.
Either one or two watersheds may be represented, and, therefore,
either one or two runo'ff arrays may be generated.
The washoff module (30) simulates the processes of pollution
accumulation and subsequent pollutant washoff for four constituents:
suspended solids (SS), five-day biochemical oxygen demand (BOD),
total kjeldahl nitrogen (TKN), and lead (Pb). Thus, four runoff
quality arrays are defined for each watershed.
The sewer system infiltration module (40) is optional and applies
to sewer systems subject to infiltration-induced overflow. This
module will generate an infiltration array based on the recent
time history of daily rainfall. Quality arrays for SS, BOD, TKN,
and Pb are also developed, and these arrays are combined with the
runoff quantity and quality arrays.
The storage/treatment module (50) simulates the effects of a
storage/treatment system on the runoff hydrograph and on runoff
quality.
The receiving water response module (80) determines the water
quality response of the receiving stream immediately downstream
of the urban area to all waste sources, including urban stormwater
runoff, combined sewer overflow, wastewater treatment plant
effluent, and upstream flow. Constituents simulated include
suspended solids concentrations, minimum dissolved oxygen concent-
rations, and total and dissolved lead concentrations.
MAIN PROGRAM
The main program referred to as module CSPSS in Appendix B is a
control module which reads the input data, calls the proper
subroutine at the proper time, and transfers information from one
1-3
-------
module to the next. Only basic control data are used directly by
main. These data include the number of years in the simulation,
the time step of the simulation, the number of urban watersheds
in the simulation (1 or 2), a starting value for the random
number generator, and a listing of the option modules selected.
Allowable time steps are 4, 6, 8, 12, and 24 hours. A shorter
time step could be used with a program modification to increase
all array sizes. However, for the purpose of the Needs Survey, a
minimum time step of 4 hours was used.
Option selection is specified by a series of two-digit integer
numbers which correspond to the module indentifier numbers previously
discussed. Option identification numbers which are currently
available are defined in Table 1-1.
Currently most major functions have only one computational module
available to simulate the process. However, the main program
logic is structured such that up to 10 modules can be developed
for each function and added to the simulation system with a
minimum amount of effort required in receding the program logic
control.
For example, the runoff module (20) is based on the Soil Conservation
Service rainfall/runoff equation. If a future user preferred to
compute runoff based on Horton's infiltration equation, then a
routine could be written to compute the runoff from the infiltration
equation based on the watershed infiltration constants and the
rainfall array. This module could then be assigned an identifier
in the range of 21 to 29. The main program would be modified to
accept this new identifier and to call the new runoff computation
module when the new identifier is specified.
The main program logic provides a framework for future expansion
of CSPSS which could enhance the usefulness and flexibility of
the system.
INPUT DATA FOR MAIN
The input data required specifically for the logic control functions
of the main program are:
1. Location, i.e., city name.
2. Number of years in simulation.
3. Time step of simulation in hours.
4. Number of watersheds.
1-4
-------
Table 1-1
Module Code Definitions
Code
10 Stochastic rainfall simulator
20 Runoff by Soil Conservation Service rainfall/
runoff technique
30 Watershed pollution accumulation/washoff
40 Excess sewer infiltration
50 Storage/treatment
60 Dry-weather wastewater treatment plant flow
70 Daily streamflow
71 Stochastic monthly streamflow simulator
80 Suspended solids response
81 Suspended solids and dissolved oxygen response
82 Suspended solids, dissolved oxygen, and
dissolved lead response
1-5
-------
5. Starting value for random number generator.
6. List of options selected.
The starting value for the random number generator should be a
7-digit odd integer. Coding instructions for MAIN may be found
in Appendix A.
1-6
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Chapter 2
RAINFALL SIMULATOR (MODULE 10)
PURPOSE
The purpose of the rainfall simulator is to develop an array of
rainfall depths for a period of 1 year which is representative of
point rainfall for the urban area under consideration. The
rainfall array is developed for the time step used in the simulation
(i.e., 4 hours or 24 hours) and preserves certain statistical
characteristics of observed rainfall events. It is assumed that
all precipitation occurs as rainfall. Snowmelt is not simulated.
Two seasons are defined for the purpose of rainfall simulation,
which means that rainfall depths are assumed to belong to one of
two different statistical populations, depending on time of
occurrence. These two populations may represent a wet season and
a dry season or a summer season and a winter season as defined by
the user. Certain rainfall statistics for each season must be
defined and input by the user.
DEFINITIONS AND ASSUMPTIONS
Rainfall simulation is based on the assumption that adjacent
rainfall events are independent and that the time between events,
the duration of events, and rainfall depths can be represented by
certain standard distribution models. Independence among rainfall
events is a function of the time between rainstorms. Therefore,
in order to assure independence, a minimum time between storms or
interevent time must be defined. The minimum interevent time
varies from 8 to 24 hours depending upon the time step chosen,
and is discussed further in the last section of this chapter
entitled "Input Requirements."
Figure 2-1 is a definition sketch which illustrates the terms
used in the simulation. The time between storms (TBS) is defined
as the time interval from the end of one rainfall event to the
beginning of the next rainfall event, and the duration of the
storm (DS) is defined as the time interval from the beginning of
rainfall to the end of rainfall within a given event. TBS values
and DS values will always be even multiples of the time step
(IDT) used in the simulation.
Rainfall depths (RDi.-.RD ) for each time unit within a single
rainfall event are developed based on the assumption that adjacent
rainfall depths within a single event are interrelated. However,
each rainfall event is considered to be independent of all other
rainfall events.
2-1
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MATHEMATICAL MODELS
Synthetic observations of the time between storms and duration of
storms (TBS and DS) are generated by Monte Carlo sampling of an
exponential distribution. The transformation function is given
as follows for TBS (1,2).
TBS = -ln(RN)TBSA (2-1)
where
TBS = a random observation of the time between storms
in hours.
RN = a uniformly distributed random number on* the
interval 0 to 1.0.
TBSA = the average time between storms in hours for a
given season as determined from analysis of a
sample rainfall record.
The transformation function used for the duration of storms (DS)
is mathematically identical to Equation 2-1. Thus, the distribution
for TBS and DS are fully defined by the mean.
Synthetic observations of rainfall depths for each time period
within a given event are generated by a two-step procedure.
First the rainfall depth for the first time period (RNj) is
generated by Monte Carlo sampling of a log normal distribution.
The transformation function is as follows (2).
RDj = EXP(NV-ad + RDM) (2-2)
where
RDi = a random observation of rainfall depth in inches
for the first time period of an event.
NV = normally distributed random variable with a mean
of zero and a standard deviation of 1, N(0,l).
cr^ = log transformation of the standard deviation of
rainfall depths for a given season and time
interval (IDT).
RDM = log transformation of the mean of the rainfall
depths for a given season and time interval (IDT).
2-3
-------
Values for a , and RDM are determined from analysis of a sample
rainfall record. First the mean ((j ) and standard deviation (a )
are computed from the sample rainfall record. These sample
statistics are then transformed to the log normal distribution
parameters a, and RDM by application of the proper transformation
relationship. These parameter transformation relationships are
discussed in a subsequent section of this chapter.
Once the rainfall depth for the first time interval of an event
(RDX) has been established, then the rainfall depth for all
subsequent time intervals of the same rainfall event (RD2...RD )
are computed by application of a first-order Markov model. This
procedure is described by the following equations (2,3).
(2-3)
yi = RDM + Pd(yi_1 - RDM) +
NVa
- Pd2 )
(2-4)
(2-5)
where
y. -, = the natural logarithm of the preceding rainfall
depth RD-L.-L-
y. = the natural logrithm of the current rainfall
1 depth RDi.
p , = log transformation of the correlation coefficient
between adjacent rainfall depths (i.e., lag 1
correlation coefficient).
The terms RDM, NV, and a, are as previously defined.
Equation 2-4 states that the rainfall depth for time period i,
where i is greater than 1, is a function of the previous rainfall
depth, the average rainfall depth, and a random process. The
random process is a function of the standard deviation of rainfall
depths and the correlation coefficient between adjacent rainfall
depths. The transformed correlation coefficient, p,, is a weighting
factor which determines the relative importance of the dependent,
or deterministic, component of the simulation and the independent,
or random, component of the simulation. If p, is near 1.0, then
all rainfall depths for a given event will be nearly equal to the
rainfall depth for the first time period. If p, is near 0.0,
then adjacent rainfall depths will approach independence and
Equations 2-4 and 2-5 will approach the Monte Carlo sampling
technique given in Equation 2-2.
2-4
-------
LOG TRANSFORMATIONS
As previously discussed, the distribution of rainfall depths is
assumed to be log-normal. The estimated parameters of a log
normal distribution (RDM, ad, and p,) cannot be computed directly
from a sample of rainfall depths, bat are related to the raw data
sample statistics by a set of transformation functions.
For convenience, let us define the rainfall data set as a series
of observations xx, x2, XS...K and their logarithms as yj, y2,
ys...y . Then the following parameters are defined for the
rainfaSl data and the log-normal distribution of rainfall depth.
H = mean rainfall depth.
X
a = standard deviation of rainfall depths.
X
p = lag 1 correlation coefficient of rainfall depths.
X
p = RDM = mean of log-normal distribution model of
v rainfall depths.
a = a-, = standard deviation of log-normal distribution
-^ model of rainfall depths.
p = p, = lag 1 correlation coefficient of logarithms
y or rainfall depth.
Given p , a , and p , then p , a , and p are determined as
follows*(2,§). x y y y
py = In MX - ay2/2 (2-6)
rr I ~ -v \ ' £
y _
(2-7)
ln[p EXP(a 2) - p + l]
_ x y x / o o i
p ^j, (2-8,
J y
SIMULATION PROCESS
The rainfall simulation process for one year can be described in
11 steps as follows.
1. Read input data and initialize.
2-5
-------
2. Set time equal to zero.
3. Compute parameters of log-normal distribution of rainfall,
using Equations 2-6, 2-7, and 2-8.
4. Generate time between storms.
5. Set rainfall depths between storms equal to zero.
6. Determine month and season.
7. Generate duration of storm.
8. Generate depth of rain for each time period of storm.
9. Repeat steps 4 through 8 until annual array is filled.
10. Output annual rainfall summary.
11. Return to main program.
INPUT REQUIREMENTS
Input data required for the rainfall simulation are listed below.
Coding instruction are given in Appendix A.
1. Months in season 1.
2. Months in season 2.
3. Mean time between storms in hours for seasons 1 and 2.
4. Mean duration of storms in hours for seasons 1 and 2.
5. (j , a , and p for rainfall depths observed in the selected
txme interval (IDT) for season 1 and for season 2. Rainfall
depths are measured in inches.
The season definition is left to the judgment of the user.
However, fairly obvious breakpoints can usually be determined
from a bar graph of monthly rainfall. Figure 2-2 is such a bar
graph for Des Moines, Iowa. In this case, season 1 is defined as
months 1, 2, 3, 11, and 12 (winter) and season 2 is defined as
months 4, 5, 6, 7, 8, 9, and 10 (summer). Occasionally there
will be some question concerning in which season a month near the
breakpoint should be placed. From a practical standpoint, it
probably does not matter a great deal which season includes the
transitional month.
The choice of time interval (IDT) is also a decision which is
influenced by judgment. In general, the choice of a time step
should be a function of the dissolved oxygen response of the
receiving water. If a given receiving stream responds quickly to
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wasteloads, then the computation time interval should be short.
However, if the receiving water response is sluggish, then a
longer time interval is acceptable. For the purpose of the Needs
Survey, a 4-hour computation time interval was used on all free
flowing freshwater stream systems, and a 24-hour computation time
interval was used on all tidal river/estuary receiving water
systems.
Once a time interval is established, then a minimum interevent
time must be chosen before a sample rainfall set is analyzed.
The "minimum interevent time" is defined as the minimum number of
dry hours which must be observed before rainfall events are
considered to be independent. That is, if a dry period less than
the minimum interevent time is observed, the rainfall amounts
(both preceding and following the dry period) are considered to
be part of the same event. If a dry period greater than the
minimum interevent time is observed, then the rainfall amounts
preceding and following the dry period are considered to be
independent rainfall events. The minimum interevent times
used in the Needs Survey are given as follows.
Minimum Interevent
IDT (hours) Time (hours)
4 8
6 8
8 8
12 12
24 24
Once the seasons, time step, and the minimum interevent time are
established, then data sets can be defined by examination of the
sample rainfall records. Statistical analysis of these data sets
will yield the required input data.
2-8
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Chapter 3
WATERSHED RUNOFF (MODULE 20)
The purpose of this portion of the simulation is to transform the
annual rainfall array into an annual runoff array. One or two
runoff arrays may be generated. In general, one runoff array
will represent the hydrologic response of the urban area served
by combined sewers, and the other runoff array will represent the
hydrologic response of the urban area served by separate sewers.
However, in the case of an urban area which does not have any
combined sewer service area, the user has the option of generating
two runoff arrays, each of which represents the hydrologic response
of a portion of the urban area, or the user may generate only one
runoff array which represents the entire urban area.
The method used is based on a rainfall runoff relationship developed
by the Soil Conservation Service (SCS). The SCS rainfall/runoff
relationship was chosen because it is a simple relationship which
accounts for the major factors influencing direct surface runoff
such as land use, soil type, antecedent rainfall, initial losses,
and variation of the rainfall/runoff ratio during a given event.
Other simpler relationships, such as the rational method, do not
account for all of the above factors, and more sophisticated
procedures require continuous soil moisture accounting which is
computationally complex and requires detailed knowledge of watershed
characteristics.
Once the runoff arrays are generated, then a simple hydrologic
routing (time-area) may be applied to each array to account for
watershed storage. This step will redistribute the flows with
respect to time. However, the total volumes will remain unchanged.
SCS RAINFALL-RUNOFF PROCEDURE
The SCS rainfall-runoff equation is given as follows (4).
RUN = (RAIN - 0.2S)2 (3_l}
KUN RAIN + 0.8S {* L>
where
RUN = cumulative runoff in inches.
RAIN = cumulative rainfall in inches.
S = potential soil water storage in inches.
3-1
-------
In the SCS method, the potential soil water storage, S, is related
to antecedent precipitation and watershed characteristics by the
watershed curve number or CN value. This empirical relationship
is given as follows (4).
S = (1,000/CN) - 10
(3-2)
Thus, if the CN value is zero, potential soil water storage is
infinite and runoff would always be zero. If the CN value is
equal to 100, potential soil water storage is zero and runoff
will always be 100%.
In the SCS method, the initial loss or minimum amount of rainfall
necessary to produce runoff is assumed to be 0.2S. Therefore,
Equation 3-1 applies only if the total event rainfall is greater
then 0.2S. If total event rainfall is less than this value,
runoff does not occur.
Equation 3-1 relates total runoff to total rainfall for a given
watershed and antecedent condition. In order to determine runoff
volumes for each time period in a runoff-producing rainfall
event, it is necessary to construct a cumulative rainfall curve
for the event, as illustrated on Figure 3-1. Equation 3-1 is
applied at the end of each time period, which results in the
development of a cumulative runoff curve also illustrated on
Figure 3-1. The difference between adjacent cumulative runoff
values defines the runoff occurring in each time period.
This computational process is illustrated in Table 3-1 which is
based on a total rainfall amount of 1.8 inches and a CN value of
90 as per Figure 3-1.
Table 3-1
Rainfall Runoff Computations
Time
Period
1
2
3
4
5
Rainfall
(inches)
0.3
0.5
0.5
0.3
0.2
Cumulative
Rainfall
(inches)
0.30
0.80
1.30
1.50
1.80
Cumulative
Runoff
(inches)
0.01
0.20
0.53
0.76
0.93
Runoff
(inches)
0.01
0.19
0.33
0.23
0.17
3-2
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1
o
1
in
O
-------
Runoff computations in module 20 are based on the above equations
and procedures.
CN values are user supplied and may be considered runoff calibration
parameters. The suggested procedure is to estimate the CN value
for normal antecedent moisture conditions (AMC II) and to assign
CN values for dry conditions (AMC I) and wet conditions (AMC III)
based on the CN value selected for AMC II. The relationship
between CN values for the three antecedent moisture conditions is
given in Table 3-2.
Given the average annual rainfall and an estimated or observed
annual runoff, the CN value for AMC II can be estimated from
Figure 3-2. The curves illustrated in Figure 3-2 were developed
by numerous applications of the runoff module while varying
rainfall and CN values. CN values should be adjusted until the
simulated annual runoff is representative of the prototype.
The selection of a CN value to be applied to a given rainfall
event (i.e., CN I, CN II, or CN III) is a function of the antecedent
5-day precipitation. The objective of the selection procedure is
to choose CN II approximately two-thirds of the time. CN I (dry)
and CN III (wet) should be selected about one-sixth of the time
each. Criteria for this selection are internal to the simulation
process, which should work well where annual rainfall is in the
range of 25 to 40 inches. Outside of this range CN I or CN III
may be selected more often than is reasonable. If the user
believes this to be the case, the option may be bypassed by
assigning a constant value (CN II) to all CN values. In this
manner, CN II will be used in all runoff computations regardless
of antecedent conditions.
TIME-AREA ROUTING
In a case where the hydrologic response time (i.e., time of
concentration) is large compared to the simulation time step
(IDT), an approximate hydrologic routing by the time-area method
is included.
The parameter used to determine if routing is necessary is the
lag factor (LF) defined as follows.
LF = TC/IDT (3-3)
where
LF = lag factor.
TC = time of concentration in hours.
IDT = simulation time step in hours.
3-4
-------
Table 3-2
CN Values (from Reference 4)
AMC II
(Normal)
100
99
98
97
96
95
94
93
92
91
90
89
88
87
86
85
84
83
82
81
80
79
78
77
76
75
AMC I
(Dry)
100
97
94
91
89
87
85
83
81
80
78
76
75
73
72
70
68
67
66
64
63
62
60
59
58
57
AMC III
(Wet)
100
100
99
99
99
98
98
98
97
97
96
96
95
95
94
94
93
93
92
92
91
91
90
89
89
88
3-5
-------
10
20 30
ANNUAL RAINFALL (in)
FIGURE 3-2. Chart for selection of CN II values.
-------
If LF is less then 1.5, all runoff occurring in a given- time
interval is assumed to appear as runoff at the watershed outlet
during that time period, and hydrologic routing is not performed.
However, if LF is greater than or equal to 1.5, then hydrologic
routing by the time-area method is performed.
The time- area method as defined here is actually an averaging
method whereby the discharge occurring at the outlet is a weighted
average of the runoff values generated by the preceding n time
units where n equals the lag factor rounded to the nearest whole
unit.
Consider, for example, a case were TC = 8 hours and IDT = 4 hours.
In this case LF = 2 and routing will occur. The runoff for any
time period, t in this case, is computed as follows.
RUN(t) = RUN(t) + RUN(t-l) (3_4)
Applying this routing procedure to the runoff values developed in
Table 3-1 yields the routed values given in Table 3-3 .
Table 3-3
Example Time-Area Routing for LF = 2
Time
Interval
1
2
3
4
5
6
7
Runoff
( inches )
0.01
0.19
0.33
0.23
0.17
0.00
0.00
Routed Runoff
( inches )
0.005
0.100
0.260
0.280
0.200
0.085
0.000
The routing illustrated above increased the total period of
runoff from five time periods to six, and reduced the maximum
runoff rates from 0.33 inches per IDT to 0.28 inches per IDT.
3-7
-------
COMPUTATIONAL PROCESS
The computational process for the runoff module for each watershed
can be described in 16 steps as follows.
1. Search rainfall array for rainfall depth greater than 0.0.
2. Set runoff array = 0.0 for rainless time periods.
3. Determine duration of rainfall event.
4. Determine total storm rainfall.
5. Determine 5-day antecedent rainfall.
6. Determine antecedent moisture condition and select CN value.
7. Determine if rainfall event produces runoff.
8. If rainfall event did not produce runoff, set runoff array =
0.0 for storm period and go to step 1.
9. Determine runoff volume for each time period in storm.
10. Repeat steps 1 through 9 until runoff for entire year has
been computed.
11. Compute lag factor and determine if routing is required.
12. If routing is not required, go to step 14.
13. Route annual runoff array by time-area method.
14. Convert all flows from inches per IDT to cfs.
15. Output annual runoff summary.
16. Return to main program.
INPUT DATA
Input data required for the runoff module are:
1. Months in dormant (winter) season.
2. Months in growing (summer) season.
3. Watershed data as follows.
a. CN values (CN I, CN II, and CN III).
3-8
-------
b. Drainage area in acres.
c. Time of concentration in hours.
d. Washoff coefficient in inches'1.
Coding "instructions may be found in Appendix A.
Season definitions are required because the AMC selection criteria
are slightly different for winter and summer. This is an attempt
to account for slightly greater initial losses during periods of
active plant growth. This definition of seasons need not correspond
to the seasons defined for the purpose of rainfall simulation.
The drainage area should correspond to the total urban area
tributary to the subject receiving water served by the type of
drainage system (i.e., combined sewer or separate sewer) being
simulated.
If the total drainage area is adjusted by an areawide runoff
coefficient and if all CN values are read in at a value of 100,
then the runoff array generated would be identical to a runoff
array generated by application of the runoff coefficient directly
to the rainfall array (i.e., rational method). That is, runoff
would always be a constant portion of rainfall. This technique
may be appropriate when applied to highly impervious watersheds
where the areawide runoff coefficient is greater than approximately
80%. However, the user should be aware that some summaries
produced by the program are related to the drainage area read as
input and, therefore, must be adjusted by the ratio of the drainage
area read in to the actual drainage area to be correct. The
summaries in question are those that show runoff or overflows in
inches per year. All other data will be accurate as printed.
The washoff coefficient (item d above) is considered a watershed
parameter and is, therefore, part of the watershed input data.
However, it is not used in the runoff computations but is used in
pollutant washoff computations. Selection of an appropriate
washoff coefficient is discussed in Chapter 4, "Pollution Accumulation
and Washoff."
3-9
-------
Chapter 4
POLLUTION ACCUMULATION AND WASHOFF (MODULE 30)
The objective of the pollution accumulation and washoff module is
to simulate the process of pollutant accumulation or buildup on
the watershed during dry periods and subsequent pollutant washoff
during periods of runoff. Pollutants considered are those which
are evaluated in the receiving water impact analysis and include
suspended solids (SS), five-day biochemical oxygen demand (BOD),
total kjeldahl nitrogen (TKN), and lead (Pb). The accumulation
and removal of each of the above pollutants are computed for each
time step in the year, and annual quality arrays for each are
developed.
ACCUMULATION
Watershed pollutant accumulation at the end of any time period,
t, is related to the accumulation at the end of the previous time
period, t-1, by the following recursion formula (5).
where
/t\
-_-i \
(t)
- R)
pollutant accumulation at time t in Ib/acre.
pollutant accumulation at time t-1 in Ib/acre
R = pollutant removal or decay rate in fraction removed
per simulation time step.
Y = pollutant accumulation rate in Ib/acre per simulation
time step.
If R is a nonzero value, then the pollution accumulation function
given above is nonlinear. If R equals zero, then the accumulation
function becomes linear and a constant unbounded accumulation
rate of Y Ib/acre/At is assumed. Figure 4-1 illustrates the
pollution accumulation and washoff functions for the case where
R = 0 and for the case where R / 0. Selection of the R parameter
is discussed in detail in a subsequent section of this chapter.
WASHOFF
Watershed pollutant washoff at the end of any time period, t,
related to the accumulation at the end of the previous time
is
4-1
-------
o
II
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E
u
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3
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C
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3
E
3
O
O
CO
c
o
o
Q.
LJJ
CC
D
LL
-------
period, t-1, and to runoff during time period t, by the following
equation (5).
V) = L
-------
in
ro
u.
HI
O
o
O
CN
CO
o
c
o
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en
u.
O
ro
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CN
SS3NSnOIAa3dlAII lN3Dd3d
-------
For combined sewer systems where the major portion of the pollutants
accumulate in the collection system, a minimum value of 4.6
should be used. A default value of 4.6 is built into the program
and will be used in the washoff computations if the user does not
supply a site specific value.
SELECTION OF POLLUTANT DECAY RATES
Selection of appropriate pollutant decay rates is largely a
matter of judgment. Some investigators believe that all pollution
accumulation is linear and, therefore, decay rates are zero;
while others believe that pollution accumulation is nonlinear and
approaches some maximum limiting value during long dry periods.
If the pollutant decay rate (Rd) is expressed as fraction removed
per day, then the reciprocal of Rd (1.0/Rd) is equal to the ratio
of the maximum possible watershed load to the daily accumulation
rate (Y).
The decay rates used in the Needs Survey simulations are specified
as follows.
Pollutant Decay Rate (Rd)
BOD 0.0667
TKN 0.0667
SS 0.0
Pb 0.0
The concept of a decay or removal rate R may also be used to
simulate the effects of best management practices (BMP). R may
be expressed in terms of a removal component (Rr) and a decay
component (Rd) as follows.
R = Rr + Rd (4-3)
where
R = total pollutant removal rate.
Rr = pollutant removal rate due to physical particle
removal, i.e., streetsweeping.
Rd = pollutant removal rate due to decay or other
natural processes.
Previous discussion has focused on the component Rd which is
equal to the total R if BMP's are not practiced. However, if a
4-5
-------
management practice can be associated with an Rr value, then the
effect of this management practice on washoff quality can be
simulated by increasing the total R value used in the simulation.
For example, consider a homogeneous sto'rm sewered urban watershed
served by curbs and gutters. It may be desirable to evaluate a
proposed streetsweeping program whereby one-quarter of the watershed
streets are swept every day by vacuum-type sweepers. Assuming
that the vacuum sweeper pickup efficiency is 80% and that one-half
of all watershed pollutants are located in the street gutter,
then Rr may be evaluated as Rr = 0.80 x 1/4 x 1/2 = 0.10. That
is, Rr is equal to the sweeper pickup efficiency times the fraction
of watershed swept each day times the pollutant availability
factor. In this case, 10% of all watershed pollutants would be
removed by sweeping each day. If the pollutant of interest were
BOD and the background decay rate Rd were equal to 0.067, then
the total pollutant removal rate R would be 0.167.
SELECTION OF POLLUTANT ACCUMULATION RATE
The pollution accumulation rate is a calibration parameter which,
when adjusted, will affect the total annual pollution yield
generated by a watershed. The objective, then, is to choose an
accumulation rate which will simulate prototype pollutant production
as closely as possible.
If total annual pollutant yield of the prototype is unknown, then
it must be estimated by emperical methods. A suggested method is
reported in Table 4-1 (6). The method presented in Table 4-1
will give estimates of total pollutant yield in terms of Ib/acre/year
for BOD, SS, TKN, and Pb. If the watershed decay rate R is zero
(SS and Pb), then a first approximation of Y may be estimated by
Equation 4-4.
Y = M/360 (4-4)
where M is the annual yield as determined by application of the
procedures outlined in Table 4-1.
If the watershed decay rate is 0.067 (BOD and TKN), then Y may be
estimated by Equation 4-5.
Y = 2.25 M/360 (4-5)
where all terms are as previously defined. Y values should be
adjusted until the desired annual pollutant yields are obtained.
The procedure outlined in Table 4-1 was originally developed by
Heaney, Huber, and Nix (6) for BOD, SS, VS, PO4, and total N.
4-6
-------
Table 4-1
Estimating Annual Pollutant Yield
(Adapted from Heaney, Huber, and Nix, 1976)
The following equations may be used to predict annual average
loading rates as a function of land use, precipitation, and
population density".
Separate Areas
lb
M0 = 0(1,j) • P • f2(PD.)
s -*-'-' - -^v-~d/ acre-yr
Combined Areas
lb
MC = P(i,D) • P • f2(PDd)
where
M = pounds of pollutant j generated per acre of land
use i per year
P = annual precipitation, inches per year
= developed population density, persons per acre
a , p = factors given in table below
f2(PDd) = population density function
Land Uses
i = 1 Residential
i = 2 Commercial
i=3 Industrial
i = 4 Other developed, e.g., parks, cemeteries,
schools (assume PD, = 0)
Population Functions
i = 1 f2(PD,) = 0.142 + 0.218 • PD °'54
i = 2,3 f2(PD;J) =1.0 a
i = 4 f2(PDd) = 0.142
Pollutants
j = 1 BOD5
j = 2 Suspended solids (SS)
j = 3 Total Kjeldahl nitorgen (TKN)
j = 4 Lead (Pb)
4-7
-------
Table 4-1—Continued
Factors a and p for Equations
Separate factors, a, and combined factors, p, have units
Ib/acre-in. To convert to kg/ha-cm, multiply by 0.442.
Separate
Areas, a
Combined
Areas, p
Land Use, i
1. Residential
2. Commercial
3. Industrial
4. Other
1. Residential
2. Commercial
3. Industrial
4. Other
Pollutant, j
1. BODS 2. SS
0.799
3.20
1.21
0.113
3.29
13.2
5.00
0.467
16.3
22.2
29.1
2.70
67.2
91.8
120.0
11.1
3. TKN
0.089
0.200
0.188
0.041
0.505
1.140
1.065
0.234
4. Pb
0.0216
0.0866
0.0328
0.0031
0.0216
0.0866
0.0328
0.0031
4-8
-------
The a and p values presented here for TKN and Pb were developed
from statistical analysis of available data summaries specifically
for the Needs Survey application.
COMPUTATIONAL SEQUENCE
The computational sequence for the watershed pollution accumulation
and washoff module is described in eight steps as follows.
1. Read pollution accumulation rates removal rates and washoff
coefficient for each watershed.
2. Initialize watershed pollutant loads.
3. Calculate watershed pollutant load at end of time period
using Equation 4-1.
4. If runoff for time period is greater than zero, calculate
watershed pollutant washoff using Equation 4-2.
5. Subtract washoff (if any) obtained in step 4 from accumulation
obtained in step 3 to obtain actual watershed load at end of
time period.
6. Repeat steps 3 through 5 for entire year.
7. Convert washoff quality arrays from units of pounds per acre
per time period to mg/1.
8. Compute loading summaries and return to main program.
4-9
-------
Chapter 5
SEWER SYSTEM INFILTRATION (MODULE 40)
The purpose of the infiltration component is to construct a daily
array of excess sewer infiltration values for wastewater collection
systems. This array is added to the runoff array before processing
by the storage/treatment model or receiving water model. Thus,
it is primarly intended for use in combined sewer systems.
The infiltration module is optional and should be used when there
is evidence that infiltration alone will cause treatment plant
bypass or overflow and when the annual quantity of such overflows
are known or can be estimated.
Sewer system infiltration rates are dependent on many factors
such as soil type, ground-water table elevations, type of collection
system, and age and condition of collection system as well as
local rainfall. There are no general mathematical models available
which account for all of the above parameters. Therefore, simulation
of sewer system infiltration is subject to much uncertainty, and
the results must be reviewed by the user for reasonableness.
INFILTRATION QUANTITY
Total infiltration quantity is computed from the daily rainfall
array by an emperical equation developed from analysis of observed
rainfall and infiltration data for the City of Baltimore, Maryland
(7).
INF(J) = 2.4 + 11.3*DRAIN(J) + 11.6*DRAIN(J-l)
+ 5.5*DRAIN(J-2) + 6.4*DRAIN(J-3)
+ 4.8*DRAIN(J-4) + 3.6*DRAIN(J-5)
+ 1.0*DRAIN(J-6) + 1.5*DRAIN(J-7)
+ 1.4*DRAIN(J-8) + 1.8*DRAIN(J-9) (5-1)
where
INF(J) = sewer system infiltration rate for day J
in gallons per minute per inch of pipe
diameter per mile of sewer.
DRAIN(J) to DRAIN(J-9) = daily rainfall in inches from
the current day (J) to the 9th day previous
(J-9).
Total infiltration production rate given above (gpm/inch/mile) is
converted to total infiltration rate in cubic feet per second
(cfs) for the prototype by application of the following equation.
5-1
-------
INF(J) = INF(J)*DIA*LENGTH*INFADJ*0.002228 (5-2)
where
DIA = average sewer diameter in inches.
LENGTH = total sewer system length in miles.
INFADJ =•• a calibration factor which can be used to adjust
the annual infiltration volume generated by the
model to prototype conditions.
Application of Equations 5-1 and 5-2 to a given daily rainfall
array and sewer system will produce a daily total infiltration
array. However, a substantial portion of this infiltration may
be intercepted and treated by existing dry-weather treatment
facilties, which generally have treatment capacities three to
four times greater than expected average sanitary wastewater flow
rates. Thus, only those flows greater than the excess treatment
plant capacity will result in untreated overflow. The excess
treatment plant capacity is given by Equation 5-3.
EXCAP = (DWFR - 1.0JDWF (5-3)
where
EXCAP = excess treatment plant capacity in cfs.
DWFR = ratio of the treatment plant capacity to the
average sanitary wastewater flow rate (dry-weather
flow).
DWF = expected average dry-weather flow rate generated
by the combined sewer area in cfs.
The value EXCAP is subtracted from each value in the total
infiltration array to produce the excess or infiltration overflow
array. This concept is illustrated in Figure 5-1.
INFILTRATION QUALITY
Infiltration is assumed to be pure water which mixes with the
sanitary wastewater in the collection system. Based on this
assumption, infiltration quality arrays are developed for BOD,
SS, TKN, and Pb by a simple dilution calculation. Initial
concentrations in the sanitary wastewaters are assumed as follows.
5-2
-------
II
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-------
Pollutant Strength
BOD 200 mg/1
SS 200 mg/1
TKN 40 mg/1
Pb 0.04 mg/1
The dilution factor for each day with excess infiltration is
computed by Equation 5-4.
DILFAC = [EXINF(J) + DWF*DWFR]/DWF (5-4)
where
DILFAC = dilution factor.
EXINF(J) = excess infiltration for time period J in cfs.
All other terms are as previously defined. The excess infiltration
quality arrays are then computed as follows.
IOBOD(J) = 200/DILFAC (5-5)
IOSS(J) = 200/DILFAC (5-6)
IOTKN(J) = 40/DILFAC (5-7)
IOPb(J) = 0.04/DILFAC (5-8)
Where IOBOD, IOSS, IOTKN, and lOPb sub J are the quality values
for each time period J with infiltration overflow.
COMPUTATIONAL SEQUENCE
The computational sequence for the combined sewer infiltration
module may be described in 7 steps as follows.
1. Read input data.
2. Develop daily rainfall array from IDT rainfall array.
3. Compute total infiltration array by application of equations
5-1 and 5-2.
5-4
-------
4. Compute infiltration overflow array by application of
Equation 5-3.
5. Compute infiltration overflow quality arrays for BOD, SS,
TKN, and Pb.
6. Add excess infiltration quantity and quality arrays to
runoff quantity and quality arrays developed for the wastershed
by modules 20 and 30.
7. Return to main program.
INPUT DATA
Input data required for the combined sewer infiltration computation
are listed below. Coding instructions are given in Appendix A.
1. Watershed number (1 or 2).
2. Computation code: 0 = infiltration is not computed,
1 = infiltration computed.
3. Average diameter of sewers in inches.
4. Total length of sewer system in miles.
5. Average domestic wastewater flow generated by sewered area
in cfs.
6. Ratio of sewer flow to dry-weather flow at which overflow
occurs.
7. Infiltration adjustment factor. This factor is equal to 1.0
if adjustment to computed infiltration array is unnecessary.
Pisano and Queiroz (8) have developed the following equations
which relate total length of sewer systems to area served.
L = 168.95A'928 (5-9)
L = 239.41A*928 (5-10)
where
L = total sewer length in feet.
A = total area served in acres.
Equation 5-9 applies to low population density systems (10-20
persons/acre), whereas Equation 5-10 applies to high population
density systems (30-60 persons/acre). The correlation coefficient
5-5
-------
of the above equation is 0.906. Similar relationships for average
sewer diameter are not available.
Limited experience to date indicates that the infiltration overflow
array generated by application of the procedure described herein
is relatively large and that an infiltration adjustment factor
(INFADJ) on the interval 0.2 to 0.8 is generally required to
produce reasonable values of total annual overflow volume and
total annual duration of overflow.
5-6
-------
•• Chapter 6
STORAGE/TREATMENT (MODULE 50)
The purpose of the storage/treatment module is to modify the
runoff quantity and quality arrays in such a manner as to simulate
the operation of stormwater runoff storage and treatment facilities.
Computation of storage, treatment, and overflow is accomplished
on a simulation time step basis throughout the year. For every
time period in which runoff occurs, the treatment facilities are
utilized to treat as much runoff as possible. When the runoff
rate exceeds the treatment rate, storage is utilized to contain
the runoff. When runoff is less than the treatment rate, the
excess treatment rate is utilized to diminish the storage level.
If the storage capacity is exceeded, all excess runoff is considered
overflow and does not pass through the storage facility. This
overflow is lost from the system and cannot be treated later.
The treated runoff array is then added to the overflow array and
the combined quality is computed to produce the new modified
runoff arrays. This concept is illustrated in Figure 6-1.
The quality of the runoff waters in storage is considered to be
the quality of the composite mixture during any time step. Thus,
storage will have an attenuation effect on both the quantity and
quality of runoff. However, actual removal of pollutants from
the runoff waters in storage is not simulated. Thus, the treatment
which occurs in storage is assumed to be negligible.
The physical, chemical, and biological aspects of wastewater
treatment are not simulated directly in this module. Instead,
effluent quality for each constituent is computed by application
of a user-supplied treatment efficiency to the stored runoff
waters.
COMPUTATIONAL PROCESS
The storage/treatment simulation computations can be described in
7 steps as follows.
1. Read storage/treatment input data.
2. Generate storage inflow, storage outflow, and overflow
arrays (see Figure 6-1).
3. Generate storage volume and storage quality arrays.
4. Generate treated outflow quality arrays.
6-1
-------
ORIGINAL RUNOFF ARRAY
(RUN (J))
INFLOW (J)
STORAGE
OUTFLOW (J)
TREATMENT
OVERFLOW (J)
TREATED
OUTFLOW (J)
NEW RUNOFF ARRAY (RUN (J))
FIGURE 6-1. Definition sketch storage/treatment system.
-------
5. Sum overflow and treated outflow arrays (quantity and quality)
to form new runoff arrays.
6. Summarizes annual discharges, overflow events, overflow
volumes, and output results.
7. Return to main program.
INPUT DATA
The required input data for each watershed are listed as follows.
Coding instructions may be found in Appendix A.
1. Design treatment rate for stormwater treatment facility in
cfs.
2. Maximum storage volume of storage facility in ft3.
3. Initial volume in storage at the beginning of the simulation
in ft3.
4. Quality (BOD, SS, TKN, and Pb) of initial stormwater in
storage in mg/1.
5. Treatment plant pollutant removal efficiencies at the design
treatment rate for each constituent (BOD, SS, TKN, and Pb)
expressed as fraction of each pollutant removed by the
treatment process.
Items 3 and 4 above apply at the beginning of time step 1, year
1. For subsequent years, the residual values in storage at the
end of the previous year's simulation, if any, will be used as
initial values for the following year. For the purpose of the
Needs Survey, Items 3 and 4 were read in as zero values.
6-3
-------
Chapter 7
DRY-WEATHER WASTEWATER TREATMENT PLANT FLOW (MODULE 60)
The purpose of the dry-weather flow module is to create an array
of flow values which represents base wastewater flow generated by
the entire urban area. Both domestic and industrial waste sources
should be considered. Average values of wastewater effluent
quality for SS, BOD, TKN, and Pb are applied to the time variant
flow array in order to generate representative dry-weather point
source wasteloads to the receiving water.
FLOW RATIOS
Dry-weather point source flow magnitude is varied by hour of the
day and by day of the week by application of the appropriate flow
ratios. These flow ratios are multiplied by the mean dry-weather
wastewater effluent flow rate to obtain a representative time
variant flow rate. The ratios used are the standard national
average default values used in the "STORM" model (9), as presented
in Tables 7-1 and 7-2.
INPUT DATA
Input data required for the dry-weather flow module are described
as follows. Coding instructions may be found in Appendix A.
1. Mean dry-weather wastewater flow rate in cfs. This value
should include all municipal and industrial WWTP's serving
the urban area which discharge to the receiving water.
