WATER POLLUTION CONTROL RESEARCH SERIES 11024DOC09/71
Storm Water Management Model
Volume Ill-User's Manual
ENVIRONMENTAL PROTECTION AGENCY • WATER QUALITY OFFICE
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WATER POLLUTION CONTROL RESEARCH SERIES
The Water Pollution Control Research Reports describe the results and progress
in the control and abatement of pollution of our Nation's waters. They provide
a central source of information on the research, development and demonstration
activities of the Water Quality Office of the Environmental Protection Agency,
through in-house research and grants and contracts^with the Federal, State
and local agencies, research institutions, and industrial organizations.
Previously issued reports on the Storm and Combined Sewer Pollution Control
Program:
11023 FDB 09/70
11024 FKJ 10/70
11024 EJC 10/70
11023 12/70
11023 DZF 06/70
11024 EJC 01/71
11020 FAQ 03/71
11022 EFF 12/70
11022 EFF 01/71
11022 DPP 10/70
11024 EQG 03/71
11020 FAL 03/71
11024 FJE 04/71
Chemical Treatment of Combined Sewer Overflows
In-Sewer Fixed Screening of Combined Sewer Overflows
Selected Urban Storm Water'Abstracts, First Quarterly
Issue
Urban Storm Runoff and Combined Sewer Overflow Pollution
Ultrasonic Filtration of Combined Sewer Overflows
Selected Urban Runoff Abstracts, Second Quarterly Issue
Dispatching System for Control of Combined Sewer Losses
Prevention and Correction of Excessive Infiltration and
Inflow into Sewer Systems - A Manual of Practice
Control of Infiltration and Inflow into Sewer Systems
Combined Sewer Temporary Underwater Storage Facility
Storm Water Problems and Control in Sanitary Sewers -
Oakland and Berkeley, California
Evaluation of Storm Standby Tanks - Columbus, Ohio
Selected Urban Storm Water Runoff Abstracts, Third
Quarterly Issue
To be continued on inside back cover...
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STORM WATER MANAGEMENT MUUhL
Volume III USER'S MANUAL
by
Metcalf & Eddy, Inc., Palo Alto, California
University of Florida, Gainesville, Florida
Water Resources Engineers, Inc., Walnut Creek, Californi
for the
Environmental Protection Agency
Contract No. 14-12-501 Project No. 11024EBI
Contract No. 14-12-502 Project No. 11024DOC
Contract No. 14-12-503 Project No. 11024EBJ
September 1971
For sale by the Superintendent of Documents, U.S. Government Printing Office, Washington, B.C. 20402 - Price $2.75
Stock Number 5501-0107
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EPA REVIEW NOTICE
This report has been reviewed by the Environmental
Protection Agency and approved for publication.
Approval does not signify that the contents neces-
sarily reflect the views and policies of the Environ-
mental Protection Agency, nor does mention of trade
lames or commercial products constitute endorsement
r recommendation for use.
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ABSTRACT
A comprehensive mathematical model, capable of representing urbai
storm water runoff, has been developed to assist administrators and en
gineers in the planning, evaluation, and management of overflow abate-
ment alternatives.
Hydrographs and pollutographs (time varying quality concentrations
or mass values) were generated for real storm events and systems from
points of origin in real time sequence to points of disposal (including
travel in receiving waters) with user options for intermediate storage
and/or treatment facilities. Both combined and separate sewerage system
may be evaluated. Internal cost routines and receiving water quality ou
put assisted in direct cost-benefit analysis of alternate programs of
water quality enhancement.
Demonstration and verification runs on selected catchments, varying
in size from 180 to 5,400 acres, in four U.S. cities (approximately 20
storm events, total) were used to test and debug the model. The amount
of pollutants released varied significantly with the real time occurrence
runoff intensity duration, pre-storm history, land use, and maintenance.
Storage-treatment combinations offered best cost-effectiveness ratios.
A user's manual and complete program listing were prepared.
This report was submitted in fulfillment of Projects 11024 EBI, DOC
and EBJ under Contracts 14-12-501, 502, and 503 under the sponsorship of
the Environmental Protection Agency.
The titles and identifying numbers of the final report volumes are
Titl(3 EPA Report No .
STORM WATER MANAGEMENT MODEL 11024 DOC 07/71
Volume I - Final Report
STORM WATER MANAGEMENT MODEL 11024 DOC 08/71
Volume II - Verification and Testing
STORM WATER MANAGEMENT MODEL 11024 DOC 09/71
Volume III - User's Manual
STORM WATER MANAGEMENT MODEL 11024 DOC 10/'
Volume IV - Program Listing
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CONTENTS
Section £^2
1 INTRODUCTION 1
2 EXECUTIVE BLOCK 11
3 RUNOFF BLOCK 33
4 TRANSPORT BLOCK 85
5 STORAGE BLOCK 223
6 RECEIVING WATER BLOCK 291
7 REFERENCES 339
8 GLOSSARY AND ABBREVIATIONS 343
9 APPENDIX 349
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FIGURES
INTRODUCTION
1-1 Overview of Model Structure 6
EXECUTIVE BLOCK
2-1 Master Programming Routine 14
2-2 MAIN Program 15
2-3 Data Deck for the Executive Block 22
2-4 Output for Smithville Test Area 31
RUNOFF BLOCK
3-1 Runoff Block 36
3-2 Subroutine RUNOFF 39
3-3 Subroutine HYDRO 40
3-4 Subroutine RHYDRO 42
3-5 Subroutine WSHED 44
3-6 Subroutine GUTTER 46
3-7 Subroutine SFQUAL 48
3-8 Northwood (Baltimore) Drainage Basin "Fine" Plan 50
3-9 Northwood (Baltimore) Drainage Basin "Coarse" Plan 51
3-10 Standard Infiltration-Capacity Curves for Pervious 54
Surfaces
3-11 Data Deck for the Runoff Block 58
3-12 Northwood (Baltimore) Gutter/Pipes "Fine" Plan 74
3-13 Typical Output Hyetograph 80
3-14 Typical Output Hydrograph 81
3-15 System Representation of the Example Problem, 82
San Francisco, Selby Street
VI
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FIGURES (Continued)
Paqe
TRANSPORT BLOCK
4-1
4-2
4-3
4-4
4-5
4-6
4-7
4-8
4-9
4-10
4-11
4-12
4-13
4-14
4-15
4-16
4-17
4-18
4-19
4-20
4-21
4-22
Transport Block
Subroutine TRANS
Subroutine TSTRDT
Subroutine SLOP
Subroutine FIRST
Typical Drainage Basin in Which Infiltration is to
be Estimated
Subroutine INFIL
Components of Infiltration
Prescribed Melting Period
Typical Drainage Basin in Which Dry Weather Flow
is to be Estimated
Subroutine FILTH
Determination of Subcatchment and Identification
Data to Estimate Sewage at 8 Points
Representative Daily Flow Variation
Representative Hourly Flow Variation
Subroutine DWLOAD
Subroutine INITAL
Subroutine ROUTE
The Intersection of the Straight Line and the
Normalized Flow-Area Curve as Determined in ROUTE
Subroutine TSTORG
Subroutine TSROUT
Subroutine TPLUGS
Subroutine QUAL
88
91
96
98
100
101
102
104
106
111
113
117
119
119
125
125
127
130
134
135
135
137
Vll
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FIGURES (Continued)
Paqe
4-23 Sieve Analysis Plot for Sewer Element 139
4-24 Subroutine PRINT 140
4-25 Subroutine TSTCST 14°
4-26 Function DEPTH 142
4-27 Function DPSI 142
4-28 Subroutine FINDA 142
4-29 Subroutine NEWTON 144
4-30 Function PSI 144
4-31 Function RADH 145
4-32 Subroutine TINTRP 145
4-33 Function VEL 147
4-34 Data Deck for the Transport Block 148
4-35 Sewer Cross-Sections 153
4-36 Cunnette Section 159
4-37 Example System for I/O Discussion 195
4-38 Schematic of Smithville Test Area 217
STORAGE BLOCK
5-1 Storage Block 226
5-2 Available Treatment Options 228
5-3 Subroutine STORAG 231
5-4 Subroutine TRTDAT 232
5-5 Diagrammatic Sketch of Storage Unit 233
5-6 Subroutine STRDAT 236
5-7 Subroutine TREAT 237
5-8 Subroutine STRAGE 239
viii
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FIGURES (Continued)
Paqe
5-9 Subroutine TRCOST 242
5-10 Inadmissible and Uneconomical Treatment Combinations 243
5-11 Subroutine SROUTE 245
5-12 Subroutine PLUGS 245
5-13 Subroutine INTERP 246
5-14 Data Deck for the Storage Block 248
RECEIVING WATER BLOCK
6-1 Receiving Water Block 295
6-2 Subroutine RECEIV 296
6-3 Subroutine SWFLOW 298
6-4 Subroutine INDATA 299
6-5 Subroutine TIDCF 299
6-6 Subroutine TRIAN 300
6-7 Subroutine PRTOUT 300
6-8 Subroutine SWQUAL 302
6-9 Subroutine INQUAL 303
6-10 Subroutine LOOPQL 305
6-11 Subroutine QPRINT 305
6-12 Data Deck for the Receiving Water Block 306
6-13 Demonstration Estuary 327
IX
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TABLES
Page
EXECUTIVE BLOCK
2-1
2-2
2-3
2-4
2-5
RUNOFF
3-1
3-2
3-3
3-4
3-5
3-6
3-7
3-8
3-9
3-10
3-11
3-12
Summary of Control Words and Action for
MAIN Program
Executive Block Card Data
Executive Block Variables
Data Input for Smithville Test Area
Output for Smithville Test Area
BLOCK
Estimate of Manning's Roughness Coefficients
Runoff Block Card Data
Runoff Block Variables
Typical Data Cards
Typical Output, General Information
Typical Subcatchment Output
Typical Gutter/Pipe Output
Computed Arrangement of Sub catchments
and Gutter/Pipes
Printed Output of Selected Hydrographs
Computed Rainfall Information
Example Problem Data Input, Surface Quality
Example Problem Output, Surface Quality,
21
23
25
29
30
54
59
65
75
76
77
77
78
79
79
83
O^
General Information
3-13 Example Problem Output, Surface Quality, 84
Calculated Volumes
x
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TABLES (continued)
Page
TRANSPORT BLOCK
4-1
4-2
4-3
4-4
4-5
4-6
4-7
4-8
4-9
4-10
4-11
4-12
4-13
4-14
4-15
4-16
4-17
4-18
4-19
4-20
RINFIL Equations for Three Study Areas
Land Use Classification
Different Element Types Supplied with the
Storm Water Management Model
Parameters Required for Non-Conduits
Summary of Area Relationships and Required
Conduit Dimensions
Transport Block Card Data
Transport Block Variables
Hypothetical Input Data
Flow-Area Parameters for TRANS Example
Sequence Numbering for TRANS Example
Element Data for TRANS Example
Dry Weather Flow for TRANS Example
Initial Conditions for TRANS Example
Final Conditions for TRANS Example
Inflows for TRANS Example
Outflows for TRANS Example
Land Use Data for Smithville Test Area
Data Deck for Smithville Test Area
Data Output for Smithville Test Area
Data Output for Smithville Test Area
108
116
128
132
155
169
183
196
199
200
202
203
204
206
207
209
218
220
221
222
XI
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TABLES (continued)
STORAGE BLOCK
5-1
5-2
5-3
5-4
5-5
5-6
5-7
5-8
5-9
5-10
5-11
5-12
5-13
5-14
5-15
5-16
Default Values Used in Subroutine TRCOST
Storage Block Card Data
Storage Block Variables
Example 1 - Card Input Data List
Example 1 - Control Information Passed from
Transport Block
Example 1 - Output of Subroutine TRTDAT and STRDAT
Example 1 - Output of Performance per Time-Step
Example 1 - Summary of Treatment Effectiveness
Example 1 - Output of Summary of Flows-Max, Ave, Min
Example 1 - Recapitulation of Input/Output Files
Example 1 - Output of Summary of Treatment Costs
Example 2 - Card Input Data List
Example 2 - Output of Subroutine TRTDAT
Example 2 - Output of Performance per Time-Step
Example 2 - Output of Summary of Treatment
Effectiveness
Example 2 - Output of Summary of Treatment Costs
241
253
259
273
275
276
278
279
280
281
282
285
286
287
288
289
RECEIVING WATER BLOCK
6-1
6-2
6-3
6-4
6-5
Receiving Water Block Card Data
Receiving Water Block Variables
Receiving Water Block Input Data
Sample Quantity Output
Sample Quality Output
311
319
328
330
336
Xll
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TABLES (continued)
Page
APPENDIX A
A-l Average Monthly Degree-Days for Cities in the 351
United States (Base 65F)
A-2 Guide for Establishing Water Usage in Commercial 355
Subareas
A-3 Guide for Establishing Water Usage in Industrial 357
Subareas
Xlll
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SECTION 1
INTRODUCTION
Page
PRESENTATION FORMAT 3
THE COMPREHENSIVE MODEL 4
PROGRAM BLOCKS 7
Executive Block 7
Runoff Block 8
Transport Block 8
Storage Block g
Receiving Water Block 8
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SECTION 1
INTRODUCTION
Under the sponsorship of the Environmental Protection Agency a
consortium of contractors—Metcalf & Eddy, Inc., the University of
Florida, and Water Resources Engineers, Inc.—has developed a compre-
hensive mathematical model capable of representing urban storm water
runoff and combined sewer overflow phenomena. Correctional devices in
the form of user selected options for storage and/or treatment are pro-
vided with associated estimates of cost. Effectiveness is portrayed by
computed treatment efficiencies and modeled changes in receiving water
quality.
PRESENTATION FORMAT
The project report is divided into four volumes. This volume, the
"User's Manual," contains program descriptions, flow charts, instruc-
tions on data preparation and program usage, and test examples.
Volume I, the "Final Report," contains the background, justifications,
judgments, and assumptions used in Model development. It further in-
cludes descriptions of unsuccessful modeling techniques that were
attempted and recommendations for forms of user teams to implement
systems analysis techniques most efficiently.
Volume II, "Verification and Testing," describes the methods and results
of Model application in four urban catchment areas.
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Volume IV, "Program listing," lists the main program, all subroutines,
and JCL as used in the demonstration runs.
THE COMPREHENSIVE MODEL
The comprehensive Storm Water Management Model uses a high speed digital
computer to simulate real storm events on the basis of rainfall (hyeto-
graph) inputs and system (catchment, conveyance, storage/treatment, and
receiving water) characterization to predict outcomes in the form of
quantity and quality values.
The simulation technique—that is, the representation of the physical
systems identifiable within the Model—was selected because it permits
relatively easy interpretation and because it permits the location of
remedial devices (such as a storage tank or relief lines) and/or denotes
localized problems (such as flooding) at a great number of points in the
physical system.
Since the program objectives are particularly directed toward complete
time and spatial effects, as opposed to simple maxima (such as the
rational formula approach) or only gross effects (such as total pounds
of pollutant discharged in a given storm), it is considered essential to
work with continuous curves (magnitude versus time), referred to as
hydrographs and "pollutographs." The units selected for quality repre-
sentation, pounds per minute, identify the mass releases as these por-
tray both the volume and the concentration of the release in a single
term. Concentrations are also printed out within the program for com-
parisons with measured data.
-------
An overview of the Model structure is shown in Figure 1-1. In simplest
terms the program is built up as follows:
1. The input sources:
RUNOFF generates surface runoff based on an arbitrary rainfall
hyetograph, antecedent conditions, land use, and topography.
FILTH generates dry weather sanitary flow based on land use,
population density, and other factors.
INFIL generates infiltration into the sewer system based on
available groundwater and sewer condition.
2. The central core:
TRANS carries and combines the inputs through the sewer system
in accordance with Manning's equations and continuity; it assumes
complete mixing at various inlet points.
QUAL routes pollutants through transport and models quality
changes due to sedimentation or scour.
3. The correctional devices:
TSTRDT, TSTCST, STORAG, TREAT, and TRCOST modify hydrographs
and pollutographs at selected points in the sewer system,
accounting for retention time, treatment efficiency, and other
parameters; associated costs are computed also.
4. The effect (receiving waters):
RECEIV routes hydrographs and pollutographs through the
receiving waters, which may consist of a stream, stream bed;
lake or estuary.
The quality constituents considered for simulation are the 5-day J30D,
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RECEIVING WATER
(RECEIV)
INPUT
> SOURCES
CENTRAL
> CORE
CORRECTIONAL
> DEVICES
EFFECT
Note: Subroutine names are shown in parentheses.
Figure 1-1. OVERVIEW OF MODEL STRUCTURE
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total suspended solids, total coliforms (represented as a conservative
^^•-••••••—•——.•^•••^^-••i^""" ''' 'l"**1' •"••»"" «'i '• I mat mm MKI « IMJJLI.. ^^^•jn--.«mTtTnrr-"*"" II ' " »***^-~- —-•••**'
pollutant), andJ30. These constituents were selected on the basis of
available supporting data and importance in treatment effectiveness
evaluation. Notable omissions, such as floatables, nutrients, and
temperature, fell outside the scope of this initial work. Other para-
meters, such as COD, volatile suspended solids, settleable solids, and
fecal coliforms, can be developed by paralleling the structures of their
modeled counterparts.
PROGRAM BLOCKS
The adopted programming arrangement, as shown in Figure 2-1, consists of
a main control and service block, the Executive Block, and four compu-
tational blocks: (1) Runoff Block, (2) Transport Block, (3) Storage
Block, and (4) Receiving Water Block.
Executive Block
The Executive Block assigns logical units (disk/tape/drum), determines
the block or sequence of blocks to be executed, and, on call, produces
graphs of selected results on the line printer. Thus, this Block does
no computation as such, while each of the other four blocks are set up
to carry through a major step in the quantity and quality computations.
All access to the computational blocks and transfers between them must
pass through subroutine MAIN of the Executive Block. Transfers are ac-
complished on offline devices (disk/tape/drum) which may be saved for
multiple trials or permanent record.
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Runoff Block
The Runoff Block computes the storm water runoff and its characteristics
for a given storm for each subcatchment and stores the results in the
form of hydrographs and pollutographs at inlets to the main sewer system.
Transport Block
The Transport Block sets up pre-storm conditions by computing DWF and
infiltration and distributing them throughout the conveyance system.
The block then performs its primary function of flow and quality routing,
picking up the runoff results, and producing combined flow hydrographs
and pollutographs for the total drainage basin and at selected inter-
mediate points.
Storage Block
The Storage Block uses the output of the Transport Block and modifies the
flow and characteristics at a given point or points according to the
predefined storage and treatment facilities provided. Costs associated
with the construction and operation of the storage/treatment facilities
are computed.
Receiving Water Block
The Receiving Water Block accepts the output of the Transport Block
directly, or the modified output of the Storage Block, and computes the
dispersion and effects of the discharge in the receiving river, lake, or
bay.
In principle, the capability exists to run all blocks together in a
given computer execution, although from a practical and sometimes
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necessary (due to computer core limitations) viewpoint, typical runs
involve one or two computational blocks together with the Executive
Block. Using this approach avoids overlay and, moreover, allows for
examination of intermediate results before continuing the computations.
Further, it permits the use of intermediate results as start-up data in
subsequent execution runs, thereby avoiding the waste of repeating the
computations already performed.
This manual expands on these block descriptions by providing for each
block:
1. Descriptions of the program subroutines with flow charts.
2. Instructions on data preparation with tables for data card
input requirements and an alphabetical list of variables.
3. Examples of the application of procedures described with sample
I/O information reproduced.
NOTE: Where maximum quantities (i.e., number of watersheds, number of
elements, etc.) are specified, these represent the maximum array areas
reserved by the program. These numbers- cannot be exceeded without
revising the appropriate common, dimension, and related statements. For
special runs it may be desirable to reallocate this available array area
(e.g., to increase the total number of time-steps above 150).
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SECTION 2
EXECUTIVE BLOCK
Page
BLOCK DESCRIPTION 13
SUBROUTINE DESCRIPTIONS 13
MAIN Program 13
Subroutine GRAPH 16
Subroutine CURVE 17
Subroutine PINE 17
Subroutine PPLOT 18
INSTRUCTIONS FOR DATA PREPARATION 18
Job Control Language (JCL) 18
MAIN Program 19
Subroutine GRAPH 21
EXAMPLE 28
11
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SECTION 2
EXECUTIVE BLOCK
BLOCK DESCRIPTION
The Executive Block performs three functions:
1. Assignment of logical units and files
2. Control of the computational block(s)
3. Graphing of data files by line printer.
The Executive Block consists of a MAIN program and four subroutines that
are used to produce graphical output by means of the line printer. The
line count for the FORTRAN program is close to 380 lines. No computations
as such are performed, except those having to do with scaling variables
for graphing. A flow chart of the Executive Block is shown in Figure 2-1.
SUBROUTINE DESCRIPTIONS
MAIN Program
The MAIN program assigns logical units and files, and controls the com-
putational block(s) to be executed. These functions depend on reading
in a few data cards which must be supplied according to the needs of a
given computer run. In addition, the MAIN program reads certain general
data and title information from cards and prints a suitable heading at
the beginning of the line-printer output. A flow chart of the MAIN
program is shown in Figure 2-2.
Since the various blocks use logical devices for input and output of
computations, the MAIN program has provision for assigning logical unit
numbers by reading two data cards. The first card may contain up to 20
13
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f DATA [/
•DATA CARD
INPUT (TYPICAL)
CONTROL
AND
SERVICE
BLOCK
EXECUTIVE BLOCK
REQUIRES
NO
OUTPUT FILE
COMPUTATIONAL
BLOCKS
RUNOFF
BLOCK
I
f DATA [)
REQUIRES
RUNOFF
OUTPUT FILE
TRANSPORT
BLOCK
-6
t
REQUIRES I
TRANSPORT
OUTPUT FILE
RES
REQUIRES 1
STORAGE OR
TRANSPORT |
OUTPUT FILE I
STORAGE
BLOCK
RECEIVING WATER
BLOCK
••OUTPUT FILE A
CREATED,
TYPICAL y—
DATA
f DATA )
( DATA \)
Figure 2-1. MASTER PROGRAMMING ROUTINE
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START
DIMENSION
COMMON
I
\1NITIAL1ZE THE ARRAY PNAME^/ .PROGRAM NAMES
r (
DEVICE ASSIGNMENTS
\
READ & WRITE GENERAL DATA
& TITLE INFORMATION
7
\ READ 8 WRITE STORM, RAIN /
\
READ S WRITE LOGICAL UNIT NUMBERS
JIN(J) .JOUT (J) ,J=I. 10
\
7
READ & WRITE SCRATCH UNIT NUMBERS
NSCRAT I .1=1,5
7
XREAD 8 WRITE
*A CNAME
•PROGRAM EXECUTION
CONTROL NAME
.1
DO LOOP-
JINCREMENT i UNTIU(IF NO. HATCH
i PNAME(I)=CNAME f "FOUND)
STOP )
A B D
WATERSHE TRANSPOR RECEIVIN
C E
ENDPROGR STORAGE GRAPH
NOTE: A SUBSCRIPT ON CNAME & A SECOND
ONE ON PNA..-E, TAKING VALUES OF ONLY
IOR2/ ALLOWS NAME TO BE C'VRISED
OFZPARTS. I.E./ TO HAVE FORMAT EA4.
Figure 2-2. MAIN PROGRAM
15
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integer numbers, corresponding to 10 input and 10 output units. It is
not necessary, however, to make such a large number of assignments for
the usual run; in fact, there have been few occasions during the devel-
opment and testing of the model when more than 4 units have been needed.
The files that are produced on these units are saved for use by a sub-
sequent computational block; also, the information contained in them can
be examined directly by using the graphing capability of the Executive
Block. The other unit assignments on the second data card are for scratch
files, i.e., files that are generated and used during execution of the
program, and are erased at the end of the run. Again, there is provi-
sion for up to 5 such units, but only 1 or 2 are typically needed. The
unit numbers are passed from the MAIN program to all pertinent subrou-
tines by use of a labeled COMMON statement.
Subroutine GRAPH
©
The graphing subroutines enable hydrographs and pollutographs to be
plotted on the printer for selected locations on the data file. GRAPH
is the driving subroutine, and it calls CURVE to produce the actual
page of plotted output.
The subroutine GRAPH (1C) operates on two modes which are dependent upon
the value of 1C in the calling sequence.
If 1C = 0 (when called by the Runoff Block), control information is read
from cards.
If 1C = 1 (when called in the Executive Block), both control information
and title information are read from cards.
16
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Subsequently, both options join and the subroutine proceeds as one flow
sequence as follows:
1. Information is read from the data file indicating the structure
that file.
2. An array ITAB is set up indicating which locations of the
data file record are to be plotted.
3. All hydrograph and pollutograph information is read from the
data file.
4. For each type of hydrograph and pollutograph, individual curves
are selected, transferred into plotting arrays, and outputted
in a final plotted form by subroutine CURVE.
Subroutine CURVE
The subroutine CURVE performs the following operations:
1. Determines maximum and minimum of arrays to be plotted.
2. Calculates the range of values and selects appropriate scale
intervals.
3. Computes vertical axis labels based upon the calculated scales.
4. Computes horizontal axis labels based upon the calculated scales.
5. Joins individual parts of the curve by subroutine PINE.
6. Outputs final plot.
Subroutine PINE
This subroutine joins two coordinate locations with appropriate char-
acters in the output image array A of PPLOT.
17
-------
Subroutine PPLOT
This subroutine initializes the plotting array, stores individual loca-
tions, and outputs the final image array A for the printer plot.
INSTRUCTIONS FOR DATA PREPARATION
The instructions for data preparation are divided into three parts
corresponding to the JCL, the MAIN program usage, and the graphing
portion of the Executive Block. Figure 2-3 and Tables 2-2 and 2-3 at
the end of these instructions give the procedure for data card prepar-
ation and list the variables that are used.
Job Control Language (JCL)
The assignment of logical units requires, in general, the provision for
files to be written on specific physical devices. To accomplish this
the programmer must supply the necessary JCL. As a rule, JCL is highly
machine-dependent; in fact, it often differs on two identical machines
at different installations. Therefore, the Storm Water Management Model
cannot include JCL that is universally applicable. The following remarks,
however, may be useful in gaining insight into what is involved on systems
such as an IBM 360/65 or IBM 360/67.
It is convenient on these machines to use the 2314 Disk Storage Devices
rather than tape units because of the inherently faster reading and
writing speed. At most installations the logical unit corresponding to
the card reader is given the number 5 and the line printer is given the
number 6. The Storm Water Management Model is programmed on the assump-
tion that units 5 and 6 are so used. Typically, the systems programmers
18
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have provided the necessary JCL for these units and also for the card
punch. Moreover, JCL may have been provided for scratch units, in which
case the unit assignments for scratch files can take advantage of the
existing JCL.
Usually, however, the data file and scratch file assignments require
JCL to be supplied for each unit. The rules for such JCL must be ascer-
tained from the systems programmers at the installation, since there is
considerable variation in unit number availability, etc. In general,
one should only set up the units needed in a given run, since there may
be a charge for file space that is reserved, even if it is not used.
MAIN Program
The MAIN program controls the computational block(s) to be executed by
reading alphameric information on sentinel cards. The array CNAME is
read as two alpha words on a single card, each in format of type A4.
Thus, for example, CNAME (1) might be WATE and CNAME (2) might be RSHE.
When combined, as in printout, the resulting match gives the control
word WATERSHE. The program compares this word with a dictionary of such
words stored by a DATA statement in the array PNAME. If a match is
found, as it would be in this case, control is passed to the appropriate
point in the MAIN program to call the initial subroutine of the compu-
tational block. Here, for example, a call would be made to the sub-
routine RUNOFF, which is the initial subroutine for the Runoff Block.
After execution of the Runoff Block, which involves calls, in turn, to
a number of subsidiary routines, control is eventually returned to the
19
-------
MAIN program.
The MAIN program again reads a sentinel data card, which might indicate
that another block is to be executed. For example, if the Transport
Block is to be executed, the control word TRANSPOR would be given, etc.
If results are to be graphed, the control word GRAPH would be on the
sentinel card, or, if the run is to be terminated, the word ENDPROGR is
given on the card. A summary of the control words and corresponding
action is given in Table 2-1.
The use of control words on sentinel cards allows considerable flex-
ibility in utilization of the Storm Water Management Model. The most
common type of run involves execution of one of the computational blocks
along with the graphing of results on the line printer. Thus, for the
Runoff Block, such a run would be made by appropriate use of the words
RUNOFF, GRAPH, and ENDPROGR. If the entire Model were to be run with
graphical output at the end of, say for example, the Transport Block,
the sequence would be RUNOFF, TRANSPOR, GRAPH, STORAGE, RECEIVIN, and
ENDPROGR. Actually, such a run is prohibitive from the standpoint of
machine core storage for most systems, but the program capability is
available if such a run is desired.
In order that the program may be used in the way outlined above, dummy
subroutines were added to the various blocks so that the program will
not terminate because of a "missing" subroutine. This seemed a small
price to pay for the convenience and flexibility of the present method.
20
-------
Table 2-1. SUMMARY OF CONTROL WORDS AND CORRESPONDING ACTION
FOR MAIN PROGRAM
Control Word Action to be Taken
WATERSHE Execute Runoff Block
TRANSPOR Execute Transport Block
STORAGE Execute Storage Block
RECEIVIN Execute Receiving Water Block
GRAPH Produce graphs on line printer
ENDPROGR Terminate run
Any other word Terminate run
Subroutine GRAPH
The data cards required for subroutine GRAPH are minimal. The first
card supplies control information, such as in which tape/disk the hydro-
graphs and pollutographs are stored, the number of curves per graph,
and number of pollutants. Element numbers of which plots are to be
made are given on the next card. The last three cards supply the titles
for the curves, the horizontal axis label, and the vertical axis label.
The vertical axis label card is repeated for each pollutant to be plotted
and for the hydrograph in the order in which they are to be printed out.
21
-------
L
GRAPH DATA CARDS
CNAME = GRAPH
L
RECEIVING DATA CARDS
CNAME = RECEiVIN
L
STORAGE DATA CARDS
CNAME = STORAGE
L
TRANSPORT BLOCK DATA CARDS
CNAME = TRANSPOR
RUNOFF BLOCK DATA CARDS
L
CNAME : WATERSHE
SCRATCH TAPE ASSIGNMENTS
L
L
INPUT/OUTPUT TAPE ASSIGNMENTS
STORM, RAIN
NSERYS, ACRES, ADDWF, ETC.
TITLE CARD
Figure 2-3. DATA DECK FOR THE EXECUTIVE BLOCK
22
-------
Table 2-2. EXECUTIVE BLOCK CARD DATA
Card
Group
1
2
3
4
5
Card
Format Columns
10A4 1-40
15 1-5
F10.1 6-15
F10.2 16-25
15 26-30
F10.1 31-40
15 41-45
F10.1 46-55
4A4 1-16
4A4 17-32
2014 1-4
5-8
9-12
13-16
•
77-80
20A4 1-4
5-8
9-12
13-16
17-20
Description
Title Card, title of the area being
studied.
General information about the studied
area.
Demonstration series number.
Number of acres of the study area.
The average daily DWF for the study area.
Design flow rate frequency, yrs.
Design flow rate (cfs) .
Number of storms being studied.
Maximum available trunk sewer capacity
(cfs) .
REPEAT FOR THE NUMBER OF STORMS.
Storm data cards.
Date of storm.
Amount of rainfall for this storm.
I/O tape/disk assignments.
Input tape assignment for first block
to be run.
Output tape assignment for first block
to be run.
Input tape assignment for second block
to be run (usually the same as the output
tape from first block) .
Output tape for second block to be run.
Output tape for tenth block to be run.
Scratch tape/disk assignments.
First scratch tape assignment.
Second scratch tape assignment.
Third scratch tape assignment.
Fourth scratch tape assignment.
Fifth scratch tape assignment-
Variable
Name
TITLE1
NSERYS
ACRES
ADDWF
NDESYR
DESFLO
NSTRMS
OTRUNK
STORM
RAIN
JIN(l)
JOUT(l)
JIN (2)
JOUT(2)
JOUT(IO)
NSCRAT(l)
NSCRAT(2)
NSCRAT(S)
NSCRAT(4)
NSCRAT(5)
Default
Value
none
none
none
none
none
none
none
none
none
none
none
none
none
none
none
none
none
none
none
none
NOTE: All non-decimal numbers must be right-justified.
23
-------
Table 2-2. (continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
Default
Value
REPEAT CARD 6 FOR EACH BLOCK TO BE CALLED.
Control cards indicating which blocks
in the program are to be called.
20A4 1-80 Name of block to be called.* CNAME
= WATERSHED for Runoff Block,
= TRANSPORT for Transport Block,
= RECEIVING for Receiving Water Block,
= STORAGE for Storage Block,
= GRAPH for GRAPH subroutines.
= ENDPROGRAM for ending the storm
water simulation.
415
1-5
INSERT THE REMAINING CARDS, IF CARD
GROUP 6 INCLUDES CNAME = GRAPH, IMMED-
IATELY FOLLOWING EACH GRAPH CARD.
Control card.
Tape/disk (logical unit) assignment
where graph information is stored.
NT APE
6-10 Number of curves of a graph.
11-15 Number of pollutants to be plotted.
16-20 Number of inlets to be plotted.
IF NPLOT = 0 (OR BLANK) DELETE THIS CARD.
8 Inlet selection card.
16L5 1-5 First inlet number to be plotted.
6-10 Second inlet number to be plotted.
Last inlet number to be plotted.
NPCV
NQP
NPLOT All
on
IPLOT(l)
IPLOT(2)
IPLOT (NPLOT)
5
0
curves
file
none
none
none
18A4
1-72
Title card.
Title printed with the plots.
TITL
10
20A4
1-80
Horizontal axis label.
Horizontal axis label.
HRIZ
11
REPEAT NQP + 1 TIMES
Vertical axis label.**
2A4 1-8
9-16
3M 17-28
Line 1 of vertical axis label.
Line 2 of vertical axis label.
Line 3 of vertical axis label.
VERT(l)
VERT (2)
VERT (3)
none
none
none
•Maine must start in column 1. GRAPH may be called more than once.
**T1)<_- first plot to bo printed in a flow hydrograph; the- second is BOD; the third is SS;
and the last is coliform.
24
-------
Table 2-3. EXECUTIVE BLOCK VARIABLES
Variable
Name
A
ACRES
ADDWF
AXA
AXB
AYA
AYB
CURVE
CNAME
DESFLO
DUMMY
FRANG
GRAPH
HORIZ
I
1C
IURB
C* Description Unit
The log base 10 of the range of values
of y coordinate to be plotted (subroutine
CURVE)
Number of acres of study drainage basin acres
Average DWF cfs
X-coordlnate of value previously plotted
X-coordinate of value to be plotted
Y-coordinate of value previously plotted
Y-coordinate of value to be plotted
Name of subroutine
C Computational block name read from data
cards
Design flow rate (of main trunk) cfs
C Dummy location to fill data record
Expanded range (even intervals) of
y coordinates of curve to be plotted
Name of subroutine
C Horizontal label of curve
The Block selection counter (MAIN)
Output label with plot
variable
Name
INCNT
10UTCT
IPLOT
I TAB
IX
IXA
IXB
IY
IYA
IYB
J
JJ
JIN
JOUT
K
L
LX
C* Description Unit
C Array of input logical data file number
C Array of output logical data file
number
C Array of nodes to be plotted
C Array indicating which locations of the
data file are to be plotted
Dummy variable
Integer value of AXA
Integer value of AXB
Dummy variable
Integer value of AYA
Integer value of AYB
Subscript counter
Subscript couiiter
Array of input disk/tape units
C Array of output disk/tape units
Subscript counter
Subscript counter
Transfer location from data file to plot
storage
*Variable names shared in common blocks.
-------
Table 2-3 (continued)
Variable
Nam
H
MC
MM
N
NCT
NCURVE
NCV
NDESYR
NLP
NLOC
NPCV
NN
NPLOT
NPOINT
NPT
NPT
NPTM
NQP
NQUAL
C* Description
Subscript counter
Do loop counter
Subscript counter
Subscript counter
Number of plots
Number of curves to be plotted
Number of curves/plot
Frequency of design flow
Number of types of plot (hydrographs and
pollutographs)
C Node number of hydrograph point
Maximum number of curves/plot
Subscript counter
Number of plots
Number of points on a plot
Number of point/curve (array) (CURVE)
C Array containing number of points to
be plotted (GRAPH)
Numerical value of NPT
Number of quality constituents
to be plotted
Number of quality constituents on data
file
Variable
Unit
Name
NR
NSCRAT
NSERYS
NSTEPS
NSTRMS
NSYM
NT APE
NVAL
yt N5
N6
PINE
PNAME
PPLOT
pTRUNK
RAIN
RANGE
RECEIV
RUNOFF
STORAG
STORM
C« Description unit
Subscript counter
C Array of variable scratch units
Demonstration series number
Number of steos in plot
Number of storms being studied
Plot number
Input tape number for plotting
Number of points/data record on a file
Card input unit number
Print output unit number
Subroutine name
Name used to call the blocks of
the Storm Water Model
Subroutine name
Maximum flow rate possible in trunk sewer cfs
Amount of rainfall for a storm
Range of y values to be plotted
Subroutine name
Subroutine name
Subroutine name
Date of storm
-------
Table 2-3 (continued)
Variable
Nam
C*
Description
Unit
Variable
Name
TDELT Time-step interval
TIMES Tine-step interval
TITL C Title printed out with graphs
TITLE C Title printed out on curves
TITLE 1 Title of drainage bailn
TRANS Subroutine name
TZERO Zero tine
VERT C Vertical label
X X coordinate array (CURVE)
* C X coordinate array tCRAPH)
** X increment used for interpolation
XIHT Label interval for X
XMAX Maximum X value
XMIN Mininum X value
XLAB C Numerical scale labels for X
xo Start point of line (X coordinate)
XSCAL X scale factor
XT End point of line (X coordinate)
xl Same as XO
*2 Same as XT
YLAB
YMAX
YMIN
YO
YSCAL
YT
YT
Yl
Y2
C*
Description
Unit
Numerical scale labels for Y
Maximum Y value
Minimum Y value
Start point of line (Y coordinate)
y scale factor
End point of Una (Y coordinate)
Hydrograph-pollutograph information
on data file
Same as YO
Same as YT
Y
Y
YA
Y coordinates of curves to be drawn
C Y coordinates of curves to be drawn
Y increment used for interpolation
YINT
Label interval for Y
-------
EXAMPLE
A hypothetical test area, Smithville, U.S.A., is used to show the data
input and portions of the resulting output as required and accomplished
by the Executive Block. Table 2-4 is an example of the data deck. The
first card is the job title card, the following card supplies general
information about the study area used in the title printout, and the
third card gives the data and quantity of rainfall for the storm being
studied. The next two cards are the tape/disk (file) assignments for
transferring information from one program block to another, and the scratch
tape/disk assignments, respectively. The first two numbers, zero and
eight, refer to the input and output files for the Runoff Block. Since
an input file for this Block is not required, the first number is zero.
The output file for Runoff is also the input file for Transport and there-
fore eight is the first number in the next group of two numbers denoting
Transport Block's tape/disk assignments. Nine is the Transport output
file. When no other blocks are to be called, the rest of the card is
left blank or replaced with zeros. The numbers on the second card refer
to the scratch files. A maximum of four are required when using the
Transport Block. (Note: all required tape/disk assignments must be
properly defined with JCL cards.)
This first group of data cards is used by subroutine MAIN for the logical
unit assignment (tape/disk) and title information for the Storm Water
Management Model. The succeeding groups of cards are preceded with a
control card used by subroutine MAIN. This card transfers control to the
appropriate program block. In this example, four such cards exist,
28
-------
WATERSHED, TRANSPORT, GRAPH, and ENDPROGRAM. The data following the first
two control cards has been deleted for clarity. The GRAPH card is
followed by input data for the plotting of output found on tape/disk nine.
ENDPROGRAM needs no succeeding cards.
Partial output from the Executive Block is shown in Table 2-5 and
Figure 2-4.
Table 2-4. DATA INPUT FOR SMITHVILLE TEST AREA
DATA
PROGRAM CHECK
0.00
0
1.22
9
13
SMITHVILLE, USA
1 500.0
MADE-UP STORM
0889
123'*
WATERSHED
TRANSPORT
GRAPH
9131
13
GRAPH OF THE TRANSPORT OUTPUT TAPE
TIME IN HOURS
FLOW IN CFS
ENDPROGRAM
0.0
0.0
CARD
GROUP
NO.
1
2
3
7
8
9
10
11
6
29
-------
Table 2-5. OUTPUT FOR SMITHVILLE TEST AREA
FEDERAL WATER QUALITY ADMINISTRATION
STORMWATER MANAGEMENT PROJECT
CONTRACTS 14-12-501
14-12-502
14-12-503
METCALF B EDDY, INC
WATER RESOURCES ENGINEERS, INC
UNIVERSITY OF FLORIDA
DEMONSTRATION SERIES NO. 1
SMITHVILLE, USA PROGRAM CHECK
COMBINED SEWER AREA OF 500.00 ACRES
AVERAGE DAILY DRY WEATHER FLOW = 0.0 CFS
0-YEAR DESIGN FLOW = 0.0 CFS
AVAILABLE MAX. TRUNK CAPACITY = 0.0 CFS
STORKS STUDIED:
MADE-UP STORM
TOTAL RAINFALL, INCHES
1.22
TAPE ASSIGNMENTS
0 8
8 9
TAPE ASSIGNMENTS
1 2
13
0
0
-------
Figure 2-4. OUTPUT FOR SMITHVILLE TEST AREA
USA
icro.coc
BCO.OJO
FL'IW
IN
CFS
zco.noo
P.O t 1 1 **«
0.1 1.4 ?.B
fi.R
a.l
I0.it
12.?
TIH* IN
-------
SECTION 3
RUNOFF BLOCK
BLOCK DESCRIPTION 35
Surface Flows 35
Surface Quality 37
SUBROUTINE DESCRIPTIONS 38
Subroutine RUNOFF 38
Subroutine HYDRO 38
Subroutine RHYDRO 41
Subroutine WSHED 43
Subroutine GUTTER 45
Subroutine GRAPH 45
Subroutine SFQUAL 47
INSTRUCTIONS FOR DATA PREPARATION 49
Surface Flows 49
Step 1 - Method of Discretization 49
Step 2 - Estimate of Coefficients 53
Step 3 - Data Card Preparation 53
Surface Quality 56
EXAMPLES 72
Example 1 - Surface Flows 72
Example 2 - Surface Quality 72
33
-------
SECTION 3
RUNOFF BLOCK
BLOCK DESCRIPTION
The Runoff Block has been developed to simulate both the quantity and
quality runoff phenomena of a drainage basin and the routing of flows
and contaminants to the major sewer lines. It represents the basin by an
aggregate of idealized subcatchments and gutters. The program accepts an
arbitrary rainfall hyetograph and makes a step by step accounting of rain-
fall infiltration losses in pervious areas, surface detention, overland
flow, gutter flow, and the contaminants washed into the inlet manholes
leading to the calculation of a number of inlet hydrographs and pollutographs,
The drainage basin may be subdivided into a maximum of 100 subcatchment
areas. These, in turn, may drain into a maximum of 100 gutters or pipes
which finally connect to the inlet points for the Transport Model. The
relationships among the eight subroutines which make up the Runoff Block
are shown in Figure 3-1. The total number of cards required is about 1,300.
This section describes the subroutines used in the Transport Block, pro-
vides instructions on data preparation, and furnishes examples of program
usage.
Surface Flows
The core of the Runoff Model is the routing of hydrographs through the
system. This is accomplished by a combination of overland flow and pipe
routing.
35
-------
RHYDRO
WSHED
HYDRO
GUTTER
EXECUTIVE
BLOCK
RUNOFF
HCURVE
GRAPH
SFQUAL
Note:
Subroutine GRAPH is a part of the Executive Block but is
shown here since it is called directly by RUNOFF.
Figure 3-1. RUNOFF BLOCK
36
-------
Three types of elements are available to the user:
1. Subcatchment elements (overland flow)
2. Gutter elements (channel flow)
3. Pipe elements (special case of channel flow).
Flow from subcatchment elements is always into gutter/pipe elements,
or inlet manholes. The subcatchment elements receive rainfall, account
for infiltration loss using Morton's equation, and permit surface storage
such as ponding or retention on grass or shrubbery. If gutter/pipe
elements are used, these route the hydrographs from the watershed elements
to the entry to the main sewer system. Pipes are permitted to surcharge
when full.
Surface Quality
The quality of the inlet flows is determined separately (subroutine
SFQUAL) from the inlet hydrographs. The quantity of pollutants washed
off the land surface of the drainage basin is added directly to the
inlet manholes. Initially the program calculates the amount of contami-
nants allowed to accumulate on the ground prior to the -storm, and then,
taking into account rainfall intensity, major land use, and land slope,
the washed off pollutants are added to the inlet manholes resulting in
pollutographs.
Output from the program consists of hydrographs and pollutographs on
disk/tape for use in the Transport Block and printed and/or plotted
information for the user.
37
-------
SUBROUTINE DESCRIPTIONS
Subroutine RUNOFF
This is the subroutine called by the Executive Block to gain entrance
to the Runoff Block. This program prints "entry made to the Runoff
Model" and then acts as the driver routine for the block. Figure 3-2
is the appropriate flow chart.
Subroutine HYDRO
This subroutine computes the hydrograph coordinates with the assistance
of three core subroutines, i.e., RHYDRO, WSHED, and GUTTER, as shown in
Figure 3-3. It initializes all the variables to zero before calling
RHYDRO to read in the rainfall hyetograph and information concerning
the inlet drainage basin. According to the upstream and downstream
relationship, the subroutine sequences the computational order for
gutters/pipes.
A DO loop is formed to compute the hydrograph coordinate for each
incremental time-step. In each step, subroutine WSHED is first called
to calculate the rate of water flowing out of the idealized subcatchments.
GUTTER is then called to route the flow, according to the input from
tributary subcatchments and gutters. Water flowing into the inlet point,
be it from gutters or direct drainage from subcatchments, is added up for
a hydrograph coordinate.
During the process of computation, an accounting is made for the deposition
of rainfall water in the form of runoff, detention, and infiltration loss.
A mass continuity can therefore be checked and printed for reference.
38
-------
c
ENTRY
CALL
HYDRO
I
CALL
GRAPH(O)
CALL
SFQUAL
c
RETURN
Figure 3-2. SUBROUTINE RUNOFF
39
-------
ENTRY
INITIALIZE
VARIABLES
CALL
RHYDRO
\
SEQUENCE
GUTTER
<
(
CALL
WSHED
1
CALL
GUTTER
I
COMPUTE
HYDROfiRAPH
COORDINATE
1
1
Y -i
/ '
Y -,
/ '
MB_^
PLOT
RAINFALL
HYETOGRAPH
PLOT
RUNOFF
HYDRGGRAPH
RETURN
Figure 3-3. SUBROUTINE HYDRO
40
-------
Finally, the rainfall hyetograph and the inlet hydrograph are plotted
as an output. The control is then returned to subroutine RUNOFF.
Subroutine RHYDRO
This subroutine is called by HYDRO to read input data related to the
subcatchment areas and to perform some initial preparatory work, such
as unit conversion and error detection. A normal execution of RHYDRO
should provide all the necessary information for the calculation of a
runoff hydrograph. Figure 3-4 shows the flow chart for subroutine
RHYDRO.
There are four basic categories of input data. The general information
includes a number representing the subcatchment area, period of simulation,
and a key indicating if the rainfall hyetograph is spatially different
from that of the previous basin. A new rainfall hyetograph will be
read if it is so indicated. Otherwise, that part of the read operation
will be skipped and the rainfall of the previous inlet drainage basin
will be used. The first basin must have a rainfall input.
The program proceeds to read subcatchment data, e.g., the size, width,
ground slope. The gutter information is read soon afterward.
It must be noted that the program can detect only logical errors such
as indexing numbers. However, the input data are tabulated by the
computer to check against the original for absolute correctness.
41
-------
c
ENTRY
READ
GENERAL
INFORMATION
READ & WRITE
RAINFALL
DATA
Figure 3-4. SUBROUTINE RHYDRO
42
-------
Subroutine WSHED
This subroutine computes the depth and flow rate of water overland.
The logic of subroutine WSHED can be seen in Figure 3-5. As shown in
Figure 3-3, the subroutine is called by HYDRO at each incremental period
of integration. During that period, the rainfall intensity is first
interpolated from the designated rainfall hyetograph for each subcatch-
ment. This rainfall intensity is assumed uniform over each subcatchment.
A DO loop is set up to treat the subcatchments, one at a time. For a
subcatchment, the amount of infiltration loss is calculated using
Horton's equation,
Infiltration loss = f + (f.-f ) e~at (1)
o i o
where f , f. and a are coefficients and t is the time from the
start of rainfall. The loss is compared with the amount of water existing
on the subcatchment plus the rainfall. If the loss is larger, it is
set equal to the amount available and the remainder of the computation
is skipped.
The water depth will thus increase without inducing an outflow until it
reaches the specified detention requirement. Beyond that, the outflow
rate is calculated by Manning's equation using depth as the hydraulic
radius. An iterative procedure termed Newton-Raphson's technique is
established to determine the water depth and the outflow rate so that
the continuity of water mass is satisfied.
43
-------
ENTRY
DEPTH
RETURN
Figure 3-5. SUBROUTINE WSHED
44
-------
Upon completion, the subroutine will return with a set of water depths
on each subcatchment for the next time-step. It also produces the flow
necessary for subsequent routing in the gutters.
Subroutine GUTTER
The function of subroutine GUTTER is very similar to that of WSHED and
is shown in Figure 3-6. It calculates a complete set of water depth
and flow for gutters and pipes.
The computation also proceeds one gutter at a time. For a gutter, the
inflow from tributary subcatchments and gutters is first computed.
The Newton-Raphson's iterative procedure is again used to determine the
depth and outflow of gutters so that the mass (volume) of water is
conserved. The flow is computed by Manning's equation. The hydraulic
radius of trapezoidal gutters and circular pipes is calculated separately
in different paths of the program.
A pipe may surcharge when it is full and the inflow is larger than the
outflow capacity, in this case, the surcharged amount will be computed
and stored at the head end of the pipe. A message will be printed to
indicate the time, location, and total amount of the surcharge. The
pipe will remain full until the stored water is completely drained.
Subroutine GRAPH
This subroutine, a part of the Executive Block, is called directly by
the RUNOFF subroutine. For further description see Section 2.
45
-------
C
ENTRY
SURCHARGE
Figure 3-6. SUBROUTINE GUTTER
46
-------
Subroutine SFQUAL f5)
The surface quality program simulates the removal of pollutants from
the ground surface and from catchbasins by storm water runoff. This
program is driven by the RUNOFF subroutine. It is called after
HYDRO completes its task of computing runoff- hydrographs for each
inlet.
This subroutine has the capability of computing the BOD, suspended solids,
and coliforms carried by the runoff for 50 inlets. Each inlet can have
as many as five separate subareas contributing to it, each one having a
different type of land use.
A flow chart of the program is shown in Figure 3-7. The general infor-
mation for computation instructions is read first, e.g. , number of sub-
areas, inlets, time-steps. Data which are general for the total system
are read next. General computations are made including initializing all
variables.
The next step in the program is to read specific subarea information so
that the quantities of pollutants on their surface prior to the start
of the storm are set. The runoff values obtained from HYDRO are
read for every inlet in each time-step. Pollutant removals for each
subarea are computed. The removals in each subarea during each time-
step are added for the subareas having a common inlet point.
Pollutants removed by the runoff for each inlet area are written for
each time-step. Total pollutant quantities removed from each inlet area
47
-------
'LOOP
AVERAGE
%%y
i
O.OOP
Figure 3-7. SUBROUTINE SFQUAL
48
-------
are also written. Pollutant quantities on the surface prior to the
start of runoff are written so that a comparison may be made between
pollutant quantities available and those removed.
INSTRUCTIONS FOR DATA PREPARATION
Instructions on the use of the Runoff Block are divided into two
sections, surface flows and surface quality.
Surface Flows
Use of the surface flows portion of the Runoff Block requires three
basic steps:
Step 1 - Geometric representation of the drainage basin
Step 2 - Estimate of coefficients
Step 3 - Preparation of data cards for the computer program.
Step 1 - Method of Discretization. Discretization is a procedure for the
mathematical abstraction of the physical drainage system. For the
computation of hydrographs, the drainage basin may be conceptually
represented by a network of hydraulic elements, i.e., subcatchments, gutters,
and pipes. Hydraulic properties of each element are then characterized by
various parameters, such as size, slope, and roughness coefficient.
Discretization begins with the identification of drainage boundaries,
the location of major sewer inlets, and the selection of those gutters/pipes
to be included in the system. This is best shown by an example.
Figures 3-8 and 3-9 indicate possible discretizations of the Northwood
section of Baltimore. In Figure 3-8, a "fine" approach was used result-
ing in 12 subcatchments and 13 pipes leading to the inlet. In Figure 3-9,
49
-------
•DRAINAGE AREA BOUNDARY
SUBCATCHMENT BOUNDARY
3 SUBCATCHMENT NUMBER
Source: L. S. Tucker, "Northwood Gaging Installation,
Baltimore-Instrumentation and Data" (Ref. 1).
Figure 3-8. NORTHWOOD (BALTIMORE) DRAINAGE BASIN "FINE" PLAN
50
-------
Rain Gage *2
o
• • WMI**^»JH
-Cr«ek
DRAINAGE AREA BOUNDARY !
^••—» SUBCATCHMENT BOUNDARY
STORM CONDUIT
INLET
SUBCATCHMENT NUMBER
Source: L. S. Tucker, "Northwood Gaging Installation, Baltimore-
Instrumentation and Data," (Ref. 1).
Figure 3-9. NORTHWOOD (BALTIMORE) DRAINAGE BASIN "COARSE" PLAN
! :
-------
a "coarse" discretization was used resulting in 5 subcatchment areas and
no pipes or gutters. In both cases, the outfall to the creek represents
the downstream point in the Runoff Model. This could lead, in a larger
system, to inlets in the Transport Model. The criteria for breaking
between major sewer lines (Transport Model) and the Runoff Model are
determined by three factors:
1. If backwater effects are significant, the Transport Model must
be used.