2. Flow-weighted average effluent quality of point sources
included in Item 1, in mg/1. The parameters of interest
are:
a. BOD
b. SS
c. TKN
d. Pb
e. DO deficit
7-1
-------
Table 7-1
Hourly Flow
Hour of
Day
1
2
3
4
5
6
7
8
9
10
11
12
Ratios (After
Ratio
0.6
0.5
0.5
0.5
0.5
0.8
0.8
1.4
1.5
1.5
1.4
1.4
Reference 9)
Hour of
Day
13
14
15
16
17
18
19
20
21
22
23
24
Ratio
1.3
1.3
1.3
1.2
1.2
1.1
1.1
1.0
1.0
0.8
0.7
0.6
Table 7-2
Daily Flow Ratio (After
Reference 9)
Day of
Week
Monday
Tuesday
Wednesday
Thursday
Friday
Saturday
Sunday
Ratio
1.08
1.04
0.92
1.03
1.00
0.96
0.95
7-2
-------
Chapter 8
UPSTREAM FLOW (MODULES 70 AND 71)
The purpose of the streamflow modules is to provide an array of
flow values which is representative of the upstream flow entering
the urban area. Only quantitative aspects of the upstream flow
are considered in this portion of the simulation system. Upstream
flow quality is considered in the receiving water response module
which is discussed in Chapter 9.
There are two options available for upstream flow. The first
(module 70) reads in and stores an array of observed daily flow
values for a period of up to 5 years. The second (module 71) is
a stochastic streamflow simulator which will generate synthetic
values of monthly flows. Module 71 is similar in structure to
the rainfall generator presented in Chapter 2.
For the purpose of the Needs Survey, module 70 was used for all
site studies since the time distribution of streamflow is better
defined on a daily basis than on a monthly basis.
The term upstream flow as used here refers to all waters entering
the upstream boundary of the urban area which are available to
blend with the local urban runoff, combined sewer overflow, and
wastewater treatment plant effluents. These flows may be generated
by one or more major streams as illustrated on Figure 8-1.
Refering to Figure 8-1, flows Q. and QB are the flows of interest,
and their summation defines the upstream flow array which is to
be read into or simulated by the model.
Several additional important concepts are illustrated in Figure 8-1.
First, the receiving stream within the limits of the urban area
is considered a mixing zone. This zone accepts the upstream
flows and mixes these flows with the local urban-area-induced
flows, including urban runoff, combined sewer overflow, and
wastewater treatment plant effluent. These local flows are added
to the upstream flow in order to produce the total outflow from
the urban area, represented as Q_ on Figure 8-1. The total outflow
(quantity and quality) from the urban area becomes the inflow to
the receiving water response portion of the simulation.
DAILY STREAMFLQW (MODULE 70)
It is suggested that a minimum of 10 years of daily streamflow
record be obtained for each site. This record should then be
examined to determine which 5-year sequence in the 10-year record
provides the best representation of the long-term streamflow.
8-1
-------
RIVER B
RIVERA
FIGURE 8-1. Definition sketch showing upstream flow, mixing zone, and receiving zone.
-------
There are six possible 5-year sequences available in the 10 years
of record, i.e., years 1 through 5, years 2 through 6, years 3
through 7, etc. The mean annual flow for each of these 5-year
sequences should be compared to the long-term mean annual flow,
and that sequence which yields a mean most nearly equal to the
long-term mean should be selected.
The simulation assumes that a year is composed of 12 months, each
30 days long. This assumption was made to simplify internal flow
control and time-step accounting procedures. However, the observed
streamflow record must be modified in order to adjust for the
above assumption. It is suggested that for a normal (365-day)
year every 73rd value should be deleted from the data set and
that for a leap year (366 days) every 60th value should be deleted.
This procedure will yield a 360-day year, or 1,800 streamflow
observations for the 5-year sequence.
INPUT DATA (MODULE 70)
The input data required for module 70 are discussed above. Data
may be entered for 1, 2, 3, 4, or 5 years, but not for portions
of a year. Thus, allowable data sets will contain 360, 720,
1,080, 1,440, or 1,800 daily streamflow values. Coding instructions
are given in Appendix A.
STOCHASTIC MONTHLY STREAMFLOW SIMULATOR (MODULE 71)
Synthetic observations of monthly streamflow may be generated by
application of a first-order Markov model similar to the Markov
model described in Chapter 2, "Rainfall Simulator." Mathematically,
these models are nearly identical. However, the parameters are
defined differently.
Monthly streamflows are assumed to be defined by a log normal
distribution, and the first monthly value for the first year
(Q/i/i\) is generated by Monte Carlo sampling of a log normal
distribution (2).
where
Q(1/1) = EXPfNV-d! + QMi) (8-1)
i/i\ = a random observation of monthly streamflow
' for the first month of the first year.
NV = a normally distributed random variable with
a mean of zero and a standard deviation of
8-3
-------
(T! = log transformation of the standard deviation
of monthly flows for month 1 (January).
QMX = log transformation of the mean of monthly flows
for month I (January).
Once the monthly streamflow for the first month of the simulation
has been established, then monthly flows for all subsequent
months are computed by application of the first-order Markov
model. This procedure is described by the following equations
(2,3).
+ NV a.. V(l - p2) (8-3)
= EXP(YU,j)>
where
Y, • • i \ = log of monthly flow for year i and month j-1.
( i / J~J- /
Y, • • v = log of monthly flow for year i and month j .
v i / J i
QM . = log transformation of the mean of flows for
•* month j .
p . = log transformation of correlation coefficient
-1 between flow in month j and month j-1.
a . = log transformation of standard deviation of
^ flows for month j .
a • _-, = log transformation of standard deviation of
-^~ flows for month j-1.
QM- , = log transformation of mean of flows for
-1"1 month j-1.
In order to apply the above model, a sample of monthly flow data
must be obtained and the mean and standard deviation of flows for
each month must be computed. In addition, the correlation
coefficient between adjacent monthly flows (lag 1 correlation
8-4
-------
coefficient) must be determined. Parameters for the model are
then obtained by application of the transformation functions
presented in Chapter 2. Thus, at total of 36 different parameters
is required to define the monthly streamflow simulator.
INPUT DATA (MODULE 71)
The input data required for the stochastic monthly streamflow
generator are the statistics of the raw data set as described
above. The log transformations are performed internally. Specifically
the data required for each month (1...12) are:
1. Mean of monthly flows.
2. Standard deviation of monthly flows.
3. Correlation coefficient between flow in current month and
flow in previous month.
Coding instructions are found in Appendix A.
- 5
-------
Chapter 9
RECEIVING WATER RESPONSE (MODULES 80, 81, AND 82)
PURPOSE AND OVERVIEW
The purpose of the receiving water response portion of the simulation
is to compute the water quality of the receiving water on a
continuous basis due to the combined effects of all waste sources.
Water quality parameters considered are: (1) suspended solids
concentrations, (2) minimum dissolved oxygen concentrations, (3)
equilibrium dissolved lead concentrations, and (4) total lead
concentrations. In addition, total annual discharge of all
pollutants to the receiving water is determined.
The receiving water response module will generate the data required
to construct a cumulative frequency distribution for each water
quality parameter considered. Cumulative frequency curves may be
developed for existing prototype conditions or for proposed
conditions. The difference between existing condition and proposed
condition curves can then be compared to quantify the receiving
water quality impact of the proposed improvements.
An example of these curves for minimum dissolved oxygen is shown
in Figure 9-1. In this case, simulation of the existing conditions
shows that the DO standard of 5.0 mg/1 will not be met 30% of the
time. Simulation of a proposed condition (say an extensive
storage/treatment system for CSO) shows that the DO standard of
5.0 mg/1 will be exceeded only 2% of the time. Thus, this decrease
in frequency of exceedance of the water quality standard is one
measure of the water quality enhancement which would be obtained
if the proposed improvements were constructed. Another measure
of the water quality impact of the proposed improvements is given
by the area between the existing conditions curve and the proposed
conditions curve as shown on Figure 9-1. This area has the units
of DO in mg/1 and represents the average increase in minimum DO
levels of the receiving water under proposed conditions. Similar
curves may be constructed from the simulation results for suspended
solids, total lead, and dissolved lead.
UPSTREAM FLOW QUALITY
The background upstream flow quality is specified by the user by
reading in an upstream flow water quality matrix. An example of
such a matrix is presented in Table 9-1. The parameters must be
quantified by month and must include temperature, background DO
deficit, chloride content, 5-day BOD, suspended solids, TKN, and
total lead. The chloride content is important only when dealing
with a river/estuary system. Where the receiving water is a
freshwater stream, zero values should be entered.
-------
0)
3
nj
o
o
Q
CD
Proposed improvements
Minimum DO (mg/l)
FIGURE 9-1. Example of cumulative frequency curves for minimum dissolved
oxygen.
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Ideally the values entered in the upstream flow water quality
matrix should be monthly means determined by analysis of observed
records of water quality measured upstream of the urban area. If
records near the upstream boundary of the urban area are not
available, then records from a nearby station which is not affected
by urbanization can be used. If no water quality records are
available, then reasonable values of background quality may be
obtained from the literature. A good source for such information
is reference 10, "Loading Functions for Assessment of Water
Pollution From Nonpoint Sources."
SUSPENDED SOLIDS RESPONSE (MODULE 80)
Suspended solids is assumed to be a conservative substance during
the time period required for inflows to mix. Thus, suspended
solids concentration occurring in the receiving water during each
time step is computed as the flow weighted average of all suspended
solids entering the mixing zone (see Figure 7-1) during that time
step. This computation is performed as follows.
X SS.^
cc = -L~J-
bb a (g_1)
where
SS = SS concentration for time period in mg/1.
Q. = flow rate generated by source i (urban storm
water CSO, WWTP or upstream flow) for time
period in cfs.
SS. = suspended solids concentration generated by
1 source i for time period in mg/1.
DISSOLVED OXYGEN RESPONSE (MODULE 81)
The dissolved oxygen response model is a one-dimensional completely
mixed plug flow freshwater river or river/estuary representation.
Application of this model is limited to free-flowing freshwater
streams and tidal river esturaries where the flow primarily
occurs along one dimension. In general, if the length of the
receiving water system is large compared to the width, then the
model can be applied. The model cannot be applied to impounded
rivers or to multidimensional estuary systems.
Parameters of the system are considered constant throughout the
length of stream under consideration. Thus, the model is a lumped
parameter representation rather than a distributed parameter
representation.
9-4
-------
Before the actual DO budget computations can be performed for
each time step in the simulation, several system parameters must
be defined. These parameters include: the mean depth of flow,
the velocity of flow, the saturation value for dissolved oxygen,
and the reaction coefficients such as the waste decay rate Kl,
the reaeration rate K2, and the sediment uptake rate SB.
Receiving Water Hydraulics
The relationship between depth of flow and flow rate is represented
by the following equation (11).
H = UiQ* + p3 (9-2)
where
H = mean depth of flow in feet.
Q = total flow in the receiving water in cfs.
Pi, p2, and p3 = constants.
In a free flowing freshwater stream, p3 will represent some
minimum value of depth, while px and p2 define the stage discharge
relationship for the reach. If open channel flow applies, then
the following relationships may be used to estimate pj and p2 (11)
Pi =
n
1.49 B SQ1/2
(9-3)
P2 = 0.6 (9-4)
where
n = Manning roughness coefficient for the channel.
B = the average width of the stream in the receiving reach
in feet.
S = the average channel bottom slope of the stream in
the receiving reach in feet per foot.
In general, B and S can be measured from USGS topographic maps,
and n can be estimated from values reported in the literature.
For example, see Chow, 1959 (12), pages 101 to 123.
9-5
-------
In a deep tidal estuary where stage is relatively uneffected by
changes in the freshwater flow Q, the constant p3 may be set
equal to the mean depth at mean water level, and pl and (B2 maY ^e
set equal to zero.
The relationship between velocity of flow and flow rate is represented
in the model by the following equation (13).
V = aiQ02 (9-5)
where
V = average velocity of flow in feet per second.
«! and «2 = constants.
The <*! and a2 values used in equation 9-5 should be based on the
depth/flow relationship defined in Equation 9-2. That is, for
every value of Q, there is a corresponding value of depth defined
by Equation 9-2, and for every value of depth, there is a value
of cross sectional area of flow computed as B x H. The average
velocity of flow is then computed by dividing the flow rate Q by
the cross sectional area A. Values of Q versus V may then be
plotted on log-log paper to determine the proper coefficient al
and a2. This procedure i^ illustrated in Table 9-2.
Saturation DO
Dissolved oxygen saturation is a function of temperature and
chloride content and is defined in the receiving water module by
the following equations.
DOSAT = 14.652 - 0.410222*T + 0.00799*T2
- 0.00007777*T3 (9-6)
DOSAT = DOSAT*(1.0 - CC/100,000) (9-7)
where
DOSAT = saturation value of dissolved oxygen in mg/1.
T = receiving water temperature in degrees centigrade.
CC = chloride concentration in mg/1.
9-6
-------
Table 9-2
Example Computation of Hydraulic Constants
(ot's and p's) for a Free Flowing Stream
Known from maps: B = 300 feet assume:
SQ = 0.0005 feet per foot
Pi
n
1.49 B
"6
0 03
n = 0.03
. 49(300)(0. 0005)
° *6
=0.0306
Pa = 0.6
= 0.0
H = 0.0306 Q°'6 + 0.0
Q
(cfs)
100
500
1,000
2,000
5,000
10,000
H
iftl
0.48
1.27
1.93
2.93
5.07
7.69
Area, A
(ft2)
144
381
579
879
1,521
2,307
V
(ft/sec)
0.69
1.31
1.73
2.28
3.29
4.33
from log-log plot of Q vs. V
«! = 0.104
= 0.407
V = 0.104 Q° •407
9-7
-------
Equation 9-6 relates saturation dissolved oxygen to temperature
for freshwater systems (14). Equation 9-7 presents an approximate
relationship which defines an adjustment to the computed saturation
value in systems which contains significant chlorides. Equation
9-7 was developed from analysis of dissolved oxygen solubility
data reported in Reference 15.
Carbonaceous Waste Decay Rate Kl
The CBOD or carbonaceous waste decay rate is assumed to be a
constant value for each type of waste source. The overall waste
decay rate is computed as the weighted average of the decay rates
for each source. Kl values for carbonaceous oxygen demand at 20°
C are assumed as follows.
Source Kl, day"1 (base e)
Upstream flow 0.16
Stormwater 0.16
Wastewater effluent 0.23
Combined sewer overflow 0.40
The above values of carbonaceous waste decay rate are default
values which are built into the program. If the user does not
supply specific values for Kl, then these values are assigned.
The program assumes that runoff from watershed 1 is combined
sewer overflow (Kl = 0.40) and that runoff from watershed 2 is
separate stormwater runoff (Kl = 0.16). The user may override
these assumptions by specifying a Kl value for each watershed,
for the upstream flow, and for the dry-weather flow.
The ability to specify Kl values is most useful in the case where
the receiving water is a shallow stream. It has been shown that
for shallow flow (less than 8 feet deep), the instream carbonaceous
waste decay rate is greater than the typical laboratory values
which are used here as default values. The following equation
can be used to estimate the effect of stream depth on Kl (16).
K1H = K1*(8/H)-434 (9-8)
where
KlH = carbonaceous waste decay rate for a stream with
a mean depth H less than 8 feet.
Kl = typical or laboratory value of carbonaceous waste
decay rate.
H = mean depth of receiving stream in feet.
9-8
-------
The relationship defined by Equation 9-8 is only an approximation,
and considerable scatter in the data have been observed. Kl
values as large as 4.0 for domestic wastes have been reported for
very shallow (less than 3-foot mean depth) receiving streams.
Therefore, in this case of a shallow stream, the Kl value may be
used as a calibration parameter.
The Kl value for the total mixed flow is then computed by the
following equation.
Kl = •*• x 4 (9-9)
2 QT*BOD.
i=l x x
where
Q. = flow rate from source i (e.g., CSO), in cfs.
BOD• = carbonaceous oxygen demand from source i in mg/1.
Kl- = waste decay rate for source i as defined above
in day~x.
Kl is then adjusted for receiving water temperature by application
of Equation 9-10 (14).
Kl = K1(1.047) <9-10)
where all terms are as previously defined.
Nitrogenous Waste Decay Rate K3
The nitrogenous waste decay rate at 20° C is assumed to be equal
to 0.10 day'1 base e for all sources (11). This value is adjusted
for receiving water temperature as follows (11).
K3 = 0.10(1.017)*T~20) (9-11)
where
K3 = nitrogenous waste decay rate in day"1.
9-9
-------
Atmospheric Reaeration Rate K2
Atmospheric reaeration of streams and estuaries has been the
subject of numerous investigations. Most of these studies have
resulted in the development of empirical relationships which
relate the reaeration rate to the hydraulic parameters of depth
of flow and velocity of flow. However, choosing the proper
emprical relationship for a given case has been largely a matter
of engineering judgment.
In 1976, Covar (17) reviewed many of the commonly used K2 equations
and the data from which these equations were derived. From this
review, specific criteria were developed by which the most appropriate
equation could be selected for a given set of hydraulic conditions.
The Covar criteria have been incorporated into the receiving
water response module of CSPSS.
By these criteria, one of three equations is chosen based on flow
hydraulics. These equations are: (1) the O'Connor-Dobbins
equation, (2) the Churchill equation, and (3) the Owens equation.
Each of these equations is defined below.
1. The O'Connor-Dobbins equation
K2 = 12g?.Y°'S (9-12)
2 . The Churchill equation
K2 = ±*^
11.6 v°'969
3. The Owens equation
91 7 \/0 • 6 7
K2 = *-"5 (9-14)
where
K2 = atmospheric reaeration coefficient in day'1 base e.
V = velocity of flow in feet per second.
H = depth of flow in feet.
9-10
-------
The selection criteria are outlined as follows.
1. If depth is greater than 2.0 feet and velocity is less than
or equal to 2.5 feet per second, the O'Connor-Dobbins equation
is used.
2. If depth is greater than 2.0 feet and velocity is greater
then 2.5 feet per second, the Churchill equation is used.
3. If depth is less than or equal to 2.0 feet, the Owens equation
is used.
In most cases, the above procedure results in the computation of
reasonable values of the reaeration coefficient for flowing
streams and river/estuary systems, for each time step in the
simulation. However, the user has the option of specifying a K2
value to be used in all dissolved oxygen response computations.
If this option is utilized, then the Covar K2 selection criteria
is bypassed, and the K2 value read in by the user is applied at
each time step. This option is most useful in the case of a
shallow stream where the stage-discharge and the discharge-velocity
relationships are uncertain and where this uncertainly is reflected
in the computation of unrealisticly large values of the reaeration
rate.
The user also has the option to adjust the computed or specified
K2 values, if so desired, by application of a K2 adjustment
factor.
K2 = K2*K2ADJ (9-15)
where
K2ADJ = a user-supplied adjustment factor.
This adjustment factor may be used to calibrate the DO budget
model to prototype conditions if sufficient data exist to define
the cumulative DO frequency curve in the receiving water under
existing conditions. A default value of 1.0 is built into the
model.
The K2 value is adjusted for receiving water temperature by the
following equation (14).
K2 = K2(1.024)(T~20) (9-16)
where all terms are as previously defined.
9-11
-------
All empirical equations discussed above (Equations 9-11, 9-12,
and 9-13) will yield values of the reaeration coefficient which
approach zero as the velocity of flow approaches zero. However,
reaeration occurs even in still waters due to wind and wave
action. Thus, Equations 9-11, 9-12, and 9-13 will yield unreal-
istically low values of K2 in cases where the velocity of flow is
near zero. Therefore, a minimum value of the reaeration coefficient
is computed and compared to the value obtained by application of
the emperical equations. The minimum value is defined as follows.
K2MIN = 2.0/H (9-17)
where
K2MIN = minimum reaeration rate due to wind and wave
action.
H = mean depth in feet.
If K2 is less than K2MIN, then K2 is replaced by K2MIN.
Sediment Uptake Rate SB
Sediment uptake rate or benthic demand at 20° C is computed as
follows (14).
SB = SBA*3.281/H (9-18)
where
SB = benthic demand in mg/l/day at 20° C.
SBA = areal benthic demand in gm 02/m2/day.
H = depth of flow in feet.
SBA values are user-supplied and should be obtained from previous
studies of the receiving water sediments, if available. Typical
values as reported by Thomann (14) are given in Table 9-3.
Sediment uptake rates are then adjusted for receiving water
temperature by application of Equation 9-18.
SB = SB(1.065)(T~20) (9-19)
where all terms are as previously defined.
9-12
-------
Table 9-3
Average Values of Oxygen Uptake of
River Bottoms (after Thomann 1972)
Bottom Type and Location
Municipal sewage sludge—
outfall vicinity
Municipal sewage sludge—
"aged" downstream of outfall
Cellulosic fiber sludgea
Estuarine mud
Sandy bottom
Mineral soils
Uptake (g 02/m2/day)
at 20° C
Approximate
Range Average
2-10.0
1-2
4-10
1-2
0.2-1.0
0.05-0.1
1.5
7
1.5
0.5
0.07
Calculated from reported values of 2-5 and 3.5 at 11° C.
9-13
-------
Dissolved Oxygen in a Stream
The dissolved oxygen deficit of a freshwater stream is represented
by a plug flow model. That is, the model simulates the dissolved
oxygen budget within each discrete unit of water generated by the
urban system in each time step of the simulation. Mixing of
waters in adjacent plugs is assumed negligible. As the discrete
plug moves downstream, the oxygen resources are being depleted by
waste decay, and oxygen resources are being added by reaeration.
These reactions are time-dependent and thus, the equations which
define the reactions are expressed as a function of time.
Oxygen demands considered are ultimate carbonaceous BOD (CBOD),
nitrogenous BOD (NBOD), sediment demand (SB), and background
dissolved oxygen deficit. The only oxygen source considered is
atmospheric reaeration.
Ultimate carbanaceous BOD is computed as follows (13).
CBOD = BOD.. fl«K1 (9-20)
(1.0 - e"5'° K1)
where
CBOD = ultimate carbonaceous BOD in mg/1.
BOD = 5-day BOD from all sources in mg/1.
Kl = Composite carbonaceous waste decay rate as
previously defined.
Ultimate nitrogenous oxygen demand (NBOD) is computed by application
of Equation 9-20 (11).
NBOD = 4.57*TKN (9-21)
where
NBOD = ultimate nitrogenous oxygen demand in mg/1.
TKN = total Kjeldahl nitrogen from all sources in mg/1.
The dissolved oxygen deficit at any time, t, is computed for each
type of oxygen demand as follows.
9-14
-------
1. For carbonaceous demand
K1*CBOD . -Kl*t -K2*t, ,Q ~9x
(e - e ) (9-22)
1 K9 - TCI
JS.^ — JxJ.
2. For nitrogenous demand
D2 = K^NBOD (e-K3*t _ e-K2*t) (9.23)
Jt\z — J\.j
3. For benthic demand
D3 = || (1.0 - e'*2^) (9-24)
4. For initial deficit
D4 = Do e"K2*t (9-25)
5. For total deficit
DODEF = Dj + D2 + D3 + D4 (9-26)
where
t = travel time in the receiving reach in days.
Do = dissolved oxygen deficit in the receiving water
upstream from the urban area in mg/1.
DODEF = dissolved oxygen deficit at time t, in mg/1.
All other terms are as previously defined.
The procedure used in the DO budget module for streams is to
divide the receiving reach into 50 equal increments (equal travel
times) and to solve the above equations for each increment. This
computation yields a DO deficit array for the plug flow. This
array is then searched, and the maximum value is saved. The
minimum value of dissolved oxygen is then computed as follows.
DOMIN = DOSAT - DC (9-27)
9-15
-------
where
DOMIN = minimum value of dissolved oxygen for time step
in mg/1.
DOSAT = saturation value of dissolved oxygen for a given
temperature and chloride concentration in mg/1.
DC = critical or maximum dissolved oxygen deficit in
mg/1.
Dissolved Oxygen in an Estuary
The DO budget computations for a river/estuary are similar to the
computations for a freshwater stream. However, the equations
which define the reactions have been modified to account for
tidal dispersion. These modifications were first proposed by
O'Connor (18) and have been reported by Nemerow (19). The modified
equations are:
1. For carbonaceous demand
_ K1*CBOD ,^J1*X _J2*X. /Q-28^
Dl ~ K2 - Kl (e 6 } (9-28)
2. For nitrogenous demand
= K3*NBOD , J3*X _ J2*X (9_29)
D2 K2 - K3 (e ' ( '
3. For benthic demand
D3 = ff (1.0 - eJ2*X) (9-30)
4. For initial deficit
D4 = Do eJ2*X (9-31)
9-16
-------
where
Jl =
J2 =
J3 =
VF
2*E
VF
2*E
VF
2*E
1.0
-V
1.0 +
1.0 -^ 1.0 +
4*K1*E
1 VF2
4*K2*E
VF2
V
1.0 -W 1.0 +
4*K3*E
VF2
(9-32)
(9-33)
(9-34)
VF = velocity of freshwater flow in miles per day.
E = tidal dispersion coefficient in square miles
per day.
X = distance downstream from urban area in miles.
All other terms are as previously defined.
Equations 9-28 through 9-31 are applied in a manner similar to
Equations 9-22 through 9-25 in order to generate the desired DO
deficit array. All other computations are as described in the
section on dissolved oxygen in a stream.
The tidal dispersion coefficient for the receiving water under
consideration should be obtained from previous studies, if available.
Typical values of the tidal dispersion coefficient as reported by
Thomann are given in Table 9-4.
Computational Sequence
The DO budget computations for each time step in the simulation
can be described in six steps as follows.
1. Compute the total flow from all sources entering the receiving
water in cfs.
2. Compute the following parameters.
a. Velocity of flow, V, in feet per second.
b. Depth of flow, H, in feet.
c. Total 5-day BOD in mg/1.
d. Total nitrogenous oxygen demand, NBOD, in mg/1.
e. Initial DO deficit in mg/1.
9-17
-------
4
d Longitudinal Tidal Dispersion
ents (adapted from Thomann 1972)
Estuary Mi2/day Tracer Remarks
1 0)-H
Cft -P U
rd-H
4H
rH-H 4H
Xj -P V
fO CO O
EH W 0
2-7 Chlorides Torresdale, Pennsylvania, to Reedy
Island, Delaware
7-11 Chlorides Lower portion of estuary to Delaware
Bay
0.2-0.6 Dye Upper 25 mi. nonsaline portion
0)
SH
rd
rd
rH
Q
U
rd
S
O
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pj
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t>i
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fd
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rd
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cn
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-P
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rd
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CO
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9-18
-------
f.
g.
h.
i.
j.
k.
Saturation DO concentration, DOSAT, in mg/1.
Carbonaceous waste decay rate, Kl, in day'1.
Ultimate carbonaceous oxygen demand, CBOD, in mg/1.
Atmospheric reareration rate, K2, in day"1.
Nitrogenous waste decay rate, K3, in day'1.
Benthic demand, SB, in mg/l/day.
3. If the receiving water is an estuary (E ? 0), then compute
the following addition parameters.
a. Velocity of freshwater flow, VF, in miles per day.
b. Reaction exponents, Jl, J2, and J3.
4. Compute the DO deficit curve for 50 equally spaced points on
the receiving stream.
5. Find the maximum DO deficit, DC, and compute the minimum DO,
DOMIN, in mg/1.
6. Test for a calibration point. If DIST1 ^ 0, then compute
the DO at distance DIST1 (DOXl).
The above sequence is repeated for every time step in the simulation
intil the annual arrays are filled. These arrays, the DOMIN
array and the DOXl array, are then analyzed, and a cumulative
frequency table is developed and printed for each.
DISSOLVED LEAD RESPONSE (MODULE 82)
The equilibrium dissolved lead response model for CSPSS is based
on the assumption that a lead carbonate (PbCO3) system governs
the chemistry of lead in natural waters. In most cases, it is
generally accepted that lead carbonate chemistry will control
dissolved lead content for most natural waters where pH is in a
reasonable range and total lead concentrations are not excessive.
When the lead carbonate system governs the chemistry of aquatic
lead, the solubility of lead is a function of total alkalinity,
total hardness, and pH of the receiving water after mixing. The
dissolved lead equilibrium model developed here is based primarily
on information presented by Stumm and Morgan (20).
The purpose of the model is to compute total and dissolved lead
concentrations in the receiving water for each time step of the
simulation. In addition, maximum annual 96-hour and time average
mean dissolved lead concentrations are also computed.
9-19
-------
The lead carbonate model does not consider lead forming the
insoluble hydroxy-carbonate solid phase, Pb3 (C03)2 (OH)2, as well
as the insoluble sulfate and phosphate phases. Also not considered
is the formation of soluble organo-lead complexes with humic,
fulvic, and tannic acids, which are common (and largely unquantified)
constituents in natural runoff. Further, the model is based on a
"closed aqueous system," that is, not open to the atmosphere.
The effects of the above limitations are, in part, offsetting.
Although the consideration of the additional solid phases might
serve to decrease predicted dissolved lead concentrations, the
additional consideration of soluble lead complexes with organic
acids would have the net effect of increasing soluble lead concent-
rations. Also adsorption and desorption may be important factors
in determing the fate of lead, and this mechanism is not considered.
Adsorption which will tend to decrease dissolved lead concentrations
is associated with alkaline and neutral waters, whereas desorption
which will tend to increase dissolved lead concentrations is
associated with acidic waters.
Because of these uncertainties, dissolved lead concentrations
found in nature may be higher or lower than values predicted by
this formulation. However, the model will yield a reasonable
approximation of the dissolved lead content in natural waters.
The integral chemical reaction which forms the basis of the
dissolved lead response model is given by the following formula.
PbC03 ^ Pb++ + C03 = (9-35)
In order to solve the above chemical reaction at equilibrium
conditions, several other reactions in the receiving water must
be considered. These reactions are defined by the following
formulas.
H2C03 =^ HCO3" + H (9-36)
HC03~ ^ C03= + H+ (9-37)
H20 - H+ + OH~ (9-38)
Equilibrium constants which are used in the solution of Equations
9-35 through 9-38 are defined in Table 9-5. These constants are
utilized in the mathematical solution of the equilibrium reactions
defined above.
9-20
-------
Table 9-5
Equilibrium Constants for the
Dissolved Lead Response Model
K = 1.5 x 10"13
p Equation 9-35
pKgp = 12.824
= 4.45 x 10"'
Equation 9-36
= 6.35
K2 = 4.69 x 10"11
Equation 9-37
pK2 = 10.33
K = 10"14
Equation 9-38
PXW = 14.0
Conversions and Definitions
Before proceeding with the development of the mathematical
relationships which define the equilibrium dissolved lead response
model, several relationships among the variables should be defined.
These relationships will be useful in the forthcoming equations.
It should be noted that brackets [ ] always express a concentration
in moles per liter, while the absence of brackets expresses a
concentration in milligrams per liter.
The relationship between the H ion and pH is expressed as follows.
--= (9-39)
10pH
conversely;
pH = Log -~- (9-39a)
9-21
-------
The relationship between the OH ion and the H ion is given by
the following equation.
10~14
[OH ] = ±2— (9-40)
-
Concentration of total hardness, TH, total alkalinity, TA, and
lead, Pb, may be converted from moles per liter to milligrams per
liter by application of the following series of linear
transformations .
TH = [TH] X (1.0 x 105) (9-41)
TA = [TA] X (1.0 x 105) (9-42)
Pb = [Pb](2.0719 x 105) (9-43)
where
TH = total hardness as mg/1 CaC03.
[TH] = total hardness as moles/1 CaC03.
TA = total alkalinity as mg/1 CaC03.
[TA] = total alkalinity as moles/1 CaC03.
Pb = lead concentration as mg/1.
[Pb] = lead concentration as moles/1.
The activity of lead is defined as follows.
APb = [Pb]y (9-44)
where
APb = activity of lead as moles/1.
•y = activity coefficient of lead, dimensionless.
The total carbonic species of each inflow water or of the mixed
receiving water is defined by the following equation.
9-22
-------
[CT] = [H2C03] +
+ [C03 ]
(9-45)
where
= [CT]On
(9-46)
and
[C03] = [CT]a22
(9-47)
where
a^ = ionization factor of HC03
[H]
/and
(9-48)
= ionization factor of C03"
+l2 FH+
L + 1 + i-
(9-49)
The activity coefficient for lead, y, used in the solution of
Equation 9-44, is determined by application of the Davies equation
(20). The Davies equation defines a relationship between log y,
the ionic strength I of the solution, and the valence Z of the
ion in question. It has the following form.
log y = -0.522
0.21
(9-50)
where
and
Z = valence of ion in question
I = 10~5(4TH - TA)
(9-51)
9-23
-------
Determination of [CT] for Each Inflow
The dissolved lead computation procedure for each time step in
the computation begins with the determination of the total carbonic
species [CT] for each of the four waters which make up the inflows
to the receiving water. The [CT] for each inflow source is
determined by application of the following equation.
rCT] = [TA] - [OH"] + [H+] (9-52)
a11 + 2a22
where all terms are as previously defined.
Mixing of Inflows
The inflows are now mixed, and the concentrations TA , TH ,
[CT ], and [Pb 1 are determined. The subscript m inaicates
concentrations in the receiving water after mixing, and lead is
expressed in terms of total lead.
TAi
TAm = ±=±3 (9-53)
i=l X
THi Qi
(9-54)
J Q±
[CTm] = ^=^j (9-55)
4
E [Pb±] Qi
[Pbm] = ±=±-s (9-56)
9-24
-------
where
Q. = inflow from source i in cfs and all other terms
are as previously defined. -
Determination of pH for Mixed Flows
In order to determine the pH of the receiving water, [H ] must
first be determined by application of the following equation.
[Hm] = [CTm](of11 + 2°22) + [OHJ " [TAm] (9-57)
where all terms are as previously defined.
an/ a22/ and [OH~] are all functions of [H ]. Therefore, a
closed form solution to Equation 9-57 does not exist. Equation
9-57 is solved by application of the Newton-Raphson technique for
the solution of nonlinear equations of the form f(x) = 0 (21).
This technique appears to be free of convergence problems.
However, the possibility of convergence problems always exists
when numerical methods are employed. Once [H±] is known, then pH
is determined by application of Equation 9-39a.
Precipitation Determination
Once the chemistry of the receiving water as determined in the
previous three steps is known, then the occurrence or nonoccurrence
of lead precipitation is determined by computing and comparing
two parameters, K and K_ . The solution for parameter K is
defined by the following^series of equations and relationships.
K = Y[Pbm][CTm]cf2 (9-58)
where
Y = ~^j (9-59)
where
d = 21 s— - 0.21 1 (9-60)
9-25
-------
where
where
I = 10"5(4TH - TAm) (9-61)
m mm
(9-62)
where
(9-63)
where
PK{ = PKX - 0.5[ + m - 0.21 \ (9--64)
and
K,' = -4^ (9-65)
where
PK2' = PK2 - 2I - 0.2I (9-66)
The solution for parameter K'_ is defined by the following
. • °P
equations .
K' = V (9"67)
where
= pK - 4 [ 55 0.21 ) (9-68)
P sp + YT~ m
in
9-26
-------
If K is less than K' , precipitation will not occur, and total
lead will equal dissolved lead. If K is greater than K' then
precipitation will occur, and only a portion of the tot!?' lead
will be dissolved.
Dissolved Lead Determination
If precipitation does occur, then the dissolved lead fraction is
determined by application of the following equations.
(9-69)
APb
PbmD = - 2.0219 x 105 (9-70)
where
Apb _ = Actual dissolved lead activity in mixed inflows as
"^ moles/liter.
Pb _ = Actual dissolved lead concentration in mixed inflows
as mg/1.
The above computations are repeated for every time step in the
simulation, and in this manner, a total lead array and dissolved
lead array are generated for the year.
Computational Sequence
The dissolved lead computations for each time step in the simulation
can be summarized in six steps as follows.
1. Compute the total flow from all sources entering the receiving
water in cfs.
2. Determine the total carbonic species, [CT] , of each influent
water.
3. Determine the concentrations of total alkalinity, total
hardness, total carbonic species, and total lead for the
mixed inflow waters (i.e., receiving water).
4. Compute the pH of the receiving water using the Newton-Raphson
technique.
5. Determine if lead precipitation occurs in the receiving
water .
6. Determine dissolved lead concentration.
9-27
-------
Reports generated by module 82 for each year in the simulation
include: (1) cumulative frequency of total lead concentrations,
(2) cumulative frequency of dissolved lead concentrations, (3)
maximum annual 96-hour dissolved lead concentration, and (4)
long-term average dissolved lead concentration.
INPUT DATA
The input data required for the receiving water response portion
of CSPSS are considerably more extensive than are data requirements
for the other modules. If module 80, suspended solids response,
is run, then all that is needed is background suspended solids
concentration by month for the receiving water upstream from the
urban area. If module 81 is run, then the following data are
required.
1. Hydraulic coefficients—a's and p's.
2. K2 of receiving water in day"1 base e (optional).
3. Sediment oxygen uptake rate in g 02/m2/day.
4. Adjustment factor for computed K2 (optional).
5. Distance to DO calibration point in miles (optional).
6. Length of receiving water reach in miles.
7. Tidal dispersion coefficient in mi2/day (for river/ estuary
system).
8. Waste decay rates (Kl values) for watershed 1, watershed 2,
upstream flow, and dry-weather flow in day"1 base e (optional).
9. Background water quality matrix for receiving water. The
following water quality parameters must be defined by month.
a. Temperature, ° C.
b. DO deficit, mg/1.
c. Chloride concentration, mg/1 (for river/estuary system).
d. BOD5 concentration, mg/1.
e. Suspended solids concentration, mg/1.
f. TKN concentration, mg/1.
If module 82 is run, then background total lead concentrations
must be added to the above background water quality matrix.
In addition, certain chemical parameters for each inflow
source must be defined. The additional parameters required
are:
9-28
-------
a. Total alkalinity, mg/1.
b. Total hardness, mg/1.
c. pH, standard units.
Coding instructions may be found in Appendix A.
9-29
-------
REFERENCES
1. Hillier, F. S. and Lieberman, G. J, Introduction to Operations
Research, Holden-Day Inc., 1967.
2. Viessman, W, Harbaugh, T. E., and Knapp, J. W., Introduction
to Hydrology, Intext, Inc. 1972.
3. Fiering, M. B. and Jackson, B. B., "Synthetic Stream Flows"
Water Resources Monograph No. 1, American Geophysical Union,
Washington, B.C. 1971.
4. Mockus, V. et al.; "Hydrology" Section 4 SCS National
Engineering Handbook Soil Conservation Service, U.S.
Department of Agriculture, August 1972.
5. Donigian, A.S. and Crawford, N. H., "Modeling Nonpoint
Pollution from the Land Surface" EPA-600/3-76-083, July
1976.
6. Heaney, J. P., Huber, W. C., and Nix, S. J., "Stormwater
Management Model Level I - Preliminary Screening Procedures"
EPA-600/2-76-275, October 1976.
7. Huber, W. C. et al., "Storm Water Management Model Users
Manual Version II" EPA-670/2-75-017, March 1975, p. 139.
8. Pisano, W. C. and Queiroz, C. S. "Procedures for Estimating
Dry-Weather Pollutant Deposition in Sewerage Systems"
EPA-600/2-77-120, July 1977.
9. "Storage, Treatment, Overflow Runoff Model Storm" Users
Manual, The Hydrologic Engineering Center, U.S. Army Corps
of Engineers, Davis, California, July 1976.
10. McElroy, A.D. et al., "Loading Functions for Assessment of
Water Pollution from Nonpoint Sources" EPA-600/ 2-76-151,
May 1976.
11. Grim, R. L. and Lovelace, N. L., "Auto-Qual Modeling System"
EPA-440/0-73-003, March 1973.
12. Chow, V. T., Open Channel Hydraulics, New York: McGraw Hill
Book Co., 1959.
13. Heaney, J. P. et al. "Nationwide Evaluation of Combined
Sewer Overflows and Urban Stormwater Discharges, Volume II:
Cost Assessment and Impacts" EPA-600/ 2-77-064, March 1977.
-------
14. Thomann, R. V., "Systems Analysis and Water Quality Management,"
Environmental Science Services Division, Environmental
Research and Applications, Inc., New York: 1972.
15. Metcalf & Eddy, Inc. Wastewater Engineering, New York:
McGraw Hill Book Co., 1972.
16. Hydroscience Inc., "Simplified Mathematical Modeling of
Water Quality," U.S. Environmental Protection Agency,
Washington, D.C., March 1971.
17. Covar, A. P., "Selecting the Proper Reaeration Coefficient
for Use in Water Quality Models," Proceedings Conference on
Environmental Modeling and Simulation, EPA 600/9-76-016 July
1976.
18. O'Connor, D. J., "Oxygen Balance of an Estuary," Journal of
the Sanitary Engineering Division ASCE, May 1960.
19. Nemerow, N. L. Scientific Stream Pollution Analysis, McGraw
Hill Book Co., 1974.
20. Stumm, W. and Morgan, J. J., "Aquatic Chemistry; An
Introduction Emphasizing Chemical Equilibria in Natural
Waters," Wiley-Interscience Inc., New York, 1970.
21. McCalla, T. R., "Introduction to Numerical Methods and
FORTRAN Programming," John Wiley & Sons, Inc., New York,
1967.