2. If hydraulic elements other than pipes and gutters, such as
pumps, are used, the Transport Model is required.
3. At the point where the water quality constituents are
introduced and are to be routed, the Transport Block must be
used since the Runoff Block is not able to route contaminates
through a pipe network.
Subcatchments are idealized rectangular areas with uniform slope and
groundcover, i.e., asphalt, concrete, or turf. Each subcatchment has
unique properties in terms of slope and groundcover. Thus, the roof of a
house may be represented by two subcatchments because the water drains
in two different directions, even though both units have the same ground-
cover and absolute ground slope. Likewise, dirt and pavement can be
treated separately because of the difference in groundcover.
While the subdivision described can be taken to infinitesimal detail in
theory, computation time and manpower requirements become prohibitive in
practice. No ready rule for the subdivision can be offered, but a minimum
of five subcatchments per drainage basin is recommended. This permits
flow routing (time offset) between hydrographs.
52
-------
Step 2 - Estimate of Coefficients. Coefficients and parameters necessary
to characterize the hydraulic properties of a subcatchment include surface
area, width, ground slope, roughness coefficient, detention depth,
infiltration rate, and percent imperviousness. Since real subcatchments
are not rectangular areas experiencing uniform overland flow, average
values must be selected for computation purposes.
For the roughness coefficient, one can use the values given in Table 3-1,
as suggested by Crawford and Linsley (Ref. 2). Detention depths are
taken by the program as l/16th-inch for impervious areas and 1/4-inch
for pervious areas, unless specified at other values by the user. The
infiltration rate can be estimated from "standard infiltration capacity
curves" shown in Figure 3-10, which was produced by the American Society
of Civil Engineers (ASCE). Infiltration is important only in pervious
areas. Resistance factors for the pervious and impervious parts of a
subcatchment are specified separately with default values of .250 and
.013 (Manning's n for overland flow) being taken in the absence of other
information.
Step 3 - Data Card Preparation. The data cards should be prepared according
to Figure 3-11 and Tables 3-2 and 3-3 found at the end of this subsection.
Figure 3-11 shows the layout of the data cards, including those for the
quality routine, in the order in which they must appear. Tables 3-2
and 3-3, respectively, show how the data cards are to be punched and
list the description of variables used in this program Block.
53
-------
Table 3-1. ESTIMATE OF MANNING'S ROUGHNESS COEFFICIENTS
Ground Cover
Manning's n for
Overland Flow
Smooth asphalt
Asphalt or concrete paving
Packed clay
Light turf
Dense turf
Dense shrubbery
and forest litter
0.012
0.014
0.03
0.20
0.35
0.4
Source: N. H. Crawford and R. K. Linsley, "Digital
Simulation in Hydrology, Stanford Watershed Model IV
(Ref. 2).
(star.Sard curve) 1 , ,Sandy soil areas (high-rate Curve
i ' i i ' i ( i
~ ~ '-•-•-• ? \ ~ industrial and commercial artist reduced curve)
I- {---+ Hi f
0 10 ?0 30 40 bO 60 70 80 90 100 110 120 130 140 1M 160 170 180
Source: American Society of Civil Engineers,
Manual of Engineering Practice No. 37,
1960 (Ref. 3).
Figure 3-10. STANDARD INFILTRATION-CAPACITY
CURVES FOR PERVIOUS SURFACE
54
-------
The first step in the data preparation is the determination of the
number of time-steps to be used and the length of each time-step.
The time-step length is usually 5 or 10 minutes but may range from
I to 30 minutes, depending on the length and intensity of storm and
the degree of accuracy required. The number of time-steps is limited
to a maximum of 150 and should extend past the storm termination
sufficiently to account for the storm runoff. Along with the input of
time-steps, the number of hyetographs for the drainage basin is needed.
The rainfall data cards are then prepared for each hyetograph from
rainfall records or are assumed if a hypothetical test case is being
run. The time interval need not be the same as in the flow and quality
portion of the Block. The major preparation is forming the tree
structure sewer system and dividing the drainage basin into subcatchments.
The sewer network is obtained from sewer maps. Pipes smaller than
2-3 feet with no backwater effects, flow dividers, or lift stations
are usually designated as gutter/pipes for computation by the Runoff
Block. These pipes are not connected to one another by manholes but
join directly and lead to an inlet manhole for further routing by
TRANSPORT. Once the sewer system is labeled with numbers less than
1,000, the subcatchment areas are formed reflecting the existing sewer
network, ground cover, and land slope. Data cards are then made up for
each numbered subcatchment, defined by its width, area, slope, percent
imperviousness, etc., along with the gutter/pipe or inlet manhole into
which the flows are routed. Next, the gutter/pipe cards are punched
giving the required information.
55
-------
the final data cards for the surface flow portion of the block are output
control cards. The first two, NSAVE and ISAVE(I), designate the inlet
manholes to which enter flows and pollutants are routed for further simu-
lation by the Transport Block. The last four cards are for printing and
plotting out inlet hydrographs and pollutographs for the user.
Surface Quality
Data input to this surface quality program are prepared at the same time
as the rest of the Runoff Block. Thus, when an inlet drainage basin is
selected, it may be subdivided into areas containing a single type of
land use. Five land uses which may be modeled are: single family resi-
dential, multi-family residential, commercial, industrial, and undeveloped
or parklands.
Once the basin is broken into subareas the number of areas, along with
other control information such as start time, number of time-steps, and
print control, is specified on the first SFQUAL data card. The time
interval and number of time-steps to be modeled depends on the interval
and length of runoff values provided. Time-steps in multiples of those
for which runoff values are provided may be used if desired, but will
usually be the same as for subroutine RUNOFF. The actual format for the
data cards is shown in Table 3-2.
The program may be used with runoff from a design storm or an actual
storm. If an actual storm is being modeled, the number of dry days prior
to that storm is determined from rainfall records. Otherwise, the number
of dry days is part of the information associated with a design storm.
56
-------
In determining dry days from actual storms the real number of continuous
antecedent days without rainfall should be increased to allow for
residual surface solids from the earlier storms. A suggested starting
estimate for dry days is the total consecutive antecedent days until the
sum of daily rainfalls equals or exceeds 1.0 inch. If a sizable storm
(rainfall greater than 0.3 inch) occurs within the four days prior to
the test storm the earlier storm should also be modeled. The equivalent
dry days should then be calculated using the actual surface residual
plus the between-storm accumulation.
The data needed on the frequency of street cleaning and the number of
passes made by the sweeper can be found from a public works department.
The number of catchbasins (gutter inlets) per acre may be estimated
from visual observation or obtained from a public works department.
The volume of liquid remaining in the catchbasins may be found by analysis
of the construction drawings. The BOD of the remaining liquid can be
estimated or measured.
The last data cards, each defining an individual subarea, provide the
model with the subarea number, the inlet manhole number receiving the
pollutant outflows, type of land use, area, and the length of gutters
for each area. Land use information may be obtained from a governmental
planning department, direct observation, or by other means. The length
of gutters within each subarea may be obtained by scaling them from a
street map.
57
-------
y
(
SURFACE QUALITY CARDS
r
PLOT CONTROL CARDS
r
PRINT CONTROL CARDS
r
INLET MANHOLE SAVE CARDS
BLANK CARD
GUTTER/PIPE CARDS
BLANK CARD
SUBCATCHMENT CARDS
RAINFALL DATA
INLET, NSTEP, NHR, NMN, DELT, NRGAG
TITLE CARD
RUNOFF (READ IN EXECUTIVE BLOCK)
Figure 3-11. DATA DECK FOR THE RUNOFF BLOCK
58
-------
Table 3-2. RUNOFF BLOCK CARD DATA
Card Card Variable
Group Format Columns Description Name
1 20A4 Title cards: two cards with heading TITLE
to be printed on output.
2 Control card: one card.
215 1-5 Number of inlets. INLET
6-10 Number of time-steps to be calculated. NSTEP
13 11-13 Hour of start of storm (24-hour clock). NHR
12 14-15 Minutes of start of storm. NUN
F5.1 16-20 Integration period (rain). DELT*
IS 21-25 Number of hyetographs. NRGAG
F5.0 26-30 Percent of impervious area with zero PCTZER
detention (immediate runoff) .
3 Rainfall control card.
15 1-5 Number of data points for each NHISTO
hyetograph.
F5.0 6-10 Time interval between values (min) . THISTO *
REPEAT CARD GROUP 4 FOR EACH HYETOGRAPH.
4** Rainfall hyetograph cards: 10 intervals
per card.
10F5.0 1-5 Rainfall intensity, first interval RAIN(l)*
(in. Air) .
6-10 Rainfall intensity, second interval RAIN (2)*
(in./hr) .
11-15 Rainfall intensity, third interval 5AIN(3)*
(in./hr).
16-20 Rainfall intensity, fourth interval RAIN (4)*
(in./hr) .
REPEAT CARD 5 FOR EACH SUBCATCHMENT .
5 Subcatchment cards (315, 10F5.0, F10.5):
one card per aubcatchracnt.
315 1-5 Hyetograph number (Based on the order in OK
which they are read in) .
Default
Value
none
none
none
none
none
none
none
25.0
none
none
none
none
none
none
1
•Decimal point should be punched in this field.
**pioblems occxir when 0.0 rainfall occurs several time-stops before the actual start of the
rainfall (the computer underflows).
NOTE: All non-decimal numbers roust ba right-justified.
59
-------
Card card
Group Format Columns
6-10**
11-15**
10F5.0 16-20
21-25
26-30
31-35
36-40
41-45
46-50
51-55
56-60
61-65
F10.5 66-75
6
7
415 1-5
5-10
11-15
16-20
7F8.0 21-28
29-36
37-44
45-52
53-00
61-68
69-76
Description
Subcatchment number.****
****
Gutter or manhole number for drainage.
Width of subcatchment (ft).***
Area of subcatchment (acres) .
Percent iraperviousness of subcatchment.
Ground slope (ft/ft) .
Impervious area \
s Resistance Factor.
Pervious area J
Impervious area "1 _
r I Retention storage
Pervious area j
Maximum infiltration rate (in./hr) .
Minimum infiltration rate (in./hr) .
Decay rate of infiltration (I/sec) .
Blank card to terminate subcatchment cards
one card.
REPEAT CARD 7 FOR EACH GUTTER/PIPE
Gutter/pipe cards: one card per gutter/
pipe (if none, leave out) .
Hyetograph number.
Gutter number.
Gutter or manhole number for drainage.
J = 1 for gutter
(_ = 2 for pipe.
Bottom width of gutter or pipe
diameter (ft).
Length of gutter (ft) .
Invert slope (ft/ft).
Left-hand side slope (ft/ft) .
Right-hand side slope (ft/ft).
Manning's coefficient.
Depth of gutter when full (in.).
Variable
Name
N
NGOTO
KWIDTH=WI*
WAREA =W2*
PCIMP =W3*
WSLOPE=W4*
W5 =W5*
W6 =W6 *
WSTORE=H7*
WSTORE=W8*
WLMAX =W9*
WLMIN =W10*
DECAY =W11*
:
NHYET
N
NGOTO
NP
GWIDTH=G1*
GLEN =G2*
GSMPE=G3*
GS1 =G4*
GS2 =G5*
GN =G6*
DFULL =G7*
Default
Value
none
none
none
none
none
0.030
0.013
0.250
0.062
0.184
3.00
0.52
0.00115
none
none
none
none
none
none
none
none
none
none
10
•Decimal point should be punched in this field.
**Necd one inlet or gutter/pipo for each .subcatchment basin.
***Twicc the length of main drainage pipe through the subcatchment.
**.*'Maximum number - 160.
60
-------
Table 3-2. (continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
Default
Value
8*
Blank card to terminate gutter cards:
one card.
Manhole save control: one card.
15 1-5 Number of inlet manholes for which
entering flows are to be saved on
peripheral storage for TRANSPORT.
11
215
13
NSAVE
10
1615 1-5
6-10
11-15
'
IF NSAVE-0, SKIP CARDS 10
Manhole save cards: 16 values per cajfd.
ISAVE(l)
Inlet manhole numbers for which entering ISAVE(2)
> flows are saved (same elements that are
used by TRANSPORT) . ISAVE (3)
•
ISAVE (NSAVE)
none
none
none
none
1-5
6-10
Manhole print control: one card.
Number of inlet manholes for which
entering flows are to be printed .-
NPRNT
Number of time-steps between printings. INTERV
12
1615 1-5
6-10
11-15
-
IF NPRNT=0, SKIP CARDS 12
Manhole print cards: 16 values per card.
IPRNT(l)
Inlet manhole numbers for which ipwr(2}
entering flows are to be printed. HNT(2J
IPRNT(3)
IPKNTHNPRNT)
none
none
none
none
Manhole plot control: one card.
1-5 Number of inlet manholes for which NPLOT"
entering flows are to be plotted
(maximum = 25) .
6-10 Number of curves per figure (maximum NPCV
= 5).
*Need this card even though there are no gutter/pipe cards.
**(NPOL + 1)(NPLOT) cannot exceed 150 without changing variable YT(160, 150) size in
Common block.
61
-------
Table 3-2. (continued)
Card
Group
14
15
16
17
Card
Format Columns
1CI5 1-5
6-10
11-15
•
215 1-5
6-10*
F5.0 11-15*
415 16-20*
21-25*
26-30*
31-35
2F10.0 1-10
11-20
15 21-25
3F10.0 1-10
11-20
21-30
Variable
Description Name
IF NPLOT=0, SKIP CARDS 14.
Manhole plot cards: 16 values per card.
IPLOT(l)
Inlet manholes in which entering IPLOT(211
flows are to be plotted.
IPLOT(3)
IPLOT(NPLOT)
THE FOLLOWING CARDS ARE SURFACE QUALITY
DATA.
Control card.
Number of subareas (may exceed number of KTNUM
subcatchments due to multiple land uses)
(maxinum = 160) .
Number of inlets. NINLTS
Time interval (min). DT
Hour of start of storm (24-hr clock) . KHOUR
Minute of start of storm. KMIN
Number of time-steps. NTSTEP
Use 1 for printing output in sentence NPRINT
form, 0 for printing in table form.
Cleaning data card.
Number of dry days prior to this storm DRYDAY
in which the accumulative rainfall is
<1.0 in.
Cleaning frequency (days) . CLFREQ
Number of street sweeper passes. NOPASS
Catchbasin data card.
Number per acre. CBDEN
Concentration of BOD (mg/L) , of the CBBOD
stored water in each catchment basin.
Stored volume in each catchment basin CBVOL
(gal.)
Default
Value
none
none
none
none
none
none
none
none
none
none
none
none
none
none
none
nono
none
*These values must be tho same as in card group 2.
62
-------
Table 3-2. (continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
Default
Value
REPEAT DATA CARD 18 FOR EACH SUBAREA.
(Maximum = 160 subareas).
Subarea data card.
315 1-5 Number of this subarea. KNUM
6-10 Inlet number of this subarea.* INPUT
11-15 Land use KLAND
=1 for single family residential
«=2 for multi-family residential
=3 for commercial
=4 for industrial
=5 for undeveloped or park lands.
2F10.2 16-25 Area of this subarea (acres) . ASUB
26-35 Total length of gutters for each subarea GUTTER
(hundreds of ft) .
none
none
none
END OF RUNOFF BLOCK CARDS.
*A11 subareas with the same inlet member mist be placed together and these groups must be in the
order in which thp inlets are saved as described by card group 10.
63
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Table 3-3. RUNOFF BLOCK VARIABLES
Variable
Nam C*
A
ASUB C
ATOT C
AVAIL
AVCPLO C
AXO
AX1
B
BOD C
BOONS
C C
CBASTN C
CBBOD
CBCENT
CBDEN
CBINC C
CBLBS C
CBNUM
Description
ES removing coefficient
Area of subarea
Total area of subarea draining to all inlets
Fraction of total dust and dirt available at
start of time-step
Average runoff within a time-step
Trapezoidal cross-sectional area, starting
Trapezoidal cross-sectional area, final
SS removing coefficient
BOD removed at each time-step to the inlet
Non-soluble BOD from dust and dirt removed
during each time-step
Removing coefficient
BOD renoved during one tine-step including both
catchbasin and surface area
Concentration of BOD in each catchbasin
Pollution renoved from the catchbasin
Density of catchbasin
BOD removed from catchbasins during one tine-
step
BOD remaining after each time-step
Number of catchbasins within a subarea
•C - Variable names shared in common blocks.
Variable
Units Name C*
CBSUH C
acre CBVOL
acre CCOLI C
CLEAN
cfs CLFREO
sq ft CONBOD
«q It
CONCSS
CONVER
CONV2
Ib/DT
CURVE
Ib/DT
D
DAX1
Ib/DT DCORR
mg/L DD
DDELV
No. /acre DECAY C
DEL
Ib/DT
DELD C
Ib
DELR
DELT C
DELT2 C
DELV
Description Units
Sum of the drainage to catchbasin in each time-step gal.
Volume of liquid remaining in a catchbasin gal.
Concentration of coliform bacteria of a subarea
during one time-step MPN/100 ml
Number of cleanings since last storm
Frequency of street sweepings
Average concentration of BOD during each time-
step mg/L
Average concentration of SS during each time-step mg/L
Factor for converting Ib/DT/cfs to mg/L
Integer that converts flow unit from cfs to
100 ml/min
Name of subroutine
Computational variable, internal
Change in trapezoidal cross-sectional area sq ft
Time-step water depth f
Dust and dirt accumulation rate for each subarea
Rate of change in volume change
Exponential decay rate for infiltration I/sec
Time-step change in depth of watershed flow
Instantaneous pipe diameter in radians radian
Newton-Raphson change in depth for correction
Integration time interval sec> min
One half of a timerstep ttin
Average volume change
-------
Table 3-3 (continued)
Variable
Name
DP
DFLOWl
DFULt.
DO
DRAIN
DRYDAY
DT
DUMMY
DWP1
Dl
E
ENDTIM
ERROR
ERT
EXPON
F
F
FLOW
FLO WO
FLOW1
GCON
GDEPTH
C* Description
Sun of volume change plus flow change times time
Change in flow
Gutter's maximum depth (for pipes DFULL » 2.62)
Instantaneous depth
Runoff to each catchbasin during each time-step
Number of dry days prior to storm
Tine-step interval
C Dummy common block
Change in wetted perimeter
Estimated final depth
Hundred tines average runoff
Time of simulation, 24 hour clock
Name of error statement
Computational variable
Computational variable
Newton-Raphson volume correction (WSHED)
ss removed during one time-step (SFQUA.L)
Average flow
starting flow
Final flow
C Manning's equation less hydraulic radius
C Instantaneous gutter depth
Variable
Units Name
CFLOW
GLEN
in. 04
ft GRAPH
gal. GS
days GSLOPE
mln GS1
GS2
GUTTER
in. GWIDTH
Gl
G2
hr
G3
G4
GS
G6
G7
Ib/DT
HCURVE
Cfs
HGRAPH
Cfs
cfs H1STOG
HORIZ
in.
C* Description
C Gutter flow
C Length of gutter/pipe
C Manning's roughness coefficient
XF Name of subroutine
Factor in a geometric series
C Slope of gutter/pipe
C Gutter side slope, left
C Gutter side slope, right
C Length of gutter in subarea
C Pipe diameter or gutter width
Read in value of bottom width of gutter or
pipe diameter
Read in value of length of gutter
Read in value of invert slope
Read in value of left-hand side slope
Read in value of right-hand side slope
Read in value of Manning's coefficient
Read in value of depth of gutter when full
Name of subroutine
C Magnitude of variable to be printed in vertical
coordinate of the curve
C Length of histogram expressed in time
C Horizontal title unit of hydrograph in time
Units
cfs
ft
ft/ft
ft/ft
ft/ft
lOD-ft
ft
ft
ft
ft/ft
ft/ft
ft/ft
in.
sec
hr
-------
Table 3-3 (continued)
CTi
Variable
Name C*
HTIHE C
HYDRO
1
IX
IPLG
IPPBNT
I HOUR
II
IJ
IK
IKOUNT C
IMIN
INCNT C
IND
INLET
INPT
INPUT C
INTCNT
INTERV C
IOUTCT C
IPOINT C
I PHUT C
Description
Tine interval to be printed in the horizontal
coordinate of the curve
Name of subroutine
Bookkeeping integer
Do loop counter
Surcharge indicator
Name of scratch tape
Hour of start of store, 24-hour clock
Bookkeeping integer
Bookkeeping integer
Bookkeeping integer
Minute of start of storm
Name of the tape
Bookkeeping integer, tine interval
Inlet number
Variable which transfer program from tape to
compiler
Inlet number
Printing counter
Interval integrization cycles for printed
hydrographs
Name of the tape
Internal pointer
Points for which hydrograph will be printed
Variable
Units Name
I SAVE
ISKIP
ISUB
J
JIN
JJ
JK
hr
JKL
JN
JOUT
JT
min
K
KHOUK
KK
KI.
K1AND
KHIN
KNUM
KOUNT
KSKIP
KSPOT
KTNOH
KTSTEP
C* Description Units
C Points for which hydrograph will be saved
Number of inlets minus one
Bookkeeping integer
Bookkeeping integer
C Name of input tape
Bookkeeping integer
Bookkeeping integer
Do loop counter
C Number of input manholes
C Name of output tape
Bookkeeping integer
Bookkeeping integer
Hour of start of storm, 24-hour clock
Bookkeeping integer
Do loop counter
C Land use
Minute of start of storm niin
C Temporary subarea number reset to inlet number
Computational counter
Do loop counter for SKIPN
Bookkeeping integer
Number of subarea
Time-step counter
-------
Table 3-3 (continued)
Variable
Name C*
L
LL
H
MKDUNT
MM
N
NAHEH C
MCLEAN
NEW
NEXDAY
NG C
NGAGP
NGOTO
NGTOG C
NGTOI C
NGUT C
HHISTO C
NHR
NHYET C
NIK C
Description
Bookkeeping integer
Bookkeeping integer
Bookkeeping integer
Computational counter
Bookkeeping integer
Bookkeeping Integer
External subcatchment number
Number of cleanings since last storm
Bookkeeping integer
Number of days after start of storn simulation
ends
Number of gutters
Number of graphic point
Gutter number to which watershed drains
Gutter connections
Inlet connections
Bookkeeping integer
Number of rainfall time interval
Hour of the start of storn
Number of hyetograph
Maximum number of gutters draining to gutter.
and watersheds draining to gutter
Variable
Units Name
MING
N1NLTS
NKN
NOG
MOLD
HOP ASS
NOUT
NP
NPG
NPEINT
NPRNT
day NPT
NQUAL
NRAIN
NRANVL
NRGAG
HSH/E
NSCRAT
NSIIED
hr
NSPOT
NSTEP
NSTOP
NTJUEH
C*
c
c
c
c
c
c
c
c
c
c
c
Description Units
Do loop counter
Total number of inlets
Minutes oC the start of storn nin
Total number of gutters/pipes
Bookkeeping integer
Number of street sweeper passes
Output file variable
Read in value of NPG
Control switch for type of gutter, Irregular,
2=pipe , J=durarr/ corrected directly to inlet
Number of time-steps between printing
Number of points where hydrographs are printed
Number of points to be plotted
Number of quality constituents used as zero in
Runoff quantity
Number of rainfall
Rain data points limiter
Number of hyetographs
Nunbei of points where hydrographs are saved
Name of the tape
Number of the watershed
Bookkeeping integer
Number of time-steps
Error switch
Hour of day of simulation [24-hour clock) hr
-------
Table 3-3 (continued)
ID
Variable
Name C*
NTO.UU.
NTSTEP
NTYPE
NUSTEP
NW C
NWTOG C
NWTOI
NX
ORIZ
OUTFLW C
P
PCIMP C
PCNTCB
PCNTSS
PCTBOD
PCTZER C
PO C
POCB
POOCB
Description
Scratch output file indentifier
Number of time-steps modeled
Number of types
Number of printed hydrograph points
Number of watershed
Gutter connection
Inlet connection
Bookkeeping integer
Horizontal title unit for hydrograph in
time
Flow out of the gutter
Percent imperviousness of watershed
Percent removal of BOD by catchbasin of one
subarea
Percent removal of SS from total dust and dirt of
one subarea
Percent removal of BOD from available surface BOD
of one subarea
Percent of impervious area with zero detention
depth
Soluble BOD in dust and dirt
Total BOD available from catchbasins
BOD available in each catchbasin at start
Variable
Unit* Name
POP
POPSS
QIN
QSUR
KUDO
RAD1
CfS RAIN
REFF
hr
RE HDD
cfs RHYDRO
RI
RLOSS
% RUNCFS
RUNOFF
RUNTMP
SFCOLI
SFQUAL
% SKIP1
lb SKIP2
lb SKIP3
lb
C* Description
C BOD removed from dust and dirt during one time-step
C SS removed during one time-step
C Input from upstream gutter
C Surcharge
Starting hydraulic radius
Final hydraulic radius
C Rainfall
Street sweeper removal efficiency
C Remaining dust and dirt after each time-step
Name of subroutine
C Instantaneous rainfall rate
C Infiltration loss, instantaneous
C Instantaneous runoff for each inlet
Average runoff over a time-step
C Flow entering input manholes
C Total coliform in runoff
Name of subroutine
Scratch tape variable, unformatted
Scratch tape variable, unformatted
Scratch tape variable, unformatted
Units
lb/DT
U)/DT
cfs
cf
ft
ft
in./hr
percent,
decimal
lb
in./hr
in./hr
cfs
in./hr
cfs
HPN/min
-------
Table 3-3 (continued)
Variable
Name
SKIP4
SKIPS
SKIP6
SKIP?
SS
SUMBOD
SUHCB
SUMOD
_, SUM1
o
SUMOFF
SUHOW
SUHR
SUMST
T
TAREA
TBOO
TCBAST
TCBINC
TCCOLI
TGS
THISTO
C*
C
c
c
c
c
c
c
c
c
Description
Scratch tape variable, unformatted
Scratch tape variable, unformatted
Scratch tape variable, unformatted
Scratch tape variable, unformatted
Suspended solids
Sum of total surface BOD in each area
Sum of total BOD in catchbasins
Sum of the dust and dirt
Total infiltration into ground
Total gutter flow 8 inlet manhole
Total flow for each subcatchment
Total rainfall
Total surface storage
Time-step interval
Total area
Total BOD in surface runoff
Total BOD removed for each inlet
inlet
Total concentration of conform during one
time-step
Sum of the gemetric series plus 1.0
Time of rainfall time intervals
Units
Ib
Ib
Ib
Ib
cf
Cf
cf
cf
ef
hr
acres
Ib
Ib
Ib
NPN/
100 ml
Bin
Variable
Name C*
TIME C
TIMEM
TIMES
T1ME2 C
TITEL
TITL
TITLE C
WAX
TMINS
TOTDD C
TPCBOO
TPCTBO
TPCTCB
TPCTSS
TPOP C
TPOPSS C
TPTBOD
TRAIN C
TSEC
TSMBD
Description Unit*
Time see
Time of simulation (24-hour clock) min
Time of simulation (SFO.UAIO sec
Time minus half-step sec
Description of curve in horizontal coordinates
Description of curve in vertical coordinate
Description of problem
Maximum time to be printed in curve hr
Time-step interval min
Total dust and dirt on ground at start of storm
for each inlet Ib
Percent of total BOD removed from each area %
Total percent removal of BOD from catchbasin of
all areas %
Total percent removal of BOD from catchbasin and
surface of all areas %
Total percent removal of SS from surface of all
areas %
Total BOD removed from dust and dirt for each inlet Ib
Total SS removed for each inlet Ib
Total percent removal of BOD from surface of all
areas »
Time when rainfall ends min, sec
Time-step interval sec
Sum of total BOD for the study area Ib
-------
Table 3-3 (continued)
Variable
Nana C*
TSUHCB
TSUMDD
TTCBNC
TTCBST
TTPOP
TTPPSS
TZERO
VER
VERT C
WAR
HAKEA C
HCON C
HDEPTH C
VFJJ3
HFITIH C
WIXAX C
W1HIH C
HN C
WPO
WP1
Description
Sum of the original dust and dirt available in
the catchbasin
Sun of the original dust and dirt available on
surface drainage area
Total removal of BOD from all of catchbasin and
surface area
Total removal of BOD of all caVchbaaina
Total removal of BOD from all surface area
Total removal of SS of all areas
Starting time of the hydrograph
Vertical title unit for hydrograph
Vertical title unit for hydrograph
Impervious area of watershed with immediate runoff
Units
Ib
Ib
Ib
Ib
Ib
Ib
sec
in./hr
tn./hr
sq ft
Area of watershed acres, sq ft
Modified Manning's equations, impervious and
pervious portions of watershed
Instantaneous depth on watershed
Average watershed flow during time interval
Instantaneous flow fron watershed
Maximum infiltration rate
Minimum infiltration rates
Duramy variable
Wetted parameter, starting
Wetted parameter, final
ft
cfs
cfs
in./hr
in./hr
ft
ft
Variable
Name C*
WSHED
WSLOPE C
WSTORE C
WWIDTH C
Wl
H2
H3
H4
MS
we
H7
MB
W9
W10
Wll
X C
XLAB C
Y
YLAB C
Description
Name of subroutine
Average slope of watershed
Minimum and maximum storage depth on surface of
watershed
Average width of watershed
Read in value of the average width of watershed
Read in value of the area of watershed
Read in value of the percent of intperviousness
Read in value of slope of watershed
Resistance factor for impervious area
Resistance factor for pervious area
Retention storage for impervious area
Retention storage for pervious area
Read in value of maximum infiltration rate
Read in value of minimum infiltration rate
Read in value of decay rate of infiltration
Number of time interval used in the horizontal
coordinate
Minimum point in the horizontal scale
Number of point used in the vertical coordinate
Minimum point in the vertical scale
Units
ft/ft
ft
ft
ft
acre
t
ft/ft
in.
in.
in./hr
in./hr
I/sec
-------
EXAMPLES
Two examples are given, one for rainfall runoff and the other for quality
runoff.
Example 1 - Surface Flows
The "fine" schematization of the Northwood (Baltimore) test area is used
as an example; the area is shown in Figures 3-8 and 3-12. A sample of
the data cards is shown in Table 3-4. Selected output pages are repro-
duced in Tables 3-5 through 3-10 and in Figures 3-13 and 3-14.
Example 2 - Surface Quality
A portion of a combined sewer area is shown in Figure 3-15. It is a copy
of a U.S. Geological Survey topographic map (7-1/2 minute). The drainage
basin was determined for the Runoff program as was the inlet numbering.
As an example consider only one of the numbered inlets for a computer run.
The land use for the area draining to inlet number 65 was determined by
zoning maps. This information is used to determine the subareas (each
having one type of land use) within each inlet drainage basin. The area
of each subarea and the length of gutters within it are measured from the
map. The subareas of inlet drainage basin 65 and the input data for this
basin are also shown in Figure 3-15. The subareas are numbered for infor-
mational purposes only (i.e., they are not used in the execution of the
program).
Information about the number of catchbasins per acre and volume of liquid
remaining in the catchbasins was gathered from the public works department.
The average BOD of the liquid remaining in the catchbasins was estimated.
72
-------
For this example the catchbasin density is 1 per acre, the volume of
liquid remaining is 150 gallons, and the BOD is 100 mg/L.
The data for frequency of street sweeping and number of passes were
obtained from the public works department. For this example the frequency
is 14 days and there were two passes. The number of dry days preceding
the start of the runoff being modeled was found from rainfall records to
be 50 days.
The clock time of the start of rainfall was also determined from rainfall
records. The time-step to be used is that which the Runoff program used
or 10 minutes. The time selected will depend to some extent upon the
observed data used as input, i.e., rainfall, or that used to check output,
i.e., runoff hydrographs. The number of time-steps modeled here is 30,
or 5 hours. The runoff for each inlet was found from the Runoff program.
Sample input for this example is shown in Table 3-11 and the output for
the computer run made is shown in Tables 3-12 and 3-13.
73
-------
DRAINAGE AREA BOUNDARY
SUBCATCHMENT BOUNDARY
SUBCATCHMENT NUMBER
GUTTER /PIPES
GUTTER/PIPE NUMBER
76
Figure 3-12. NORTHWOOD (BALTIMORE) GUTTER/PIPES "FINE" PLAN
-------
Table 3-4. TYPICAL DATA CARDS
AFTERNOON STORM OF
RUNOFF BLOCK ONLY
1 100 1
/.n i .
DATA
8-1-65
1
CARD GROUP
NO.
\ 1
J
2
3
1.20 1.00 0.24 1.14 0.24 0.24 0.72 1.56 1.80 2.SB
3.06 3.54 2.56 2.94 e.]Q 0.84 0. 07
SO
HO
7
-------
Table 3-5. TYPICAL OUTPUT, GENERAL INFORMATIO1I
ENTRY HADE TO KUNOFF MOOtL
AFTERNCCN STC1RM OF 8-1-65
RUNOFF BLOCK ONLY
INLET
NUWRFR OF TIME STEPS 100
INTEGP1IIGN TME INTEkViL (MIMUTFS). 1.00
25.0 PERCENT OF IMPERVIOUS AREA Has JERO DETENT ICJN UfcPTH
FOR 60 RAINFALL STEPSi THE TIME INTERVAL IS 1 .00 MINUTES
FOR RA.INGAGE NUMBER 1 RAINFALL HISTOHY IS
1.20
3.06
C.72
C.18
C.O
0.0
1.C8
3.54
1.72
0. 12
0.0
O.G
0.24
?.55
1.02
0.06
0.0
0.0
1.14
Z. "34
0 .54
0.12
0.0
o.o
0.24
2. 10
0.36
0. 12
0.0
0.0
0.24
0.34
0. 10
0.06
0.0
0.0
0.72
0.96
0.74
0.0
0.0
n.o
1.56
1.80
0.30
0.0
0.0
0.0
1.80
1.38
0.42
0.0
0.0
0.0
2.58
1.20
0.24
0.0
0.0
0.0
-------
Table 3-6. TYPICAL SUBCATCHMENT OUTPUT
SUSAREA GUTTER WIDTH AREA
NUMBER OR MANHOLE (FT) (AC)
1
2
3
4
5
&
61
7
8
9
10
11
TOTAL
TOTAL
51
80
80
52
S3
63
60
67
70
72
77
75
NUMBER OF
TRIBUTARY
250.
430.
750.
120.
1200.
780.
550.
800.
230.
650.
800.
280.
SUBCATCHMENTS,
AREA I ACRES It
4.
9.
2.
4.
3.
4.
4.
3.
4.
4.
3.
3.
12
47
PERCENT
IMPERV.
58.0
60.0
36.0
69.0
99.0
71.0
99.0
85.0
48.0
95.0
49.0
87.0
.41
SLOPE
IFT/FTI
0.030
O.OJO
0.030
0.0)0
0.030
0.030
0.030
0.030
0.030
0.030
0.030
0.030
RESISTANCE FACTOR
IMPfcRV.
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
PERV.
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
SURFACE STORAGE (INI
IKPERV.
0.062
0.062
0.062
0.062
0.062
0.062
0.062
0.062
0.062
0.062
0.062
0.062
PtRV.
0. 184
0. 184
0.184
0.164
0.184
0.184
0. 164
0.184
0.184
0.184
0.184
0.184
INFILTRATION RATEUN/HRI
MAXIMUM
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
MINIMUM
0.52
C.52
0.52
0.52
0.52
0.52
0.52
0.52
0.52
0.52
0.52
0.52
DECAY RATE
0.00115
0.00115
0.00115
0.00115
0.00115
0.00115
0.0011S
0.00115
0.00115
0.00115
0.00115
0.00115
GAGE
NO
1
1
1
1
1
1
1
1
1
1
1
1
Table 3-7. TYPICAL GUTTER/PIPE OUTPUT
GUTTER
NUMBER
51*
52*
53*
60*
63*
66*
67*
TO*
72*
77*
76*
75*
eo*
GUTTER
CONNECTION
SO
BO
76
76
60
60
66
66
76
76
52
52
0
WIDTH
(FT)
i.a
3.5
1.3
2.5
1.8
2.0
1.5
1.5
2.0
1.5
2.8
1.5
4.0
LENGTH
IFT)
260.
•»20.
600.
470.
810.
150.
420.
150.
335.
550.
219.
290.
121.
SLOPE
(FT/FT)
0.020
0.007
0.041
0.040
0.040
0.096
0.026
0.010
0.0)6
0.040
0.043
0.040
o.ooa
SIDE
L
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
SLOPES
R
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
MANNING
N
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.012
OVEKFLOM
I INI
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0,0
0.0
0.0
0.0
0.0
0.0
TOTAL NUMBER OF GUTTERS/PIPES, 13
ASTERISK C*) DENOTES CIRCULAR PIPE, DIAMETER-.WIDTH.
-------
Table 3-8. CO.'IPUTSD ARRANGEMENT OF CUBCATCHMSNTC AND GUTTER/PIPES
-J
03
ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES
GUTTER TRIBUTARY GUTTER/PIPE
51
52 76 75
53
60 63 66
63
66 67 70
67
70
72
75
76 53 60 12 77
77
80 51 52
INLET TRIBUTARY CUTTER-PI PE-MANHOLE
1 80
TRIBUTARY SUBAREA
1
4
5
61
6
7
8
9
11
10
2 3
TRIBUTARY SUB ARE A
HYDROGRAPHS MILL BE STORED FOR THE FOLLOWING
80
I POINTS
-------
Table 3-9. PRINTED OUTPUT OF SELECTED HYDROGRAPHS
HVCROGRAPHS
TINE
0 5.00
0 1C. 00
0 15. CO
0 20.00
0 2!. 00
0 30.00
0 35.00
0 AC. CO
0 45. CO
0 *.C.OO
0 55.00
I C.O
1 5.00
1 10.00
1 15.00
1 20.00
1 25.00
1 30.00
1 35.00
1 40.00
ARE LISTED
52
1.15
12.99
59.59
39.38
24.43
13.30
T.81
4.40
2.54
1.64
1.13
0.83
0.63
0.49
0.39
0.32
0.26
0.22
0.19
0.16
FUR THE
so
0.74
T.ai
28.59
IT.bO
10.59
5.65
3.15
1.67
0.92
0.57
0.38
0.27
0.20
0.15
0.12
0.10
0.08
0.07
0.05
0.05
FOLLOWING
66
0.34
3.32
11.11
6.68
3.97
2.09
1.14
0.60
0.32
0.20
C.13
0.09
0.07
0.05
0.04
0.03
0.03
0.02
0.02
0.02
5 POINTS
76
1.14
12.40
49.56
29.96
18.2)
9.47
5.31
2.31
1.51
0.92
0.61
0.43
0.31
0.24
0.19
0.15
0.12
0.10
0.08
0.07
80
1.02
14. or
77. 3J
52.33
14.24
19.08
11.43
6.58
3.86
2.50
1.73
1.26
0.96
0.7%
0.60
0.48
0.40
0.14
0.28
0.24
Table 3-10. COMPUTED RAINFALL INFORMATION
TOTAL RAINFALL (CU FT) 105241.
TOTAL INFILTRATION (CU FT) 30579.
TOTAL GUTTER FLOW AT INLET (CU FT) A8199.
TOTAL SUKFACE STORAGE AT END OF STORM (CU FT I 6231.
ERROK IN CONTINUITY, PERCENTAGE OF RAINFALL, 0.22029
79
-------
5.QUO
-------
00
ICO.000
30.000
60.000
RUNOFF
IN
CFS
40.000
20.000
**
**
* *
* *
* *
* *
**
o.o ****** 1"
0.0 0.2
— I—
0.3
._| —
0.»
— I—
0.7
****************
— I ....(....••*«*««***•»*»*»*»***»»*•**»**«*****
0.6 1.0 1.2 1.3 l.S l.T
lift IN HOURS
Figure 3-14. TYPICAL OUTPUT HYDROGRAPH
-------
SCA1.E: 1 in
000 ft
INPUT DATA
Subarea number, KNUM = 1
Inlet point number, INPUT = 65
Land use, KLAND = 2 (multi-family residential)
Subarea area, ASUB = 351 acres
Gutter length, GUTTER = 1,716 hundred ft
Subarea number, KNUM = 2
Inlet point number, INPUT = 65
Land use, KLAND = 3 (commercial)
Subarea area, ASUB =15 acres
Gutter length, GUTTER = 72 hundred ft
Figure 3-15. SYSTEM REPRESENTATION OF THE EXAMPLE PROBLEM,
SELBY STREET, SAN FRANCISCO
82
-------
Table 3-11. EXAMPLE PROBLEM DATA INPUT, SURFACE QUALITY
DATA
CARD
GROUP
NO.
1
50.
1.
65
65
10.
8
55
2
30
100. 150.
2 351.00 1716.00
3 15.00 72.00
15
16
17
Table 3-12. EXAMPLE PROBLEM OUTPUT, SURFACE
QUALITY, GENERAL INFORMATION
NUMBER OP SUBA^eAS, KTNUM » 2
NUMiiEk Or INLETS, NINLTS = 1
TIKE INTERVAL (WIN), OT = 10.00
STORM START TIME (HR:MlN) = 8:55
DRYOAY =
50.t CLFREQ=
AVERAGE NO. CU/ACREr COUEN'
CB CONTENTS 8UD (KG/L)» CB300
CB STORED VOLUME (GALJt CiJVOL
14., NOPASS
1.
100.
150.
83
-------
Table 3-13. EXAMPLE PROBLEM OUTPUT, SURFACE QUALITY, CALCULATED VOLUMES
TOTAL QUANTITIES REMOVED FROM THE AREA SERVING INPUT NO. 65f
DURING EACH TIME INCREMENT FOR 30 TIME STEPS
oo
COMMERC
TIME
9: 5
9: 15
9:25
9:35
9:45
10: 5
10:15
10:25
10:35
10:45
10:55
11: 5
11:15
11:25
11 O 5
11:45
11:55
12:5
12:15
12:25
12:35
12:45
12:55
13: 5
13:15
13:25
13:35
13:45
J TO THIS
INLET
'.ILY RESIDENTIAL:
\L'
RUNCFS
CFS
0.00
0.00
0 .00
0.33
3.46
7.67
11.63
15.59
19.23
21.78
27.84
35.63
34. 18
41.32
52.67
71.47
02.57
08.00
60.94
46 .82
39.30
36.03
27.00
17.33
11.90
o.59
6.44
4.97
3.93
3.18
SUSPENDED
AKEA
ACRES
351.00
15.00
SOLIDS
(t>0?SS) CCO.NiCSS)
LBS/OT
0.00
0.00
0.00
3.27
82.24
515.00
1207.99
1474.09
697.29
451.47
462.83
633.16
721.53
809.24
1162.62
1864.93
2663.45
3049.20
2237.87
1191.65
790.86
617.79
445.97
249. 74
132.26
80.05
53.09
37.55
27.84
21.43
MG/L
0.00
0.00
0.00
529.13
1159. 11
2471. 75
3343.49
2892. 80
1069.73
580.07
498.27
532.89
552.12
572.56
660.77
002.50
923.65
954.94
C02. 63
590. 73
487. 72
435.20
377.96
300.94
241. 71
208.69
13d. 70
175.82
167.10
161.03
LENGTH OF
HUNDREDS
FIVE-DAY
(CBINCJ +
LBS/OT
0.00
0.00
0. 00
0.78
5.83
10.71
12.02
8. £!6
4.77
1.94
0.67
0.18
0.03
0.00
0.00
0.00
o.co
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
GUTTERS
OF FEET
1716.00
72.00
DUST
TO
t DIRT PR
STORM, LB,
60057
3615
BIOCHEMICAL OXYGEN DEMAND
{POP) =
LbS/UT
0.00
0 .00
U. 00
0.43
7. 5S
34.55
72.18
85.57
45.79
32.63
33.55
43. c>5
48.13
52.53
71.82
109.30
150.29
168.34
123.54
66 . -;o
44. S3
35.13
25.56
14.65
7.93
4. 94
3.33
2.33
1.73
1.38
(CBASTM)
L3S/OT
0.00
O.CO
0.00
1 .25
13 .30
45 . 26
84 .19
94.43
50. 56
34.57
34.21
43. 83
42.22
52 .53
71 .02
109 .30
150.29
163 .34
123.54
66 .90
44.83
35.13
25.56
14.65
7.98
4 .94
3 .33
2.3a
1 .70
1.38
( CONuOD)
MG/L
0.00
0.00
0.00
203.10
lao .5a
217.25
2J3.03
105.33
77.56
45.03
36.83
36.89
36.89
37.17
40.82
47.03
52.12
52.72
44.31
33. 16
27.65
24.74
21.6o
17.66
U.59
12.67
11 .83
11.15
10.69
10.36
SOLUBLE BOO PRIOR
TO STORM, LaS.
216.21
27.64
216S4.36
A5.79 1288.SO 1334.59
-------
SECTION 4
TRANSPORT BLOCK
BLOCK DESCRIPTION
87
Broad Description of Flow Routing 89
Broad Description of Quality Routing 89
SUBROUTINE DESCRIPTIONS 90
Subroutine TRANS 90
Subroutine TSTRDT 95
Subroutine SLOP 95
Subroutine FIRST 99
Subroutine INFIL 99
Dry Weather Infiltration (DINFIL) 103
Residual Melting Ice and Frost Infiltration (SINFIL) 105
Antecedent Precipitation (RINFIL) 107
High Groundwater Table (GINFIL) 108
Apportionment of Infiltration 108
Hydrologic Data 109
Sewer Data 110
Subroutine FILTH 110
Quantity Estimates 112
Quality Estimates 120
Subroutine DWLOAD 123
Subroutine INITAL 124
Subroutine ROUTE 124
Conduit Routing (NTYPES 1 to 15 Inclusive) 126
Routing in Manholes (NTYPE = 16) 131
Routing at Lift Stations (NTYPE = 17) 131
Routing at Flow Dividers (NTYPE = 18 and 21) 131
Routing at a Flow Divider (NTYPE = 20) 131
Routing Through a Storage Element (NTYPE = 19) 133
Routing at a Backwater Element (NTYPE = 22) 136
Subroutine QUAL 136
Subroutine PRINT 138
Subroutine TSTCST 138
85
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Support Subroutines and Functions 138
Block Data 141
Function DEPTH 141
Function DPSI 141
Subroutine FINDA 141
Subroutine NEWTON 143
Function PSI 143
Function RADH 143
Subroutine TINTRP 143
Function VEL 143
INSTRUCTIONS FOR DATA PREPARATION 146
Transoort Model 146
Step 1 - Theoretical Data 149
Step 2 - The Physical Representation of
the Sewer System 151
Step 3 - Input Data and Computational Controls 162
Internal Storage Model 163
Step 1 - Call 163
Step 2 - Storage Description: Part 1 163
Step 3 - Output 163
Step 4 - Storage Description: Part 2 163
Step 5 - Unit Costs 163
Infiltration Model 164
Step 1 - Determine Groundwater Condition 164
Step 2 - Build Up Infiltration from Base Estimates 164
Dry Weather Flow Model 165
Step 1 - Establishing Subareas 165
Step 2 - Collection of Data 167
Step 3 - Data Tabulation 167
EXAMPLES 194
Example 1 - Transport Block 194
Description of Sample Data 194
Description of Sample Output 198
Example 2 - Subroutine INFIL 205
Example 3 - Subroutine FILTH 216
86
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SECTION 4
TRANSPORT BLOCK
BLOCK DESCRIPTION
Flow routing through the sewer system is controlled by subroutine TRANS
which is called from the Executive Block program. TRANS has the responsi-
bility of coordinating not only routing of sewage quantities but also
such functions as routing of quality parameters (subroutine QUAL), esti-
mating dry weather flow (subroutine FILTH), estimating infiltration (sub-
routine INFIL), and calling internal storage (subroutine TSTRDT). The
relationships among the subroutines which make up the Transport Block are
shown in Figure 4-1. The FORTRAN program is about 4,050 cards long,
consisting of 25 subroutines and functions.
This section describes the subroutines and functions used in the Transport
Block, provides instructions on data preparation, and furnishes examples
of program usage.
The 12 major subroutines are described in the order in which they are
called in a typical computer run. The 11 minor subroutines and functions,
which may be called by any of several subroutines, are described in alpha-
betical order at the end of the subsection.
Instructions are provided for these subroutines requiring card input data,
namely: transport, internal storage, infiltration, and DWF.
Examples, with sample I/O data, are given for transport, infiltration, and
DWF computations. Internal storage procedures are similar to those des-
cribed in Section 5; hence they are not presented here.
87
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EXECUTIVE
BLOCK
TRANS
BLOCK
DATA
>r FILTH
INFIL
FIRST
TSTRDT[->»fTINTRPh<-{TSROUT[
DPSI
\\
ROUTE -HVEL
w
I DEPTH I
PSI
NEWTON
Note: Arrows point from the calling program to the called program.
Boxes with double underline represent major subroutines.
Figure 4-1. TRANSPORT BLOCK
88
-------
Broad Description of Flow Routing
To categorize a sewer system conveniently prior to flow routing, each
component of the system is classified as a certain type of "element."
All elements in combination form a conceptual representation of the
system in a manner similar to that of links and nodes. Elements nay be
conduits, manholes, lift stations, overflow structures, or any other
component of a real system. Conduits themselves may be of different
element types depending upon their geometrical cross-section (e.g.,
circular, rectangular, horseshoe). A sequencing is first performed
(in subroutine SLOP) to order the numbered elements for computations.
Flow routing then proceeds downstream through all elements during each
increment in time until the storm hydrographs have been passed through
the system.
An option in the program is the use of the internal storage model which
acts as a transport element. The model provides the possibility of
storage of the routing storm at one or two separate points within the
sewer system (restricted by computer core capacity). The program
routes the flow through the storage unit for each time-step based on
the equation Qinflow = Qoutflow + change in storage. Entry to the
internal storage subroutines is through TSTRDT (for data), TSTORG (for
computations), and TSTCST (for cost).
Broad Description of Quality Routing
Contaminants are also handled by the Transport Block. Pollutants may
be introduced, at the user's option, to the sewage system at three
89
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locations:
1. Storm-generated pollutographs computed by the Runoff Block
are transferred on tape/disk devices to enter the system
at designated inlet manholes.
2. Residual bottom sediment in the pipes may be resuspended
due to the flushing action of the storm flows (subroutine
DWLOAD).
3. For combined systems, DWF pollutographs (subroutine FILTH)
are also entered at designated inlet manholes.
The routing of the pollutants is then done for each time-step by sub-
routine QUAL. The maximum number of contaminants that can be routed is
four.
SUBROUTINE DESCRIPTIONS
Subroutine TRANS (B
Subroutine TRANS is the coordinating program for all quantity and quality
routing in the sewer system. Most of the I/O is performed in this
program, the principal exceptions being I/O to subroutines FILTH and
INFIL described later. All interfacing with the Executive Block, hence
with other Storm Water Management programs, is done through TRANS, and
all I/O statements requiring tape/disk units are located in TRANS; some
scratch tapes are also used in conjunction with subroutine PRINT. The
program also performs certain functiqns in relation to quantity rout-
ing which will be described subsequently. A detailed flow chart of
TRANS is shown in Figure 4-2.
90
-------
NKLASS.KPRINT
NAUE,NN,MU,
ALFUAX.PSIMAX.
AFACT.RFACT
\
I READ /
DEPTH-AREA/ OKORU
PARAMETERS/
NOE.NUC.NTYPE OIST,
CtOM I, SLOPE.ROUGH,
CEOMZ.BARREL.GEOKJ
HEFtll TO SroR»OE
UOOCL FLOW OIACRAUS
INITIALIZE
ARRAYS
QNOXM
READ
TITLE
-------
KUHorr
ftow »
POLLUTANT
OROINATES
CURRENT TIME
ADJUST SEWASE
FOR TIUC
VAoinciLirr
tUM UP5TBC1M
FlOWS TROM ALL
IttWCHTi
IHCLUDlNC
fLOW DIVIOCRS
[Rtf>L»CE VALUES
IAT OLD TIME-STEP
I WITH VALUES AT
CURRENT TIMC-STCP
/
/
I t
I fOUBTOSHAPH
V OKDIKtllS
\ OF/LINE
Figure 4-2. (continued)
92
-------
Most of the input to TRANS relates to data needed to describe the
particular sewer system being modeled (e.g., dimensions, slopes,
roughnesses, etc.) and parameters needed to solve the governing flow
routing equations.
Following input of these data, the sewer elements are sequenced for
computations in subroutine SLOP. Certain geometric and flow para~
meters are then initialized in subroutine FIRST while others are
initialized in TRANS. The various program parameters and initialized
variables describing the elements are then printed.
Element numbers at which storm hydrographs and pollutographs will enter
the system are read from a tape in the order in which hydrograph and
pollutograph ordinates will be read at each time-step from tapes.
Parameters relating to the amount of data to be stored and printed out
are also read (from cards).
If indicated, infiltration values will be calculated in subroutine
INFIL and DWF quantity and quality parameters will be calculated in
subroutine FILTH. Subroutine DWLOAD then initializes suspended solids
deposition, and subroutine INITAL initializes flows and pollutant con-
centrations in each element to values corresponding to a condition of
only dry weather flow and infiltration.
The main iterations of the program consist of an outer loop on time-
steps and an inner loop on element numbers in order to calculate flows
and concentrations in all elements at each time-step. Inlet hydrographs
93
-------
and pollutograph ordinates are read from a tape at each time-step
prior to entering the loop on element numbers.
When in the loop on element numbers (with index I), the current sewer
element through which flows are to be routed, indicated by the variable
M, is determined from the vector JR(I). This array is calculated in
subroutine SLOP in a manner to insure that prior to flow routing in a
given element, all flows upstream will have been calculated.
When calculating flows in each element, the upstream flows are summed
and added to surface runoff, DWF, and infiltration entering at that
element. These latter three quantities are allowed to enter the system
only at non-conduits, (e.g.,manholes, flow dividers). If the element
is a conduit, a check for surcharging is made. If the inflow exceeds
the conduit capacity, excess flow is stored at the element just up-
stream (usually a manhole) and the conduit is assumed to operate at
full-flow capacity until the excess flow can be transmitted. A message
indicating surcharging is printed.