-------
Appendix A
CODING INSTRUCTIONS
-------
Module—Main
Input: The following variables are inputed:
Card 1
Col 1-40 Location
Card 2
Col 1-2 Number of years to be simulated
Col 3-4 Time interval for simulation (in hours)
Col 5-6 Number of watersheds
Col 7-15 Seed number for pseudorandom number
generator
Card 3
Col 1-2 First option selected
Col 3-4 Second option selected
Col 5-6 Third option selected
Col 15-16 Eighth option selected
Output: Report on:
The location of the analysis, number of years to be
simulated, time interval for the simulation, number of
watersheds, seed number for the pseudorandom generator,
and options selected for this simulation.
A - 2
-------
Module 10: Stochastic Rainfall Simulator
Input: The following variables are inputed:
Card 1
Col 1-2 Months in season 1, Col 1-2, 3-4, 5-6, etc.,
until all months in season 1 are entered
(1-12 allowable)
Col 23-24
Card 2
Col 1-2 Months in season 2, Col 1-2, 3-4, 5-6, etc.,
until all months in season 2 are entered
(1-12 allowable)
Col 23-24
Card 3
Col 1-10 Mean time between storms in hours--season 1
Col 11-20 Mean time between storms in hours—season 2
Card 4
Col 1-10 Mean duration of storm in hours—season 1
Col 11-20 Mean duration of storm in hours—season 2
Card 5
Col 1-10 Mean rainfall depth in inches—season 1
Col 11-20 Standard deviation of rainfall depth in
inches—season 1
Col 21-30 Correlation coefficient of rainfall depth—
season 1
Card 6
Col 1-10 Mean rainfall depth in inches—season 2
Col 11-20 Standard deviation of rainfall depth in
inches—season 2
Col 21-30 Correlation coefficient of rainfall depth—
season 2
Output: Report on input parameters and a summary of annual
rainfall array, by season.
A - 3
-------
Module 20: Runoff by Soil Conservation Service
Rainfall/Runoff Technique
Input: The following variables are inputed:
Card 1
Col 1-2 Months in dormant season, Col 1-2, 3-4, 5-6,
etc., until all months in dormant season are
entered (1-12 allowable)
Col 23-24
Card 2
Col 1-2 Months in growing season, Col 1-2, 3-4, 5-6,
etc., until all months in growing season are
entered (1-12 allowable)
Col 23-24
Card 3
Col 1-10 CN1 for watershed i
Col 11-20 CN2 for watershed i
Col 21-30 CN3 for watershed i
Card 4
Col 1-10 Drainage area in acres for watershed i
Col 11-20 Time of concentration in hours for
watershed i
Col 21-30 Washoff coefficient for watershed i
Note: There is a set of Card 3 and Card 4 for each watershed.
The first set of cards contains data for watershed 1, and
the second set of cards contains data for watershed 2.
Output: Report on input parameters and summary of annual runoff,
by watershed.
A - 4
-------
Module 30: Watershed Pollution Accumulation/Washoff
Input: The following variables are inputed:
Card 1
Col 1-10
Col 11-20
Card 2
Col 1-10
Col 11-20
Card 3
Col 1-10
Col 11-20
Card 4
Col 1-10
Col 11-20
Accumulation rate for biochemical oxygen
demand in Ib/ac/day
Decay rate for biochemical oxygen demand
in fraction removed/day
Accumulation rate for total Kjeldahl nitrogen
in Ib/ac/day
Decay rate for total Kjeldahl nitrogen in
fraction removed/day
Accumulation rate for suspended solids
in Ib/ac/day
Decay rate for suspended solids in
fraction removed/day
Accumulation rate for lead in Ib/ac/day
Decay rate for lead in fraction removed/day
Note: A set of Cards 1 to 4 is required for each watershed.
Data for each watershed must be grouped together and
watershed 1 data must precede watershed 2 data.
Output: Report on input parameters. Summary of annual
runoff quality arrays and total annual washoff for
each pollutant by watershed.
A - =;
-------
Module 40: Excess Sewer System Infiltration
Input: The following variables are inputed:
Card 1 (for watershed 1)
Col 1 Watershed code (1 infiltration computed,
0 infiltration not computed)
Col 2-11 Average pipe diameter, in inches
Col 12-21 Pipe length, in miles
Col 22-31 Average daily dry-weather flow, in cfs
Col 32-41 Capacity ratio for wastewater treatment
plant
Col 42-51 Infiltration adjustment factor
Card 2 (Same as Card 1) (Required for the other watershed)
Output: Report on input parameters by watershed. Summary of
excess infiltration results and a summary of the
resultant excess infiltration plus direct runoff
quality array.
Note: If a 0 is entered in Col 1, the remaining fields for
that watershed may be left blank.
A - 6
-------
Module 50: Storage/Treatment
Input: The following variables are inputed:
Card 1
Col 1-10 Maximum storage capacity watershed i, in ft3
Col 11-20 Maximum treatment rate watershed i, in cfs
Col 21-25 BOD removal efficiency watershed i
Col 26-30 Suspended solids removal efficiency
watershed i
Col 31-35 TKN removal efficiency watershed i
Col 36-40 Lead removal efficiency watershed i
Card 2
Col 1-10 Initial storage watershed i, in ft3
Col 11-20 Initial BOD concentration watershed i,
in mg/1
Col 21-30 Initial suspended solids concentration
watershed i, in mg/1
Col 31-40 Initial TKN concentration watershed i,
in mg/1
Col 41-50 Initial lead concentration watershed i,
in mg/1
Note: A set of Cards 1 and 2 is required for each watershed.
Data for each watershed must be grouped together,
and watershed 1 data must precede watershed 2 data.
Output: Report on input parameters and summary statistics on
operation of treatment plant, the quality of the water
discharged to the receiving stream, the number of
overflow events, the number of days with overflow,
and the annual volume of overflow in inches.
A - 7
-------
Module 60: Dry-weather Wastewater Treatment Plant Flow
Input: The following variables are inputed:
Card 1
Col 1-10 Mean daily dry-weather flow for wastewater
treatment plant in cfs
Col 11-20 Mean 5-day biochemical oxygen demand
concentration of dry-weather flow in
mg/1
Col 21-30 Mean suspended solids concentration of
dry-weather flow in mg/1
Col 31-40 Mean total Kjeldahl nitrogen concentration
of dry-weather flow in mg/1
Col 41-50 Mean total lead concentration of dry-weather
flow in mg/1
Col 51-60 Mean dissolved oxygen deficit of dry-
weather flow in mg/1
Output: Report on input parameters.
A - 8
-------
Module 70: Daily Streamflow
Input: The following variables are inputed on dataset
FT08F001:
Card 1
Col 2 Number of years of streamflow on data set
(1-5 allowable)
Cards 2 to 1,801
Col 1-6 Daily streamflow in cfs
Note: One to five years of streamflow data may be contained
on this data set. Thus, allowable number of cards
read are 361, 721, 1,081, 1,441, and 1,801.
Output: If improper amount of data is entered, then message
is written and the job aborted; otherwise, output
generated by this module includes the number of
years of streamflow read and the first 10 values
of daily streamflow on the data set.
A - 9
-------
Module 71: Stochastic Monthly Streamflow Simulator
Input: The following variables are inputed:
Cards 1 to 12 Monthly data (months 1 to 12)
Col 1-10 Monthly mean streamflow in cfs
Col 11-20 Standard deviation of monthly streamflow
in cfs
Col 21-30 Correlation coefficient of monthly
streamflow
Output: Report on input parameters and summary statistics
for generated streamflow array.
A - 10
-------
Module 80: Suspended Solids Response
Input: The following variables are inputed:
Cards 1 to 12
Col 41-50 Suspended solids concentration in upstream
flow (mg/1)
Output: Report on input parameters and on cumulative frequency
of suspended solids concentration in the receiving
water.
A - 11
-------
Module 81: Suspended Solids and Dissolved Oxygen Response
Input: The following variables are inputed:
Card 1
Col 1-10 <*!
Col 11-20 a2
Card 2
Col 1-10 pi
Col 11-20 p2
Col 21-30 p3
Col 31-40 K2 for receiving stream day"1 tase e
(optional)
Card 3
Col 1-10 Areal benthic uptake rate (gm 02/m2/day)
Col 11-20 Calibration for K2 (K2ADJ, optional)
Col 21-30 Distance from urban area to calibration point,
in miles
Col 31-40 Length of receiving water reach, in miles
Col 41-50 Tidal dispersion coefficient, in miles2/day
Col 51-55 Kl for watershed 1 in day"1 base e
(default =0.40)
Col 56-60 Kl for watershed 2 in day"1 base e
(default =0.16)
Col 61-65 Kl for upstream flow in day"1 base e
(default =0.16)
Col 66-70 Kl for dry-weather flow in day"1 base e
(default = 0.23)
Cards 4 to 15 (data for months 1 to 12)
Col 1-10 Water temperature (month i) (°C)
Col 11-20 Dissolved oxygen deficit (month i) (mg/1)
Col 21-30 Chloride concentration (month i) (mg/1)
Col 31-40 Biochemical oxygen demand concentration (BOD5)
in upstream flow (month i) (mg/1)
Col 41-50 Suspended solids concentration in upstream
flow (month i) (mg/1)
Col 51-60 Total Kjeldahl nitrogen concentration in
upstream flow (month i) (mg/1)
Col 61-70 Lead concentration in upstream flow (month i)
(mg/1) (necessary only if Module 82 is run)
Output: Report on input parameters and cumulative distributions
of minimum dissolved oxygen, dissolved oxygen at
calibration point, portion of receiving water-
affected by low DO, and cumulative distribution
of suspended solids.
A - 12
-------
Module 82: Suspended Solids, Dissolved Oxygen, and
Dissolved Lead Response.
Input: The following variables are inputed:
Cards 1 to 15 Same as Module 81
Card 16
Col 1-10
Col 11-20
Col 21-30
Col 31-40
Card 17
Col 1-10
Col 11-20
Col 21-30
Col 31-40
Card 18
Col 1-10
Col 11-20
Col 21-30
Col 31-40
Alkalinity— (CSO)
Alkalinity--(SW)
Alkalinity--(SF)
Alkalinity--(DW)
Hardness—combined sewer overflow (CSO)
Hardness—storm water (SW)
Hardness—streamflow (SF)
Hardness—dry-weather flow (DW)
pH—(CSO)
pH--(SW)
pH—(SF)
pH—(DW)
Output: Report on input parameters, amount of lead in
water column and sediment, cumulative frequency
of total lead and dissolved lead concentrations,
maximum annual 96-hour dissolved lead concentration,
and long-term average dissolved lead concentration.
A - 13
-------
Appendix B
FORTRAN LISTING OF CONTINUOUS
STORMWATER POLLUTION SIMULATION
SYSTEM (CSPSS)
-------
This appendix contains a listing of alo. subprograms which constitute
CSPSS. The subprogram name and a brief description of its purpose
are given below in the order in which it appears.
CSPSS
This is the main module. It controls the processing of the
simulation.
AWP
This function calculates the annual washoff in pounds.
BODRD
This module reads input for DO budget model (modules 80-82).
BODRW
This is the DO budget model.
CCT
This function calculates the CT (total carbonic species) for the
dissolved lead model.
CFDO
This module accumulates the frequency of minimum dissolved oxygen
concentration on the ranges specified.
CFPB
This module accumulates the frequency of maximum lead concentrations
on the ranges specified.
CFSS
This module accumulates the frequency of maximum suspended solids
concentrations on the ranges specified.
CKSEL
This module validates the options that the user has selected.
DFN
This module is the first derivative of the function us.ed in the
Newton-Raphson method to calculate the hydrogen ion concentration
in the lead model.
DOE
This module calculates the dissolved oxygen level in an
estuary.
B - 2
-------
DOS
This module calculates the dissolved oxygen level in a stream.
DRYWEA
This module reads the input for the dry-weather flow simulation
and calculates the value of dry-weather flow by time interval and
by day of the week.
DSRD
This module reads daily streamflow records.
EXXPON
This module generates a random observation from a exponential
distribution.
FN
This module is the function used in the Newton-Raphson method to
calculate the hydrogen ion concentration in the lead model.
GMSF
This module simulates monthly streamflow for the number of years
to be simulated.
I NFL
This module simulates excess infiltration.
INFLRD
This module read input for the excess infiltration simulation.
ISTR
This module reads monthly streamflow statistics and uses GMSF to
generate monthly streamflows.
LOGNOR
This module generates a random observation from a log normal
distribution.
MARKOV
This module generates a lag one Markov process with a log normal
distribution.
B - 3
-------
MONTH
This module determines the month of the current time step.
NWTRAF
This module uses the Newton-Raphson method to calculate the
hydrogen ion concentration in the lead model.
OAF
This module is the excess infiltration equation fitted for Baltimore,
Maryland. See SWMM User's Manual, vers. 2, p. 139.
PBRW
This module is the dissolved lead simulation.
PER
This function calculates percent.
PUTDOS
This module calculates and writes the time average percent of
affected streamflow reach for specified levels of dissolved
oxygen concentrations.
PUTFDO
This module writes the cumulative minimum dissolved oxygen frequency
curve.
PUTFPB
This module writes the cumulative lead concentration frequency
curves (total and dissolved).
PUTFSS
This module writes the cumulative suspended solids concentration
frequency curve.
RAINFL
This module is the rainfall simulation (module 10).
RAINRD
This module reads rainfall statistics for the rainfall simulation
model.
B - 4
-------
RANDOM
This module generates a random number on the 10,11 internal with
a uniform distribution.
RECWAT
This, module is the receiving water response simulation.
RUNOFF
This module simulates direct runoff using the SCS method.
RUNQLR
This subroutine reads input data for the runoff quality model.
RUNQLT
This module simulates pollution accumulation and washoff on the
watershed.
RUNRD
This subroutine reads input data for runoff model.
SEASON
This module determines which season the time step is in.
SSRW
This module calculates suspended solids concentrations in the
receiving water.
STOR
This module simulates storage/treatment of runoff.
STORRD
This module reads input for the storage/treatment model.
TRANS
This module transforms input rainfall and streamflow statistics
to log form.
XL2
This function calculates the load on the watershed per time
interval.
B - 5
-------
XMIX
This module calculates the average concentration resulting from
the mixing of four different inputs.
XM2
This function calculates the washoff on the watershed per time
interval.
B - 6
-------
c
c
c
c
c
c
c
c
c
c
c
c
c
DEVELOPED BY:
FOR:
CH2K! HILL INC.
7201 N.W. 11TH PLACE
GAINESVILLE FLORIDA 32602
FACILITIES REQUIREMENTS DIVISION
U.S. ENVIRONMENTAL PROTECTION
AGENCY
WASHINGTON D.C.
c
C-HERE
C
BLOCK DATA *
BLOCK DATA
COMMON /GLOBL1/ALF1,ALF2,BETA1,BETA2,BETA3,SBA,K2ADJ,DIST1,
DIST2,E,T(12),DUS(12),CC(12),QDW(42),BODDW,SSDH,TKNDW,PBDW,
BOOUSF(12),TKNUSF(12),SSUSF(12),PBUSF(I2),K2SPEC,DOW,
K1W1,K1W2,K1USF,K10WF
COMMON /STR2/QDUS(360,5),QMUS(12,5),QMSF(12),SDMSFf12).CCMSFC12)
COMMON /10/IIN.IRIV.IOUT
DATA IIN/5/.IR1V/8/.10UT/6/
IS WHERE YOU INITIALIZE ANY VARIABLES IN COMMON
ODUS/1800*0.0/
OMUS/60*0.0/,OMSF/12*0.0/,SDMSF/12*0.0/
ODW/42*0.0/
REAL
REAL
REAL
END
C********************* MAIN *=<
C
COMMON /GLOBAL/IDT,NYR,LOC(10),IRN1.IWSD
COMMON /IO/IIN,1RIV,IOUT
DIMENSION ISEL(8)
C
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
1000
1001
1002
THIS MODULE CONTROLS PROCESSING IN ALL OTHER MODULES
OPTIONS SELECTABLE ARE :
OPTIONS
"To
20
21
30
40
50
60
70
71
80
81
82
DESCRIPTION
RAINFALL SIMULATION
RUNOFF BY SCS EQUATION
RUNOFF BY COEFFICIENT METHOD
POLLUTANT HASHOFF
EXCESS INFILTRATION
STORAGE / TREATMENT
DRY WEATHER FLOW
DAILY STREAMFLOW
MONTHLY STREAMFLOW SIMULATION
SUSPENDED SOLIDS RESPONSE
SUSPENDED SOLIDS AND DISSOLVED OXYGEN RESPONSE
SUSPENDED SOLIDS,DISSOLVED OXYGEN AMD
LEAD RESPONSES
FORMATOI2.I9)
FORMATUOA4)
FORMATC8I2)
B - 7
00000100
00000200
00000300
00000400
00000500
00000600
00000700
00000800
00000900
00001000
00001100
00001200
00001300
00001400
00001500
00001600
00001700
00001800
00001900
00002000
00002100
00002200
00002300
00002400
00002500
00002600
00002700
00002800
00002900
00003000
00003100
00003200
00003300
00003400
00003500
00003600
00003700
00003800
00003900
00004000
00004100
00004200
00004300
00004400
00004500
00004600
00004700
00004800
00004900
00005000
00005100
00005200
00005300
00005400
00005500
00005600
00005700
00005800
00005900
00006000
00006100
-------
1003 FORMAT('1',T26,'CONTINUOUS STORMWATER POLLUTION SIMULATION
1',
1/,T30,'FEBRUARY,1979',///,
1 T2,'GENERAL SIMULATION CONTROL DATA*,20(•-•)//,
2T22.'LOCATION: ',T32,10A4)
1004 FQRMATUX.T3,'NUMBER OF YEARS TO SIMULATE:•,T32t12t
2/,T8,'TIHE INTERVAL IN HOURS;',T32 , 12,/
3T10,'NUMBER OF WATERSHEDS:'»T32,12,/
11X,T5,'SEED FPP RANDOM GENERATOR:•,T32,19)
THLRE ARE 8640 HOURS IN ONE YEAR -ASSUMED 360 DAYS OF 24 HRS
C
c
C
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
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c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
- FOR TIME INTERVAL =4 THERE ARE 2160 EVENTS PER YEAR
*
*
*
STEP 1
*
*
- READ LOCATION
READ UIN.lOOl) LOC
WRITEtIOUT,1003)LOC
*
*
*
STEP 2
*
*
*
- READ NUMBER OF
TIME INTERVAL
YEARS TCT SIMULATE
OF SIMULATION
NUMBER OF WATER SHEDS
SEED NUMBER FOR RANDOM NUMBER GENERATOR
READ (UN,1000) NYR, IDT, IWSD ,IRN1
WRITEUOUT, 1004 )NYR, IDT, IWSD.IRN1
*
*
*
STEP 3
*
*
*
- READ OPTIONS SELECTED
READ (UN, 1002} ISEL
*
*
STEP 4
*
*
*
VALIDATE THE OPTIONS SELECTED
CALL CKSELUSEL.£402)
B - 8
SYSTEK)0006200
00006210
00006300
00006400
00006500
00006600
00006700
00006800
00006900
00007000
00007100
00007200
00007300
00007400
00007500
00007600
00007700
00007800
00007900
00008000
00008100
00008200
00008300
00008400
00008500
00008600
00008700
00008800
00008900
00009000
00009100
00009200
00009300
00009400
00009500
00009600
00009700
00009800
00009900
00010000
00010100
00010200
00010300
00010400
00010500
00010600
00010700
00010800
00010900
00011000
00011100
00011200
00011300
00011400
00011500
00011600
00011700
00011800
00011900
00012000
00012100
-------
c
c
c
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c
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c
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c
6
c
c
c
*«**«*«*$«*«*«
* *
* STEP 5 *
* *
««*«**********
INITIALIZE FIRST SIMULATION YEAR
NYEAR=1
*«*«*****««« **
* *
* STEP 6 *
* *
00 OPTIONS SFLECTED
CONTINUE
DO 7 1=1,8
00 THE FOLLOWING ONLY FOR THE. FIRST YEAR OF SIMULATION
7
10
C
THE
30
C
c
C
C
IFUSELU
IFUSELU
IFUSELU
IFUSELU
IFUSELU
IFUSELU
IFUSELU
IFUSELU
IFUSELU
IFUSELU
IFUSELU
IFUSELU
CONTINUE
DO 30 1=1
FOLLOWING
IFUSELU
IFUSELU
IFUSELU
IFUSELU
IFUSELU
IFUSELU
IFUSELU
IFUSELU
IFUSELU
CONTINUE
).EC.O)GOTO 10
KEG.10) CALL RAINRD
).E0.20) CALL RUNRD
).EG.30) CALL
J.EC.40) CALL
).EC.50) CALL
).E0.60) CALL
).E0.70) CALL
J.EG.71) CALL
).E0.80) CALL
).EC.81) CALL
KEG.82) CALL
RUNQLR
INFLRD
STORRO
DRYWEA
DSRD (NYSTRM,£403)
ISTR
BODRDUSELU))
BODRD(ISELU))
BODRDUSELU))
,8
OPTIONS ARE EXERCISABLE EACH YEAR
.EO.O)GOTO 35
10) CALL RAINFL(NYEAR)
20)
30)
40)
50)
80)
81)
.EG.
.EG.
.EG,
.EC,
.EC,
.EG,
.EC,
.EC.82)
CALL
CALL
CALL
CALL
CALL
CALL
CALL
RUNOFF(NYEAR)
RUNQLT(NYEAR)
INFL
STOROIYEAR)
RECWAT(NYEAR,1SELU),NYSTRM)
RECWAT(NYEAR,ISELU),NYSTRM)
RECWAT(NYEAR.ISEL(I),NYSTRM)
*
*
STEP 7
*
*
C INCREMENT SIMULATION YEAR
35 NYEAR=NYEAR+1
C * *
C * STEP 8 *
C * *
c **************
c
C IS SIMULATION FINISHED ? ? ?
B - 9
00012200
00012300
00012400
00012500
00012600
00012700
00012800
00012900
00013000
00013100
00013200
00013300
00013400
00013500
00013600
00013700
00013800
00013900
00014000
00014100
00014200
00014300
00014400
00014500
00014600
00014700
00014800
00014900
00015000
00015100
00015200
00015300
00015400
00015500
00015600
00015700
00015800
00015900
00016000
00016100
00016200
00016300
00016400
00016500
00016600
00016700
00016800
00016900
00017000
00017100
00017200
00017300
00017400
00017500
00017600
00017700
00017800
00017900
00018000
00018100
00018200
-------
IF (NYEAR.LE.NYR)GO TO 10
50 CONTINUE
$99 STOP
402 STOP 300
403 STOP 305
END
************************
FUNCTION AHP{R,IDTiCP)
T1=R*62.*
T2=T1*3600
T3=T2*IDT
T*=T3*CP
AWP=T*/10000CO
RETURN
END
C
£#*****«***«««****** BODRD *************************
C
SUBROUTINE BOORD (OPT)
COMMON /IO/IIN,IRIV,IOUT
COMMON /GLOBL1/ALF1,ALF2,BETA1,BETA2,BETA3,SBA,K2ADJ,DIST1,
1 DIST2,E,T<12),DUS<12),CCCl2),QDW<*2),BODDW,SSDWfTKNDH,PBDW,
2 BODUSFU2>,TKNUSF<12},SSUSF(12),PBUSF<12),K2SPEC,DDW,
3 K1W1,K1W2,K1USF,K10WF
COMMON /PB1/TA(*),TH(*),PH(*)
REAL K2AOJ.K2SPEC
REAL K1H1.K1H2.K1USF.K1DHF
INTEGER OPT
C
C THIS MODULE READS BOD INPUT FOR DO BUDGET MODEL
C
1000
1001
1002
1003
1005
1006
FORMAT('1',T26,'CONTINUOUS STORMWATER POLLUTION SIMULATION
',
/,T30,'FEBRUARY,1979',///
,T2,'INPUT TO DO BUDGET MODEL',20{'-•)//
T10,'ALPHA VALUES : •.T30.F12.8,T** .F12.8>
FORMATUX. Til, 'BETA VALUES :'.T28 ,3(2X ,F12 .8)/.
Til,'SPECIFIED K2 * ' ,T28 .F10.2 ,' 1/DAYM
FORMAT(1X,T19,'SBA s'.T30.F10.2.' GM 02/M**2/DAY•,/,
T17,'K2AOJ :',T30,F10.2
/T17,'DIST1 :',T30,F10.2,» MILES',/,
T17,'DIST2 r',T30,F10.2,' MILES*,/T21,'Els•,T30,F10.2,
• MILES**2/DAY'/,
TlO.'Kl WATERSHED 1 '.T30.F5.2,' I/DAY'/
TlO.'Kl WATERSHED 2',T30,F5.2,• I/DAY'/
TlO.'Kl STREAMFLOH',T30,F5.2.' I/DAY'/
TlO.'Kl DRY WEATHER FLOW'.T30.F5.2,' 1/DAYM
FORMAT (IX,' TEMP',T10,'DUS',T32.'CCM
FORMAT(7F10.2)
FORMAT(1X,I2,3X,6(2X,F8.2),2X,F8.*)
FORMAT(3(/),T2,'UPSTREAM QUALITY ARRAY*,20('-'),//,
1007
, , ,
,'BOO',
T
FORMAT(4F10.2) B '- 10
00018300
00018*00
00018500
00018600
00018700
00018800
00018900
00019000
00019100
00019200
00019300
00019*00
00019500
00019600
00019700
00019800
00019900
00020000
00020100
00020200
00020300
00020*00
00020500
00020600
00020700
00020800
00020900
00021000
00021100
00021200
00021300
00021*00
00021500
00021600
00021700
5YSTEM00021800
00021810
00021900
00022000
00022100
00022200
00022300
00022*00
00022500
00022600
00022700
00022800
00022900
00023000
00023100
00023200
00023300
00023*00
00023500
00023510
00023600
00023700
00023800
00023900
0002*000
0002*100
-------
* *
* STEP 1 *
* *
**************
READ ALPHA PARAMETERS
READ (UN, 1004) ALF1.ALF2
WRITE(IOUT,1000) ALF1.ALF2
1008 FORMAT(3(/),T2,'INPUT DATA FOR LEAD SUBMODEL',20(•-•),//,
1 T24,'CSO»,T40,'SKRf,T54,'USF»,T69,'WWTP»,//,
2 T2,'ALKALINITY (HG/L)•,T19,F10.2.T34,F10.2tT49,F10.2,T64,F1C.2//
3 T2,'HARDNESS (MG/L)',T19,F10.2,T34,F10.2,T49,F10.2.T64,F10.2//,
4 T2,'PH',T19,F10.2,T34,F10.2,T49,F10.2,T64,F10.2)
10C9 FORMAT(5F10.2,4F5.2)
C DO SUSPENDED SOLIDS ONLY
IF(OPT.EQ.80)GOTO 10
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
STEP 2
*
*
*
READ BETA PARAME TERSAND K2 AT 20 DEGREES C
READ (UN, 1004) BETA1.BETA2,BETA3,K2SPEC
WRITEUOUT.1001) BETA1 ,BETA2 ,BETA3,K2SPEC
*
*
STEP 3
*
*
READ SBA-AREAL BENTHIC UPTAKE RATE (GM 02/M2/DAY)
K2ADJ -FOR CALIBRATION OF K2
DIST1-DISTANCE URBAN AREA TO CALIBRATION PT
DIST2-OISTANCE OF REACH
E - TIDAL DISPERSION COEFF
READ (UN, 1009) SBA,K2ADJ,DI ST 1 ,0 IST2.E ,K1 HI ,K 1H2.K 1USF.K1D VF
IF(K2ADJ.EQ.O.O)K2AOJ=1.0
IF(K1W1.EC.O.C)K1H1=0.40
IF(K1W2.EQ.O.O)K1W2=0.16
IF(K1USF.EQ.O.O)K1USF=0.16
IF(K1DWF.EQ.O.O)K1DMF=0.23
HRITE(IOUT,1002) SBA,K2ADJ,DIST1,D IST2 ,E ,K1W1,K1H2,K1USF,K 1 DHF
*
*
*
STEP
*
*
C
C
C
C
C
C
C
C READ FOR EACH MONTH
C
C
C
C
C
T WATER TEMPERATURE
DUS DO DEFICIT (MONTH 1,1=1,12)
CC CHLORIDE CONC
BOD
TKN B - 11
SS
00024200
00024300
,00024400
00024500
00024600
00024700
00024800
00024900
00025000
00025100
00025200
00025300
00025400
00025500
00025600
00025700
00025800
00025900
C0026000
00026100
00026200
00026300
00026400
00026500
00026600
00026700
00026800
00026900
00027000
00027100
00027200
00027300
00027400
00027500
00027600
00027700
00027800
00027900
00028000
00028100
00028200
00028300
00028400
00028500
00028600
00028700
00028800
00028900
00029000
00029100
00029200
00029300
00029400
00029500
00029600
00029700
00029800
00029900
00030000
00030100
00030200
-------
C
10
20
1
PE
WK1TE(IOUT,1006)
DO 20 1=1 ,12
READUIN.1004) Tm,DUS(I),CC(I),BODUSF(I>fSSUSF(I>,TKNUSF( 1) ,
PBUSF(I)
WRITEUOUT.10C5) I ,T( 1 ) ,DUSM ) ,CC(I ) .EODUSF ( I ) .SSUSF (I ) ,
TKNUSF(I),PBUSF(I)
1F(CPT.NE.82)GOTO 40
READ UIN,1007MTA(n.I = l,4i
READ ( IIN,1007)UH(I) ,1=1,*)
READ tIIN,1007)(FH(n.I = l,4)
40
C
C
C
C
C
C
C
C
C
**
*
*
Jt
•V
**
CONTINUE
**********
STEP 5
**********
RETURN TO CALL
RE TURN
END
**
*
A
*
**
ING
C
C
C
C
MODULE
BODRW ******************************
SUBROUTINE BODRW (QST.BST , CCS , BCS.QSF.CDR, MTH.
1 FDO.FDOXl.TST.TCS.BODTC.BODTN.I.MTI.MO.ULOC.ULOS.CDO.DOMIN)
COMMON /GLOBAL/IDT, NYRtLOC( 10 ), IRN 1 ,IHSD
COMMON /GLOBL1/ALF1,ALF2,BETA1,BETA2,BETA3,SBA,K2ADJ,DIST1,
1 DIST2.E,T(12),DUS(12)',CC(12).ODH(42),BODDW,SSDW,TKNDW,PBDH,
2 EODUSF(12),TKNUSF(12),SSUSF(12),PBUSFU2),K2SPEC,DDH,
3 K1H1.K1M2.K1USF.K1DMF
DIMENSION FDOC16) .FDOXH16) ,CDO<7)
DIMENSION TEMDH50)
C
C
C
THIS IS THE DO BUDGET MODEL
REAL
REAL
REAL
REAL
REAL
REAL
REAL
REAL
K1,K2,K2ADJ.K2MIN,J1,J2
LO.LON.K2SPEC
K1W1.K1W2.K1USF.K1DHF
J11.J12.J13,J14,J15,J16.J17
LC1,L02,L03,L04
K3,J3,MIC,M2,MIN,LON1,LON2,LON3,LON4
= 2
-------
c
13 V=ALF1*QT**ALF2
C IF V IS ZERO THEN INVALID DATA-ABORT JOB
IF(V.EO.O.OJSTOP 100
C STEP 3
C
C COMPUTE H DEPTH OF FLOW (IN FEET)
C
H=BETA1*QT**BETA2+BETA3
C IF H IS ZERO THEN INVALID DATA-ABORT JOB
IF(H.EO.O.O)STOP 110
C STEP 4
C
C COMPUTE LO - INITIAL BOD LOAD (MG/L)
C. BOOT-TOTAL BOD (# PER DT)
L01=QST*6ST
LD2=QCS*BCS
L03=QSF*BODUSF(MTH)
ULOC=AWP(OSF,IDT,BODUSF{MTH))
L04=QDR*BODDN
LO=(L01+L02+L03+L04)/QT
BODTC=AWP(OT,IDT,L01
C
C
c
c
c
c
c
c
c
c
c
c
c
c
c
STEP 5
COMPUTE LON -INITIAL NBOD LOAD (MG/L»
BODTN-TOTAL NBOD (# PER DT)
LQN1=CST*TST*4.57
LON2=QCS*TCS*4.57
LDN3=OSF*TKNUSF(MTH)*4.57
T1=TKNUSF(MTH)*4.57
ULON=AWP(QSF,IDT,T1)
LON4=QOR*TKNDW*4.57
LON={LON1+LON2+LON3+LON4)/QT
BODTN=AWP(QTtIDT,LON)
STEP 6
COMPUTE DO-INITIAL DO DEFICIT (MG/L)
DO = (DUS(MTH)*CSF-»DDH*QDR)/QT
STEP 7
CALCULATE TEMPERATURES
ASSUMES TEMPERATUR READ IS FOR 15TH OF THE MONTH
FOR BEGINNING OF NEW MONTH
IFCMTH.NE.MO)MTI=1
IF(MTH.NE.MO)MO=MTH
IFfMTH.NE.DGOTO 1
TEMP=T(1)
GOTO 10
IF(MTH.NE .12)GOTO 2
TEMP=T(12)
GOTO 10
FOR MONTHS 2 TO 11 CALC BEGINNING OF MONTH TEMPERATURE
CONTINUE
IF(T(MTH).GT.T(MTH-1))GOTO 3
FOR T(MTH>.LE.T(MTH-1) B - 1J
.5*(T(MTH)-T(MTH-D)
00036400
00036500
00036600
00036700
00036800
00036900
00037000
00037100
00037200
00037300
00037400
00037500
00037600
00037700
00037800
00037900
00038000
00038100
00038200
00038300
00038400
00038500
00038600
00038700
00038800
00038900
00039000
00039100
00039200
00039300
00039400
00039500
00039600
00039700
00039800
00039900
00040000
00040100
00040200
00040300
00040400
00040500
0004060O
00040700
00040800
00040900
00041000
00041100
00041200
00041300
00041400
00041500
00041600
00041700
00041800
00041900
00042000
00042100
00042200
00042300
00042400
-------
GOTO 4
3 CONTINUE
C FOR T(MTH).GT.T(MTH-1)
TEMPB=T(MTH)-.5*(T(MTH)-T(MTH-1>)
4 CONTINUE
C FOR MONTHS 2 TO 11 CALCULATE END OF MONTH TEMPERATURE
IF(T(MTH).LE.T(MTH+1))GOTO 5
C FOR T(MTH).GT.T(HTH+1)
TEMPE=T(MTH)-.5*(T(MTH)-T(MTH+1>)
GOTO 6
5> CONTINUE
C FOR T(MTH).LE.T(MTH+1)
TEMPE=T(MTH)+.5*(T(HTH)-T(MTH+1»
6 CONTINUE
DELTAT=(TEMPE-TEMPB)/(30.0*NTP)
C COUNT FROM BEGINNING OF MONTH FOR 30*NTP EVENTS
TEMP = TEMPB-»MTI*DELTAT
MTI=MTI+1
10 CONTINUE
C COMPUTE OOSAT -SATURATION VALUE OF DO (MG/L)
C CORRECT FOR TEMP (DEGREES CELSIUSI
C
DOSAT=14.652-0.410222*TEMP+0.00799*TEMP**2
1 -0.00007777*TEMP**3
C CORRECT FOR CHLORIDE CONC (MG/L)
CHL=CC(MTH)
OOSAT=DOSAT*(1.0-CHL/100000)
C STEP 8
C
C COMPUTE Kl -WASTE DECAY COEFF
C
K11=L01*K1W2
K12=L02*K1W1
K13=L03*K1USF
K14=L04*K1DHF
K1=(K11+K12+K13-HU4)/(L01+L02+L03+LQ4)
WRITE(6,1021)TEMP
FORMAT(1X,E10.5)
K1=K1*1.047**(TEMP-20.0)
URITE(6,1021)K1
C
1021
C
C
C STEP 9
C
COMPUTE ULTIMATE BOD DEMAND FACTOR
XF=1.0-EXP(-5.0*K1)
FACTOR=1.0/XF
LO=LO*FACTOR
C STEP 10
C
C COMPUTE K2-STREAM REARATION RATE (I/DAY)
C
C THE K2 VALUE IS COMPUTED FROM ONE OF THREE
C OR IS GIVEN BY K2SPEC
C EMPIRICAL EQUATIONS AND ADJUSTED FOR
C TEMP AND MINIMUM VALUES AS FOLLOWS:
C
1F(K2SPEC.GT.O.O)GOTO 46
IF(H.GT.2.0.AND.V.LE.2.5) GO TO 20
IF(H.GT.2.0.AND.V.GT.2.5) GO TO 30
GO TO 40 B - 14
00042500
00042600
00042700
00042800
00042900
00043000
00043100
00043200
00043300
00043400
00043500
00043600
00043700
00043800
00043900
00044000
00044100
00044200
00044300
00044400
00044500
00044600
00044700
00044800
00044900
00045000
00045100
00045200
00045300
00045400
00045500
00045600
00045700
00045800
00045900
00046000
00046100
00046200
00046300
00046400
00046500
00046600
00046700
00046800
00046900
00047000
00047100
00047200
00047300
00047400
00047500
00047600
00047700
00047800
00047900
00048000
00048100
00048200
00048300
00048400
00048500
-------
20 K2=12.9«V**0.5/H**1.5
GO TO 45
30 K2=ll.fr*V**C.969/H«*1.673
GO TO 45
40 K2=21.74*V**C.67/H**l.e5
45 GOTO 48
46 K2=K2SPEC
C IF NO VALUE ENTERED MAKE K2ADJ=1
48 IF(K2ADJ.EQ.O.O) K2ADJ = 1 .0
C ADJUST K2
K2=K2ACJ*K2
C CORRECT FOR TEMP
K2=K2*I.024**(TEMP-20.0)
C CALCULATE MINIMUM VALUE OXYGEN EXCHANGE
K2M1N=2.0/H
IF(K2MIN.GT.2.0)K2MIN^2.0
C USE LARGER K2 VALUE K2 = MAX(K2,K2MIN )
IF(K2MlN.GT.K2)K2=K2MIN
C MAKE SURE K2 NOTECUAL Kl - MAKES D UNDEFINED
IF(K2.EO.K1) K2=C.99*K2
C
C STEP 11
C
C COMPUTE K3 ASSUMING K3=0.10 AT 20 DEGREES C
C
K3=0.10*1.017**{TEMP-20.0)
IF(K3.EQ.K2)K3=0.99*K3
C STEP 12
C COMPUTE SB -BOTTOM SEDIMENT UPTAKE RATE (MG/L/DAY)
C
C CONVERT SBA TO (MG/MSC/DAY) TO (MG/L/DAY)
SB=SBA*3.281/H
C CORRECT UPTAKE FOR TEMP
SB=SB*1 .065**(TEMP-20.0)
C STEP 10
C
C CHECK FOR AN ESTUARY
C
C IF AN ESTUARY GO TO STEP 13-A
IF(fc.GT.O.O) GO TO 47
C OTHERWISE GO TO STEP 13-B
GO TO 75
47 CONTINUE
C STEP 13-A
C
C COMPUTE MIC,M2,MIN,J1,J2,J3
C
C VF VELOCITY (MILES/DAY)
VF=V*86400/5280
E4=4.0*E
E2=2.0*E
TK1=E4*K1
TEM1=1.0+(TK1/VF2>
MIC=SQRT(TEM1)
TK2=E4*K2
TEM2=1.0+(TK2/VF2)
M2=SORT(TEM2)
TK3=E4*K3
TEM3=1.0*(TK3/VF2)
, _
- 13
00048600
00048700
00048800
00048900
00049000
00049100
C0049200
00049300
00049400
00049500
00049600
00049700
00049800
00049900
00050000
0005C100
00050200
00050300
00050400
00050500
00050600
00050700
00050800
00050900
00051000
00051100
00051200
00051300
00051400
00051500
00051600
00051700
00051800
00051900
00052000
00052100
00052200
00052300
00052400
00052500
00052600
00052700
00052800
00052900
00053000
00053100
00053200
00053300
00053400
00053500
00053600
00053700
00053800
00053900
00054000
00054100
00054200
00054300
00054400
00054500
00054600
-------
IF(DOXY
IF(DOXY,
IFtOOXY,
IFtDOXY,
IF(DOXY,
LT
LT
LT
LT,
LT
.0
.0
.0
.0
.0
.0
.0
50
C
C
75
MIN=SGRT(TEM3)
J1=VF*(1.0-MIC)/E2
J2=VF*(1.0-M2)/E2
J3=VF*(1.0-MIN)/E2
DELTAX=DIST2/50.0
x=o.o
DC=L.O
DO 50 J=l,50
CALL DOt(X,hlC,M2,MIN,Jl,J2»J3,Kl,K2,K3,LD,LON,SB,DO,Dl)
ACCUMULATE TIME AVERAGED DO SUMMARY
DOXY=DOSAT-D1
IF(LOXY.LE.O.O)CCO(1)=CDO<1)+1
0)CDO(2)=CDO(2)+1
0)CDn(3)=CDO(3)+l
0)CDO(4)=CDO(4)+1
G}CCO(5)=CDO(5)+1
Q)CDC(6)=CDD<6)+1
IF(DOXY.LT.6.0)CDOm=CDO(7)+l
IF (Dl .GT.DC)DC=D1
X=X+DELTAX
TEMD1(J)=D1
CONTINUE
GO TO 63
STEP 13-B
COMPUTE DC FOR A STREAM (E=0)
VF=V*86<»CO/5280
TMAX=DIST2/VF
DELTAT=TMAX/50.0
TIM^O.O
DC=0.0
DO 80 J=lt50
CALL DDS
-------
CALL DOSCTXl,Kl,K2,K3,LG,LON,S6,DOtDl)
DOX1=DOSAT-D1
GO TO 100
85 CONTINUE
C FOR ESTUARY (E =0)
X=DIST1
CALL DOE(XtMIC,M2,MIN,Jl,J2,J3,Kl,K2,K3,LO,LON,SB,DO,Dl)
DOX1=DOSAT-D1
100 CONTINUE
C STEP 16
C
C CUMULATIVE FREQUENCY DO
C
CALL CFOO (DOHIN.FDQ)
C
C CUMULATIVE FREQUENCY DDX1
C
IF(DIST1.NE.O.O)CALL CFDQ(DDX1.FDOX1)
C STEP 17
C
C RETURN TO CALLING MODULE
150
C
C
C
RETURN
END
CCT «*«****«*****««****««*
10
C
C *
C
FUNCTION CCT(PH.A)
REAL Kl ,K2
Kl=4 .45E-7
K2=4.69E-11
HP=1.0/(10.0**PH)
OH=1.0L-14/HP
ALF10=(HP/K1 )-»(K2/HP)-H.O
ALF1=1.0/ALF10
ALF2Q=(HP*HP)/(K1*K2)
ALF2=1.0/ALF2G
CT1=A-OH+HP
CT2=(ALF1+2*ALF2)
CCT^CT1/CT2
RETURN
END
CFDO **#$*****#***«************«****##«****
C
C
C
SUBROUTINE CFDO (DO, FDD)
DIMENSION FDOU6)
CUMULATIVE FREQUENCY DO
C ACCUM FREQ OF DO ON RANGES SPECIFIED
IF
IF
IF
IF
IF
IF
IF
IF
(00
(DO
(DO
(DO
(DO
(DO
(DO
(DO
.LE
.LE
.LE
.LE
.LE
.LE
.LE
.LE
.1
.2
.3
.5
.6
.7
.8
.C)
.0)
.0)
.C)
.C)
.0)
.0)
.0)
GOTO 1
GO TO
GO TO
GO TO
GO TO
GO TO
GO TO
GO TO
0
20
30
50
6C
70
80
B - 17
00060800
00060900
00061000
00061100
00061200
00061300
00061400
00061500
00061600
00061700
00061800
00061900
00062000
00062100
00062200
00062300
00062400
00062500
00062600
00062700
00062800
00062900
00063000
00063100
00063200
00063300
00063400
000635CO
00063600
00063700
00063800
00063900
00064000
00064100
00064200
00064300
00064400
00064500
00064600
00064700
00064800
00064900
0006500O
00065100
00065200
00065300
00065400
00065500
00065600
00065700
00065800
00065900
00066000
00066100
00066200
00066300
00066400
00066500
00066600
00066700
00066800
-------
IF
IF
IF
IF
IF
IF
IF
(00
(DO
(00
(00
(DO
(00
(00
.LE,
.LE,
.LE,
.LE,
.LE,
.LE,
.LE,
.9.
.10
.11
.12
.13
.14
.15
0)
.0)
.0)
.0)
.0)
.0)
.0)
GO TO 90
GO TO 100
GO TO 110
GO TO 120
GO TO 130
GO TO 140
GO TO 150
FDO(16)=FDO(16)+1.0
GO TO 200
10 FDO(1)=FDO(1H1.C
GO TO 200
20 FOO(2)=FDO(2)+1.0
GO TO 200
30 FDO(3)=FOO(3)+1.0
GO TO 200
40 FDO(4)=FDO(4)+1.0
GO TO 200
50 FOO(5)=FOO(5)*1.0
GO TO 200
€0 FDO(6)=FDO(6)+1.C
GO TO 200
70 FDQ(7)=FDO(7)+1.G
GO TO 200
80 FDO(8)=FDO(8)+1.0
GO TO 200
90 FDO(9)=FDO(9)+1.0
GO TO 200
100 FDO(10)=FDO(10)+1.0
GO TO 200
110 FDO(11)=FDO(11)-U.O
GO TO 200
120 FDO(12)=FDO(12)+1.0
GO TO 200
130 FDO(13)=FDO(13)+1.0
GO TO 200
140 FDO(14)=FDO(14J+1.0
GO TO 200
150 FDO(15)=FDO(15)+1.0
2CO RETURN
END
C
C
C
CFPB ************************
SUBROUTINE
DIMtNSION F
IF(P8.GE.O.
IF (PB
1F(PB
1F(PB
IF (PB
1F(PB
IF(PB
1F(PB
IF(PB
1F(PB
IF (PP
IF(PB
IF(PB
IF (PB
IF (PB.LT.O.
IF(PB.LT.O.
,LT.
.LT,
.LT,
.LT,
.LT.
.LT,
.LT.
.LT,
.LT.
.LT,
.LT.
.LT.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
CFPB(PB.F)
(20)
O.ANO.PB
01OGOTO
015)GOTO
020)GOTO
025)GCTO
030)GOTO
035)GOTO
040)GOTO
045)GOTO
050)GOTO
06)GOTO
LT.0.005)GOTO 10
20
30
40
50
60
70
60
90
ICO
110
.LT.O.
07)GOTO 120
08)GOTO 130
09)GOTO 140
1)GOTO 150
2)GOTO 160
B - 18
00066900
00067000
00067100
00067200
00067300
00067400
00067500
00067600
00067700
00067800
00067900
00068000
00068100
00068200
00068300
00068400
00068500
00068600
00068700
00068800
00068900
00069000
00069100
00069200
00069300
00069400
00069500
00069600
00069700
00069800
00069900
00070000
00070100
00070200
00070300
00070400
00070500
00070600
00070700
00070800
00070900
00071000
00071100
00071200
00071300
00071400
00071500
00071600
00071700
00071800
00071900
00072000
00072100
00072200
00072300
00072400
00072500
00072600
00072700
00072800
00072900
-------
10
20
30
tO
70
fcC
90
100
11G
120
130
140
150
160
17<
180
190
200
250
IF(Pe.LT.G.3)GOTO
1F(PB.LT.C.4)GOTO
IF(PB.LT.G.5)tOTO
GOTO 2C3
F(l)=F(l)4l
GOTO 250
F(2)=F(2)+1
GOTO 250
F{3)=F(3)+1
GOTO 250
F(4)=F(4)+1
GOTO 250
F(5)=F(5)-H
GOTO 253
F(6)=F(6) + 1
GOTO 250
F(7)=F(7)+1
GOTO 250
F(8)=F(8)4l
GOTO 250
F(9)=F(9)*1
GOTO 250
F(10)=FUO)4l
GOTO 250
F(11)=F{11)-»1
GOTO 250
F(12)=F(12)*1
GOTO 250
F(13)=F(13)+1
GOTO 250
F(14)=F(14)+1
GOTO 253
F(15)=F(15)+1
GOTO 250
F(16)=F(16)+1
GOTO 253
FI17}=F(17)+1
GOTO 250
F(18)=F(18)4l
GOTO 253
FU9)=F(19)-U
GOTO 25D
F(20)=F(20)«1
CONTINUE
RETURN
END
170
180
190
ChSS **************«**«**«**«««««***«*«****«*«*
SUBROUTINE CFSS (SST.FSS)
C CUMULATIVE FRECUENCY OF SUSPENDED SOLIDS
DIMENSION FSSC21)
C DEFAULT IS SST>500
IF (SST.LE.25.0) GO TO 10
IF (SST.LE.50.0) GO TO 20
IF (SST.LE.75.0) GO TO 30
IF (SST.LE. 100.0) GO TO 40
IF (SST.LE. 125.0) GO TO 50
IF (SST.LE. 150. 0) GO TO 60 B - 19
IF (SST.LE. 175.0) GO TO 70
C0073COO
00073100
00073200
00073300
00073400
00073500
00073600
00073700
00073800
00073900
00074000
OOC74100
00074200
00074300
00074400
00074500
00074600
00074700
00074800
00074900
00075000
C0075100
00075200
00075300
00075400
00075500
00075600
00075700
00075800
00075900
00076000
00076100
00076200
00076300
00076400
00076500
00076600
00076700
00076800
00076900
00077000
00077100
00077200
00077300
00077400
00077500
00077600
00077700
00077800
00077900
00078000
00078100
00078200
00078300
00078400
00078500
00078600
00078700
C0078800
00078900
00079000
-------
1C
feu
90
100
110
12C
130
140
150
16C
170
18D
190
200
300
C
C«$
c
IF
IF
IF
IF
IF
IF
IF
IF
IF
IF
IF
IF
IF
{SST
(SST
(SST
(SST
(SST
(SST
(SST
(SST
(SST
(SST
(SST
(SST
(SST
•
•
•
•
•
•
•
*
*
*
•
•
•
LF
LF
LE
LE
LE
LE
LE
LE
LE
LE
LE
LE
LE
.200,
.225,
.25C,
.275,
.300,
.325,
.350,
.375.
.400.
.425.
.450.
.47f .
.50C.
,0)
,0)
.0)
.C)
.0)
.0)
,0)
,0)
.0)
,0)
,0)
. 0)
.0)
GO
GO
GO
GO
GO
GO
GO
GO
GO
-GO
GO
GO
GO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
EO
90
100
110
120
130
140
150
160
170
180
190
200
FSS(21)=FSS<21)+1.0
GC TO 300
FSS(1) = FSS(1M1.C
GO TO 300
FSS(2) = FSS(2)-U.C
GO TO 300
FSS(3)=FSS(3)+1.0
GU TO 300
FSS(4)=FSS(4}+1 .C
GO TO 330
FSS(5)=FSS(5)-»1.G
GO TO 3jO
FSS(6)=FSS(6H1.C
CO TO 300
GO TO 3'JC
FSS(8)-FSS(E
GO TO 300
FSS(9) = FSS(9
GO TO 300
FSS(10)=FSS
GO TO 300
FSS(11)=FSS
GO TO 300
FSS(12)=FSS
GO TO 330
FSS(13)=FSS
GO TO 3JO
FSS{14)=FSS
GO TO 300
FSS(15) = FSS
GO TO 3JO
FSSU6)=FSS
GO TO 300
FSS(17)^FSS
GO TO 330
FSS(18) = FSS
GO TO 3JC
FSS(19)=FSS
GO TO 3 DO
FSS(20)=FSS
GO TO 300
RETURN
END
)-»1.0
H1.G
(10)-»1 .0
(11)+1.0
(12)+1.0
(13)-»1.0
(14)+1.0
«15)+1.0
U6M1 .0
(17)-tl.O
(18)+1.C
(19H1.0
(2C)*1.0
CKSEL
SUBROUTINE CKSEL (SEL,*)
B - 20
00079100
C0079200
C0079300
00079400
00079500
00079600
00079700
00079800
00079900
00080000
00080100
00080200
00080300
00080400
00080500
00080600
00080700
00080600
00080900
00081000
00081100
00081200
00081300
00081400
00081500
00081600
00081700
00081600
00081900
00082000
00082100
00082200
00082300
00082400
00082500
00082600
00082700
00082800
00082900
00083000
00083100
00083200
00083300
00083400
00083500
00083600
00083700
00083800
00083900
00084000
00084100
00084200
00084300
00084400
00084500
00084600
00084700
00084800
00084900
00085000
00085100
-------
c
c
c
c
c
c
c
c
c
1001
1009
1010
102C
1030
1040
1050
1060
1070
1071
1080
1081
10b2
COMMON /IO/IIN.IRIV.IOUT
INTEGER SEL(8)
THIS MODULE VALIDATES THE OPTIONS SELECTED
IF AN ERROR THIS MODULE PRINTS MESSAGE AND ABORTS J3B
EXAMPLES OF COMPLETE
1020304050607082
1020304050607162
RUNS ARE:
FORMATCIX,//,TIC,"INVALID OPTIONS
FORMATC//T2,'OPTIONS SELECTED :')
SELECTED',SOX,12))
FORMAT(T2,'10
FORMAT(T2,'20
FORMATd2,'3C
.EO,
.EC
.EQ
.EC
10JGO
60) GO
70) GO
71) GO
EQ.101GO
E0.201GO
EC.30)GO
E0.40JCO
FORMAT(T2,'40
FORMAT(T2,'50
FOFMATCT2,'60
FORMAT(T2,'70
FORMAT{T2,'71
FORMAT(T2,'80
FORMAT(T2.'61
FORMAT(T2,'82
1SE')
IF(SEL(1)
IF(SEL(l)
IF(SELd)
IF(SELd)
GOTO 900
CONTINUE
DO 6 1=2,8
IF(SEL(I).EC
IF(SELd)
IF(SELd)
1F(SEL(
IF(SEL(
IF(SEL(
IF(SEL(
IF(SEL(I)
IF(SELd)
IF(SELd)
IF(SEL(I)
IF(SELd)
GOTO 900
CONTINUE
IF(SELd-l)
GOTO 900
CONTINUE
WRITE(IOUT,1C09)
00 100 1=1,8
IF(SELCI)
IF(SEL( I)
1F(S£L(I)
IF(SEL( I)
IF(SELd)
IF(SEL( 1)
IF(SELd)
1F(SEL( I)
1F(SEL(1)
RAINFALL SIMULATOR')
RUNOFF BY SCS EQUATION')
POLLUTANT HASHOFF')
EXCESS INFILTRATION')
STORAGE TREATMENT')
DRY WEATHER FLOW)
DAILY STRFAMFLOW)
MCNTHLY STREAMFLOW SIMULATION')
SUSPENDED SOLIDS RESPONSE')
SUSPENDED SOLIDS AND DISSOLVED OXYGEN RESPON
SUSPENDED SOLIDS,DISSOLVED OXYGEN, AND LEAD
TO
TO
TO
TO
5
5
5
5
0)GO TO 8
TO
TO
TO
TO
,EO,
EC
,EQ
,EQ
,EO,
,EQ
tEQ
50)GDTO
60)GOTO
70)GOTO
71JGOTO
80)GOTO
8DGOTO
B2)GOTO
LT.SFL(I))GO TO 8
I)
I)
I)
I)
I)
1)
I)
I)
1)
1)
.EO
.EO
.EC
.EC
.EQ
.EC
.EC
.EO
.EG
.EO
.10)GO
.2C) GO
.30)GO
.40JGC
.60)GO
.70) GO
. 7 1 ) GO
.eo)co
.fl)GO
TO
TO
TO
TO
TO
TO
TO
TO
TO
TO
10
20
30
40
50
60
70
71
80
81
B - 21
00085200
00085300
00085400
00085500
00085600
00085700
00085800
00085900
00086000
00086100
00086200
00086300
00086400
00086500
00086600
00086700
00086800
00086900
00087000
00087100
00087200
00087300
SE'I 00087400
FESPON00087500
00087600
00087700
00087800
00087900
00088000
00088100
00088200
00088300
00088400
00088500
00088600
00088700
00088800
00088900
00089000
00089100
00089200
00089300
00089400
00089500
00089600
00089700
00089800
00089900
00090000
00090100
00090200
00090300
00090400
00090500
00090600
00090700
00090800
00090900
00091000
00091100
00091200
-------
IF(SEL(I).EQ.82)GO TO 82
GO TO 100
10 WRITE(IOUT.IOIO)
GOTO 1CD
20 WRITE(IOUT,1G20)
GOTO 100
30 WRITEUOUT.1C30)
GOTO ICO
40 WRITE(10UT,1040)
GOTO 100
£0 WR1TEUOUT,1050)
GOTO 100
60 WR1TEUOUT.1G60)
GOTO 100
70 WRITE(IOUT,1070)
GOTO 100
71 WRITE(IOUT,1071)
GOTO 100
60 WRITEUOUT.lGeO)
GOTO 100
Cl WR1TE(IOUT,1C£1>
GOTO ICO
82 WRITEUOUT.1082)
IOC CONTINUE
8CO RETURN
900 HRITE(IOUT,1001)SEL
RETURN 1
END
ERROR CODES
300 INVALID OPTIONS
305 NOT ENOUGH DATA FOR STREAMFLDH
100 INVALID ALPHA VALUES FOR STREAMFLOW VELOCITY
110 INVALID BETA VALUES FOR STREAMFLOW DEPTH
C
C
C
C
C
C
«** DFN **************************
FUNCTION DFN(TA,CT,C1,C2,U)
) + 1.0-»(C2/U)
T2=<(U*U)/(C1*C2))+1.0-»(U/C2)
T3=1/(T1*T1)
T4=-1.C*CT*T3
T5=<1/C1)-(C2/
-------
c
c
c
c
c
f J
C-1
c
c
c
c
c
c
c
c*
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
C=EXP(J21*XI )
DEF1=A*(B-C)
COMPUTE DEFICIT DUE TO NBOD
D=(K31*LON1)/(K21-K31)
E=EXP(J31*X1)
DEF2=D*(E-C)
COMPUTE DEFICIT DUE TO SEDIMENT DEMAND
F=SP1/K21
G=1.0-EXP(J21*X1)
DEF3=F*G
COMPUTE DEFICIT DUE TO INITIAL DEFICIT (DO)
DEF4=D01*EXP(J21*X1)
COMPUTE TOTAL DEFICIT Dl
D11=DEF1+DEF2+DEF3*DEF4
RETURN
END
f ************************* DOS ***********************************
SUBROUTINE DOS( T 1 ,K11 »K2 1 ,K31 ,L01 ,LON1 , SB1 ,D01 ,D 11 )
REAL K11.K21.K31 ,L01,LON1
COMPUTE DEFICIT DUfc TO C8DD
A=(K11*L01)/(K21-K11)
B=EXP(-1.0*K11*T1)
C=EXP(-1.0*K21*T1)
DEF 1-A*(B-C)
COMPUTE DEFICIT DUE TB NBOD
D=(K31*LON1)/(K21-K31)
E-EXP{-1. C*K31*T1 }
DEF2=D*(E-C)
COMPUTE DEFICIT DUE TO SEDIMENT DEMAND
F=SB1/K21
G=1.0-C
DEF3=F«G
COMPUTE DEFICIT DUE TC INITIAL DEFICIT (DO)
DEF4=rD01*C
COMPUTE TOTAL DEFICIT
D11=DEF1+DEF2+DEF3+DEF4
RETURN
END
?***«*«i^**««4$«*$$$ DRY **********************************
SUBROUTINE DRYWEA
THE DRY-WEATHER FLOW SIMULATOR WILL GENERATE RANDOM OBSERVATIONS
OF DRY-WEATHER FLOW, THE MEAN DAILY DRY-WEATHER FLOW DERIVED FROM
OBSERVED DATA.
INPUT DATA WILL BE
THE SPECIFIC RANDCM VARIABLE TO BE GENERATED IS:
1. THE DRY-WEATHER FLOW RATE PER UNIT OF TIME
AUTHOR - MIKE MARA
DATE DECEMBER 1977
CONTINUE
B - 23
00097400
00097500
00097600
00097700
00097800
00097900
C0098000
00098100
00098200
00098300
00098400
00098500
00098600
00096700
00096800
00098900
00099000
00099100
00099200
C0099300
00099400
00099500
00099600
00099700
C0099800
00099900
00100000
00100100
00100200
00100300
00100400
00100500
00100600
00100700
ooiooeoo
00100900
00101000
00101100
00101200
00101300
00101400
00101500
00101600
00101700
00101800
00101900
00102000
00102100
00102200
00102300
00102400
00102500
00102600
00102700
00102800
00102900
00103000
00103100
00103200
»n r\ i A *2 tiA A
"UU 1U->3UU
00103400
-------
NAME
DESCRIPTION/DIMENSION
IDT LENGTH OF 1 TIME UNIT (HOURS)
BQDW MEAN DAILY DRY WEATHER FLOW (CFS)
BDDDK BOD DRY-WEATHER CONCENTRATION (MG/L)
SSDW SUSPENDED SOLIDS DRY-WEATHER CONCENTRATION (MG/L)
TKNDW TKN DRY-WEATHER CONCENTRATION (MG/L)
PbDW LEAD DRY-WEATHER CONCENTRATION (MG/L)
OUTPUT VARIABLES
NAME DESCRIPTION/DIMENSION
c
c
t
c
c
c
c
c
c
c
c
c
c
c
f
c
c
c
c
c
c
c
c
COMMON /GLOBAL/IDT,MYR,LOC(10).IRN1.IWSD
CCMMON /GLOBL1/ALF 1.ALF2.BETA1 ,BETA2,BETA3,SBA,K2ADJ,D1ST1,
1 DIST2.E ,T(12 ),DUS(12),CC(12),ODW(42),BODDW,SSDW,TKNDW,PBDW,
2 BDDUSF(12),TKNUSF(12),SSUSF(12) ,PBUSF(12).K2SPEC,DDW,
3 KIWI ,K1K2,K1USF,K1DWF
COMMON /IO/I1N,IRIV,IOUT
DIMENSION FDT(6) ,DFR(7),HRFR(24)
REAL DFR/l.GE ,1.C4,0.92,1.03,1.00,0.96,0.95/
REAL HRFR/D.fc.C.5,0.5,0.5,0.5,0.8,0.8,1.4,1.5,1.5,
11.4,1 .4,1.3,1 .3,1 .3,1.2, l'.2,l .1 ,1.1,1 .0,1.0,0.8, 0.7,0.6/
1CCO FORMAT(6F10.2)
1001 FORMAT(M',T2t,'CONTINUOUS STORMWATER POLLUTION SIMULATION
COW
BDDDfc
SSDW
TKNDW
PEOW
DRY-WEATHER FLOW PER UNIT OF TIME (42) (CFS)
BCD
SUSPENDED
TKN
LEAD
DRY-WEATHER CONCENTRATION (MG/L)
SOLIDS DRY-WEATHER CONCENTRATION (MG/L)
DRY-WEATHER CONCENTRATION (MG/L)
DRY-WEATHER CONCENTRATION (MG/L)
FORMAT(
,/,
T30
1'
1
2 ,12
1T25
2T24
3T25
5T25
'FEBRUARY,1979',//
' INPUT TO DRY WEATHER SUBMODEL*,201«-«),//,
COW = '.F1C.2.1 CFS'/,
BCDDW = '.F1C.2,1 MG/L'/,
SSDW = ',F1C.2,' MG/L'/,
TKNDk = ',F1G.2,' MG/L'/,
PBDW = '.F1C.2,' MG/L'/,
DDW = «,F10.2,« MG/L')
C STEP 1
C
C- READ BQDW,BODDW,SSDW,TKNDW,PBDW,DDW
C
READ(I IN,1000) BCDW,BODDW,SSDW,TKNDW,PBDW,DDW
WRITE (IOUT.1001) BQDW,BODDW,SSDW,TKNDW,PBDW,DDW
ECHO THE INPUT
STEP 2
- COMPUTE NUMBER CF PERIODS IN DAY
C
C
c
c
c
NP=24/IDT
20 CONTINUE
C STEP 3
C
C CALCULATE ADJUSTMENT RATIOS
C
B - 24
00103500
C0103600
00103700
00103800
00103900
0010
-------
30
35
C STEP
C
C - CALC
1=1
DO 30 J=1,NP
FOT(J)=D.O
DO 30 J1=1,IDT
FDT(J)=FDT(J)+HRFR{I)
CONTINUE
DO 35 J=1,NP
FOT{J)=FDT(J)/IDT
CONTINUE
4
THE DRYKWEATHER FLOW PER UNIT OF TIME
1 = 1
DO
DO
IDA=1,7
IHR=1,NP
40
C STEP
C
C
C
COW(I)=BQDW*DFR(IDA)*FDT(IHR)
1 = 141
CONTINUE
5
RETURN TO CALLING MODULE
RETURN
END
DSRD «**********«****««««*«**«*********
C
SUBROUTINE DSRD (NYRSTR,*)
COMMON /IO/I1N.IPIV.10UT
COMMON /GL08AL/IDT,NYR,LOC(10),IRN1,IWSO
COMMON /STR2/GDUS(360,5),OMUS(12,5),QMSF{12),SDMSF(12),CCMSF(12)
C
C READ DAILY STREAMFLOW RECORDS
C
1000
1001
1002
1003
1004
1005
C GET
FORMAHF6.3)
FQRMATUX.'NOT
JOB ABORTED')
FDRMATU2)
FORMAT!«1',T26,'CONTINUOUS
ENOUGH DAILY STREAMFLOW DATA',/,
STORMWATER POLLUTION SIMULATION
99
I/,T30,'FEBRUARY,1979',///,
1/T2,'INPUT FOR DAILY STREAMFLOH'.20(•-•)/,
1//T2,'NUMBER OF YEARS OF STREAMFLOW FTEAD ',
FORMAT(//T2,'THE FIRST TEN VALUES ARE :•/)
FORMAT(T10,F6.0,' CFS')
THE NUMBER OF YEARS OF STREAMFLOW TO BE READ
READ(IRIV,1C02)NYRSTR
IF(NYP.LT.NYRSTR)NYRSTR=NYR
WRITt(IOUT,lCC3)NYRSTR
DD 10 J=l,NYRSTR
DO 10 1=1,360
READ(IRIV,100G,EM)=99)QDUS{I,J}
WRITEUOUT.1CG4)
DO 2j 1=1,10
KRITE(10UT,1GC5)QDUSU,1)
CONTINUE
RETURN
KR1TE
-------
END
C
c*****
C
EXXPON
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
SUBROUTINE EXXPON(XMEAN,R)
C
C-GENERATE A RANDOM OBSERVATION
C-FROM AN EXPONENTIAL DISTRIBUTION
C
C
C
C
C
C
C
C
C
*
*
*
STEP 1
*
*
GET RANDOM NUMBER
CALL RANDOM(X)
STEP 2
C/SLC RANDOM VARIATE
R=-1.J*(ALOG(X))*XMEAN
STEP 3
RETURN TL CALLING MODULE
RETURN
END
FUNCTION FN(TA,CT,ClfC2.UJ
T1=(U/C1)+1.C+(C2/U)
T2=1.0/T1
T3=((U*U)/(C1*C2))+1.0+(U/C2)
T5=01/U
FN=CT*(T2+T4)+T5-U-TA
RETURN
END
GMSF
SUBROUTINE GMSF
COMMON /IO/IlN,lFIVtIOUT
CDKMON/GLOBAL/1DT,NYR.LOC(10) .IRNl.IWSD
COMMON /STR2/ODUS(360i5),QMUS(12t5),QMSF(12),SDMSF(12),CCMSF(12)
00115500
00115600
00115700
00115800
00115900
00116000
00116100
00116200
00116300
00116400
00116500
00116600
00116700
00116800
00116900
00117000
00117100
00117200
00117300
00117*00
00117500
00117600
00117700
00117800
00117900
00118000
00118100
00118200
00118300
00118*00
00118500
00118600
00118700
00118800
00118900
00119000
00119100
00119200
00119300
00119*00
00119500
00119600
00119700
00119800
00119900
00120000
00120100
00120200
00120300
00120*00
00120500
00120600
00120700
12080 0
00120900
00121000
00121100
00121200
00121300
luOO
FORMAT( '1*,T26, 'CONTINUOUS STORMHATER
l',/T30, B - 26
POLLUTION SIMULATION
SYSTEM00121*00
00121*10
-------
1001
1002
c
c
c
c
c
c
c
1 'FEBRUARY,1979',//,T26,'MONTHLY STREAMFLDW GENERATOR',//
2 T2,'MONTH',T11,'YEAR',T21,'QUANTITY')
FORKAT(1X,//,T3,12,T12,I2,T21,F10.2)
CQRMAT(IX,//,T5,'AVERAGE ANNUAL FLOW',F10.2)
THIS MODULE GENERATES MONTHLY STREAMFLOWS
00121500
00121600
00121700
C0121600
STEP 1
GENERATE FIRST OBSERVATION IN FIRST YEAR OF SIMULATION
ASUM=C.O
IYEAR=1
IMO=1
ONMO=Ch'SF{l}
SIG=SDMSF(1)
CALL LOGNOR (CNMO.SIG,VAL)
QMUS(IMO,IYEAR)=VAL
ASUM=ASUM+VAL
C STEP 2
C
C GENERATE MONTHLY VALUES FOR MONTHS 2 TO 12
C
10 DO 20 IMO=2,12
RAT10=SDMSFtlMO)/SDMSF(IMO-l)
R = CCMSFUMO)
SIG=SDMSF(1MO)
QNMO=QMSFUMO)
QNMOL1=QMSFUKO-1)
QMUSL1= QMUSdMO-l.IYEAR)
15 CALL MARKOVCONMO.SIG,RATIO,QMUSL1 ,CNMOL1,VAL,R)
ASUM=ASUM+VAL
20 QMUS(IMO,IYEAR)=VAL
21 CONTINUE
WRITEUOUT.IOOO)
00 25 1=1,12
25 hRITEUOUT.1001) I, IYEAR,OMUS( I , I YEAR )
AVMUS=ASUM/12.0
HRITE(10UT,1002)AVMUS
ASUM=0.0
c
c
c
c
c
c
c
c
c
c
c
c
c
STEP 3
INCREMENT
IYEAR
STEP *
CHECK FOR
STEP
IF
5
COMPUTE
SIMULATION YEAR BY
=IYEAR+1
END OF SIMULATION
(IYEAR
FI
RST
.GT
.NYR
MONTH
)
GO
FLOW
TO
FOR
1
99
NE;
YEAR
IMO=1
RATIO=SOMSF(1)/SDMSF(12)
R=CCMSF(1)
SIG=SDMSF(1)
ONMO=QMSFU)
CNMOL1=OMSF(12)
B - 27
00122000
00122100
00122200
00122300
00122*00
00122500
00122600
00122700
00122800
00122900
00123000
00123100
00123200
00123300
00123400
00123500
00123600
00123700
00123800
00123900
0012*000
0012*100
0012*200
0012*300
0012**0(
0012*50(
0012*60(
0012* 70C
0012*80C
0012*900
00125000
00125100
00125200
00125300
00125*00
00125500
00125600
00125700
00125800
00125900
00126000
00126100
00126200
00126300
00126*00
00126500
00126600
00126700
00126800
00126900
00127000
00127100
00127200
00127300
00127*00
00127500
-------
QMUSL1=QMUS(12,IYEAR-1)
CALL MARKOV(QNMO,SIG,RATIO,QMUSL1.CNMOL1,VAL,R)
CiMUSU.IYEAR)=VAL
ASUM=ASUM-»VAL
c
c
c
c
99
STEP 6
GO TO STEP
GO TO
RETURN
END
2
10
C********************** I NFL **************************************
C
SUBROUTINE 1NFL
COMMON /1D/IIN,IRIV,IOUT
COMMON /GLOBAL/IOT,NYR,LOC(10),IRN1,1WSD
COMMON /INFIL/NSCOD(2),ADIA(2),ALENG(2),ADHF<2).RDWF(2),
1 IAF(2)
COMMON /IPO/ICORM(12),IGROHC12),CN1(2>.CN2{2),C'»I3<2},DA<2> ,
1 TC(2),CWO(2)
INTEGER MSCOD
REAL IAF
COMMON /RAIN/1SEAS1(12),ISEAS2(12),TBSA(2),DSA(2),RDA(2),
1 RDSA(2),CCA{2),RDY(2160)
COMMON /RUNQL/BOD(2,2160),TKN(2,2160),SS(2,2160),PB(2,2160)
COMMON /RUNOF/RUN{2,2160)
DIMENSION RF{360)
REAL ICSS(360),IOBOD(360),IOTKN(360),IOPB(360),IOA(360)
REAL IOSST.ICBODT,IOTKNT,10PBT,MSS,MPB,MTKN,MBOD
REAL IQT.MAXFLO
INTEGER TCEI
REAL MX1R
REAL MXCBGD.MXCTKN.MXCSS.MXCPB
1000 FORMATC1 *,'EXCESS INFILTRATION RESULTS
1 T2,'TOTAL DURATION EXCESS INFILTRATION
1 T2,'TOTAL AMOUNT PF EXCESS INFILTRATION
FOR
12./
WATERSHED ',
',16,' HOURS*,/
'.F10.2,' INCHES',/
EXCESS INFILTRATION RATE '.F10.2,' CFS')
EXCESS INFILTRATION PLUS RUNOFF QUALITY-STATI STICS
1 T2, 'MAXIMUM
1001 FORMAT(//,'l
1 FOR'
1,5X, 'WATERSHED NO. ',13,/,
1 T<.2,'BOL',T53,'TK*',T64,'SS',T75,'PB'/,
1
1
1
C CALCULATE
IX, 'MAXIMUM CONCENTRATIONS(MG/L)'.T32,4<1X,F11 .2),/
IX, 'MEAN CONCENTRATIONS(MG/L)',T32,4UX,F11.2),/
IX, 'TOTAL ANNUAL WASHOFF CLBS ) ' ,T32,* (IX ,F1 1 .0 ) ,/)
THE NUMBER OF TIME PERIODS PER DAY
C CALCULATE THE NUMBER OF TIME PERIODS PER YEAR
NSTEPS=8640/IDT
C DEVELOP DAILY RAINFALL ARRAY
29 CONTINUE
C INITIALIZE THE AMOUNT OF RAINFALL THIS DAY —OR
DR=0
DO 30 I=1,NTP
C ACCUMULATE DAILY RAINFALL
DR=DR+RDY(K)
30
CONTINUE
B - 28
00127600
00127700
00127800
00127900
00128000
00128100
00128200
00128300
00128400
00128500
00128600
00128700
00128800
00128900
00129000
00129100
00129200
00129300
00129400
00129500
00129600
00129700
00129800
00129900
00130000
00130100
00130200
00130300
00130400
00130500
00130600
00130700
00130800
00130900
00131000
00131100
00131200
00131300
00131400
00131410
00131500
00131600
00131700
00131800
00131900
00132000
00132100
00132200
00132300
00132400
00132500
00132600
00132700
00132800
00132900
00133000
00133100
00133200
00133300
00133400
00133500
-------
C PUT AMOUNT OF DAILY RAINFALL IN DAILY RAINFALL ARRAY
RF(LJ=DR
IFU.GE.360JGO TO 35
GO TO 29
35
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
CONTINUE
NOW THE RAINFALL ARRAY (DAILY) HAS BEEN BUILT — RF(360)
00 ANALYSIS FOR EACH WATERSHED
DO 999 NWS=1,IWSD
IF WATERSHED HAS NC INFILTRATION THEN GO TO END OF
IF(HSCOD(NWS).EQ.O) GOTO 999
TOTAL DURATION EXCESS INFILTRATION
TDEI=0
MAXIMUM INFILTRATION RATE
MXIR=0.0
COMPUTE TOTAL INFILTRATION ARRAY
ASSUME NO RAINFALL IN LAST 9 DAYS OF PREVIOUS
SOME CONSTANTS FOR COMPUTING INFILTRATION OVERFLOW
THIS
YEAR
ARRAY
MODULE
C1=ADIA(NWS)
C2=ALENG(NWS)
C3=1AF(NWS)
IOAm=OAF(RFU),0,0,0,0,0,0,0,0,0,Cl,C2,C3)
IOA(2)=OAF{RF<2),RF(1),0,0,0,0,0,0,0,0,C1,C2,C3J
IOAf3)=OAF(RF(3),RF(2),RFFLQ
C IF INFILTRATION AMOUNT LESS THAN EXCESS CAPACITY THEN NO OVERFLOW
IF(IOA(J).LT.O.O)IOA(J)=0.0
1F(10A(J).NE.O.O)TDEI=TDEI+1
IF(MXIR.LE.IOA(J))MXIR=IDA(J)
25C CONTINUE
C CONVERT TOTAL DURATION EXCESS INFILTRATION TO HOURS
TOEI=TDEI*2
-------
c
c
c
c
c
t
c
c
c
c
c
c
c
STEP 2
COMPUTE INFILTRATION OVERFLOW QUALITY ARRAY
INFILTRATION OVERFLOW QUALITY IS BASED ON THE FOLLOWING
RAW WASTEWATER STRENGTHS
8005=200 MG/L
SS =200 MG/L
TKN = *0
PB = 0,
MG/L
0* MG/L
COMPUTE SS BOD TKN AMD PB QUALITY
DO 300 J=l,360
C
IFUOA(J) .NE.O.OIGO TO 275
IOSS(J)=0.0
IOBOO(J)=0.0
IOTKN(J)=0.0
IOPB(J)=0.0
GO TO 300
275 CONTINUE
C CALC DILUTION FACTOR = RATIO DF TOTAL FLOW TO DRY WEATHER FLOW
D1LFAC=(IOA(J)+ADWF(NWS)*RDWF(NHS))/ADWF(NWS)
10SS(J)=200/DILFAC
IOBOD(J)=200/DILFAC
IOTKN(J)=*0/D1LFAC
ICPB(J)=0.0*/DILFAC
CONTINUE
300
C
C
c
c
c
c
STEP 3
OUTPUT INFILTRATION OVERFLOW SUMMARY
INITIALIZE VARIABLES
IOT=0.0
IOSST=0.0
IOBODT=0.0
IOTKNT=0.0
IOPBT=0.0
DO 400 J=l,360
COMPUTE TOTALS
IOT=IOT+IOA(J)
IOSST=1QSST+IOA(J)*IOSS(J)
IOBODT = IOBODT-»IOA(J)*IOBOD(J)
10TKNT=IOTKNT+IOA(J)*IOTKN(J)
IOPBT=IOPBT+IOA(JJ*IOPB(J)
0 CONTINUE
CONVERT TOTAL EXCESS INFILTRATION TO INCHES
C
C
c
c
c
c
(ACRE-FEET)
IOT=IOT/*3560.0
(INCHES)
IOT=IOT*12.0/DA(NWS)
HRITE(IOUT,10CO)NWS,TDEI,IOT,MXIR
STEP <•
COMBINE INFILTRATION OVERFLOW ARRAY WITH RUNOFF ARRAY FOR
WATERSHED B - 30
00139700
00139800
00139900
00140000
001*0100
001*0200
001*0300
001*0*00
001*0500
001*0600
001*0700
001*0800
001*0900
001*1000
001*1100
001*1200
001*1300
001*1*00
001*1500
001*1600
001*1700
001*1800
001*1900
001*2000
001*2100
001*2200
001*2300
001*2*00
001*2500
001*2600
001*2700
001*2800
001*2900
001*3000
001*3100
001*3200
001*3300
001*3*00
001*3500
001*3600
001*3700
001*3800
001*3900
001**000
001**100
001**200
001**300
001***00
001**500
001**600
001**700
001**800
001**900
001*5000
001*5100
001*5200
001*5300
001*5*00
001*5500
001*5600
001*5700
-------
500
MXCPQD=0.0
fXCTKN=O.C
MXCSS=O.C
MXCPB=O.C
TOSS=0.0
1DTKN=0.0
TOPB=O.O
TOBOD=C.O
TOR=0.0
DO 500 J=1,NSTEPS
K=J/NTP
K = K+1
QT=RUN(NWS,J)-»IOA(K)
IF(QT.GE.O.OOC1)GOTO
SS(NWS,J)=0.0
EOC(NWS,J)=0.0
TKN(NWSfJ)=0.0
PB(NWS,J)=0.0
RUN(NWS,J)=O.G
GOTO 5CO
CONTINUE
999
909
C STEP
C
C
C
450
SS(NWStJ)=QULSS
QULBOD=(RUN(NWS.J)*BOD(NWS,J)+IOA(K)*IOBOO(K))/OT
BOD(NWS,J)=OULBDD
QULTKN=(RUN(NHSt»J)*TKN(NHS,J}-»10A(K)*IOTKN{K ))/OT
TKN(NWS,J)=OULTKN
OULPB=(RUN(NWS,J)*PB(NWS,J)+IOA(KJ*IOPB(K) J/OT
PB(NWStJ)=QULPB
RUN(NWS,J)=CT
1F(HXCBOD.LT.OULBOD)MXCBOD=QULBOD
1F(MXCTKN.LT.CULTKN)MXCTKN=OULTKN
IF(MXCSS.LT.QULSS)MXCSS=QULSS
IF(MXCFB.LT.CULPB)MXCPB=OULPB
TOSS=TOSS+(OULSS«CTJ
TOPB=TOPB+(OULPB*OTJ
TDTKN=TOTKN4 (CULTKN*OT )
TOBOO^TOBOD* (CULBOO*CT )
TOR=TOR+OT
CONTINUE
AVSS=TOS5/TOR
AVPB=TOPE/TOR
AVTKN=TOTKN/TDR
AVBOD=TOBOD/TOR
WOBDO=AWP(TOR,IOT,AVBOD>
WGTKN=AWP(TOR,IDT,AVTKN>
WOSS*AWP(TOR,1DT,AVSS)
WOPB = AWP(TOR ,IDT,AVPB)
WRITE(IOUT,1001)NWS,MXCBOD,MXCTKN,HXCSS,MXCPB,AVBOD,AVTKN,
AVSS,AVPB,WOeOD,KOTKN,KOSS,WOPB
CONTINUE
CONTINUE
5
RETURN TO CALLING MODULE
RETURN
END
INFLRD
001
-------
C 00151900
SUBROUTINE INFLRD 00152000
COMMON /ID/1IN.1RIV.IOUT 00152100
COMMON /GLOBAL/IDT,NYR,LOC(10),IRN1,1WSD 00152200
COMMON /INFIL/WSCCD(2),AD1A(2),ALENG(2),ADWF(2),RDWF(2), 00152300
1 IAF(2) 00152400
INTEGER WSCD ,WSCOD 00152500
REAL LENGTH,IAF .INFAF 00152600
loOO FORMAT(II ,5F10-2) 00152700
1002 FORHAT(«l',T2t,'CONTINUOUS STDRMWATER POLLUTION SIMULATION SYSTEM00152800
I1. 00152810
1/.T30, 'FEBRUARY,1979«,///, 00152900
1 T2,'EXCESS INFILTRATION INPUT DATA',20('-*)/> 00153000
1001 FORMAT( 00153010
1 //T2,'WATERSHED: ' , I2.T24,'CODE: ',I2/ 00153100
1 T2,'AVERAGE PIPE DIAMETER: '.F10.2,' INCHES'/ 00153200
1 T^,'TOTAL SYSTEM LENGTH: '.F10.2,' MILES'/ 00153300
1 T2,»DRY WEATHER FLOW: ',F10.2,' CFS'/ 00153400
1 T2,'DRY WEATHER FLOW RATIO: '.F10.2,/ 00153500
1 T2,'INFILTRATION ADJUSTMENT FACTOR: »,F1G.2) 00153600
WRITE(10UT,1002) 00153610
DO 20 1=1 ,IWSC 00153700
READ(IIN,1000)WSCD,DIA,LENGTH,DWF,DWFR,INFAF 00153800
IF(INFAF.EO.O.O) 1NFAF = 1.0 00153900
WR1T£(IOUT,1001)I.WSCD,D1A,LENGTH,DWF,DWFR,1NFAF 00154000
KSCCD(I)=WSCD 00154100
ALENGd )=LENGTH 00154200
ADIAd)=DIA 00154300
ADWF(I)=DWF 00154400
RDWF(I)=DWFR 00154500
lAFd) = INFAF 00154600
20 CONTINUE 00154700
RETURN 00154800
END 00154900
C 00155000
Cis*********************** ISTR ****************************************00155100
C 00155200
SUBROUTINE ISTR 00155300
C 00155400
C THE INDEPENDENT STREAMFLOW SIMULATOR WILL GENERATE RANDOM 00155500
C OBSERVATIONS OF STREAMFLOW, GIVEN STATISTICS FROM OBSERVED DATA-. 00155600
C 00155700
C INPUT DATA HILL BE 00155800
C 00155900
C THE SPECIFIC RANDOM VARIABLES(S) TO BE GENERATED IS(ARE): 00156000
C 00156100
C 1. 00156200
t 00156300
C AUTHOR - MIKE MARA 00156400
C 00156500
C DATE DECEMBER 1977 00156600
C 00156700
CONTINUE 00156800
C INPUT VARIABLES 00156900
C 00157000
C NAME DESCRIPTION/DIMENSION 00157100
c 00157200
C 00157300
C OMSF MEAN MONTHLY FLOW (12) 00157400
C SDMSF STANDARD DEV OF MEAN MONTHLY FLOW (12) 00157500
C CCMSF LAG 1 CORR COEFF OF ADJACENT MONTHLY FL3WS (12) 00157600
B - 32
-------
c
c
c
i
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
BODSF
SSSF
TKNSF
PPSF
NYR
BOD
SUSPENDED
TKN
LEAD
NUMBER OF
SOLIDS
STREAMFLOW
STREAMFLOW
STREAMFLOW
STREAMFLOW
CONC
CONC
CONC
CONC
(MG/L)
(MG/L)
(MG/L)
(MG/L)
YEARS OF SIMULATION
CONTINUE
OUTPUT VARIABLES
NAME DESCRIPTION/DIMENSION
BODSF
SSSF
TKNSF
PBSF
BOD
SUSPENDED
TKN
LEAD
SOLIDS
STREAMFLOW
STREAMFLOH
STREAMFLOW
STREAMFLOW
CONC
CONC
CONC
CONC
(MG/L)
(MG/L)
(MG/L)
(MG/L)