Flows are then routed through each element in subroutine ROUTE and
quality parameters are routed in subroutine QUAL. When routing flows
in conduits, ROUTE may be entered more than once depending upon the
value of ITER, the number of iterations. It is necessary to iterate
upon the solution in certain cases because of the implicit nature of
calculating the energy grade line in ROUTE (see description of ROUTE).
Upon completion of flow and quality routing at all time-steps for all
elements, TRANS then performs the task of outputting the various data.
94
-------
Hydrograph and pollutograph ordinates for the outfall point(s) are
written onto tape for further use by the Executive Block, and subroutine
PRINT is then called for printing outflows for any other desired
elements.
Subroutine TSTRDT
Subroutine TSTRDT is the data input program for internal storage and is
equivalent to subroutine STRDAT in the Storage Block. Basin geometry,
flood level, and outlet controls must be specified. An outline flow
chart of subroutine TSTRDT is shown in Figure 4-3.
Note that in order for subroutine TSTRDT to be called (from subroutine
TRANS), element type 19 must be specified in one or more locations on
the TRANS data cards. Presently, restrictions on machine capacity limit
the maximum number of internal storage or backwater sites to 2 locations.
Subroutine SLOP
Subroutine SLOP orders the elements for computation so that all flows
upstream of a given element will have been routed prior to flow routing
in the given element. In this way routing at each time-step proceeds
downstream from those elements farthest upstream.
All elements are numbered for identification, and all parameters des-
cribing a given element are read in from one data card. In the ensu-
ing discussion, external element numbers refer to those numbers assign-
ed to sewer elements by persons responsible for reducing the physical
sewer system data. For example, the external element number assigned
95
-------
READ/ COMPUTE 8 WRITE
RESERVOIR CHARACTERISTICS
(VARIOUS OPTIONS)
i
BRANCH TO
OUTLET TYPE
COMPUTE « WRITE
/ROUTING PARAMETERS
(FOR ORIFICE OR
CHECK 8 WRITE
'BUFFER' VOLUME
(FOR PU;IPS)
/ READ
/RESERVOIR INITIAL COWQITIONS.
STORAGE UNIT UNIT COSTS .
( RETURN J
Figure 4-3. SUBROUTINE TSTRDT
96
-------
to a manhole on a map might be 213. However, due to the fact that the
element data cards can be read into the computer in a random order,
the internal element number is the subscript assigned to data para-
meters of the element by the program. For example, the card with the
data for manhole number 213 may be the 49th element card read in. The
internal number (subscript) associated with all data for that element
will be 49,
The first task of SLOP is to determine the internal numbers of up-
stream elements (INUE) corresponding to the external upstream element
number (NUE) entered on each data card. If an element has no elements
upstream, an artificial value equal to NE+1 is assigned to the up-
stream element number, where NE is the total number of elements. All
flows subscripted by NE+1 are subsequently assigned zero values.
After determining the internal upstream element numbers, SLOP sequences
elements for computation. An element may be sequenced only after all
its upstream elements have been sequenced. The vector IR indicates
whether upstream elements have met this condition. When an element is
found available for sequencing at step i, the internal element number
is placed in the ith location of the vector JR. Thus, JR(1) contains
the internal number of the element through which flows will be routed
first at each time-step. JR(2) contains the number of the second
element, etc.
Upon completion of the sequencing, the computation sequence and other
element information is printed out. A flow chart of SLOP is shown in
Figure 4-4.
97
-------
Figure 4-4. SUBROUTINE SLOP
98
-------
Subroutine FIRST
Subroutine FIRST calculates parameters of each element that will re-
main constant throughout flow routing, such as the cross-sectional area
of the conduit when flowing full (AFULL), the ratio of the conduit
length to the time-step (DXDT), and other geometrical and flow para-
meters. Manning's equation is used in the calculation of flow para-
meters. Non-conduit parameters, in general, require little initializa-
tion in this subroutine. A flow chart of FIRST is shown in Figure 4-5.
Subroutine INFIL
The infiltration program, INFIL, has been developed to estimate infil-
tration into a given sewer system based upon existing information about
the sewer, its surrounding soil and groundwater, and precipitation.
Using these data, INFIL has been structured to estimate average daily
infiltration inflows at discrete locations along the trunk sewers of a
given sewer system. A typical urban drainage basin in which infiltra-
tion might be estimated is shown in Figure 4-6.
Since the Storm Water Management Model's principal use will be to
simulate individual storms which cover a time period of less than a
day, average daily estimates from INFIL are calculated only once prior
to sewer flow routing. INFIL is called from subroutine TRANS by set-
ting the variable, NINFIL, equal to 1, thus signaling the computer to
estimate infiltration. Figure 4-7 represents a flow chart of the
subroutine.
99
-------
Figure 4-5. SUBROUTINE FIRST
100
-------
LATERAL SEWERS
CONDUITS TO WHICH TOTAL
INFILTRATION IS APPORTIONED
— DRAINAGE BASIN BOUNDARY
NON-CONDUIT ELEMENT
Figure 4-6.
TYPICAL DRAINAGE BASIN IN WHICH
INFILTRATION IS TO BE ESTIMATED
101
-------
Figure 4-7. SUBROUTINE INFIL
102
-------
For the purposes of analysis, infiltration was classified into four
categories, i.e., miscellaneous sources causing a base dry weather
inflow, frozen residual moisture, antecedent precipitation, and high
groundwater. The cumulative effects of the first three sources can be
seen in Figure 4-8 which excludes surface runoff. Figure 4-8 shows
total infiltration QINF as the sum of dry weather infiltration DINFIL,
wet weather infiltration RINFIL, and melting residual ice and frost
infiltration SINFIL. However, in cases where the groundwater table
occurs above the sewer invert, it was assumed that groundwater GINFIL
alone will be the dominant source of infiltration. Thus, infiltration
is defined according to Eq. 1.
DINFIL + RINFIL + SINFIL
QINF ^ or (1)
GINFIL for high groundwater table
Throughout subroutine INFIL, observations and estimates based upon
local data are given preference over generalized estimates for infil-
tration. Thus, the hierarchy for basing estimates is as stated in the
following list:
1. Use historical data for the study area under consideration.
2. Use historical data for a nearby study area and adjust results
accordingly.
3. Use estimates of local professionals.
4. Use generalized estimates based upon countrywide observations.
Dry Weather Infiltration (DINFIL). If the study area under considera-
tion has been gaged, base dry weather infiltration can be taken by
103
-------
TIME
QINF = Total infiltration
DINFIL = Dry weather infiltration
RINFIL = Wet weather infiltration
SINFIL = Melting residual ice and snow infiltration
RSMAX = Residual moisture peak contribution
SMMDWF = Accounted for sewage flow
Figure 4-8. COMPONENTS OF INFILTRATION
104
-------
inspection from the flow data. In the absence of flow data, an esti-
mate of the unit infiltration rate XLOCAL (gpm/in. diam/mile) for dry
weather must be obtained from local professionals. From data in the
form of calculated values of DIAM and PLEN, Eq. 2 can then be used to
determine DINFIL.
DINFIL = XLOCAL * DIAM * PLEN (2)
where DIAM = Average sewer diameter (in.)
PLEN = Pipe length (mi).
Residual Melting Ice and Frost Infiltration (SINFIL). SINFIL arises
from residual precipitation such as snow as it melts following cold
periods. Published data (Ref. 1) in the form of monthly degree days
(below 65°F) provide an excellent index as to the significance of
SINFIL. Average monthly degree-days for cities in the United States
are reproduced in Appendix A. The onset and duration of melting can
be estimated by noting the degree days NDD above and immediately below
a value of 750. Refer to Figure 4-9 for the following description.
Within subroutine INFIL, the beginning of melting MLTBE is taken as
the day on which NDD drops below 750. Next, MLTEN is determined so
that A equals A_. In the absence of evidence to the contrary, it is
assumed that the melting rate is sinusoidal. The maximum contribution
RSMAX from residual moisture can be determined from previous gaging of
the study area or local estimates. In either case SINFIL is determined
within the program by Eq. 3.
105
-------
.
:
a
I :
I
1100-
iooo-
• 00-
•00
TOO-
*00-
500-
400-
100-
too-
IOO-
— MELTING
JUNt
JULY
StPTTlOCT.
DATE
MLTBE = Day on which melting period begins
MLTEN = Day on which melting period enda
Figure 4-9. PRESCRIBED MELTING PERIOD
106
-------
RSMAX*sin [180*(NDYUD-MLTBE)/(MLTEN-MLTBE)J
SINFIL = J (3)
\ 0.0 if NDYUD is not in melting period or if
NDD never exceeds 750.
where NDYJD = Day on which infiltration estimate is desired
RSMAX = Residual moisture peak contribution (gpm)
MLTBE = Beginning of melting period (day)
MLTEN = End of melting period (day).
Antecedent Precipitation (RINFIL). RINFIL depends upon antecedent
precipitation occurring within 9 days prior to an estimate. If ante-
cedent rainfall is unavailable or less than 0.25 inch, the RINFIL con-
tribution to QINFIL is set equal to 0.0. From analyses on reported
sewer flow data not affected by melting, RINFIL was found to satisfy
the following linear relationship:
RINFIL = ALF + ALFO * RNO + ALFl * RNl + ... + ALF9 * RN9 (4)
where RINFIL = SWFLOW - DINFIL - SMMDWF
ALFN = Coefficient to rainfall for N days prior to estimate
RNN = Precipitation on N days prior to estimate (in.)
SWFLOW = Daily average sewer flow excluding surface runoff (gpm)
SMMDWF = Accounted for sewage flow (gpm).
To determine the coefficients in Eq. 4, a linear regression should be
run on existing flow and rainfall data. For comparative purposes, the
results of regression analyses for study areas (Ref. 2) in three selec-
ted cities are given in Table 4-1.
107
-------
Table 4-1. RINFIL EQUATIONS FOR THREE STUDY AREAS
Study Area Equation
Bradenton, RINFIL = 4.1 + 2.9RNO + 17.5RN1 + 15.0RN2 +
Florida 12.8RN3 + 13.0RN4 + 10.4RN5 +
13.2RN6 + 10.1RN7 + 11.8RN8 + 9.5RN9
Baltimore, RINFIL = 2.4 + 11.3RNO + 11.6RN1 + 5.5RN2 +
Maryland 6.4RN3 + 4.8RN4 + 3.6RN5 + 1.0RN6 +
1.5RN7 + 1.4RN8 + 1.8RN9
Springfield, RINFIL = 2.0 + 18.3RNO + 13.9RN1 + 8.9RN2 +
Missouri 5.5RN3 + 6.7RN4 + 16.4RN5 + 5.2RN6 +
4.6RN7 + 4.4RN8 + 1.3RN9
High Groundwater Table (GINFIL). For locations and times of the year
that cause the groundwater table to be above the sewer invert, ground-
water infiltration GINFIL supersedes any notations of DINFIL, RINFIL,
and SINFIL. GINFIL can be determined from historical sewer flow data
by inspection or regression analysis. Regression analysis would in-
volve determineation of the BETA coefficients in Eq. 5.
GINFIL = BETA + BETA1 * GWHD + BETA2*GWHD**2 + BETA3 * GWHD**0.5 (5)
where GWHD = Groundwater table elevation above sewer invert (ft)
BETAN = Coefficient for term N in Eq. 5.
Apportionment of Infiltration. Once an estimate of local infiltration
QINF has been obtained, this flow must be apportioned throughout the
designated study area. The criterion chosen for apportionment is an
opportunity factor OPINF which represents the relative number and
length of openings susceptible to infiltration. Pipe joints consti-
tute the primary avenue for entry of infiltration (Ref. 3).
108
-------
OPINF for an entire study area is determined within INFIL using Eq. 6:
OPINF = V(TT * DIAM * DIST/ULEN) (6)
conduits
where TT * DIAM = Pipe circumference (ft)
DIST/ULEN = Number of joints in each conduit
ULEN = Average distance between joints.
Hydrologic Data. Concurrent historical rainfall, water table, and
sewer flow data of several weeks' duration are needed to completely
describe infiltration. In addition, rainfall for the 9 days prior to
the flow estimate is required to satisfy the regression equation for
RINFIL.
Ideally, the rainfall record would be from a rain gage which is located
near the center of the study area and which records daily rainfall in
inches. If more than one rain gage is located within the study area,
daily measurements from all gages should be averaged. Missing data
(e.g., from a malfunctioning gage) or a total absence of measurements
due to no gaging within the study area can be overcome with measure-
ments taken from a rain gage located within a few miles. If Weather
Bureau Climatological Data recorded at the nearest airport or federal
installation are not available, contact the National Weather Bureau
Records Center for assistance (Ref. 4).
Should some other form of precipitation, e.g., snowfall, be encountered,
it will be necessary to convert this to equivalent rainfall. If
109
-------
estimates are unavailable from the Weather Bureau, the ratio of 10
inches of snow to 1 inch of rain may be used.
Water table data should also be obtained from gaging within the study
area. However, shallow-well data from the U. S. Geological Survey or
state geological office can be used to supplement missing data. Water
table elevations are not required if they are below the sewer inverts
for the day on which QINF is to be estimated.
Sewer Data. Sewer flow data for regression analysis should be taken
from a gage located at the downstream point within the study area.
Upstream gaging may be used to estimate flows at the downstream point
by simply adjusting flows based upon respective surface area.
Physical sewer data (e.g., lengths, diameters, shapes) are taken from
information used within TRANS to route sewer flow. To assist in de-
termining the number of joints in the trunk sewer, an estimate of the
average pipe section length ULEN should be supplied.
Subroutine FILTH
Subroutine FILTH has been developed to estimate average sewage flow
and quality from residential, commercial, and industrial urban areas.
FILTH estimates sewage inputs at discrete locations along the trunk
sewers of any specified urban drainage basin. These estimates are
calculated from data describing drainage basin subsections (subcatch-
ments and subareas) under which the trunk sewer passes. An example of
a hypothetical sewer system and input situation is given in Figure 4-10
To save repetition all drainage basin subdivisions will be referred to
110
-------
LATERAL SEWERS
TRUNK SEWERS
DRAINAGE BASIN
BOUNDARY
SUBCATCHMENT
BOUNDARY
INPUT MANHOLE
SUBCATCHMENT OR
SUBAREA NUMBER
Figure 4-10. TYPICAL DRAINAGE BASIN IN WHICH
DRY WEATHER FLOW IS TO BE ESTI-
MATED
111
-------
as subareas in the following discussion. As shown in the figure, an
input manhole near the center of each subarea is assumed to accept all
sewage flow from that subarea. Criteria for establishing subarea boun-
daries and input locations are discussed later in the text.
In the context of the Storm Water Management Model, FILTH calculates
daily sewage flow (cfs) and characteristics (BOD, SS, and total coli-
forms) averaged over the entire year for each subarea. FILTH is called
from the program TRANS by setting the parameter NFILTH equal to 1.
Flow and characteristic estimates and corresponding manhole input num-
bers are then returned to TRANS where the estimates undergo adjustment
depending upon the day of the week and hour of the day during which
simulation is proceeding. Reference to Figure 4-11 will assist in
understanding the structure and logic of FILTH.
The subroutine is omitted when modeling separate storm sewers.
FILTH is designed to handle an unrestricted number of inlet areas and
individual process flow contributors. As a safeguard against faulty
data, however, a program interrupt is provided if the combined number
exceeds 150, which is a limit set by the Transport Model.
Quantity Estimates. The three data categories used to estimate sewage
flows are: (1) drainage basin data, (2) subarea data, and (3) decision
and adjustment parameters.
Study area data are TOTA, KTNUM and ADWF. KTNUM denotes the number of
subareas into which a drainage basin, having a surface area TOTA (acres)»
112
-------
DVDWF, OVBOO.OVSJ
HVOWF.HVSOO.HVSJ
rWRIT£ \
I0t)85$\
IN \
/OAT/CFi\
/™
/BOO
/ '
A« /OAT/CFS'
KTNUM.KASE.NPF, KOAY,
XHOUR,KMINS,CPI,CCCI
AOWF,
iBOD.ASU50.ACOL! TOTA,
TIN4.TC4.TRMA.TRAA.
7RLAJRGGA.TPOA
X INPUT, CPF
SODPF,
» OPTIONAL
KHUM,INPUT, KLAND,METHOD,
KUNIT.WATEB.PSICE, SEWAGE,
ASUS, POPOtN.OWLHCS.riUIL
VALUE,PCGG, SAQPF, SA8PF,
SASPF, XINCOy
Figure 4-11. SUBROUTINE FILTH
113
-------
Figure 4-11. (continued)
114
-------
is being divided. ADWF, which is optional depending upon its avail-
ability, gives the average sewage flow (cfs) originating from the en-
tire drainage basin (e.g., average flow data from a treatment plant
serving the study area).
Subarea data requirements consist of several options depending upon
availability and choice of input. Discussion later in the text will
assist in data tabulation by noting the order of preference where
options exist. Subarea data can be broken into three categories as
follows: (1) identification parameters, (2) flow data, and (3) esti-
mating data.
1. identification Parameters
Identification parameters are KNUM, INPUT, and KLAND. KNUM
identifies each subarea by a number less than or equal to
KTNUM. For each of the KTNUM subareas, INPUT indicates the
number of the manhole into which DWF is assumed to enter.
Land use within each subarea which approximately corresponds
to zoning classification, is categorized according to
Table 4-2. KLAND serves as an important factor in deciding
subarea locations and sizes. Figure 4-12 will assist in
describing how the above data are determined and tabulated.
2. Flow Data
Flow data are optional inputs that eliminate the need for
using predictive equations. Two possible types of flow data
are average sewage flow measurements, SEWAGE, and metered
water use, WATER. Commercial or industrial sewage flow or
115
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Table 4-2. LAND USE CLASSIFICATION
KLAND
1 Single-family residential
2 Multi-family residential
3 Commercial
4 Industrial
5 Park and open area
water use measurements should be input using the variable
SAQPF. Flows from commercial and industrial establishments
located in residential subareas may be included using SAQPF,
also.
Metering at lift stations and other flow control structures
within the study area is occasionally available and should be
used whenever possible. Metered water use offers a more
available source of subarea flow data. Unfortunately, con-
siderable effort in locating, tabulating, and averaging these
data is often required.
3. Estimating Data
For each subarea where SEWAGE and WATER measurements are not
available, estimated water use must be used as an estimate of
sewage flow. In the case of a factory or commercial estab-
lishment, estimates can be made by multiplying the number of
employees by an established coefficient (gpd per employee).
In the case of a large factory or commercial establishment,
116
-------
•— \- ft\ v MANHOLE
SEWER ELEMENT NUMBERS
SUBCATCHMENT OR SUBAREA
NUMBER
INPUT MANHOLES
CONDUITS
SUBAREA BOUNDARIES
SUBCATCHMENT BOUNDARIES
Sewer and Subcatchnent Data
1. Manhole 32 is the most downstream point.
2. Subcatchments 1,2,3, and 4 are single-family residential
areas, each 100 acres in size and each with water metering.
3. Subcatchments 5 and 7 are 220-acre industrial areas.
4. Subarea 6 is a 250-acre park.
5. Subarea 8 is a 50-acre commercial area.
Subareas 6 and 8 constitute a subcatchment draining to
input manhole number 21.
Resulting Data
8 sewage estimates
KTNUM, total Subcatchments and subareas in drainage basin = 8,
TOTA, total acres in drainage basin = 1,140.
KNUM,
subcatchment
or subarea
1
2
3
t
S
>.
7
B
INPUT,
KLAND,
input manhole land use
number
3
J7
29
1
26
21
24
?!
category
1
1
1
1
4
5
4
3
ASUB,
acres in
subcatchment
or subarea
100
100
100
100
220
250
220
50
Figure 4-12.
DETERMINATION OF SUBCATCHMENT AND IDENT-
IFICATION DATA TO ESTIMATE SEWAGE AT
8 POINTS
117
-------
one subarea may be established with estimated water use tabu-
lated as SAQPF for that subarea. On the other hand, estimates
of water use for established non-residential areas (e.g., in-
dustrial parks or shopping centers) may be summed and tabulated
as SAQPF for one large subarea. A list of the above mentioned
coefficients is given in Appendix A.
In the case of residential areas, estimating data for each
subarea are METHOD, PRICE, ASUB, POPDEN, DWLNGS, FAMILY, and
VALUE. Default values and definitions of each of these are
given in the description of input data.
Decision and adjustment parameters consist of DVDWF, HVDWF, KDAY, KHOUR»
KMINS, CPI, and CCCI. DVDWF and HVDWF are daily and hourly correction
factors, respectively, for DWF. DVDWF is comprised of 7 numbers that
are ratios of daily average sewage flows to weekly average flow. Like-
wise, HVDWF is comprised of 24 numbers that are ratios of hourly aver-
age sewage flows to daily average flow. Both groups of numbers have
been derived from observed flow variation patterns throughout the
country (Refs. 5, 6)- Their use is to correct measured or estimated
average sewage flow to more accurate estimates depending upon the day
and hour. Typical sewage flow variations are shown in Figures 4-13
and 4-14. Even though these flow patterns are suggested, locally ob-
served patterns more accurately describe local variations and should
be used when available.
118
-------
1 1,10
00
cd
0)
^
Id 1.00
M-l
o
o
•H
2 0.90
Si
—
—
—
—
—
L
IP M
1
2 :
on Ti
} i
je We
* I
id Thi
1 1
—
1
I
—
1 1
i 6 7 1
ir Fri Sat Su
DAY OF THE WEEK
Figure 4-13. REPRESENTATIVE DAILY FLOW VARIATION
a)
60
ctf
Vi
0)
CO
0)
o
o
•H
4-1
n)
1.5
1.0
0.5
I I I I I I I I
I I I I I I I I I I I
12
I I I I I I I ' t I I I I I I I I i » I I
I I
12
a.m. p.m.
HOUR OF THE DAY
Figure 4-14. REPRESENTATIVE HOURLY FLOW VARIATION
12
-H
119
-------
KDAY, KHOUR, and KMINS denote the day, hour, and minute at which simu-
lation is to begin. As simulation proceeds, these values are continu-
ally updated to their correct values. By noting the current day and
hour, the appropriate values of DVDWF and HVDWF can be multiplied by
average flow to determine the correct value. KDAY ranges from 1 to 7
with Sunday being day number 1. KHOUR ranges from 1 to 24 with mid-
night to 1 a.m. being hour number 1. Likewise, KMINS ranges from 1 to
60 with minute 1 being the first minute after the hour.
Two cost indices are employed to adjust current house valuations and
water prices to appropriate 1960 values and 1963 prices, respectively.
This is done because estimating equations within FILTH are based upon
1960 values and 1963 prices. CPI, consumer price index, has been
chosen to adjust water price by multiplying water price by 1960 CPI
divided by the current CPI. CCCI, composite construction cost index,
has been chosen to adjust house valuations similarly. Both indices
can be found in most libraries in journals on economic affairs
(Refs. 7,8).
Quality Estimates. The purpose of the DWF quality computation is to
apportion waste characteristics (such as would be measured at a
sewage treatment plant before treatment) among the various subareas
in the drainage basin under study, or, in the event no measured data
are available, to estimate and apportion usable average values. The
apportionment is based upon the flow distribution, land use, measured
or estimated industrial flows, average family income, the use or
absence of garbage grinders, and infiltration. A generalized flow
120
-------
diagram showing the interrelationships with the quantity computations
is shown in Figure 4-11.
When called, subroutine FILTH first reads in an array of daily and
hourly flow and characteristic variations. All are expressed as ratios
of their respective yearly or daily averages and they are stored in
real time sequence (one set of values for each day starting with
Sunday or each hour starting at 1:00 a.m.).
The next card read gives the total number of subareas and process
flow sources to be processed; the type case—that is, whether the
total DWF characteristics are known or to be estimated; the number
of process flow contributors; the starting time of the storm event;
the cost indices; and the total drainage basin population.
The next series of computations sets values for AlBOD, AlSS, and
AlCOLT, which are the average weighted DWF characteristics in
Ib/day/cfs for BOD and SS and in MPN/day/capita for total coliforms.
Depending upon the instructions given, computations proceed along
Case 1 or Case 2 channels.
Case 1
In this instance the total DWF quality characteristics are known
at a point well downstream in the system. These characteristics
may be obtained from treatment plant operating records (raw
sewage) or by a direct sampling program. The average daily
values are read into the program for flow, BOD, SS, and coliforms,
The total pounds per day of BOD and SS and the total MPN per day
121
-------
of coliforms are then calculated. Then, infiltration is sub-
tracted from the average daily flow. (Note that infiltration is
computed by a separate subroutine of the Transport Model and must
be executed prior to subroutine FILTH or a default value will be
assumed.)
Next, the known process flow contributions are summed and
deducted from the daily totals, yielding a further corrected
flow, C2DWF, and characteristics, C1BOD and C1SS.
Finally, corrections are made for personal income variations,
degree of commercial use, and garbage grinder status. The
DWF quantity does not change but the characteristics obtain new,
weighted values, C2BOD and C2SS.
A1BOD and A1SS are then computed directly. A1COLI is computed
by dividing the total MPN per day by the total population.
Case 2
Here no direct measurements are available; thus, estimates
must be made or default values will be assumed. A typical
application of Case 2 would be in a situation where several
catchments are to be modeled, yet funds will permit monitoring
the DWF only in a single area. A1BOD, AlSS, and A1COLI would
be computed via the Case 1 subroutine for the known area and the
results would be transferred as Case 2 for the remaining catch-
ments .
122
-------
The default values for AlBOD, A1SS, and A1COLI are 1,300, 1,420,
and 200 billion respectively. These values assume 85 gal./capita/
day, 0.20 Ib/capita/day BOD, 0.22 Ib/capita/day SS, and 200
billion MPN/capita/day for average income families.
A loop is next formed to compute and design average daily quality
values for all inlets and individual process flow sources. This
loop also computes the DWF quantities as described earlier.
Two data cards are required to read in all the flow and quality
parameters for each subarea and each individual process flow
source. After computation of the DWF quantity for the subarea,
the population is computed and totalized. Next, the quality
characteristics are computed on the basis of land use, family
income, and garbage grinder status, and the results are tabulated
(printed) and totalized (printed only on call - subtotals - or
completion).
The computational sequence is complete when all areas and process
flow sources have been executed (i.e., number of iterations
equals KTNUM) and totals have been printed. Upon completion,
control returns to TRANS.
Subroutine DWLOAD
Subroutine DWLOAD was developed to assist subroutine QUAL (which will
be discussed later) by establishing the initial sediment load within
a sewer system. This was accomplished by using Shield's and Manning's
works to estimate daily sediment accumulation in each section of the
123
-------
sewer under DWF conditions. By assuming a constant daily buildup of
sediment during consecutive dry weather days, DWDAYS, initial sediment
load estimates were made possible. Thus, a substantial portion of
the solids that might contribute to a first flush of the sewers was
allowed. Refer to Figure 4-15 for further description of DWLOAD.
Program usage of DWLOAD is quite simple, as DWDAYS, the number of days
since the last storm that caused cleansing of the sewer, is the only
data input. This number must be included with the data for TRANS.
Subroutine INITAL
Combined sewer systems will seldom if ever be dry because of their
dual function of carrying DWF as well as storm flow. In the case of a
storm sewer, DWF will consist of only infiltration. Subroutine INITAL
thus initializes flows in the system to the appropriate DWF values.
Pollutant concentrations are initialized to those corresponding to
wastewater diluted by infiltration, which is assumed to contain no
pollutants.
Flow areas in conduits are determined from Manning's equation assuming
normal depths initially. A flow chart of INITAL is shown in
Figure 4-16.
Subroutine ROUTE
Subroutine ROUTE contains the fundamental aspects of flow routing
through all elements. Upon entering ROUTE, a check is made to deter-
mine if the element is a conduit or not, using the variable KLASS.
124
-------
ADJUST SCOUR
a e»OLi 1
_L
CALL
FIND*
15)
Figure 4-15. SUBROUTINE DWLOAD Figure 4-16. SUBROUTINE INITAL
125
-------
KLASS is a function of the element type (not the individual element
number) and has the following values:
KLASS = 1 Conduit with a functional flow-area relationship
KLASS = 2 Conduit with a tabular flow-area relationship
KLASS = 3 Element is not a conduit.
If KLASS = 3, a branch is made to the appropriate routing technique
for that particular element type (e.g., manhole, lift station, flow
divider). The flow chart of ROUTE is shown in Figure 4-17.
Functional flow-area relationships are those in which the governing
equations are actually programmed. This is done only for conduits
with simplified geometries, specifically rectangular, modified basket
handle, rectangular (triangular bottom), and rectangular (round bottom)
All other conduits use tabular data to describe the flow-area curve
(discussed later).
Different element types supplied with the Storm Water Management
Model are described in Table 4-3.
Conduit Routing (NTYPES 1 to 15 Inclusive). When an element is a
conduit, the first step is to determine the slope of the energy grade
line (unless the conduit is flowing full because of surcharging).
In calculating the energy slope, velocities and normalized depths are
found from functions VEL and DEPTH, respectively. The value of the
energy slope is used in computing the full flow and maximum flow
capacity using Manning's equation and constants specified in subrouting
FIRST. When more than one iteration is used for conduits, the energy
126
-------
IS
ELEMENTS. NO
CONiJUITt
CONDUIT ^ YES
CHARGED^
/ SO TO \
/APPROPIATE ROUTING
(SCHEME DEPENDING )
WILL
FLOW BE
SUPER-
RITICAL?
\UPON ELEMENT TYPE
\
CALCULATE OLD
AI,A2,DV, AND
SLOPE
NTYPE=19
IN-LINE
STORA6E
NTYPE'22
BACKWATER
ELEMENT
DETERMINE
RATIO OF
CURRENT TO
MAXIMUM VOLUME
STORED IN I
DOWNSTREAM I
STORAGE ELEMENT
FUNCTIONAL
0-A DATA
K • I
SET
001 '01 1RATIO
a OO2> Ol-OOl I
IS
CONDUIT
RCHARGEO!
SET 00 < PUMP
AND ADJUST
VOLUME
NTYPE" 10
LOW DIVIDER
SIMULATES WEIR-
TYPE DIVERSION
SET 00
AT
VOLUME/OT
9 VOLUME
AT 0.0
NTYPEilBorZI
FLOW DIVIDER
MAY SIMULATE
CUNNETTE OR
SIMPLE OVERFLOW
CALCULATE
DOWNSTREAM
Ct * ALPHA
COMPUTE I
C2,SLOPE,8 ALPHA
SET 001 AT
01 AND 002
AT O.O
SET 001 AT
GEOM I AND
OO2-OI-GEOMI
DETERMINE
002 8Y
WEIR FORMULA
INTERSECTION
OCATEO?XNO
; WRITE
IESSAGE
VARIABLES
SET FLOW ft I
AREA TO DEFAULT
VALUES I
DETERMINE ROUTED
FLOW 8 RESULTING
FLOW AREA
Figure 4-17. SUBROUTINE ROUTE
127
-------
Table 4-3. DIFFERENT ELEMENT TYPES SUPPLIED WITH THE
STORM WATER MANAGEMENT MODEL
NTYPE DESCRIPTION
Conduits
1 Circular
2 Rectangular
3 Phillips standard egg shape
4 Boston horseshoe
5 Gothic
6 Catenary
7 Louisville semielliptic
8 Basket-handle
9 Semi-circular
10 Modified basket-handle
11 Rectangular, triangular bottom
12 Rectangular, round bottom
13, 14, 15 User supplied
Non-conduits
16 Manhole
17 Lift station
18 Flow divider
19 Storage Unit
20 Flow divider
21 Flow divider
22 Backwater element
slope is computed using velocities and depths from the previous
iteration. Only one iteration will be used when the flow in the con-
duit can be expected to be supercritical at nearly all depths (as
determined in FIRST for each conduit and indicated by the variable
SCF) .
The problem of flow routing is basically one of determining the down-
stream flow and area in a conduit, given the flow and area upstream and
conditions at the previous time-step. The continuity equation in
128
-------
finite difference form and Manning's equation based upon the energy
slope are used for this purpose. The mathematical problem then
becomes one of determining the intersection of the straight line
-C-,a - C2 with a normalized flow-area relationship determined from
Manning's equation for a particular conduit geometry, as shown in
Figure 4-18. In general, the variable a, (ALPHA), represents A/AFULL
where A is the cross-sectional area of flow at the upstream or down-
stream end of the conduit and AFULL is the full-flow area. The
variable ij>, (PSI or PS) , represents Q/QFULL where Q is the flow at the
upstream or downstream end of the conduit and QFULL is the full-flow
value.
For a particular element type, the flow-area curve may be given in a
functional form, i.e., in its exact mathematical form. In this event
(KLASS = 1), the intersection of the straight line and the curve is
found using a Newton-Raphson iteration performed in subroutine NEWTON.
The flow-area curve for a particular element type may also be repre-
sented in a piecewise-linear or "tabular" form (KLASS = 2). The
different line segments describing the curve are then tried until the
one is found that intersects the straight line -C a - C2 on the curve
itself. The value of ALPHA (A/AFULL) at this location is determined
and the value of PSI (Q/QFULL) corresponding to ALPHA is also deter^
mined.
In the event that no intersection of the curve and the straight line is
(i.e., non-convergence), default values are assigned to the down-
129
-------
A/Af 5
Figure 4-18.
THE INTERSECTION OF THE STRAIGHT
LINE AND THE NORMALIZED FLOW-AREA
CURVE AS DETERMINED IN ROUTE
130
-------
stream flow and area of the conduit. This occasionally occurs when
the conduit is initially dry. (The downstream flow and area will be
assigned zero values in this instance.) In the event of non-convergence,
a message to that effect will be printed if the variable NPRINT was
specified greater than 0.
Routing in Manholes (NTYPE = 16) . Flow routing is accomplished in man-
holes by specifying that the outflow equals the sum of the inflows.
Routing at Lift Stations (NTYPE = 17). When the volume of sewage in
the wet well reaches capacity, the pumps begin to operate at a con-
stant rate. This continues until the wet well volume equals zero.
Routing at Flow Dividers(NTYPE = 18 and 21). Both types will divide
the inflow, QI, into two outflows, Q01 and QO2. The divider then
acts as follows:
For O£QI
-------
Table 4-4. PARAMETERS REQUIRED FOR NON-CONDUITS
CO
to
NTYPE
16
17
18
19
20
21
22
DESCRIPTION DIST GEOM1 SLOPE ROUGH GEOM2 BARREL
Manhole N.R.* N.R. N.R. N.R. N.R. N.R.
Lift station Pumping rate, Volume in wet N.R. N.R. N.R. N.R.
assumed constant well at which
.(cfs). pumps will
start (cf) .
Flow divider N.R. Maximum N.R. N.R. N.R. N.R.
undiverted
flow. Inflow
in excess of
this value is
diverted (cfs) .
Storage unit** N.R. N.R. N.R. N.R. N.R. N.R.
Flow divider Maximum inflow Weir height. Maximum inflow Weir constant Depth in N.R.
without flew above zero through whole times weir structure at
over the weir flow depth structure length (ft). time of maximum
(cfs). (ft). (cfs). inflow (ft).
Flow divider N.R. N.R. N.R. N.R. N.R. N.R.
(assigned in
program)
Backwater N.R. N.R. N.R. N.R. N.R. N.R.
element
GEOM3
N.R.
N.R.
Number of
element into
which flows the
undiverted flow
(include decimal
point) .
If parameter
ISTOUT • 9 for
storage unit,
GEOM3 - number
of element into
which flows the
outflow from the
orifice outlet.
Otherwise, N.R.
Number of
element into
which flows the
undiverted
flow (weir flow
is the diverted
flow).
Number of
element into
which flows the
undiverted flow.
Element number
of downstream
storage unit.
NOTE i All elements require an clement number (HOE) , throo upstream clement numbers (NUK) , and type (NTYPE:) .
conduits are defined in Tdblo 4-5.
* N.R. - Not required.
• • Additional parameters are read in subsequently.
Parameters for
-------
The flow divider behaves as a function of the inflow, QI; as follows:
For Q£QI
-------
GRAVITY
t
CALL
SROUT
I
C ENTER )
1
COMPUTE TIME
V
1 BRANCH YO
[^ OUTLET
^ •*•"
>COM!JUI
TIME-F
ON/ 01
PUMPED
t
•E
RACTION
ITFLOW/
i
PUMP IS
STORAGE
CALL INTERP \
(TO FIND DEPTH)/
/C
\(
ALL INTERP
TO FIND DEPTH)/*
COMPUTE
VOLUME MOVEMENTS
COMPUTE
VOLUME MOVEMENTS
YES
CALL
PLUGS
COMPUTE
BOD & SS IN STORAGE 8
IN OUTFLOW PLUG/ BY PLUG
FLOW OR COMPLETE MIXING
•*v
WRITE
RESULTS FOR
CURRENT TIME-STEP
(IF DESIR£D)
RETURN
Figure 4-19. SUBROUTINE TSTORG
134
-------
ENTER
NO
IKE-STEP
2>
YES
INITIALIZE.
FLOWS. STORAGE
COMPUTE
STORAGE, OUTFLOW
BY ROUTING
I
INITIALIZE FOR
NEXT TIME-STEP
I
RETURH
DETERMINE
NUMBERS OF FIRST & LAST INFLOW
PLUGS TO (PARTLY) OUTFLOW
THIS TIME-STEP
NFLOW P
THIS TIME-STEP
AS1N VO
COMPUTE
DETENTION TIME
FOR £ FRACTION
OF EACH (PART)
INFLOW PLUS
OUTFLOWING THIS
TIME-STEP
(GENERAL CASE)
Figure 4-20.
SUBROUTINE
TSROUT
Figure 4-21.
SUBROUTINE
TPLUGS
135
-------
Routing at a Backwater Element (NTYPE = 22). The ratio of the volume
of flow currently stored in the downstream storage element to the
maximum possible storage is determined. The inflow to the storage
unit, Q01, is then proportional to the square root of this ratio.
Subroutine QUAL Q7)
The sewer decay (quality routing) program is divided into two major
subroutines, QUAL and DWLOAD. QUAL was developed to describe pollutant
movement through any specified sewer system , given sewer data and con-
current flows and velocities. The processes of organic decay, re-
aeration, deposition, and sediment uptake were included to modify
pollutant concentrations under DWF or storm conditions. Using these
processes, QUAL has been designed to route the following four pollutants:
BOD, DO, suspended solids, SS, and any conservative pollutant, P.
Refer to Figure 4-22 for further descriptions of QUAL.
The lack of data input for subroutine QUAL simplifies program usage
considerably. However, a few user options do exist, each of which
requires minor modification to QUAL.
Rate constants for deoxygenation and reaeration have been chosen as
0.2 per day and 0.3 per day, respectively. If locally observed rate
constants for flowing sewage have been determined, these should be used
to recalculate Dl in the section on BOD and Dl and D2 in the section on
DO in QUAL. Likewise, assumed saturation of 7 mg/L should be replaced
by inserting a more appropriate value of S under the section on DO
in QUAL.
136
-------
COMPUTE
COHCCNT RATIONS
AT
OUTFLOW
Figure 4-22. SUBROUTINE QUAL
137
-------
Specific gravity of sediment in the sewer has been assumed as 2.70.
To override this assumption, SPG = 2.7 should be replaced with measured
specific gravity in the section on suspended solids in QUAL. A sieve
analysis curve has been selected to describe typical sediment within
the sewer. The curve as it exists in QUAL is shown in Figure 4-23.
However, if actual sieve analyses of sewer sediment have been taken,
these should be averaged and plotted. Three straight lines are usually
sufficient to approximate any sieve analysis plot. The resulting
representation of the plot in equation form should then replace the
existing equations under suspended solids in QUAL.
Subroutine PRINT
During execution of TRANS, output data are stored on off-line devices
(e.g., tapes, disks). After all routing is completed, subroutine
PRINT is used to print the data from these devices, overlaying the
previous common block as it does so. The flow chart of PRINT is shown
in Figure 4-24.
Subroutine TSTCST
When internal storage units have been used, capital and operating
costs of the designated units may be computed by setting the parameter
ICOST to a non-zero value. A flow chart of TSTCST is shown in
Figure 4-25.
Support Subroutines and Functions
The remaining subroutines and functions are placed in alphabetical
order since they may be called by several different subroutines.
138
-------
CO
VD
-------
DEAD SELECTED INPUT /
• OUTPUT HYOR06RAPHJ
POLLUTOGRAPHS.
A
/ »«
WRITE
SELECTED INLET\
HYDROGRAPHS »NO>
POLLUTOCRAPHS
WRITE
SELECTED
OUTPUT
POLLOTOGRAPMS
t KRIiE /
S t TOTAL /
UIRED TO /
IN DRY 1
KRITE
LAND t STORAGE
REQUIREMENTS t COSTS
Figure 4-24. SUBROUTINE PRINT
Figure 4-25. SUBROUTINE TSTCST
140
-------
Block Data. This subprogram initializes, through the use of DATA state-
ments, several arrays in the common blocks labeled "NAMES" and "TABLES."
Most of these arrays contain data used during the flow routing
process, such as the flow-area and depth-area curves. The data for
the supplied conduit shapes are stored here.
Function DEPTH. (IS) This function determines the normalized depth of
flow in a conduit, given the normalized area of flow for a conduit
with either a functional (KDEPTH = 1) or tabular (KDEPTH = 2) depth-
area relationship. A flow chart of DEPTH is shown in Figure 4-26.
Function DPSI. (]_§) This function returns a value of the derivative
(dijv'du) of the normalized flow (40-area (a) curve for a functional re-
lationship. The equations describing the derivative of the flow-area
curves for four conduits are programmed. Function PSI must have been
called immediately prior to calling DPSI because certain scratch
variables must be initialized in PSI. This will always be the case
as long as DPSI is called only from NEWTON. A flow chart of DPSI is
shown in Figure 4-27.
Subroutine FINDA. QM This subroutine, called from DWLOAD, ROUTE, and
INITAL, determines the flow area given the flow rate in conduits with
either tabular or functional flowarea curves. In the event of a
functional curve, the area is found from a Newton-Raphson iteration
in subroutine NEWTON. A flow chart of FINDA is shown in Figure 4-28.
141
-------
ICONOUIT WITH
I FUNCTIONAL
I DEPTH-AREA
|CURVE
IUIT WITH 1
[ABULAR I
TH-ARCA I
CONDUIT
TABULA*
DEPTH-
COMPUTE
NORMALIZED DEPTH
FROM GIVCN
POLYNOMIAL
FUNCTION
rmo
NORMALIZED OCPTH
FROM TABLE BY
LINEAR
INTERPOLATION
CALCULATE
DERIVATIVE
OF 0-A CURVE CIVCN
A/AFULL
Figure 4-26. FUNCTION DEPTH
Figure 4-27. FUNCTION DPSI
Figure 4-28. SUBROUTINE FINDA
142
-------
Subroutine NEWTON. (16) This subroutine performs a Newton-Raphson
iteration to determine the intersection of the straight line -C a - C2
with the normalized flow-area (ip-a) curve given in functional form.
Functions PSI and DPSI return values of ijj(ot) and dip (a) /da, respectively.
The value of KFLAG is set to one if there is convergence and to two if
there is not. The flow chart of NEWTON is shown in Figure 4-29.
Function PSI. (20) This function returns a value of normalized flow
(IJJ) , given a value of normalized area (a) for conduits with a functional
flow-area curve. The equations describing the flow-area curves for
four conduits are programmed. A flow chart of PSI is shown in
Figure 4-30.
Function RADH. (21) This function determines the hydraulic radius,
given the area of flow in a conduit. It is found exactly for circular,
rectangular (including triangular and round bottoms), and modified
basket-handle conduits. For other types, the diameter of an equivalent
circular conduit is found, (i.e., one with an equal full-flow area).
The hydraulic radius is then found using the given flow area and the
equivalent circular section. The flow chart of RADH is shown in
Figure 4-31.
Subroutine TINTRP. Q.7) This subroutine performs simple linear inter-
polation between points identified by coordinate values. The flow chart
for TINTRP is shown in Figure 4-32.
Function VEL. r?2) This function calculates a velocity by dividing
the flow by the area. The reason for having a separate function for this
purpose is that it also checks for zero flow and area to avoid a divide
143
-------
Figure 4-29. SUBROUTINE NEWTON
Figure 4-30. FUNCTION PSI
144
-------
<
W TO MMOnuTC lOuniOMl TO
CUCUUTC HYMWLIC DMUi.llMH,
I«CH si*c* i««>i ma to* »
)
IClLCllltTt MON
HUM* At/» |
FUNCTIO«M. tlUKI
I)KCTH«UI.*II
HiNtLf
4UL»« tOTTOH
4IKICT..IIOUNO lOTtOII
(CUCULATI S (M«IIM|
«» im «eo«ct»T |
I
ICALCM.ATC ft*OM|
«*QM" *A/t |
Figure 4-31. FUNCTION RADH
Figure 4-32. SUBROUTINE TINTRP
145
-------
check error during program execution. Flow chart for VEL is given in
Figure 4-33.
INSTRUCTIONS FOR DATA PREPARATION
Instructions for data preparation for the Transport Block have been
divided along the lines of the major components for clarity of the
presentation. These components are: Transport, Internal Storage, In-
filtration, and Dry Weather Flow. All data input card and tape/disk
sources enter the Transport Block through one of these components.
The typical data deck setup for the complete Transport Block is shown
in Figure 4-34. Transport data describe the physical characteristics
of the conveyance system. Internal Storage data describe a particular
type of Transport element. Infiltration and DWF data describe the
necessary area characteristic to permit the computation of the respective
inflow quantities and qualities.
Data card preparation and sequencing instructions for the complete
Transport Block are given at the end of these instructions in Table 4-6
followed by an alphabetical listing of the variable names and descrip-
tions in Table 4-7.
Transport Model
Use of the Transport program involves three primary steps:
Step 1 - Preparation of theoretical data for use by subroutines
engaged in hydraulic calculations in the program.
Step 2 - Preparation of physical data describing the combined
sewer system.
146
-------
ENTER)
CALCULATE
VEL
VEL = QQ/AA
(^RETURN J
YES
VEL = 0
Figure 4-33. FUNCTION VEL
147
-------
DATA FOR INFIL
NPE
L
NYN
JN
r
INTERNAL STORAGE DATA
SEWER ELEMENT DATA
L
NCNTRL, NINFIL, NFILTH, JPRINT
DT, EPSIL, DWDAYS
NE, NOT, NINPUT, ETC.
L
TITLE CARD
DATA DESCRIBING USER SUPPLIED
CONDUIT SHAPES (NKLASS TYPES)
NKLASS, KPRINT
I
' TRANSPORT (READ IN EXECUTIVE BLOCK)
Figure 4-34. DATA DECK FOR THE TRANSPORT BLOCK
148
-------
Step 3 - Generation of inlet hydrographs and pollutographs
required as input to the Transport Model and
computational controls.
Data for Step 1 are supplied with the Storm Water Management program
for 12 different conduit shapes, and it will only be necessary for the
user to generate supplemental data in special instances. These instances
will occur only when conduit sections of very unusual geometry are in-
corporated into the sewer system. Generation of such data will be
discussed below.
The primary data requirements for the user are for Step 2, the physical
description of the combined sewer system. This means, essentially, the
tabulation of sewer shapes, dimensions, slopes, roughness, etc., which
will be discussed in detail below.
The data for Step 3 will be generated by the Runoff Block, described in
Section 3 of this manual, and by subroutine INFIL and FILTH.
Step 1 - Theoretical Data. The first data read by TRANS describe the
number and types of different conduit shapes found in the system. Only
in the case of a very unusual shape should it become necessary to
generate theoretical data to supplement the data supplied by the program.
The required data describe flow-area relationships of conduits, as shown
in Figure 4-18, through the parameters ANORM and QNORM. A similar
depth-area relationship is also required, using the parameter DNORM.
149
-------
The flow-area data are generated from Manning's equation, normalized
by dividing by the corresponding equation for the conduit flowing full,
denoted by the subscript f. Thus,
Q/Q = A*R**0.667/(Af*Rf**0.667) = f(A/Af) (7)
where Q = Flow
A = Flow area
R = Hydraulic radius.
For a given conduit shape (e.g., circular, rectangular, horseshoe), the
hydraulic radius is a unique function of the area of flow; hence, Q/Qf
is a function only of A/Af. This function is tabulated for circular
conduits in Appendix I of Ref. 9, for example, and on page 443 of
Ref.10 for a Boston horseshoe section. It is shown in graphical form
for several conduit shapes in Chapter XI, Ref. 11,from which some
data supplied with this program have been generated. A list of the
conduit shapes supplied with the Storm Water Management program as well
as all other element types was given in Table 4-3. The conduits are
illustrated in Figure 4-35.
It will often be satisfactory to represent a shape not included in
Table 4-3 by one in the list of similar geometry, to be discussed
later. This use of "equivalent" sewer sections will avoid the problem
of generating flow-area and depth-area data. An equivalent section is
defined as a conduit shape from Table 4-3 whose dimensions are such that
its cross-sectional area and the area of the actual conduit are equal.
Only very small errors should result from the flow routing when this is
done.
150
-------
If it is desired to have the exact flow-area and depth-area relation-
ships, then the product AR ' must be found as a function of area.
In general, the mathematical description of the shape will be complex
and the task is most easily carried out graphically. Areas may be
planimetered, and the wetted perimeter measured to determine R.
In addition, the depth may be measured with a scale. The required
flow-area relationship of Eq. (7) may then be tabulated as can the
depth-area relationship. The number of points on the flow-area and
depth-area curves required to describe the curves is an input variable
(MM and NN, respectively). Note that the normalized flows (QNORM) and
depths (DNORM) must be tabulated at points corresponding to MM-1 and
NN-1, respectively, equal divisions of the normalized area axis (ANORM).
Step 2 - The Physical Representation of the Sewer System. These data
are the different element types of the sewer system and their physical
descriptions. The system must first be identified as a system of
conduit lengths, joined at manholes (or other non-conduits). In
addition, either real or hypothetical manholes should delineate
significant changes in conduit geometry, dimensions, slope, or rough-
ness. Finally, inflows to the system (i.e., storm water, wastewater,
and infiltration) are allowed to enter only at manholes (or other non-
conduits) . Thus manholes must be located at points corresponding to
inlet points for hydrographs generated by the Runoff Block and input
points specified in subroutines FILTH and INFIL. In general, the task
of identifying elements of the sewer system will be done most conven-
iently in conjunction with the preparation of data for these other sub-
routines .
151
-------
DesGTJption of Conduits
The 12 conduit shapes supplied with the Storm Water Management program
are shown in Figure 4-35. For each shape, the required dimensions are
illustrated in the figure and specified in Table 4-5. In addition,
Table 4-5 gives the formula for calculating the total cross-sectional
area of the conduit.
Usually, the shape and dimensions of the conduit will be indicated on
plans. It is then a simple matter to refer to Figure 4-35 for the
proper conduit type and dimensions. If the shape does not correspond
to any supplied by the program, it will ordinarily suffice to choose a
shape corresponding most nearly to the one in question. For example,
an inverted egg can be reasonably approximated by a catenary section.
The dimensions of the substitute shape should be chosen so that the
area of the substitute conduit and that of the actual conduit are the
same. This is facilitated by Table 4-5, in which the area is given as
a function of the conduit dimensions. If desired, the flow-depth-area
parameters for up to three additional conduit shapes may be read in at
the beginning of the program. (See Card Groups 2-10, Table 4-6.)
Occasionally, the conduit dimensions and area may be given, but the
shape not specified. It will sometimes be possible to deduce the shape
from the given information. For example, a conduit may have an area of
4.58 square feet and dimensions of 2 feet by 3 feet. First, assume
that the 2-foot dimension is the width, and the 3-foot dimension is the
depth of the conduit. Second, note from Figure 4-35 that the ratio of
depth to width for an egg-shaped conduit is 1.5:1. Finally, the area
152
-------
G2
T
Gl
Type 1: Circular
Type 2: Rectangular
Type 3: Phillips Standard
Egg Shape
Type 4: Boston Horseshoe
00 Ct tit Oi 04 OS Ci 01 lit 09 U U I
Ijtiooru-ll^rjjI'C f!fncr.!lon>'cfi'''.t
to Itox of lit tfidri Scclion
CO U 02 01 04 Ci Cb 0; OS 05 10 U LI
RaliO »l Mn HjJmulk ! i^tnfiolivr.-lcj S»jn««t
N Ihon of IS< tntui
Type 5: Gothic
Type 6: Catenary
Figure 4-35. SEWER CROSS-SECTIONS
153
-------
- - 1 ft
t
f °'9
(&
o 0.6
| 0.7
f 0.6
Gl -§ °'5
C0.4
**-
1
'•£ ai
5 O.I
1 a
o; ft
'
-
\
*!j>
,
i
~"~tz
'o
C.
_..
1
0 'O.l OZ 0.1 O-'t 00 0.0 0.1 08 C3 1.0 U It
Raiioof HudtauIi"cEle,T.jnHofFil!e
-------
Table 4-5. SUMMARY OF AREA RELATIONSHIPS AND
REQUIRED CONDUIT DIMENSIONS*
Ntype
1
2
3
4
5
6
7
8
9
10
11
12
Shape
Circular
Rectangular
Egg-shaped
Horseshoe
Gothic
Catenary
Semielliptic
Basket-handle
Semi-circular
Modified basket-
handle
Rectangular,
triangular bottom
Rectangular,
round bottom
Area
(7T/4)*(G1)**2
G1*G2
0.5105*(G1)2
0.829*(G1)2
0.655*(G1)2
0.703*(G1)2
0.785*(G1)2
0.786*(G1)2
1.27*(G1)2
G2(G1 + (7T/8)G2)
G2(G1 - G3/2)
0 = 2*ARSIN
*(G2/(2G3))
Area = Gl*G2
+ (G3) **2/2
*(0 - SIN(0)
Required Dimensions,
ft
GEOMl
GEOMl
GEOM2
GEOMl
GEOMl
GEOMl
GEOMl
GEOMl
GEOMl
GEOMl
GEOMl
GEOM2
GEOMl
GEOM2
GEOM3
GEOMl
GEOM2
GEOM3
>
= Diameter
= Height
= Width
= Height
= Height
= Height
= Height
= Height
= Height
= Height
= Side Height
= width
= Height
= Width
= Invert height
= Side height
- Width
= Invert radius
*Refer to Figure 4-34 for definition of dimensions, Gl, G2, and G3.
155
-------
of an egg-shaped conduit of 3-foot depth is 0.5105 x 9 = 4.59 square
feet. It is concluded that the conduit should be type 3 with
GEOM1 = 3 feet.
Because of limits on the size of the computer program, it will usually
not be possible to model every conduit in the drainage basin. Con-
sequently, aggregation of individual conduits into longer ones will
usually be the rule. Average slopes and sizes may be used provided
that the flow capacity of the aggregate conduit is not significantly
less than that of any portion of the real system. This is to avoid
simulated surcharge conditions that would not occur in reality. In
general, conduits should not be over 3,000 to 4,000 feet long in order
to maintain reasonable routing accuracy. Conduit lengths should always
be separated by manholes (or other non-conduit type elements). The
conduit length should be measured from the center of the adjacent man-
holes.
Values of Manning's roughness may be known by engineers icum-liar with
the sewer system. Otherwise, they may be estimated from tables in
many engineering references (Refs. 9 and 12)/ as a function of the con-
struction material and sewer condition. The value may be adjusted to
account for losses not considered in the routing procedure (e.g., head
losses in manholes or other structures, roots, obstructions). However,
the flow routing is relatively insensitive to small changes in Manning's
n.
156
-------
Description of Non-Conduits
The sewer system consists of many different structures, each with its
own hydraulic properties. Elements 16 through 22 are designed to
simulate such structures. Data requirements for these elements were
given in Table 4-4. Brief descriptions of these elements follow.
Manholes. No data are required for manholes except their numbers and
upstream element numbers. Note that the number of upstream elements
is limited to three. If more than three branches of the system should
joint at a point, two manholes could be placed in series, allowing a
total of five branches to joint at that point.
Lift Stations. The data requirements for lift stations were given in
Table 4-4. It is assumed that the force main will remain full when the
pump is not operating, resulting in no time delay in the flow routing
(i.e., no time is required to fill the force main when the pump starts).
Type 18 and Type 21 Flow Dividers. The routing procedure through these
elements is explained in the discussion of subroutine ROUTE. Typical
uses are given below.
1. Simple Diversion Structure.
A type 18 flow divider may be used to model a diversion
structure in which none of the flow is diverted until it
reaches a specified value (GEOM1). When the inflow is above
this value, the non-diverted flow (Q01) remains constant at
its capacity, GEOM1, and the surplus flow (Q02) is diverted.
157
-------
2. Cunnette Section.
A type 21 flow divider may be used to model a downstream
cunnette section. The cunnette section is considered as a
separate circular conduit to be placed parallel to the primary
conduit as shown in Figure 4-36. In order to model the
cunnette as a semi-circle, the separate circular conduit is
given a diameter (GEOM1) so that its area will be twice that
of the actual total cunnette flow area. (The distance, slope,
and roughness will be the same as for the primary conduit).
A type 21 flow divider is then the upstream element common to
both conduits, as shown in Figure 4-36a. The program assigns
a value of GEOMl of the flow divider equal to half the full flow
capacity of the circular pipe simulating the cunnette so that
it has the hydraulic characteristics of a semi-circle). Any
flow higher than GEOMl will be diverted to the primary conduit.
Note that the parameter GEOM3 of the flow divider will be the
element number assigned to the cunnette section. Note further
that the element downstream from the two parallel conduits must
list them both as upstream elements.
Type 20 Flow Divider. This element is used to model a weir-type
diversion structure in which a linear relationship can adequately
relate the flow rate and the depth of flow at the weir. Input para-
meters were defined in Table 4-4. The operation of the element is ex-
plained in the discussion of subroutine ROUTE.
158
-------
SECTION OF SEWER
WITH CUNNETTE
PRIMARY CONDUIT PRIMARY CONDUIT
CUNNETTE (TYPE I) YCUNNETTE (TYPE I)
•FLOW DIVIDER (TYPE
\CU
E2K
a. SCHEMATIC OF HYPOTHETICAL FLOW DIVISION
PRIMARY
CONDUIT
CUNNETTE
CONDUIT WITH
CUNNETTE
b. SPLIT OF CONDUIT INTO PRIMARY CONDUIT AND CUNNETTE
Figure 4-36. CUNNETTE SECTION
159
-------
The weir constant, incorporated into the variable ROUGH, can be varied
to account for the type of weir. Typical values of the weir constant
are 3.3 for a broad crested weir and 4.1 for a side weir (Ref. 13).
Type 19 - Storage Unit, This element may be placed anywhere in the
sewer system where appreciable storage may exist, such as at an over-
flow or diversion structure. The required data inputs and a description
of the routing procedure are described elsewhere in this manual. It
should be noted that the storage area or "reservoir" now consists of a
portion of the sewer system itself, and area-depth relationships must
be worked out accordingly.
Backtiater Element. This element may be used to model backwater
conditions in a series of conduits due to a flow control structure
downstream. The situation is modeled as follows :
1. A storage element (type 19) is placed at the location of the
control structure. The type of storage element will depend
upon the structure (i.e., weir, orifice, or combination of
weir and orifice) . One inflow to this storage element is then
from the conduit just upstream.
2. If the water surface is extended horizontally upstream from
the flow control structure at the time of maximum depth at the
structure, it will intersect the invert slope of the sewer at
a point corresponding to the assumed maximum length of back-
water. The reach between this point and the structure may
encompass several conduit lengths. A backwater element, type
22, is placed at this point of maximum backwater, in place of a
manhole, for instance.
160
-------
3. The backwater element then diverts flow directly into the
storage element depending upon the volume of water (and hence,
the length of backwater) in the storage element. If the back-
water extends all the way to the backwater element, the total
flow is diverted to the storage element; none is diverted to
the conduits.
4. The amount of diverted flow (Q01) is assumed directly pro-
portional to the length of the backwater. The storage area in
reality consists of the conduits. Since most conduits can
be assumed to have a constant width, on the average, the back-
water length is assumed proportional to the square root of the
current storage volume, obtained from the storage routine.
5. The parameter GEOM3 of the backwater element must contain the
element number of the downstream storage unit.
6. Parameters for the storage element are read in as usual.
Note that the depth-area values will correspond to the storage
area of the upstream conduits. Note also that the storage unit
must list the backwater element as one of its upstream elements,
as well as the conduit immediately upstream.
7. At each time-step, the backwater element computes the ratio
of current to maximum storage volume in the downstream storage
element. Call this ratio r.
Then Q01 = QI r**0.5
and Q02 - QI-Q01
161
-------
where Q01 = Flow directly into storage unit
Q02 = Flow into intermediate conduits
QI = Inflow to backwater element.
Step 3 - Input Data and Computational Controls. The basic input data,
hydrographs and pollutographs are generated outside of the Transport
Model. However, certain operational controls are available within
Transport.
Choice of Time-Step
The size of the time-step, DT, may be chosen to coincide with the spacing
of the ordinates of the inflow hydrographs and pollutographs. However,
it should not be greater than five minutes.
Choice of Number of Time-steps
The total number of time-steps should not be less than the number used
in the Runoff Block nor greater than 150.
Choice of Number of Iterations
The purpose of iterations in the computations is to reduce flow oscilla-
tions in the output. The flatter pipe slopes (less than 0.001 ft/ft)
require iterations of the flow routing portion of the Transport Model to
help dampen these oscillations. Four iterations have proven to be suf-
ficient in most cases.
162
-------
Internal Storage Model
Use of the internal storage routine involves 5 basic steps.
Step 1 - Call. The internal storage routine is called by subroutine
TRANS when element type 19 is specified. No more than two locations
may be specified in a single run.
Step 2 - Storage Description: Part 1. Describe the storage unit mode
(in-line); construction (natural, manmade and covered, manmade and
uncovered); and type of outlet device (orifice, weir, or pumped).
Step 3 - Output. Select output and computational options according to
the following:
1. Flow routing by plug flow or complete mixing.
2. Complete printout or supressed.
3. Costs estimated or costs supressed.
Step 4 - Storage Description: Part 2. Describe the basin flood depth
and geometry. Describe design parameters of outlet control. Describe
initial conditions in basin.
Step 5 - Unit Costs. Specify unit costs to be used if cost output is
desired.
The sequence of cards and choices (Steps 2-5) are repeated for each
storage basin location.
163
-------
Infiltration Model
Effective use of the Infiltration Model requires estimates of its
component flows, namely:
DINFIL = Dry weather infiltration
RINFIL = Wet weather infiltration
SINFIL = Melting residual ice and snow
GINFIL = Groundwater infiltration.
Step 1 - Determine Groundwater Condition. If the groundwater table is
predominently above the sewer invert, all infiltration is attributed to
this source. In this case an estimate of the total infiltration is made
directly (in cfs for the total drainage basin) and read in on a data
card. This card followed by two blank cards would complete the infil-
tration data input. If the groundwater table is not predominently above
the sewer invert, proceed to Step 2.
Step 2 - Build Up Infiltration from Base Estimates. From measurements,
historical data, or judgment, provide estimates of DINFIL and RINFIL.
In this case GINFIL must be set equal to 0.0. Next, provide the control
parameters: the day the storm occurs (a number from 1 to 365 starting
with July 15 as day 1), the peak residual moisture (see Example 2
below), and the average pipe length (in feet). Finally, read in the
12 monthly degree-day totals taken from Appendix A or a local source.
164
-------
Dry Weather Flow Model
Use of the Dry Weather Flow model involves 3 basic steps.
Step 1 - Establishing Subareas. Establishment of subareas constitutes
the initial step in applying subroutine FILTH. Both detail of input
data and assumptions made in developing FILTH impose constraints on the
type, size, and number of subareas. However, most important in subarea
establishment is the type of estimating data available. An upper limit
of 200 acres per subarea is assumed in the following discussion. This
is a somewhat arbitrary limit based in part on previous verification
results from FILTH.
Subareas should be located and sized to utilize existing sewer flow
measurements taken within the drainage basin. These measurements
should be recent and of sufficient duration to provide a current average
sewage flow value for the period of time during which simulation is to
proceed. Daily and hourly flow variation should be compared to assumed
values as described earlier in the text. A gaging site with less than
200 acres contributing flow provides a very convenient data input situa-
tion. A subarea should be established upstream from the gage with
average sewage flow tabulated as SEWAGE for that subarea.
If metered water use is to be used to estimate sewage flow, subareas
should be located to coincide with meter reading zones or other zones
used by the water department that simplify data takeoff. Since water
use would be used to estimate sewage flow, average winter readings should
be used to minimize the effects of lawn sprinkling and other summer uses.
165
-------
If neither gaging nor metered water use are input, sewage estimates must
be made. Subareas should then be established to yield appropriate input
data for the residential estimating equations in FILTH. Zero sewage
flow is assumed from commercial, industrial, and parkland subareas for
which estimates or measurements of SAQPF are not given. Since KLAND
and VALUE are the significant variables in estimating subarea sewage
flow, subareas should be located and sized to include land with uniform
land use and property valuation. To utilize existing census data,
subarea boundaries should be made to coincide with census tract boundaries.
Criteria for establishing subareas are listed in the following summary:
1. Subareas in general should:
a. Be less than or equal to 200 acres in size
b. Be less than or equal to 150 in number
c. Conform to the branched pipe network.
2. Subareas should be established to employ any existing
sewer flow measurements.
3. Subareas for which metered water use is used to estimate
sewage flow should be compatible with meter reading zones.
4. Residential subareas for which estimated water use is used
to estimate sewage flow should:
a. Be uniform with respect to land use
b. Be uniform with respect to dwelling unit valuation
c. Coincide with census tracts.
166
-------
Step 2 - Collection of Data. Other than the establishment of measured
data described hereinbefore, the primary data source is the U.S. Bureau
of the Census for census tract information. This source provides readily
available data on population distribution, family income, and the number
and relative age of dwelling units. City records, aerial photographs,
and on-site inspection may be necessary to define land use activities,
process flows, and dwelling density variations within tracts.
Step 3 - Data Tabulation. Once subareas have been established, several
alternatives exist regarding data tabulation. An identification number
KNUM should be given to each subarea prior to data takeoff. However,
once KNUM's have been established, corresponding INPUT manhole numbers
are selected from a previously numbered schematic diagram of the trunk
sewer. This numbered schematic serves as the mechanism to coordinate
runoff, infiltration, and sewage inputs. Refer to the subroutine TRANS
discussion for additional information about the numbered schematic. If
water use estimates are necessary, land use should be determined from
city zoning maps and the previously tabulated values for KLAND.
ADWF should be tabulated as average drainage basin sewage flow. As
with ADWF, SEWAGE should be averaged from flow data for the appropriate
month, season, or year. ADWF, SAQPF, or SEWAGE may be obtained from
routine or specific gaging programs done by the city, consulting
engineers, or other agencies. SAQPF may be estimated for commercial
and industrial areas using water use coefficients. Also, SAQPF and
WATER may be determined for all land use categories from water meter records.
167
-------
Table 4-6. TRANSPORT BLOCK CARD DATA
Card
Group
Format
Card
Columns
Description
Variable
Name
Default
Value
1615 5 Number of sewer cross-sectional shapes, NKLASS
in addition to the 12 program-supplied
for which element routing parameters
are to follow (maximum value = 3).
10 Control parameter for printing out KPRINT
routing parameters for all shapes, i.e.,
KPRINT = 0 to suppress printing,
KPRINT = 1 to allow printing.
1615
DELETE CARD GROUPS 2 TO 10 IF NKLASS - 0.
Name of user-supplied shapes. NAME
20A4
1-16
17-32
33-48
16-letter name of shape 1.
16-letter name of shape 2.
16-letter name of shape 3.
NAME(I,13)
NAME (1, 14)
NAME (I, 15)
none
none
none
4-5
9-10
14-15
Number of values of DNORM to be
supplied (maximum value = 51,
minimum value - 2).
Number of values for shape 1.
Number of values for shape 2.
Number of values for shape 3.
NN
NN(13)
NN(14)
NN(15)
none
none
none
Number of values of ANORM or QNORM
to be read (maximum value = 51,
minimum value = 2).
1615 4-5 Number of values for shape 1.
9-10 Number of values for shape 2.
14-15 Number of values for shape 3.
MM
MM(13)
MM(14)
MM(15)
none
none
none
8F10.5
1-10
11-20
21-30
Value of A/A * corresponding to the ALFMAX
maximum Q/Q,** value for each shape.
A/A value for shape 1. ALFMAX (13)
A/Af value for shape 2. ALFMAX(14)
A/Af value for shape 3. ALFMAX(15)
none
none
none
*A/A_ is the cross-sectional flow area divided by the cross-sectional flow area of the pipe
running full.
**Q/Qf is the flow rate of the flow divided by the flow rate of the conduit flowing full.
NOTE: All non-decimal numbers must be right-justified.
169
-------
Table 4-6. (continued)
Card Card
Group Format Columns Description
6 Maximum Q/Q value
8F10.5 1-10 Maximum Q/Q value
11-20 Maximum Q/Q, value
21-30 Maximum Q/Qf value
for each shape.
for shape 1.
for shape 2 .
for shape 3.
Variable
Name
PSIMAX
PSIMAX(13)
PSIMAX (14)
PSIMAX (15)
Default
Value
none
none
none
Factor used to determine full flow area AFACT
for each shape, i.e., for use in equation
AFULL = AFACT(GEOM1)2.
8F10.5
1-10
11-20
21-30
Factor for shape 1.
Factor for shape 2.
Factor for shape 3.
AFACT (13)
AFACT (14)
AFACT (15)
none
none
none
8F10.5
1-10
11-20
21-30
Factor used to determine full flow RFACT
hydraulic radius for each shape,
i.e., for use in equation.
RADH = RFACT(GEOMl) .
Factor for shape 1. RFACT(13)
Factor for shape 2. RFACTU4)
Factor for shape 3. RFACT(15)
none
none
none
REPEAT CARD GROUP 9 FOR EACH ADDED SHAPE.
Input of tabular data (area of flow, A,
divided by area of conduit, A , (A/A ))
for each added shape corresponding to the
equal divisions of the conduit as given
by NN on card group 3.
DNORM
8F10.5
1-10
11-20
First value for A/A for shape 1.
Second value for A/A for shape 1.
Last value of A/A for shape 1,
(Total Of NN(13)/8 + NN(14)/8 +
NN(15)/8 data cards.)
DNORM(I.l)
DNORM(I,2)
none
none
DNORM (I,NN(I)) none
10
REPEAT CARD GROUP 10 FOR EACH ADDED SHAPE.
Input of tabular data (flow rate of flow, QNORM
Q, divided by the flow rate of the conduit
running full, Q , (Q/Q )) for each added
shape corresponding to the equal divisions
of the conduit as given by MM on card
group 4.
8F10.5
1-10
11-20
First value of Q/Q, for shape 1.
Second value of Q/Q for shape 1.
Last value for Q/Q, for shape 1.
(Total of MM(13)/0 + MM(14)/8 +
MM(15)/8 data cards.)
QNORM
QNORM(I,2)
none
none
QNORM(I,MM(I)) none
170
-------
Table 4-6. (continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
Default
Value
11
20A4
Title card containing a one-line heading
to be printed above output. A numeral 1
should be placed in card column 1 for
neat spacing print out.
TITLE
12
none
none
Execution control data.
1615 3-5 Total number of sewer elements (maximum NE
- 150).
8-10 Total number of time-steps (maximum - NOT
150).
14-15* Total number of non-conduits into which NINPUT
there will be input hydrographs and
pollutographs (maximum = 60, minimum = 1).
19-20 Total number of non-conduit elements at NNYN
which input hydrographs and pollutographs
are to be printed out (maximum = 10,
minimum = 1).
24-25 Total number of non-conduit elements at NNPE
which routed hydrographs and pollutographs
are to be printed out (maximum = 10,
minimum = 1).
30** Total number of non-conduit elements at NOOTS
which flow is to be transferred to the
Receiving Hater Model by tape (maximum =
5, minimum - 1) .***
35 Control parameter for program-generated NPRINT
error messages concerning irregularities
occurring in the execution of the flow
routing scheme, i.e.,
NPRINT - 0 to suppress messages,
NPRINT « 1 to print messages from ROUTE,
NPRINT » 2 to print messages from ROUTE
and TRANS.
40 Total number of pollutants being routed NPOLL
(minimum •!, maximum » 4).
45 Total number of iterations to be used in NITER
routing routine (4 recommended).
none
13
8F10.5 1-10
11-20
21-30
Execution control data.
Size of time-step for computations (sec). DT none
Allowable error for convergence of EPSIL 0.0001
iterative methods in routing routine
(0.0001 recommended).
Total number of days (dry weather days) DWDAYS none
prior to simulation during which solids
were not flushed from the sewers.
•Must be the same as in the RUNOFF Block (NSAVE).
"These arc the only points that can be plotted by subroutine GRAPH after being routed by
TRANSPORT.
***A maximum of 37 way be transferred to subroutine GRAPH.
171
-------
Table 4-6. (continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
Default
Value
14
1615
10
15
20
Execution control data.
Control parameter specifying means to be NCNTRL
used in transferring inlet hydrographs,
i.e.,
NCNTRL = 1, normal transfer by tape or
disk,
NCNTRL = 0, special transfer requiring
additional input specifications.
Control parameter in estimating ground- NINFIL
water infiltration inflows, i.e.,
NINFIL - 1, infiltration to ba estimated
(subroutine INFIL called),
NINFIL = 0, infiltration not estimated
(INFIL not called and corres-
ponding data omitted).
Control parameter in estimating sanitary NFILTH
sewage inflows, i.e.,
NFILTH = 1, sewage inflows to be estimated
(subroutine FILTH called),
NFILTH = 0, sewage inflows not estimated
(FILTH not called and corres-
ponding data omitted).
Control parameter concerning printed out- JPRINT
put, i.e.,
JPRINT = 1, flows and concentrations
printed out in tabular form,
JPRINT = 0, flows and concentration not
printed or plotted.
REPEAT CARD GROUP 15 FOR EACH NUMBERED
SEWER ELEMENT
15
Sewer element data.
514 1-4 External element number. No element NOE
may'be labeled with a number greater
than 1000, and it must be a positive
numeral (maximum value = 1000).
External number(s) of upstream element(s).
Up to three are allowed. A zero denotes
no upstream element (maximum value =
1000).
5-8 First of three possible upstream NUE(l)
elements.
172
-------
Table 4-6. (continued)
Card
Group
Card
Format Columns
Description
Variable
Name
Default
Value
9-12 Second of three possible upstream NUE(2)
elements.
13-16 Third of three possible elements. NUE(3)
17-20 Classification of element type. Obtain NTYPE
value from Table 4-3.
none
16
THE FOLLOWING VARIABLES ARE DEFINED BELOW
FOR CONDUITS ONLY. REFER TO TABLE 4-4
FOR REQUIRED INPUT FOR NON-CONDUITS.
7F8.3 21-28 Element length for conduit (ft). DIST none
29-36 First characteristic dimension of GEOM1 0.0
conduit (ft). See Figure 4-34 and
Table 4-5 for definition.
37-44 Invert slope of conduit (ft/100 ft). SLOPE 0.1
45-52 Manning's roughness of conduit. ROUGH 0.013
53-60 Second characteristic dimension of GEOM2 none
conduit (ft). See Figure 4-34 and
Table 4-5 for definition. (Not required
for some conduit shapes.)
61-68 Number of barrels for this element. BARREL 1.0
The barrels are assumed to be identical
in shape and flow characteristics.
69-76 Third characteristic dimension of GEOM3 none
conduit (ft). See Figure 4-34 and
Table 4-5 for definition. (Not required
for some conduit shapes.)
******************************** CARDS 16 THROUGH 26 ARE DATA INPUT FOR **********
INTERNAL STORAGE. (NTYPE = 19) . OMIT
THESE DATA CARDS IF INTERNAL STORAGE IS
NOT DESIRED.
16
1015
1-5*
6-10
11-15
REPEAT STORAGE MODEL DATA FOR EACH
STORAGE ELEMENT (MAXIMUM = 2).
Storage unit data card.
Storage mode parameter.
= 1 In-line storage.
Storage type parameter.
•= 1 Irregular (natural) reservoir.
= 3 Geometric (regular) uncovered
reservoir.
Storage outlet control parameter.
•= 1 Gravity with orifice center line
at zero storage tank depth.
= 2 Gravity with fixed weir.
= 6 Existing fixed-rate pumps.
= 9 Gravity with both weir and orifice.
ISTMOD
ISTTYP
ISTOUT
none
none
*Must be set equal to one since other storage mode parameters aro not programmed.
173
-------
Table 4-6. (continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
Default
Value
17 Computation/print control card.
3110 1-10 Pollutant parameter. IPOL
= 0 No pollutants (hydraulics only).
= 1 Perfect plug flow through basin.
«= 2 Perfect mixing in basin.
11-20 Print control parameter. IPRINT
= 0 No print each time-step.
= 1 Print each time-step in storage.
21-30 Cost computation parameter. ICOST
«= 0 No cost confutations.
= 1 Costs to be computed.
18
F10.2
1-10
Reservoir flood depth data card.
Maximum (flooding) reservoir depth (ft).
DEPMAX
none
INCLUDE EITHER CARD GROUP 19 OR 20, NOT
BOTH.
INCLUDE CARD GROUP 19 ONLY IF ISTTYP ON
CARD 16 HAS THE VALUE 1.
19 Reservoir depth-area data card (4(F10.2,
F10.0)).
F10.2 1-10 A reservoir water depth (ft).
F10.0 11-20 Reservoir surface area corresponding to
; above depth (sq ft).
F10.2 61-70 A reservoir water depth (ft).
F10.0 71-80 Reservoir surface area corresponding to
above depth (sq ft).
(NOTE: The above pair of variables is
repeated 11 times, 4 pairs per card.)
ADEPTH (1)
AASURF(2)
ADEPTH(4)
AASURF(4)
none
none
20
2F10.0
F10.5
1-10
11-20
21-30
INCLUDE CARD 20 ONLY IF ISTTYP ON CARD 16
HAS THE VALUE 3.
Reservoir dimensions data card.
Reservoir base area (sq ft) BASEA
Reservoir base circumference (ft) BASEC
Cotan of sideslope (horizontal/vertical). COTSLO
none
none
none
174
-------
Table 4-6. (continued)
Card
Group
Format
Card
Columns
Description
Variable
Kane
Default
Value
INCLUDE ONLY ONE OF THE OUTLET DATA CARDS
21, 22, 23, or 24.
21
F10.3
22
1-10
INCLUDE CARD 21 .ONLY IF ISTOUT ON CARD 16
HAS THE VALUE 1.
Orifice outlet data card.
Orifice outlet area x discharge
coefficient (Sq ft).
2F10.3
1-10
11-20
INCLUDE CARD 22 ONLY IF ISTOUT ON CARD
16 HAS THE VALUE 2.
Weir outlet data card.
Weir height (ft) above depth «= 0.
Weir length (ft) .
CDAOUT
WEIRHT
WHIRL
none
none
none
INCLUDE CARD 23 ONLY IF ISTOUT OH CARD
16 HAS THE VALUE 6.
Pump outlet data card.
3F10.3
1-10
11-20
21-30
Outflow pumping rate (cfs) .
Depth (ft) at pump startup.
Depth (ft) at pump shutdown (DSTOP
> 0.0) .*
QPUMP
DSTART
DSTOP
none
none
none
INCLUDE CARD 24 ONLY IF ISTOUT HAS THE
VALUE 9.
24 Weir and orifice'outlet data card.
8F10.5 1-10 Weir height above depth = 0 (ft). WEIRHT
11-20 Weir length (ft). WEIRL
21-30 -Orifice outlet area x discharge CDAOUT
coefficient (sq ft).
31-40 Orifice centerline elevation above zero ORIFHT
depth (ft).
none
none
none
none
25 Initial conditions data card.
2F10.2 1-10 Storage (cf) at time zero.
11-20 Outflow rate (cfs) at time zero.
STORO
OOUTO
none
none
*DSTOP nust equal or be greater than the level in storage that contains enough volume to handle
the pumping rate, QPUMP, for one time-step.
175
-------
Table 4-6. (continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
Default
Value
26
P10.2
2F10.0
1-10
11-20
21-30
CARD 26 MUST BE INCLUDED: IT MAY BE BLANK
IF ICOST ON CARD 17 HAS THE VALUE 0.
Cost data card.
$/cy for storage excavation.
S/acre for storage land.
$/pump station with related structures.
CPCUYD
CPACRE
CPS
none
none
none
*******************
END OF INTERNAL STORAGE DATA CARDS. **************************
A*
B*
27**
TO BE READ FROM TAPE (unformatted) IF
NCNTRL = 1.
Description of following inlet hydro- TITLE(I)
graphs. (160 character string)
Control variable.
Total number of time-steps in RUNOFF. NDUMI
Total number of inlet hydrographs. NINPUT
Total number of pollutants. NPOLL
Time-step length (sec) in RUNOFF. NDUM2
Clock time for beginning of rain (sec). TZERO
Non-conduit element numbers into which NORDER(I)
hydrographs and pollutographs (trans-
ferred from the Runoff Model) enter the
sewer system. These must be in the order
in which hydrograph and pollutograph
ordinates appear at each time-step.
List of external non-conduit element ON
numbers at which outflows are to be
transferred to Receiving Water Model
(minimum number of elements specified
= 1, maximum number = 5).
28
List of external non-conduit element
numbers at which input hydrographs
and pollutographs are to be stored
and printed out (minimum mv>iiv?r of
elements specified = 1, maximum number
none
none
none
none
none
none
1615 1-5 First element number.*** JN(1) none
6-
-10 Second element number.*** JN(2) none
Last element number.*** JN(NOUTS) none
1615 1-5 First input location number.
6-10 Second input location number.
Last input location number.
NYN(l)
NYN (2)
NYN(NNYN)
none
none
S transfeirod from MTOOFL' block, data cards are not required.
these element numbers can be plotted by subroutine GRAPH
"•Element nurabore transferred to the Receiving Water Block imir.t be numbered less than 100.
176
-------
Table 4-6. (continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
Default
Value
29
List of external non-conduit element
numbers at which output hydrographs
and pollutographs are to be stored and
printed out (minimum number of elements
specified = 1, maximum number = 10).
NPE
1615 1-5 First output location number. NPE(l) none
6-
-10 Second output location number. NPE (2) none
Last output location number NPE (NNPE) none
IF SUBROUTINE INFIL IS TO BE CALLED
(NINFIL =1), INSERT CARDS 30 THROUGH
32, OTHERWISE OMIT.
30
10F8.1 1-8
9-16
17-24
31
15 3-5
6F8.1 6-13
14-21
32
1615 1-5
6-10
56-60
Estimated infiltration.
Base dry weather infiltration (gpm) .
Groundwater infiltration (gpm) .
Rainwater infiltration (gpm) .
Control parameters.
Day of estimate.
Peak residual moisture (gpm) .
Average joint distance (ft) .
Monthly degree-days.
July degree-days.
August degree-days.
June degree-days.
DINFIL
GINFIL
RINFIL
NDYUD*
RSMAX
ULEN
NDD
NDD(l)
NDD (2)
•
NDDU2)
0.0
0.0
0.0
none
0.0
6.0
none
none
•
none
33
IF SUBROUTINE FILTH IS TO BE CALLED
(NFILTH « 1), INSERT CARD GROUPS 33
TO 44, OTHERWISE OMIT.
Factors to correct yearly average
sewage flows to daily averages by
accounting for daily variations through-
out a typical week.
7F10.0 1-10
11-20
61-70
Flow correction for Sunday.
Flow correction for Monday.
Flow correction for Saturday.
DVDWF(l)
DVDWF(2)
DVDWF(7)
1.0
1.0
1.0
*Day one is July 15.
177
-------
Table 4-6. (continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
Default
Value
34 Factors to correct BOu yearly averages
to daily averages.
7F10.0 1-10 BOD correction for Sunday. DVBOD(l) 1 0
61-70 BOD correction for Saturday. DVBOD(7) 1.0
36
38
Factors to correct daily average
sewage flow to hourly averages by
accounting for hourly variations
throughout a typical day (3 cards needed).
8F10.0 1-10 Midnight to 1 a.m. factor (first card). HVDWF(l)
8F10.0
1-10
8 a.m. to 9 a.m. factor (second card). HVDWF(9)
Factors for SS hourly corrections
(3 cards needed).
1-10 Midnight to 1 a.m. factor (first card). HVSS(l)
35 Factors for correction of yearly SS
averages to daily averages.
7F10.0 1-10 SS correction for Sunday. DVSS(l) 1 0
61-70 SS correction for Saturday. DVSS(7) 1.0
1.0
1.0
1-10 4 p.m. to 5 p.m. factor (third card). HVDWF(17) 1.0
37 Factors for BOD hourly corrections
(3 cards needed).
8F10.0 1-10 Midnight to 1 a.m. factor (first card). HVBOD(l) 1 0
71-80 11 a.m. to midnight factor (third card). HVBOD(24) 1.0
1 0
71-80 11 a.m. to midnight factor (third card). HVSS(24) 1.0
INCLUDE ONLY WHEN 3 POLLUTANTS ARE
SPECIFIED.
39 Factors for E. coli hourly corrections
(3 cards needed).
8F10.0 1-10 Midnight to 1 a.m. factor (first card). HVCOLI(l) 1 0
71-80 11 a.m. to midnight factor (third card). HVCOLI(24) 1.0
178
-------
Table 4-6. (continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
Default
Value
40
Study area data.
615 1-5 Total number of subareas within a given KTNUM
study area in which sewage flow and
quality are to be estimated.
6-10 Indicator as to whether study area data, KASE
such as treatment plant records, are to
be used to estimate sewage quality, i.e.,
KASE - 1, yes,
KASE = 2, no.
11-15 Total number of process flows within NPF
the study area for which data are
included in one of the-following card
groups.
16-20 Number indicating the day of the week KDAY
during which simulation begins (Sunday
- 1).
21-25 Number indicating the hour of the day KHOUR
during which simulation begins (1 a.m.
• 1).
26-30 Number indicating the minute of the hour KMINS
during which simulation begins.
none
2F5.1 31-35
36-40
F10.3 41-50
41
3P10.0 1-10*
11-20
21-30
£10. 2 31-40
Consumer Price Index.
Composite Construction Cost Index.
Total population in all areas
(thousands) .
IP KASE = 1, INCLUDE CARD GROUPS 41, 42
Average study area data.
Total study area average sewage flow,
i.e., from treatment plant records (cfs) .
Total study area average BOD (mg/L) •
Total study area average ss (mg/L) .
Total coliforms (MPN/100 ml) .
CPI
CCCI
POPULA
AND 43.
ADWF
ABOD
ASUSO
ACOCI
109.5
103.0
none
0.0
none
none
none
42 Categorized study area data.
8FQ.O 1-8 Total study area from which ABOD and TOTA none
ASUSO were taken (acres).
9-16 Total contributing industrial area TINA none
(acres).
17-24 Total contributing commercial area TCA none
(acres).
*If ADWF = 0.0, then total BOD, SS, and COLI will - 0.0.
179
-------
Table 4-6. (continued)
Card
Group
Card
Format Columns Description
Variable
Name
Default
Value
25-32 Total contributing high income (above TRHA none
$15,000} residential area (acres).
33-40 Total contributing average income (above TRAA none
$7,000 but below $15,000) residential
area (acres).
41-48 Total contributing low income (below TRLA none
$7,000) residential area (acres).
49-56 Total area from the above three resi- TRGGA none
dential areas that contribute additional
waste from garbage grinders (acres).
57-64 Total park and open area within the study TPOA none
area (acres) .
IF PROCESS FLOW DATA ARE AVAILABLE (NPF
NOT EQUAL 0 AND KASE = 1) , REPEAT CARD
GROUP 43 FOR EACH PROCESS FLOW.
43
15
6F10.3
1-5
6-15
16-25
26-35
Process flow characteristics.
External manhole number into which flow INPUT
is assumed to enter (maximum value =
150, minimum value = 1).
Average daily process flow entering the QPF
study area system (cfs).
Average daily BOD of process flow (mg/L). BODPF
Average daily SS of process flow (mg/L). SUSPF
none
none
none
44
REPEAT CARD GROUP 44 FOR EACH OF THE
KTNUM SUBAREAS.
Subarea data.
213 1-3 'Subarea number. KKVH
4-6 External number of the manhole into INPUT
which flow is assumed to enter for
subarea KNUM (maximum value = 150,
minimum value = 1).
311 7 Predominant land use within subarea. KLAMD
8 Parameter indicating whether or not METHOD
water usage within subarea KNUM is
metered.
METHOD = 1, metered water use,
METHOD = 2, incomplete or no metering.
9 Parameter indicating units in which KUNIT
water usage estimates (WATER) are
tabulated.
KUNIT = 0, thousand gal./mo,
KUNIT = 1, thousand cl/mo.
none
none
none
2
180
-------
Table 4-6. (continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
Default
Value
13F5.1 10-14 Measured winter water use for subarea WATER none
KNUM in the units specified by RUN IT
(not required).
15-19 Cost of the last thousand gal. of water PRICE none
per billing period for an average con-
sumer within subarea KNUM (cents/1,000
gal.) (not required).
20-24 Measured average sewage flow from the
entire subarea KNUM (cfs) (not required).
25-29 Total area within subarea KNUM (acres)
(maximum = 200).
30-34* Population density within subarea KNUM
(population/acre).
35-39* Total number of dwelling units within
subarea KNUM.
40-44* Number of people living in average
dwelling unit within subarea KNUM.
45-49* Market value of average dwelling unit
within subarea KNUM (thousands of
dollars).
50-54* Percentage of dwelling units possessing
garbage grinders within subarea KNUM.
55-59** Total industrial process flow originating
within subarea KNUM (cfs).
60-64 BOD contributed from industrial process
flow originating within subarea KNUM
(mg/L).
65-69 SS contributed from industrial process SASPF none
flow originating within subarea KNUM
(mg/L).
70-74 Income of average family living within XINCOM VALUE/2.5
12 75-76 MSUBT = 0, subtotals not made, MSUBT 0
MSUBT = 1, subtotal made.
SEWAGE
ASUB
POPDEN
DWLNGS
FAMILY
VALUE
PCGG
SAQPF
SABPF
none
none
none
10.0/ac
3.0
20.0
none
0.0
none
END OF FILTH DATA CARDS.
*Not required if KLAND greater than 2.
**lf SAQPF = 0.0, then tWBOD and DWSS will be zero for Land Use 4 (i.e., for industrial flows
to be considered KIAND must equal 4) .
181
-------
Table 4-6. (continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
Default
Value
D*
TO BE .READ FROM TAPE AT EACH TIME-STEP (unformatted).
Time-step number.
Runoff at each inlet point (cfs).
Pollutant rates for each pollutant at
each inlet point (Ib/rain) .
i.e., for each record.
DTIH
RNOFF(I)
PLUTO(I,J)
DTIM
RNOFF(l)
RHOFF(NINPUT)
PLUTOU.l)
PLUTO (NIHPUT,!)
none
none
none
FOR GRAPHING TRANSPORT OUTPUT, CALL GRAPH
SUBROUTINE THROUGH THE EXECUTIVE BLOCK.
END OF TRANSPORT BLOCK DATA CARDS.
'information that is transferred from RUNOFF Blocfc; data cards not required.
182
-------
Table 4-7. TRANSPORT BLOCK VARIABLES
Variable
Nww
A
AA
MA
AASURF
AB
ABOO
ACOLI
ACEPTH
ADWF
l_i
£ »
AFACT
AFOLL
AINFIL
ALF
ALFMAX
ALK
ALPHA
ANORM
AO2DT2
APIAN
*»
C* Description
C Cross-sectional areas of flow
Cross-sectional araaa of flow
C Flow depth computational variable
Surface area (data array member)
Area computational variable
Average BOD concentration measured in aewer or
at treatment facility
Total coliforms
Depth (data array member)
Average Measured DWF
Cross-sectional area of conduit
C Factor to calculate AFULL
C Full flow area for conduits
Total infiltration within drainage basin
C Value of A/AJ corresponding to C/Cf value
C Value of VAf corresponding to maximum Q/Qf value
Computational variable associated with
conduit area
Normalized area flow, A/A,
£
C Normalised depths, D/Of , corresponding to A/A,
Routing parameter (data array member)
C Land area requirement
Average computed infiltration
Variable
Units Name
iq ft AREW
sq ft ARC
ASUB
sq ft
ASUSO
•g/L ATERM
HPN/100 ml Al
ft A1BOD
Cf8 A1COL1
»q ft *1SS
A2
sq ft
c£. BARREL
BASEA
BASEC
B DEPTH
BLANK
BOOCON
BODCOT
BODIN
sq ft
BODOUT
cfs
BODPF
BSTOR
C* Description
Flow area of given flow rate in conduit
Cotangent of angle which is formed from radius
and wetted surface
Total area within subarea KNUH
Average SS concentration measured in sewer or
at treatment facility
C Variable used to calculate area of a conduit,
area flow/area full
Normalized depth of conduit upstream, A/Af
Average weighted BOD
Average number of coliforn bacteria
Average weighted SS
Normalized depth of conduit downstream, A/Af
C Total number of barrels- in each conduit
Base area (geometric basin)
Base circumference (geometric basin)
C Depth (array nenber)
C Supercritical flow indicator
Computed BOD concentration
BOD outflow concentration
C BOO input to storage element
C BOD output from storage element
Average BOO of a process flow
C Maximum storage capacity of storage element
Units
sq ft
acres
mg/l.
ft
Ib/day/cfs
MPN/day/cfs
Ib/day/cfs
ft
sq ft
ft
ft
mg/L
mg/L
Ib/DT
Ib/DT
mg/L
cf
C* " Variable names shared in common blocks.
-------
Table 4-7 (continued)
Variabla
Nara
CJlTH
CATHY
CCCI
CDAOUT
CF
CF2
CLAUD
COSTSIX)
CPACRE
CPCHYD
CPI
CPOLL
CPS
CRITD
CSTOR
CTOTAL
CUMIN
CUMOUT
Cl
C* Description Units
C Flow depth computation variable
Flow depth variable used in computing the hydraulic
radi us
Composite construction cost Index
Orifice area x discharge coefficient B1 **
Correction factor to weight sewage strength
Correction factor for DWF
C Cost of land $
Basin sideslopes cotangent ft/ft
C Unit cost of land S/acie
C Unit cost of excavation S/cy
Consumer Price Index
C Pollutant concentrations Ib/cf
C Pumping station and structure cost S/ps
Critical settling diameter of particles under- mm
going deposition in conduits
C Cost of excavation for storage S
C Total cost *
Cumulative water inflow cf
C emulative water outflow cf
C Flow routing variable variable
Variable
Name C*
C1BOD
C1DT
C1DWP
Cll
C2
C2BOO
C2DWF
C2SS
D
DALPHA
DD
DDEPTH
DDWF
DELQ
DEPKAX C
DEPTH
DEPTHL
DETENT C
Dti
Description
Computed BOO total after deducting process flows
Time-step
Total DWF less infiltration
Normalized flow-area computational variable
Negative value of normalized flow rate
Computed BOD total further corrected for weighting
effects
C1DWF less process flows
Weighted SS strengths according to subarea
Computational variable used in subroutine NEWTON
Increment for normalized area data
Wetted depth of the «nodified element cross-section
area, i.e., basket-handle conduit and rectangular
with triangular bottom
Depth increment
Daily adjusted sewage inflows, ADWF
Incremental difference of the flows between each
time-step
Maximum flooding depth of reservoir
Hater depth of reservoir
Depth of reservoir for the previous time-step
Reservoir plug flow detention time
Computation variable used in determining the flow
Unit*
Ib/day
days
cfs
Ib/day
cfs
Ib/day
ft
cfs
cfs
ft
ft
ft
sec
over a flow divider
DIAH
Diameter of circular pipe
ft
-------
Table 4-7 (continued)
Variable
Nam
DINFIL
DIST
WORM
DPS!
DPSI
DSTAKT
DSTOP
DT
DTIH
\->
CO DTMORE
Ul
DTON
DTPUMP
DOMDEP
DUHSTR
DUMY1
DUMY2
DUMY3
DUMY4
DUMY5
DV
DVBOO
DVDHF
C*
C
C
C
C
C
C
C
C
C
C
C
C
Description Units
Dry weather infiltration gpm
Conduit length ft
Nornallzod depths of flow
Derivative of Q/Qf with respect to A/Aj
Nane of subroutine
Depth at the pump startup ft
Depth at pump shutdown ft
Size of time-step sec
Tine on input tape from RUNOFF sec
Extra tine-step needed to pump dry
Number of tine-steps pumped
Total tine-steps to punp dry
Duray depth used in internal storage reservoir ft
calculations
Dummy storage volume used in internal storage cf
reservoir calculations
Corrected hourly DWF cfs
Corrected hourly BOD concentration Ib/sec
Corrected hourly SS concentration Ib/sec
Corrected hourly concentration of fourth (not yet
pollutant programmed)
Corrected hourly conform concentration MPN/sec
The change in flow velocity between two succeeding
flow routing iterations
Daily BOD variation factor
Daily sewage flow variation factor
Variable
Name
DVSS
DWBOD
DWCOLl
DWDAYS
DWF
PWLNGS
DWLOAD
DWSS
DW1BOD
DW1SS
DXDT
Dl
Dl
D2
D2
D2COLX
EPSIL
FAMILY
FILTH
FINDA
C* Description
C Daily SS variation factor
BOD of DWF of each eubarea
Colifom load of DWF in each subarea
Total number of antecedent dry days
Dry weather flow
Total number of dwelling units within subarea KNUH
Name of subroutine
SS of DWF in each subarea
DWF BOD in each subarea for each time-step
DWF SS in each subarea for each time-step
C Length of conduit divided by time-step interval
in seconds
C Perimeter of rectangular, round bottom conduit
Rate constant for decay
C Wetted perimeter of rectangular, round bottom
conduit
Rate constant for reaeration
Total DWF coliform per subarea
C Allowable error for convergence in routing routine
Number of people living in average dwelling unit
within subarea KNUH
Name of subroutine
Name of subroutine
Units
Ib/sec/DT
HPN/100 mL
days
cfs
Ib/sec/DT
Ib/DT
Ib/DT
ft/sec
ft
I/day
ft
I/day
MPN/sec
-------
Table 4-7 (continued)
CO
variable
Name
FIRST
ran
PRAC
CEOM1
GEOH2
GEOH3
GINFIL
GNO
H
HELP
HVBOD
HVCOLI
HVDMF
HVSS
I
I
ICHK
I COST
C* Description
Hane of subroutine
Fraction of tine-step punped
C Fraction of an inflow plug
C Conduit vertical dimension .
C Conduit horizontal dimension
C Conduit dimension
Groundwater infiltration
C Supercritical flow indicator, flow not super-
critical
Head over weir
Normalized area flow (- ALPHA)
C Hourly BOD variation factor
C Hourly colifom variation factor in CUT
C Hourly sewage flow variation factor
C Hourly SS variation factor
Dimension and do loop counter
Ratio of A/AA for linear Interpolation counter
(DFSI, PSIJ
Newton-Raphson iteration check
C Cost output control parameter
Variable
Units Name
IFUMD
II
III
IK
INCNT
INFIL
ft JN1TAL
ft INPUT
ft
1NUE
gpw
1OLD
IOUTCT
IP
IPOL
ft
IPRINT
IR
ISTHOD
I STOUT
ISTTYP
ITER
J
JIN
C* Description Units
C Flood Indicator
Do loop counters
Do loop counters
Do loop counter for element number
C Counting parameter for I/O input files
Name of subroutine
XP Name of subroutine
External element number for flow and quality
inputs to the sewer
C Internal upstream element numbers
C Routing solution indicator
C Counting parameter for I/O output files
Pollutant nun&er
C Pollution control parameter
C Print control parameter
C Element number sequencing array
C Storage mode parameter
C Storage outlet type parameter
C Storage reservoir type parameter
C Iteration number for routing
Do loop counter
C Input file reference nun&exs
-------
Table 4-7 (continued)
Variable
JJ
JM
JOUT
JP
JPUJT
JR
K
£ MSB
~J
KDAY
KOEPTH
KOT
KFLAG
KFULL
KHOUR
KJ
KUMD
taxes
WtlNS
XNUM
C* Description Units
Do loqp counter
External element nunbers at which flow enters
receiving water
C Output file reference nunbers
Nunbar of first inlet plug in outflow
Control parameter for plotting routed hydrographa
and pollutographs
C Element number sequencing array
Interpolation warning flag
Study area indicator
Number for the day of the week (Sunday - 1)
C Parameter indicating fora of input for 0-A data
Time-step number
Interpolation warning flag
C Parameter indicating surcharging
C (lumber for the hour of a day hr
Do loop counter for tine
Predominant land use within subarea
C Parameter indicating form of Input for fi-A data
C Nunber for the Minute of an hour ^in
Total nunber of subareas within a given study area
in which, sewage flow and quality are to be estimated
Variable
Ham
KP
WR:NT
KSTOR
KSTORE
KTNUM
XTSTEP
KIM IT
XVAL
L
L
LABEL
LJ>
LPREV
LI
H
METHOD
MLTBE
MLTEN
MM
MHM
C* Description Units
Inlet plug number
Control parameter for printing sewer cross-
section data
C Storage unit number
C Storage element array
C Total number of subareas
C Total Number of time-steps
C Parameter indicating units in which water
usages are tabulated
Shields K as criterion for deposition and
resus pension
Size of data array
GEQH3
C Flag to label last increment of flow in plug flow
C Nunber of last inlet plug in outflow
C LP for previous time-step
Kalf width of the wetted surface in the element
cross-sectional area
C Current internal element number
Parameter indicating whether or not water
usage is netered
Day on which melting period begins
Day on which melting period ends
C Total number of values of ADORN and gNORH
C Total number of values of ANORH and QNORH
-------
Table 4-7 (continued)
Variable
Mane C
Description
Unit*
Variable
Nam
C*
Description
Units
00
00
MSUBT Subtotaling indicator for DHF output
N C Current tine-step number
NAME C Name given to each user-supplied sewer crosi-
section
NAREA1 Dummy variables used to calculate length of
melting in INFIL
NCNTRL Control parameter for type of I/O interfacing mechanism
ND Do loop counter for converting unit
HDD Monthly degree/day values degree-day
NDDAY Subscript variable
NOT C Total number of time-steps
NDUH1 Total number of time-steps in runoff
NDUM2 Size of time-step in RUNOFF, read off input file sec
NDXDAY Assigned daily degree/day values degree-day
NDYUD Day on which infiltration estimate is desired
NE C Total number of sewer elements
NEE NE + 1
NEP1 NE + 1
NEWTON Name of subroutine
NFILTH Control parameter for calling subroutine FILTH
NGOTO Element type number minus fifteen
NIN C Internal element sequencing number
NINFIL Control parameter for calling subroutine INFIL
NINPUT Total number of rainfall input locations to tiie
sewer
NITER Maximum number of iterations to be made in flow
routing
NJ Do loop counter for converting units
NKLAS NKLASS + 12
NKLASS C Total number of user-supplied sewer cross-sections
NN C Total number of values of DNORM
NNEED Dummy variable for sequencing elements
NNN Total number of values of DNORM
NNPE Total number of routed sewer hydrographs to be
printed out
NNYN Total number of input hydrographs to be printed
out
NOE C External number of an element
HORDER C External non-conduit element numbers at which runoff
enters sewer
NOS Dummy variable
NOUTS Total number of hydrographs to the receiving water
NPE C External element numbers at which routed outflow
is printed
NPF Number of process flow
NPOLL C Total number pollutants being routed
NPOLS NPOLL + 1
NPRIN1 C Control parameter for printing sewer routing error
messages
NSCRAT C Data set reference numbers for temporary storage
of data
-------
Table 4-7 (continued)
00
Variable
Name C*
NSCRAT C
NSTOR C
NT
NTOT
NTRIN
NTRDUT
NTU
NTX
NTYPE C
HUE C
Description
Scratch tape number
Total number of storage units
Element type
Total number of degree days above 750
Data set reference numbers for I/O file
Data set reference numbers for I/O file
Element type
Scratch file
Element type
External upstrean element numbers
Variable
Units Name C*
OP INF
OPNFIL
degree-day OUT C
OUTIN C
OUT1 C
OUT2 C
O2DT2
t*r*f*f*
Description
Opportunity factor representing length of openings
susceptible to infiltration for total areas
Opportunity factor representing susceptibility of
each conduit to infiltration for individual areas
Overflow hydrograph and pollutograph storage array
Inflow hydrograph and pollutograph storage array
Printed outflows
Printed pollutants
Interpolated storage volume
Units
ft
ft
variable
variable
cfs
Ib/min,
MPN/min
cf
NX
NX1
NX2
NY
NYN
NY1
NY2
OP
Day numbers used in assigning daily degree/day
values
Day numbers used in assigning daily degree/day
values
Day numbers used in assigning daily degree/day
values
Assigned daily degree/day values
External element number at which inflow to
sewer is printed
Assigned daily degree/day values
Assigned daily degree/day values
The preparation of total infiltration for
each conduit
PCT1
PCT2
PER
PLUTO
POP
degree-day POPDEN
degree-day POPULA
PP
PRICE
PRINT
grinders within subarea KNUM
Fraction of sediment on bottom of sewer with
diameter greater than or equal to CRITD
Fraction of sediment in suspension with diameter
greater than or equal to CRITD
Wetted perimeter of modified cross-section area ft
Pollutant ordinates from surface runoff Ib/min
Total population in each subarea
Population density per acre
Total population in all areas thousands
Same as OUT2
Cost of last thousand gallons of water per «/l,OOO gal.
billing period
Name of subroutine
-------
Table 4-7 (continued)
variable
Name
PS
PSI
PSI
PSIMAX
PUMP
PI
P2
P4
M
vO
0 P5
P6
P7
c
CCHF
QTULL
QI
QINF
QIHFIL
C«
C
C
C
C
C
C
C
C
C
C
C
C
C
Description
Normalized flows
Name of function
Normalized flow, same as PS
Maximum Q/Q, value
Constant punning rate of pumps
Conduit dimensional variable for computation
purposes (FIRST)
Conduit dimensional variable for computation
purposes
-------
Table 4-7 (continued)
Variable
Mane C*
met c
RH
MOD
RINFIL
RNOFF C
ROUGH C
ROUTE
RR
RSHAX
S
S
SABPF
SAfiPF
SASPF
SBOD C
SBODC
SCF , C
SCOL
SCOLC
SCOUR C
SEWAGE
SINFXL
Description
Factor to calculate full-flow hydraulic radius
Confutation variable associated with conduit flow
area
Hydraulic radius
Average infiltration due to rain water
infiltrating into pipes frost the ground
Flow ordinates from surface runoff
Conduit roughness (Manning's n)
Mans of subroutine
Radius of the element (circular pipe)
Peak infiltration caused by residual salting
ice
Wetted perimeter (RADH)
Saturation value for DO (QOAL)
BOD contributed frost industrial process flow
Total industrial process flow originating within
subarea RiUH
SS contributed by industrial process flows
BOD in storage unit
BOD concentration in storage unit
Supercritical flow indicator
Coliform concentration in storage unit
Coliforra concentration in storage unit
Sedinent removed from conduits
Measured average sewage flow
Infiltration due to melting residual ice
Variable
Unite Name C*
SLOP
SLOPE C
ft SLUPE
SMMBOO
opa
SWIDWF
cfs
SMMQQ
SMMSS
SMTDWF
SPG
gpn SSCCNC
SSCOUT
ft SSIN C
•g/L SSOUT C
ag/L SSS C
cfs SSSC
STOR C
mg/L
STORF C
Ib
STOW. C
WJ/L
STORMX C
STORO C
Ib
SUM BOD
MPIl/ml
SUMINF
Ib
SUMOPF
cfs
gpm
Description
Name of subroutine
Conduit invert slope
Slope of line -C^OL - C2 on Figure 4-18
Summation of BOD in system
Summation of DWF in system
Summation of infiltration flow rate in system
Summation of SS in system
Sum total of DWF and infiltration
Specific gravity of sediment
Total and subtotal SS concentration of DWF
SS concentration in outflow
SS inflow rate
SS outflow rate
SS in storage unit
SS concentration in storage unit
Hater in storage
Storage at end of storm
Stored water previous time-step
Maximum storage during storn
Initial storage
Sum of BOD from all process flow
Sum of DINFIL and RINFIL
Sum of the process flows from all locations
Unite
ft/ft
ft/100 ft
Ib/sec/DT
cfs
cfs
Ib/sec/DT
cfs
-g/L
ng/L
Ib/DT
Ib/DT
Ib
mg/fc
cf
cf
cf
cf
cf
Ib/sec
gpn
cfs
-------
Table 4-7 {continued)
Variable
Nans.