COMMON /GLOBAL/ICT.NYR.LOCUO) .1RN1.IWSD
COMMON /GLOBL1/ALF1,ALF2,BETA1,BETA2,BETA3,SBA,K2ADJ,DIST1,
1 DIST2tE,T<12),DUS(12 ) ,CC(12),ODW(42).BODDW,SSDW,TKNDW.PBDW.
2 BODUSF(12),TKNUSF(12),SSUSF(12),PBUSF(12),K2SPEC,DDW,
3 K1W1,K1W2,K1USF,K1DWF
COMMON /STR2/eDUS(360,5),OMUS(12,5),QMSF(12),SDMSF(12),CCMSF(12)
COMMON /IO/I1N,IRIV,IOUT
IJOO FORMAT(I2)
1001 FORMAT(5F10.2)
1003 FORMAT('1',T26,'CONTINUOUS STORMWATER POLLUTION SIMULATION SYSTE
I',/,
1 T30,'FEBRUARY,1979',/
2 //T25,'INPUT TO INDEPENDENT STREAMFLOW'/
3 ///,T2,'MONTH',T16.'MEAN',T31,'SD',
1 T46,'CDRR CDEFF')
Iu05 FORMAT(1X,/,T3,I2,T11,F10.2,T26,F10.2.T41,F10.2)
STEP 1
C
C
C-READ
C
9
10
15
C STLP
C-GfcNERATE
C
CALL
STEP 3
MONTHLY STREAMFLCW STATISTICS
WRITEUOUT.1003)
DO 10 1=1,12
READ (I1N.10C1) XO.XSD.XCC
WR1TE(IOUT.10C5) l.XQ.XSD.XCC
CONTINUE
CALL TRANS (XC,XSD,XCC,QMSF(1),SDMSF(I).CCMSF(1))
CONTINUE
2
MONTHLY FLOWS FOR NYR FLOWS
GMSF
RETURN TO CALLING MODULE
; RETURN
END
C********************* LHGNOR *******************************
SUBROUTINE LOGNOR(MEAN,SD,R)
B - 33
00157700
00157800
00157900
00158000
00158100
00158200
00158300
00158400
00158500
-00158600
00158700
00158800
-00158900
00159000
00159100
00159200
00159300
00159400
00159500
00159600
00159700
00159800
00159900
00160000
00160100
00160200
00160300
00160400
00160500
M00160600
00160610
00160700
00160800
00160900
00161000
00161100
00161200
00161300
00161400
00161500
00161600
00161700
00161800
00161900
00162000
00162100
00162200
00162300
00162400
00162500
00162600
00162700
00162800
00162900
00163000
C0163100
00163200
00163300
00163400
00163500
00163600
-------
REAL MEAN,NV
C
t GENERATING A RANDOM NUMBER FROM A LOG NORMAL 0,1
C
c **************
C * *
C * STEP 1 *
C * *
C **************
C
C GENERATE 12 RANDOM NUMBERS ON UNIFORM 0,1 INTERVAL
C
SUMRN=0.0
DO 10 1=1,12
CALL RANDOM (X)
10
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
SUHRN=SUMRN+X
* *
* STEP 2 *
* *
**************
CALCULATE NORMAL VARIATE
NV=SUMRN-6.0
P1=SD
P2=MEAN
**************
* *
* STEP 3 *
* *
**************
CALCULATE THE RANDOM
R=EXP(NV*SD+MEAN
P3=R
**************
* *
* STEP 4 *
* *
**************
VARIATE
)
C RETURN TO CALLING MODULE
C
ZO RETURN
END
C
C*********************** MARKOV ****************************
C
SUBROUTINE MARKOV (MEAN,SO,RATIO,QL1,ML1,RD,CC)
REAL NV,ML1,MEAN
C
C GENERATE A LAG ONE MARKOV SERIES
C
c **************
C * * B - 34
C * STEP 1 *
00163700
00163800
00163900
00164000
00164100
00164200
00164300
00164400
00164500
00164600
00164700
00164800
00164900
00165000
00165100
00165200
00165300
00165400
00165500
00165600
00165700
00165800
00165900
00166000
00166100
00166200
00166300
00166400
00166500
00166600
00166700
00166800
00166900
00167000
00167100
00167200
00167300
00167400
00167500
00167600
00167700
00167800
00167900
00168000
00168100
00168200
00168300
00168400
00168500
00168600
00168700
00168800
00168900
00169000
00169100
00169200
00169300
00169400
00169500
00169600
00169700
-------
C * *
f -A. £.«..*,.Jl A.£.fc.A..K.*..*.«*-.fb
c
C GENERATE 12 RANDOM NUMBERS ON UNIFORM 0,1 INTERVAL
C
SUMRN=0.0
* DO 10 1=1,12
CALL RANDOM (X)
SUMRN-SUMRN+X
10
c
c
c
c
c
c
c
C CALCULATE NORMAL VARIATE
C
NV=SUMRN-6.0
**************
* *
* STEP 2 *
.* *
«*««$*********
AQL1=ALOG(OL1)
**************
* *
* STEP 3 *
* *
**************
20
C
C
c
c
c
c
c
C CALC COEFF AND CORRECT IF GT 1
t
COEFF=PAT10*CC
IF (COEFF.GT.1.0)COEFF=1.0
**************
* *
* STEP 4 *
* *
**************
C
C
c
c
c
c
c
C CALCULATE VARIATE
C
YI=MEAN+CCEFF*{ACL1-ML1)+NV*SD*SCRT(1-CC*CC)
3D RD=EXP(YI)
T6=RD
40 IF
-------
C-GT,
C-36(
C
c
f
V
c
c
c
c
c
c
c
c
t
c
c
c
10
20
30
'tO
13
60
7u
to
90
100
110
120
150
C
C***=l
c
/EN THE NUMBER OF TIME UNITS PER YEAR(IUNITS=
X24/IDT), AND THE CURRENT TIME UNIT (IUNIT)
NAME DESCRIPTION
INPUT VARIABLES:
IUN1TS NO. OF TIME PER IODS/YEAR, EACH OF DURATION IDT
IUNIT CURRENT TIME PERIOD
OUTPUT VARIABLES:
MTH CURRENT MONTH
IMTH NO OF TIME PERIODS PER MONTH
IMTH=IUNITS/12
IF(IUNIT.LE.(01*IKTH))GO TO 10
1F( IUNIT. LE.(02*IMTH))GOTO 20
IF(IUNIT.LE.(C3*IMTH»GOTO 30
IF(IUNIT.LE.(04*IMTH))GOTO 40
1F(IUNIT.LE.(05*1MTH))GOTO 50
IF(1UNIT.LE.(06*IMTH))GOTO 60
IF( IUNIT. LE.(C7*IMTH))GOTO 70
IFUUNIT.LE.(Ce*IMTH))GOTO 80
IF(IUNIT.LE.(09*IMTH))GOTO 90
IF(1UNIT.LE.(1C*IMTH»GCTO 100
IFUUNIT.LE.U1*IPTH))GOTO 110
IFUUNIT.LE.(12*IMTHMGDTO 120
GO TO 150
MTH=1
GOTO 150
K!TH = 2
GOTO 150
MTH = 3
GOTO 150
I*TH = <»
GOTO 150
MTH = 5
GOTO 150
MTH = 6
GOTO 150
MTH = 7
GOTO 150
MTH^B
GOTO 150
MTH = 9
GOTO 150
MTH=10
GOTO 150
MTH=11
GOTO 150
MTH=12
CONTINUE
RETURN
END
SS*****:?***** NWTRAF ****************************
B - 36
00175900
00176COO
00176100
00176200
00176300
00176500
00176600
00176700
00176800
00176900
00177000
00177100
00177200
00177300
00177400
00177500
00177600
00177700
00177800
00177900
00178000
00178100
00178200
00178300
00178400
00178500
00178600
00178700
00178800
00178900
00179000
00179100
00179200
00179300
00179400
00179500
00179600
00179700
00179800
00179900
00180000
00180100
00180200
00180300
00180400
00180500
00180600
00180700
00180800
00180900
00181000
00181100
00181200
00181300
00181400
00181500
00181600
00181700
00181800
00181900
-------
SUBROUTINE NKTRAFt TA1 ,CT1,X1 ,J)
COMMON /IO/IIN,IRIV,10UT
Cl=4.45E-7
C2=4.69E-11
REAL*8 FDF.TOL.F.DF
C
C THIS MODULE SOLVES THE LEAD EON FOR H+
C USING NEWTON-RAPHSGN METHOD
C
1000 FORMAT(T2,»MAX EXCEEDED IN NWTRAF X=»,E9.2,» F=»,E9.2,
1 • DF=',E9.2,' FDF=»,E9.2)
DATA MAX,TOL/15,1.0E-11/
NCT = 0
1 NCT=NCT+1
2 F=FN(TA1,CT1,C1,C2.X1}
DF=DFN(TAl,CTliCl,C2,Xl)
4 FDF=F/DF
X1=X1-FDF
* IF(DABS(FDF).LT.TOL)RETURN
IF(NCT.LT.HAX)GOTO 1
WRITE(10UT,1000)X1 ,F,DF,FDF
RETURN
END
C
C*
C
OAF ***********************
FUNCTION OAF(XLO,XL1,XL2,XL3,XL4,XL5,XL6.XL7,XL8,XL9,D,XL,X IA )
C INFILTRATION ECN FITTED FOR BALTIMORE, MD
C SEE SWMM, USERS MANUAL,VERS 2, P. 139
C
Tl=2.
-------
PK1=6.35
K2=4.69E-11
c
c
c
c
c
C
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
STLP 1
CALC MIXES FOR ALKALINITY.HARDNESS.LEAD
TACSO=TA(1)
TASW=TA(2)
TASF=TA(3)
TADW=TA{4)
TAM=XMIX(TACSO,QCSO,TASK,QSH,TASF,CSF,TADH,ODH)
THCSO=TH(1)
THSW=TH(2)
THSF=TH(3)
THDW=TH(4)
THM = XMIX(THCSC,QCSO,THSHtOSWtTHSF.QSF,THDW,QDW)
P8M DISSOLVED LEAD IN WATER COLUMN
CONVERT PB TO PE PE = PB *2.0719E+5
SPCSO=PBCSO/(2.0719E+5)
SPSK=PBSW/(2.C719E+5)
SPSF=PBSF/(2.0719E+5)
SPDW=PBDW/(2.0719E-»5)
BPEM=XMIX(SPCSO,CCSO,SPSH,QSH,SPSF,QSFtSPDWtQDW)
STEP 2
CALC CTS
PHCSO=PH(1)
PHSW=PH<2)
PHSF=PH(3J
BTACSO=TACSO*1.0E-5
BTASW=TASW*1.CE~5
BTASF=TASF*l.CE-5
CTCSa^CCT(PHCSO.BTACSO)
CTSK=CCT(PHSW,BTASW)
CTSF=CCT(PHSF,BTASF)
CTDW=CCT{FHDW,ETADW)
STLP 3
COMPUTE CTMIX
CTM^XKIX(CTCSO,QCSO,CTSH,GSH,CTSF,OSFfCTDH,ODW)
STEP 3 B
SOLVE FOR H+ MIXED
USE NEWTON-RAPHSON METHOD
STARTING VALUE FOR H+ HPM
HPM=1.0L-9
LTAM=TAM*1.0E-5
CALL NKTPAF(BTAM,CTM,HPM,J1>
CONVEFT H-» MIXED TO PH MIXED
PHM=ALOG1C(1.G/HFM)
CONTINUE
PRECIPITATION DETERMINATION
B - 38
00188100
00188200
00188300
00188400
00188500
00188600
00188700
00188800
00188900
00189000
00189100
00189200
00189300
00189*00
00189500
00189600
00189700
00189BOO
00189900
00190000
00190100
00190200
00190300
00190400
00190500
00190600
00190700
00190800
00190900
00191000
00191100
00191200
00191300
00191400
00191500
00191600
00191700
00191800
00191900
00192000
00192100
00192200
00192300
00192400
00192500
00192600
00192700
00192800
00192900
00193000
00193100
00193200
00193300
00193400
00193500
00193600
00193700
00193800
00193900
00194000
00194100
-------
XIM=(4.0*THK-TAM) *1.0E-5
SXIM=SCRT(XIM)
D1=((SXIM/(1.C+SX1M))-0.2*XIM)
D=2*D1
PPK1=PK1-0.5*D1
PK1=1.0/(10**PPK1)
PK2=1.0/(10**PPK2)
PALF21=((HPM*HPM)/(PK1*PK2))+l.0+CHPM/PK2)
PALF2=1.0/PALF21
XK=G*BPBM*CTM*PALF2
PPKSP=PKSP-4*D1
PKSP = 1.0/UO**PPKSP)
C NO PRECIPITATION THEN DISSOLVED PB = PBM
PBM=BPBM«2.0719E+5
IF(XK.LT.PKSP)GOTO 20
C PRECIPITATION
APBKD=FKSP/(CTM*PALF2)
03=2.0719E+5
PBMD=(APBMD/G)*03
C ACTUAL DISSOLVED LEAD IN THE MIXED FLOWS
CPBM=PBMO
C SEDIMENT LEAD AMOUNT
SPBM=PBM-CPBM
GOTO 40
20 CPBM=PBM
SPBM=0.0
40 CONTINUE
CPBM^CPBM
SPBM=SPBM
SSPBM=SPBM
41 CONTINUE
C CALCULATE THE AMOUNT OF SEDIMENT =INFLOW-DISSOLVED
C FREQUENCY DISTRIBUTIONS OF DISSOLVED LEAD
CFPB(CPBM.FPBD)
FREQUENCY
CALL
FREQUENCY
CALL
INFLOWING LEAD
DISTRIBUTION OF
CFPB(PBM.FPBI)
C CALC TOTAL FLOW
QT=CCSO+QSH+OSF+ODW
C CALC WASHOFF OF LEAD IN POUNDS PER YEAR
SPBWO=AHP(QT,1DT,SPBM)
PBWO=AKP(OT,IDT,CPBM)
UPBWO=AWP(QSF,IDT,PBSF)
RETURN
END
C
C***************** PER ************************
C
FUNCTION PER(R)
COMMON /GLOBAL/IDT,NYR,LOC(10),IRN1tIHSD
PER={R*IDT*100.0)/8640
RETURN
END
C
C************** PUTDOS «***********«*«***««*«***
C
SUBROUTINE PUTDOS(DIST2,CDO,IDT)
COMMON /ID/UN,IRIV.IOUT
DIMENSION CDO(7) B - 39
1000 FORMAT(///,T2,'TIME AVERAGED PERCENT OF STREAM REACH TO •,F6.2,
00194200
C0194300
00194400
00194500
00194600
00194700
00194800
00194900
00195000
00195100
00195200
00195300
00195400
00195500
00195600
00195700
00195800
00195900
00196000
00196100
00196200
00196300
00196400
00196500
00196600
00196700
00196800
00196900
00197000
00197100
00197200
00197300
00197400
00197500
00197600
00197700
00197800
00197900
00198000
00198100
00198200
00198300
00198400
00198500
00198600
00198700
00198800
00198900
00199000
00199100
00199200
00199300
00199400
00199500
00199600
00199700
00199800
00199900
C0200COO
00200100
00200200
-------
C
C
C
1
1
1
1
1
1
1
1
1
1
1
i
T2
T2
T2
T2
T2
T2
T2
TZ
T2
)
COMPUTE
MILES DOWNSTREAM AT OR BELOW GIVEN DO
, 'DO', T20, 'PERCENT OF'/
.'CONCENTRATION' ,T20,' STREAM REACH'/
,'3.0', T2G.F7.4/
,'LESS
,'LESS
, 'LESS
,'LESS
, 'LE SS
,'LESS
THAN 1.0' ,T20,F7.4/
THAN 2.0' ,T20,F7.4/
THAN 3.C' .T20.F7.4/
THAN, 4. C' .T20.F7.4/
THAN 5.0' .T20.F7.4/
THAN 6.C',T20,F7.4/
AVERAGE PERCENT OF AFFECTED STREAM
REACH
10
=
2.0',T2<»,F5.0,T38,F6.2,T50,F6.2)
0',T2*.F5.0,T38,F6.2,T50,F6.2)
0',T24,F5.0,T38,F6.2,T50,F6.2>
0' ,T2*,F5.0,T38,F6.2,T50,F6.2)
0',T2^,F5.0,T38,F6.2,T50,F6.2)
7.0',T2<»,F5.0,T38,F6.2,T50,F6.2)
8.0',T2*,F5.0,T38,F6.2,T50,F6.2)
9.0' ,T2
-------
PT=PER(FDO(1))
CPT=CPT-»PT
WRITEHOUT.1001) FDO(1),P7,CPT
TQCC=TOCC+FDO{2)
PT=PERPT
WRITEUOUT.10G3) F00(3>,PTtCPT
70CC=TOCC-»FDG(4)
PT=PER(FDO(4))
CPT=CPT-»PT
WRI7EUOU7,1004) FDO(4),PT,CP7
70CC=70CC-»FDO(5)
PT=PER(FOO(5J)
CPT=CPT+PT
WRITE(IOUT,1005> F00(5),PT,CPT
TOCC=TOCC+FDO(6)
PT=PER(FDO(6))
CPT=CPT+PT
WRlTE(10UTtlOG6) FDD(6)tPT,CPT
TOCC=TOCC*FDO(7)
PT=PER(FDO(7]>
CPT=CPT*PT
WRITE(10UT,1007> FDD(7),PT,CPT
TOCC=TCCC+FDO(8)
PT=PER(FOO(8))
CPT=CPT+PT
WRITE(IOUT,1008) FDO{8),PT,CPT
TOCC=TDCC4FDO(9)
PT=PER(FDO(9))
CPT=CPT+PT
WRITEdOUT.lCOQ) FDO(9);PT,CPT
TOCC=TOCC+FDO(10)
PT=PER(FDD(10))
CPT=CPT+PT
HRITEUOUT.IOIO) FDO( 10) ,PT,CPT
TOCC=TOCC+FDO(11)
P7=PER(FOO(11))
CPT=CPT+PT
WRITECIOUT.lOll) FDO(11),PT,CPT
TOCC=TOCC+FDO(12)
PT=PER(FDO(12)}
CPT=CPT+PT
WRITE(IOUT,1012) FDO(12 ) ,PT,CPT
TOCC=TOCC+FDO(13)
PT=PER(FDO(13))
B - 41
00206300
00206400
00206500
00206600
00206700
00206800
00206900
00207000
00207100
00207200
00207300
00207400
00207500
00207600
C0207700
00207800
00207900
00208000
00208100
00208200
00208300
C0208400
00208500
00208600
00208700
00208800
00208900
00209000
00209100
00209200
00209300
00209400
00209500
C0209600
00209700
00209800
00209900
00210000
00210100
00210200
00210300
00210400
00210500
00210600
00210700
00210800
00210900
00211000
00211100
00211200
00211300
00211400
00211500
00211600
00211700
00211800
00211900
C0212000
00212100
00212200
00212300
-------
C
C
C
C
c****
C
1000
1001
1002
1003
1004
1005
1C 06
1007
1008
1009
1010
1011
1012
1013
1014
1015
1016
1017
1018
1019
1020
1021
1022
C INI
C INI
CPT=CPT+PT
WRITE(IOUT,1013) FDO( 13) ,PT ,CPT
TOCC=TOCC+FDOd4)
PT=PER(FDOd4M
CPT=CPT*PT
WRITE(IOUT,1014) FDO( 14 ) ,PT ,CPT
TOCC=TOCC+FDOC15)
PT=PER(FDO(15))
CPT=CPT+PT
WRITEdOUT,1015) FDOC15 ) ,PT ,CPT
TOCC=TOCC*FDD(16)
PT=PER(FDOd6))
CPT=CPT+PT
WRITE(IOUT,1C16) FDO( 16) ,PT ,CPT
WRITE dOUT, 1017) TOCC
RETURN
END
««««««:«««««:$: PUTFPB ****************************
SUBROUTINE PUTFPB (FPB.IND.D 1ST)
COMMON /IO/I1N.IRIV.IOUT
DIMENSION ALO.2)
DATA AL/'TOTA','L ',' ' ,'DI SS', 'OLVE' , »D '/
DIMENSION FPB(20)
00212400
00212500
00212600
00212700
00212800
00212900
00213000
00213100
00213200
00213300
00213400
00213500
00213600
00213700
00213800
00213900
00214000
00214100
00214200
00214300
00214400
00214500
00214600
00214700
00214800
00214900
00215000
00215100
FORMAT('1',T26, 'CONTINUOUS STORMHATER POLLUTION SIMULATION SYSTEM00215200
I',/,
1 T30, 'FEBRUARY, 1979', //
2 T2, 'CUMULATIVE FREQUENCY- ',3A4,» LEAD' ,3X , 'TO',FB.2 ,3X,
2 'MILES DOWNSTREAM',//,
3 T7,«PB',T22, 'NUMBER OF ' ,T36 , 'PERCENT OF ' ,T50, 'CUMULATIVE'/
4 T2, 'CONCE NTR AT ION ', T2 1,' OCCURRENCES ',T39,'TI ME ',T50, 'PERCENT'/)
FORMATdX, '0.005 OR LESS • ,T24 ,F5 .0,T38,F6.2,T50,F6.2 )
FORMATdX, '0.005 TO 0 .010' ,T24 ,F5 .O.T38.F6 .2.T50 ,F6 .2)
FDRMATdX, '0.010 TO 0.015' ,T24 ,F5 .0,T38 .F6.2.T50 ,F6 .2)
FORMATdX, '0.015 TO 0.020* ,T24 ,F5. 0 ,T38,F6.2 .T50.F6.2 )
FdRMATdX, '0.020 TO 0.025' ,T24 ,F5. O.T38.F6 .2 .T50.F6.2)
FDRMATdX ,'0.025 TO 0.030' ,T24 ,F5 .O.T38.F6 .2 »T50 ,F6 .2)
FORMATdX, '0.030 TO 0.035 • ,T24 ,F5 .0, T38,F6 .2.T5D ,F6 .2)
FORMATdX, '0.035 TO 0.040' ,T24 ,F5 .O.T38 ,F6 .2.T50 ,F6 .2)
FORMATdX, '0.040 TO 0 .045' ,T24 ,F5 .O.T38 ,F6 .2,T50,F6 .2)
FORMATdX, '0.045 TO 0.05 ' .T24.F5.0 ,T38,F6.2 ,T50,F6.2 )
FORMATdX, '0.05 TO 0.06' ,T24 ,F5.0,T38,F6 .2 .T50.F6.2 )
FDRMATdX, '0.06 TO 0.07' ,T24 ,F5.0 ,T38 ,F6.2 .T50.F6.2 )
FORMATdX, '0.07 TO 0.08' ,T24 ,F5.0 ,T38,F6 .2 ,T50,F6.2 )
FORMATdX, '0.08 TD 0.09' ,T24 ,F5 .0,T38,F6 .2 ,T5C ,F6.2 )
FORMATdX, '0.09 TO 0. 1 ' ,T24 ,F5 .O.T38 , F6 .2.T50.F5 .2)
FORMATdX, '0.1 TO 0.2 ' ,T24 ,F5. 0,T38,F6.2,T50,F6. 2)
FORMATdX, '0.2 TO 0.3 ' ,T24 ,F5.0,T38,F6.2 ,T50,F6. 2)
FORMATdX, '0.3 TO 0.4 • ,T24 ,F5.C,T38,F6.2 ,T50,F6. 2)
FORMATdX, '0.4 TO 0.5 • ,T24 ,F5.0,T38,F6. 2 ,T50 ,F6. 2)
FORMATdX, 'GREATER THAN 0.5 ' ,T24,F5.0,T38,F6.2,T50,F6.2)
FORMATdX, 'GREATER THAN 0.5' ,T24 ,F5.0,T38,F6.2,T50,F6.2)
FORMAT(/,T10,'TOTAL=',T24,F5.0)
KRITEdQUT.lOCO) ( AL( J ,IND) , J= 1 ,3 ) ,DIST
TIALIZE TOTAL PE OCCURRENCES
TOCC=0.0 B - 42
TIALIZE CUMULATIVE PERCENTAGE
00215210
00215300
00215400
00215500
00215600
00215700
00215800
00215900
00216000
00216100
00216200
00216300
00216400
00216500
00216600
00216700
00216800
00216900
00217000
00217100
00217200
00217300
00217400
00217500
00217600
00217700
00217800
00217900
00218000
00218100
00218200
00218300
-------
CPT=0.0
TOCC=TOCC+FPB(1)
PT=PER(FPB(1))
CPT=CPT+PT
WFITF( IOUT.1CC1) FPBd ),PT,CPT
TOCC=TOCC+FP6(2)
PT=PEK(FPP(2»
CPT=CPT-»PT
WRITE(IDUT,1002) FPB(2),PTtCPT
TGCC=70CC+FPB(3)
PT=PER{FPB(3))
CPT=CPT+PT
WRITEUOUT,10C3) FPB(3),PT,CPT
TOCC=TOCC+FPB(4)
P7=PER(FPB(4))
CPT=CPT+PT
WRITE(IOUT,1004) FPB(«) ,PT ,CPT
TOCC=TOCC+FPE(5)
PT=PER(FPB(5))
CPT=CPT-»PT
WKITEUOUT,1005) FPB{5 ) ,PT ,CPT
TOCC=TOCC+FPB(6)
PT=PER(Ff>B(6))
CPT=CPT+PT
WRITEUOUT,10G6) FPB (6 ) ,PT ,CPT
TOCC=TOCC*FPB(7)
PT=PER(FPB(71)
CPT=CPT-»PT
WRITEUOKT.IOG?) FPB(7) ,PT ,CPT
TOCC=TCCC+FPB(8>
PT=PER(FPB(8))
CPT=CPT+PT
HR1TEUOUT.10G8) FPB (8) iPT»CPT
TOCC=TOCC+FPE(9)
PT=PER(FPB(9)>
CPT=CPT+PT
WRITEUOUT.10G9) FPB(9) ,PT,CPT
TOCC=TOCC+FPB(10)
PT=PER(FPB(10))
CPT=CPT+PT
WRITEdOUT.lOlO) FPB(10),PT,CPT
TOCC=TOCC+FPB(11)
PT-PER(FPB{11))
CPT=CPT4PT
WRITEUOUT.1011) FPB(11),PT,CPT
TOCC=TOCC*FPB(J2)
PT=PER(FPB(12))
CPT=CPT+PT
WRITE(IOUT,1012) FPB(12)tPTtCPT
B
- 43
00218400
00218500
00218600
00218700
00218800
00218900
00219000
00219100
00219200
00219300
00219400
00219500
00219600
00219700
00219800
00219900
00220000
00220100
00220200
00220300
00220400
00220500
00220600
00220700
00220800
00220900
00221000
00221100
00221200
00221300
00221400
00221500
00221600
00221700
00221800
00221900
00222000
00222100
00222200
00222300
00222400
00222500
00222600
00222700
00222600
00222900
00223000
00223100
00223200
00223300
00223400
00223500
00223600
00223700
00223800
00223900
00224000
00224100
00224200
00224300
00224400
-------
1000
1001
1002
1003
1004
1005
1006
TOCC=TOCC*FPB(13)
PT=PER(FPB(13))
CPT=CPT+PT
WRITt(IOUT,1013) FPB(13),PT ,CP7
TOCC=TOCC+FPB(14)
PT = PER(FPB(l
PT=PER(FPB(15))
CPT=CPT*PT
WRITt(IOUT,1015) FPBU5),PT.CPT
TOCC-TOCC*FPB(16)
PT=PER(FPB(16J)
CPT=CPT+PT
WRITE{IDUT,1016) FPE (16 ) ,PT ,CPT
TOCC=TOCC+FPB(17)
PT=PER(FPB(17))
CPT=CPT*PT
WRITfc(IOUT,1017) FPB(17),PT,CPT
TOCC=TOCC+FPB(18J
PT=PtR(FPB(16))
CPT=CPT*PT
WRITE(IOUT,1018) FPB( 18 ) ,PT ,CPT
TOCC=TOCC+FPB(19)
PT=PERtFPB(19J)
WR1TE(IOUT,1019) FPB{ 19 ) ,PT ,CPT
TOCOTOCC+FPB(2C)
PT=PER(FPB(2C)}
FPB (20 ) ,PT ,CPT
1CCC
WRITE(IDUT,1C20)
WRITE(10UT,1022)
RETURN
END
«$*« PUT FSS ***«««*«*«****«**«*****«****«****
SUBROUTINE PUTFSS (FSS.D1ST)
COMMON /IO/IIN,IPIV,IOUT
DIMENSION FSS(21)
FORMAT('1',T26,'CONTINUOUS STORMWATER POLLUTION SIMULATION SYSTE
I'./,
1 130,'FEBRUARY,1979',/
2 T2,'CUMULATIVE FREQUENCY—SUSPENDED SOL IDS',3X,» TO',F8.2,3X ,
2 'MILES DOWNSTREAM',//,
3 T7,'SSf,T22,'NUMBER OF ' ,T36,'PERCENT OF ' ,T50 ,'CUMULATIVE•/
4 T2,'CONCENTRATION',T21,»OCCURRENCES',T39,'TIME',T50,'PERCENT'/)
FORMAT(1X,'25 OR LESS ' ,T24,F5.0,T38,F6.2,T50,F6.2}
FORMAT(1X,'25 TO 50',T24,F5.0,T38.F6.2.T50,F6.2)
FORMAT(1X,'50 TO 75',T24,F5.O.T38.F6.2,T50,F6.2)
FORMAT(1X,'75 TO 100',T24,F5.0,T38,F6.2,T50,F6.2)
FORMAIUX.'ICG TO 125 ' ,T24 ,F5.0,T38,F6.2 ,T50,F6. 2 )
FORMAT(1X,'125 TO
150',T2<»,F5.0,T3e,F6.2,T50,F6.2)
B - 44
00224500
00224600
00224700
00224800
00224900
00225000
00225100
00225200
00225300
00225400
00225500
00225600
00225700
00225800
00225900
00226000
00226100
00226200
00226300
00226400
00226500
00226600
00226700
00226800
00226900
00227000
00227100
00227200
00227300
00227400
00227500
00227600
00227700
00227800
00227900
00228000
00228100
00228200
00228300
00228400
00228500
00228600
00228700
00228800
00228900
00229000
00229100
00229200
M00229300
00229310
00229400
00229500
00229600
00229700
00229800
00229900
00230000
00230100
00230200
00230300
00230400
-------
1007
1008
1009
1010
1011
1012
1013
FORMATUX,'150 TO
FORMAT{1X,'175
1C
TD
1015
1016
1017
1018
1019
1020
1021
1022
FORMAT(1X,'200
FORMAT(1X,'225 TO
FORMAT(1X,'250 TC
FORKAT(1X,'275 TO
FORMAT(1X,'300 TO
FORMAT(1X,«325 TO
FORMAT(1X,'350 TO
FORMAT(1X,'375 TO
FORMAT(1X,«400 TO
175',T24,F5.
200',T24,F5.
225»,T24,F5.
250',T24,F5.
275',T24,F5.
300»,T24,F5.
325*,T24,F5.
350«,T24,F5.
375«,T24,F5.
400',T24,F5.
425',T24,F5.
450',T24,F5.
475',T24,F5.
FORMAT(1X,'425 TO
FORMAT(lX,t450 TO
FORMAT(1X,'475 TO 500',T24,F5.
FORMATdX,'GREATER THAN 500',
FORMAT ,PT ,CPT
= TUCC-»FSS(7)
PT=PER(FSS(7J)
CPT=CPT+PT
WRnE(IOUT,10C7) FSS(7),PT,CPT
TOCC=TDCC+FSS(8)
PT=PER(FSS(8))
CPT=CPT+PT
WRITE(IOUT,1C08) F SS(8 ) ,PT ,CPI
- 45
00230500
00230600
00230700
00230800
00230900
00231000
00231100
00231200
00231300
00231400
00231500
00231600
00231700
00231800
00231900
00232000
00232100
00232200
00232300
00232400
00232500
00232600
00232700
00232800
00232900
00233000
00233100
00233200
00233300
00233400
00233500
00233600
00233700
00233800
00233900
00234000
00234100
00234200
00234300
00234400
00234500
00234600
00234 700
00234800
00234900
00235000
00235100
00235200
00235300
00235400
00235500
00235600
00235700
00235800
00235900
00236000
00236100
C0236200
C0236300
00236400
00236500
-------
TOCC=TOCC+FSS{9)
PT=PER(FSS<9))
CPT=CPT*PT
WRITEUOUT.1009) F SS<9) ,PT ,CPT
TOCC=TOCC+FSS(10)
PT=PER(FSS(10»
CPT=CPT+PT
WRITEUCUT.1010) FSS(lO)tPT,CPT
= TOCC-»FSSU1)
PT=PfcR(FSSUl))
CPT=CPT+PT
WRITE(IOUTtlOll) FSS(11),PT,CPT
TOCOTOCOFSSU2)
PT=PER(FSS(12))
CPT^CPT+PT
WRITE(IOUT,1012) FSS( 12) .PT.CPT
TOCC=TOCC4FSS(13)
PT=PER(FSSU3))
CPT=CPT+PT
WRITE(IOUT,1013) FSS( 1 3) ,PT ,CPT
TQCOTQCC + FSS
PT=PER(FSS(H))
CPT=CPT+PT
WRITE(IOUT,1014) FSS(l^), PT.CPT
TOCC=TOCC+FSS(15)
PT=PEK(FSS(15)J
CPT=CPT+PT
WRITE(IOUT,1015) FSS( 15) .PT.CPT
TOCC=TOCC*FSS(16)
PT=PER(FSS(16))
CPT=CPT+PT
KRITE(10UT,1016) FSS( 16 ) ,PT ,CPT
TOCC=TOCC*FSS(17)
PT=PER(FSS(17))
CPT=CPT+PT
WR1TL(IOUT,1017) FSS( 17) ,PT ,CPT
= TOCC-»FSS(18)
PT=PER(FSS(16))
CPT=CPT+PT
WRITE(10UT,1018) FSS( 18) ,PT ,CPT
TOCC=TOCC+FSS(19)
PT=PER(FSS(19J)
CPT=CPT+PT
WRITE(IOUT,1019) FSS( 19), PT.CPT
TDCC-TOCC*FSSC2C»
PT=PER(FSS(2O)
CPT=CPT+PT
WRITEdOUT.1020) FSS(20) ,PT ,CPT
B
TDCC=TOCC+FSS(21)
- 46
00236600
00236700
00236800
00236900
00237000
00237100
00237200
00237300
00237400
00237500
00237600
00237700
00237800
00237900
00238000
00238100
00238200
00238300
00238*00
00238500
00238600
00238700
00238800
00238900
00239000
00239100
00239200
00239300
00239400
00239500
00239600
00239700
00239800
00239900
00240000
00240100
00240200
00240300
00240400
00240500
00240600
00240700
00240800
00240900
00241000
00241100
00241200
00241300
00241400
00241500
00241600
00241700
00241800
00241900
00242000
00242100
00242200
00242300
00242400
00242500
00242600
-------
t
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
r
L
c
c
c
c
c
c
c
c
c
c
PT = PtR(FSS(21»
CPT=CPT+PT
fcRlTHIOUT,1021) FSS(21),PT,CPT
WRITE(IOUT,1022) TDCC
RETURN
END
*$*********«***********«**«*** RAINFL *****V¥ ***********************
SUBROUTINE RA INFL (NYEAR )
COMMON /IC/I1N,1R1V,IOUT
DIMENSION IEVNT(2),TRAIN(2),NDPDS(2)
COMMON /GLOBAL/ILT,NYR,LOC(10),1RN1,IKSD
COMMON /RAIN/I SEA SI (12) .ISEAS2U2) ,TBSA (2 ) t DSA (2) ,RDA (2 ) ,RD S M2 )
1 ,CCA(2),RDY<2160)
THE RAINFALL SIMULATOR WILL GENERATE RANDOM OBSERVATIONS OF
RAINFALL, GIVEN RAINFALL STATISTICS DERIVED FROM OBSERVED DATA.