SUMSS
sum
SUM2
SUH3
SlRGEl
SURGE2
StSPP
TBODOT
TCA
H
£ «»"
TDTR
TDHFA
TERM
THETA
TIKE
TIME2M
TINA
TITLE
TOTA
TOTAL
TOTALl
C* Description
SUB of SS from all process flew
Sun for sewer flows
Sum for concentration of pollution, SS
The amount of solids held in suspension due to
velocity of flow
C Surcharged flow volume, last tine-step
C Surcharged flow volume, this time-step
Average daily SS of process flow
Total BOD discharged from outfall
Total contributing commercial area
Total coliform in EWF per day
Total contributing area except industrial and
park and open space area
Total computed residential and commercial area
which contributed to DWF
Tern in routing equation
The angle which is drawn fron center of cross-
section area to the wetted surface
C Tine from start of simulation
Time since start of inflow
Total contributing industrial area
C Title associated with I/O
Total study area from which ABOD and ASUSO were
taken
Sum of all incoming sewer flow
Sun of all pollutant flow rates fron sewer element
Units
Ib/sec
cfs
Ib/see
Ib/sec
cf
cf
Ib
acres
KPN/day
acres
acres
radian
sec
min
acres
acres
cfs
Ib/sec
Variable
Name
TOTAL 3
TOTAL4
TOTBOD
TOTPOP
TOTSS
TPOA
TRAA
TRANS
TRGGA
TRHA
TRLA
TSSOUT
TSTCST
TSTORG
TSTROT
TZEFO
OLEN
OLIMIT
C* Description
Pollutant flow rate of incoming runoff
Pollutant flow rate of all flow and scouring affect
Total of BOD
Total population
Total SS
Total park and open space area
Total contributing average income below $15,000 but
above $7,000 residential area
Name of subroutine
Total area from TRHA, TRAA, TWA that contributes
additional waste from garbage grinders
Total contributing high income above $15,000
residential area
Total contributing low income below $7,000
residential area
Total SS discharged from outfall
Name of subroutine
Name of subroutine
Name of subroutine
Time storm started
Average distance between joints in study area
sewers
Upper limit of bed load of solids
Unit*
Ib/sec
Ib/sec
Ih/day
Ib/day
acres
acres
acres
acres
acres
Ib
sec
ft
Ib
TOTAL2
immediately upstream
pollutant flow rate of incoming DWF
variable
-------
Table 4-7 (continued)
Variable
NBM C*
VALUE
VEL
VOLIH C
VOLOUT C
VOL1
VOL2
WATER
s
W WDWF C
WTDWFA
WDWF1
WDWF2
WDHF3
WEIRHT
HEIRL.
WELL! C
VELL3 C
WSLOPE
HT
X
XE
Variable
Description Units Nane C* Description Units
Market value of average duelling unit within $1000's XINCOH Income of average family living $1000 's
•ubaraa KMtm
XL Width of rectangular pipe ft
Name of a function
XKLTBE Floating point nunfcer MLTBE
Mater inflow per tine-step it
XMI.TEN Floating point number MLTEN
Water outflow per tine-step cf
XNDYUD Floating point number NDYCO
Previous volume of wastewater within each element cf
XXARG Dumny variable used to calculate SINFIL
Current volume of wastewater within each element cf
y Data array member
winter water use for KNUM (units of KNUH) variable
YE Output value from interpolation routine
Weight on spatial derivative in routing flows
YES C Supercritical flow indicator, flow is super-
Sewage pollutant concentrations Ib/sec critical
Weight strength of CMF contributing area
(not including industrial and park and open area) acres
Daily adjusted sewage BOD concentration Ib/sec
Daily adjusted sewage SS concentration Ib/sec
Daily adjusted sewage colifora concentration HPN/sec
Weir height £t
Weir length ft
Wet well volume for lift stations cf
Wet well volume for lift stations <=f
Slope of water surface ft/ft
Weight on tine derivative in routing flows
Data array neuter
Input to interpolation routine
-------
EXAMPLES
Three examples of the use of the Transport Block or its subroutines are
given:
Example 1 - The complete Transport Block but with Internal
Storage and Infiltration not called.
Example 2 - Subroutine INFIL.
Example 3 - Subroutine FILTH.
Actual I/O information are used in part to illustrate these examples.
Example 1 - Transport Block
The sewer system shown in Figure 4-37 will be used to illustrate I/O
sections of the Transport program. The system is a hypothetical one
made up of 17 conduits linked by manholes or other types of non-conduits.
All 12 program-provided conduit shapes have been utilized in the system
for purposes of illustration. The system outfall is at element 114.
Description of Sample Data. Table 4-8 shows a listing of actual data
presented to the program for execution. The data have been broken up
into four sections; a verbal description of the implications of each
section follows.
Section A
Section A lists the following example I/O specifications:
• No new conduit shapes are to be added.
• It is desired to print all flow-area relationships.
• Title card.
• There are 32 total elements in the system.
194
-------
ID
in
107
QA—-30cfs
110
O
210
o— o-
i!3 114
,17 212 ,,2 213 ~ 214
Outfall
r
109
Figure 4-37. EXAMPLE SYSTEM FOR I/O DISCUSSION
-------
Table 4-8. HYPOTHETICAL INPUT DATA
{0 1
I HYPOTHETICAL SYSTEM
32 50 3 3
240. .0001
1011
B *
c-
«
101 0 0 0 16
102 201 0 0 16
103 202 207 0 16
10* 203 205 217 16
105 204 0 0 21
106 206 0 0 18
107 0 0 0 16
10d 203 0 0 20
109 0 0 0 16
ILO 0 0 0 16
111 211 216 0 16
112 212 210 0 16
113 213 0 0 16
114 214 0 0 16
117 215 209 0 16
201 101 0 0 1
202 102 0 0 2
203 103 0 0 3
204 104 004
205 106 0 0 5
206 107 006
207 108 007
208 109 0 0 8
209 105 009
210 110 0 0 10
211 117 0 0 11
212 111 0 0 12
213 112 C 0 2
214 113 0 0 11
215 105 0 0 I
216 106 001
^ 217 108 009
114
101 109 107
208 207 217 203
* 0.96 1.08
1. 1-
1. 1-
0.74 0.67
1.42 1.19
1.21 1.23
0.85 0.71
0.77 1.57
1.14 0.99
1.05 1.05
1.03 0.91
1.16 0.94
3206
TO TEST
10 1
1.
e.
8.
8.
3.
8.
8.
22.
8.
8.
8.
8.
8.
8.
8.
50.
50.
50.
50.
50.
50.
50.
50.
50.
50.
50.
50.
50.
50.
55.
70.
60.
206 20S
1.05
^
.
0.63
.20
.25
0.60
.02
.45
.10
0.66
1.33
6 6
LATEST
0
20.
2.0
5.
4.
7.0
8.
4.
5.5
4.
4.5
6.
4.5
5.0
5.0
6.0
6.0
2.
6.
4.
216
0.90
1.
1.
0.
1.
1.
0.
0.
1.
0.
DATA
VERSION
2 4
62.
.C6
.08
.09
.1
.11
.10
.05
.10
.12
.1
3.
.1
.05
.08
.06
.01
.12
204 209
I.
1
1
59 0
15 1
21 1
41 0
87 0
66 1
50 0
0.63 0
1.
22 1
CARD GROUP
NO.
1
H/NEW TYPES MAY 1970 "
13.
.013
.013
.01)
.013
.013
.013
.on
.013
.013
.013
.013
.013
.013
.013
.013
.013
111
04 1
.
•
.54
.17
.17
.46
.91
.55
.66
.94
.44
14.2
11011 0.5 25.0
21111 1500. 50.0
31041 0.61 25,0
12
1 3
14
-^
215.
205.
4.5 217;
«
6.
.
. *
.
.
.
.
4.
4.5 .5
6.0 e.
8.0 2.
8.0 2. .6
15
27
28
29
.00 0.97 33
1. 1. 34
1. 1. _ 35
0.56 0.67 0.96 1
1. 11 1.08 1.15 > J6
1.15 0.38 1.07 J
0.49 0.72 0.87 |
0.94 1.07 1.07 V 37
1.29 O.T9 1.60 I
1.33 1.10 0.1)8 ^
0.94 1.05 1.05 V 38
1.10 O.B3 1.05 J
40
0.0 ^
0.0 >• 44
0.0 J
196
-------
• Simulation will occur over 50 time-steps.
• There are three inflows to the system. All three of these inputs
are to be printed out.
• Ten outflows are to be printed out.
• Outflow for one element is to be written on tape.
• No tracing messages are to be generated.
• Two pollutants (BOD and SS) are to be routed.
• Four iterations will be used in the routing routine.
• Time-step interval is 240 sec.
• The iteration convergence criterion is 0.0001.
• One day of dry weather occurred prior to the storm.
• Transfer between Model blocks is by either tape or disk.
• Infiltration into the sewer is not estimated.
• Combined sewer will be modeled by estimating sanitary flows.
• The output will be printed in tabular form.
Section B
This section physically describes the sewer system in terms of its
geometry and dimensions. Refer to Table 4-4 for data requirements of
each type of conduit shape. The three non-conduits that are not man-
holes are elements 105 (type 21 flow-divider), 106 (type 18 flow-divider),
and 108 (type 20 flow-divider).
Section C
These three input records specify that the outflow hydrograph and
pollutographs for element 114 will be provided on tape for subsequent
use by other programs of the Storm Water Management Model, that input
197
-------
hydrographs and pollutographs will be printed out for elements 101, 109,
and 107, and that the ten elements for which outflow hydrographs and
pollutographs to be printed out are elements 208, 207, 217, 203, 206,
205, 216, 204,209, and 111.
It should be pointed out that input hydrographs and pollutographs for
the three elements mentioned were provided via tape by the Runoff pro-
gram and they consisted of a constant inflow rate over the time of
simulation, i.e.,
Input Hydrograph, Input Pollutograph,
Manhole Number cfs Ib/min
Seot-ion
101
109
107
D
50
40
30
1
2
1
These data satisfy the requirements of subroutine FILTH as applied to
this particular system. Only a small amount of wastewater flow enters
the system at elements 101, 111, and 104. The description of data for
a similar system is covered elsewhere in this manual.
Notice that data for infiltration are omitted (Card Group 14 set INFIL
= 0). For purposes of simplicity in this execution, infiltration was
assumed non-existent in this hypothetical sewer system.
Description of Sample Output. Many options are available to the user
for output retrieval from the Transport program. In this example, only
the most illustrative ones have been selected and these are shown in
Tables 4-9 and 4-10.
198
-------
Table 4-9.
PARA1ETERS FOR TRANC EXAMPLE
or noaiCA IRANSPUHT
LIST CF PARAMETERS CESCRIBING DIFFERENT SEViER ELEMENTS.
CCNOUITS
NTYPE
1
DESCRIPTION
CIPCULAK SHAPED
ALFMAX
0.9600
PSIMAX AFACT
l.OSOC 0.7854
RFACT KDEPTH KLASS
0.2500 2 2
15
USER SIPPLIEC 0.9600 t.OOOC 0.0
0.0
INDEX
1
2
3
4
5
6
7
8
q
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
2fl
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
SO
51
1
ANORM
C.O
C.020
0.040
0.060
C.080
C.100
0.120
0.140
C.160
0.180
0.200
0.220
0.240
0.260
C.2flC
C.300
C.320
0.340
C.360
C.3UO
0.400
0.420
C.4'iO
0.460
0.480
0.500
C.520
0.540
0.560
0.580
C.60C
0.620
0.640
0.660
C.680
C.700
0.720
0.740
C.760
0.780
0.800
0.820
O.B40
0.860
0.880
0.900
C.920
0.940
0.960
0.9SO
1.000
0.0
CNUKM
0.0
0.00526
0.01414
0.02053
0.03862
0.05315
0.06877
0.08551
0.10326
0.12195
0.14144
0.16162
0.18251
0.20410
0.22636
0.24918
0.27246
0.29614
0.32027
0.^4485
0.369B9
0.39531
0.42105
0.447C4
0.47329
0.49980
0.52658
0.55354
0.58064
0.60777
0.634S9
0.66232
0.6D995
0.71770
0.74538
0.77275
0.79979
0.82658
O.R532C
0.87954
0.90546
0.9309S
0.95577
0.97976
.00291
.02443
.04465
.06135
.08208
.07662
.COOCO
0.0
CNGRM
0.0
0.05273
0.08574
0.241S4
C. 41581
o. I5?flp
0. 16653
0.18558
C. 20799
0.231B6
0.25386
0.27118
C.289CO
0.30658
0.32349
0.34C17
0.35666
0.37298
0.38915
0.40521
0.42U7
0.43704
0.45284
0.46858
0.48430
0.5COCO
0.51572
0.53146
0.54723
0.56305
0.57092
9.59487
0.61C93
0.62710
0.64342
0.65991
0.67659
0.69350
C. 7106ft
0.72H16
0.74602
0.76424
C. 78297
0.80235
0.82740
0.84353
0.86563
0.88970
0.91444
0.94749
l.CCCOO
0.0
NCN-CCNOUITS
NTYPE KCEPTH KLASS DESCRIPTION
16
17
18
19
20
21
22
3
3
3
3
3
3
3
3
3
3
3
3
I
3
H4NHCL6
LIFT STATION
FLOW CIVICER
STORAGE UNIT
FLOh CIVICER
FLOW OIVICER
BACKkATER UNIT
199
-------
Table 4-10. SEQUENCE NUMBERING FOR TRANS EXAMPLE
to
o
o
HYPCTHET1CAL SYSUM 1C TEST LATEST VERSION W/NEN TYPES HAY 1970
EXTERNAL TYPE CESCRIPTION UPSTREAM ELEMENTS INTERNAL ELEMENT
CLEMENT 1 2 3 ELEMENT EXTERNAL
NUMBER
101
102
103
104
10?
106
107
108
109
110
111
112
113
11*
117
201
202
203
204
205
206
207
208
209
210
211
212
213
214
215
216
217
16
16
16
16
21
18
16
20
16
16
16
16
16
16
16
1
2
3
4
5
6
7
8
9
10
11
12
2
11
1
1
9
MANHOLE
MANHOLE
MAKHCLE .
MANHC.LE
fl.CV. D1VIDCR
FLCH DIVIDER
KANHCLE
FLO DIVIDER
MANHOLE
MANHOLE
MANHCLE
MANHCLE
MANHOLE
MANHOLE
MANHCLE
CIRCULAR SHAPEC
RECTANGULAR
EGG-SHAPED
HCRSE SHOE
GCTHIC SHAPEC
CATENARY SHAPEC
SEMI ELLIPTICAL
BASKET HANDLE
SEMI CIRCULAR
MCCIFIED B. H.
RECT. - TRIANG.
RECT. - ROLNC
RECTANGULAR
RECT. - TR1ANC.
CIRCULAR SHAPED
CIRCULAR SHAPFC
SEMI CIRCULAR
0
201
202
2C3
204
206
0
208
0
0
211
212
213
214
215
1C1
102
103
104
1C6
107
108
109
1C5
110
117
111
112
113
105
106
108
C
0
207
205
C
C
0
C
C
C
216
21C
C
C
209
C
C
C
0
C
C
0
0
C
C
C
0
0
C
0
0
0
C
0
0
217
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
NUMBER
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
It)
19
20
21
22
23
24
25
26
27
28
29
30
31
32
NUMBER
1C1
107
109
110
201
102
202
206
106
205
2C8
108
207
103
203
210
2L6
217
104
204
105
209
215
117
211
111
212
112
213
113
214
114
COMPUTATION SEQUENCE
INTERNAL INTERNAL UPSTREAM
KUM.OER
1
7
9
10
16
2
17
21
6
20
23
8
22
3
18
25
31
32
4
19
5
24
30
15
26
11
27
12
28
13
29
14
ELEMENT NUMBERS
33
33
33
33
1
16
2
7
21
6
9
23
e
17
3
10
6
8
16
4
19
5
5
30
15
26
11
27
12
28
13
29
33
93
33
33
23
33
33
23
33
33
33
23
33
22
33
23
33
33
20
33
33
33
33
24
33
31
23
25
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
33
32
33
33
33
33
33
33
33
33
33
33
33
33
33
-------
Table 4-9 shows the first piece of output relating to flow-area para-
meters for the different types of conduit shapes. In total, 12 of these
tables are printed. Only the table for type 1 (circular conduit) is
shown here. At the end of these tables, parameters for non-conduit
types are also printed. This section of the output is constant for all
runs made. In other words, it will not change from sewer system to
sewer system, unless the user wishes to insert additional conduit shapes.
In that case, the added flow-area relationships will also appear in
this section.
Table 4-io shows the next section of output. It consists of the external
and internal numbering system used by the program in sequencing the
sewer elements.
The most important part of the output is shown in Table 4-11, which
describes the sewer system in terms of element types, dimensions, slopes,
areas, and flow capacities. This information is strictly based upon
the data provided by the user. Careful inspection of this output will
detect any errors made during data preparation.
The output from subroutine FILTH follows and is shown in Table 4-12.
Table 4-13 contains the section of output describing the initial
conditions prior to the storm to be simulated. Notice that flow initial
conditions are simply set equal to wastewater flow (infiltration was
zero in this case).
201
-------
Table 4-11. ELEMENT DATA FOR TRANS EXAMPLE
HYPOTHETICAL SYSTEM TO TEST LATEST VERSION H/NEW TYPES
NUMBER OF ELEMENTS" 32
NUKBER CF UHE INT* 50
TIKE INTERVAL* 240.0 SECONDS.
ELEMENT PARAMETERS
MAY 1970
(O
O
to
EXT.
ELE.
NUM.
101
102
103
104
105
106
107
108
109
110
111
112
113
114
117
201
202
203
204
205
206
207
208
209
210
211
212
213
214
215
216
217
TYPE
16
16
16
16
21
ia
16
20
16
16
16
16
16
16
16
1
2
3
4
5
6
7
8
9
10
11
12
2
11
1
I
9
DESCRIPTION
f AKHCLE
KANHCLE
PANhCLE
f ANHOLE
FLCH CIVIOER
FLCfc CIVIOER
fAUHCLE
FLCW CIVIOER
MANhCLE
FAfcHCLE
HtKHCLE
MAt.HCLE
f AthCLE
PANHCLE
CAM-LLF
CIRCULAR SHAPED
RECTANCULAR
EGG-SHAPED
hCRSE SKOE
GOTHIC SHAPED
CATENARY SHAPEO
SEC I ELLIPTICAL
BASKET H4NCLE
SEC I CIRCULAR
KCC1FIEC B. H.
RECT. - TRIANC.
RECT. - ROUND
RECTANGULAR
RECT. - TRIANC.
CIRCULAR St-APEC
CIRCULAR SHAPED
SEC! CIRCULAR
SLOPE DISTANCE
(FT/FI)
c.o
c.o
c.o
0.0
c.o
c.o
c.o •
62.00000
C.O
c.o
c.o
c.o
0.0
c.o
c.o
O.C0060
C.CCC80
C.CCC90
c. ooico
0.00110
c.coico
C.CC050
C. OOICO
C.C0120
C.COICO
C.C3COO
C. 00100
C. 00050
C.CCC80
C.C0060
O.C0010
C. 00120
(FT)
e.oo
e.co
a. co
8.00
e.oo
0.0
e.co
22.00
8.00
g.oo
e.co
8.00
e.co
8. CO
e.co
SC.OO
sc.co
SC.CO
sc.co
50.00
sc.oo
5C.CO
5C.OO
sc.co
sc.co
sc.co
sc.oo
SO. 00
sc.co
S3. CO
7C.OO
60. CO
MANNING
ROCCHNESS
0.0
0.0
0.0
0.0
0.0
0.0
0.0
13.0000
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0130
C.C130
O.C130
0.0130
O.C130
C.C130
0.0130
0.0130
O.C130
O.C130
0.0130
0.0130
O.C130
0.0130
0.0130
0.0130
0.0130
GEOMl
(FT)
0.0
0.0
0.0
0.0
2.778
20.000
0.0
2.000
0.0
0.0
0.0
0.0
0.0
c.o
0.0
5.000
4.0CO
7.000
a.oco
4.000
S.5CC
4.0CC
4.500
6.00C
4.500
5.000
5.000
6.00C
6.000
2.000
6.000
4.000
GECM2 GECM3 hUPBER
(FT) (FT) CF
BARRELS
0.0 0.0
0.0 O.C
0.0 0.0
0.0 0.0
0.0 215. COO
0.0 205. COO
0.0 O.C
4.500217.000
C.O O.C
o.o o.e
0.0 0.0
0.0 0.0
0.0 O.C
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
o.o o;c i.o
0.0 0.0 1.0
o.o o.o i.o
A. 000 0.0 1.0
O.O O.C 1.0
0.0 0.0 1.0
C.O 0.0 1.0
0.0 0.0 1.0
0.0 0.0 1.0
0.0 0.0 1.0
C.O 0.0 1.0
4.000 16. COO 1.0
4.500 0.500 l.C
6.000 6. COO 1.0
8.000 0.0 2.0
8.000 0.600 2.0
0.0 0.0 1.0
0.0 0.0 l.C
0.0 0.0 1.0
AFULL
(SO. FT)
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
19.635
24. CCO
25.014
53.075
10.436
21.259
12.560
15.921
45.709
24.283
21.375
32.353
48. CCO
45.6CO
3.142
28.274
20.315
CFULL
(CFS)
C.O
0.0
c.c
c.o
0.0
c.o
c.o
0.0
0.0
0.0
0.0
0.0
c.o
O.C
0.0
63.967
87.859
105.150
308.452
37.368
90.573
31.499
61.816
265.313
108. 963
473.920
150.953
176.207
210.220
5.556
42.46*
89.988
QHAX
(CFSI
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
c.o
0.0
o.o
69.084
107.155
111.985
332.203
39.796
95.102
32.917
65.573
282.922
IC8.196
559.577
181.793
212.155
259.302
6.001
4S.B62
95.96C
SUPER-CRITICAL
FLOW WHEN LESS
THAN 95 FILL
NO
NO
NO
NO
NO
NO
NC
NO
NO
NO
YES
NO
NO
NO
NO
NO
NO
EPSILCN-O.OOCIOO
NC. OF ITERATIONS IN ROUTING RCITINE -
MYOROCRAPHS »NC PCLLUTCCRAPHS PROVIDED TO SUBSEQUENT PROGRAMS FOR THE FOLLOMIN6 ELEMENTS
114
-------
Table 4-12. DRY .j'EATHER FLCftT FOR TRAI1G EliAMPLE
QUANTITY AND 6LALITY OF 0 W F FOR EACH SL8AREA
A1000 * 130C.OO LBS/DAY/CFS
A1SS ' 1420.00 IBS/OAY/CFS
AVERAGES
KNUM
1
2
3
KANHOLE
INPUT
101
111
KLAND
1
1
1
CFS
CWF
0.50
0.08
0.61
IBS/SEC
OWBCO
1.44
C.22
1.76
LB5/SEC
CUSS
1.58
0.24
1.92
ACRES
AREA
2S.OO
SO. 00
25.00
DAILY AND HOURLY CORRECTION FAC1CRS
FOR SEWAGE DATA
1
2
3
4
5
6
7
8
9
10
11
12
12
14
i;
16
IT
IB
IS
2C
21
22
23
24
OAV
HOUR
OVOHF
OVBCO
OVSS
D.960
1.080
1.050
9.9CO
1.C40
l.COO
D.970
0.740
9.670
0.630
0.590
0.5*0
D.560
0.6TO
0.960
.420
.ISO
.200
.ISO
.170
.110
.080
.ISO
.210
.230
.250
.210
.170
.ISO
0.880
1.C70
.occ
.000
.000
.000
.ooc
.oco
.000
C.850
O.TIO
0.6CC
0.410
C.46Q
0.490
0.72C
O.S7C
0.770
1.S7C
1.02C
0.87C
0.910
0.940
1.07C
l.OTC
1.140
0.990
1.45C
1.660
1.950
1.290
0.99C
1.6CO
l.COO
1. 000
l.COO
l.COO
1.000
1.000
l.OCO
1.050
1.050
1.100
0.500
0.660
1.330
1.100
0.680
1.030
0.910
0.660
0.630
0.940
0.940
1.C50
1.050
1.160
0.940
1.330
1.720
1.440
1.100
0.880
l.OSO
203
-------
Table 4-13. INITIAL CONDITIONS FOR TRANS EXAMPLE
INITIAL BED OF SOLIDS ILB5) IN SFWER CUE TO
l.C CAYS OF DRY WEATHER PRIOR TO STCRK
ELEMENT
NUMBER
SOLIDS IN
BOITON
ILbS)
ELEMENT
ELE.NO.
101
107
109
110
201
102
202
206
106
205
208
108
207
103
203
210
216
217
104
204
105
209
215
117
211
111
212
112
213
113
21*
IM
FLOWS.
TYPE
16
16
16
16
1
16
2
6
18
5
a
20
7
16
3
10
1
9
16
4
21
9
1
16
11
16
12
16
2
16
11
16
AREAS,
FLOk
0.500
C.C
C.C
C.C
0.500
0.500
0.5CO
C.C
O.C
O.C
C.C
C.C
o.c
C.5CO
C.5CO
C.C
0.0
O.C
1.110
1.110
1.110
O.C
1.110
1.110
1.110
1.187
1.187
.187
.187
.187
.187
.187
201
202
2C6
20S
206
207
203
210
216
217
2C4
2C9
215
211
212
213
214
AND CCNCENTRATICNS ARE
AREA
0.0
O.C
O.C
O.C
O.S06
0.0
0.677
O.C
O.C
0.0
0.0
0.0
O.C
0.0
0.587
O.C
O.C
0.0
0.0
0.818
0.0
0.0
0.604
0.0
0.241
0.0
0.47S
0.0
0.968
0.0
0.641
0.0
CONC1
0.0120
0.0
C.C
0.0
0.0120
O.C120
C.C120
0.0
0.0
O.C
0.0
c.o
c.o
O.C120
C.C120
0.0
0.0
0.0
O.C12C
0.0120
0.0120
O.C
O.C12G
C.C120
O.C120
O.C120
C.C120
0.0120
0.0120
0.0120
O.C12Q
0.0120
CONC2
O.C131
0.0
O.C
O.C
O.C131
0.0131
O.C131
p.c
O.C
O.C
O.C
O.C
O.C
0.0131
O.C131
O.C
O.C
O.C
O.C131
O.C131
O.C131
0.0
O.C131
O.C131
O.C131
O.C131
O.C131
O.C131
0.0131
0.0131
O.C131
O.C131
13.03258
28.48965
C.O
C.O
0.0
0.0
2.22038
0.0
0.0
0.0
3.60130
C.O
4.563*4
0.0
5.54245
138.90474
29.25818
INITIALIZED TO DRY hEATHER FLOW AND INFILTRATION VALUES.
CONC3 CCNC4 CCNC5 CCNCft
204
-------
After the storm has passed through the system, the total pounds of
solids left deposited within the sewer elements are printed out. This
is shown in Table 4-14.
The final section of the output relates to input and output hydro-
graphs and pollutographs which were specified by the user to be printed
out. Table 4-15 shows the three described inflows and Table 4-16 shows
the ten desired outflows.
Example 2 - Subroutine INFIL
The Pine Valley area of Baltimore, Maryland, is used in the following
example to demonstrate the application of INFIL. In this case, the
groundwater table was taken as being below the sewer. Historical
climatalogical and flow data are available for estimating infiltration
on April 15.
1. DINFIL
Historical flow data from the previous year indicate that
minimum average flow was approximately 50 gpm. Since only
30 gpm can be attributed to sewage, DINFIL is taken as 20 gpm.
2. SINFIL
From a heating and air conditioning handbook (Ref. 1) ,
degree-days are found to be well above 750 prior to April.
Since frost and other residual moisture will contribute if
melting occurs during April 15, degree-days NDD were input
to subroutine INFIL. Based upon these data, INFIL computed
that thawing begins on March 10 (i.e.,238 days from beginning
of degree day data or MLTBE = 238 and ends on May 1 (i.e.,
205
-------
Table 4-14. FINAL CONDITIONS FOR TRANS EXAMPLE
BED OF SOLIDS IN SEWER AI END OF STORM
ELEMENT SOLIDS IN
NUMBER BOTTOM
(LBS)
201 0.01315
202 0.01148
206 O.OC762
2C5 O.CC53T
208 0.01294
207 0.04432
2C3 0.01204
21C 0.0
216 1.86356
217 0.00791
2C* O.C1414
2C9 O.CC759
215 0.02499
211 0.0
212 0.01659
213 O.CS283
214 0.03813
206
-------
Table 4-15. INFLOWS FOR TKT-,NS EXAMPLE
HYPOTHETICAL SEWER SYSTEM FCR ILLUSTRATION PURPOSES
TOTAL SIMULATION TIKE-1200C.O SECONDS. TIME STEP' 24C.O SECONDS.
INFLOW POLLUTOCRAPHS ANC HYOROGRAPHS AT THE FOLLOWING
101 109 10T
EXTERNAL ELEMENT NUMBERS
SELECTED INLET HYORCGRAPHS - CFS
10
O
EXTERNAL
ELEMENT
NUMBER
101
109
107
EXTERNAL
ELEMENT
NUMBER
101
TlhE STEP
1
5C.CCC
5C.CCC
5C.OCO
SC.COC
5C.CCC
4C.OOC
4C.CCC
4C.CCO
4C.CCC
40.000
3C.COO
30.COO
30.000
30. COO
30. CCO
TINE STEP
1
4. COO
4.CCC
4. CCO
4. CCO
4.0CC
2
50. COO
SO.CCC
50.000
50. COO
SO. COO
40.000
40. COO
40. CCO
40. CCO
40.000
30. COO
30.COC
30. COO
30. COO
30. COO
2
4.000
4. CCO
4. COO
4. COO
4. COO
3
5C.OCC
50.0CO
so.oco
so. oca
5C.OCO
40.0CO
4C.OCO
40.0CO
40.0CO
10. CCO
30.CCO
30.0CO
30.0CO
30.0CO
30. oca
3
4. CCO
4. CCO
4.0CO
4. oca
4.0CO
4
SO. COO
$0.000
SO. 000
so.oco
SO. CCO
40.000
40. CCO
40.000
40. COO
40.000
30. COO
30. COO
30. CCO
30. CCO
SO.OCO
SELECTED
4
••• BAD •••
4. CCO
4. CCO
4. CCO
4.000
4.0CO
5
5C.OOO
SC.OOO
SO. 000
SO. 000
so. coo
40. COO
40. CCO
40. COO
40.000
40.000
30. CCO
30.000
30.000
30.000
30.000
6
'.•0.000
!>0.000
SO. 000
50.000
'.,0.000
40.000
40.000
40.000
40.000
40.000
30.000
30.000
30.000
30.000
30.000
INLET PQLLUTOGRAPHS -
5 6
4.000
4.000
4. CCO
4.000
4.000
4.000
4.000
4.000
4.000
4.000
7
5C.OCO
5C.OCO
SO.OCO
5C.OCO
SC.OCO
4C.OCO
4C.OCO
4C.OCO
40.000
40.0CO
3C.CCO
30.000
30.0CO
3C.OCO
3C.OCO
L6S/OT
7
«.ooo
4.0CO
4.0CO
4.000
4. oca
8
SO. COO
50. CCO
50. COO
50.000
50.000
40. COO
40.00C
40. CCO
40. COO
40.000
30.000
30.000
30.000
30. COO
30.000
8
4.000
4.00C
4. COO
4.000
4.000
<;
5C.CCO
5C.CCC
5C.CCO
5C.CCO
5C.CCO
4C.CCO
4C.CCO
4C.CCC
4C.CCO
4C.CCO
3C.OCO
3C.CCO
3C.COO
3C.CCO
3C.CCO
S
4. CCO
4. CCO
4. CCO
4. CCO
4. COO
10
50. CCO
50. CCO
SO. COO
SO. CCO
50. CCO
40. COO
40. COO
40. COO
40. COO
40. COO
30. COO
30. COO
30. COO
30. COO
30. COO
10
4.0CO
4. CCO
4. CCO
4.000
4. CCO
•• SUSPENDED SOLIDS ••
101
4. COO
4.CCC
4. CCO
4. COO
4.CCC
4.000
4. COO
4.000
4. COO
4.000
4.0CO
4.0CO
4.0CO
4.0CO
4.0CO
4.000
4. CCO
4. CCO
4. CCO
4. CCO
4.000
4.000
4.000
4.000
4.000
4.000
4.000
4.000
4.000
4.000
4.0CO
4.0CO
4. 000
4.000
4.0CO
4.000
4.00C
4.000
4. COO
4.000
4. CCO
4. CCO
4. CCO
4. CCO
4. CCO
4. CCO
4. CCO
4. COO
4. COO
4. CCO
-------
Table 4-15. (continued)
to
o
00
109
109
107
107
8.0CO
B.CCC
B.CCO
6. COO
8. COO
e.ccc
8.CCC
8. CCO
a.ccc
a.ccc
4.0CC
4.ccc
4. CCO
4.CCC
4. CCO
4. CCO
A.CCC
4. CCO
4.CCC
4.0CC
a. coo
B.COO
8. CCO
8. CCO
8.000
B.COO
8. COO
8. CCO
a. cco
8.000
4. 000
4.000
4. CCO
4.000
4. COO
4. COO
4. coo
4. CCO
4. COO
4.000
a. cco
8. CCO
a.oco
8.0CO
a. cco
e.cco
a. cco
e.cco
8. CCO
8.0CO
4. CCO
4.0CO
4.0CC
4.CCO
4.0CO
4. CCO
4. CCO
4. CCO
A.OCO
A.OCO-
•«• BOD •••
8. CCO
8. CCO
8. COO
8.000
8. CCO
•• SUSPENDED
8. CCO
a. cco
8. COO
8.0CO
e.cco
••• DOR •••
A.OCO
4. CCO
4. CCO
4.000
4. CCO
•« SUSPENDED
4. CCO
4. CCO
4. CCO
4.000
4. CCO
8.000
e.oco
e.oco
a. ooo
8.000
SCL IDS •»
a.oco
a. ooo
8.000
8.000
8.000
4.000
4.0CO
4.000
4.000
4.000
SCLIDS ••
4.000
4.000
4.000
4.000
4.000
B.COO
8.000
8.000
8. COO
8. COO
8. CCO
8.000
8. CCO
8. COO
8.000
4.000
4.000
4.0CO
4.000
4.000
4.0CO
4.000
4.000
4.000
4.000
8.0CO
a. cco
B.OCO
a. ooo
B.OCO
a. cco
R.CCO
R.OCO
a. ooo
P. CCO
4.0CO
4.0CO
4.000
4.000
A. CCO
A.OCO
4.0CO
A.OCO
4.000
4. CCO
a. ooo
s.coo
a. coo
8.000
a. ooo
9.0CC
a. cco
a. cco
a. coo
8.000
4.000
4. COO
4. COO
4. COO
4. COO
4.000
4.000
4. COO
4. COO
4.000
8. CCO
8. CCO
a. cco
a. cco
a. cco
e.cco
B.CCO
a.ccc
a. cco
a. cco
4. COO
4. CCO
4.CCC
4. CCO
4.000
4. CCO
A. CCO
A.CCC
4. CCO
4. COO
8. CCO
e.cro
8. COO
B.COO
e.cco
e.cco
a. coo
e.cco
e. coo
8. CCO
4. CCO
4. CCO
4. COO
4. COO
4. CCO
4. CCO
4. CCO
4.CCQ
4.000
4. CCO
-------
I-ablo 4-16. OUTFLOWS FOR TRANS EXAMPLE
10
o
vo
EXTERNAL
ELEMENT
NUMBER
208
207
217
203
206
205
216
SELECTED OUTFLOW HYDROGRAPHS -
TINE STEP
1
36.343
39.987
39.995
39.998
3S.998
9.312
15.494
15. 506
15.5C9
15.5C9
22.226
24.484
24.468
24.488
24.488
46.289
65.772
65.841
65.978
65.994
27.217
29.599
29.599
29.599
29.999
17.972
19.988
IS. 997
IS. 999
20. COG
4.364
9.993
10.00C
9.599
9.999
2
42.936
40.008
40.CCC
39.996
39.996
19.969
15.522
15.513
15.5C9
15.509
25.954
24.489
24.489
24.489
24.489
78.932
65.811
65.661
65.995
45.995
32.189
29.999
29.999
29.999
29.999
21.59C
20.009
20.002
20.C01
20. CCO
13.382
9.995
9.999
9.999
9.999
3
38.476
39.989
39.996
39.998
39.998
13.636
15.498
15.5C7
1S.5C9
15.5C9
23.539
24.468
24.488
24.488
24.488
60.753
65.777
65.845
65.993
65.994
28.811
29.999
29.999
29.999
29.999
19.192
19.991
19.998
19.999
20. CCO
8.640
10.012
9.999
9.999
9.999
4
40.414
40.C06
40. CCO
39.998
39.998
15.964
15.519
15.512
15.509
15.509
24.813
24.489
24.489
24.489
24.489
65.9C3
65.846
65.840
65.995
66.185
30.429
29.999
29.999
29.999
29.999
20.222
20.007
20.002
20.000
20.000
10.286
9.997
9.999
9.999
9.999
5
39.771
39.991
39.996
39. 998
39.998
15.195
15.501
15.507
15.509
15.509
24.256
24.488
24.488
24.488
24.488
65.344
65.836
65.843
65.993
66.242
29.759
29.999
29.999
29.999
29.999
19.853
19.993
19.998
20.000
20.000
10.312
9.992
9.999
9.999
9.999
6
40.018
40.004
39.999
39.998
39.998
15.513
15.517
15.511
15.509
15.509
24.607
24.489
24.489
24.489
24.489
65.685
65.846
65.844
65.995
66.210
30.022
29.999
29.999
29.999
29.999
20.036
20.005
20.001
20.000
20.000
10.005
9.997
9.999
9.999
9.999
CFS
7
39.979
39.993
39.996
39.998
39.998
15.479
15.503
15.5C8
1S.5C9
15.509
24.414
24.488
24.488
24.488
24.488
65.733
6S.830
65.842
65.994
66.217
29.971
29.999
29.999
29.999
29.999
19.979
19.995
19.999
20.000
2S.OCO
1C. 041
1(3.010
9.999
9.999
9.999
8
40.016
40.002
39.998
39.998
39.998
15.525
15.515
15.509
15.509
15.509
24.521
24.489
24.489
24.489
24.489
65.796
65.855
65.842
65.995
66.211
30.004
29.999
29.999
29.999
29.999
20.016
20.004
20.001
20.000
20.000
9.999
9.998
9.999
9.999
9.999
9
35.983
35.994
39.998
39.998
39.998
15.489
15.505
15.5C9
15.5C9
15.509
24.469
24.488
24.488
24.488
24.468
65.762
65.840
65.970
65.994
66.227
29.996
29.999
29.999
29.999
29.999
19.984
19.996
19.999
2C.COC
2C.OCO
9.99C
1C.C01
9.999
5.S59
9.999
10
40.C11
4C.C01
39.998
39.998
39.598
15.525
15.514
15.SC9
15.5C9
15.509
24.496
24.489
24.489
24.489
24.489
65.802
65.847
65.998
65.995
66.219
29.999
29.999
29.999
29.999
29.999
20.012
20.CC3
20.C01
20. COO
20. COO
9.993
10. COO
9.599
9.599
9.999
-------
Table 4-16. (continued)
to
M
o
20*
209
111
80.697
110.623
11C. 751
111.055
111.068
71.852
107.859
107. -586
108.268
108.267
77.122
12C.72*
12C.833
121. C99
121.162
129.826
110.613
110.7*3
111.C67
111.069
129.761
107.8*1
1C7.980
108.295
108.293
1*6.626
120.616
120.833
121.162
121.162
103.011
11C. 630
11C. 75*
111.069
111.068
59. *t*
107.865
1C7.989
1C8.285
108.288
110.925
12C.730
120.833
121.162
121. U2
111.077
110.71*
110.725
111.067
111.516
108.218
107.9*6
107.961
108.29*
108.720
121.119
120.723
120.833
121.162
121.582
109.8*2
11C. 755
110.7*9
111.069
111.613
107.121
107.993
107.98*
108.286
108.8**
120. *23
120.853
12C.833
121.162
121.7*8
110.619
UC. 719
110.731
1 11.067
111.559
10?. 80*
107.953
107.968
108.293
108.777
120.482
120.7*8
120.833
121.162
121.650
110.517
11C. 7*6
IK. 747
111.069
111.576
1C7.746
107.982
101.982
10S.287
108.800
12C.728
120.845
120.833
121.162
121.650
110.624
110.731
110.731
111.068
111.561
101 .6*9
107.966
107.968
108.293
108.781
120.571
120.77*
120.833
121.162
121.650
11C. 601
11C. 753
111.035
111.069
111.58C
ici.ese
107.S89
108. 323
108.288
106.8C2
12C.72B
12C.834
121.051
121.162
121.650
no.
110.
in.
111.
111.
1C1.
107.
108.
108.
IC8.
12C.
120.
121.
121.
121.
607
727
C70
068
575
833
963
11C
292
7V6
583
833
187
162
713
-------
Table 4-16. (continued)
EXTEKA1L
ELEKEM
HUMES
201
208
207
207
217
SELECTED OUTFLOW POLLLTGCKAPHS
TIPE S'EP
1
7.201
7.935
7.99C
7.S«9
8. COO
7.140
7.9J6
1.VJ1
7.999
8.000
i.ns
3.1 05
J.ICJ
3.102
1.7T2
3.113
3.1C5
3.1C3
3.102
4.348
4.904
4.89S
4.898
2
8.765
8.CS3
S.C07
8.CQ1
8.COC
8.763
8. OSS
B. 008
8.001
8. COO
4.. 121
3.091
3.C99
i.101
J.I 02
4.197
3.091
3.099
3.101
3. 102
5.411
4.895
4. 092
4.897
4.897
3
7.4iC
7.946
7.993
7.9S9
S.CCO
7.4*0
7.9S6
1.944
7.999
8.0CO
2.624
3.112
3.1T4
3.1(2
2.635
3.112
3.1C4
3. 1C?
3. 1C?
4.415
4.9C4
4.9C2
4.898
4
»•» SOB »••
.315
.036
.OC5
.COO
.COO
.. S SPENDED
.3*5
.036
.CC5
.C01
.COO
••• BOO • ••
3.272
J.C9Z
J.lffO
J. 1C1
1.102
« SU5P£-«C€0
1.Z56
3.093
3. ICO
3.102
3.102
••• eno •••
5.213
4.888
4. 891
4.897
4.898
5
7.751
7.970
7.995
7.999
8.000
SCIIOS ••
7.753
7.971
7.996
7.999
8.000
2.995
3.110
1.103
3.102
3.IC2
SCLIDS •»
3.007
3.110
3.103
3.102
3.102
4.661
4.908
4.901
4.898
4.898
6
8.174
8.024
8.C03
8.000
8. DOO
9.173
8.024
a. 00*
8.000
8.000
3.124
1.09*-
1. Id
1.142
1.10?
3.12}
3.095
'3.101
3.102
3.102
5.0S4
4.887
4.895
4.897
4.898
- tas/DT
7
7.856
7.990
7.9*7
7.959
S.CCO
7.8$8
7.960
T.9'37
8. CCO
8. CCO
3.O41
3.I0&
3.IC3
3.102
1.102
3.094
3.10*
3.1C3
1.1C2
t.ioi
4. 79*
4.9CJ
4.9CO
4.898
4.«9»
8
8.117
8.016
8.002
8. COO
8.000
8.116
8.016
8.C02
8. COO
8.000
3.100
3.<396
3.101
1. 102
3.1(72
3.099
3.09T
3.101
3.102
3.102
4.958
4.888
4.A96
4.K97
4.898
9
7.903
7.986
7.f98
S.CCO
8. CCO
7.9C4
7.986
7.998
8. CCO
e.cco
3 IC«
3 1C7
1 EC 3
3 10?
3 102
3.109
3.107
1.103
1.102
3.102
4.063
4.906
4.S99
4. esa
4.898
10
B.OT9
8.011
S.C01
8. COO
8. COO
8.078
8.011
8.C02
a. coo
8. COO
3.09?
3.C98
3.1C1
3.102
3.102
.092
.C98
. 101
.102
.102
4.914
4.690
4*6<>&
4.897
4.898
•« SUSPENDED SOLIDS ••
4.334
4.893
4.«C4
4.899
4.898
5.4.C6
4.895
4.892
4.897
4.898
4.417
4.9C5
4.9C3
4.8?5
4.8'ia
S.2V2
4.809
4.894
4.897
4. 898
4.664
4.908
4.901
4.899
4.898
s.e%3
4. sue
4.895
4.847
4. 896
4.797
«.9C«
4.9CO
4.898
4.898
4.957
4.869
4.876
4.898
4. «9ff
4.U64
4.906
4.9CO
4.CSA
4.S98
4.914
4.891
4.696
4.898
4.890
-------
Table 4-16. (continued)
203
203
206
206
20*
205
6.76C
7.801
8.130
8.335
6.360
4C.586
9.481
9. Oil
8. 543
8.486
3.594
3.969
3.996
3.599
4.CCC
3.588
3.969
3.996
4.CCC
4. CCO
2.348
2.662
2.67C
2.667
2.667
2.340
2.662
2.67C
2.667
2.667
8.796
7.823
8.152
8.370
8.356
27.333
8.831
8.692
8.458
8.495
4.383
4.025
4.003
4. COO
4.COO
4.381
4.025
4.003
4. COO
4.COC
2.989
2.667
2.663
2.666
2.666
2.986
2.667
2.664
2. £66
2.667
7.569
7.793
8.132
8.352
8.360
0.0
9.605
8.960
8.5C8
8.4(7
3.723
3.979
3.997
4.0CO
4.0CO
J.723
3.960
3.998
4. CCO
4.0CO
2.414
2.669
2.669
2.667
2.6*7
2.416
2.669
2.6C9
2.667
2.667
••» 800 •••
7.580
8.072
8.149
8.360
8.252
•• SUSPENDED
15.196
8.529
8.737
8.482
8.670
••• BCD •••
4.175
4.016
4.002
4. CCO
4. COO
«• SUSPENDED
4.175
4.016
4.002
4. CCO
4. COO
••• BOD »••
2.823
2.663
2.664
2.666
2.667
*• SUSPENDED
2.822
2.663
2.664
2.666
2.667
7.932
8.178
8.134
8.359
8.190
SCLIDS ••
5.261
9.163
8.919
8.493
8.762
3.863
3.987
3.998
•4.000
4. CCO
SCLIDS ••
3.864
3.9B7
3.998
4.000
4.000
2.547
2.671
2.669
2.667
2.667
SCLIDS ••
2.549
2.671
2.669
2.667
2.667
7.669
8.124
8.147
8.356
8.227
11.562
8.520
8.772
8.492
8.707
4.093
4.011
4.001
4. COO
4.000
4.092
4.011
4.001
4. CCO
4.000
2.743
2.661
2.f>fc5
2.666
2.667
2.743
2.662
2.665
2.666
2.667
7.883
8.144
8.137
ft. 361
8.205
7.860
9.133
C.890
8.487
B.736
3.924
1.991
3.999
4,OCO
4.0CO
3.924
3.991
3.999
4.0CO
4.0CO
2.616
2.672
7.668
2.667
2.667
2.617
7.672
?.668
2.667
2.667
7.765
8.146
8.145
8.355
8.217
9.635
B. 571
8.796
8.495
8.723
4.060
4.007
4.001
4. COO
4. COO
4.059
4.007
4.001
4. COO
4. COO
2.699
2.662
2.665
2.666
2.667
2.698
2.662
2.665
2.661
2.667
7.826
8.132
8.300
8.361
a. 213
9. 023
9.C73
6.617
8.485
6.727
3.952
3.994
2.999
4. CCO
4. CCO
3.952
3.99*
3.999
4. CCO
4. CCO
2.647
2.671
2. tte
2.467
2.667
2.647
2.671
2.668
2.667
2.667
7.806
a. 152
8.394
8.355
8.212
9.C89
8.634
8.408
8.495
8.729
4.C38
4.C04
4. CCO
4. CCO
4. COO
4.C38
4. COS
4.CC1
4. CCO
4.000
2.677
2.662
2.666
2. £66
2.667
2.677
2.663
2.666
2.667
2.667
-------
Table 4-16. (continued)
to
216
21«
204
204
209
20«
C.55C
1.338
1 .1 1*
1.333
1.333
C.3II
1.3C6
1.332
1.333
1.333
14.C66
U.3C3
17.CCC
n.43C
17.456
5C.115
2C.1<>5
ie-588
17.153
17.732
12.424
15.678
It. 49*
U.S62
17.011
44..23B
IS. 920
n.5OB
17.301
17.305
l.(57
1.327
1.117
1.333
1.333
1.310
1.314
1.332
1.333
1.333
18.242
16.172
16.952
17.467
17.454
43.0B2
18.4B7
18.467
17.765
17.7*3
18.638
15.959
16.597
17.054
17.024
47.C97
IT. 944
18.213
IT. 326
17.302
• LCI
.339
.114
.333
.333
C.9I5
1.324
1.333
1.333
1.333
15.273
16.295
16.994
17.450
17. 455
7.314
20.061
18.525
17.722
17.738
14.124
15.112
16.5C3
16.993
17.012
5.136
19.532
1T.BS5
17.276
1T.3C9
••• unu •••
1.341
1.J2V
l .in
1.333
1.333
•« SU5PENDEC
1.215
1.320
1.333
1.333
1.333
••• BOD •••
16.333
16.786
16.956
17.455
17.196
*• SUSPENDED
26.3<>4
13.018
18.535
17.780
18.190
• •• BOO • ••
16.462
16.479
16.S87
17.035
16.793
•• SUSPENDED
26.C98
17.750
lfl.210
17.334
17.694
1.375
1.335
1.111
1.333
I. 333
SCL10S
1.245
1.328
1.333
1.333
1.333
16.131
17.106
16.989
17.451
17.096
SCUDJ
15.248
IS. 967
18.488
17.716
18.325
15.264
16.556
16.512
17.005
16.656
SOLIDS
15.312
18.268
17.907
17.279
17.897
1
1
1
1
1
• •
1
1
1
1
1
16
Id
Ih
17
17
mm
21
in
ID
17
la
Ifi
10
16
17
16
• •
19
17
IB
17
17
.)24
.131
. Ill
.333
.333
.139
.330
.333
.333
.333
.203
.878
.960
.452
.158
.246
.142
.561
.730
.245
.189
.572
.579
.028
.738
.914
.936
.190
.326
.772
. t'jO
.336
. ill
.333
.333
.2 CO
.333
.333
.333
.333
16.278
17.043
16.986
17.458
17.119
18.702
l«.8?l
lfl.471
n.72o
lfl.290
1S.522
16.502
16.519
17.009
16.689
19.087
18.088
17.933
17.289
17.847
1.321
1.331
1.111
1.333
1.333
.223
.329
.333
.333
.313
16.171
16.922
16.962
17.452
17.142
19.149
18.288
18.571
17.775
18.266
16.069
16.602
16.573
17.026
16.716
17.906
1ft. 090
IB. 162
17.316
17.802
1.341
1.335
1.1M
1.333
1.333
.262
.331
.333
.333
.333
U.3C2
17.C13
17.360
17.457
17.129
IS. 934
ie.6fa
17.841
17.726
1C. 278
i:.£23
16.490
16.885
17. CIO
K.1C3
2C.029
17.968
17.396
17.298
17.63G
.325
.332
. 311
.233
.333
J.205
1.331
1.333
1.333
1.333
16.166
16.942
17.493
17.453
17.137
lfl.510
18.405
17.711
17.768
18.274
16. CCO
16.604
U.1C4
17.C25
16.709
17.635
18. 178
17.275
17.308
17.812
-------
Table 4-16. (continued)
to
Ill
111
14.232
17.673
16.53C
19.C08
19.012
48.955
22.431
20.131
19.441
19.395
20.612
17.663
18.400
18.933
18.929
52.512
14.731
20.115
19.173
19.196
16.043
17.7C4
18.533
19.035
19.021
•
A.3S6
21.943
20.ua
19.4C4
19.390
«• BOD •••
18.134
18.238
18.396
18.919
18.679
• SUSPENDED
28.096
19.S82
20.112
19.191
19.631
17.349
18.619
U.S3S
19.042
19.632
SCUDS ••
17.841
20.527
20.1)1
19.397
20.023
17.859
18.353
18.395
18.917
18.620
21.216
19.B11
20.093
19.192
19.728
IS. 553
IS. 536
19.040
1S.66S
21.767
20.326
19.398
19.959
17.758
18.392
18.395
18.921
18.600
19.305
19.981
20.066
19.191
19.768
17.624
18.532
18.927
1S.C36
ie.676
22.455
2C.193
isl390
19.934
17. 698
18.400
18^925
18.597
19.250
19. 105
19.192
19.786
-------
MLTEN = 289) with April 15 (i.e., NDYUD = 274) occurring
during this period. From historical flow data, the maximum
incremental flow due to spring thaw appears to be nearly
65 gpm. It follows that SINFIL is:
SINFIL = RSMAX*SIN(360°/2*(NDYUD - MLTBE)/(MLTEN - MLTBE)) (8)
= 65*SIN(127°)
= 52 gpm.
3. RINFIL
Total precipitation on April 15 and the previous 9 days was
1.81 inches for this example. RINFIL could then be estimated
from a regression equation based upon previous flow data.
For Pine Valley, sewer flow data not affected by spring thaw
were correlated with antecedent rainfall in the following
manner. These sanitary sewage flows were first adjusted to
remove accounted for sewage and dry weather infiltration for
each day.
RINFIL(I) = SWFLOW(I) - SMMDWF - DINFIL (9)
where
SWFLOW(I) = Average sewer flow on day I.
Linear regression was then performed on the following data
yielding Eq. 10.
215
-------
RINFIL, X-j^ X2 X3 X4 X5 Xg X? Xg
Date gpm in./day
June
1 28.87 0.12 0.02 0.00 0.06 0.00 0.00 0.36 0.00 0.00 0.00
2 24.64 0.00 0.12 0.02 0.00 0.06 0.00 0.00 0.36 0.00 0.00
3 19.68 0.11 0.00 0.12 0.02 0.00 0.06 0.00 0.00 0.36 0.00
etc. etc.
dependent independent variables
RINFIL = 2.40 + 11.3X + 11.6X2 + 5.5X3 + 6.4X4 + 4.8X5
1 (10)
+ 3.6X + 1.0X? + l.SXg + 1.4Xg + 1-8X
O
For April 15, RINFIL was then calculated to be 10.2 gpm. There-
fore, QINFIL = 20.0+52.0+10.2 = 82.2 gpm.
Example 3 - Subroutine FILTH
A hypothetical test area, Smithville, total population 15,000, is used
as an example to demonstrate the application of subroutine FILTH.
The test area is made up of six subcatchment basins and nine land use
areas as shown in Figure 4-36. It was assumed that flow records and
water metering records were unavailable. The industrial and commercial
flows, however, were known for subareas 3, 4, and 5.
A Case 2 procedure was followed using the default values for AlBOD,
Alss and AlColi. The areas, population density, cost of the dwellings,
percentage of houses having garbage disposal units, and the average
income of the families within each subarea are given in Table 4-17..
The start of the storm simulation is on a Monday at 1:30 p.m.
216
-------
SINGLE FAMILY RES.
MULTI -FAMILY
rio| INDUSTRIAL
MULTI-FAMILY RES.
COMMERIAL
a
MULTI -FAMILY _
H MULTI -FAMILY
a
INDUSTRIAL
,
MH 10
LEGEND
DRAINAGE AREA
Q SUBAREA(LAND USE)
jJL GUTTER NUMBER
^™ PIPE (TRANSPORT)
—— GUTTER
GUTTER-PIPE
» DIRECTION OF FLOW
4L
• ••••*•••• **4* •••••••
-------
Table 4-17- LAND USE DATA FOR SMITHVILLE TEST AREA
Subarea
1
2
3
4
5
6
7
8
9
Area,
acres
10.0
10.7
140.1
60.0
38.1
50.0
44.1
73.5
73.5
Population
Density
per acre
10.0
50.0
30.0
50.0
50.0
10.0
50.0
0.0
0.0
Average
Cost of
Dwellings
$50,000
10,000
10,000
10,000
10,000
50,000
10,000
N.A.
N.A.
Percentage
of Garbage
Disposals
25.0%
10.0
0.0
10.0
10.0
25.0
10.0
N.A.
N.A.
Average
Family Yearly
Income
$15,000
7,000
5,000
7,000
7,000
15,000
7,000
N.A.
N.A.
218
-------
The data deck for FILTH is shown in Table 4-.18. The first three data
cards are the average daily variations for DWF, BOD, and SS. No daily
variation for coliforms is modeled. The following 12 cards, in groups
of threes, define the changes from daily averages to hourly flow rates
and concentrations for flow, BOD, SS, and coliforms, respectively.
The starting value of each group represents the 1 a.m. condition.
These factors are reproduced in the computer outpuL as a check (shown
in Table 4-20.) The remaining card groups represent the information about
each subarea. Card group 39 is a control card. It should be noted
that for subareas 3, 4, and 5, dummy subareas (31, 41, and 51) were
introduced giving a total of 12 subareas to account for the multiple
land uses.
The output from FILTH (Table 4-19} is in two parts. The first group.
of values expresses the default concentrations of BOD, SS, and coliforms
along with the yearly average daily flow. The second block gives the
calculated values for each subarea taking into account the time and
the day of the week the simulation occurred. Subtotals were requested
for each inlet manhole.
219
-------
Table 4-18. DATA DECK FOR SMITHVILLE TEST AREA
10
to
o
1
2
3
31
4
41
5
51
6
7
n
'
(
!
(
i
12
101
102
10<
10<
112
112
112
11'
111
112
125
13!
).<<6
L.OO
L.OO
>.74
.42
.21
.85
.77
.14
.05
.03
.16
.10
.37
>.96
2
>
»
>
I
l.oa
1.00
l.OO
O.67
1.1°
1.23
0.71
1.57
0.99
1.05
0.91
0.94
0.64
1.49
1.18
3 2
1
1
1
o
1
1
0
1
1
1
O
1
• 0
1
0
15
10
10
140
60
38
50
44
73
73
.05
.00
.00
. fi T
.20
.25
.60
.P2
.45
.10
.66
.33
.45
.30
.14
30
.0 10.0
.7 50.0
.1 30.0
.0 50.0
.1 50.0
.0 10.0
.1 50.0
.5
.5
0.90
1.00
1 .00
O.i')
1.15
1 .21
0.41
0.87
1.16
0.50
0.63
1.22
O.P7
1.12
1.01
DATA
1.04
1 .00
1.00
0.54
1.17
1.17
O.«l
1.55
0.66
0.9A
1.44
0.54
0.09
2.H2
15.000
50.0 ?5.0
10.0 10.0
10.0 0.0
10.0 10.0
10.0 10.0
50.0 25.0
10.0 10.0
1 .00
1 ."0
1 .00
0 . *'•
l.ll
1.15
0.4<>
0."'.
l.?1
1.33
0.94
1.10
0.48
0.5S
1.77
5.00 200.
O.SO 190.
3.00 200.
0.97
1.00
1 .00
0.<>7
1.09
0.8R
0.7Z
I .07
0.99
1 .10
1.05
o.as
1 .29
0.45
0.84
15.0
7.0
5.0
200.
7.0
220.
7.0
290.
15.0
7.0
\
O.ofc
1.15
1.07
1.07
1.60 .
O.flS <
1.05
1.05 <
1 ,1R
0.67
O.T1
v
1
1
1
I
CARD GROUP
NO.
^ 32-34
\> 35
f
> 36
I
)
> 37
I
)
> 38
I
39
> 43
-------
Table 4-19. DATA OUTPUT FOR 2™.ITEVILLE TEST AREA
1
2
1
4
5
6
7
8
9
10
11
12
13
I*
15
16
17
la
19
20
21
22
2)
24
DAILY AND HOURLY CORRECTION FACIOKS
FOR SPWAC.F HAT4
DAY
nvnwF
HOUR
DVrtOO
nvss
OVCOLI
0.9&0
1.010
1.050
0.900
1.01,0
t.ooo
0.110
0.740
0.670
0.630
0.590
0.540
0.560
0.670
0.960
.420
.190
.700
.150
.170
.110
.040
.150
.210
.220
.250
.210
.170
.150
O.SAO
1.070
i.ooo
1.000
.000
.000
.000
.000
.000
O.H50
0.710
0.600
0.410
0.460
0.490
0.770
0.870
0.770
1.570
1.020
0.870
0.910
0.940
1.070
1.070
1.140
0.990
1.450
1.160
1.550
1.290
0.990
1.600
1.000
1.000
1.000
1.000
1.000
1.000
i.ooo
1.C50
1.050
1.100
0.500
0.660
i.no
1.1UO
O.B80
1.070
0.910
0.660
0.630
0.940
0.940
.C53
.050
.160
0.940
.330
.223
.440
.100
o.eso
1.050
1.100
O.btO
0.<>53
0.670
0.540
0.430
1.290
1.1 HO
1.370
1.190
1.300
1.123
O.B90
O.bBO
0.450
0.670
O.V60
1.180
0.840
1.010
2.820
1.770
0.840
0.710
221
-------
Table 4-20. DATA OUTPUT FOR 2KITKVILLE TEC-T AR3A
10
10
to
QUANTITY AMU OUALITV OF 0 H F FDR 6ACH SURARE*
AlHIir> < MiM.OOLHSW«nAV/CFS
A3SS « 1420.00 LUSPEROA.WCFS
AlCOLl - Z.OOE 11 HPN/JAr PER CAPITA
AO*F « 2.32 CFS
K.NUM II
1
2
3
31
t,
5
6.
7
8
9
CFS
10 0.02
10 0.05
10 C.58
10 5.00
SUBTOTALS
5.44
11 0.27
11 0.80
11 0.17
IV 3.OO
11 0.09
11 0.20
SUBTOTALS
9.1T
12 0.0
SUBTOTALS
•9.97
13 0.0
SUBTOTALS
9.97
TOTALS
9.97
INFIL •
CFS
0.01
0.02
O.IT
2. 27
2.47
0.12
0.16
O.OB
0.04
0.09
4.52
0.0
4.52
0.0
4.52
4.52
• uunwr KLAND
CFS
0.03 1
0.07 2
0.55 2
7.27 4
7.91
0.39 2
1.16 1
0.25 2
0.13 1
0.29 2
14.49
0.0 5
14.49
0.0 5
14.49
14.49
nwBMD [IKS'. TPTPQf
IBS/KIN LBS/H1N PERSONS
0.02
0.04
0.27
1.74
20.39 LBS
0.2S
0.65
O.lfc
0.09
o.ia
38. 28 IRS
0.0
38.28 LBS
0.0
31.28 LBS
J8.2B LBS
0.02
0.05
O.JO
3.74
20. 1.5 LBS 4B)8.
0.27
o.rt
0.17
0.10
0.70
39.05 LBS 12448.
0.0
39.05 LBS 12V48.
0.0
39.05 LBS 12448.
39.05 L&S 1Z440.
ROHCONC SSC.ONC COIIFO«MS
HC./L KG/L NPN/100KL
138. 139. 6.14F 07
141. 144. T.16E T6
141. 144. 1 ,0?f. OA
141. 144. 7,C?F 06
141. 1*4. 7. 025 T*>
-------
SECTION 5
STORAGE BLOCK
BLOCK DESCRIPTION
Broad Description of Storage
Broad Description of Treatment
Broad Description of Cost Estimation
SUBROUTINE DESCRIPTIONS 229
Subroutine STORAG 229
Subroutine TRTDAT 230
Subroutine STRDAT 230
Subroutine TREAT 235
Subroutine STRAGE 235
Subroutine TRCOST 240
Support Subroutines 240
INSTRUCTIONS FOR DATA PREPARATION 244
Programming Limitations 247
Storage Model 249
Step 1 - Plow and Quality Input 249
Step 2 - Storage-Treatment String 249
Step 3 - Output 249
Step 4 - Storage Unit 249
Step 5 - Unit Cost 250
Step 6 - Treatment and Treatment Cost Data 250
Step 7 - Starting Time 250
Treatment Model 250
Step 2 - Storage-Treatment String 250
Step 6 - Treatment and Treatment Cost Data 251
Cost Model 251
EXAMPLES 272
Example 1 - With Storage, Treatment and Cost 272
Description of Sample Data 272
Description of Sample Output 274
Example 2 - Treatment and Cost, Only 283
Description of Sample Data 283
Description of Sample Output 283
223
-------
SECTION 5
STORAGE BLOCK
BLOCK DESCRIPTION
The routing of flow through the storage-treatment package is controlled
by subroutine STORAG which is called from the Executive Block program.
STORAG coordinates the sewage quantities and qualities, the specifica-
tions of storage and treatment facilities to be modeled, and the estima-
tion of their costs. The FORTRAN program is about 3,700 lines in length,
comprising 16 subroutines. The relationships among the subroutines
which comprise the Storage Block are shown in Figure 5-1.
This section describes the subroutines used in the Storage Block, pro-
vides instructions on data preparation, and furnishes examples of
program usage.
The 6 major subroutines are described in the order in which they are
called in a typical computer run. The remaining 10 minor subroutines
are described at the end of the subsection.
Instructions are given for those subroutines requiring card input data,
namely, the coordinating subroutine STORAG, the subroutines specifying
the treatment and storage facilities, and the cost estimation subroutine.
Examples, with sample I/O data, are given for treatment, storage, and
cost computations.
225
-------
to
to
cr»
EXECUTIVE BLOCK
NOTE: BOXES WITH DOUBLE UNDERLINE REPRESENT
MAJOR SUBROUTINES.
Figure 5-1. STORAGE BLOCK
-------
Broad Description of Storage
With the storage Model, holding or routing functions may be modeled in
irregular or geometric shaped storage units, and with alternative inlet
and outlet controls such as by weir, orifice, or pumping. The charac-
teristics of the storage unit are first specified in subroutine STRDAT,
and the flow of water and pollutants are then simulated each time-step
by subroutine STRAGE. With gravity outflows, routing is performed by
subroutine SROUTE. Two optional types of through-flow are suitable,
i.e., plug flow (subroutine PLUGS) and complete mixing.
This external version of storage, as opposed to the internal version
incorporated within the Transport Model, cannot be used without including
specifications for sedimentation within the storage basin. The re-
suspension of solids settled in storage is not modeled.
Broad Description of Treatment
The quality of the storm or combined sewer overflow may be improved by
passing the sewage through a treatment package made up by the user.
The treatment package is composed by selecting treatment processes from
the options indicated in Figure 5-2, thus forming a computational
string. The characteristics of the treatment package are first specified
in subroutine TRTDAT, and the sewage flows and treatment are then
simulated each time-step by subroutine TREAT, aided by a number of
minor subroutines (see Figure 5-1) as needed.
Treatment packages not including storage may be modeled by specifying
the appropriate bypass, Option 01.
227
-------
NO STORAGE
PRECEDING.
(BYPASS)
OVERFLOW
NONE
(BYPASS)
NONE
(BYPASS)
INFLOW
1
T
STORAGE
(01) MODEL
PRECEDING
+
C START }
UtolbN f'LUW
*
(II) BAR RACKS
*
, y _
INLET
12 " PUMPING
*
f" CHEM
t
(32) [FINE SCREENS)
(BYPASS) (31)
(33)
•
DISSOLVED AIR (34)
(02)
(12) LEVEL 1
(22) LEVEL 2
(35)
FLOTATION (SEDIMENTATION [ LEVEL 3
I
{-« CHEM
(BYPASS) (41)
i
T
MICRO- ,4?, HIG
STRAINERS l ' flL"
T
*
NONE
(BYPASS)
NONE
(BYPASS)
T
(sn EFFLUENT
13 ' SCREENS
, ,. , ,f
f
(61) OUTLET
PUMPING
*
•« CHEM
NONE
(BYPASS)
»
(7|) CONTACT
11 TANK
r
J
~~1 fxi%
Y IT*'/
H-RATE LEVEL 4
FERS
T
(52) LEVEL 5
(62) LEVEL 6
[72) LEVEL 7
RECOMBINED OUTFLOW
Figure 5-2. AVAILABLE TREATMENT OPTIONS
228
-------
Broad Description of Cost Estimation
Subroutine TRCOST handles the estimation of all storage and treatment
costs after the storm simulation has been completed. Capital costs for
the supply, installation, and required land for each process included in
the string are computed, from which annual costs are derived. Storm
event costs, such as those for chemicals consumed and operation and
maintenance, are also computed.
SUBROUTINE DESCRIPTIONS
Subroutine STORAG
Subroutine STORAG is the coordinating program for all water and pollutant
movements through the storage and treatment facilities modeled. The
Storage Block handles the following pollutants: BOD, suspended solids,
and total coliforms.
All interfacing with the Executive Block, and thus I/O statements
requiring off line (tape/disk) units are located in STORAG. The inflow
hydrographs and pollutographs received in this way are fed on a time-
step basis to the appropriate subroutines for processing. Any number
of runs with different storage/treatment options and the same inflow
data may be executed at the one time, but only the first has output
written on the output file. This output is written in the same format
as the Transport Model output, in order to be equally acceptable as
input to the Receiving Water Model. STORAG also controls the input of
storage/treatment specifications (subroutine TRTDAT), the printing of
final quantity and quality outputs (subroutine SPRINT), and the estima-
tion of storage/treatment costs (subroutine TRCOST).
229
-------
A flow chart of subroutine STORAG is shown in Figure 5-3.
Subroutine TRTDAT
This subroutine reads in all the data needed to specify the various
treatment processes selected, and computes from them any further
parameters needed.
Parameters specifying the treatment options required are read in first
(see Figure 5-2 for options available at various levels of treatment)•
Parameters which control printout of intermediate and summarized
treatment information are then read in.
The design flow capacity for the entire treatment installation is then
determined by specification or by the inflow hydrograph. If chlorination
is specified somewhere within the treatment package, the chlorinator is
sized in this subroutine.
Last, any design criteria needed for selected treatment processes are
read in on a process-by-process basis in accordance with the specified
computational string.
An outline flow chart of subroutine TRTDAT is shown in Figure 5-4.
Subroutine STRDAT
If a storage unit is to be included in the Block, this subroutine reads
in all the data needed to specify its various characteristics, and
computes from them any further parameters needed. A diagrammatic sketch
of a storage unit is shown in Figure 5-5.
230
-------
ENTER )
\. READ & PRINT7
A) TRANSPORT MODEL OUTPUT FILE /
B) STORAGE BLOCK CONTROL CARDS /
<^ CALL TREAT ^>-»
5
WRITE
FULL STORAGE BLOCK OUTPUT FILE
7
-------
ENTER
READ S WRITE
STORAGE UNIT CHARACTERISTICS
7
\
READ & WRITE
TREATMENT PRINT CONTROL
7
\ READ, COMPUTE, S WRITE 7
\ TREATMENT DESIGN FLOW /
1
r
COMPUTE
CHLORINATOR CAPACITY
REQUIRED
\
READ & WRITE
TREATMENT PARAMETERS
7
I
<^ LOOP j
READ
START TIME
7
/
RETURN
Figure 5-4. SUBROUTINE TRTDAT
232
-------
I MAX STORAGE (STORMX) REACHED DURING STORM
— MAX ALLOWABLE ELEVATION (DEPMAX)
OUTLET WEIR
ORIFICE OR PUMPED
OUTLETS OPTIONAL
AVAILABE DEPTH
DIVIDED INTO 10 INCREMENTS FOR IRREGULAR SHAPED UNITS
(AREA A SO FT REQUIRED AT II DEPTHS)
Figure 5-5. DIAGRAMMATIC SKETCH OF STORAGE UNITS
233
-------
P-arameters specifying alternative characteristics, such as irregular or
geometric shape, and outflow control by gravity flow through an orifice
or over a weir, or by pumping, are read in first.
The maximum permissible water depth is read in next. Subsequent inflows
are partially bypassed if they would otherwise cause the storage depth
to exceed this value.
Reservoir shape parameters, or alternatively, 11 pairs of depth versus
surface area measurements, are read in next. These are followed by the
outlet characteristics, selected from: (1) orifice area times its dis-
charge coefficient, (2) weir height and length, or (3) outlet pumping
rate with pumping start and stop depths.
The program then computes arrays of 11 depths versus storages, generally
dividing the maximum depth into 10 equal increments. With a weir outlet,
however, as most change occurs in the small height just above the weir
crest, this zone is divided into 7 increments with the remaining 3
larger increments below the crest.
For gravity outflows, 11 pairs of routing parameters are computed from
the storage and the outlet control selected. For pumped outflows, the
"buffer" volume in storage between pump start and stop depths is com-
puted and compared with the volume capable of being pumped out each
time-step. Warning messages will be written if this comparison is not
favorable.
234
-------
Finally, initial storage and outflow conditions of the reservoir are
read in. An outline flow chart of subroutine STRDAT is shown in
Figure 5-6.
Subroutine TREAT
This subroutine is the heart of the Treatment model. It computes the
movements and removals of water and pollutants on a process-by-process
basis, every time-step. The various process characteristics specified
earlier by subroutine TRTDAT are used.
If treatment by settling in new sedimentation tanks, or by high rate
filters, is specified, then subroutine SEDIM or HIGHRF, respectively, is
called into play. Where chlorination is specified, subroutine KILL
models the reduction in coliform counts.
When a storage unit is included in this Block, subroutine TREAT calls
upon subroutine STRAGE to model the movements within storage. In
this case sedimentation within storage is modeled at the same time.
Depending upon the print control specified in subroutine TRTDAT, this
subroutine may print out reports on intermediate progress and summaries
of removal performances. An outline flow chart of subroutine TREAT is
shown in Figure 5-7.
Subroutine STRAGE
Subroutine STRAGE is the heart of the Storage model. When a storage
unit is included in the model, it computes the movements of water and
pollutants through the unit every time-step. The various basin charac-
teristics computed earlier by STRDAT are used.
235
-------
ENTER )
READ, COMPUTE & WRITE
RESERVOIR CHARACTERISTICS
(VARIOUS OPTIONS)
BRANCH TO
[OUTLET TYPE
COMPUTE & WRITE
ROUTING PARAMETERS
\AFOR ORIFICE OR WEIR)/
CHECK & WRITE
BUFFER' VOLUME
(FOR PUMPS)
READ
.RESERVOIR INITIAL CONDITIONS/
STORAGE UNIT UNIT COSTS
C RETURN J
Figure 5-6. SUBROUTINE STRDAT
236
-------
( ENTES ")
YES
^^INC LUDED^-^
t
IF t.ECESSAfW, BYPASS
IMFLCWS TO PREVENT
FLOODING IN STORAGE
y
^CALL STRAGE >•« —
1
COMPUTE
A) OVERFLOW FRACTION
FROM TREATMENT
B) MAX I IUH OF ARRIVAL
I OVERFLOW QUANTITIES
AKO QUALITIES
SEDIMENTATION
HIGH
RATE
FILTERS
RECOfBIKH
TREATED FLOWS
VIHrt
AMD BYPASS FLOW
PRINT SOLUTION FOB /
11 IKE-STEP. IF REQUIRED
COMPUTE
CHLORINE COHSUMPTIOIt
("RETURN)
Figure 5-7. SUBROUTINE TREAT
237
-------
The hydraulics are computed first. For pumped outflow, the rate simply
depends upon a comparison of the reservoir depth with the pump start
and stop depths. However, checks are made for the possibility of pumps
cutting in or out part way through the time-step, in which case appropriate
adjustments are made. For gravity outflow, subroutine SROUTE is called
to compute the storage and outflow rate at the end of the time-step.
Subroutine INTERP is called to find the depth corresponding to the
computed storage, by interpolation within the depth/storage arrays.
The incremental water volumes of the inflow and outflow plugs for all
time-steps and storage units are stored permanently in arrays for
later reference. Each time-step, the cumulative total inflow and
outflow volumes are also computed, to enable a final continuity check.
Next, the movements of the pollutants through the units are computed.
Subroutine PLUGS is called first, to compute and keep a record of which
inflow plugs comprise the outflow plugs. Then the BOD and suspended
solids in storage and in the inflow are computed, by two alternative
methods. Either perfect plug flow through the reservoir or complete
mixing must be assumed.
Last, if this intermediate printout is requested, the program prints
each time-step the inflow, storage and outflow conditions in all
reservoirs.
An outline flow chart of subroutine STRAGE is shown in Figure 5-8.
238
-------
©*<
GRAVITY
i
CALL
SROUT
1
( ENTER )
*
COMPUTE TIME
*
1 BRANCH TO
[^OUTLET
^*««^-^*'
\ COM^U
> TIME-F
/ ON/ 01
PUMPED
T
FE
FACTION
JTFLOW,
t
PUMP IS
STORAGE
(TO FIND DEPTH)
/
/CALL INTERP
\(TO FIND DEPTH)
t
COMPUTE
VOLUME MOVEMENTS
t
t
COMPUTE
VOLUME MOVEMENTS
i
CALL
PLUGS
/
COMPUTE
BOD & SS IN STORAGE 8
IN OUTFLOW PLUG/ BY PLUG
FLOW OR COMPLETE MIXING
WRITE
RESULTS FOR
CURRENT TIME-STEP
(IF DESIRED)
RETURN
Figure 5-8. SUBROUTINE STRAGE
239
-------
Subroutine TRCOST
Subroutine TRCOST computes and prints estimated costs for (1) the
provision of the storage and treatment facilities specified, and
(2) the operation and maintenance of these facilities during the storm
event modeled.
The required money factors and unit costs are first read in and pro-
cessed. Default values are included for many of these (see Table 5-1).
The various costs are then computed on a process-by-process basis.
These costs are (1) the capital costs of providing the process in question
and its land requirement, (2) their equivalent annual costs together
with irreducible annual maintenance, and (3) storm event costs for
chemicals consumed, if any, and operation and maintenance. They are
printed in a summary table with totals and subtotals, together with a
statement of the total land requirement.
An outline flow chart of subroutine TRCOST is shown in Figure 5-9.
Support Subroutines
Brief descriptions follow of the support subroutines, whose relation-
ships with the major subroutines were shown in Figure 5-1.
Subroutine TRCHEK is called by subroutine TRTDAT to check the specified
treatment options for inadmissible or uneconomical combinations (see
Figure 5-10). It terminates execution or writes a warning message
as appropriate.
240
-------
Table 5-1. DEFAULT VALUES USED IN SUBROUTINE TRCOST
Item
Default Value
Interest rate
Amortization period
Site factors
Unit cost land
Unit cost power
Unit cost chlorine
Unit cost polymers
Unit cost alum
Storage construction unit cost
(excavation, lining, etc.)
7%
25 yr
1.00
$20,000/acre
2C/kwh
$1.25/lb
$3.00/cy
241
-------
( ENTER)
READ & WRITE
MONEY FACTORS/
UNIT COSTS
INITIALIZE ALL
COSTS TO ZERO
FOR EACH TREATMENT PROCESS
INCLUDED/ COMPUTE
CAPITAL COSTS
ANNUAL COSTS
STORM EVENT COSTS
COMPUTE & PRINT
A) COST SUMMARY
B) LAND REQUIREMENT
i
( RETURNJ
Figure 5-9. SUBROUTINE TRCOST
242
-------
NO STORAGE MODEL 01
STORAGE MODEL 02
NO BAR RACKS II
BAR. RACKS 12
NO INLET PUMPING 21
INLET PUMPING...._ 22
LEVEL 3 BYPASS. 31
DISSOLVED AIR FLOTATION 32
FINE SCREENS + 32 33
FINE SCREENS CONLY) 34
SEDIMENTATION _ 35
LEVEL *» BYPASS .41
MICROSTRAINERS 42
HIGH RATE FILTERS 43
NO EFFLUENT SCREENS. 91
EFFLUENT SCREENS. 52
NO OUTLET PUMPING 61
OUTLET PUMPING. £2
NO CONTACT TANK 7,
CONTACT TANK.. ...72
.01 02 II 12 21 22 31 32 3334 35 414243 51 52 61 62 71 72
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LEGEND
[XJ
fol
....COMBINATIONS IMPOSSIBLE DUE TO THE STRUCTURE
OF THE PROGRAM
.INADMISSIBLE COMBINATIONS
..UNECONOMICAL COMBINATIONS
Figure 5-10. INADMISSIBLE AND UNECONOMICAL TREATMENT OPTIONS
243
-------
Subroutines SROUTE and PLUGS assist subroutine STRAGE with the modeling
and tracing of water movement through the storage basin, by simulating
routing and plug flow respectively.
Subroutines BYPASS and TRLINK serve subroutine TREAT to link up
successive treatment processes within the Treatment model. Subroutine
TRLINK also collects cumulative totals of water and pollutant through-
flows at each process level.
Subroutines KILL, SEDIM, and HIGHRF assist subroutine TREAT with,
respectively, the modeling of coliform reduction by chlorination,
sedimentation, and high rate filter operation.
Subroutine INTERP serves subroutines STRDAT, STRAGE, and SEDIM with a
simple linear interpretation procedure, which may be required when data
are stored in array form. It flags error conditions when data fall
outside the range of an array.
Subroutine SPRINT will print, if desired, an extensive summary of input
and treated output hydrographs and pollutographs.
Outline flow charts of subroutines SROUTE, PLUGS, and INTERP are shown,
respectively, in Figures 5-11, 5-12 and 5-13.
INSTRUCTIONS FOR DATA PREPARATION
Instructions for data preparation for the Storage Block have been
divided along the lines of the major components for clarity of the
presentation. These components are: Storage, Treatment, and Cost. Pro-
gramming options permit the deletion of the cost and/or storage routines?
244
-------
INITIALIZE.
FLOWS, STORAGE
DETERMINE
NUMBERS OF FIRST £ LAST INFLOW
PLUGS TO (PARTLY) OUTFLOW
THIS TIME-STEP
COMPUTE
STORAGE, OUTFLOW
BY ROUTING
I
INITIALIZE FOR
NEXT TIKE-STEP
NFLOW
THIS TIME-STEP
AS1N VO
YES
RETURN
COMPUTE
DETENTION TIME
FOR i FRACTION
OF EACH (PART)
INFLOW PLUG
OUTFLOWING THIS
TIME-STEP
(GENERAL CASE)
(DITTO)
(SPECIAL CASES)
I
Figure 5-11. SUBROUTINE
SROUTE
Figure 5-12. SUBROUTINE PLUGS
245
-------
©
V
C ENTER J
NO
NO
FIND SMALLEST
X > XIN
COMPUTE YIN
FROM X/Y ARRAYS
BY LIN, INTERPOL N
KFLAG = 0
( RETURN J
KFLAG = -10
KFLAG = +10
Figure 5-13. SUBROUTINE INTEKP
246
-------
however, some form of treatment must be specified once the Block is
called. The typical data deck setup for the complete Storage Block
is shown in Figure 5-14. Storage data describe the physical character-
istics of the storage system and controls. Treatment data specify
the treatment string sequence and provide supplemental data based
upon the processes selected. Cost data describe locations and years
to be simulated and provide unit costs.
Data card preparation and sequencing instructions for the complete
Storage Block are given at the end of these instructions in Table 5-2
followed by an alphabetical listing of the variable names and descrip-
tions in Table 5-3.
Programming Limitations
The following programming limitations apply to the Storage Block:
1. Maximum number of time-steps = 150.
2. Maximum number of pollutants = 3 and these must be
BOD, SS, and coliforms.
3. Maximum number of Transport Model outfalls (Transport Block
output files) = 5, any one of which may be called for
Storage Block operations.
4. Maximum number of Transport Model outfalls to be treated
in a single run = 1.
5. Maximum number of points of chlorine application in
Treatment = 1.
6. When treatment by high rate filters is included the only
permissible time-step size = 0.5, 1.0, 2.0, 2.5, 5.0, or 10.0
minutes.
247
-------
COST DATA CARDS
-------
Storage Model
Use of the External Storage Model involves seven basic steps.
Step 1 - Flow and Quality Input. Rewind and read the Transport output
file. Specify the external element number of the outfall to be treated,
the number of complete runs through treatment desired (generally one),
and the design flow. In addition to the hydrographs and pollutographs,
data are read from the tape listing the number and size of time-steps,
time zero, and the total tributary area.
Step 2 - Storage-Treatment String. Set ISTOR = 02 and specify treatment
string (see instructions under Treatment model below for option selec-
tion). Option 35 = Sedimentation must be used if an external storage
unit is to be modeled.
Step 3 - Output. Select output and computational options according
to the following:
IPRINT = 0 = NO PRINTOUT EACH TIME-STEP (SUMMARY POSSIBLE)
= 1 = PRINTOUT SOLUTION EACH TIME-STEP (QUANTITY)
= 2 = PRINTOUT SOLUTION EACH TIME-STEP (QUALITY)
ICOST = 0 = NO COST COMPUTATIONS AND SUMMARY
= 1 = COMPUTE COSTS AND SUMMARIZE
IRANGE = 0 = QUANTITY RANGES (MAX,AV,MIN) NOT SUMMARIZED
= 1 = QUANTITY RANGES (MAX,AV,MIN) SUMMARIZED
ITABLE = 0 = INFLOWS,OUTFLOWS NOT SUMMARIZED IN FINAL TABLES
= 1 = INFLOWS AND OUTFLOWS SUMMARIZED IN FINAL TABLES
Step 4 - Storage Unit. Describe the storage unit mode (in-line);
construction (natural, manmade and covered, manmade and uncovered); type
of outlet device (orifice, weir, or pumped); routing (plug flow or
complete mixing); and basin parameters.
249
-------
Step 5 - Unit Cost. Specify the storage basin unit cost ($ per cubic
yard of maximum storage capacity) to be used to represent excavation,
lining, cover, and appurtenances.
Step 6 - Treatment and Treatment Cost Data. Furnish supplemental data
based upon the treatment options selected (see instructions under
Treatment model and Cost model).
Step 7 - Starting Time. Furnish the clock time of the start of the
simulation.
Treatment Model
The steps in data preparation for use in the Treatment model follow the
same sequence as that listed for the Storage model. Steps 1, 3, 6, and
7 are identical to the Storage model. If external storage is omitted
(by setting ISTOR=01 in Step 2), Steps 4 and 5 are deleted. An extension
of the discussion of Steps 2 and 6 follows.
Step 2 - Storage-Treatment String. In setting up a treatment string,
all seven levels (see Figure 5-2) must be specified. The first digit in
each option identified represents the computation level, and the second
digit represents the path on that level. If the bypass of certain levels
is requested (i.e., no treatment on that computational level), this
condition is specified by setting the path indicator equal to 1. Simi-
larly, if the path indicator is other than 1, some treatment will be
performed. For example, if a treatment string is to represent a plant
providing bar racks, microstrainers, and chlorination, and nothing else,
250
-------
the appropriate specification would be:
01-12-21-31-42-51-61-72
Step 6 - Treatment and Treatment Cost Data. Only certain treatment
options require supplemental data input. These options are:
Inlet and/or outlet pumping
Dissolved air flotation
Sedimentation
High rate filters.
The pumping options require that the total pumping head be given (for
computation of operating costs). The dissolved air flotation units
require specifications regarding polymer use, chlorine use, design over-
flow rate, recirculation flow, and tank depth. Similarly, sedimentation
tanks require overflow rates, tank depths, and chlorine use. High rate
filters require that the maximum operating rate, chemical addition,
maximum design head loss, and maximum solids holding capacity (at
maximum head and maximum flow rate) be specified. Detailed instructions
are given in Table 5-2.
Cost Model
The cost model is called by setting ICOST=1 in Step 3. The cost data
cards follow the supplemental treatment data cards in Step 6.
The first card sets the interest rate, the useful life expectancy of the
equipment, the year to be modeled, and the city to which costs are to be
adjusted. The city cost factor is the ratio of that city's ENR
251
-------
(Engineering News Record Construction Cost Index) average to the national
average.
Next, ENR Cost Indexes expected to prevail in each of the next 10 years
are read in. Finally, the general unit costs for land, power, chlorine,
polymers, and alum are read. A summary of these cost parameters and
their units follows (default values were listed in Table 5-1).
UCLAND = UNIT COST OF LAND, $/ACRE
UCPOWR = UNIT COST OF POWER, $/KWH
UCCL2 = UNIT COST OF CHLORINE, $/LB
UCPOLY = UNIT COST OF POLYMERS, $/LB
UCALUM = UNIT COST OF ALUM, $/LB
RATEPC = INTEREST RATE FOR AMORTIZATION, PERCENT
NYRS = AMORTIZATION PERIOD, YEARS
MODYR = YEAR OF MODEL, FOR COSTS
SITEF = AN ENR FACTOR FOR GEOGRAPHIC LOCATION OF SITE
252
-------
Table 5-2. STORAGE BLOCK CARD DATA
Card
Group
Card
Format Columns
Description
Variable
Name
Default
Value
110
1-10 External element number Erora the
Transport Block (NOUTS) which routes
the flow to the Storage Block
(maximum = 1 for each run).
JKS
110
P10.2
Execution Control Data
1-10 Number of different treatment execu- NRUNS
tions to be made on the output from
the Transport Block, element JNS.
11-20 The ratio of the maximum flow to be DSSF QDESYN*
treated to the maximum flow arriving.
1015
1-5
6-10
11-15
16-20
21-25
26-30
Treatment Control Data
Parameter indicating if external storage ISTOR none
is to be called.
ISTOR = 1, External storage not called,
ISTOR = 2, Flow routed through external
s torage.
Bar rack treatment parameter (level 1) ITREAT(l) none
= 11, Bar racks are not used or are
bypassed,
=12, Bar racks are in the waste stream.
Inlet pumping parameter (level 2) ITREAT(2) none
•= 21, No pump station,
=22, Pump station exists.
Primary treatment parameter (level 3) ITREAT(3) none
= 31, No primary treatment (flow bypassed),
= 32, Dissolved air flotation,
= 33, Fine screens and dissolved air
flotation,
" 34, Fine screens only,
- 35, Sedimentation.
Secondary treatment parameter (level 4)
ITREAT(4)
•= 41, No secondary treatment (flow
bypassed),
= 42, Microstrainers,
= 43, High rate filter.
Effluent screens [level 5)
= 51, No screens,
= 52, Effluent screens.
ITREAT(5)
*Seo card group 5.
NOTE: All non-decimal numbers must be right-justified.
253
-------
Table 5-2. (continued)
Card
Group
Card
Format Columns
Description
Variable
Name
Default
Value
31-35 Outlet pumping parameter (level 6) ITREAT<6) none
= 61, No pumping,
= 62, Pumping required.
36-40 Chlorine contact tank (level 7) ITREAT(7) none
= 71, No chlorine contact tank (flow
bypassed),
=72, Chlorine contact tank.
Computation Print Control Card
4110 1-10 Printout of treatment results for each IPRIKT
time-step.
= 0, Printout for each time-step
suppressed,
- 1, Printout quantity results for each
time-step,
= 2, Printout quality results for each
time-step.
11-20 Cost control data ICOST
= 0, Cost calculations and the resulting
printout are suppressed,
«= 1, Compute costs and print cost summary.
21-30 Plow quantities summarization control IRANGE
parameter
«= 0, Flow quantity ranges not summarized,
= 1, Quantity ranges summarized.
31-40 Control of tabular output of the inlet ITABLE
and outlet flows from the treatment
model.
= 0, Flows not summarized in tabular form,
>= 1, Flows summarized in tabular form.
F10.2
1-10
IF DEEP IN CARD GROUP 2 IS ZERO INCLUDE
CARD GROUP 5, OTHERWISE OMIT
Design flow rate of treatment facilities QDESYN
(cfs).
none
10IS
1-5*
CARDS 6 THROUGH 15 ARE DATA INPUT FOR
EXTERNAL STORAGE. (ISTOR = 2). OMIT
THESE DATA CARDS IF EXTERNAL STORAGE IS
NOT DESIRED.
Storage unit data card.
Storage mode parameter.
* 1, In-line storage.
ISTMOD
none
*Must be set equal to one sincu other storage mode parameters are not programmed.
254
-------
Table 5-2. (continued)
Card
Group
Format
Card
Columns
Description
variable
Name
Default
Value
6-10 Storage type parameter. ISTTYP
•> 1, Irregular (natural) reservoir,
= 2, Geometric (regular) covered reservoir,
" 3, Geometric (regular) uncovered reservoir.
11-15 Storage outlet control parameter. ISTOUT
• 1, Gravity with orifice center line
at zero storage tank depth,
= 2, Gravity with fixed weir,
» 6, Existing fixed-rate pumps,
= 9, Gravity with both weir and orifice.*
none
none
Computation/print control card.
3110 1-10 Basin flow parameter. IPOL none
» 1, Perfect plug flow through basin,
= 2, Perfect mixing in basin.
11-20 Print control parameter ISPRIN none
«= 0, No print each time-step,
*• 1, Print each time-step in storage.
8
F10.2
T10
1-10
11-20
Reservoir flood depth data card.
Maximum (flooding) reservoir depth.
Chlorination option.**
DEPMAX none
ICL2 none
INCLUDE EITHER CARD GROUP 9 OR 10, NOT
BOTH.
INCLUDE CARD GROUP 9 ONLY IF ISTTYP ON
CARD 6 HAS THE VALUE 1.
Reservoir depth-area data card (4(F10.2,
F10.0)}.
F10.2
F10.0
•
F10.2
F10.0
1-10
11-20
61-70
71-60
A reservoir water depth.
Reservoir surface area corresponding to
above depth.
A reservoir water depth.
Reservoir surface area corresponding to
above depth.
(NOTE: The above pair of variables is
repeated 11 times, 4 pairs per card.)
ADEPTH(l)
AASURF(2)
ADEPTH(4)
AASURF(4)
none
none
none
*This type of storage outlet is not presently programmed.
**Not presently programmed, leave blank.
255
-------
Table 5-2. (continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
Default
Value
10
2F10.0
F10.5
1-10
11-20
21-30
INCLUDE CARD 10 ONLY IF ISTTYP ON CARD 6
HAS TIE VALUE 2 OR 3.
Reservoir dimensions data card.
Reservoir base area (sq ft) .
Reservoir base circumference (ft) .
BASEA
BASEC
Cotan of sideslope (horizontal/vertical). COTSLO
INCLUDE ONLY ONE OF THE OUTLET DATA CARDS
11, 12, OR 13.
none
none
none
11
15
F10.3
1-10
INCLUDE CARD 11 ONLY IF ISTOUT ON CARD 6
HAS THE VALUE 1.
Orifice outlet data card.
Orifice outlet area x discharge
coefficient, sf.
CDAOUT
12
13
14
INCLUDE CARD 12 ONLY IF ISTOUT ON CARD
6 HAS THE VALUE 2.
Heir outlet data card.
2F10.3 1-10 Weir height (ft) above depth = 0. WEIRHT
11-20 Weir length (ft) . WEIRL
INCLUDE CARD 13 ONLY IF ISTOUT ON CARD
6 HAS THE VALUE 6.
Pump outlet data card.
3F10.3 1-10 Outflow pumping rate (cfs) . QPUMP
11-20 Depth (ft) at pump startup. DSTART
21-30 Depth (ft) at pump shutdown DSTOP
Initial conditions data card.
2F10.2 1-10 Storage (cf) at time zero. STORO
11-20 Outflow rate (cfs) at time zero. QUOTO
none
none
none
none
none
none
none
F10.2
1-10
Cost data card.
$/cy for storage excavation.
CPCUYD
none
END OF EXTERNAL STORAGE CARDS
256
-------
Table 5-2. (continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
Default
Value
16
F10.2
1-10
IF ITREAT(2) = 22 INCLUDE CARD 16.
Pump head for inlet lift station
of the treatment facilities (ft).
HEAD1
none
INCLUDE ONLY ONE OF THE LEVEL 3
TREATMENT CARDS 17 OR 18 IF
ITREAT(3) IS NOT EQUAL TO 31 OR
34.
INCLUDE CARD 17 ONLY IF ITREAT(3)
ON CARD 3 HAS THE VALUE OF 32.
17 Dissolved air flotation data cards.
215 1-5 Chemical addition to the unit.
- 0, No chemical addition,
= 1, Chemical addition.
6-10 Chlorine addition to the unit.
= 0, No chlorine addition,
" 1, Chlorine addition.
ICHEM
ICL2
3F10.2
11-20
21-30
31-40
Design overflow rate, gpd/sq ft
(5,000.0 suggested).
Amount of flow recirculation (percent)
(15% suggested) .
Depth of dissolved air flotation tank,
OVRDAF
RECIRC
ft. DEEP
none
none
none
18
2F10.2 1-10
11-20
110
21-30
INCLUDE CARD 18 IF ITREAT(3)
AND ISTOR = 1 ON CARD 3.
35
Primary sedimentation tank cards.
Primary sedimentation tank overflow
rate, gpd/sq ft (1,600.0 suggested).
Depth of sedimentation tank, ft
(8.0 suggested).
Chlorine addition to unit.
= 0, No chlorine addition,
« 1, Chlorine addition.
OVRSED
SEDEP
ICL2
none
INCLUDE CARD 19 ONLY IF ITREAT(4) = 43.
19 High rate filter data cards.
F10.2 1-10 Maximum operating rate of the filter, OPRAMA
gpm/sq ft.
110 11-20 Addition of chemicals. ICHEMH
•* 0, No chemicals added,
= 1, Chemicals added.
257
-------
Table 5-2. (continued)
Card
Group
Card
Format Columns
2F10.2 21-30
31-40
Description
Maximum design head loss of filter [ft) .
Maximum solids holding capacity at
maximum head and maximum flow rate
(Ib/sq ft) .
Variable
Name
HM
SQM
Default
Value
none
none
20 F10.2
1-10
INCLUDE CARD 20 ONLY IF ITREAT(6)
ON CARD 3.
62
Pump head for outflow lift station from
treatment facilities (ft).
HEAD2
END OF TREATMENT CARDS.
21 Time for start of treatment-storage
simulation.
215 1-5 Hour of start, 24 hour clock. KHOUR
6-10 Minute of start (rain) . KMIN
none
none
22
F10.2
1-10
INCLUDE CARDS 22 THROUGH 25 ONLY
IF ICOST = 1 ON CARD 4.
ENR Cost Data.
Amortization interest rate for con-
struction of treatment facilities
(percent).
RATEPC
7.0
2110 11-20
21-30
F10.4 31-40
23
8110 1-10
11-20
71-80
21-30
24
F10.0 1-10
F10.5 11-20
3F10.2 21-30
31-40
41-50
Amortization period (yr) .
Year of computer simulation (minimum
= 1970, maximum = 1980) .
ENR factor for the geographic location
of treatment facilities.
.ENR cost index for year and location.
ENR for 1970.
ENR for 1971.
ENR for 1977.
ENR for 1980.
Unit cost data card.
Unit cost of land (S/acre) .
Unit cost of power ($/KWH) .
Unit cost of chlorine (5/lb) .
Unit cost of polymers ($/lb) .
Unit cost of alum ($/lb) .
END OF STORAGE BLOCK CARDS.
NYRS
MMDDYR
SITEF
IENR
IENR(1)
IENR (2)
IENR (8)
IENR(11)
UCLAND
UCPOWR
UCCL2
OCPOLY
UCALUH
25
none
1.00
none
none
none
none
20000.00
0.02
0.20
1.25
0.03
258
-------
Table 5-3. STORAGE BLOCK VARIABLES
Variable
Name
AASUBF
ADEPTH
ADJ
ALACST
ALAND
ALANDT
ALASC
ALCSTT
ALSC
ALUMUH
ro
en
^ ALUMUT
ANCSTT
ANNSC
ANNTOT
A02DT2
APLAN
AREA
AREA1
AREA2
C* Description
C Surface area of natural reservoir
C Depth of reservoir
Dummy variable
Amortized exist of land required
Area of land required for this
equipment
Total area of land required for the
equipment
Amortized cost of land required for
screens
Total amortized cost of land required
Area of land required for screens
Alum used for high rate filter
C Total alum used
Total amortized cost of installed
equipment
Amortized cost of screens
Total amortization cost including land
and equipment
C Volume of outflow per half time-step
C Land area requirement
Surface area of man-made storage unit
Surface area for preceding time-step
Surface area for present time-step
Unit
sq ft
ft
$/yr
acres
acres
S/yr
$/yr
acres
Ib
Ib
$/yr
$/yr
$
cf
sq ft
sq ft
sq ft
sq ft
Variable
Name
AKEAMS
ATERM
BACK
BASEA
BASEC
BASICM
BCIF
BCIFMN
BCIFMX
BCIFT
BCIN
BCINMN
BCINMX
BCINT
BCOF
BCOFMN
BCOFHX
BCOFT
BCOU
C* Description
C Submerged screen area sq
C Volume in storage plus outflow
Back flow volume
Base area of reservoir
Base circumference of reservoir
Cost of minimum maintenance (no storm)
BOD concentration of inflow
Minimum BOD concentration of the inflow
Maximum concentration of BOD of inflow
to the whole model
Accumulative total or arithmetic average
of BOD concentration of the inflow to
the whole model
C BOD inflow rate to one treatment unit
Minimum BOD concentration of the inflow
Maximum BOD concentration of the inflow
Accumulative total or arithmetic average
of BOD concentration of inflow to one
treatment unit
BOD concentration in the bypass (overflow)
Minimum BOD concentration of the bypass
(overflow)
Maximum BOD concentration of overflow
Accumulative total or average of BOD
concentration of the overflow
C BOD concentration of outflow from one
treatment unit per time-step
Unit
ft/unit
cf
cf
sq ft
ft
S/yr
ng/L
mg/L
mg/L
mg/L
Ib/DT
mg/L
mg/L
mg/L
mg/L
mg/L
mgA
mg/L
mg/L
*Variable names shared in common blocks.
-------
Table 5-3 (continued)
Variable
Name
BCOUFT
BCOUMN
BCOUMX
BOGUS
BCOUT
BCREDU
BCRL
to BCRLHN
CF>
O
BCRLMX
BCRLT
BCRM
BCRMMN
BCRHHX
BCHMT
BCRH1
BOARR
BDCIF
C* Description
BOD concentration of outflow
C Minimum BOD concentration of the
outflow
C Maximum concentration of BOD of
outflow
BOD concentration in the outflow
from screens
C Accumulative total or arithmetic
average of BOD concentration of outflow
from one treatment level
BOD concentration reduced
BOD concentration of the released
flow per time-step
Minimum BOD concentration of the
released flow
Maximum BOD concentration of the
released flow
Accumulated total or arithmetic average
at BOD concentration of the released flow
C BOD concentration of the waste flows
from individual treatment unit
C Minimum BOD concentration removed
C Maximum BOD concentration removed
C Accumulative total for arithmetic
average of BOD concentration of the
wasted flows from one treatment unit
BOD concentration of the waste flows
from individual treatment unit
C Outfall BOD
BOD concentration of inflow (= BCIF)
Unit
mg/L
rag/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
Ib
mg/L
Variable
Name
BDCRL
BDEPTH
BDIF
BD1FEF
BDIFT
BDIN
BDINRF
BDINT
BDOF
BDOPT
BDOU
BDOUS
BDOUT
BDRD
BDKL
BDRLT
BDRM
BDRMT
BDRMIT
C* Description
BOD concentration of released flow
» BCRL
C Hater depth
C Total BOD in the inflow to the whole
model
Fraction of BOD removed to BOD flowing
into whole model
Accumulative total BOD of the inflow
C BOD inflow rate to one treatment unit
Fraction of BOD removed to BOD flowing
into each treatment unit
C Accumulative total BOD flow into one
treatment unit
BOD rate in bypassed waste flows
Accumulative total BOD in the overflows
C BOD outflow rate
BOD outflow rate from screens
C Accumulative total BOD flow out of one
treatment unit
BOD reduction, percentage
C BOD released per time-step
Accumulative total BOD released from
the whole model
C BOD removal per time-step
C Accumulative total BOD removal by one
treatment unit
Accumulative total BOD removed by the
whole model
Unit
mg/L
ft
Ib
Ib
Ib/DT
Ib
Ib/DT
Ib
Ib/DT
Ib/DT
Ib
%
Ib/DT
Ib
Ib/DT
Ib
Ib
-------
Table 5-3 (continued)
Variable
Name
BDRS
BDRST
BIG
BMSC
BODCOT
BODIH
BODOOT
BREFF
BREFFH
BREFF2
BSICMT
BSTOR
BYPASS
CAPCST
CAPMS
CAPSC
CAPST
CAPTOT
CAPUCL
CCIF
CCIFMN
C* Description
BOD removed by screens per time-step
Total BOD removed by screens
1.2
C initializing number, (10 )
Basic maintenance cost of fine screens
BOD outflow concentration
C BOO inflow rate (pollutograph)
C BOD outflow
BOD removal efficiency
C BOD removal efficiency of high rate
filter
BOD removal efficiency
Total minimum maintenance cost
C Storage
Name of subroutine
Capital cost of installed equipment
Capacity per microstrainer unit
Capital cost of screens
Capital cost for five screens
Total capital costs including land
and equipment
Dosing rate per trickling filter unit
Coliform concentration of inflow to
whole model
Minimum coliform concentration of the
inflow
Unit
Ib/DT
Ib
$ /storm
mg/L
Ib/DT
Ib
$
cf
$
mgd
$
S
S
Ib/day
MPN/100 ml
MPN/100 ml
Variable
Name
CCIFMX
CCIFT
CCIN
CCINMN
CCINMX
CCINT
CCOF
CCOFMH
CCOFMX
CCOFT
CCOO
CCOCJMN
CCOOMX
CCOOT
CCKL
CCRLMN
C* Description
Maximum coliform concentration of inflow
Accumulative total for arithmetic aver-
age of coliform concentration of inflow
Coliform concentration of the inflow
to one treatment unit
Minimum coliform concentration of the
inflow to one unit
Maximum coliform concentration of the
inflow to one unit
Accumulative total or arithmetic
average of coliform concentration of
the inflow to one treatment level
Coliform concentration in the overflow
Minimum coliform concentration of the
overflow
Maximum coliform concentration of
overflow
Accumulative total for arithmetic
average of coliform concentration
of the overflow
Coliform concentration of the outflow
during one time-step
Minimum coliform concentration of the
outflows
Maximum coliform concentration of the
outflow
Unit
MPN/100 ml
MPN/100 ml
MPN/100 ml
MPN/100 ml
MPN/100 ml
MPN/100 ml
MPN/100 ml
MPN/100 ml
MPN/100 ml
MPN/100 ml
MPN/100 ml
MPN/100 ml
MPN/100 ml
Accumulative total for arithmetic aver- MPN/100 ml
age of the outflow coliform concentration
Coliform concentration of the released
flow per time-step
Minimum coliform concentration of the
MPN/100 ml
MPN/100 ml
released flow
-------
Table 5-3 (continued)
Variable
Name
CCRLMX
CCRLT
CDAOOT
CFSOF
CFSTR
CFSTR2
CHCOST
CHCSTT
CHEMU
CHEMUH
CHEMUT
CLACST
CLAND
CIASC
CLCSTT
CL2CST
CL2DEM
CL2U
O.20C
CL20T
C* Description
Maximum coliform concentration of
the released flow
Accumulative total or arithmetic
average of coliform concentration
of the released flow
Outlet orifice area times discharge
coefficient
Overflow rate for microstrainer
Internal bypass flow treated by
microstrainer
Effluent flow from microstrainer
Chemical cost, per process
Total chemical costs
Chemical use per time-step and pro-
cess
Chemical used for high rate filter
C Total chemicals use per unit
Capital cost of land required
C Cost of lands
Cost of land for screens
Total capital cost of land requirement
C Cost of chlorine used
Chlorine demand
Chlorine used per time-step
Chlorine used
C Total chlorine used
Unit
MPN/100 ml
MPN/100 ml
sq ft
cfs
cfs
cfs
$/storm
$/ storm
Ib
Ib
Ib
$
$
$
S
$/storm
mg/L
Ib
ib/day
Ib/day
Variable
Name
CL2UTT
COARR
COCIF
COCRL
COIF
COIFRF
C01FT
COIN
COINRF
COINT
COLCOT
COLIFT
COLIN
COI/DUT
CONVER
CONVOL
COOF
COOPT
C* Description
Total chlorine used for whole model
C Outfall coliform
Coliform concentration of inflow
(- CCIP)
Coliform concentration of released
flow (= CCRL)
C Coliform inflow rate for Storage Model
Fraction of coliform removed to coli-
form flowing into the whole model
Accumulative total coliform
inflow
Coliform inflow rate to one treatment
unit
Fraction of coliform removed to coli-
form flowing into each treatment unit
Accumulative total coliform flowing into
one treatment unit
Coliform outflow
Total coliform flowing into whole model
C Coliform inflow rate (pollutograph)
C Coliform outflow
6
C Conversion factor 10 /DT sec Ibs/cf
Volume of contact tank
Number of coliform per time-step in
the overflow
Accumulative total coliform in the
overflow
Unit
Ib
MPN
MPN/100 ml
MPN/100 ml
MPN/DT
MPN
MPN/DT
MPN
MPN/100 ml
MPN
MPN/DT
MPN/DT
mg/L/lb/cf.-
cf
MPN/DT
MPN
coou
Coliform outflow from one treatment
unit per time-step
MPN/DT
-------
Table 5-3 (continued)
Variable
Name
COOUT
CORD
com.