INPUT DATA WILL BE SELECTED RAINFALL STATISTICS AND NOT LARGE
QUANTITIES OF OBSERVED RECORDS.
THE SPECIFIC RANDOM VARIABLES TO BE GENERATED ARE:
1. TIME BETWEEN STORMS.
2. DURATION OF STORM.
3. MAGNITUDE CF STORM.
AUTHOR - STAN CARPENTER
DATE - NOVEMBER, 1977
CONTINUE
NAME DESCRIPTION/DIMENSION
ISEAS1 MONTHS IN SEASON 1 - (12)
ISEAS2 MONTHS IN SEASON 2 - (12)
TBSA MEAN TIME BETWEEN STORMS (HOURS) SEASON 1 AND 2-(2)
DSA MEAN DURATION OF STORMS (HOURS) SEASON 1 AND 2-(2)
RDA MEAN RAINFALL DEPTH (IN) 1 TIME UNIT SEAS-1 AND 2-(2)
ROSA SIGMA RAINFALL DEPTH (IN) SEASON 1 AND 2-12}
CCA LAG ONE CORR.COEFF1 TIME UNIT RAINFALL DEPTHS 1 AND 2(2)
NYRS NO. OF YEARS IN THE SIMULATION
IDT LENGTH OF 1 TIME UNIT (HOURS)
CONTINUE
NAME DESCRIPTION/DIMENSION
IUNITS NO. OF TIME INCREMENTS (IDT) PER YEAR
MTH CURRENT MONTH (01 TO 12)
NYEAR CURRENT YEAR
ISEAS CURRENT SEASON (01 OR 02)
ROY RAINFALL DEPTH ARRAY (UNITS/YEAR)
TBS GENERATED TIME BETWEEN STORMS( HOURS)
ITBS GENERATED TIME UNITS BETWEEN STORMS
DS GENERATED DURATION OF STORM
B - 47
00242700
00242800
00242900
00243000
00243JLOO
00243200
002433CO
00243400
00243500
00243600
002437GO
00243800
00243900
00244000
00244100
00244200
00244300
00244400
00244500
00244600
00244700
00244800
00244900
00245000
00245100
00245200
00245300
00245400
00245500
00245600
00245700
00245600
00245900
A f\ *y t*. A r*>r\ r\
"*UU£HO UUU
00246100
00246200
f\ A •) t. JL -jr\ f\
"UUt*f D JUU
00246400
00246500
00246600
00246700
00246800
00246900
00247000
00247100
00247200
00247300
00247400
00247500
_f\ n OA 7 /.nn
"UU c H r OUU
00247700
00247800
P A "y IM. "7 OO A
- (j U c. t r *?u u
00248000
00248100
00248200
00248300
00248400
00248500
00248600
00248700
-------
C
C
C
C
C
C
C
C
C
C
C
C
C
100
lie
122
IDS
ITME
RD
TRAIN
NOPDS
TROMAX
ICSMAX
SRDMAX
TRD
I UN IT
IEVNT
FORMAT
FORMAT
FORMAT
GENERATE!- TIKE UMTS DURATION OF STORM
TIME COUNTER (HOURS)
GENERATED RAINFALL DEPTH CURRENT TIME UNIT (IN)
YEARLY TOTAL RAINFALL BY SEASON (2)
NO.OF TIME PERIODS WITH RAIM BY SEASON (2J-YEARLY
MAXIMUM RAIN FALL EVENT TOTAL DEPTH -YEARLY
MAXIMUM kAIN FALL EVENT DURATION -YEARLY
MAXIMUM RAIN FALL DEPTH IN A SINGLE TIME PLRIOD -YEARLY
TLTAL' RAINFALL DEPTH ClJRRENT RAINFALL EVENT
CURRENT TIME UNIT
NO.OF RA1KFALL EVENTS PY SEASON(2)
130
,'1 RAINFALL STATISTICS FOR YEAR
X,'TOTAL RAINFALL SEASON NO.',12,' =
X.'NO.OF PERIODS WITH RAIN SEASON
1 IGX.'NO.OF RAINFALL EVENTS
FORKATdCX .'MAXIMUM RAINFALL EVENT
1 /,10X,'MAXIMUM RAINFALL
INCHES',/)
',!*,/,
SEASON NO. ',12,' = ',!*,/)
TOTAL DEPTH =',F6.2.' INCHES',
= '.F6.2,
NO. ',12,'
' =
1
10X,'MAXIMUM DEPTH IN ONE',13,' HR .PER IDD=•,F5 .2 , ' INCHES'
C-START A NEW YEAR- INITIALIZE YEARLY VARIABLES -(STEP 2)
C
1UNITS=360*2*/ICT
1U DO 12 1=1 .IUN1TS
12 RDY(I)=C.O
DC 1* 1=1,2
TRAIN(I)=O.C
IEVNT(I)=0
1* NQPDS(I)=0
TRDMAX=0.0
IDSfUX=C
SRDMAX=0.0
ITME^IDT
IUN1T=1
C-DETERMINE
C
20
TIME TO NEXT STORM-(STEP 1)
CALL MONTHdUNITS.IUNIT.MTH)
CALL SEASON(MTH,ISEAS1,ISEAS2,ISEAS)
CALL EXXPDN(TBSA(ISEAS),TBS)
TBS=TBS/IDT
TBS=T3S+0.5
1TBS=TPS
!TME = lTMt-»lTBS*IDT
IUNIT=ITME/IDT
C-GENERATE
C
CALL
CALL
CALL
DURATION OF STORM-(STEP 4,5 AND 6)
MCNTH(IUN1TS,IUNIT,MTH)
SEASUN(MTH,1SEAS1,1SEAS2,ISEAS)
EXXPON(DSAdSEAS) ,DS)
DS=DS/IDT
DS=DS+0.5
B - 48
IF(IDS.EQ.O)IDS=1
t
C-TEST FOR END OF YEAR-CSTEP 3)
C
IF(ITME.GT.(36C*2*))GD TO *0
IEVNT(ISEAS)=-IEVNTUSEAS)«1
002*8800
002*8900
002*9000
002*9100
002*9200
002*9300
002*9*00
002*9500
002*9600
002*9700
002*9800
002*9900
G0250000
00250100
00250200
00250300
00250*00
00250500
00250600
100250700
00250800
00250900
00251000
00251100
00251200
00251300
00251*00
00251500
00251600
00251700
00251800
00251900
00252000
00252100
00252200
00252300
00252*00
00252500
00252600
00252700
00252800
00252900
00253000
00253100
00253200
00253300
00253*00
00253500
00253600
00253700
00253800
00253900
0025*000
0025*100
0025*200
0025*300
0025**00
0025*500
0025*600
0025*700
0025*800
-------
IF((1DS*1DT).GT.ICSMAX)IDSMAX=1DS*IDT
C
C-GENERATE RAINFALL DEPTH FOR FIRST TIME UNIT-(STEP 7 4ND 6)
C
CALL LOGNDR(RDAUSFAS) ,RDSA ( 1 SE AS ) ,RD )
RDYUUNIT)=RD
NOPDS{ISEAS)=NOPDS fl JtJirJ|.jfcJt.jtJu
KA iNKU vv-*-^"*r-vv-
J^^»Jv»^J<--»uwvw» *• ^,
v-vv-^tcv -v -w V
SUBROUTINE RAINRD
COMMON /10/I IN.IK'IV.IOUT
COMMON /GLOPAL/IDT,NYR,LOC(10) ,IRN1,IKSD
COMMON /RAIN/ 1 SEA SI (12) ,1SEAS2( 12 ) ,TBSA( 2 ) ,DSA ( 2) ,RDA (2 ) ,RDS A(2 )
1 ,CCA(2),RDY(2160)
C-SUBROUTINE FAINRD WILL READ THE I NPJT DA FOR THE
C-RA1NFALL SIMULATOR ANL LIST THE INPUT DATA ENTERED.
0025490&
00255COO
00255100
00255200
00255300
00255400
00255500
00255600
00255700
00255800
00255900
00256OGO
C0256100
00256200
00256300
002564CO
00256500
00256600
00256700
OC256800
G0256900
00257000
00257100
00257200
00257300
00257400
00257500
00257600
00257700
00257800
00257900
00258000
00258100
00258200
00258300
00258400
00258500
00258600
00258700
00258800
00258900
00259000
00259100
0025920C
00259300
00259400
00259500
00259600
00259700
00259800
002599CO
00260000
00260100
00260200
C0260300
00260400
00260500
C0260600
C0260700
C0260800
00260900
-------
c
c
C-1NPUT FORMAT STATEMENTS
C
1GG FORMAT(1212)
110 FORMAT(2F1C.2)
FORMAT(3F1G.*)
FORMATt'l',16X,'CLNTINUOUS STORMWATER POLLUTION SIMULATION SYSTEM
I,/.
125X,'FEPKUARY,197<>',//
2,IX,'RAINFALL SIMULATOR INPUT DATA• ,20('-'),//
1 /,1X,« MONTHS IN SEASON NO. Is*)
FORMAT(2*X,I2)
FCRMAT(/,1X,« MONTHS IN SEASON NO. 2sM
FORMAT(2*X,I2)
FORMAT(//,36X,'SEASON NO. 1*,10X,•SEASON NO. 2',
1 /,IX,'MEAN TIME BETWEEN STORMS•,1IX,Fl2.2
1,' HOURS '.F12.2,' HOURS',
1 /,IX,'MEAN DURATION OF STORMS',12X
1.F12.2,' HOURS ',F12.2,' HOURS',//
1 TIG,'INPUT RAINFALL DEPTH STATISTICS=*,/
1 T2,'SEASON ',T15,'MEAN',T31,'S.D.•,T*6,'CDRR COEFF •)
FORMAT(/T*,I2,T1S.F10.*,T31,F10.<«,T*6,F10.*)
120
500
5C6
C
C-READ
C
THE INPUT DATA Ftp THE RAINFALL SIMULATOR
WRITE(IDUf,50G)
REACH IN, 100) USE ASH I ).!=!, 12)
DC 50* 1-1,12
IFUSEASHII.EC.OIGO TO 506
50* WRITE(IOUT,506)1SEAS1(1)
506 CONTINUE
WRITEUGUT,51C)
READ( UN, 100) USE AS2(1 ),!=!, 12)
DO 512 1=1 ,12
IF(ISEAS2(I).EC.J)GO TO 516
512 WRITE (IOUT,51*)ISEAS2U)
516 CONTINUE
READUlN.llOXTBSAU) ,1 = 1,2)
READ( I IN, 110) (DSAU ),I=1,2)
WRITE(ICUT,51P)TtSA,DSA
DO U 1=^1,2
READ (I1N,120)XM,XSD,XP
WRITEUOUT.10C3) I.XM.XSD.XP
CALL TRANS(XM,XSD,XP,RDA(I).RDSA(I) ,CCA(I ))
10 CONTINUE
11 CONTINUE
C
C-WRITE THE TITLE AND LIST THE INPUT DATA TO THE RAINFALL SIMULATOR
C
RETURN
END
C
C********************** RANDOM ****************************
C
SUBROUTINE RANDOM (RN)
COMMON /GLDbAL/IUT.NYR.LOCUG) ,IRN1,1WSD
C
C GENERATE A UNIFORMLY DISTRIPUTED 3,1 RANDOM VAR1ATE
C B - 50
00261000
00261100
00261200
00261300
00261400
00261500
00261600
•00261700
00261710
00261800
00261900
00262000
00262100
00262200
00262300
00262
-------
10 CONTINUE
IRM = IRN1*131075
R1=IRN1
2v> DENOM = M
RN=AfiS(Rl/DEKGM)
R2=RN
IF (RN.EQ.0.0) RN=O.C0001
30 RETURN
END
C
f-.AAA.JU.h.ii.AA-AAAAAAAAAAAAAA T~) f~ f \ • A T AAAA.AAAAAA^.
-------
3
C
c
1C
11
51
C
c
c
c
c
c
c
c
DO 3 1=1. 24
PBMEMU ) = C.C
CONTINUE
INITIALIZE TIMfc AVERACED DO SUMMARY
DC 4 1=1,7
CDO( I) = 0.0
CUNT INUt
DG r. 1=1,20
FlPf (I)=0.0
FDPBd )=0.0
CONT INUt
DO 10 1=1,16
FDOX1 (I ) = 0.0
FDO(I)=C.O
DO 11 J=l,21
FSS(J)=C.O
LQ blO 1 = 1, IB
DQMEMU )=0.0
CONTINUE
***«**=>*****$****«
.A. A
* INITIALIZE *
i. .*,.*. »«. JUA. jt
'''"* •
MONTHLY TIME INTERVAL
MTI=1
PREVIOUS MONTH
M0=l
TOTAL SEDIMENT LEAD
TSPB=0.0
TDPE=O.C
TUPE=O.U
TUSS=0.0
TULCC=0.0
TULDN=0.0
TOTAL SUSPENDED SOLIDS
TOTAL BOD
TNBOD=C.O
TCBCD=C.O
PB96=0.0
PE96MX=C.O
SU|-!PB=-0.0
D03MN=10.0
c
c
c
c
c
c
c
c
NDWP=NTP*7
C NUHPER OF TIME STEPS
NTS3=72/IDT
NTS3L1=NTS3-1
STEP 2
CALCULATE NUMBER OF TIME PERIODS
NSTLPS=8640/IDT
NTS96=96/IDT
IN 3 DAYS
B - 52
00273100
C0273200
00273300
00273400
00273500
00273600
00273700
00273800
00273900
00274000
00274100
00274200
00274300
00274400
00274500
00274600
00274700
00274800
00274900
00275000
00275100
00275200
00275300
00275400
00275500
00275600
00275700
00275800
00275900
00276000
00276100
00276200
00276300
00276400
00276500
00276600
00276700
00276800
00276900
00277000
00277100
00277200
00277300
00277400
00277500
00277600
00277700
00277800
00277900
00278000
00278100
00278200
00278300
00278400
00278500
00278600
00278700
00278800
00278900
00279000
00279100
-------
C
C
C
*
*
STEP
C DO RECEIVING WATER ANALYSIS FDR EACH TIME PERIOD
C
DO 20 I=1,NSTEPS
C DETERMINE VALUE OF DRY WEATHER FLOW TO BE USED
IDW=MOOU.NDWP)
IF(IDW.EQ.O)IDW=NCWP
VDW=QDWUDW)
C DETERMINE VALUE OF MONTHLY STREAMFLOW TO BE USED
CALL MONTH(NSTEPS,I,IMO)
IYR=MOD(NYEAR,5)
IF(IYR.EQ.O)IYR=5
VSF=CMUS(IMO,IYR)
SVSF=VSF
C HAS STREAMFLOW SIMULATOR USED
IF(VSF.NE.O.O) GO TO 200
C DETERMINE VALUE OF DAILY STREAMFLOW USED
J=l-l '
IDAY=J/NTP
IDAY=IDAY+1
C GET YEAR OF STREAMFLOW BASED ON NUMBER OF YEARS READ IN
IF(NYS.EQ.O) STOP 155
JYR=MOD(NYEAR,NYS)
1F(JYR.£Q.O)JYR=NYS
VSF=CDUStlDAY,JYR)
200 CONTINUE
VSH=RUN(2,1)
VCSO=RUN(ltI)
IF(OPT.EQ.80)GO TO 202
IF(OPT.E0.81 )GOTO 201
C
C
C
*
*
*
LEAD ANALYSIS
2320
2311
PCSO=PB(ltI)
PSW=Pfi(2tI)
PSF=PBUSF(IMO)
CALL PBRW(VCSO,VSW,VSF, VOW, PCSO, PSW,PSF ,PBOW , SP3 ,F IPB.FDPB , I.
1 CPBWO,UPBWO,CPB,IDT)
TSPB=TSPB+SPB
TUPE=TUPB+UPBKO
TDPB=TDPB*CPBWO
SUMPB=SUMPB+CPB
PBMEM(1)=CPB
1FU.LT.NTS96-1)GOTO 2311
PB96=O.C
DO 2320 IT=1,NTS96
PB96=Pfe96+PBMEM( IT)
CONTINUE
APB96=PB96/NTS96
IF(APB96.GT.PB96MX)PB96MX=APB96
CONTINUE
C LAG THE MEMORY OF LEAD CONCENTRATIONS FOR THE NEXT TIME STEP
L1NTS=NTS96-1
DO 2322 IT=1, LINTS
IT1=IT-1
B
00279200
00279300
00279400
00279500
00279600
00279700
00279800
00279900
00280000
00280100
00280200
00280300
00280400
00280500
C0280600
00280700
C0280800
00280900
00281000
00281100
00281200
00281300
00281400
00281500
00281600
00281700
00281800
00281900
00282000
00282100
00282200
00282300
00282400
00282500
00282600
00282700
00282800
00282900
00283000
00283100
00283200
00283300
00283400
00283500
00283600
00283700
00283800
C0283900
00284000
00284100
00284200
00284300
00284400
00284500
00284600
00284700
00284800
00284900
00285000
00285100
00285200
-------
PBKEM( NTS96-1T1)=PBMEM( NT 596-1 T)
2322 CDNTINUt
201 CONTINUE
C *4*««*«**«*«*** **«***«***«*«««**«
c * *
C
C
DISSOLVED OXYGEN ANALYSIS
19
*
*
bODSW=bOD(2.1)
BODCSOBQDd.I)
2,I)
1 ,1)
CALL BODRW ( VSK .EODSW , VCSOtBODCSO ,VSF ,VDW, IMO,
1 FOO.FDOXl.TSl tTCStBODTC»BDDTN,I,MTI,MO,ULOC,ULO^,CDO,DOMIN)
TNBOQ=TNBGD+EODTN
TCBOD=TCBOD+PODTC
TULOC=TULCC«ULOC
TULON=TULON+ULON
1F(OOKIN.LT.O.O)LOMIN=G.O
TDOMN(1)=DOMIN
DOS3=0.0
IF(1.LT.NTS3L1)GDTC 112C
DO 111C 11=1, NTS3
llli
1120
1130
202
C
C
c ••
c
c
CQN1INUE
ADC3=DUS3/NTS3
IF(A003.&T.D03MN)GOTO 1120
COM INUE
DO 1130 12=1tNTS3Ll
DOMEM(NTS3-14)=DGMEM(NTS3-I2)
CONTINUE
CONTINUE
SUSPENDED SOLIDS ANALYSIS
SSSW=SS(2,1)
SSCSO=SS( 1,1 )
SSF=SSUSF(1HO)
CALL SSRW (VSW,SSSW,VCSD,S5CSO,VSF,SSF,VDW,SSDW, SST ,FSS , I ,USSkD )
TSS=TSS*SST
TUSS=TUSS+USSKC
CONTINUE
STEP
20
C
C
c
c * ^
C PUT REPORT ON UPSTREAM WATER QUALITY
WRITE(I OUT, 1001)NYEAR,TULOC,TULON,TUSS,TUPB
C PRINT CFOO
IF(OF'T.NE .60)CALL PUTFDO(FDO,DIST2,IND)
IF COPT .NE .80)WRITE(I OUT,1003JD03MN
IF (CPT.NE.80)CALL PUTOOS(DIST2,CDO,IDT)
t PRINT FDOX1 B - 54
i N n =• ?
00285300
00285400
00285500
00285600
00285700
00285800
00285900
00286000
00286100
00286200
00286300
00286*00
00286500
00286600
00286700
00286800
00286900
00287000
00287100
00287200
00287300
00287400
'00287500
00287600
00287700
00287800
00287900
00288000
00288100
00288200
C0288300
00288400
00288500
00288600
00288700
00288800
00288900
00289000
00289100
00289200
00289300
00289400
00289500
00289600
00289700
00289800
00289900
00290000
00290100
00290200
00290300
00290400
00290500
00290600
00290700
00290600
00290900
00291000
00291100
00291200
00291300
-------
c
c
c
c
c
c
c
c
c
c
c
C.J
1
c
v.
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
IFtDISTl.GT.C.OKALL PUT FDD ( FDOX 1 ,DI ST1 ,IND)
1ND=1
IF (OPT. EC. 82) CALL PUTFPP (FIPB , IND ,DI ST2 )
IND = 2
IF ( OPT. EO. 82) CALL PUTFPB (FDPB, IND ,DI ST2 )
CALC MEAN LEAD CONC
PBMEAN=SUMPB/NSTEPS
IF(OPT.E0.82)WRITE(IOUT,1002)Ffi96KX,PBMEAN
PRINT CFSS
CALL PUTFSS(FSS.D1ST2)
KRITE(IOUT,10CO)KYEAR,TNBOD,TCBQD,TSS,TDPB,TSPB
=t *
* STEP 5 *
* «
RETURN TO CALLING MODULE
CALL ARRAYU ,TDOMN)
RETURN
END
RUNG F
SUBROUTINE RUNOFF (NYfcAR )
COMMON /1C/IIN,IMV,10UT
DIMENSION CRH2l60),CRUN(2160)tTRUN(2),TDUR(2),RUNMAX(2)
DIMENSION XRUN(2160)
COMMON /GLOBAL/IDT, NYR.LOCUO) .IRN1,IWSD
COMMON /RAIN/1SEAS1(12).1SEAS2(12),TBSA(2),DSA(2) ,RDA (2 ) ,RDS A(2)
1 ,CCA(2),RDY(2160)
COMMON /RUNOF/RUN(2,216C)
COMMON /IRO/IDORM(12),IGROW(12),CN1(2),CN2(2),CN3(2),OA(2),TC<2)
DIMENSION SFA(4)
DATA SEA/'DORM', 'ANT', 'GROW1, 'ING'/
SUBROUTINE RUNOFF WILL TRANSFORM THE ANNUAL RAINFALL ARRAY
INTO AN ANNUAL RUNOFF ARRAY. THE METHOD USED IS 3ASED ON
A RAINFALL RUNOFF RELATIONSHIP DEVELOPED BY THE SCS. RUNOFF
PRODUCED BY ANY GIVEN RAINSTORM WILL BE A FUNCTION OF THE
TOTAL RAINFALL AMOUNT AND THE ANTECEDENT MOISTURE CONDITION.
THE AMC IS A FUNCTION OF THE TOTAL DEPTH OF RAINFALL OCCURRING
IN THE 5-DAY PERIOD IMMEDIATELY PRECEDING THE STORM.
ONCE THE RUNOFF ARRAY IS GENERATED. A SIMPLE HYDROLDGIC ROUTING
(TIME-AREA) WILL BE APPLIED TO ACCOUNT FOR WATERSHED STORAGE
(LAG OR K FACTOR) .
AUTHOR - STAN CARPENTER
DATE - DECEMBER 1977
CONTINUE
B - 55
NAME DESCRIPTION
00291400
00291500
00291600
00291700
00291800
00291900
00292 COO
00292100
C0292200
C0292300
00292400
00292500
/-i/\OQOi,Art
\J\J cMt. 6UU
00292700
00292800
00292900
(\t\ o G o f\t\ r\
00293000
00293100
00293200
00293300
00293400
00293500
00293600
00293700
f\(\fyt\i CArt
00293800
00293900
00294000
00294100
00294200
00294300
00294400
00294500
C0294600
00294700
00294800
00294900
00295000
00295100
00295200
00295300
00295400
00295500
00295600
00295700
00295600
00295900
00296000
00296100
00296200
C0296300
00296400
00296500
00296600
00296700
00296800
00296900
00297000
00297100
00297300
00297400
-------
t
c
c
c
c
c
c
c
L
C
C
C
c
c
c
(.
c
c
c
c
t
c
t
c
c
c
c
c
c
6oC
to*
6L8
61*
C
C-IN
C
5
1C
15
C
RDY RAINFALL DEPTH ARRAY (2160)
IDDRH MONTHS IN THE DORMANT SEASON (12)
IGROU MONTHS IN THE GROWING SEASON (12)
CM CN VALUE 1
CN2 CN VALUE 2
CN3 CN VALUfc 3
DA DRAINAGE AREA
TC TIME OF CONCENTRATION
ICT TIME UNIT LENGTH (HOURS)
CONTINUE
NAME DESCRIPTION
SUMRU TOTAL RAINFALL DEPTH PER STORM
IFIRST TIME UNIT AT START OF STORH
HAST TIME UNIT AT END OF STORM
IUNIT TIME UNIT COUNTER
ARF SUMMATION OF RAINFALL DEPTHS IN THE PRECEDING 5 DAYS
XLI INITIAL LOSS AMOUNT
CPI CUMULATIVE RAINFALL SUMMATION ARRAY (2160)
CRUN CUMULATIVE RUNOFF ARRAY (2160)
RUN OUTPUT RUNOFF ARRAY
S MAXIMUM SOIL STORAGE
XLF LAG FACTGR
ILF LAG FACTOR ROUNDED AND TRUNCATED
FORMAT(//,'l RUNOFF STATISTICS FOR YEAR NO. «,I3,5X
1, 'WATERSHED NO. ',I3,//J
FORMATUOX.'TCTAL RUNOFF '.2A*,* SEASON =',F6.2,1 INCHES1!/)
FORMATUCX, 'TOTAL DURATION OF RUNOFF »,2A*,f SEASON = »,
1F6.C,' HOURS',/)
FORMATdGX, 'MAXIMUM ',12,' HOUR RUNOFF RATE, ",2A4,f SEASON ',
1' = ',F8.2,' CFS ',/)
DO 90C IWS=1,IWSD
1TIALIZE YEARLY VARIABLES
ISTGP^36C*24/1DT
DO 10 I=1,ISTOP
RUN(IWS,I)=0.0
XRUN(I)=0.0
CR1 (I )=0.0
CRUNU)=O.G
DO 15 1=1,2
TRUN(I)=0.0
TDUR(I)=0.0
RUNMAX(I)=0.0
CONTINUE
IUNIT=0
C-SEARCH THE RAINFALL AFRAY FDR A DEPTH GREATER THAN ZERO
C
20
IUNIT=IUNIT4l
IF(IUN1T.GT.ISTOP)GO TO 100
IF(RDY( IUNIT) .EC. 0.0)GO TO 20 B _ 55
IFIRST=IUN1T
--UU^V fSUU
00297600
00297700
00297800
00297900
00298000
00298100
00298200
00298300
00298*00
00298500
00298600
00298700
00298900
00299000
00299200
00299300
00299*00
00299500
00299600
00299700
00299800
00299900
00300000
00300100
00300200
00300300
00300*00
00300500
00300600
00300700
00300800
00300900
00301000
00301100
00301200
00301300
00301*00
00301500
00301600
00301700
00301800
00301900
00302000
00302100
00302200
00302300
00302*00
00302500
00302600
00302700
00302800
00302900
00303000
00303100
00303200
00303300
00303*00
00303500
-------
c
c-
c
30
SUMRD=RDY(IUNIT)
SUM THE RAINFALL DEPTHS FDR THIS STORM
IUNIT=IUNIT+1
IFUUNIT.GT.ISTOP)GO TO 32
SUMRD = SUMRD+RDYUUNIT)
IF(RDYUUNIT) .NE.0.01GO TO 30
IUNIT=IUNIT+1
IFUUNIT.GT.ISTOP)GO TO 32
SUMRD=SUMRD+RDY( IUNIT)
IF(RDYUUNIT) .NE.C.01GO TO 30
ILAST=IUNIT-2
GO TO 35
32 ILAST=ISTOP
C
C-SUM THE RAINFALL DEPTH IN THE PRECEDING 5-DAY TIME PERIOD
C
35 IF ( IF IRST.GE.( 120/1 DT+1 )) IFST=IFIRST- ( 120/1 DT)
IF(IFIRST.LT.(120/IDT+1»1FST=1
IL=IFIRST-1
IF(IL.EG.O)IL = 1
ARF=0.0
DO 40 Il^IFST.IL
40 ARF=ARF+KDY(I1)
C
C-ASSIGN A CN VALUE
C
CALL MONTH(ISTOP,IFIRST,MTH>
CALL SEASON(MTH,IDORM,IGRDW,ISEAS)
IF(ISEAS.E0.2)GO TO ^5
IF(ARF.EQ.O.O)CN=CN1(IHS)
C IF(ARF.GE.O.O.AND.ARF.LT..08)CN=CN1(IWS*
IF(ARF.GT.O.O.AND.ARF.LT.0.3)CN=CN2(IWS)
CC IF(ARF.GE..08.ANO.ARF.LE.C.8)CN=CN2(IWS)
IF(ARF.GE.0.3}CN=CN3(IHS)
C IF (ARF.GT.0.8)CN=CN3(IWS)
GO TO 48
45 IF(ARF.LT.0.02)CN=CN1(IWS>
CC 1F(ARF.GE.O.O.AND.ARF.LT..08)CN=CN1(IWS)
IF(ARF.GT..02.AND.ARF.LT.0.8)CN=CN2(IWS)
C IF(ARF.GE..08.AND.ARF.LE-.0.8)CN=CN2(IHS)
IF(ARF.GE.0.8)CN=CN3(IWS)
C IF(ARF.GT.0.8)CN=CN3(IWS)
-48 CONTINUE
C
C-DETERMINE IF THE RAINFALL EVENT PRODUCES RUNOFF
C
S=1000./CN-10.
IF(XLI .GE.SUMRD1GC TO 20
C
C-DEVELQP CUMULATIVE RAINFALL SUMMATIONS
C
CRI (1FIRST)=KDY(IF1RST)
IFUFIRST.EO.ILAST1GO TO 55
I1 = 1F1RST-»1
DO 50 12=11, IL/ST
13=12-1
CR1(I2)=RDY(I2} + CF:I (13) B - 57
50 CONTINUE
00303600
00303700
00303800
00303900
00304000
00304100
00304200
00304300
00304400
00304500
00304600
00304700
00304800
00304900
00305000
00305100
00305200
00305300
00305400
00305500
00305600
00305700
00305800
00305900
00306000
00306100
C0306200
00306300
00306400
00306500
00306600
00306700
00306800
00306900
00307000
00307100
00307200
00307300
00307400
00307500
00307600
00307700
00307800
00307900
00308000
00308100
00308200
00308300
003084CO
00308500
00308600
003087CO
00308800
00308900
00309000
00309100
CO309200
00309300
00309400
00309500
C0309600
-------
THE CUMULATIVE: RUNOFF BY TIME PERIOD
C-COMPUTE
C
55 DO 75 I1=IFIRST,ILAST
IF(CR1(I1).LE.XLI)GO TO
XNUM=(CR1(I1)-XLI}**2.0
XDEN=CRI(I1)+4.0*XLI
CRUN(I1)=XNUM/XDEK
CONTINUE
75
THE RUNOFF DEPTH FOR EACH TIME PERIOD
75
C
C-COMPUTE
C
XRUNUFIRST)=CRUNU FIRST)
IF( IFIRST.EG.ILASmO TO 20
I1=IFIRST+1
DO 95 12=11,1LAST
13=12-1
XRUN(I2)=CRUN(I2)-CRUN(I3)
95 CONTINUE
GO TO 20
C
C-ROUTE THE RUNOFF BY THE TIME AREA METHOD
C
100 XLF=TC(1WS)/1DT+0.5
ILF=XLF
C
C-DETERMINE IF ROUTING IS REQUIRED
C
IF(ILF.Gfc.2)GO TO 200
C
C-CONVERT THE RUNOFF DEPTHS TO RATE IN CFS IF NO ROUTING
C
105 DO 110 l^l.ISTOP
IF(XRUN(I).EQ.O.OO)GO TO 110
CALL MONTHUSTOP.I.MTH)
CALL SEASON(MTH,IDORM.IGROH,ISEAS)
TRUNUS£AS) = TRUN(ISEAS)+XRUN( I)
RUN(IWS,1)=1.00833*DA(IWS)*XRUN(I»/IDT
TOUR<1 SEAS )=TDUR(1SEAS) + IDT
IF(ISEAS.EQ.1.AND.RUN(IWS.I).GT.RUNMAX<1))RUNMAX(1)=RUN(IHS,I»
IF(ISEAS.EQ.2.AND.RUN(IWS,I).GT.RUNMAX(2))RUNMAXm=RUN
-------
1F(ISEAS.EC.1.AND.RUN( 1WS,J) .GT.RUNMAXd ) )RUNMAX( 1) =RUN( IMS ,
IF(ISEAS.EQ.2.AND.PUN(IWS,J).GT.RUNMAX(2))RUNMAX(2)=RUN(IWS,
300 CONTINUE
C
C-OUTPUT THE RUNOFF STATISTICS FOR THE CURRENT YEAR
C
400 WRITE(IOUT,60C)NYEAR,IWS
DO 602 1=1,2
11=1-1
12=2*11+1
602 WRITE(IOUT,604)SEA(I2J,SEA<12+1),TRUNU)
DO 606 1=1,2
11=1-1
12=2*11+1
606 WRITEUOUT,606)SEA(I2),SEAU2+1),TDUR(I»
DO 612 1=1,2
11=1-1
12=2*11+1
612 WRITEUOUT,614)IDT,SEAU2).SEA(12+1),RUNMAXU)
900 CONTINUE
RETURN
END
C
C******************* RUNOLR *********«************************:
C
SUBROUTINE RUNOLR
COMMON /IO/I1N,IRIV,IOUT
COMMON /GLOBAL/IDT,NYR,LOC(IO),IRN1,IWSD
COMMON /RUNQR/YBOC(2),RBOD<2),YTKN(2»,RTKN(2),YSS<2),RSS(2)
1,YPB<2),RPB(2)
C
C-
C-
C
C-INPUT FORMAT STATEMENTS
C
FORMAT(2F10.4)
FORMAT('1»,16X,'CONTINUOUS STORMWATER POLLUTION SIMULATION S
I,/
1,25X,'FEBRUARY,1979•,//
2,IX,'RUNOFF QUALITY INPUT DAT A*t20('-'),//)
FORMATC1X,'INPUT DATA FOR WATERSHED NO.'.IS,/,
1 4X,*BOD ACC. RATE =»,F10.4,' f/AC/DAY*
1,5X,'BOD REMOVAL RATE =',F10.4,« FRACT/DAY',/,
1 4X,'TKN ACC. RATE =',F10.4,' i/AC/DAY'
1,5X,'TKN REMOVAL RATE =',F10.4,« FRACT/DAY',/,
1 4X,'SS ACC. RATE = ',F10.4,' f/AC/DAY",
15X,«SS REMOVAL RATE = ',F10.4,» FRACT/DAY•,/,
SUBROUTINE RUNOLR WILL READ THE INPUT DATA FOR THE RUNOFF
QUALITY MODULE AND LIST THE INPUT DATA ENTERED.
100
600
610
1
4X,'PB ACC. RATE = '.F10.4,' #/AC/DAY*
l.SX.'PB REMOVAL RATE = '.F10.4,' FRACT/DAY',/)
C
C-READ
C
200
C
THE INPUT DATA FOR THE RUNOFF SIMULATOR
DO 200 1 = 1 ,IWSD
REAOU IN,10C)Y60D(I ),RBOD(I)
READ(IIN,100)YTKN(I),RTKN(I)
READ(IIN,100)YSS(I),RSS(I)
READ(IIN,100)YPB(I),RPB(I)
CONTINUE B - 59
00315800
J) 00315900
J) 00316000
00316100
00316200
00316300
00316400
00316500
00316600
00316700
00316800
00316900
00317000
00317010
00317020
00317100
00317200
00317210
00317220
00317300
00317400
00317500
00317600
00317700
00317800
00317900
00318000
00318100
00318200
00318300
00318400
00318500
00318600
00318700
00318800
00318900
00319000
00319100
YSTEM'00319200
00319210
00319300
00319400
00319500
00319600
00319700
00319800
00319900
00320000
00320100
00320200
00320300
00320400
00320500
00320600
00320700
00320800
00320900
00321000
00321100
00321200
00321300
-------
C
C
C
C
C
C
C
C
C
C
C
c-
c
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C-LIST THE INPUT DATA TO THE RUNOFF QUALITY SIMULATOR
C
WRITE(IOUT,600)
DO 800 I=1,IWSD
WRITE(IOUT,610)1,YBOD(I),RBQD(I),YTKN(1),RTKN(I),YSS(I),RSS<1),
1 YPB(I).RPPU)
600 CONTINUE
RETURN
END
C
C
SUBROUTINE RUNOLT(NYEAR)
COMMON /IO/IIN,1RIV,IOUT
COMMON /GLOBAL/IDT,NYR,LOC(10),IRN1,IWSD
COMMON /RUNQL/BOD(2,2160),TKN(2,2160),SS(2,2160),PE(2,2160)
COMMON /RUNOF/RUN(2,2160)
COMMON /RUNQR/YBOD(2»,RBOD(2),YTKN(2),RTKN(2),YSS(2),RSS(2)
1,YPB(2),RPB(2)
COMMON /IRO/1DORM(12),IGROW(12),CN1(2),CN2(2),CN3(2),DA(2),TC(2),
1 CWO(2)
COMMON /SAVL1/S1(2),BODSI(2),SSSI(2),TKNSI(2),PBSI(2),SXBOD(2).
1 SXSS(2),SXTKN(2),SXPB(2)
C AWP(R,IDT,CP)=R*62.4*3600*IDT*CP/1000000.
X(Y1,IDT)=Y1*IDT/?4.0
Z(Z1,IDT)=7.5*Z1*24.0/IDT
XL2(XL1,R,Y,XRUN)=(XL1*(1-R)+Y)-(XL1*(1-EXP(-4.6*XRUN*C1)1)
XM2(XL1,XRUN)=(XL1*(1-EXP(-4.6*XRUN*C1)))*C2/XRUN
SUBROUTINE RUNGLT WILL DETERMINE THE BOO ,TKN, SS AND PB
QUAILTY ARRAYS BY WATERSHED FROM THE INPUT RUNOFF ARRAYS BY
WATERSHED AND FROP THE 'ACCUMULATION AND RUNOFF RATES BY
WATERSHED AND BY POLLUTANT. OUTPUT WILL INCLUDE MAXIMUM
POLLUTANT CONCENTRATIONS, MEAN POLLUTANT CONCENTRATIONS,
TOTAL ANNUAL POLLUTANT WASHOFF, AND THE QUALITY ARRAYS FOR
EACH WATERSHED AND EACH POLLUTANT.
INPUT VARIABLES:
CONTINUE
NAME
DESCRIPTION
YBOD ACCUMULATION RATE FOR BOD FOR THE CURRENT WATERSHED
RBOD WASHOFF
YTK.N ACCUMULATION
RTKN WASHOFF
YSS ACCUMULATION
RSS WASHOFF
YPB ACCUMULATION
RPB WASHOFF
" BOD
TKN
TKN
SS
SS
PB
PB
IWS NO. OF WATERSHEDS
RUN RUNOFF ARRAY FOR THE CURRENT WATERSHED
DA(IWS) DRAINAGE AREA FOR THE CURRENT WATERSHED
OUTPUT VARIABLES:
CONTINUE
BOD BOD QUALITY ARRAY (2.2160)
TKN TKN * " «
SS SS " »B . 60
PB PB * « "
00321400
00321500
00321600
00321700
00321800
00321900
00322000
00322100
00322200
00322300
00322*00
00322500
00322600
00322700
00322800
00322900
00323000
00323100
00323200
00323300
00323400
00323500
00323600
00323700
00323800
00323900
00324000
00324100
00324200
00324300
00324400
00324500
00324600
00324700
00324800
00324900
00325000
00325100
00325200
00325300
00325400
00325500
00325600
00325700
00325800
00325900
00326000
00326100
00326200
00326300
00326400
00326500
00326600
00326700
00326800
00326900
00327000
00327100
00327200
00327300
00327400
-------
c
c
c
c
c
c
c
Cl
C2
XBOD
XTKN
XTKN
XSS
XPB
CONSTANT NO. 1
CONSTANT NO. 2
WASHOFF OF BOD BY TIME PERIOD
" » TKN " » *
" * TKN " " »
* • 55 • • •
» » PB " * "
CONTINUE
C
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
c
200
BOD SUM
TKNSUM
SSSUM
PBSUM
RUN SUM
BODMPC
TKNMPC
SSMPC
PBMPC
AWBOO
AWTKN
AWSS
AWPB
BDDMAX
TKNMAX
SSMAX
PB
TOTAL BOD CONCENTRATION
» TKN «
" SS "
« PB *
TOTAL RUNOFF
MEAN BOD CONCENTRATION (MG/L)
« TKN «
» SS "
" PB "
TOTAL ANNUAL HASHDFF BOD (LBSJ
» « "TKN
" « " SS
" " " PB
MAXIMUM CONCENTRATION BOD (MG/L)
" « TKN
" » SS
" " PB
FORMAT!//, '1 RUNOFF QUALITY - STATISTICS FOR YEAR NO.'