CORLT
CORM
CORMT
COTSIO
CPACRE
CPCSTT
(O CPCUYD
cn
W
CPS
CRC
CRF
CSTOR
CTOTAL
CUMIN
CUMOOT
C2CSTT
DBOD
DDEPTH
DEEP
C* Description
Accumulative total colifonn flowing out
of one treatment unit
Col i form reduction, percentage
C Coliform released per time-step
Accumulative total colifonn released
Coliform removed from treatment
Accumulative total colifonn removed by one
treatment unit
Contangent of side slope angle
C Cost per acre of land
Total jcapital cost of installed equipment
C Unit cost of excavation
C. Capital cost of pump station for storage
Computational variable for CRF
Capital recovery factor
C Cost of storage
C Total cost
C Cumulative inflow since start of
simulation
C Cumulative outflow since start of
simulation
Total chlorine cost
Dissolved BOD
Depth increment of storage reservoirs
Depth of air flotation tank
Unit
MPN
%
MPN/DT
MPN
MPN/DT
MPN
$/acre
$
S/cy
S
$
$
cf
cf
$/stonn
Ib
ft
ft
Variable
Name
DEPMAX
DEPTH
DEPTHL
DEPTH2
DESF
DETENT
DETMIN
DS
DSTART
DSTOP
DSTP
DSTRT
DS1
DT
DTMORE
DTON
DTPUMP
DT2
DUM
DUMDEP
DUMSTR
DUMTRM
DUMAO2
C* Description
C Maximum allowable depth in reservoir
C Water depth
Depth for previous time-step
Depth of storage unit
C Design flow fraction of maximum flow
C Detention time
Detention time
Suspended solids removed in the filter
C Reservoir depth at start of pumping
C Reservoir depth at end of pumping
Depth at which pumps start up
Depth at which pumps start up
Suspended solids stored in the filter
C Time-step interval
C Additional time-step required to pump
wet well down
C Number of time-steps pumping occurred
C Dummy variable
Half time-step interval
Increment of arriving flow rate
C Storage depth
C Storage capacity
Routing parameter (= ATERH)
Term in Routing parameter (= 0 At/2)
Unit
ft
ft
ft
ft
sec
min
Ib/DT
ft
ft
ft
ft
Ib/DT
min, sec
min
ft
cf
cf
cf
-------
Table 5-3 (continued)
Variable
Name
DVR
ENR
F
FACTOR
FAREAB
FKS
FCM
FRAC
FRONT
g FR2ST
GPMSF
H
H
HCL
HEAD1
HEAD2
HIGHRF
HM
HO
HRFD
HI
C* Description unit
Parameter indicating unreliable storage
unit
ENR cost index for year and location
Fraction of chemical dosing flow rate
to total flow rate of treatment unit
Integer for unit conversion
C Face area of bar screens sq ft
Factor for microstrainer
Fraction of tine-step pumped
C Fraction of an inflow plug
Computational variable for plug flow
Fraction of totals entering storage unit
Flow rate through microstrainer gpm/ft
Head over weir ft
Head loss through filter (HIGH) ft
Head loss thru filter due to solids load ft
C Pump head for inlet lift station ft
C Pump head for outlet lift station ft
Name of subroutine
C Maximum design head loss
Operation head loss through sand of filters ft
C Multiplier for number of backwash itera-
tions for high rate filters
Head over weir ft
Variable
Name
IA
ICHEM
ICHEMH
ICL2
IOOST
IENR
IKTERP
IPOL
IPRINT
I RANGE
ISPRIN
ISTBOT
ISTEXS
ISTINF
ISTMOD
ISTOR
ISTOUT
ISTTYP
ITABLE
ITR
ITREAT
ITR100
C*
C
C
C
C
C
C
C
C
C
C
C
C
C
C
Description Unit
Bookkeeping integer
Indicator noting if chemicals are added
Indicator noting if chemicals are added
to the high rate filter (s)
Indicator for chlorine addition
Indicator for coat compilation and
summary
ENR Index
Name of subroutine
Pollution control parameter
Print control parameter
Parameter indicating if quantity ranges
are summarized
Print control parameter
Indicator of back up effect
Indicator for excess flow handling
Indicator for nonmoclel inflow devices
Indicator for storage mode
Indicator for separate storage modeling
Indicator for outlet type
Indicator for type storage structure
Indicator parameter for summarizing
inflows and outflows in table form
Indicator of illegal combination of
treatment
Treatment parameter
ITREAT x 100
Bookkeeping integer
-------
Table 5-3 (continued)
Variable
Name
C*
Description
Unit
Variable
Name
C*
Description
Unit
to
O>
Oi
J
JM
JN
JK5
JP
JS
Jl
J2
J3
J4
J5
J6
J7
K
KDT
KDTBH
KENR
KFLAG
KHOUR
Title parameter
C Same as J
C Outfall element numbers transferred
by file
C Print control counter
C Number of first inlet plugs in outflow
C Outfall array pointer designating
JKS Element
Variable indicating if bar racks are
used, level 1
Variable indicating if pumping is used,
level 2
Type of primary treatment, level 3
Type of secondary treatment, level 4
Variable indicating if there are efflu-
ent screens, level 5
Variable indicating if there is an efflu-
ent pump station, level 6
Variable indicating if there are chlorine
contact tanks, level 7
Bookeeping integer for level of treatment
C Time-step number
Backwash time-step number
Number of years from 1969 to the desired
year of the ENR cost index
Interpolation warning flag
C Hour of day during simulation
hr
KILL
KK
KMIN
KMOD
KNCOMB
KNECON
KNTOF
KP
KPASS
KRUN
KYEAR
L
LABEL
LP
LPEEV
LR
M
MHOUR
MM
MMIN
MMM
Name of subroutine
Do loop counter
C Minute during simulation
C Bookkeeping integer for module size
Number of illegal treatment combinations
Parameter indicating inadvisable treat-
ment combinations
C Number of times there is storage overflow
Inlet plug number
Parameter indicating design flow too large
Do loop variable denoting run number
Calendar year
C Do loop counter for level of treatment
C A label number
C Number of last inlet plug in outflot
C LP for previous time-step
Variable which indicates type and level
of treatment
Do loop counter
Selected hour of simulation when con-
taminants removals are computed
Do loop counter
Selected minute of simulation when
contaminants removals are computed
Do loop counter
min
-------
Table 5-3 (continued)
to
Variable
Name
MODCST
MODS 1 2
MODYR
N
NAME
ND
NOT
NDTBW
NEVEN
NFLAG
NM
NMS
NN
NNCOMB
NNECON
NOCOMB
NOE
NOESUN
NOUNIT
NOOTS
NPOLL
NRUNS
c* Description unit
C Cost of module $
C Treatment module size mgd
Year of desired ENR
Do loop counter
C Name of the treatment option
Time-step computation variable
C Number of time-steps
Number of time-steps for backwash
Number of high rate filter units in
even numbers
C Indicator of inadmissible treatment
combination or time-step length
C Time-step when pollution reduction
calculations will be made
C Number of microstrainer units
Counter for plug flow
Number of illegal combinations
Number of inadvisable combinations
An illegal combination pair
Number of elements
Number of effluent screens
Number of treatment module unit
Number of outfalls from transport Black
C Number of pollutants
Number of different treatment runs
Variable
Name
NSCRN
NSED
NSTIN
NSTOOT
NUE
NDNITC
NUNITH
NYEAR
NYRS
OFACT
OPRA
OPRAMA
OTCSTT
OTHCST
OTHSC
OVFRA
OVRDAF
OVRSED
PBDOP
PBDTR
PCL2DM
C* Description
C Number of screens
C Number of sedimentation tanks used
Input file number
Output file number
Number of the upstream element
Number of dosing units
C Number of high rate filter units
Dummy variable
Amortization periods
Fraction of overflow rate to total inflow
Operating flow rate of high rate filter
C Maximum operating rate for high rate
filter
Total miscellaneous cost for the storm
Storm costs excluding chemical cost
Non-chemical storm costs for fine screens
Overflow rate
C Design overflow rate
C Design overflow rate of sedimentation
tank
Pounds of BOD overflowing out of
microstrainer
Pounds of BOD treated by microstrainer
Chlorine demand rate
Unit
years
gpm/sq ft
gpm/sq ft
$ /storm
S/storm
$/storm
gpd/sq ft
gpd/sq ft
gpd/sq ft
Ib
Ib
Ib/day
-------
Table 5-3 (continued)
to
Variable
Name
PCL2MX
PLUGS
POLL
PSSOF
PSSTR
POMPDV
Q
QAV
QDESYN
QDSMGD
QIN
QIHSTL
QKILL
QMOD
QO
QOMAX
QOUS
QOUST
QOUSTL
QOUT
C* Description
Chlorinator capacity required
Name of subroutine
C Pollutants
Pounds of SS overflowing out of micro-
strainer
Pounds of SS treated by micros trainer
Volume punped per time-step
Water flowrate
Average flew rate of inflow and outflow
,QQIF + QQRL.
2 '
C Design through flow rate for treatment
package
Design through flow rate for treatment
package
C Water inflow rate (hydrograph)
C Inflow rate to storage for previous
time -step
Disinfectant dosage flow rate
C Design capacity for treatment module
C Outfall flows from TRANS
C Maxinum outflow from storage unit
Effluent flow rate from screens
C Outflow rate from storage unit
C Outflow rate for previous time-step
Outflow rate from storage unit
Unit
Ib/day
Ib
Ib
cf
mgd
cfs
cfs
mgd
cfs
cfs
cfs
mgd
cfs
cfs
cfs
cfs
cfs
cfs
Variable
Name
QOUTO
QPUMP
QQARR
CQESUN
Q2IF
CQIFT
OQIFMN
QQIFMX
QQIN
QQINMN
QQINMX
QQINT
QOOF
QQOFMN
QQOFMX
QQOFR
QQOFT
QPOU
QQOUMN
QQOUMX
QQOUS
C* Description
C Initial outflow rate
C Constant pump at outflow rate
C Arrival flow rate
Module capacity of effluent screens
C Water arrival rate to model
Total inflow rate to whole model
Mininum inflow rate
C Maximum arrival rate of flow from
TRANS
C Inflow rate of one treatment unit
Minimum inflow rate for a treatment
unit
Maximum inflow rate for a treatment unit
Total inflow rate to one unit
Overflow rate
Minimum overflow rate
Maximum overflow rate
Amount of overflow from storage unit
Total overflow rate
C Outflow rate
C Minimum outflow rate
C Maximum outflow rate
Effluent flow rate from screens
Unit
cfs
cfa
cfs
mgd/ unit
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
-------
Table 5-3 (continued)
Variable
Name
QQOUT
CC.RL
QC.RLMN
QQRLMX
QQRLT
QQRM
QQRMMN
QQRMT
to
00
QRAT
QU
RATEPC
RIJP
RIL
RILP
RECIRC
RKTSTP
KL
C* Description
C Accumulative total outflow rate for
arithmetic average
C Effluent from treatment plus bypass
flow rate
Mininum flow rate from treatment units
and bypass line
Maximum flow rate released from treat-
ment and bypass line
Accumulative flow rate from treatment
units and bypass line
C Removal flow rate
C Mininum removal flow rate
C Accumulative removal flow rate by one
treatment step
Flow removed by screens .
Ratio of design flow to max. flow from
from storage unit
Capacity of high rate filter per unit
Interest rate for amortization
Time-step number
Time-step
Time-step number
C Recirculation flow
Number of time-step (» KOT)
Number time-steps minus one
Variable
Unit Name
cfs S
SBOD
cfs
SBODC
cfs
SCIF
cf SCIFMN
SCIFMX
cfs
SCIFT
cfs
SCIN
cfs
Cfs SCINMN
SCINMX
cfs
SCI NT
mgd SCOF
SCOFMN
%
SCOFMX
SCOFT
SCOL
% SCOLC
SCOU
SCOUMN
C* Description
C SS held in high rate filters
C BOD in storage unit
Average BOD concentration in the storage
unit
SS concentration of the influent
Minimum SS concentration in the influent
Maximum SS concentraton of the influent
Accumulative total or arithmetic average
of SS concentration of the influent
C SS concentration of the inflow to one
treatment unit
Minimum SS concentration of the inflow
Maximum SS concentration of the inflow
Accumulative total for arithmetic average
of SS concentration of the inflow to one
treatment level
SS concentration in the overflow
Minimum SS concentration in the overflow
Maximum SS concentration of overflow
Accumulative total for arithmetic average
of SS concentration of overflow
C Coliform in storage unit
Coliform concentration in storage unit
C Outflow SS concentration
C Minimum SS concentration of the outflow
Unit
Ib/sq ft
Ib
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
MPN
MPN/100 ml
mg/L
mg/L
-------
Table 5-3 (continued)
Variable
Name
SSOFT
SSOU
SSOUS
SSOUT
SSRD
SSRL
SSRLT
SSRM
SSRKT
SSEMTT
to
m SSRS
VD
SSRST
5SS
SSSC
STMTOT
STOR
STORAG
STORDV
STOBHI
STORL
STORLO
STORMJ
STORZ
C* Description
Accumulative total SS in the outflow
from the whole model
C SS outflow rate
SS outflow rate from screens
C Accumulative total SS outflow from
one treatment level
SS reduction, percentage
C SS released per time-step
Total SS released to the whole model
C SS removed per time-step
C Accumulative total SS removed from
each unit
Total SS removal from the whole model
SS removed by screens
Accumulative total SS removed by screens
C SS in the storage unit
Average SS concentration in the storage
unit
Total storm costs including chemical and
others
C Mater in storage
Name of subroutine
Buffer volume of storage for pumping
Storage volume at pump starting level
C Water in storage at previous time-step
C Storage volume at pump stop level
C Maximum storage capacity
Water stored per time-step
Unit
Ib
Ib/DT
Ib/DT
Ib
%
Ib/DT
Ib
Ib/DT
Ib
Ib
Ib/DT
Ib
Ib
mg/L
S
cf
cf
cf
cf
cf
cf
cf
Variable
Name
STORO
STOT
STRAGE
STRDAT
SUAKEA
SUM
SUEIN
SDSOOT
SI
TCHEH
TERM
TIME
TIME2M
TITIi
TOTCST
TRCHEK
TRCOST
TREAT
TRIBA
TRUNK
TRTDAT
TSSOUT
C* Description Unit
C initial storage cf
Total volume of outflow plugs cf
Name of subroutine
Name of subroutine
C Submerged area sq ft
Sum of the inflow volume cf
C SS inflow rate (pollutograph) Ib/DT
C SS outflow Ib/DT
SS held in high rate filters Ib/sq ft
Total chemical used Ib
At
Term in routing equation, S + O — j1 cf
Time of time-step sec
Time since start of inflow inin
Title on input file
C Dummy variable
Name of subroutine
Name of subroutine
Name of subroutine
•C Total area of basin acres
Name of subroutine
Name of subroutine
Total output of SS
-------
Table 5-3 (continued)
10
Variable
Name
TSURFA
TZEPD
UAREAH
UCCL2
UCLAND
UCLIME
UCPOLV
UCPOWR
UNESN
UNESNO
VIKK
VOKK
VOLCON
VOLDAF
VOION
VDIOUT
VOIOUZ
VOLSED
WAIF
WAIFRF
WAIFT
C* Description
C Total surface area
Time of start of storm
C High rate filter area per unit
Unit cost of chlorino
Unit cost of land
Unit coat of alum
Unit cost of polymers
Unit cost of power
Design flow/100
Design flow for effluent screens
Inflow volume per time-step (» VOLIN)
Outflow volume per time-step (» VOLOUT)
C Volume of contact tank
C Volume of dissolved air flotation tank
C Inflow water volume per time-step
C Outflow water volume per time-step
Water outflow per time-step
C Volume of sedimentation tank
Total water inflow per time-step
Fraction of water removed to water inflow
of the whole model
Accunulative total inflow volume to
the whole model
Unit
sg ft
sec
sq ft
$/lb
$/acre
S/lb
S/lb
S/KWH
cfs/100
cfs
cf
cf
cf
cf
cf
cf
cf
cf
cf/DT
cf
Variable
Name
WAINRF
WAINT
WAOF
HAOFT
WAOU
WAOUT
WARL
WARM
WARM
WARHT
WABS
WARST
WARMTT
WEIRHT
WEIRL
WEIRQ
Y
YE
X
XE
C* Description
Fraction of water removed to water
flowing into each treatment level
C Accunulative total inflow volume to one
treatment level
Volume of overflow per time-step
Total outflow volume from the whole model
C Water volume from one treatment unit
C Accumulative total water flowing out one
treatment level
Volume of water released per time-step
Total water released
C Water removed
C Total water removed by one treatment level
Water removed by fine screens
Total water removed by screen
C Total volume of water removed from the
whole model
Reservoir depth when surface at weir
elevation
Weir length
Outflow through fixed weir by gravity
Data array number
Output value
Data array number
Input value
Unit
cf
cf/DT
of
cf/OT
cf
cf
ct
cf
cf
cf/DT
cf
cf
ft
ft
cfs/ft
WAIN
Water inflow to one treatment level
cf/DT
-------
Table 5-3 (continued)
Variable
Name
SCOUMX
SCOUS
SCOOT
SCRCAP
SCREEN
sera.
SCRLMN
SCRLMX
ro
-J SCRLT
I—1
SCRM
SCRHMH
SCRHMX
SCRMT
SCRM1
SEDA
SEDEP
SEDIM
SEDNUM
C* Description
C nay< m.yn concentration of SS of outflow
SS concentration in the outflow from
screens
C Accumulative total for arithmetic average
of SS concentration in outflow of one
treatment level
C Capacity per screen
C Area of fine screen
SS concentration of the released flow
per time-step
Minimum SS concentration of the released
flow
Maximum SS concentration in the released
flow
Accumulative total for arithmetic average
of SS concentration of the released flow
C SS concentration of the waste flow from a
treatment unit
C Minimum SS concentration in removal flow
C Maximum SS concentration removal flow
C Accumulative total for arithmetic average
of SS concentration of the removal flow by
one treatment level
SS removed by micro-strainer
C Surface area of sedimentation tank
Sedimentation tank depth
Name of subroutine
Number of sedimentation tanks required
Unit
mgA
mgA
ttgA
cfs
sq ft
mgA
»gA
mg/L
mg/L
mgA
mgA
mgA
mgA
mgA
sq ft
ft
Variable
Name
SLOAD
sour
SPRINT
SQM
SREFF
SREFFH
SREFF1
SREFF2
S ROUTE
SSARR
SSCIF
SSCOUT
SSCRL
SSIF
SSIFRF
SSIFT
SSIN
SSINRF
SSINT
C* Description Unit
Solids loading on screens Ib/min/sq ft
Volume out of plug flow cf
Name of subroutine
C Maximum solids holding capacity at Ib/sq ft
maximum head and maximum flow rate
SS removal efficiency
C SS removal efficiency of high rate
filter
Same as SREFFH
Same as SREFFH
Name of subroutine
C SS arrival rate Ib/DT
SS concentration of inflow to the whole mg/L
model {= SSIF)
SS outflow concentration mgA
SS concentration of released flow
(= SSRL)
C SS inflow rate (storage) Ib/DT
Fraction of SS removed to SS flowing into
the whole model
Accumulative total SS in the inflow Ib
to the whole model
C
SS in flow rate of one treatment level Ib/DT
Fraction of SS removed to SS flowing
into each treatment level
C
Accumulative total SS flow into treat- Ib
ment level
An ENR factor for geographic location
of site
SSOF
SS flow rate in overflow
Ib/DT
-------
EXAMPLES
Two examples of the use of the Storage Block and its subroutines are
given:
Example 1 - Incorporates external storage with bar racks,
inlet pumping, sedimentation due to storage,
and microstrainers.
Example 2 - Bypasses external storage and provides treatment
by bar racks, dissolved air flotation, effluent
screens, outlet pumping, and chlorination.
Example 1 - With Storage, Treatment and Cost
This example, as well as the following example, receives most of its
data from the Transport Block output file created for a hypothetical
500-acre drainage basin, Smithville. The system outfall is at element 13.
Description of Sample Data. Table 5-4 shows a listing of the card data
presented to the program for execution. The first two cards identify
the outfall (13), the number of complete runs through the program desired
(1), and the desired ratio of the maximum flow to be treated to the
maximum arriving flow rate (0.80). This ratio permits a more economical
sizing of the treatment units by allowing a fraction of the extreme
peak flows to bypass treatment. The third and fourth cards identify the
treatment string and print control options. The next nine cards describe
the geometry and design parameters of the storage basin. Next follow
the inlet pumping head and the clock time of the start of the storm
event. The final four data cards describe the cost factors. These four
cards are omitted if the no cost option is specified under print control.
272
-------
Table 5M. EXAMPLE 1 - CARD INPUT DATA LIST
to
-j
W
02
1
19
13
10
0
8
10
3 .
0
6
15
7
1
J.
13
1
12
2
1
1
.71
.00
.00
.00
250
.00
.00
.00
30
.00
314
570
20000.
0.80
22 35
1
6
1
0
0.
544000.
544000.
5.000
0.00
42
2
8
10
0.
51
1
.00
.50
.50
000
DATA
TRAN.OUT.SMITHVILLE2 ON SYS04
61 71
1
200000. 5.00 400000. 7.50
544000. 9.00 544000. 9.50
544000. 11.00 544000.
FOR SELBY ST. C"4)
CARD
GROUP
NO.
544000. )
544000. >
)
1
1
1
1
2
3
4
6
7
8
9
3
4
5
16
25
1345
1602
0.02000
1
1
1
0
970
378
634
.20
1. 1452
1410 1442 1474 1506
1.25 0.03
1538 )
2
2
2
J.
2
3
24
-------
If more than one trial run is to be made from the same transport output
file in a continuous operation, the data cards are repeated starting
with the Treatment Options.
Description of Sample Output. The output for Example 1 is shown, some-
what abbreviated, in Tables 5-5 through 5-11 inclusive.
Table 5-5 shows the control information read from the Transport Block
output file.
Table 5-6 shows the input data and design computations accomplished in
subroutines TRTDAT and STRDAT. Note that the storage unit and all
treatment units are fully described.
Table 5-7 shows the performance in each level for each time-step.
Note that the performance of the storage and treatment units is interwoven
in the printed output. The printed output shown here is suppressed by
setting IPRINT = 0. In the example the setting IPRINT = 2 was selected
to print both quantity and quality performance on a time-step basis.
TaKle 5-7 has been abbreviated to show output only for the first five
time-steps.
Table 5-8 shows a summary of the treatment performance at each level and
at representative time periods (all levels combined). This summary is
suppressed by setting ITABLE =0.
Table 5-9 shows maximum, average, and minimum values of quantity and
quality, at each level. This computation is suppressed by setting
IRANGE - 0.
274
-------
Table 5-5. EXAMPLE 1 - CONTROL INFORMATION PASSED
FROM TRANSPORT BLOCK
**»**<****
SCLITIC*, TO EXAMPLE i FOR STGRAGE BLOCK FCLLCUS
*•*•******
SUTHVILLE, tSA
OUT Pin FRCN EXTERNAL STORAGE/TREATMENT HCOELS
TRANSPCRT MODEL OUTFALLS AT THE FOLLOWING ELEMENT NUMBERS*
13
INPUT TO TREAIMENT HOOEL SUPPLIED FAON TRANSPORT HOOEl EXTERNAL ELEHENT NUMBER 13
NUfBER OF RUNS
Tlft-STEP SUE
NO. TIKE-STEPS MODELED
TRIBUTARY AREA
NC. TMKSP. POO. CUTFALLS
NO. CF POLLUTANTS
TIME ZCHC
1
5.00 MINt
25
IOC.CO ACRES
I
3
48400.0 SEC
-------
Table 5-6. EXAMPLE 1 - OUTPUT OF SUBROUTINES TRTDAT AND STRDAT
INPUT CAT* FOR TREATMENT PACKAGE FOLLOWS
CHARACTISTICS OF THE TREATMENT PACKAGE ARE
LEVEL MODE PROCESS
02
12
22
35
42
51
61
71
STORAGE ROUTED
BAH RACKS
INLET PUPPING
STORAGE-SEDIMENTATION
HICRCSTRAINERS
•BYPASS)
(BYPASSI
(BYPASS)
IPRINT
I COST
IftANGE
ITABLE
vj
CTi
DESIGN STORM USED. TREATMENT CAPACITY klLL BE SELECTED TO SUIT.
DESIGN FLOWRATE * 502.32 CFS.
I- 0.800 TIMES MAXIMUM ARRIVAL RATE OF 627.89 CFS.)
TREATMENT SYSTEM INCLUDES MODULE UNITS
DESIGN FLOW IS THEREFORE INCREASED TO NEXT LARGEST MODULE SIZE
ADJUSTED DESIGN FLQHRATE » 541.45 CFS., « 350.00 MGO.
(KfOO = 161
CHARACTERISTICS OF STORAGE UNIT ARE
OUTLET TYPE - 6
STORAGE MODE * 1
STORAGE TYPE « 1
IPOL - It PRINT CONTROL I ISPRIN) ' I
NATURAL RESERVOIR, WITH fAX. DEPTH - 10.Tl FT.
DEPTH(FT) AREA(SQ.FT) OEPTH(FT) AREA(SQ.FT)
0.00 0. 2.00 2COOOO. 5.00
6.00 5440CO. 3.50 544000. 9.00
10.CO 5440CO. 10.50 544000. 11.00
RESERVCIR CUTFLCU BY FIXED-RATE PUMPING
PUMPING RATE * 193.25 CFS, PUMPING START DEPTH
CEPTM(FT» STORICU.FT) OEPTH(FT) STORICU.FTI
0.00 0. 1.07 57352.
4.28 626466. 5.35 1242276.
8.57 2E57542. 9.64 3440165.
II DEPTH/AREA PARAMETERS ARE
DEPTH!FT) AREA(SQ.FT)
400000.
544000.
544000.
CEPTH(FT) AREA!SO.FT)
7.50
9.50
544000.
544000.
STORAGE BETfcEEN PUMP START AKO STOP LEVELS
ASSUMED UNIT COST (EXCAVATION, LINING, ETC.)
» 5.00 FT, PUMPING STOP DEPTH « 0.00 FT
OEPTH(FT) STOR(CU.FT) OEPTHIFT) STOR(CU.FT)
2.14 226873. 3.21 489446.
6.43 1725609. 7.50 2275012.
10.71 4022768.
19.06 TIMES (QPUMP'OT)
6.00 S/CU.YO.
-------
Table 5-6 (continued)
BEStCN FLOW INPUT TO TREATMENT HILL BE CONSIDERABLY RESTRICTED BY MAXIMUM POSSIBLE OUTFLOW FROM STORAGE • 193.25 CFS
THEREFORE REDUCE TREATMENT DESIGN FLOW
SPCCIFIED TREATMENT CAPACITY USED.
DESIGN FLOWRATE * 193.25 CFS.
TREATMENT SYSTEM INCLUDES MODULE UNITS
DESIGN FLOW IS THEREFORE INCREASED TO NEXT LARGEST MODULE SUE
ADJUSTED DESIGN FLONRATE - 193.37 CFS.f - 125.00 MGD.
tKMOO « 11)
PRELIMINARY TREATMENT BY MECHANICALLY CLEANED BAR RACKS (LEVEL 1)
NUMBER OF SCREENS « 2
CAPACITY PER SCREEN « 96.69 CFS
SUBMERGED AREA - 32.23 SQ.FT. (PERPENDICULAR TO THE FLOW)
FACE AREA OF BARS » 45.12 SQ.FT.
INFLCH BY INLET PUMPING (LEVEL 21
PUMPEC HEAD - 15.00 FT. MATER
TREATMENT EY SEDIMENTATION IN ASSOCIATED STORAGE - SEE LEVEL 0 ABOVE
NO CHLORINE ADDED
TREATMENT BY NICCOSTRAINEftS
NUMBER OF UNITS - 10
CAPACITY PER UNIT " 12.50 MGD
SUBMERGED SCREEN AREA- 217.01 SQ.FT. PER UNIT
NO EFFLUENT SCREENS (LEVEL SI
OUTFLOW BY GRAVITY (NO PUMPIKGI (LEVEL 61
NO CHLORINE CONTACT TANK FOR OUTFLOW (LEVEL 7)
-------
Table 5-7. EXAMPLE 1 - OUTPUT OF PERFORMANCE PER TIME-STEP
PERFCRFANCE PER TIME STEP
NOTE* NO dOD OP SS ARE REMOVED IN LEVELS 2, S, ( 6, REGARDLESS OF THE OPTIONS SELECTED
NO SS REMOVALS IN LEVEL 7 (CHLORINE CONTACT TAMO
LEVEL 165 REMOVALS (AT BAR RACKS AND EFFLUENT SCREENS) ARE REPORTED IN SUMMARY CMV
INFLOWS STORAGE MICROSTRAINERS NO CONTACT TANK
OUTFLOWS
HATER BCD
SS COLIFORMS
TOTAL BOO SS TOTAL BOO SS TOTAL BOO COLtFORFS TOTAL
BOC
SS COL IFOR'S
CFS MG/L MG/L MPN/IOOML CFS HC/L MG/L CFS MG/L KG/L
STORAGE SOLUTION FCR 25 TIME-STEPS FOLLOWS* ON A STEP-BV-STEP BASIS
CFS MG/L MPN/IOON.
CFS MG/L MG/L MPN/IOOML
03
0 STP TIPE
N NO (PIN)
0 0.0
I 5.0
13*35 APR
OVF
2 10.0
13:40 APR
OVF
3 15.0
13t4S ARR
OVF
4 20.0
13150 APR
OVF
INFLOW OUTFLOW
(CFS) (CFS)
0.0
13.2
0.00
0.00
20.2
0.00
0.00
39.4
0.00
0.00
98.4
0.00
0.00
0.0
0.0
0.
0.
0.0
0.
0.
0.0
0.
0.
0.0
0.
0.
STORAGE DEPTH IN* BOO
(CU.FT) (FT.I (LB)
0. 0.00
1915. 0.04 44.1
COLIN' 9
0. O.COE 00 OUT -O.CO
0. O.OOE 00 REM -0.00
69B3. 0.13 46.6
COLIN' 8.
C. O.OOE 00 CUT -0.00
o. O.OOE oo REH -o.oo
15918. 0.30 66.5
COLIN' 9.
0. O.OCE 00 CUT -0.00
0. O.OOE 00 REM -0.00
36587. 0.68 138.6
COLIN* I,
0. O.OOE 00 OUT -0.00
0. O.OOE 00 REM -0.00
SS STORS BOO
ILBI (LB)
SS BOO SS OUT I BOO
(LBI (MG/L) (MG/L) (LB)
SS BOO SS
(IB) (NO/L) (MG/L)
4
P
L
P
5 25.0 242.9 193.3
6786T.
1.14 295.2
CGLIN* 2
S7.7 44.1 57.7 358.1
.60E 12SCOLCHPN)- 9.60E 12CONC- 1.
-0. -0. -0.00 -0. -0.
-0. -0. -0.00 -0. -0.
B8.0 90.7 145.7 208.4
i44E 12SCOL(MPN>- 1.80E 13CONO 9,
-0. -0. -0.00 -0. -0.
-0. -0. -0.00 -0. -0.
272.3 157.2 417.9 158.5
.35E 12SCOUMPM» 2.74E 13CGNC- 6,
-0. -0. -O.OO -0. -O.
-0. -0. -0.00 -0. -0.
1024.9 295.8 1442.8 129.8
i62E 13SCOL(MPN)' 4.36E 13CONC- 4
-0. -0. -0.00 -0. -0.
-0. -0. -0.00 -0. -0.
NEW OSTART » 1.06 FT.
3409.4 407.1 4236.1 96.3
25E 13SCOL(MPM* 3.55E 13CONC- 1
468.8 0.0 O.O 0.0 0.0 0 0
,72E 07COLOUT- O.OOE-OICONC« O.OOE-Ol
0.00 0. O.OOE CO 0.00 0. 0. O.OOE 00
0.00 0.
334.9 0.0 C.O 0.0 0.0 O O
.12E 06COLOUT- O.OOE-01CONC- O.OOE-01
0.00 0. O.CCE CC C.OO 0.
0.00 0.
421.4 O.C C.O 0.0 0.0
>07E 06COLOUT- 0.00£-OICONC« 0.00t-0l
o.oo o. O.COE cc a.oo o.
0.00 0.
632.9 O.C O.O 0.0 0.0
,20E 06COLOUT- O.COE-C1CONC* O.OOE-Ol
0.00 0. O.OOE CO
0.00 0.
0.00
0. O.CCE 00
0 0
0. O.OCE 00
0 0
0. O.OOE 00
1001.8 184.0 616.2 148.3 496.6 I 4
.85E 06COIOUT« 3.05E 13CONO 5.416 06
-------
Table 5-8. EXAMPLE 1 - OUTPUT OF SUMMARY OF TREATMENT EFFECTIVENESS
to
«o
10
SUMMARY CF TREATMENT EFFECTIVENESS
TOTALS
INPUT
OVERFLOW (BYPASS I
TREATEC
REMOVED
RELEASED
REMOVALS
LEVfcL 1
LEVEL 3 (TOTAL)
LEVEL 4
LEVEL 5
LEVEL T
TRASH:
BAR IUCKS
EFFLUENT SCREENS
FtCH tH.G.)
9.107
c.ooo
9.lor
o.i45
8.962
FICWIM.G.)
0.000
0.097
0.047
0.000
0.000
BDO ILBI
3155.6
0.0
JT55.6
3072.6
682.6
SS (LB1 COLIF IHPNI
BOO
20. S
1540. S
1511.6
O.C
O.C
53918.5
0.0
53916.5
51300.4
2618.1
SS 4.61 94.36
9TE 05 3.42E 09 3.34E 05 3.006 05 3.06E 05
80E 04 1.4re 04 l.«SE 04 1.64E 04 1.75E 04
95.56 95.20 95.14 9V.62 94.38
-------
Table 5-9. EXAMPLE 1 - OUTPUT OF SUMMARY OF FLOWS—MAXIMUM, AVERAGE, MINIMUM
to
oo
o
SUNMARV OF FLCMS - PAX I MA, AVERAGES, AND MINIMA
ARRIVING
FLCW RATES IH.C.
MAXIHUH 124.919
AVfRACE 104.932
MINIMUM 0.000
800
MAXIMUM
AVERACE
MINIMUM
TO
OVERFLOW TREATMENT
O.I
c.oco
c.ooo
c.ooo
CONCENTRATIONS IMC/ LI
?*.<5 0.0
41.6 0.0
0.0 0.0
SUSPENDED SOLIDS
MAXIMUM 1016.4
AVERAGE 597.1
MINIPUH c.o
CONCENTRATIONS
0.0
0.0
0.0
124.919
104.932
0.000
41.6
0.0
(MG/L)
1016.4
597.1
0.0
LEVEL 3
REMOVAL OUTFLOW
1.915
1.119
0.226
8442.6
1793.5
1690.6
50043.4
42036.4
50043.4
124.638
103.808
122.999
57.0
24.5
IB. 2
245.5
144.7
74.5
LEVEL 4
REMOVAL OUTFLOW
0.646 124.041
0.543 103.265
0.646 122.352
8*48.7 10.0
3228.2 7.7
2200.3 6.7
40093.1 35.0
22060.7 29.4
7655.3 35.0
LEVEL 7
REMOVAL OUTFLOW
0.000
0.000
c.ooo
o.o
0.0
o.b
0.0
0.0
0.0
COLI FORM CONCENTRATIONS IHPN/100ML)
MAXIMUM 1.90E C6 O.OOE-C1 1.90E C6
AVERAGE 4.74E CS O.OCE-01 4.74E 05
MINIMUM O.OOE-Ol O.OCE 00 O.OOE-Ol
124.041
103.265
122.352
10.0
7.7
6.7
35.0
29.4
35.0
3.81E CS
3.31E 04
O.OOE-Ol
RECOMBINEO
RELEASE
124.041
103.265
0.000
10.0
7.7
0.0
35.0
29.4
0.0
3. Bit 05
3.31E 04
O.OOE-Ol
-------
Table 5-10. EXAMPLE 1 - RECAPITULATION OF INPUT/OUTPUT FILES
NJ
oo
EXTERNAL
ELEMENT
KUMC E R
12
EXTERNAL
ELEMENT
NUMBER
1!
13
11
EXTERNAL
ELEMENT
NUK8ER
13
EXTERNAL
ELEMENT
NUMBER
13
i:
13
TIME STEP
1
13.169
418. C41
41.555
TIME STEP
1
8.615
63.151
8.578
11.539
1013.715
33.243
1.92E 12
2.30E 12
6.75E 11
TIME STEP
1
0.000
189.738
190.461
TIME STEP
1
O.COO
7.107
5.671
O.COO
24.E76
24.971
O.COE-01
6.89E 10
5.65E 1C 5
2
20.21*
3*3.250
48. ISO
2
9.316
47.817
7.804
17.597
743.326
24.903
l.6« 12
1.90E 12
7.89E 11
2
c.ooo
189.989
190.461
2
C.OOO
7.117
5.671
0.000
24. 90S
2*. 971
O.OOE-01
5.8CE 10
.65E 1C t
3
39.396
244.684
41.579
3
13.304
36.927
7.723
94.451
545.212
20.656
1.87E 12
1.66E 12
7.71E 11
3
C.OOO
189.989
190.683
3
C.OOO
7.117
5.278
0.000
24.909
25.000
O.CCE-Ol
5.8CE 10
.2'E 10 t
INLET HYOROGftAPH - CFS
4567
98.439 242.862 476.904 626.101
254.597 220.755 190.898 167.471
36.801 32.943
INLET PQLLUTOCRAPHS
4567
*** BOO IN L8/MIN ***
27.727 59.049 97.965 118.377
28.678 22.579 18.111 IS. 007
7.761 7.802
*• SUSPENDED SOLIDS IN LB/MIN **
204.980 681.677 1352. fl22 1794.913
392.469 278.744 196.088 138.443
17.777 15,615
*** COLIFGRMS IN KPN/MIN **•
3.246 12 4.49E 12 5.29E 12 5.07E 12
1.49E 12 1.37E 12 1.28E 12 1.22E 12
7.66E 11 7.62E 11
TREATED OUTFLOW HVOROCRAPH - CFS
4 -3 6 7
0.000 191.892 189.355 169.279
189.989 190.158 190.183 190.183
190.726 190.892
TREATED OUTFLOW PCLLUTOGRAPHS
4567
*«« BOD IN LB/MIN ***
0.000 7.1E8 7.093 7.090
7.117 6.795 6.692 6.692
5.162 4.808
** SUSPENDED SOLIDS IN LB/MIN **
0.000 25.158 24.826 24.816
24.909 24.931 24.934 24.934
25.0C!> 25.027
*** COL1FORKS IN MPN/M1N »**
O.OOE-01 1.246 12 2.16t 11 1.09E 11
5.80E 10 5.39E 10 5.33E 10 5.33E 10
.3SE 10 7.42E 10
a
627.694
149. SB)
8
113.826
13.169
1814.338
99.772
4.23E 12
1.21E 12
8
189.310
190.338
8
7.091
6.182
24.820
24.954
9.68E 10
5.30E 10
9
S62.5S2
131.278
9
96.760
12.639
1574.737
7S.C81
3. 376 12
1.25E 12
9
189. C93
190.379
9
7.106
6.C45
24.870
24.960
7.11E 10
S.29E 10
10
466.755
101.522
10
75.625
11.611
1233.144
55.357
2.62E 12
1.18E 12
10
189.706
190.389
10
7.106
6.023
24.872
24.961
7.01E 10
5.33E 10
-------
Table 5 2CCCO.OO t/ACRE
POWER • 0.020 S/KWH
CHLORINE « 0.200 S/LB
PCLYMERS « 1.2SO i/LB
7.00 PERCENT
24 YEARS
0.0896
1970
1.1452
ALUP
TREATMENT
BAR RACKS
INLET PUMPING
STORAGE
NICHOSTRAINERS
NO EFFL. SCREENS
NO OUTLET PUMPS
NO CONTACT TAMK
0.03 i/LB
CAPITAL
COSTS
ANNUAL COSTS
STORM EVENT COSTS
LEVEL
-
2
3
4
5
6
7
INS1AL
LAND
INSTAL
LAND
MIM MAINT CHLORINE
CH£M
OTHER
66CS58.
199179.
2862SS8.
C.
C.
0.
SUBTOTAL S 4079647. * 34100B. t
TOTAL
TOTAL"?ER
TRIB ACRE
t 4420655.
8641.
30*27.
56683.
17C92.
245676.
0.
0.
0.
350C77. S
S
105.
43.
21655.
1667.
0.
0.
0.
23871. t
449960.
3569.
13211.
1992.
57260.
0.
0.
0.
76032.
0.
0.
0.
0.
0.
0.
0.
0. (
S
0.
0.
0.
0.
0.
0.
0.
0. 1
177.
40.
22.
46.
69.
0.
0.
0.
177.
900.
0.
TOTAL L*KC REOUIREMENT
17.01 ACRES.
-------
Table 5-10 shows the hydrograph and pollutograph values received on the
Transport Block output file and the values created on the Treatment
model output file.
Table 5-11 shows the complete cost summary for the storage/treatment
string selected. Cost computations and this summary are suppressed by
setting ICOST = 0.
Interpretation of the results is discussed in the context of real
examples in Volume II.
Example 2 - Treatment and Cost, Only
Procedures are identical to Example 1 except as noted below.
Description of Sample Data. Table 5-12 shows the listing of the card
data presented to the program for execution. Note that the nine storage
and one inlet pumping data cards have been deleted. Cards were inserted
to describe the design parameters of the dissolved air flotation unit
(card number 6) and the outlet pumping head (card number 7).
Also, in this example the design flow (QDESYN), hence the treatment unit
size, was specified independent of the modeled storm. This was accom-
plished by setting DESF = 0 or blank on card 2 and inserting QDESYN in
cfs on card 5. This option is useful when evaluating an existing
treatment unit or one which was sized for another storm event.
Description of Sample Output. The output for Example 2 is shown in
Tables 5-13 through 5-16 inclusive. Note that because the selected
283
-------
design flow was less than the maximum arrival flow rate, a bypass
occurred in time-steps 7 through 9 which significantly reduced the
overall treatment performance.
284
-------
Table 5-12. EXAMPLE 2 - CARD INPUT DATA LIST
M
03
Ul
13
1
01 12
2
500. CO
1 1
25.00
13 30
7. GO
1314
157C
200CO.
21 32
1
5000.00
25
1346
1602
0.02000
41 52
1
15.00
1970
1378
1634
0.20
DATA
62 71
1
10.00
1. 1452
1410 1442
1.25 0.03
CARD
GROUP
NO.
1
2
3
4
5
17
20
21
22
1474 1506 1538 ) 23
24
-------
Table 5-13. EXAMPLE 2 - OUTPUT OF SUBROUTINE TRTDAT
RUN NO. 1
INPUT DATA FOR TREATMENT PACKAGE FOLLOWS
CHARACTISTICS OF THE TREATMENT PACKAGE ARE
LEVEL MODE PROCESS
0 01 NO SEP. STORAGE
I 12 BAR RACKS
2 2L (BYPASS)
3 32 OISS AIR FLOAT'N
4 41 (BYPASS)
5 52 EFFLUENT SCREENS
6 62 OUTLET PUMPING
7 71 (BYPASS)
*•** WARNING ***•
THE FOllQMtNG COMBINATIONS OF TREATMENT OPTIONS ARE CONSIDERED ECONOMICALLY INADVISEABLE - SIMULATION CONTINUES
[TREAT HITH 1 TREAT
52 hlTH 32
IPRINT - 2, ICCST - 1. IRAMGE - U ITABLE
SPECIFIED TREATMENT CAPACITY USEO.
DESIGN FLChRATE * 500.00 CFS.
TREATMENT SYSTEM INCLUDES MODULE UNITS
to DESIGN FLOW IS THEREFORE INCREASED TO NEXT LARGEST MODULE SIZE
03 ADJUSTED DESIGN FtOWRATE - 541.45 CFS. . » 350.00 MOD.
<" IKMGO * 161
NO STORAGE FROM A SEPARATE STORAGE MOCEL IS ASSOCIATED WITH THIS TREATMENT JCOEL
PRELIMINARY TREATMENT BY MECHANICALLY CLEANED BAR RACKS (LEVEL It
NUMBER OF SCREENS * 2
CAPACITY PE* SCREEN = 270.72 CFS
SUBMERGED ARE« . 90.24 SQ.FT. (PERPENDICULAR TO THE FLOMI
FACE AREA OF EARS * 126.34 SC.FT.
INFLOW BY GRAVITY (SO PUMPING) (LEVEL Z)
TREATMENT BY DISSOLVED AIR FLOATATION (LEVEL 3)
MODULE SIZE » 50 MGC
KUM8ER OF UNITS « 7
TOTAL DESIGN FLOW « 350.00 MCC, « S41.4S CFS
DESIGN OVERFLOh RATE = 5000.00 GPD/SFt 15000 SUGGESTED)
RECIRCULATION FLOW » 15.00 PERCENT (15 SUGGESTED)
T»NK CEPTh - 10.00 FEET
TOTAL SURFACE AREA - 30500.00 SQ.FT.
CHEMICALS KILL BE ADDED
CHLORINE HILL £E ADDED
HO SECONDARY TREATMENT INCLUDED (LEVEL 41
TREATMENT EY EFFLUENT SCREENS (LEVEL 5) IFOR AESTHETIC IMPROVEMENTSI
MODULE SIZE * 58.30 MGO. (MAX • 64.6 MGO.I
NO. UMTS - 6
CUTFLOW BY OUTLET PUMPING (LEVEL 61
PUMPED HEAD > ?5.co FT. *
-------
Table 5-14. EXAMPLE 2 - OUTPUT OF PERFORMANCE PER TIME-STEP
PERFORMANCE PER tIHE STEP
NOTE) NO SCO OR SS ARE REMOVED IN LEVELS 2, 9, I 6. REGARDLESS Of THE OPTIONS SELECTED
NO SS REMOVALS IN LEVEL 7 (CHLORINE CONTACT TANM
LEVEL 1 C 5 REMOVALS (AT BAR BACKS ADD EFFLUENT SCREENS) ARE REPORTED IN SLINMARV ONLY
INFLOWS OISS AIR FLOAT'N BYPASS LEVEL 4 NO CONTACT TANK OUTFLOWS
(•o
oo
HRtMIN
131 35 ARR
QVF
13:40 APR
OVF
13t*5 AfrR
OVF
13>50 ARft
CVF
13395 AHR
OVF
1*8 0 ARR
OVF
141 5 ARR
GVF
14110 AfR
GVF
14:15 AHR
GVF
14120 APR
OVF
14 tZ5 Afft
OVF
14)30 ADR
OVF
14435 APR
OVF
1*1*0 APR
OVF
14>4S ARK
OVF
14:50 ARR
OVF
14:55 Af«
OVF
151 0 ARR
OVF
HATED
CFS
13.17
0.00
20.21
O.OO
39.36
0.00
98. 44
0.00
242.86
O.OC
476.90
0.00
626. 10
84.65
627.89
06.44
562.55
21.10
466.75
0.00
416.04
0.00
343. 25
O.OC
294.68
O.OC
254.60
O.OO
220.75
0.00
1S0.9C
0.00
167.47
0.00
149.5E
0.00
BOO
HG/L
179.
0.
123.
0.
90.
C.
75.
0.
65.
0.
55.
0.
51.
51.
48.
48.
46.
46.
43.
0.
40.
0.
37.
0.
34.
0.
30.
0.
27.
0.
25.
0.
24.
0.
24.
0.
SS
HG/L
234.
0.
23).
0.
370.
0.
557.
0.
751.
0.
759.
0.
767.
767.
713.
773.
749.
749.
7C7.
0.
6*9,
0.
579.
0.
495.
0.
til.
0.
333.
0.
Z7S.
0.
221.
0.
176.
0.
CCL1FCRHS TOTAL BOD SS TOTAL
HPN/IOOHL CFS MG/L HG/L CFS
0.86E 07 OUT 12.97 73. 42. 12.97
O.OCt 00 REH 0,20 7141.12501, 0.00
0.496 07 OUT 19.91 50. 42. 19.41
O.CCE OO HEM 0.30 49L3. 12417. O.OO
0.28E 07 OUT 36.76 17. 67. 38.76
O.OCE 00 REM 0.59 3601.19907. 0.00
0.19E O7 OUT 96.96 3O. 1O1. 96.96
O.CCE OO REM 1.4S 29ff. 30111. 0.00
0.11E 07 OUT 239.21 26. 136. 239.21
O.OOE 00 REH 3.64 2567.40702. 0.00
0.65E 06 OUT 469. 73 12. 137. 469.73
O.OCE 00 REM 7.15 2184.41126. 0.00
C.46E 06 OUT 513.30 21. 141. 533. 3O
O.ABE Ob REM 6.12 1940.41442. 0.00
C.40E 06 OUT 513.30 21. 140. 533.30
0.4CE 06 REH 8.12 1857.41671. O.OO
0.35E 06 OUT 533.10 20. 142. 533.30
0.35E 06 REH 8.12 1757.40177. O.CO
0.33E 06 OUT 459.73 17. 129. 459.73
O.OCE 00 HEW 7.00 172O.382S2. 0.00
0.32E Ofc OUT 411.75 16. 117. 411.75
O.CCE 00 REM 6.27 1603.35113. 0.00
0.33E 06 OUT 338.09 1!. 105. 336.09
O.OCE 00 REM 5.15 1476.31326. 0.00
C.3JE 06 OUT 29O.25 13. 89. 290.25
O.OCE 00 REM 4.42 1328.26721. 0.00
C.34E Ofc OUT 250.77 12. 74. 250.77
O.OOE 00 «CM 3.32 ll«3. 22214. 0.00
0.37E 06 OUT 217.43 11. 61. 217.43
O.OCE 00 REM 3.31 1C82.1B143. 0.00
0.40E 06 OUT 188.03 10. 49. IBS. 03
C.CCE OC REH 2.86 1003.14704. 0.00
0.43E 06 OUT 164.95 10. 39. 164. «
C.OCE 00 REM 2.51 947.11776. 0.00
C.49E 06 OUT 1.47.33 9. 32. 147.33
O.OCE 00 REM 2.24 93C. 9445. 0.00
BOO
H&/L
73.
0.
SO.
0.
37.
0.
30.
0.
26.
0.
22.
0.
21.
0.
21.
0.
20.
0.
17.
0.
16.
0.
15.
0.
13.
0.
12.
0.
11.
0.
10.
0.
10.
0.
9.
0.
SS TOTAL
MG/L CFS
42. 12.97
0. 0.00
42. 19.91
0. 0.00
67. 38.76
0. 0.00
101. 96.96
0. 0.00
136. 239.21
0. 0.00
137. 469.73
a. o.cc
141. 533.30
0. 0.00
140. 533.30
0. O.OC
142. 533.30
a. o.oc
126. 459.73
0. O.OO
117. 411.75
0. 0.00
105. 338.09
0. O.OO
69. 290.25
0. 0.00
74. 250.77
0. 0,00
61. 217.43
0. 0.00
49. 188.03
0. 0.00
39. 164.95
a. o.oo
32. 147.33
0. O.OC
BOO
HG/L
72.
0.
sc.
0.
37.
C.
3C.
0.
it.
C.
22.
C.
21.
0.
21.
C.
20.
C.
17.
0.
It.
0.
li.
C.
13.
C.
12.
0.
11.
0.
1C.
0.
1C.
C.
9.
C.
CCLIFORM5
HPN/100ML
O.S4E 04
G.48C 04
0.286 04
0.19E 04
O.UE 04
O.6SE 03
0.47E 03
0.39E 03
0.35E 03
C.33E 63
0.32E 03
0.32E 03
0.33E 03
0.34E 01
0.36E 03
O.39E 03
0.42E 03
0.46E 03
TOTAL
CFS
12.97
19.91
38.76
96.46
239.21
469.73
617.95
619.75
554.41
459.73
411.75
338.09
290.25
250. 7T
217.43
188.03
164.95
147.33
BOO
HG/L
72.
50.
3T.
30.
26.
22.
25.
24.
21.
17.
16.
15.
13.
12.
11.
10.
10.
9.
SS
MG/L
42.
41.
67.
101.
136.
137.
226.
228.
US.
128.
117.
105.
89.
74.
61.
49.
39.
32.
-------
Table 5-15. EXAMPLE 2 - OUTPUT OF SUMMARY OF TREATMENT EFFECTIVENESS
to
CD
CD
SUMMARY OF TREATMENT EFFECTIVENESS
TOTALS
INPUT
OVERFLOW (BYPASS)
TREATED
REMOVED
RELEASED
REMOVALS
LEVEL 1
LEVEL 3 (TOTAL)
LEVEL 4
LEVEL 5
LEVEL 7
TRASHi
BAR RACKS
EFFLUENT SCREENS
REMOVAL PERCENTAGES
OF CVERALL INPUTS
FLOW
(M.
12.
0.
12.
0.
12.
FLOHlM.