113, 5X,
1
1
1
1
•WATERSHED NO. *,I3,/,
T42,'BOD',T53.'TK'H',T64,'SS',T75,'PB'/,
IX, 'MAXIMUM CONCENTRATIONS(MG/L)',T32,.EO.O.O)CHOUWS)=4.fc
BOOMAX=0.0
TKNMAX=0.0
SSMAX=0.0
PBMAX=O.C
BDDSUM=0.0
TKNSUM=0.0
SSSUM=0.0
PBSUM=0.0
RUNSUM=C.O
CYBOD=X(YBOD(IKS),IDT)
CRBOD=X(RBOD(IWS) ,IOT)
CYTKN=X(YTKN(IWS),IDT)
CRTKN=X(RTKN( IWS) ,1DT)
B - 61
00327500
00327600
00327700
00327800
00327900
00328000
00328100
00328200
00328300
00328400
00328500
00328600
00328700
00328800
00328900
00329000
00329100
00329200
00329300
00329400
00329500
00329600
00329700
00329800
00329900
00330000
00330100
00330200
00330300
00330400
00330500
00330600
00330700
00330800
00330900
00331000
00331100
00331200
00331300
00331400
00331500
00331600
00331700
00331800
00331900
00332000
00332100
00332200
00332300
00332400
00332500
00332600
00332700
00332800
00332900
00333COO
00333100
00333200
00333300
00333400
00333500
-------
CYSS=X(YSS(IWS).IDT)
CRSS=X(RSS(IWSJ,IDT)
CYPB=X(YPB(IWSKIDT)
CRPB=X
-------
SXSS(IWS)=XSS
SXTKN(1WS)=XTKN
SXPB(IWS)=XPB
C
C-CALCULATt THE CEAN POLLUTANT CONCENTRATIONS £ AWP
C
BODMPC=BODSUM/RUN SUM
TKNMPC=TKNSUM/RUNSUM
SSMPC=SSSUM/RUNSUM
PPMPC=PBSUM/RUNSUK
AWBOD=AWP(RUNSUM,IOT,BODMPC)
AKTKN=AWP(RUNSUM,IDT,TKNMPC)
AWSS=AWP{RUNSUM,I[T,SSMPC)
AWPB=AWP(RUNSUP,IDT,PBMPC)
C
C-OUTPUT THE RESULTS OF THE RUNOFF QUALITY MODULE
C
WRITL(IOUT,2CO)NYEAR,IWS ,BODMAX,TKNMAX.SSMAX,PBMAX.BODMPC,
1 TKNMPC,SSMPC,PBMPC,AWBOD,AWTKN,AWSS,AWPB
900 CONTINUE
RETURN
END
«:»«««««$«««: RUNRD **** *********************** ={**
C
SUBROUTINE RUNRD
COMMON /IO/IIN,IRIV,IOUT
COMMON /GLOBAL/IDT,NYR,LOC(1Q),IRN1,IWSD
COMMON /IRO/IDCRMU2),IGRDW(12),CN1(2),CN2(2),CN3(2) ,DA(2) , TCC2) ,
1 CWO(2)
C
OSU6ROUTINE RUNRD WILL READ THE INPUT DATA FOR THE RUNOFF SIMULATOR
C-ANO LIST THE INPUT DATA ENTERED.
C
C
C-1NPUT FORMAT STATEMENTS
C
100 FORMAT(12I2)
FORMAT(3F10.2)
FORMATS 'I1, 16X , 'CONTINUOUS STORMWATER POLLUTION SIMULATION SYSTEM
I,/
1.25X, 'FEBRUARY, 1979 •,//
2, IX, 'RUNOFF SIMULATOR INPUT D ATA • ,20( •-•),//,
1 /, IX, 'MONTHS IN DORMANT SEASONS')
FORMAT(20200
003^0300
00340*00
003*0500
003*0600
003*0700
003*0800
003*0900
003*1000
003*1100
003*1200
003*1300
003*1*00
003*1500
003*1600
003*1700
003*1800
003*1900
003*2000
003*2100
003*2200
003*2300
003*2*00
003*2500
003*2600
003*2700
003*2800
003*2900
003*3000
003*3100
003*3200
003*3300
003*3*00
003*3500
•003*3600
003*3610
003*3700
003*3800
003*3900
003**000
003**100
003**200
003**300
003***00
003**500
003**600
003**700
003**800
003**900
003*5000
003*5100
003*5200
003*5300
003*5*00
003*5500
003*5600
-------
550 CONTINUE
C
C-LIST THE INPUT DATA TO THE RUNOFF SIMULATOR
C
WRlTb(IOUT,600)
DO 604 1=1 ,12
1F< IDORM(I).EO.C)GO TO 607
604 WRITE UCUT,6G6)IDORM(I )
607 CONTINUE
WRlTfc{IOUT,608)
00 610 1=1,12
IF( 1GROW(I).EC.O)GO TO 612
610 WRITE(IOUT,606)1GROW(I )
612 CONTINUE
00 650 1 = 1 ,1WSD
WRITE{10UT,614)I,CN1(I),CN2U ),CN3(I) ,D
65C CONTINUE
RETURN
END
,CWO(I)
** SEASON *****************************
SUBROUTINE SE ASON (MTH, 1SE AS1 , ISEAS2 ,1 SEAS )
C-SUBROUT1NE SEASON KILL DETERMINE THE CURRENT SEASON USEAS)
C-GIVEN THE CURRENT HONTH (MTH), AND TWO ARRAYS, ISEAS1= THE
C-MONTHS IN SEASON 1, AND 1SEAS2= THE MONTHS IN SEASON 2.
C
DIMENSION 1SEAS1(12),1SEAS2(12)
DO 10 1=1,12
IF I MTH. fc O.I SEA SI ( I))ISEAS=01
IF{MTH.EO.ISEAS2(I))ISEAS=02
10 CONTINUE
RETURN
END
C
C******************** SSRW *************************
C
SUBROUTINE SSRW (CSW, SSSW.QCSO .SSCSQ ,QUS ,SSUS,QDH ,S SOW ,
1 SST1 ,FSS,1,SSWOU)
COMMON /GLOBAL/ IDT ,NYR ,LOC ( 1 C ) , I RM , IWSD
DIMENSION FSS(21)
C
C THIS MODULE ANALYZES SUSPENDED SOLIDS IN THE RECEIVING WATER
C
C.A. -A A »*» -Jt. -«L *l^ wV A- Jt .", .^ JW Jt
•*• -v V- •*•**• -^f •& vf -v -v- tf •*• -*
C * *
C * STEP 1 *
C * *
C COMPUTE TOTAL FLOW (IN CFS)
C
CT=OSW+QCSO+GUS+GDW
1F(CT.NE.O.C)GOTL' 20
SSMAX=0.0
SST1=0.0
GOTO 30
C
C
B - 64
STEP 2
00345700
00345800
00345900
00346000
00346100
00346200
00346300
00346400
00346500
00346600
00346700
00346800
C0346900
00347000
00347100
00347200
00347300
00347400
00347500
00347600
00347700
00347800
00347900
00348000
00348100
00348200
00348300
00348400
00348500
00348600
00348700
00348800
00348900
00349000
00349100
00349200
00349300
00349400
00349500
00349600
00349700
00349800
00349900
00350000
00350100
00350200
00350300
00350400
00350500
00350600
00350700
00350800
C0350900
00351000
00351100
00351200
00351300
00351400
00351500
00351600
00351700
-------
c
c
c
C COMPUTE MAXIMUM SS CONC (MG/L)
CC
20 CONTINUE
SS2=OCSO*SSCSO
SS3=QUS*SSUS
SS4=QDW*SSDW
SSMAXMSSHSS2+SS3 + SS4 )/CT
C
c
c
c
c
c
cc
c
c
c
c
c
c
c
30
c
c
c
c
c
c
c
c
10
c
c*
c
c
c
c
**************
* *
* STEP 3 *
* *
**************
COMPUTE TOTAL SS (#/DT )
SST1=ANP(QT,IDT,SSMAX)
SSWOU=AWP(OUS,IDT,SSUS
«**********«««
* *
* STEP 4 *
* *
**************
)
CUMULATIVE CISTR OF SUSPENDED
CALL CFSS(SSMAX.FSS)
**************
* *
* STEP 5 *
* *
**************
RETURN TO CALLING MODULE
RETURN
END
********************** STOR
SUBROUTINE STOR (NYEAR
*
)
STORAGE / TREATMENT SIMULATOR
SOLIDS
10CO
COMMON /GLOBAL/IDT ,NYR, LCC(IO) .IRN1.IWSD
COMMON /IRO/IDORM(12),IGROW(12),CN1(2 ) ,CN2( 2 ) ,CN3 (2) tDA<2 ) ,TC(2)
COMMON /RUNOF/ RUN{2,2160)
COMMON /RUNQL/BCD(2,2160),TKN(2.2160),SS(2.216D),PB(2,2160 )
COMMON /STOR1/ETBOD(2),ETSS(2),ETTKN{2),ETPB(2) ,SMAX( 2) , TM AX (2 )
COMMON /SAVE1/SI(2),BODSH2),SSSI(2),TKNSI(2J,PBSI(2),SXBOC(2) ,
1 SXSS(2),SXTKN(2),SXPB(2)
COMMON /IO/IIN.IRIV.IOUT
REAL L1BOD.L1SS,LITKN,LIPB,LSBOO,LSSS,LSTKN,LSPB
FORMAT(//T20, 'RESULTS FOR STORAGE TREATMENT •,
1 T50,'YEAR'.T56,I2tT65, 'WATERSHED :',T7*,12/,
1 /T2, 'NUMBER OF HOURS STORAGE IS EMPT Y : • ,nC, 14 ,
2 T50, 'PERCENT OF TOTAL TIME : • ,T72 ,F6.2 ,
2 /T2, 'NUMBER OF HOURS WWTP OPERATING t'.UO.H,
3 T50, 'PERCENT OF TOTAL TIME: ' ,T72 .F6.2 ,
3 /T2, 'NUMBER OF OVERFLOW HOURS :*.T40,I4,
B - 65
00351800
00351900
00352000
00352100
00352200
00352300
00352400
00352500
00352600
00352700
00352800
00352900
00353000
00353100
00353200
00353300
00353400
00353500
00353(00
00353700
00353800
C0353900
00354000
00354100
00354200
00354300
00354400
00354500
00354600
00354700
00354800
00354900
00355000
00355100
00355200
00355300
00355400
00355500
00355600
00355700
00355800
00355900
00356000
00356100
00356200
00356300
00356400
00356500
00356600
00356700
00356600
00356900
00357000
00357100
00357200
00357300
00357400
00357500
00357600
00357700
00357600
-------
* /T2,'ANNUAL OVERFLOW VOLUME IN INCHES :',T39fF6.2,
5 /T2,'NUMBER OF OVERFLOW EVENTS *',T*0,I*,
6 /T2,'NUMBER OF DAYS WITH OVERFLOW ' ,T*0,1*)
1C01 FORMAT('1»,'S/T AND OVERFLOW SUMMARY FOR YEAR NO. »,I2.3X,
1 'WATERSHED NO. ',I2//»T*2.'BOO',T53f'TKN*,T6*,'SS',T75,
2 «PB'//,
1 IX,'MAXIMUM CONCENTRATIDNS(MG/L)*,T32,*(1X,F11.2),/,
1 IX,'MEAN CONCENTRATIONS(MG/L)',T32,*UX,F11.2),/,
1 IX,'RESIDUAL ANNUAL WASHOFF(LBS)',T32,*(IX,F11.0),/)
10 CONTINUE
DT3600=IDT*3600
NSTEPS=86*0/IOT
IDUNIT=2*/IDT
C
C
C
C
C
C
C
C
C
C
C
C
C
C INITIALIZE NUMBLR OF OVERFLOW EVENTS
NOE=0
C INITIALIZE MAXIMUM CONCENTRATIONS
BODMAX=0.0
TKNMAX=G.O
SSMAX=0.0
PBMAX=0.0
C INITIALIZE SUMS
S60D-C.O
STKN=C.O
SSS=0.0
SPB=0.0
RUNSUM=O.C
C INITIALIZE DAY COUNT
1DCT=C
C INITIALIZE NO. OF DAYS WITH OVERFLOW
NDO = 0
C INITIALIZE COUNTER FOR DAILY OVERFLOW EVENTS
INDO^O
C
C
C
C
C
C
C
RUN STORAGE-TREATMENT FOR ALL WATERSHEDS FOR ONE YEAR
DU 21 1 = 1 ,1WSD
INITIALIZE CONDITIONS FOR —THIS YEAR —THIS WATERSHED
INITIALIZE NUMBER HOURS STORAGE IS ZERO
NHSO=0
INITIALIZE NUMBER HOURS TREATMENT NOT ZERO
NHTNO=0
INITIALIZE NUMBER OF HOURS OF OVERFLOW
NOH = 0
OVERFLOW VOLUME -ANNUAL
OFLV=C.O
INITIALIZE PREVIOUS PERIOD OVERFLOW
DD ANNUAL ANALYSIS FOR A WATERSHED
DO 20 J^l.NSTEPS
FLOW INTO SYSTEM
AINF=RUN(1,J)*DT3600
B - 66
00357900
00358000
00358100
00358200
00358300
00358*00
00358500
00358600
00358700
00358800
00358900
00359000
00359100
00359200
00359300
00359*00
00359500
00359600
00359700
00359800
00359900
00360000
00360100
00360200
00360300
00360*00
00360500
00360600
00360700
00360800
00360900
00361000
00361100
00361200
00361300
00361*00
00361500
00361600
00361700
00361800
00361900
00362000
00362100
00362200
00362300
00362*00
00362500
00362600
00362700
00362600
00362900
00363000
00363100
00363200
00363300
00363*00
00363500
00363600
00363700
00363800
00363900
-------
C SUH STDRAGt PLUS INFLCW
C OUTFL - FLOK< RATE CUT OF STORAGE € INTG TREATMENT FOR TIME PERIOC
C (FT**3/SEC)
2000 OUTFL=STQF/DT360t
C IS OUTFLOW RATE GREATFR THAN MAX OUTFLOW RATE ?
IF(OUTFL.GT.TMAX(I HOUTFl =TMAX (I )
C CALCULATE AMT IN STORAGE
STOR=STOR-(OUTFL*DT360C)
C MIN VALUE FOR STORAGE
SMINI=.0001*SHAX(I )
IF(STOR.LE.SMIN)STOR=O.C
2001 CONTINUE
C
C CHECK FOR OVERFLOW
C
C OVERFL - AMT OF RUNOFF IN EXCESS OF STORAGE VOLUME (FT**3/SEC)
C THIS IS UNTREATED BYPASS
SAVE=STOR
1F(STOR.GT.SMAX(I ))STOR=SMAX( I)
IF{STOR.fcC.SMAX(l))OVERFL=SAVE-SMAX(I)
IFCSTOR.LT.SMAXU )) OVERFL =0.0
C KEEP TRACK OF OVERFLOW VOLUME FOR ANNUAL STATISTICS
OFLV=OFLV+OVERFL
OVERFL=OVERFL/OT36&0
C KEEP TRACK OF NUMBER HOURS OF OVERFLOW
IF(OVERFL.NE.0.0JNQH=NOH+IDT
2002 CONTINUE
C OVERFLO CUALITY
QOBOO=BOD(I,J)
OOSS=SSU,J)
OOTKN=TKN(I,J)
COPE=PE(I,J>
CONTINUE
FOR THIS TIME PERIOD
2009
C
C X1NF - INFLOW TO STORAGE
XINF = RUN(I,J)-GVEF,FL
C INPUT QUALITY FOR MIXING
LIBOD=X1NF*BOD(I,J)*DT3600
L1SS=XINF*SS(I,J)*OT36CO
LITKN=XINF*TKN( I ,J)*DT3600
L1PB=XINF*PB(I,J)*OT3600
2010 CONTINUE
C
C STORAGE QUALITY BEFORE MIXING
LSBOD=SI( I)*BODSI (I)
LSTKN=SI(I)*TKNSHI)
LSSS=SI(I)*SSSI(I)
LSPB=SI(I)*PBSI( I)
C
C CS QUALITY OF STORAGE AFTER MIXING
2003 CONTINUE
C CALCULATE VOLUME OF STORAGE AFTER MIXING
X1NFSI=XINF*OT36GO + SH I)
IFUINFSI .GT.SMIN) GO TD 15
QSBOD=0.0
GSTKN=0.0
OSPb=0.0
QSSS=0.0
BODSI(1)=0.0
SSS1(I)=0.0
B - 67
0036^.000
C03641QO
0036A200
0036^300
00361400
0036*1^00
00364600
00364700
00364800
00364900
00365000
00365100
00365200
00365300
00365400
00365500
00365600
00365700
00365800
00365900
00366000
00366100
00366200
00366300
00366400
00366500
00366600
00366700
00366800
00366900
00367000
00367100
00367200
00367300
00367400
00367500
00367600
00367700
00367600
00367900
00368000
00368100
00368200
00368300
00368400
00368500
00368600
00368700
00368800
00368900
00369000
00369100
00369200
00369300
00369400
00369500
00369600
00369700
00369800
00369900
00370000
-------
STORAGE IS ZERO
TKNS1(I)=0.0
PBS1U)=0.0
C INCREMENT NUMBER HOURS
NHSO=NHSO-»IDT
GO TO 16
15 CONTINUE
QSBOD={LIEOD4LSBOD)/XINFSI
BODSKI ) = CSBBD
CSSS=(LISS*LSSS)/(XINFSI)
£SSI(I)=QSSS
eSTKN=(LlTKN4LSTKN)/(XlNFSI)
TKNS1(1}=GSTKN
&SPB=(LIPP+LSPB)/(XINFSI )
PBS1(I)=OSPB
CONTINUE
2012
C
C TREATMENT
OCCURS HERE
16 CONTINUE
C KEEP TRACK NUMBER OF HOURS TREATMENT NOT EQUAL ZERO
IF(GUTFL.NE.O.O)NHTNO=NHTNO-»IDT
GOTEOD = QS60D*U-ETBOD(IH
QOTSS=QSSS*(1-ETSS(I))
CGTTKN=QSTKN*(1-ETTKN(I))
QOTPB = 6SPB*(1-ETPB(I»
2013 CONTINUE
C
C QUALITY SEND TO RECEIVING WATER
OVERGT=OVERFL+OUTFL
IF(OVEROT.GT.Q.O)GO TO 17
bODU ,J)=0.0
TKN(I ,J}=0.0
SS(1,J)=0.0
PB(1 ,J)-0.0
GO TO 19
17 CONTINUE
60D(I,J} = (QDEOD*OVERFL-»CDTBQD*CUTFL)/OVERDT
SS(I,J)=(QCSS*OVERFL+OOTSS*OUTFL)/OVEROT
TKN{I,J}=(QOTKN*CVERFL+QOTTKN*OUTFL)/GVEROT
PB(I,J)^(COPP*OVFRFL+QOTPB*OUTFL)/CVEROT
19 CONTINUE
PEOD=BOO(I,J)
PSS = SSU,J)
PTKN=TKN(I,J)
PPB=PB(I,J)
C CHECK FOR NUMBER OF OVERFLOW EVENTS
IF(CVERFL.NE.O.O.AND.POVRFL.EQ.O.O)NOE=NOE+1
C INITIALIZE LAG OVERFLOW FOR NEXT TIME PERIOD
POVRFL^OVERFL
C
C SI - VOLUME IN STORAGE AT END OF TIME PERIOD (FT**3J
SKI )=STOR
C SAVE MAXIMUM CONCENTRATIONS
IF(PeOD.GT.BOOMAX)BODMAX=PBOD
1F(PTKN.GT.TKNMAX)TKNMAX=PTKN
IF(PPB.GT.PBMAX)PBMAX=PPB
IF(PSS.GT.SSPAX)SSMAX=PSS
C CALCULATE SUMMATION FOR MEAN CONCENTRATIONS AND RUNOFF
SEOD=SBOD*PBOD *OVEROT
STKN=STKN*PTKN *OVEROT
SSS=SSS+PSS *OVEROT B - 68
SPB=SPB+PPB *OVERCT
00370100
C0370200
00370300
00370400
00370500
00370600
00370700
00370800
00370900
00371000
00371100
00371200
00371300
00371400
00371500
00371600
00371700
00371800
00371900
00372000
00372100
00372200
00372300
00372400
00372500
00372600
00372700
00372800
00372900
00373000
00373100
00373200
00373300
00373400
00373500
00373600
00373700
00373800
00373900
00374000
00374100
0037420a
00374300
00374400
00374500
00374600
00374700
00374800
00374900
00375000
00375100
00375200
00375300
00375400
00375500
00375600
00375700
00375800
00375900
00376000
00376100
-------
QUANTITY OF RUNOFF TO RECEIVING HATER
RUN(I,J)=OVERGT
RUNSUM=RUNSUM+OVEROT
INCREMENT DAY
IDCT=IDCT+1
IFUDCT.GE.IDUNITJGO TO 100
GO TO 120
IF ANY OVERFLOW PERIODS THEN ACCUM ANOTHER DAY WITH OVERFLOW
100
CONTINUE
IF(GVERFL.GT.O.O)INDO=INDO+1
IF(INDO.GT.O)NDO=NDO+1
C REINITIALIZE DAY COUNT AND NO. OF OVERFLOW PERIODS IN DAY
110 CONTINUE
IDCT=0
INDO=0
GO TO 20
C IF THIS TIME PERIOD HAD OVERFLOW KEEP COUNT NO. OF OVERFLOWS THIS DAY
120 1F(OVERFL.GT.O.O)INDO=INDO+1
20 CONTINUE
C CONVERT ANNUAL OVERFLOW TO INCHES
OFLV=OFLV/(43560*DA(1)J
OFLV=OFLV*12.C
C PERCENT HOURS STORAGE EMPTY
PHSC=NHSO*100.0/8640.0
C PERCENT TIME WWTP OPERATING
PHTNO=NHTNO*100.0/8640.0
C WRITE REPORT FOR THIS WATERSHED FOR THIS YEAR
WRITE(IOUT,1000)NYEARtItNHSO,PHSO,NHTNO,PHTNO,N3H,OFLV,NOE,NDO
C CALC MEAN CONCENTRATIONS
ABOD=SBOD/RUNSUM
ATKN=STKN/RUNSUM
ASS=SSS/RUNSUM
APB=SPB/RUNSUM
C CALC ANNUAL WASHOFF
AWOBOD=AWP(RUNSUf',lDT,ABOD)
AHGTKN=AWP(RUNSUM,IDT«ATKN)
AWOPB=AWP(RUNSUMiIDT,APB)
AWOSS=AWP(RUNSUM,IDT,ASS)
WRITE(IOUT,10Gl)NYEAR,I,BODMAX,TKNMAX,SSMAX,PBMAXt
ABOD,ATKN,ASStAP6,AWOBOD,AWOTKN,AWOSS,AWOPE
CONTINUE
RETURN
END
1
21
C
C
C
******** STORRD ***
SUBROUTINE STORRD
COMMON /IO/IlN,IkIV,IOUT
THIS MODULE READS INPUT FDK STORAGE TREATMENT
COMMON /GLOBAL/IDT,NYR.LOCdO) ,1RN1, IWSD
COMMON /STORl/ETBOD(2)iETSS(2),ETPE(2)tETTKNt2),SMAX(2),TMAX{2)
COMMON /SAVE1/SH2) .BODSI (2 ) ,SSSI (2 ) ,TKNS I (2 ) ,PBSI ( 2) ,SXBO C( 2) ,
1 SXSS<2),SXTKN(2),SXPB(2)
C
1000
lc-01
1002
FORMAT(2FlO.O,<.F5.
-------
1
1
c
c
c
c
c
c
c
c
c
c
c
c
c
i-
3
*
5
6
7
003
1
1
2
3
*
r
00*
!•
i/
i
KEAD
TMAX
SMAX
SI
BODSI
SSS1
TKNSI
PBSI
ETBOD
ETSS
ETTKN
ETPE
T7, 'MAXIMUM TREATMENT RATE : • ,T*0,F1 0.2 . • CFS1/,
T25, 'TREATMENT PLANT EFFICIENCIES :',/,
T26,«BOD s',T*0,F9.*/,
T13, 'SUSPENDED SPLIDS : • ,T*0,F9. */,
T26,'TKN : »,T*0,F9.*/,
T2
LEAD
,T*0 ,F9.*
FQRMAT(//,T25, 'INITIAL CCND1T10NS FOR STORAGE :•
T60, 'WATERSHED :',T72,I2/,
T23, 'VOLUME : ' ,T*0 .F10.2 , • FT**3'/,
T21»'EOD CONC : • ,T*0,F 10 .2, • MG/L1/,
T22,'SS CONC :',T*0,F10.2,' MG/L'/,
T21,'TKN CONC :
T20, 'LEAD CONC
FORMAT('1',T26,
1 ,T*0,F10.2,« MC/L'/,
: ',T*0,F10.2,» MG/L')
'CONTINUOUS STORMHATER
POLLUTION SIMULATION
,130,'FEBRUARY,1579',///,
T26,'INPUT FOR STORAGE/TREATMENT',20('-•),//)
INPUT
-MAX TREATMENT RATE (CFS)
-MAX STORAGE VOLUME (FT**3)
-STORAGE VOLUME AT T=0 (FT**3) (INITIAL)
-QUALITY CF INITIAL RUNOFF IN STORGE (MG/L)
-TREATMENT PLANT EFFICIENCIES
WRITEdOUT.lCC*)
DU * I=1,IWSO
RE AD(I IN. 1000) SMAX(I),TMAX(I),ETBOD(1),ETSS(I),ETTKN(I ),ETP
WKITE(IOUT,1C02) l.SMAXd J.TMAX(I) .ETBOD(I) ,ETSS( I),ETTKN(1)
ETPbd )
RL ADMIN, 1001) SI (l).BODSId) ,SSSI (I) .TKNSI (1 ) ,P3SI ( I)
KRITE(IOUT,1GC3)I,SI(I),BODSI(I),SSS1(I).TKNSI(I ),PBSI (I)
CONTINUE
RETURN
END
SUBROUTINE TRANS (XM,XSD,XR,TM ,TSD,TR)
THIS MODULE TRANSFORMS DATA TO LOG FORM
TRANSFORM EQUATIONS
TV = LOG((XV/(XM*XM) ) + l )
TM=LUG{XM)-(TV/2.C)
TK = LOC(XK*f XMTV)-XR+1)/TV
CONVERT SD TO VARIANCE
XV=XSD*XSC
30 T3=T2+1.0 B - 70
*0 TV=ALTG(T3)
00382300
00382*00
00382500
00382600
00382700
00382800
00382900
00383000
00383100
00383200
00383300
00383400
00383500
5YSTEM00383600
00383610
00383700
00383800
00383900
0038*000
0038*100
0038*200
0038*300
C038**00
0038*500
0038*600
0038*700
0038*800
0038*900
00385000
00385100
00385200
00385300
E(I) 00385*00
, 00385500
00385600
00385700
00385800
00385900
00386000
00386100
00386200
00386300
00386*00
00386500
00386600
00386700
00386800
00386900
00387000
00387100
00387200
00387300
00387*00
00387500
00387600
00387700
00387800
00387900
00388000
00388100
00388200
-------
50
60
60
90
100
110
T4=ALPC(XM)
T5=TV/2.0
TM=T4-T5
T6=EXP(TV)
T7=XR*T6
T8=T7-XR+1.0
T9=ALOG(T8)
TR=T9/TV
TSO=SCRT(TV)
RETURN
END
XL2 ***«<**************«**
FUNCTION XL2(XLl,RtY,XRUN,Cl,KDC)
T3=EXP(T2)
T<»=XL1*(1.0-T3)
RETURN
END
«* XMIX *******************
FUNCTION XMIX(A1,Q1,A2,02,A3,03,A<»,Q^)
T1=A1«G1
T2=A2*C2
T3=A3*Q3
RETURN
END
C
C *«*«=***«*****«*** XH2 ««**«*****««****«*«***«
C
FUNCTION XM2(XL1,XRUN,C1,C2,WOC)
T1=-WOC*XRUN*C1
T2=EXP(T1)
T3=XL1*(1.0-T2)
T
-------
Appendix C
EXAMPLE PROBLEMS
-------
Two example problems are presented in this appendix to demonstrate
the use of the program. The results presented are computer-
generated and include a listing of all input variables. Input
data are generally taken from the Philadelphia, Pennsylvania,
site study. However, the purpose of these examples is to illustrate
the use of the simulation and not necessarily to represent actual
urban area/receiving water conditions at Philadelphia.
The first example problem is a 1-year simulation utilizing all
modules except the storage/treatment module. This problem
illustrates the use of the simulation in establishing existing or
baseline water quality conditions.
The second example problem is identical to the first except for
the addition of the storage/treatment module. A storage capacity
of 0.5 inch and treatment rate of 0.005 inches per hour are
simulated for both the combined sewer watershed and the urban
stormwater runoff watershed. The receiving water impact of these
facilities may be determined by comparison of the quality frequency
curves developed in problem 1 to the quality frequency curves
developed in problem 2.
C - 2
-------
INPUT
PENNSYLVANIA (PROB
PHILADELPHIA,
U24 2123-4567
10203040607062
1 2 9101112
3 4 5678
^2.178343981.3405405
42 .415094339.5217391
0.295881590.4C6493680.0
C.320573860.485167310. 145
123 4101112
56789
DATA PROBLEM 1
1)
59
1
C
C.
89.00
50000.00
78.00
6QOOO.OO
2.0260
C.2309
1.7700
0.00320
1.4940
0.4030
1.3800
wO.0032
40.00
1025.33
COOC0702
0.00
1.50
2.60
3.30
6.00
10.60
18.20
23.80
27.10
26.00
21.90
16.80
10.40
5.00
10.00
10.00
7.00
96.00
5.42
90.00
12.53
O.C667
0.0667
o.oc
0.00
0.0667
C.0667
C.OO
c.oo
16CO.OC
30.00
1.00
C.OO
1.00
0.70
0.60
0.60
0.80
1.40
3.40
3.60
3.80
2.70
2.60
1.80
1.00
10.00
10.00
6.30
99.00
4.6
96.00
1.9
578.15
30.00
20.65
13.00
20.00
16. OC
16.00
13.00
11.00
14.00
15.00
15.00
22.00
16.00
20.00
17.00
37.00
116.00
7.00
1.50
12.17
41.00
1.80
2.40
1.90
2.30
2.50
2.80
2.60
2.50
1.80
1.80
2.10
2.10
100.00
10.00
7.00
0.16
0.04
6.00
108.00
22.00
45.00
26.00
23.00
28.00
38.00
32.00
10.00
18.00
21.00
32.00
0.79
0.56
0.62
0.44
0.76
1.19
0.63
0.57
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0.56
o.c
0.0
o.oc
0 .01
0.01,
0.013
0.013
0.015
0.016
0.012
0.020
0.019
C - 3
-------
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-------
CONTINUOUS STORMWATER
FEBRUARY,1979
POLLUTION SIMULATION SYSTEM
GENERAL SIMULATION CONTROL DATA-
LOCATION: PHILADELPHIA, PENNSYLVANIA
NUMBER OF YEARS TO SIMULATES 1
TIME INTERVAL IN HOURS! 24
NUMfER OF WATERSHEDS? 2
SEED FCF RANDOM GENERATOR: 1234567CO
(PROB 1)
OPTIONS SELECTED :
10 RAINFALL SIMULATOR
20 RUNOFF BY SCS EQUATION
30 POLLUTANT WASHOFF
«0 EXCESS INFILTRATION
60 DRY HEATHER FLOW
70 DAILY STREAMFLOW
82 SUSPENDED SCLIDS,DISSOLVED OXYGEN, AND LEAD RESPONSE
C - 5
-------
CONTINUOUS STORMKATER POLLUTION SIMULATION SYSTEM
FEBRUARYf1979
RAINFALL SIMULATOR INPUT DATA
MONTHS IN SEASON NO. 1:
1
2
9
10
11
12
MONTHS IN SEASON NO. 2:
3
4
5
6
7
8
SEASON NO. 1 SEASON NO. 2
MEAN TIME PETHEEN STORMS 92.18 HOURS 81.34 HOURS
MEAN DURATION OF STORMS 42.42 HOURS 39.52 HOURS
INPUT RAINFALL DEPTH STATISTICS!
SEASON MEAN S.D. CORR COEFF
1 0.2959 0.4065 0.0
2 0.3206 0.4852 0.1456
C - 6
-------
CONTINUOUS STORHKATER POLLUTION SIMULATION SYSTEM
FEBRUARY,1979
RUNOFF SIMULATOR INPUT DATA-
MONTHS IN TPRHANT SEASON:
1
2
3
10
11
12
MONTHS IK CROWING SEASON:
5
6
7
8
9
WATERSHED NO. 1 DATA:
CN1 = 89.00 CN2 = 96.00 CN3 » 99.00
DRAINAGE AREA = 50000.00 ACRES
TIHE OF CONCENTRATION = 5.42 HOURS
HASHOFF COEFFICIENT =
WATERSHED KG. 2 DATA:
CN1 = 78.00 CN2 = 90.00 CN3 = 96.00
DRAINAGE AREA = 60000.00 ACRES
TIME OF CONCENTRATION = 12.53 HOURS
KASHOFF COEFFICIENT = 1.90
C - 7
-------
CONTINUOUS STORMKATER POLLUTION SIMULATION SYSTEM
FEBRUARY,1979
RUNOFF QUALITY INPUT DATA-
INPUT DATA FOR WATERSHED NO. 1
BOO ACC. RATE = 2.0260 3/AC/OAY
TKN ACC. RATE = 0.2309 t/AC/DAY
SS ACC. RATE = 1.7700 #/AC/OAY
PB ACC. RATE = 0.0032 #/AC/DAY
INPUT DATA FOR WATERSHED NO. 2
BOO ACC. RATE = 1.49*0 #/AC/DAY
TKN ACC. RATE = 0.4030 K/AC/DAY
SS ACC. RATE = 1.3800 f/AC/DAY
PB ACC. RATE = 0.0032 #/AC/OAY
BOD REMOVAL RATE
TKN REMOVAL RATE
SS REMOVAL RATE =
PB REMOVAL RATE ••
BOD REMOVAL RATE
TKN REMOVAL RATE
SS REMOVAL RATE =
PB REMOVAL RATE =
0.0667 FRJCT/DAY
0.0667 FRACT/DAY
0.0 FRACT/DAY
0.0 FRACT/DAY
0.0667 FRACT/DAY
0.0667 FRACT/CAY
0.0 FRACT/OAY
0.0 FRACT/DAY
C - 8
-------
CONTINUOUS STCRHKATER POLLUTION
FEBRUARY, 1979
SIMULATION SYSTEM
EXCESS INFILTRATION INPUT DATA-
WATERSHED: 1 CODE:
AVERAGE PIPE DIAMETERS
TOTAL SYSTEM LENGTH: 1600,
DRY HEATHER FLOW: 578.15
DRY WEATHER FLOW RATIOS
1
40.00 INCHES
00 MILES
CFS
1.50
INFILTRATICN ADJUSTMENT FACTOR
0.16
WATERSHED: 2 CODE: 0
AVERAGE PIPE DIAMETER:
TOTAL SYSTFM LENGTHS
DRY HEATHER FLOW:
DRY WEATHER FLOW RATIO:
INFILTRATION ADJUSTMENT
0.0 INCHES
.0 MILES
CFS
0.0
FACTORS l.CO
0.0
C - 9
-------
CONTINUOUS STCRMWATER POLLUTION SIMULATION SYSTEM
FEBRUARYt1979
INPUT TO CRY WEATHER StBMODEL-
QDH = 1025.33 CFS
BODDW = 30.00 MG/L
SSOH * 3C.OO MG/L
TKNDH = 12.17 MG/L
PBDH = 0.04 MG/L
OOW = 0.0 KG/L
C - 10
-------
CONTINUOUS STCRMWATER POLLUTION SIMULATION SYSTEM
FEBRUARY,1979
INPUT FCR FAILY STREAHFLOW
NUMBER CF YFARS OF STREAMFLOW RtAD
THE FIRST TEN VALUES ARE :
1C??7. CFS
1CCS8. CFS
6«02. CFS
9?75. CFS
96C5. CFS
9160. CFS
9615. CFS
eei5. CFS
7«»<(0. CFS
7750. CFS
C - 11
-------
CONTINUOUS STORMWATFR POLLUTION SIMULATION SYSTEM
FEBRUARY,1979
i r»ru i i v
UPSTREAM
MONTH
1
2
3
4
5
6
7
8
9
10
11
12
ALPHA VALUES
PFTA VALUES
SPECIFIED K2 : '
SBA
K2ADJ
DJST1
DIST2
El
Kl KATEPSHEO 1
Kl WATERSHED 2
KI STREAHFLOW
Kl CRY WEATHER FLOW
fM / 1 1TV A DO A V _______
0.00000702 1
O.G 0
0.0 I/DAY
.COOOOOCO
.0
1.50 GH 02/M**2/DAY
1.00
10.00 MILES
41.00 H1LES
6.00 M1LES**2/DAY
0.4C I/DAY
0.16 I/DAY
0.16 I/DAY
0.?3 I/DAY
TIMP 00 CHLORIDE BOD
DEFICIT
?.60 0.70
3.30 0.60
6. CO 0.60
10.60 0.80
If. 20 1.40
23.80 3.40
27.10 3.60
2t.CO 3.80
21.90 2.70
16.80 2. 60
1 C . 40 1 . 80
5. CO 1.00
INPUT DATA FOR LEAD SUBMODEL-
AlKALINI
HARDNESS
PH
cso
TY (MG/L) 10.00
(Ft/LJ 10.00
7.00
CONC CONC
20.00 1.80
16.00 2.40
16.00 1.90
13.00 2.30
11.00 2.50
14.00 2.80
15.00 2.60
15.00 2.50
22.00 1.80
16.00 l.PO
20.00 2.10
17.00 2.10
SWR
10.00
10.00
6.30
SUSPENDED
SOLIDS
108.00
22.00
45.00
26.00
23.00
28.00
38.00
32.00
10.00
18.00
21.00
32.00
USF
37. CC
116. CO
7. CO
2C.64S99390
CONC
0.79
0.56
0.62
0.44
0.76
1.19
0.63
0.57
0.52
0.45
0.51
0.56
LEAD
CONC
0.0150
0.0150
O.C090
0.0110
0.0120
0.0130
C.C130
0.0150
0.0160
0.0120
0.02CO
0.0190
WHIP
100.00
10.00
7.00
C - 12
-------
RAINFALL STATISTICS FOR YEAR NO. 1
TOTAL RAINFALL SEASON NO. 1 = 22.11 INCHES
TCTAL RAINFALL SEASON NO. 2 = 18.13 INCHES
KC.QF PERIODS WITH RAIN SEASON NO. 1 = 62
NC.QF RAINFALL EVENTS SEASON NO. 1 = 31
NC.OF PERIODS WITH RAIN SEASON NO. 2 = 61
NO.OF RAINFALL EVENTS SEASON NO. 2 = 30
MAXIMUM RAINFALL EVENT TOTAL DEPTH = 6.38 INChES
HAXIMUH RAINFALL EVENT DURATION = 168 HOURS
MAXIMUM DEPTH IN ONE 24 HR.PERIOD= 6.07 INCHES
C - 13
-------
RUNOFF STATISTICS FOR YEAR NO. 1 WATERSHED NC. 1
TOTAL RUNOFF DORMANT SEASON = 21.89 INCHES
TOTAL RUNOFF GROWING SEASON = 5.00 INCHES
TCTAL DURATION OF RUNOFF DORMANT SEASON = 1728. HOURS
TOTAL DURATION OF RUNOFF GROWING SEASON = 768. HOURS
MAXIMUM 24 HOUR RUNOFF RATE. DORMANT SEASON = 11760.48 CFS
MAXIMUM 24 HOUR RUNOFF RATE. GROWING SEASON = 1296.79 CFS
RUNOFF STATISTICS FOR YEAR NO. 1 WATERSHED NC. 2
TCTAL RUNOFF DORMANT SEASON = 17.13 INCHES
TCTAL RUNOFF GROWING SEASON = 2.85 INCHES
TOTAL DURATION OF RUNOFF DORMANT SEASON = 144C. HOURS
TCTAL DURATION OF RUNOFF GROWING SEASON = 552. HOURS
MAXIMUM 24 HOUR RUNOFF RATE, DORMANT SEASON = 12390.71 CFS
MAXIMUM 24 HOUR RUNOFF RATE* GROWING SEASON = 1229.30 CFS
C - 14
-------
RUNOFF QUALITY - STATISTICS FOR YEAR NO.
BOD
MAXIMUM CCKCENTRATIONSCMG/L) 528.77
MEAN CONCENTRATIONS(MG/L) 64.72
TOTAL ANNUAL WASHOFF(LBS) 19714400.
1 WATERSHED NO. 1
TKN SS FB
60.26 1343.81 2.43
7.38 106.31 0.19
2246834. 32382000. 56544.
RUNOFF QUALITY - STATISTICS FOR YEAR NO.
BOD
MAXIMUM CONCENTRATIONS(MG/L) 182.93
MEAN CONCE*TRATIONS(MG/L) 45.07
TOTAL ANNUAL HASHOFF(LBS) 12237439.
1 WATERSHED NO. 2
TKN SS PB
49.34 703.55 1.63
12.16 111.38 0.26
3301025. 30244624. 7C133.
EXCESS INFILTRATION RESULTS FOR WATERSHED 1
TOTAL DURATION EXCESS INFILTRATION 1272 HOURS
TOTAL AMOUNT OF EXCESS INFILTRATION 3.95 INCHES
MAXIHJM EXCESS INFILTRATION RATE 1412.76 CFS
EXCESS INFILTRATION PLUS RUNOFF QUALITY-STATISTICS FOR
BOO TKN
MAXIMUM CCNCENTRATIONS(MG/L) 528.77 60.26
MEAN CONCENTR«TIONS(MG/L) 67.82 8.71
TOTAL ANNUAL WASHOFF(LBS) 23692640. 3042490.
WATERSHEC NO.
SS PB
1343.81 2.43
104.07 0.17
36360240. 59339.
UPSTREAM FLOW MATER QUALITY SUMMARY FOR YEAR 1
BOO - 59788256. f/YR
NBOD» 82601856. f/YR
SS * 882851072. f/YR
PB * 358386. f/YR
NOTE* BOO = 5 DAY BOD
NBOD=ULTIMATE NITROGENOUS OXYGEN DEMAND (4.57 « TKN}
C - 15
-------
CONTINUOUS STORMWATER POLLUTION SIMULATION SYSTEM
FEBRUARY,1979
CUMULATIVE FREQUENCY-MINIMUM DISSOLVED OXYGEN TO 41.00 MILES DOWNSTREAM
DO MIX
CONCENTRATION
1.0 OR LESS
1.0 TO 2.0
2.0 TO 3.0
3.0 TO 4.0
4.0 TO 5.0
5.0 TO 6.0
6.0 TO 7.0
7.0 TO 8.0
8.0 TO 9.0
9.0 TO 10.C
10.0 TO 11.0
11.0 TO 12.0
12.0 TO 13.0
13.0 TO 14.0
14.0 TO 15.0
GREATER THAN 15.0
TCTAL=
NUMBER OF
OCCURRENCES
139.
10.
22.
33.
19.
44.
48.
30.
13.
2.
0.
0.
0.
0.
0.
0.
360.
PERCENT OF
TIME
38.61
2.78
6,11
9.17
5.28
12.22
13.33
8.33
3.61
0.56
0.0
0.0
0.0
0.0
0.0
0.0
CUMULATIVE
PERCENT
38.61
41.39
47.50
56.67
61.94
74.17
87.50
95.83
99.44
100.00
100.00
100.00
100.00
100.00
100.00
100.00
MINIMUM 3 GAY DISSOLVED OXYGEN
0.0 MG/L
TIME AVERAGED PERCENT OF STREAM REACH TO
DO
CONCENTRATION
0.0
LESS THAN
LESS THAN
LESS THAN
LESS THAN
LESS THAK
LESS THAN
1.0
2.0
3.0
4.0
5.0
6.0
PERCENT OF
STREAM REACH
13.0869
21.3611
27.6778
34.5611
43.8167
51.1500
59.9944
41.00 MILES DOWNSTREAM AT OR BELOW GIVEN
CO CONCENTRATION.
C - 16
-------
CONTINUOUS STORMHATER POLLUTION SIMULATION SYSTEM
FEBRUARYf1979
CUMULATIVE FREQUENCY-MINIMUM DISSOLVED OXYGEN AT 10.00 HILES DOWNSTREAM
00 MI*
CONCENTRATION
1.0 OR LESS
1.0 TO 2.0
2.0 TO 3.0
3.0 TO 4.C
4.0 TO 5.0
5.0 TO 6.0
6.0 TO 7.0
7.0 TO 8.0
8.0 TO 9.C
9.0 TO 1C.O
10.0 TO 11.0
11.0 TO 12.0
12.0 TO 13.C
13.0 TO 14.0
14.0 TO 15.0
GREATER THAN 15.0
TOTAL=
NUMBER OF
OCCURRENCES
115.
23.
21.
18.
26.
21.
47.
45.
16.
13.
11.
4.
0.
0.
0.
0.
360.
PERCENT OF
TIME
31.94
6.39
5.83
5.00
7.22
5.83
13.06
12.50
4.44
3.61
3.06
1.11
0.0
0.0
0.0
0.0
CUMULATIVE
PERCENT
31.94
38.33
44.17
49.17
56.39
62.22
75.28
87.78
92.22
95.83
98.89
100.00
100.00
100.00
100.00
100.00
C - 17
-------
CONTINUOUS STORMHATER POLLUTION SIMULATION SYSTEM
FEBRUARY,1979
CUMULATIVE FREQUENCY- TOTAL
PB
CONCENTRATION
NUMBER OF
OCCURRENCES
0.005 OR LESS
0.005 TO 0.01C
0.010 TO 0.015
0.015 TO 0.020
tf.020 TO 0.025
0.025 TO 0.030
0.030 TO 0.035
0.035 TO C.040
0.040 TO 0.045
0.045 TO 0.05
0.05 TO O.G6
0.06 TO 0.07
0.07 TO 0.08
0.08 TO C.G9
0.09 TO 0.1
0.1 TO 0.2
0.2 TO 0.3
0.3 TO 0.4
0.4 TO 0.5
GREATER THAN C.5
0.
5.
96.
137.
71.
13.
6.
6.
5.
6.
4.
4.
1.
0.
3.
3.
0.
0.
0.
0.
LEAD TO 41.00 PILES DOWNSTREAM
PERCENT OF CUMULATIVE
TIME PERCENT
0.0 0.0
1.39 1.39
26.67 26.06
38.06 66.11
19.72 85.83
3.61 89. 44
1.67 91.11
1.67 92.78
1.39 94.17
1.67 95.83
1.11 96.94
1.11 98.06
0.28 98.33
0.0 98.33
0.83 99.17
0.83 100.00
0.0 100.00
0.0 100.00
0.0 100.00
0.0 100.00
360.
C - 18
-------
CONTINUOUS STORMWATER
FEBRUARY,1979
CUMULATIVE FREQUENCY- DISSOLVED
P8
CONCENTRATION
0.005 OR
0.005 TO
0.010 TO
0.015 TO
0.020 TO
0.025 TO
0.030 TO
0.035 TO
0.040 TO
0.045 TO
0.05 TO
0.06 TO
0.07 TO
0.08 TO
0.09 TO
0.1 TO 0
0.2 TO 0
0.3 TO 0
0.4 TO 0
GREATER
LFSS
0.010
0.015
C.02C
C.C25
C.C30
0.035
C.C40
0.045
0.05
0.06
0.07
0.08
C.09
0.1
.2
.3
.4
.5
THAN 0.5
TOTAL*
NUMBER OF
OCCURRENCES
0.
5.
96.
137.
71.
13.
6.
6.
5.
6.
4.
1.
0.
3.
3.
0.
0.
0.
0.
360.
LEAD
PERCENT
TIME
TO
OF
POLLUTION SIMULATION SYSTEM
41.00 PILES DOWNSTREAM
CUMULATIVE
PERCENT
0.0
1.39
26.67
38.06
19.72
3.61
1.67
1.67
1.39
1.67
1.11
1.11
0.28
0.0
0.83
0.83
0.0
0.0
0.0
0.0
0.0
1.39
28.06
66.11
85.83
89.44
91.11
92.78
94.17
95.83
96.94
98.06
98.33
98.33
99.17
100.00
100.00
100.00
100.00
100.00
MAXIMUM 96 HOUR DISSOLVED LEAD = 0.1173 MG/L
MEAN DISSOLVED LEAD = 0.0217 MG/L
C - 19
-------
CONTINUOUS STORMHATER POLLUTION SIMULATION SYSTEM
FEBRUARY,1919
CUMULATIVE FREQUENCY—SLSPENDED SOLIDS TO 41.00 MILES DOWNSTREAM
ss
CONCENTRATION
25 OR LESS
25 TO 50
50 TO 75
75 TO IOC
100 TO 125
125 TO 150
150 TO 175
175 TO 200
200 TO 225
225 TO 250
250 TO 275
275 TO 3CO
300 TO 325
325 TO 350
350 TO 375
375 TO 400
400 TO 425
425 TO 450
450 TO 475
475 TO 500
GREATER THAN 500
TOTAL=
NUMBER OF
OCCURRENCES
135.
181.
11.
9.
24.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
360.
PERCENT OF CUMULATIVE
TIME PERCENT
37.50
50.28
3.06
2.50
6.67
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
37.50
87.78
90.83
93.33
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
ICO. 00
100.00
100.00
100.00
100.00
100.00
RECEIVING HATER LOADS FOR YEAR 1
NBOD 221S70112. f/YR
f/YR
1008990464. #/YR
567242. »/YR
CBOD 155256784,
SUSPENDED SOLIDS
DISSOLVED LEAD
SEDIMENT LEAD
0. «/YR
NOTES NBCDHILT1MATE NITROGENOUS OXYGE* DEMAND (4.57*TKN)
CBCD=ULTIMATE CARBCNACOUS OXYGEN DEMAND
C - 20
-------
INPUT DATA PROBLEM 2
PHILADELPHIA/PENNSYLVANIA (PROB 2)
0124 21234567
1020304050607082
1 2 9101112
345678
92,178343981.3405405
42.415094339,5217391
0.295881590.406493880.0
0,320573860.485167310.14559
1 2 3 4101112
56789
96.00 99.00
5.42 4,6
90.00 96,00
12.53 1.9
0.0667
0.0667
0.00
89.00
50000.00
78.00
60000,00
2.0260
0.2309
1.7700
0.00320
1.4940
0.4030
1.3800
00.0032
1 40.00
0
090750000,
0.00
0.0667
0.0667
0.00
0.00
1600.00
578,15
1,50
0,16
252,0 0.96 0.99 0.81 0.99
108900000.0
302,4 0.96 0,99 0,81 0.99
1025,33
0.00000702
0.00
1.50
2.60
3.30
6.00
10.60
18,20
23.80
27.10
26,00
21.90
16.80
10.40
5.00
10,00
10,00
7,00
30,00
1,00
0,00
1,00
0.70
0.60
0.60
0.80
1,40
3.40
3.60
3,80
2.70
2.60
1.80
1.00
10.00
10,00
6.30
30.00
20,65
10.00
20,00
16.00
16.00
13.00
11.00
14.00
15.00
15.00
22,00
16,00
20,00
17.00
37.00
116.00
7.00
12.17
41.00
1.80
2.40
1 ,90
2.30
2.50
2.80
2.60
2,50
1.80
1.80
2.10
2.10
100,00
10.00
7.00
0.04
6.00
108.00
22.00
45.00
26,00
23.00
28.00
38.00
32.00
10.00
18.00
21.00
32,00
0,79
0,56
0,62
0.44
0.76
1.19
0.63
0.57
0,52
0,45
0.51
0.56
0.015
0,015
0,009
0.011
0.012
0.013
0.013
0.015
0.016
0.012
0.020
0.019
-------
CONTINUOUS STORMKATER POLLUTION SIPUIATIPN SYSTIH
FE.F KUARY.1979
IENLKAL SIMUUTJfN CCNTf-OL DATA-
LOCATION: PHILADELPHIA, PENNSYLVANIA (FRDL 2)
R l:F YEARS Tt SIMULATES 1
TIME INTERVAL IN
NliKS IK TF MTU
SEED FDR RANDOM CINERATOR: 123456700
IPTIONS SELECTED :
10 RAINFALL SIHULATtR
20 RUNOFF BY SCS ECUTICN
20 PCLLUTANT kASHOFF
40 EXCESS INFILTRAT1CK
50 STORAGE TREATMENT
tO DRY HEATHER FLCK
70 DAILY STREAHFLO^
t2 SUSPENDED SOL IDS,DISSOLVED OXYGEN, AND LEAD RESPONSE
C - 22
-------
COMINI'LUS STORhWATER POLLUTION Slf'ULATITN SYSTEM
FEBRUARY,1979
KAINFALL SlMULAlfP 1»PUT DATA
If- SLASCN NT. 1 :
1
2
9
1C
11
12
MONTHS IN SIIASCN NP. 2'-
6
7
fc
TIPt tETKFEN STLFHS
HE AN tURATICiM OF STCKPS
SEASON NO. 1
92.18 HOURS
^2.^2 HOURS
INPUT F.AINFALL LEPTH STATISTICS:
SEASON ^'EAN S.P.
1
2
0.2959
0.3206
0.4065
0.4852
StASCN NO . 2
81.34 HPURS
39 .S2 HOURS
CORR COEFF
O.C
0.1456
C - 23
-------
CUMIM'LUS STCiF MWATER POLLUTION S1KULATICN SYSTEK
HBRUAKY.1979
J-UNPFF UhULATT* If-PLT DATA-
MONTHS IN bUM AM SL/SL^:
1
2
3
10
11
12
MJNTFS Ih CKGUNG
6
7
3
9
MTlKIHtl NO. 1 DAT/:
CN1 = ?,'9.CO C^2 = 96.00 CN3 = 99.00
LKA1NACE ihLA = ! 0000. CO ACF;fS
TIME L'h CCNCtNTFATKN = ^>.^2 HOURS
fc-ASHHF COEFFICJLNT = A. 60
^ATC^SHEL NO. 2 DATA:
CM1 = 78. OC a2 = 90.00 CN3 = 96.00
LKAINACL AREA = tCOQO.OO ACRES
TIME TF CLNCLN1K/7ILN = . 12.53 HOLRS
WASHPFF COFFF1CIENT = 1.90
C - 24
-------
CHK'T IK'liCUS STORI^WATLR
FEBRUARY,1979
POLLUTION SIMULATILN SYSTEM
RUNOFF a-ALITY INPUT Lf.lt--
1KPLT DATA Flfc KATFRSHEl NO.
bUf ACC. RATE = 2.0260
TKN ACC. MTt = C .2309
SS ACC. f«Mh = 1 .7700
PF ACC . kATt = C.0032
1
f /AC/DAY
*/AC/DAY
INPUT DATA FtF KATI
I Cl ACC. F-/-TF =
TK(^ ACC. FATE =
C_S ACC. RATE =
Pl< ACC . f A If. =
•Ft NO. 2
1 .4940 P/AC/CAY
C.4C30 */AC/bAY
1 .3POO
0.0032
BOD REMOVAL RATE
TKN KEMCVAL RATL
SS REKCVAL FATL
PB REMOVAL PATl =
BOD RtHOVAL RATE
TKK REMCVAL RATE
SS REHDVAL FATE
Pfc RtHDV^L FATE ^
C.C6t7 FPACT/DAY
O.C667 FRACT/CAY
C'.C FRACT/DAY
O.f FR ACT/DAY
O.C667 FRACT/DAY
C.C667 FHACT/LAY
C. C FPACT/DAY
O.C FRACT/DAY
C - 25
-------
CONTINUOUS STORHKATER POLLUTION SIMULATION SYSTEM
FEBRUARY,1979
tXCESS INFILTRATION INPUT DATA-
WATERSHED: i CODE: i
AVERAGE PIPE EIAMETER: 40.00 INCHES
TOTAL SYSTEH LENGTH: 1600.00 KILES
CRY fcEATHEfc FLOW: 578.15 CFS
CRY HEATHER FLCfei RATIO: 1.50
INFILTRATION ADJUSTMENT FACTOR: 0.16
WATERSHED: 2 CEDE: o
AVERACE PIPE &IAPETER: 0.0 INCHES
TOTAL SYSTEM LENGTH: 0.0 MILES
CRY WEATHER FLOW: 0.0 CFS
CRY fcEATHEfc FLOW RATIO: 0.0
INFILTRATION ADJUSTMENT FACTOR: l.OC
C - 26
-------
CONTINUOUS STORMKATER POLLUTION SIMULATION SYSTFM
FtEMJARY,1979
INPUT FOR STCRAGE/TREATKEM-
hAXIHUH fTDF/JCt VCLUHL
PAXIHUH TREATMENT FATE
TREATMENT PLANT
BUD
SUSPENDED SOLIDS
TKN
LEAD
9075000C.OC
252.00 CFS
EFFICIENCIES :
0.9600
C.9900
0.8100
0.9900
KATERSHEE
FT**3
INITIAL CONDITIONS FOR STORAGE 1
VOLUNE : 0.0 FT**3
PTD CONC : 0.0 KC/L
SS CONC : 0.0 PG/L
TKN CONC : 0.0 PC/L
HAD CONC : C.O PC/L
KATERSHEC
STCFACE VOLUME
TRE/TPENT FATE
TREATMENT
BOD
Sl'SFENDET SCLIDS
TKN
LEAD
10890000C.OO
302.^.0 fFS
PLANT EFFICIENCIES :
C.9600
0.9900
C.8100
0.9900
KATERSHEC
FT** 3
INITIAL CONDITIONS FOR STORAGE
kATERSKEf
VOLUME
PID CDNC
SS CONC
TKN CONC
LEAD CONC
0.0
C.O
0.0
0.0
0.0
FT**3
PC/L
KG/L
hC/L
PG/L
C - 27
-------
CONTINUOUS STOKMK/.TER
F».r*UARY,I979
POLLl T ION SIPULMICN SYSTIH
1NPU 7Cf LKY
:. tpruut
CDK
tQCDb
SSDW
TKNDW
PBDk
CDK =
L
r.
=
=
=
=
1025
30
30
12
0
0.0
.33 CFS
. 00 'MG/L
.00 MG/L
.17 MG/L
.04 MG/L
PG/L
C - 28
-------
CONTINUOUS STOKMMTER POLLl'TICN SIPUL^TIHN SYSTFM
FU'hUARY,1979
INPUT FC^ IAJLY STFt/^'HOK
f.t'MlLh (T YL/fC CF S1KC/.HFLCW HAD
1HL FIRST TL^ VALUfS A^t :
KC9H. CF5
£902. CFS
^^T^. CfS
910;. CF:
9160. CFS
Vt]f. CFS
£-(•15. CFS
7440. CFS
77^0. CFS
C - 29
-------
CONTIMJPUS S7CRMKA7ER PHLLl'TIDN SIMULATION SYSH*
FU FUAKY.1979
IM rv i 1 U IH. l «..l ^1 1 l I L
At.fMA VALUFS
ri TA VALUE 5
:-t FCIFIET K;
SF /
K2.AI J
risTi
L]
¥ 1 «/ IE P SHE C 1
C 1 U'ATEKSHtt 2
M C.7FF APF LO
XI LAY kTATUP
1 fj f 1 i A fc* ' I ' I 1 T V / L L / V
V r ~ i *" t »v " fc» i. * 1 i IT A r r * "
i;ru
I • fHES C
1 «_ * £ 0
i. • J i
3 '. .CO
4 K .U
f, if .;<
6 <. --1 • I v.-
7 / 7 . i r
fc : f . ( c
9 . 1 .'-('
1C !.'•.{ C
11 io.<.r
1 2 V . f 0
INPUT L'fcTA \ <<[• Lf(it
ALKALINITY (^•t/L)
hAk{,N{ S! (rt/l )
FH
0
C
0
c
1
T
'-<
2
LL
FLOW
CI
T
.70
.(
.(
.i
* ^
.(
,f
0
0
0
0
0
0
'(. .70
c
r
c.
c.
0.
0.
f F
CC
-L •
2.
2.
1.
1.
2.
2 .
SKP
10. CO
10. CC
6.30
SUSFENCED
SOLIDS
to
4C
90
30
50
ec
60
50
to
PC
10
10
1C8
:z
65
26
23
28
38
32
10
IB
21
32
1
.CO
.ro
.00
.CO
.CO
.00
.00
.00
.CO
.CO
.00
.00
USF
37.
16.
7.
CO
00
00
20.649993%
7KN
CCNC
0.79
0.56
C .62
C.44
0.76
1.1 c<
0.63
0.57
0.52
0.45
0.51
Lf AO
0.0150
O.C150
0.0-090
C.C110
0.0120
0.0130
0.0130
0.0150
0.0160
0.0120
0.0200
0.0190
KW7P
100.00
10.CC
7.00
C - 30
-------
RAINFALL STATISTICS FOR YEAR NO. 1
Tl^TAL RAINFALL SEASON NO. 1 = 22.11 INCHES
TGTAl RAINFALL SEASON NO. 2 = 18.13 1NCFES
NO.OF PLRIfOS MTH RAIN SEASON NO. 1 = 62
NO.OF RAINFALL EVENTS SEASON NO. 1 = 31
NC.UF PERIOrS MTH RAIN SEASON NO. 2 = Cl
NO.OF RAINFALL EVENTS SEASON NO. 2 = 30
PAA1PUM RAINFALL EVENT TOTAL DEPTH = t.3f: INCHES
f&XI^'UM PA If FALL EVENT DURATION = 166 hCUR S
'•AXIPUM DEPTH IN ONE 24 HR.PERICD= 6.07 1NCFES
C - 31
-------
hUNCFF STATISTICS FOR YEAR NO. 1 kATERSHED NO. 1
TCTAL PUNCH DCRHANT SEASON = 21.89 INCHES
TCTAL RL'NLFF GFOWING SEASON = 5.00 INCHES
TOTAL DUPATIfN OF RUNOFF DORMANT SEASCN = 1728. HOURS
TOTAL DURATION OF RUNOFF GROWING SEASON = 768. HOURS
MAXIMUM 24 HOUF RUNOFF RATE, DORMANT SEASON = 11760.48 CFS
MAXIMUM 24 HOLF RUNOFF RATE, GROKING SEASON « 1296.79 CFS
STATISTICS FOR YEAR NO. 1 WATERSHED NO. 2
TCTAL PL'NCFF DCRMANT SEASCN = 17.13 INCHES
H;TAL RUNCFF GFOHING SEASON = 2.85 INCHES
TUTAL DURATION OF RUNCFF DORMANT SEASON - 1440. HOURS
TLTAL DURATION OF RUNOFF GROHNG SEASON = 552. HOURS
PAXIMH 24 HCLF RUNOFF RATE, DORMANT SEASON - 12390.71 CFS
24 HOUR RUNOFF RATf, GROWING SEASON = 1229.30 CFS
C - 32
-------
RUNOFF CU/LITY - STATISTICS FOR YEAR NO,
BOD
PAXIfUM CCNCENTRATirtS(PG/L) 528.77
MEAN CONCENTRATIONI:(H;/L) 64.72
TOTAL ANNUAL KASHCFF(LBS) 19714400.
1 WATERSHED NO. 1
TKN SS PB
6C.26 1343.61 2.43
7.38 106.31 0.19
2246634. 32382000. 58544.
RUNOFF QUALITY - STATISTICS FOR YEAR NO.
BOD
182.93
45.07
12237439.
MAXIMUM CCUCFNTRATICNS^G/L)
KAN CONCENTRATICNS(^G/L)
TOTAL ANNUAL WASHOFF(LBS)
1 WATERSHED NO. 2
TKN SS PB
49.34 703.55 1.63
12.16 111.38 0.26
3301C25. 30244624. 70133.
EXCESS INFILTRATION FESL'LTS FOR WATERSHED 1
TOTAL DURATICN EXCESS INFILTRATION 1272 HOURS
TOTAL AMOUfIT CF EXCELS INFILTRATION 3.95 INCHES
CAXIMIM EXCESS INFILTRATION RATt 1412.76 CFS
LXCLSS INFILTRATION FLUS RLNCFF CUALITY-STATISTICS
ECO TCN
526.77 6C.26
67.81 6.71
23692640. 3C42490.
CL^CENTRATI(?^S(^'G/L)
KEAN CGN'CLNTP/TICNS(^G/L)
TOTAL ANNUAL KASHOFF(LbS)
FOR WATERSHED NO.
SS PB
1343.Cl 2.43
1C4.07 0.17
3636C24C. 59339.
NUFtER
HJMBLR
ANNUAL
KUMfcEK
RLSULTS FOR STORAGE TREATMENT YEAR 1
WATERSHED 1
OF HOURS STORAGE IS EMPTY: 4704
CF HOURS kkTF CPERAT1NG : 3960
OF OVrFFLCK HC'URS : 766
CVEPFLCW VOLUME IN INCHES '. 14.74
OF OVERFLOW EVENTS : 17
OF CAYS WITH fVFFFLOW 32
PERCENT
PERCENT
CF
OF
TOTAL
TOTAL
54.44
Tl^E* 45.83
S/T AND OVERFLOW SUTPARY FOR YEAR NO. 1 WATERSHED NO,
BCD TKN
MXIMLM CCNCt^TPATlC^S(^G/L) 71.61
KEAN CCNCENTFATICNS(KG/L) 16.47
RESIDUAL ANNUAL WASHCFF(LBS) 5661962.
P. 55
2.09
719612.
SS
167.8C
18.82
6469031.
PB
0.46
0.05
18222.
C - 33
-------
MJHtER
MJUBER
ANKtAL
MJH8LR
RESULTS FOR STORAGE TREATMENT YEAR
WATERSHED 2
CF HOURS STPRAGE IS EMPTY: 5616
OF HOURS WMF rPERATlf^G i 3024
OF OVLF-FLCW HCLKS : 36C
CVIKFLEK YCLLK IN INCHES •' 8.12
OF CVFFFLCW EVEKTS : 10
CF DAYS H TH CVLKFLOW 15
PERCENT OF TOTAL T1PE: 65.00
PERCENT CF TOTAL T1>'E: 35.00
S/T AND CVFPFLCW SUW*RY FOR YEAR NO. 1 WATERSHED NO
BOO TKN
HAXIKUM CE>KCthTR*TICK£(KG/l) A5.21 1Z.13
PEAN COKCENTMTirNS(PC/L) 10.CA 2.M
RES1LIAL ANNLAL KASHCFF(LBS) 2657197. 636736.
SS
19.31
5111924.
PB
0.37
0.08
22393.
EQC =
KBCO=
SS =
PB =
FLTK WATtR CUALITY S
FOR YEAR 1
fc6ClL»56.
fcf-28',1072.
35T366.
NOTE: ?L'C = 5 DAY EtC
NtCT = ULTIHATE MTFOGENOUS OXYGEN DEPAND (4.57 * TKN)
C - 34
-------
CONTINUOUS STCRMKATER POLLUTION SIMULATION SYSTFM
FEERUARY.1979
CUMULATIVE FFEvUENCY-MlMMUM DISSOLVED OXYGEN TO 41.00 MILES DCWNSTREAM
DO MIN
CONCENTRATION
l.C CF LESS
l.C TC 2.0
2.C TC 3.0
3.C TC 4.C
4.0 TO 5.0
5.C TO 6.0
6.0 TO 7.0
7.C TC 8.0
e.o TC 9.0
9.C TC 10.0
JO.O TO 11.0
11.0 TO 12.0
12.0 TO 13.0
1C 1^.0
TO
13.C
14.0
15.0
GREATER THAN 15.C
TCTAL=
NUMtEF OF
CCCUhRENCES
119.
13.
24.
29.
12.
46.
58.
42.
13.
4.
0.
0.
0.
0.
0.
0.
360.
PERCENT OF
TIME
33. Ot
3.61
6.67
e.ct
3.33
12.78
16.11
11.67
3.61
1.11
0.0
0.0
0.0
0.0
0.0
0.0
CUMULATIVE
PERCENT
33. C,6
36.67
43.33
51.39
54.72
67. 50
F3.61
95.28
96.89
ICO.00
ICC.00
ICO.CO
ICO.00
ICO.00
ICO.00
ICC.CO
MM MUM 2 CAY DISSOLVED OXYGEN
0.0 MG/L
TUL AVERAGED PEFCEM OF STREAM REACH TO
TO
CONCENTRATION
C.O
LESS
LESS
LESS
LESS
LESS
LESS
THAN
THAM
THAN
THAN
THAN
THAN
l.C
2.0
3.C
<«.0
5.0
fc.O
FEKCENT OF
SUEAf REACH
7.blt7
U.47T2
23.C944
30.3633
39.1U7
45.6889
54.0778
41.00 MILES DOKN5TREAM A 1 OR fELON GIVEN
DO CONCENTRATION.
C - 35
-------
CCNTIMJCUS STORMWATER POLLUTION SIMULATION SYSTEM
FEBRUARY, 1979
CU*ULM1VL FREtUENCY-PlMMUM DISSOLVED OXYGEN AT 10.00 HUES DOWNSTREAM
10 KIN
(.ONCLfTRAT ION
l.C OF LLSS
l.C TO 2.0
i.C TO 3.0
3.0 TO 4.0
4.C TO 5.0
5.C TO 6.0
< .C TO 7.0
7.C TO f^.C
t . C TO 9.0
•j.C TO 10. C
10.0 TU 11.0
11 .0 ic ir.o
12.0 TO 13.0
13. c in 14.0
14.0 in Ib.O
CRtAHR THAN l
TLTAL=
KUHtER OF
CCCURENCES
95.
26.
27.
12.
26.
20.
55.
26.
14.
10.
6.
0.
C.
0.
0.
360.
PERCENT OF
TIME
26.39
7.22
7.50
3.33
7.22
5.56
11.94
15.28
7.22
3.89
2.78
1.67
0.0
0.0
0.0
0.0
CUMULATIVE
PERCENT
26.39
33.61
41.11
44.44
51.67
57.22
69.17
£4.44
91.67
95.56
98.33
100.00
100.CO
100.00
100.00
ICO.CO
C - 36
-------
CONTINUOUS STORMWATER POLLUTION SIMULATION SYSTEM
FEBRUARY,1979
CUMULATIVE FRECUfcNCY- TCTAL
PB
CONCENTRATION
C.005 OR LESS
t.005 TO 0.010
C.CIC TO 0.015
0.015 TO 0.020
C.02C TO 0.025
C.025 TO 0.030
C.030 TO 0.035
C.035 TO 0.040
€.040 TO 0.045
C.045 TO 0.05
C.05 TO O.Ofc
C.C6 TO 0.07
C.07 TO 0.08
0.08 TO 0.09
C.09 TO 0.1
C.I TC 0.2
C.2 TC 0.3
0.3 TE 0.4
C.4 TC 0.5
GREATER THAN 0.5
TOTAL=
NUMBER OF
rcCUHRENCEl
0.
8.
94.
153.
93.
6.
2.
3.
0.
0.
1.
0.
0.
0.
0.
0.
0.
0.
0.
0.
360.
LEAD TO 41.00 MILES DOWNSTREAM
PERCENT OF
TIME
0.0
2.22
26.11
42.50
25.83
1.67
0.56
0.83
0.0
0.0
0.28
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
CUMULATIVE
PERCENT
C.O
2.22
28.33
70.83
96.67
98.33
98.69
99.72
99.72
99.72
100.00
100.00
ICC.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
C - 37
-------
CONTINUOUS STORMWATER POLLUTION SIMULATION SYSTEM
FEBFUARY.1979
CUMULATIVE FRECUENCY- DISSOLVED
PC
CONCENTRATION
C.005 OH LI SS
C.C05 TO 0.01C
C.010 TO 0.015
0.015 TO 0.020
C.C2C TO 0.025
C.C25 TO 0.030
C.030 TO 0.035
C.035 TO 0.040
C.C40 TO 0.045
C.C45 TO 0.05
C.05 TO 0.06
C.06 10 0.07
0.07 TO 0.08
C.08 TO 0.09
C.09 TO 0.1
0.1 TO 0.2
C.2 TO 0.3
C.3 TO 0.4
C.4 TO 0.5
GREATER T.HAN 0.5
TOTAL=
MJHfcER OF
OCCURRENCES
0.
8.
94.
153.
93.
6.
2.
3.
0.
0.
1.
0.
0.
0.
0.
0.
0.
0.
0.
0.
360.
LEAD TO 41.00 MILES DOWNSTREAM
PERCENT OF
TIME
CUMULATIVE
PERCENT
0.0
2.22
26.11
42.50
25.83
1.67
0.56
0.83
0.0
0.0
0.2b
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.22
28.33
70.83
96.67
98.33
96.89
99.72
99.72
99.72
ICO. 00
100.00
ICO. 00
100.00
100.00
ICO. 00
100.00
ICO. 00
100.00
100.00
HAXIHUM 96 HOUR DISSOLVED LEAD = 0.0308 MG/L
KEAN DISSOLVED LEAD = C.0179 MG/L
C - 38
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CONTINUOUS STORMWATER POLLUTION SIMULATION SYSTEM
FEBRUARY, 1979
CUMULATIVE FRECUENCY—SUSPENDED SOLIDS TO 41.00 MILES DOWNSTREAM
SS
CONCENTRATION
25 OR LESS
25 TC 50
50 TO 75
75 TO 100
ICC TC 125
125 TC 150
150 TO 175
175 TO 2CO
200 TO 225
225 TC 250
25C
275
275 TO 300
300 TC 325
325 TC 350
350 TC 375
375 TC 400
400 TC 425
425 1C 450
450 1C 475
475 TC 500
CREATIR THAN 500
TCTAL=
NUMEER OF
OCCURRENCES
152.
178.
0.
14.
16.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
360.
PERCENT OF
TIME
CUMULATIVE
PERCENT
42.22
49.44
0.0
3.89
4.44
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
42.22
91.67
91.67
95.56
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
RECEIVING KATER LCADS FOR YEAR
fcBCO 199179664. #/YR
C800 127645712. #/YR
SUSPENDED SOLIDS
DISSOLVED LEAD
SEC1KENT LEAD
953967360. #/YR
478385. #/YR
0. #/YR
MOTE: NBOD^ULTIMATE NITROGENOUS OXYGEN DEMAND (4.57*TKN)
C60D=ULTIMATE CARBONACOUS OXYGEN DEMAND
C - 39
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TECHNICAL REPORT DATA
(Please read Instructions on the reverse before completing)
1. REPORT NO.
EPA 430/9-79-004
3. RECIPIENT'S ACCESSION NO.
4. TITLE AND SUBTITLE
5. REPORT DATE
1978 Needs Survey—Continuous Stormwater
Pollution Simulation System—
Users Manual
10 February 1979
6. PERFORMING ORGANIZATION CODE
7. AUTHOR(S)
Ronald L. Wycoff and Michael J. Mara
8. PERFORMING ORGANIZATION REPORT NO,
FRD-4
9. PERFORMING ORGANIZATION NAME AND ADDRESS
CH2M HILL SOUTHEAST, INC.
(formerly Black, Crow and Eidsness, Inc.)
7201 N.W. llth Place
Gainesville, FL 32601
10. PROGRAM ELEMENT NO.
2BG647
11. CONTRACT/GRANT NO.
68-01-3993
12. SPONSORING AGENCY NAME AND ADDRESS
U.S. Environmental Protection Agency
Municipal Construction Division
Office of Water Program Operations
Washington, DC 20460
13. TYPE OF REPORT AND PERIOD COVERED
Final
14. SPONSORING AGENCY CODE
700/02
15. SUPPLEMENTARY NOTES
Project Officer: Philip H. Graham, see also
EPA 430/9-79-003 (FRD-3) 1978 Needs Survey—Cost Methodology for
"Sftfc
y/~>1
-n/^ g +- /-«
-f- Q y r>-i
16. AS
ACT
A simplified continuous rainfall/runoff/receiving water quality
response simulation model is presented. The purpose of this
model is to simulate all major urban pollution sources in a
simple yet rational manner. Application of the model provides
long-term simulation of the total urban system at moderate cost.
Processes simulated include rainfall, direct runoff, watershed
pollution accumulation and washoff, sewer system infiltration,
storage/treatment systems for wet-weather flow, dry-weather WWTP
effluent, upstream flow, and receiving water quality response to
the combined effects of all the above pollution sources. Pollutants
considered are biochemical oxygen demand (BOD), total kjeldahl
nitrogen (TKN), suspended solids (SS), and lead (Pb). Receiving
water responses simulated included suspended solids concentrations,
minimum dissolved oxygen concentrations, and total and dissolved
lead concentrations. The simulation provides a planning tool
which may be used to evaluate the long-term water quality impacts
of various water quality management alternatives including control
of combined sewer overflow and/or urban Stormwater runoff.
17.
KEY WORDS AND DOCUMENT ANALYSIS
DESCRIPTORS
b.IDENTIFIERS/OPEN ENDED TERMS C. COSATI Field/Group
Simulation
Models
Rainfall
Runoff
Stormwater
Combined Sewers
Water Quality
Water Pollution
Control
Construction
Grants
Drainage Systems
Storm Runoff
Urban Hydrology
Combined Sewer
Overflow
13B
18. DISTRIBUTION STATEMENT
Release to Public
19. SECURITY CLASS (ThisReport)
Unclassified
21. NO. OF PAGES
211
20. SECURITY CLASS (Thispage)
Unclassified
22. PRICE
EPA Form 2220-1 (Rev. 4-77) PREVIOUS EDITION is OBSOLETE
-------
INSTRUCTIONS
1. REPORT NUMBER
Insert the EPA report number as it appears on the cover of the publication.
2. LEAVE BLANK
3. RECIPIENTS ACCESSION NUMBER
Reserved for use by each report recipient.
4. TITLE AND SUBTITLE
Title should indicate clearly and briefly the subject coverage of the report, and be displayed prominently. Set subtitle, if used, in smaller
type or otherwise subordinate it to main title. When a report is prepared in more than one volume, repeat the primary title, add volume
number and include subtitle for the specific title.
5. REPORT DATE
Each report shall carry a date indicating at least month and year. Indicate the basis on which it was selected (e.g., date of issue, date of
approval, date of preparation, etc.).
6. PERFORMING ORGANIZATION CODE
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7. AUTHOR(S)
Give name(s) in conventional order (John R. Doe, J. Robert Doe, etc.). List author's affiliation if it differs from the performing organi-
zation.
8. PERFORMING ORGANIZATION REPORT NUMBER
Insert if performing organization wishes to assign this number.
9. PERFORMING ORGANIZATION NAME AND ADDRESS
Give name, street, city, state, and ZIP code. List no more than two levels ot an organizational hirearchy.
10. PROGRAM ELEMENT NUMBER
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11. CONTRACT/GRANT NUMBER
Insert contract or grant number under which report was prepared.
12. SPONSORING AGENCY NAME AND ADDRESS
Include ZIP code.
13. TYPE OF REPORT AND PERIOD COVERED
Indicate interim final, etc., and if applicable, dates covered.
14. SPONSORING AGENCY CODE
Insert appropriate code.
15. SUPPLEMENTARY NOTES
Enter information not included elsewhere but useful, such as: Prepared in cooperation with, Translation of, Presented'at conference of,
To be published in, Supersedes, Supplements, etc.
16. ABSTRACT
Include a brief (200 words or less) factual summary of the most significant information contained in the report. If the report contains a
significant bibliography or literature survey, mention it here.
17. KEY WORDS AND DOCUMENT ANALYSIS
(a) DESCRIPTORS - Select from the Thesaurus of Engineering and Scientific Terms the proper authorized terms that identify the major
concept of the research and are sufficiently specific and precise to be used as index entries for cataloging.
(b) IDENTIFIERS AND OPEN-ENDED TERMS - Use identifiers for project names, code names, equipment designators, etc. Use open-
ended terms written in descriptor form for those subjects for which no descriptor exists.
(c) COSATI HELD GROUP - Field and group assignments are to be taken from the 1965 COSATI Subject Category List. Since the ma-
jority of documents are multidisciplmary in nature, the Primary Field/Group assignment(s) will be specific discipline, area of human
endeavor, or type of physical object. The apphcation(s) will be cross-referenced with secondary Field/Group assignments that will follow
the primary postmg(s)
18. DISTRIBUTION STATEMENT
Denote releasability to the public or limitation for reasons other than security for example "Release Unlimited." Cite any availability to
the public, with address and price.
19. & 20. SECURITY CLASSIFICATION
DO NOT submit classified reports to the National Technical Information service.
21. NUMBER OF PAGES
Insert the total number of pages, including this one and unnumbered pages, but exclude distribution list, if any.
22. PRICE
Insert the price set by the National Technical Information Service or the Government Printing Office, if known.
EPA Form 2220-1 (Rev. 4-77) (Reverse)
a US GOVERNMENT PRINTING OFFICE 1979 -281-147/20
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