FIQW
OF TREATED FRACTIONS
CCNSLNPT1CNS (LBI
LEVEL 3
LEVEL 4
LEVEL 7
TOTAL
REPRESENTATIVE VARIATION
TIME 13135
HATER
AV. FLOM (CFSI 13.07
BOD
ARRIVING (CG/Lt 179.07
RELEASED (PC/LI 72.50
I REDUCTION (LB) 60.06
S. SCLICS
ARRIVING (MG/L) 234.41
RELEASED (?C/L) 41.74
f REDUCTION (LB) 82.43
CCLIFCBNS
ARR (MPN/100ML) 8.5CE 06
REL (HPN/1COML) 6.36E 03
t REDUCTION (LB) 99.90
0.
0.
0.
0.
0.
73.
0.
G.)
717
431
286
185
533
G.)
001
184
000
000
000
686 CU
605 CU
78.38
82.03
COL IF IMPM
97
49
.25
.90
POLYHEkS
1026.1
0.0
0.0
1026.1
1228.6
0.0
0.0
1228.6
• OISS AIR
« BYPASS
FLOAT
-------
Table 5-16. EXAMPLE 2 - OUTPUT OF SUMMARY OF TREATMENT COSTS
SUMMARY Of TREATMENT COSTS
1378
ASSUMEC FLTURE ENGINEERING NEWS RECORD INDICES
CONSTRUCTION - 20 CITV AVERAGE
VEAR EUR INDEX
1970
IS71
l
17U
2300544.
4601.
1912.
4.
TOTAL LAND PEQUIREKENT
3.96 ACRES.
-------
SECTION 6
RECEIVING WATER BLOCK
Paqe
BLOCK DESCRIPTION 293
SUBROUTINE DESCRIPTIONS 294
Subroutine RECEIV 294
Subroutine SWFLOW 294
Subroutine INDATA 297
Subroutine TIDCF 297
Subroutine TRIAN 297
Subroutine PRTOUT 297
Subroutine OUTPUT 301
Subroutine SWQUAL 301
Subroutine INQUAL 301
Subroutine LOOPQL 304
Subroutine QPRINT 304
INSTRUCTIONS FOR DATA PREPARATION 304
Step 1 - Idealization of the Physical System 307
Step 2 - Quantity Decisions 308
Step 3 - Quality Decisions 309
EXAMPLE 326
DATA INPUT 326
291
-------
SECTION 6
RECEIVING WATER BLOCK
BLOCK DESCRIPTION
The Receiving Water Model simulates the behavior of estuaries,
reservoirs, lakes, and rivers. The program has two distinct phases
which may be simulated together or separately. In Phase Af the time.
history of stage, velocity, and flow is generated for various points in
the system. In Phase B, the hydrodynamics are utilized to model the
behavior of conservative and nonconservative quality constituents.
The receiving water is simulated by cutting the continuous system into
a series of discrete one- and two-dimensional elements which connect
node points. jTor the purpose of this analysis...Jthe. velocity of flow is
assumed constant with depth, one-dimen5^onal__eJlffm,SnJtis EfiBaffigflt 'VLYfif5
gnd specific channels^ and_twq-dimensional__ele_ments represent areas of
continuous water surface. For each time-step, the equations of motion
and continuity are applied to all nodal points to derive the hydro-
dynamics of the system. The hydrodynamics are used with equations for
conservation of mass to determine the concentration of quality con-
stituents.
Subroutine RECEIV, which is called by the Executive Block program,
drives the quantity (Phase A) and quality (Phase B) sections of the
model which act independently, linked only by data transmitted through
a peripheral file.
293
-------
This section describes the subroutines used in the Receiving Water Block,
provides instructions on data preparation, and furnishes an example of
program usage.
Figure 6-1 shows the linkages among subprograms which make up the
Receiving Water Block.
SUBROUTINE DESCRIPTIONS
There are three primary subroutines in the Receiving Water Block.
Subroutine RECEIV, which provides liaison with the Executive Block of
the Storm Water Management program; subroutine SWFLOW, which coordinates
the hydraulic computations; and subroutine SWQUAL, which coordinates
the quality computations.
Subroutine RECEIV
©
Subroutine RECEIV reads information to decide if quantity and/or quality
are to be simulated and calls SWFLOW and SWQUAL as may be appropriate.
The output files generated by either the Transport Block or the Storage
Block, as selected by the user when declaring I/O tape/disk identifiers,
are used in the computations. Figure 6-2 shows RECEIV flow chart.
Subroutine SWFLOW
The quantity model consists of six subroutines: SWFLOW, INDATA, TIDCF,
TRIAN, PRTOUT, and OUTPUT.
Subroutine SWFLOW is the driving quantity routine and operates in four
steps:
1. Calls INDATA for input.
294
-------
EXECUTIVE
BLOCK
Figure 6-1. RECEIVING WATER BLOCK
295
-------
F ANAM
= SWQUA
Figure 6-2. SUBROUTINE RECEIV
296
-------
2. Carries out hydraulic computations.
3. Calls PRTOUT for output of results.
4. Saves all geometric and flow information on
a peripheral file.
Upon its completion, the program returns with a set of hydrodynamic
information required for later calculation of water quality. Figure 6-3
shows a flow chart of subroutine SWFLOW.
Subroutine INDATA. (2.) Subroutine INDATA reads all the input data
for receiving water quality computations. If necessary, it calls TIDCF
to generate tidal stage coefficients and TRIAN to calculate necessary
geometric data for the system. A flow chart for subroutine INDATA is
shown in Figure 6-4.
Subroutine TIDCF. (3) Subroutine TIDCF uses a least square procedure
to calculate the coefficients of the tidal function H{T) = Al + A2
SIN(T) + A3 SIN(2T) + A4 SIN(3T) + A5 COS(T) + A6 COS(2T) + A7 COS(3T)
from input values of H and T. A flow chart for subroutine TIDCF is
shown in Figure 6-5.
Subroutine TRIAN. (4) Subroutine TRIAN reduces triangular areas to
three one-dimensional channel systems with appropriate values for length
and width. A flow chart for subroutine TRIAN is shown in Figure 6-6.
Subroutine PRTOUT. (Sj Subroutine PRTOUT prints the stored information
concerning stage, velocity, and flow and then calls subroutine OUTPUT. A
flow chart is shown in Figure 6-7.
297
-------
Figure 6-3. SUBROUTINE SWFLOW
298
-------
C
ENTRY
\ READ /
YONTRO./
\ DATA I
ENTRY
Figure 6-5. SUBROUTINE TIDCP
Figure 6-4. SUBROUTINE INDATA
299
-------
c
ENTRY
MODIFY TO
CREATE TWO
CHANNELS ON
MIDS1DE
RETURN
ENTRY
WRITE
VIME HISTO
OF FLOW
VELOCITY^
TA6E
(
RETURN
)
Figure 6-7. SUBROUTINE PRTOUT
Figure 6-6. SUBROUTINE TRAIN
300
-------
Subroutine OUTPUT. Subroutine OUTPUT calls the execution plot routines
to draw graphs of the time history of stage.
The quality section consists of four subroutines: SWQUAL, INQUAL,
LOOPQL and QPPJNT. Subroutine SWQUAL is the driving quality routine
which operates in three steps:
1. Calls INQUAL to read input data.
2. Calls LOOPQL for each day of simulations.
3. Prints daily average, maximum, and minimum concentrations
of water quality constituents.
A flow chart of subroutine SWQUAL is shown in Figure 6-8.
Mass lost to the system through outflows is a normal part of the
computations. A special case is the mass lost through tidal exchange.
This calculation is performed at the completion of each day's cycle, and
is based on the volume difference between flood and ebb tides.
Subroutine INQUAL. \7] Subroutine INQUAL, shown in Figure 6-9, reads
control information from cards and geometric data that was previously
the quantity modeling.
The three types and sources of basic information to this subroutine are:
1. The basic hydrodynamics from SWFLOW
2. Time-quality information from models preceding SWFLOW and
transferred through it.
3. Initial quality constituent concentrations and controlling
parameters.
301
-------
ENTRY
CALL
INQUAL
WRITE
\RESTART/
TAPE
Figure 6-8. SUBROUTINE SWQUAL
302
-------
ENTRY
YCAD B WRITER
\ PRINT & /
\ CONTROL/
INFO.
j
WRITE INITIAL
HTORAULIC
INFLOWS &
, OUTFLOWS/
'SYST
<5
Figure 6-9. SUBROUTINE INQUAL
303
-------
Subroutine LOOPQL. (8) Subroutine LOOPQL, shown in Figure 6-10, reads
one quality cycle of hydraulic information right after its entry. It then
reads a new set of values from the appropriate pollutographs or inter-
polates as necessary. Boundary conditions are computed for conservative
and non-conservative quality constituents.
Advective flow concentration changes are computed next, and all nodal
quality constituent concentrations are updated, with checks for depletion.
The program next computes nodal quality constituent concentration
changes due to mass input. Finally, for non-conservative constituents,
the effects of reaeration and decay are computed.
The average, maximum, and minimum concentrations are stored for later
print out by SWQUAL. This program also allows the calling of QPRINT,
to print all concentrations for this quality cycle. Return is made
to SWQUAL.
Subroutine QPRINT. (9) Subroutine QPRINT, shown in Figure 6-11, prints
the instantaneous concentration levels for the system.
INSTRUCTIONS FOR DATA PREPARATION
Use of the Receiving Water Model involves three basic steps:
Step 1 - _Iflff»^ ***•*"" "f the physical system
Step 2 - Quantity decisions
Step 3 - Quality decisions.
These steps are discussed below. The representation of the data for
program input is shown schematically in Figure 6-12. Data card
preparation and sequencing instructions for the complete Receiving
304
-------
ENTRY
J
REAO/WTERPOL
CONST
LOADING
AT INPUT
NODES
COMPUTE DECAY
6 REAERATON
FOR NON
-CONSERVATIVE
CONSTITUENTS
STORE AVERAGE,
MAX., WIN.
CONCENTRATIONS
FOR LATER
PRINTOUT
C
ENTRY
k WRITE NODAL
XCONCENTRATIONS/
\ FOROUALITY /
\ CYCLE /
V CALLED /
Figure 6-11.
SUBROUTINE
QPRINT
Figxire 6-10. SUBROUTINE LOOPQL
305
-------
£
£
£
£
QUALITY DATA CARDS
CONTROL PARAMETERS
NJSW, ITCPRT, NOPRT, ETC.
NTC
ISWCH(I),ISWCH(2),ETC.
QUALITY
ENDQUANT
QUANTITY DATA CARDS
r
PRINT/PLOT CARDS
RAIN INPUT CARDS
£
HYDRAULIC CONTROL CARD
1
r
ISWCH(I), ISWCH(Z)
STORM TITLE CARDS
RUN TITLE CARDS
QUANTITYQUALITY
RECHVING (READ IN EXECUTIVE BLOCK)
Figure 6-12. DATA DECK FOR RECEIVING WATER BLOCK
306
-------
Water Block are given at the end of these instructions in Table 6-1,
followed by an alphabetical listing of the variable names and descrip-
tions in Table 6-2.
The program uses up to 4 scratch files.
Scratch file 1 is used to transmit hydrodynamics
from quantity to quality model.
Scratch file 2 is used as a scratch file by the
quantity and quality model separately.
Scratch file 3 is an input restart file for the quality
model.
Scratch file 4 is the output restart file for the
quality model.
If the restart facilities of the quality model are not used, 3 and 4
need not be defined.
Step 1 - Idealization of the Physical System
The first step in use of the Receiving Water Model is idealization of the
physical system into one (channel) and two-dimensional (area) discrete
elements of an appropriate size to describe the system in the detail
required.
The decision on detail must be based upon the size limitation of the
program, and the desired time interval of integration. The time interval
is restricted by wave celerity conditions. For a stable solution, choose
At = 0.75 ^yfcfiJC for alj1 channels where L is length, d is depth of channel.
?
At will usually lie between 30 seconds and 300 seconds^ For junctions of
the system, the geometric coordinates, initial head, and floor elevations,
plus average friction coefficients must be specified, together with
307
-------
contributions of channels to the surface area of node. For area elements
only, the nodes forming triangles must be specified, but for channel
elements, width, length, depth, and friction coefficients must be given.
To prepare a run, the following data should be generated. (Card Group
designations correspond to the data input instructions, Table 6-1, which
follow.)
Step 2 - Quantity Decisions
Card
Group Discussion
1 Quantity and/or quality decision. For a quality run, skip to
Card Group 24.
2,3 Title cards for the run and for the storm.
4 Tide or no-tide, print or non-print of input decisions.
5 General control decisions on: (Values in parentheses indicate
typical values where relevant.)
a) Number of daily cycles.
b) Number of hours in a daily cycle (25.).
c) Number of hours in a quality cycle (1.).
d) Number of seconds in fundamental time-step (180.).
e) Zero time (0.).
f) Number of junctions and channels to be printed.
g) Number of junctions to be plotted.
h) Evaporation.
i) Wind speed and direction.
j) Day cycle at which printed output will start.
This is one day before the storm is input allowing
steady state to be reached.
k) Number of rainfall points if needed.
1) Downstream junction number.
6 Rainfall input if relevant.
7,8,9 Junctions and channels to be printed and plotted.
10,11, Downstream condition either tidal or using a weir type
12 equation where Q = WEIRl (H-WEIR2) **WEIR3.
308
-------
13,14 Junction data, including initial head, area contribution
of one dimensional channels, inflows and outflows, depths,
average Manning's coefficient, and coordinates.
15,16 Channel data, including connection data for area elements
and connection data for channels plus length, effective
width, average depth, Manning's coefficient, and initial
velocity.
17,18, Titles to go on plot cards.
19
20,21, Storm water input hydrograph from cards if relevant.
22
Step 3 - Quality Decisions
Card
Group Discussion
24 Control switches concerning restart information.
25,26, Control information for quality run information on:
27
a) Number of daily cycles to be run.
b) Number of constituents.
c) Point frequency and detail required.
28,29, Initial details and junction concentrations for each
30 constituent.
31,32 Storm water input from cards.
309
-------
Table 6-1. RECEIVING WATER BLOCK CARD DATA
Card
Group
Format
Card
Columns
Description
Variable
Naro
Default
Value
Control Card.*
4A4
1-8
9-15
If hydraulic tyjj£uj,
carried out, write
If quality modeling
write QUALITY.
a-fcions are to be
QUANTITY.
is to be accomplished.
none
none
IF QUANTITY ANALYSIS IS NOT SELECTED SKIP
TO CARD GROUP 24.
15A4
QUANTITY MODEL DATA.
Run title card, 2 cards.
1-60 Two card title for run.
ALPHA
15A4
Storm title card, 2 cards.
1-60 Two card title for stons.
TITLE
none
Control switches.
1015 1-5 - 1, system is tidally influenced,
= 0, System is influenced by down-
strearo head relationship (dam).
6-10 ,
-------
Table 6-1 (continued)
Card
Group
"•&
6
7
Card
Format Columns
3F5.0 41-45
46-50
51-55
415 56-60 -
61-65
66-70
71-75 ...
8F10.0 1-10
11-20
21-30
31-40
8110 1-10
11-20
Description
Evaporation, in. /mo.
Wind velocity, mph.
Hind direction, clockwise, degrees
from North.
i Day cycle where printed output will
start.
Number of junctions of storm, water
input from cards.
Number of points of rain information.
-j Junction number where a head relation-
ship is specified.
IF INRAIN - 0, SKIP RAIN INPUT CARDS 6
(maximum = 100) .
Rain input cards, INRAIN pairs of values
8 per card.
Rate of precipitation, in./hx.
Time from start of storm, min.
Etc., up to INRAIN points.
Junction selected for stage-history prin
NHPRT values , 8 per card (maximum - 50) .
First junction number.
Second junction number.
Last junction number.
variable
Name
EVAP
WIND
WDIR
NQSWKT
NJSW
INRAIN
JGW
t
RAIN(l)
INTIME(l)
[RAIN (2)
INTIME(2)
tout.
JPRT(l)
JPRT (2)
JPRT (NHPRT)
Default
Value
0
0
none
none
none
none
none
none
none
none
none
none
none
Channels selected for flow print, NQPKT
values , 8 per card (maximum - 50) .
8110 1-7 /Lower junction number at end of first
J desired channel.
8-10 / Higher junction number at end of first
channel.
^-
) desired channel.
18-20 J Higher junction number at end of second
(desired channel.
Lower junction number at end of last
desired channel.
Higher junction number at end of last
desired channel.
CPKT(l)
CPRTU)
none
none
CPRT(NQPRT) none
312
-------
Table 6-1 (continued)
Card Card
Group Format Columns
Description
Variable
Name
Default
Value
10
415
IF NPLT - 0, SKIP CARDS 9 (maxi-
mum =• 50) .
Junctions selected for head plot,
NPLT values.
8110 1-10 First junction to be plotted. OPLTU) none
11-
-20 Second junction to be plotted. JPLT(2) none
» •
Last junction to be plotted. JPLT(NPLT) none
1-5
6-10
11-15
16-20
IF ISWCH(l) = 0 ON CARD 4, SKIP TO
12; OTHERWISE INCLUDE CARDS 10 AND 11
Tide input control card.
If - 1 will expand from tide points
(HHW, LLW, LHW, HLW) for tidal
coefficients.
none
Number of tidal stage data points.
Maximum number of iterations for curve
fit, usually 50.
\ - 0, Skip tidal I/O print,
i
" 1, Print all parameters used.
none
NCHTID
11
~"^ Tidal stage card,
^ L 4 pairs/card.*
8F10.0 1-10 Time in hours of tidal stage, first point. TT(1)
»-,
-------
Table 6-1 (continued)
Card
Group
14
15
16
Card
Format Columns
F10.0 11-20
2F5.0 21-25
26-30
2F10.0 31-40
41-50
C?
'&£
20X 51-70
2F5.0 71-75
76-80
15 1-5
515 1-5
6-10
11-15
/Te-20
V.
i
/
• /
21-25
*'*•*-.
5F10.0 26-35
36-45
46-55
56-65
66-75
15 1-5
Variable pefault
Description Name Value
IF NTEMP(3) ON CARD 15 IS SUPPLIED
LEAVE SURF BLANK.
\ Surface area of junction (millions of AS(J)*SURF none
sq ft) .*
\Junction flow into receiving waters QIN(J)»OF1 none
(cfs) .
Junction flow out of receiving water OPU(J)^F2 none
(cfs).
'Junction depth (ft).** DEP(J)-DT none
^ Junction Manning's coefficient. COF(J)=CF none
(Include Manning's coefficient if
program develops geometric data.)
Leave columns blank.
^(-coordinate (thousands of ft) . X(J)-X1 none
•^y-coordinate (thousands of ft). Y(J)«Y1 none
To terminate Junction Cards, write none
99999.
REPEAT CARD 15 FOR EACH CHANNEL OR AREA_
(maximum - 225) .
i Channel or area cards .
.Channel number. * N none
Junction at lower end of channel. w NTEMP(l) none
• Junction at upper end of channel. <- NTEMP(2) none
i Blank unless program is ,used to develop ~~ NTEMP(3) 0
geometric data. Junction which, with
first two junctions, forms an acute tri-
angle. Program will develop channels.
^ Blank unless it is a number of a fourth NTEMP(4) 0
junction which lies between a pair of
previous three junctions. Program will
develop geometric data'.
\
IF NTEMP(3) IS SUPPLIED THEN LEAVE COL-
UMNS 26-80 BLANK.
Length of channel (ft) . ALEN none
Width of channel (ft) . WIDTH none
Average depth of channel (ft, refer- RAD none
enced to datum plan) .
Manning's coefficient, n. COEF 0.018
Initial velocity (fps) . VEL none
To terminate Channel Cards, write 99999. none
.
*Half of the surface area of the previous channel plus 1/2 of the surface area of succeeding
channel.
"Depth is distance to bottom from datum plane (downward is positive).
314
-------
Table 6-1 (continued)
Card
Group
17
18
19
20
21
22
Card
Format Columns
1BA4 1-72
20A4 1-80
6A4 1-8
9-16
17-24
1-5
6-10
8P10.0 1-10
11-20
21-30
F10.0 1-10
Description
IF NPLT - 0 (CARD 5} . SKIP TO CARD 20.
Plot title card.
72 Columns title for plot output.
Plot horizontal label card.
80 columns label below the x axis.
Plot vertical label card.
Line 1 of the vertical label.
Line 2 of the vertical label.
Line 3 of the vertical label.
IF NJSW » 0, SKIP TO CARD GROUP 23
(maxinun • 20) •
Storm water input control card, NJSW val
First junction number.
Second junction number.
Last junction number.
REPEAT CARD 21 FOR EACH TIME-STEP
(maxima » 20 junctions) .
Input hydrograph.
Time of day, sec.
Flow volume in cfs for first junction.
Flow volume in cfs for second junction.
»
Flow volume in cfs for last junction.
Terminate input hydrograph cards with
TE(1) beyond expected time of analysis.
Variable
Name
TITL
HORIZ
{ VERT{1)
( VERT (2)
1 VERT(3)
\ VERT (4)
( VERT (5)
( VERT (6)
ues.
JSW(l)
JSW(2)
•
JSW(NJSW)
TE(1)
QE(l.l)
QEU.2)
•
•
•
•
CE(l.NJSW)
Default
Value
none
none
none
none
none
none
none
none
none
none
none
none
none
23 Final data card.
2A4 1-8 Write ENDQUANT.
END OF QUANTITY DATA CARDS.
none
315
-------
Table 6-1 (continued)
Card
Group
24
25
26
27
^**
Card
Format Columns Description
1015 1-5
6-10
11-15
16-20
21-25
46-50
15 1-5
1015 1-5
* VV;^
16-20
315 1-5
6-10
11-15
F5.0 16-20
QUALITY MODEL DATA.
Control switches (1 is yes, 0 is no).
Restart from scratch file 3. c
Skip point of maximum and minimum
concentrates .
—^ Write restart data on scratch file 4.-~
BOD/DO is at least one of constituents.
Tidally influenced receiving water. \
Use only first daily cycle on input file
IF NOT RESTARTING FROM SCRATCH FILE 3
(i.e., ISWCH(l) = 0), SKIP TO CARD GROUP
Daily cycle card.
Number of daily cycles desired.
THIS WOULD BE LAST CARD OF DATA DECK IF
ISWCH(l) » 0.
Storm water and print card.
Number of junctions with storm water
input from cards (maximum - 20) .
Daily' cycle at which detailed quality
information will print.
Number of hours .between printing out
quality results." :, '
V
Total number of quality cycles printed
(maximum—SO) .
Control parameters.
Number of daily cycles desired.
* .Number of constituents.
Print interval/ days. '
Ocean exchange ratio at tidal point. C~^
Variable
Name
ISWCH(l)
ISWCH(2)
ISWCH(3)
v ISWCH(4)
ISWCH(S)
AISWCH(IO)
26. •
NIC
NJSW
JTCPRT
NQPRT
LfiCPRT
NTC
KCON
KPRT
XRQD
Default
Value
0
0
0
0
0
0
none
none
none
none
none
none
none
none
none
FOR EACH QUALITY CONSTITUENT READ A SET OF
28 AND 29 CARDS.
28
15 1-5
F10.0 ^O 6-15
*
Quality boundary data.
-\~ \ Head-stage control node'.
-------
Table 6-1 (continued)
Card
Group
Format
Card
Columns
Description
Variable
Name
Default
Value
™
21-25 Reaeration coefficient, 0.4 x 10
is suggested.
26-30 First order decay exponent for non-
conservative constituent.
REAER 0.4 x 10
DECAY
,-8
none
5X
6A4 36-55 Constituent name.
TITLE none
FOR EACH NODE WITH A NON-ZERO INITIAL VALUE,
INCLUDE CARD GROUP 29.
29
15 1-5
4F10.0 6-15
16-25
26-35 — £>
36-45
Junction quality data.
Node number.
Initial concentration of node.
Mass loading, Ibs/day.'
Initial nodal dissolved oxygen
tration.
Dissolved oxygen concentration
JTT
CTT
CPP
concen- CTTOX
of inflow. CPPOX
none
none
none
none
none
30
15
1-5
Terminate card group 29 by writing 99999.
none
32
IF NJSW - 1 ON CARD 26 INCLUDE CARD GROUPS
31 AND 32.
31
1-
6-
Storm water input (1615) NJSW values
(maximum =» 20) .
•5 First junction for storm water input. JSW(l) none
•10 Second junction for storm water input. JSW(2) none
• *
• •
• •
Last junction for storm water input. JSW(HJSW) none
CARD GROUP 32 mjST BE READ IN GROUPS, EACH
GROUP CONSISTING OF KCON NUMBER OF CARDS.
Tine and Load Rate (Repeated sets of cards,
each set consisting of KCON time groups).
1-10 Time of day, sec. TE none
11-20 Load rate of constituent for JSW(l), CEUl none
Ibs/day.
21-30 Load rate of constituent for JSW(2). CE(2) none
Load rate of constituent for JSW(KCON), CE(KCOH) none
Ibs/day.
317
-------
Table 6-2. RECEIVING WATER BLOCK VARIABLES
CO
M
ID
Variable
Name
A(I) **
AA(10)
C*
C
C
Description
Channel cross-section area at start
of time-step
Tidal curve fit coefficients daring
Variable _4 . . .
Unit Name C* Description
sa ft
^ B(I) C Channel width
BLANK variable containing blank
Unit
ft
AK(I)
ALPHA (30)
ALEN
ANAME
AREA
AS (J)
AT(I)
ASTERK
AX(100,50)
AY(100,50)
Al
A2
A3
A4
AS
A6
A7
least square process
C Modified friction factor
C Title for printing
Channel length
Input variable use for branching to
either Quantity or Quality Block
Computed nodal area to find initial
nodal volume
C Node surface area
C Channel cross-section at midpoint of
time-step
WEIRl - Heir coefficient
WEIR2 - Elevation of weir crest
WEIR3 • Exponent in the expression
Q - WEIRl (H-WEIR2)WEIR3 where
H is the water surface eleva-
tion and Q is the flow.
Variable containing asterisk
Total surface area of receiving water
C Array containing X coordinates of plots
C Array containing Y coordinates of plots
Coefficients of the expression
H - Al + A2COS(WT) + A3COS(2WT)
C
+ A4COS(3WT) + ASSIH(WT) + A6SIN
(2WT) + A7SIN(3WT) for tidal input
sq ft
ft
sq f t
C(J,6) C Constituent nodal concentrations J-l.NJ
K-l.KCON
CARD Variable for reading second half of
final card
CE(6,20,2) C Storm water node input values of load-
ing rate Ib/day
CF Manning's coefficient for junction
GLOSS Constituent concentration lost to decay
CMAX(J,6) C Daily maximum constituent concentration mg/L
CHIN(J,6) C Daily minimum constituent concentration mg/L
COEF Manning's coefficient for channel
COP(J) C Junction friction factor
CPP steady state load rate for load node JTT Ib/day
CPPOX Steady state DO inflow concentration mg/L
CPRT(K) C Channel print array
CS(6) C Conservative constituent concentration mg/L
at controlled state-time node (JGW)
CSAT(6) C DO constituent concentration at JGW mg/L
CSPIN(J,6) C Initial constituent mass input levels
CT(6,20,2) C Constituent loading rate from storm Ib/day
water input
CTT Initial node JTT constituents concen- mg/L
trations
CTTOX Initial node JTT DO concentrations mg/L
C2(6) C Concentration at controlled stage-time mg/L
•Variable names shared in common blocks.
**ln variable dimensions I is for number of channels, J is for number of
junctions, and K is for number of point junctions, channels, and plots.
-------
Table 6-2 (continued)
U)
to
o
Variable
Name
CURVE
D
DCDT(J,6)
DECAY (6)
DELH
DELMAX
OELT
DELTA
DELTQ
DELT2
DELV1,
DELV2
DEP(J)
DEPTH
DIFP
DISOXV
DT
DUMMY
C Description Unit
Name of subroutine
Dummy read variable
C Change of nodal concentration with time
C First order delay coefficient for non- I/day
conservative constituents
Increment of head of a junction for a ft
time-step
Maximum difference between the calculated ft
and tidal stage input
C Time-step increment
Maximum allowable difference between the ft
calculated and input tidal stage
C Length of quality time-step (usually sec
an hour)
1/2 time-step increment sec
Component of velocity change during ft/sec
a time-step
C Depth of water of a junction at zero ft
datum
Computed depth of node at a junction
for initial volume
Difference between the calculated and ft
input tidal stage
Part of label for nonconservative con- mg/L
stituents
Junction depth ft
Dummy write variable to indicate end
of data
Variable
Name
EBB
£NDER(2)
EVAP
FINAL
FJl
FJ3
FLOOD
FWIND(I)
G
H(J)
HAVE (J)
HBAR(J)
HEAD
HN(J)
HORIZ
HOUR
HPLT (K)
C* Description
Total flow leaving system at tidal
junction
Array containing ENDQUANT to termin-
ate model
C Evaporation rate for whole system
converted from ft/mo
Variable for reading first half of
final card
internal variable
Internal variable
Total flow entering system at tidal
junction
C Drag force due to wind
Channel length determined from X fi Y
coordinates
C Head at junction at beginning of
time-step
C Junction average head during a daily
cycle
C Junction average head during a quality
cycle
Distance water surface is from datum
plane
C Junction head at end of time-step
C Graph horizontal axis title
Time-hours
C Array saved on scratch for later
Unit
cf
cfs
cf
ft
ft
ft
ft
ft
ft
hr
ft
DVOL
Volume change in a time-step
cf
plotting
-------
Table 6-2 (continued)
OJ
(O
Variable
Name
HT(J)
IABS
1C
ICOL
ICON (6)
IDELT
IDOM
11
INDATA
INQUAL
INRAIN
INSTM
INTIME (100)
IPERID
IPOINT
-------
Table 6-2 (continued)
w
to
to
Variable
Name
Description
LTIME C Printing counter
MADD(J,6) C Haas of nodal constituent
MAXIT Maxlnum number of iterations In. tidal
curve fit, usually 50
MCOUHT Card read counter at end of SHFLOW
HCPRT Channel nunbers for which flow and vel-
ocity are to be printed
MINO Name of function
MJSW Number of storm water input nodes from
hydrograph file
MJPRT Junction numbers for which stage is to
be printed
MSTPRT C Printing counter for quality cycle, used
in QPRJKT
MTOTAL Printing counter, total hours printed
NC C Number of channels
NCHAN(J,8) c Channels associated with nodes
NCHTID Print control for tide generation
NCLOS(I) C If equal to 1 channel dry, otherwise
no effect
NOON Number of quality constituents on hydro-
graph input file
NCURVE Number of points on plotted curves
HOC . Total number of curves
NDRY Number of dry junctions
Unit
Variable
Name.
Description
Unit
NEBB Number of cycle with outflow at tide
junction
KEXIT C Set equal to 1 when error condition
exists
HELD Number of cycles with inflow at tide
junction
NH Node at channel end
NHCYC C number of time-steps per quality cycle
NHPHT C Number of junctions at which head will be
printed
MI Number of tidal input values
NINHEC Counter for tape storm water input
WIHT Suaber of hydraulic cycles per tidal
cycle
NJ C number of junctions
NJSW C Number of storm water input junctions for
cards
HJT1NC(I,2) C Nodes at channel ends
ML Node at channel end
NPDEL C Number of time-steps per plot point
NPLT c Number of points to be plotted
NPKT C Standard output print interval, in days
NPT C Number of parts on card curve
NPTOT Counter of time-steps for plotting
NQ Quality cycle counter
NQCTOT C Printing counter
NQCYC C Number of quality cycles per day hr
-------
Table 6-2 (continued)
Variable
Name
KQPRT
NQSWKT
NSTEPS
NSTART
NSTPKT
NT
NTAG
NIC
NTCYC
CO
10 NTEMP(8)
U>
HTIMS
NTINT
NUMCH(I)
NX
N5
H6
N10
N20
N21
N22
N30
N40
C*
C
C
C
C
C
C
C
C
C
C
C
c
C
c
c
c
c
Description Unit
Quality cycle interval increments between hr
detailed quality cycle prints (SWQUAL)
Number of daily cycles at which printing
will start
Number of input records on input hydrograph
file
Day DO loop start cycle
Printing counter, day cycle
Daily cycle number
Day, DO loop counter
Number of day cycles
Number of daily cycles to be simulated
Temporary array of channels entering a
node
Number of tinea through drying up con-
nection
20 for first call to output
21 for subsequent calls
Array containing compacted form of junc-
tion connections
Number of curves to be plotted on one plot
Card reader
Printer
Scratch file number
SHFLOW-SWQUAL interfacing file
Input file containing hydrographs
Scratch file containing plot information
Restart input file
Output file
Variable
Name
OGAIN
PERIOD
PREC
PKTH(30,K)
PKTOOT
PRTQ<30,KJ
PRTV(30,K)
Q(D
QAVE (I)
QBAR(I)
QE(20,2>
QF
QIN(J)
QINBAR(J)
QINST
QINT
OOU(J)
QOUBAR(J)
QT(20,2)
QUIN ( J)
CUINSTGJ)
R{I)
C* Description
Dissolved oxygen gained from reaeration
C Period in hours of daily cycle
Instantaneous rainfall rate
C Array for printing heads
Name of subroutine
C Array for printing flows
C Array for printing velocities
C Channel flow
C Daily cycle average flow
C Quality cycle average flow
C Inflows on input cards (subroutine
SWF LOW)
C Total inflow to system through control
node, 1-day cycle
C Inflows to junctions
C Quality cycle average junction inflow
Initial inflow to junction
Quality time-step interval
C Outflow from junction
C Quality cycle average junction outflow
C Inflows from hydrograph input file
Flow into system at nodes
Instantaneous inflow rate
C Hydraulic radius
Unit
hr
ft/sec
ft
cfs
ft/sec
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
hr
cfs
cfs
cfs
cfs
cfs
ft
-------
Table 6-2 (continued)
Variable
Name
RAD
RAIN (100)
REAER(6)
RES
RNT
SIGN
SLOPE
SUM
SUHC(J,6)
SUMQ
SWFLOW
SWQUAL
S XX (10, 10)
SXY(IO)
T
TDELT
TE
TEMP
TEO
TEP
TF
TIME
C* Description
Channel depth measured from datum
C Kainfall hyetograph values
C Reaeration coefficient
Accumulative difference between the cal-
culated and input tidal stage
Temporary hydraulic radius at 1/2 time-
atep
Library function
C Instantaneous rate of change of inflow
Computed tidal stage
Average daily nodal concentration
Total flow leaving junction
Name of subroutine
Name of subroutine
C Matrix used for least square tidal fit
C Vector used for least square tidal fit
C Tine counter for whole analysis
Time-step of hydrograph input file
C Time of inflow for card input
Simplifying variable used during solu-
tion of velocities
C Previous value of TE
C Time of inflow in hours
Estimate maximum time-step for channel
Tine counter for storm input
unit Variable
Name
ft TITEL2
in/ ft TITLE (40)
day/ft2
TITLE (30)
ft
TITLESW(30)
ft TMAX
TOLD
TT(50)
ft/sec
ft TTP
TZ
cfs
TZERO
T2
U(225)
V
sec VBAR
sec VOL(J)
sec VOLO(J)
VOLUME
VT
V2
hr
sec w
sec
C*
C
C
C
C
C
C
C
C
C
C
Description
Input hydrograph title
Title array read from input hydrograph
file
Title array read from cards
Description of run
Dummy write variable to indicate end
of data
Time of previous input rainfall
Time from start of storm of input for
tidal condition and from hydrograph file
Times of previous input from hydrograph
file
Time of start of storm
Zero time for the analysis
Time at end of half hydraulic time-step
Channel velocity
Channel velocity at start of time-step
Average nodal volume during quality cycle
Nodal volume
Volume of JGW
Initial nodal volume
Channel velocity at 1/2 tine-step
Velocity during a half hydraulic time-step
Fundamental frequency of daily tidal
variation
Dnit
sec
sec
sec
hr
sec
sec
ft/sec
cf
cf
cf
ft/sec
ft/sec
rad/sec
-------
Table 6-2 (continued)
Variable
Name
WDIR
WEIRl
WEIR2
WEIR3
C* Description
C Hind direction in degrees from north
Weir coefficient
Elevation of weir crest
Exponent in the expression Q •* WEIRl
Unit
deg
ft
WIDTH
HIND
X(J)
XMK
XRQD
XX(10)
Y(J)
YY(50)
where H is the water
surface elevation and Q is the flow
Width of channel
C Wind force
C X coordinate of junctions
Blank or asterisk depending on whether
estimated maxiraun time—step is satis-
fied
C Mass exchange ratio of JGW
C Vector used in least square tidal fit
C y coordinate of junctions
C Stage level of tidal input
ft
ntph
ft
ft
ft
-------
EXAMPLE
Figure 6-13 shows an example discretized system. The system is an estuary
with the main inflow coming at junction 18, and others at junctions 10,
13, 14, and 16. A tidal stage-time relationship is used at junction 1
and storm water input is used at junction 14.
Listed in Table 6-3 are the data input for two daily simulations with the
storm entering on the second day. Quantity output for a selected number
of junctions and channels is specified in Table 6-4 and sample quality
output in Table 6-5. The quality output is for a non-conservative pollu-
tant, and the associated dissolved oxygen levels are included in the
sample quality output.
DATA INPUT
The Receiving Water Block requires storm water hydrographs and polluto-
graphs as input. This can be interfaced from the Transport or Storage
Block via tape transfer, and/or it can be read from cards. The data
must contain identification of storm input nodes, and then must have a
sequence of information such that a time, a flow rate for each input
node, and/or a mass rate for each input node are defined.
The Receiving Water Block can operate with either interfacing-tape input
or card input or a combination of both. This complete flexibility allows,
as an example, several quality cases with different card input mass
loadings at node A, using the same basic hydraulics and node B interfaced
tape pollutograph, all cases run simultaneously.
326
-------
LEGEND
Node 13
Node 14
Node 10
Node 16
Node IS
5) Node (typical)
Channel (typical)
Scale: 1 in. - 10,000 ft
DWF (cfs)
50
500
2,000
TYPICAL INPUT
HYOROGRAPH
T
Figure 6
-13. DEMONSTRATION ESTUARY
327
-------
Table 6-3. RECEIVING WATER BLOCK INPUT DATA
CARD
GROUP
OUANTITYOUALITY
TEST SYSTEM USING FINAL MODEL VERSION
DEMONSTRATION DECK
TEST t?AY SYSTEM WITH STORM WATER INPUT
AT NODE 14, MODELING URBAN RUNOFF
1
2
1
.3
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
77777
25.
.03
.15
.21
.21
1
14
1002
14
4
1. 300. 12
15. .03
75. .18
135. .45
195. .21
2 3
15 16
3004 4007
50
•1.1 5.8
20.0
102.
114.
81.0
f?6 . 0
lie.
mo .
100.
Bl.O
20.0 50
94.0
98.0
67.0 20
5.00 50
5
120. I
180. > 6
J
12
7
8
9
10
11
50 -\
60
60
70
60
70
70
70
70
70
80
80
80
90
100
100
ito
120
-J
.
^•13
-------
Table 6-3 (continued)
u>
10
10
1 1
2 2
3 2
4 2
5 3
6 4
7 3
8 3
9 4
10 4
11 5
12 5
13 6
14 7
15 8
16 9
17 6
18 7
19 7
20 8
21 8
22 11
23 12
24 11
25 14
26 15
27 15
28 17
99999
2
3
4
5
4
5
6
7
7
8
8
9
7
8
9
10
11
11
12
12
13
12
13
14
15
16
17
18
TEST SYSTEM ONLY
TIME IN HOURS
STAGE IN FEET
ENDOUANTlTy
o 1
0 2
2 1
1 0
99999
oil
5 5
1 .2
.0 8.0 .4-8
10000
14100
10000
14100
10000
10000
11200
11200
11200
11200
11200
11200
10000
10000
10000
10000
11200
11200
11200
11200
1J200
10000
10000
10000
10000
10000
10000
10000
4000
8500
10000
65)00
11000
10000
10000
9500
9500
9500
9500
9000
10000
10000
10000
7000
9000
9500
9500
9500
8000
10000
9500
650
500
300
500
500
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
15
17
17
10
15
15
.03
.01
.01
.01
.01
.01
.01
.01
.01
.01
.01
.01
.01
.01
.01
.03
.01
.01
.01
.01
.01
.03
.03
.03
.03
.03
.03
.03
TEST CASE, BOD-DO
17
18
19
23
25
27
28
29
30
-------
Table 6-4. SAMPLE QUANTITY OUTPUT
TEST svSTtf USINS FINAL MODEL VERSION
DECK
DAYS SIMULATEU 2
WATsR OL'ALITY CYCLES PER DAY 25
INTEGRATION CYCLES PER WATER QUALITY CYCLE 12
LENGTH CT INTEGRATION STEP IS 300. SECONDS
INITIAL TlHE ,00 HOU&S
EVAPORAT10K RATE. 3.0 INCHES PER MONTH
WIND VHLCCITY. 0. KPH WIND DIRECTION, 0, DEGREES FROM NORTH
SWITCH o\b ssuAvs i
WRITE CYCLE STARTS AT THE 1 TIME CYCLE
Ul
o
RAIN IK INCHES p£R HOUR. A\'0 TIME IN MINUTES. MEASURED FROM START OF
IN./HR. I-.INUTES IN./HR. MINUTES IN./-HR. MINUTES
1
6
11
16
21
26
31
36
•11
46
51
56
61
66
71
76
SI
55
91
TO
TO
TO
TO
T3
TO
TC
TH
TO
TO
TO
TO
TO
"• /-.
TC
TO
TO
TO
TO
•-»6- TO
5
10
15
20
25
30
J5
40
*5
53
55
60
65
70
75
eo
85
90
95
IOC
1K./HR.
MINUTES
IN./MR.
MINUTES
030
160
630
noo
500
coo
coo
ceo
000
noo
oco
000
000
oco
000
000
POO
COO
000
oco
15.000
90.000
165.000
. OOfl
.000
.000
. 000
. coo
.000
, 000
.000
.000
.000
. 000
.000
.000
.000
.000
.000
.000
.030
.180
.630
.000
.000
.000
.000
.000
.000
. 000
.000
.oco
.000
,000
.000
.000
.000
.000
.000
.000
JO. 000
105.000
180.000
.ceo
.000
.000
.000
.000
.000
.000
. 000
. 000
.000
.000
.000
,000
.000
.000
.000
.000
150
320
210
000
000
000
000
000
000
000
000
000
000
000
000
000
,000
,oco
,000
,000
45.000
12C.OOO
195.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
. coo
. 000
, 000
.000
,000
.150
.210
.210
.000
.oou
.oco
.000
. DCO
.000
.000
.000
.000
. ODD
.000
.000
.000
.000
. coo
.000
.OOP
60.0CC
135. OCO
210.000
.oco
.000
.000
.000
.000
.000
.000
.000
.000
.000
.ODD
.000
.000
.000
. 000
.000
.000
.150
.450
.213
.000
.000
.000
.000
.000
.OOu
.000
.000
.coo
.000
.occ
. ooa
.000
.000
.oco
.000
.oor*
75.000
150.000
Z25.GOO
.oca
.000
.000
.000
.000
. 000
.coo
.000
.coo
.coo
.000
. coo
.000
.003
, ODD
.ooc
.nee
PRINTED OUTPUT AT THE FOLLOWING 12 JUNCTIONS
1 2 3 5 8 9 10 12
AND FOR THE FOLLOWING 6 CHANNELS
1002 300» 1007 6011 11012
15
11014
16
18
-------
LJ
CJ
Table 6-4 (continued)
JUNCTION INITIAL HEAD SURFACE
K'J^BES
1
2
3
e
5
6
7
8
9
10
11
12
13
15
16
17
18
(F
t
^
AREA IN?UT OUTPUT
CHANNELS ENTERING JUNCTION
7) C10«6 SO FT) (CFS> (CFS)
00
00
00
00
00
CD
CD
00
00
00
00
00
00
00
03
00
00
00
20. PO
10H.OO
114. CO
31.00
85.00
113.00
100.00
103.00
81.00
20.00
9* .CO
98.00
67. PO
5.00
6.40
1.50
5.00
2.50
0.
0.
0.
0.
0.
0.
0.
0.
0.
50.
0.
0.
20.
50,
0.-
500.
0.
2000.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
1
2
5
6
11
13
14
15
16
16
22
23
21
25
26
26
28
28
0
3
7
9
12
17
16
20
12
0
24
19
23
2"
27
0
27
0
0
4
e
10
4
7
19
21
15
0
17
20
0
0
25
0
C
0
0
1
2
3
6
0
8
10
0
0
18
22
0
0
0
0
0
0
0
0
0
5
0
0
9
11
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13
14
0
0
0
0
0
0
0
0
0
0
.110220+10
TEST BAY
C^f-'icL
NfNSES
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
15
17
13
19
20
21
22
23
2<
25
26
27
28
SYSTEM
LE'iSTH
CFT)
10000.
14100.
10300.
14100.
10000.
icroo.
11200.
11200.
11200.
11200.
11200.
ll^C .
1 C C 0 0 .
1C 000.
100CO.
1 D r. 'j C .
11200.
11230.
11200.
11200.
11200.
1 3 " U 0 .
10CCO.
1GC30.
130DO.
1CDOO.
1CGCO.
10000.
WITH STORM
WIDTH
(FT)
«COO.
8500.
100DO.
65CO.
11000.
10COO.
10 TOO.
9500.
95CO.
95CO.
9500.
900G.
10030.
103HO.
10POO.
7000.
90GO.
9500.
9500.
9500.
6000.
1D200.
9500.
65B.
500.
300.
500.
500.
WATER
AREA
rNPUT
MANNING
(SO FT) CDEF.
BO.
170.
200.
130.
22fl.
200.
200.
190.
190.
190.
190.
130.
200.
200.
200.
140.
180.
190.
190.
190.
16C.
20P.
142,
11.
8.
3.
8.
8.
.030
.010
.010
.010
.010
.010
.010
.010
.010
.010
.010
.BIO
.010
.010
.010
.0:50
.010
.010
.010
.010
.010
.030
.030
.0.10
.030
.030
.030
.030
VELOCITY
CFPS)
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.no
.PC
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
AT NODE
14.
MODELING UR9AN RUNOFF
HYD RADIUS
CFT)
20.0
20.0
20, C
20.0
20.0
HO .0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20. C
20.0
20.0
20.0
20.0
20 .0
20 .0
15.0
17.0
17.0
10.0
15.0
15,0
JUNCTIONS AT
1
2
2
2
3
4
3
3
4
4
5
5
6
7
B
9
6
7
7
8
8
11
12
11
14
15
15
17
2
3
4
5
4
5
6
7
7
B
8
9
7
B
9
10
11
11
12
12
13
12
13
I1*
15
16
17
18
ENDS
MAX INT
352.
497.
352.
497.
352.
352.
395.
395.
395.
395.
395.
395.
352.
352.
352.
352.
395.
395,
395.
395.
395.
352.
394.
376.
376.
455.
394.
394.
COORDINATES
X
50.0
50.0
40.0
50.0
60.0
35.0
45.0
55.0
65.0
75.0
40.0
50.0
60.0
40.0
40.0
50.0
40.0
40.0
r
50.0
60.0
60.0
70. a
60,0
70.0
70.0
70.0
70.0
70.0
80.0
80.0
60.0
90.0
100.0
100.0
110.0
120.0
<»• ^
-------
Table 6-4 (continued)
TEST SYSTEM USING FINAL MODEL VERSION
DEMONSTRATION DECK
TEST SAY SYSTEM WITH STORM WATER INPUT
DAY is 2
AT NODE 14r MODELING URBAN RUNOFF
W
w
to
JUNCTION 1
h
,
1.
2.
3.
4 .
5.
6 .
7 ,
8 .
9.
10.
11 .
3?.
13.
14.
15.
15.
17.
1** .
1?.
2".
21.
22.
23.
24.
25.
OUR
CO
oo
GO
DO
C5
GO
GO
00
00
00
CO
CJ
CO
00
00
00
00
CO
oc
00
CO
00
00
00
CO
CO
HFAOCFEET)
-1
-1
-
-
-
-
-1
-1
-1
-1
-
1
1
2
2
2
1
-
-
-1
.0724
.0-186
.7261
.2253
.2040
.625)9
.6024
.4009
.1605
.8605
.5099
.9230
.96B1
.6023
.0318
. 0538
.ni57
,»156
.2900
.3815
. C6JO
. 4411
.6461
.1416
.7547
.0724
JUNCTION! 2
HEAD(FEET)
-.7359
-1.0920
-1.0295
-.5553
.3503
.5911
.8205
.7996
.3798
-.2511
'-.9091
-1 .5065
-1.9403
-1.9665
-1.5000
-.7543
.1389
1.0967
1.9578
2.4306
2-5720
2.1180
1.3132
.4651
-.0153
-.6431
JUNCTION 3 JUNCTION 5
HEAOCFEET}
_
-1
-1
-
-
-
-1
-1
-2
-1
-
1
1
2
2
1
1
-
-
.8143
.1506
.0/S6
.5695
.3638
.5359
.7559
.7320
.2912
.3223
.9515
.5283
.964S
.0177
.5125
.7630
.1358
.1024
.9707
.4220
.5322
.8984
.1161
.2408
.2633
.7635
HEAD(FEET)
_
-1
-1
.
.
.
-1
-1
-2
-1
-
1
^
2
2
1
-
-
.7769
.1393
.0780
.5740
.3508
.5014
.7597
.7358
.2540
.3538
.9514
.5206
.9616
.0177
.5126
.7630
.1357
.1019
.9648
.3573
.6606
,785/
.6471
.2057
.2306
.8133
JUNCTION 8
JUNCTION
HEAO(FEET) HEAfJ'F = E
_
-1
-1
.
-
-1
-1
-2
-1
-
1
1
2
2
2
2
1
-
.5992
.0692
.0457
.5435
.4132
.5852
.3807
.9986
.6791
.0351
.7575
.•5607
.9501
.0242
.5115
.7622
.137-3
.1056
.9731
.3458
.4535
.4351
.8066
.6606
.2363
.6087
-.7633
-1.1416
-1.0783
-.5561
.4419
.6570
.7533
.6517
.2131
-.3629
-.9620
-1.5396
-1.9723
-2.0299
-1.5145
-.76<2
.1359
1.1065
1.9992
2.7044
2.5407
1.6721
.772:
.5701
-.0296
-.7152
-------
Table 6-4 (continued)
TEST SYSTEM USING FINAL MODEL VERSION
n=VONSTRAT;OM GECK
TEST RAY SYSTEM WITH STORM WATER INPUT
DAT IS 2
AT NODE 14, MODELING URBAN RUNOFF
Ul
Ul
HOUR
.00
1.00
2.00
3.00
•••.oo
5.00
6.00
7 .CC
6.00
9 . C 0
10.00
11.00
i?.oo
13.00
Ib . BO
"6 0 D
17 ,CO
13.00
"* "* ^ "3
JC.GO
21 .00
?2.0D
23.00
24.00
JUNCTION 10
HEAD(FEET)
-1
-1
_
_
-1
-1
-2
-1
1
2
2
1
1
.7703
.1312
.0739
.5607
.4119
.5217
.6452
.6444
.2521
.3025
.9144
J9627
.0315
.5151
,76<6
.1356
.1051
.9782
.3979
.2371
.6524
.0107
.^257
.1536
.7318
JUNCTION 12
HEAD(fEET)
.
-1
-1
_
..
-1
-1
-2
-1
1
2
2
1
.7934
.1531
.0836
.5565
.4528
.6243
.7112
.6262
.1704
.3866
.9719
,5<01
.9728
.0369
.5143
.7642
.1365
.1078
,9936
.6615
.4255
.5502
.4353
.2338
.7663
JUNCTION 11 JUNCTION 15
HEAD(FEET) HEAD(FEET)
m
-1
-1
.
.
.
-1
-1
-2
-1
1
2
2
2
1
1
.7647
.1395
.1248
.5275
.4270
.6007
.6676
.6839
,2446
.3105
.9034
.4911
.9558
.0799
.5262
.7758
.1249
.1053
.0053
,5699
.3590
.7370
,0399
.3285
.2346
.6851
.
-1
-1
-
-
-
-1
-1
-2
-1
-
1
2
2
2
1
1
.7403
.1299
.1669
.5026
.3976
.6324
.6548
.7302
.2744
.2697
.8667
.4502
.9347
.1114
.5320
.7650
.1189
.1050
.0216
.5911
.4131
.7490
.0863
.3854
.2361
.6395
JUNCTION 16
HEADCFEET)
-
-1
-1
-
-
-
-1
-1
-2
-1
-
1
2
2
1
1
.7262
.1202
.1763
.5024
.3981
.6562
.6509
.7449
.2866
.2536
.6479
.4292
.9177
.1140
.5366
.7081
.1178
.1052
.0254
.5965
.4264
.7590
.0992
.4015
.22136
.6194
JUNCTION 18
HEAD(FEET)
-.7069
-1.1063
-1.1868
-.4841
.3748
.6724
.6536
.7746
.3051
-.2287
- ,8?26
-J.4040
-1 .8996
-2.1159
-1.5281
- .7845
,1 196
1 .1 053
2.0?53
2.6080
2 .4693
1 .7682
1 .1243
.4329
-.2247
- .5084
-------
Table 6-4 (continued)
TEST SYSTEM USING FJKAL MODEL VERSION
DEMONSTRATION DFCK
W
LJ
TEST BAY SYSTEM WITH ST03M WATER INPUT
DAY IS 2
AT NODE 1«. MODELING URBAN RUNOFF
HOUR
.00
1.00
2.00
3. DO
4.00
5. CO
6.00
7.00
e.oo
9.00
10 .00
11.00
IP. 00
1J.CC
1 '- . D 3
15. CO
15.00
17.00
16.00
19. CO
2 C . 0 0 •
21. CO
'22. CO
25. CO
24.00
25.00
CHANNEL
FLOW
(CrS>
-156604.
-75540.
94P50.
161330.
10331*.
408 91.
41029.
-73218.
-174656.
-197191.
-196759.
-16939-1.
-99969.
70770.
19~429.
245752.
283139.
26619C.
231*04.
93767.
-125425.
-229509.
-241665.
-1B7772.
-190329.
-173576.
1 2
VEL.
(FPS)
-2.27
-1.08
1.22
2.03
1.17
. 28
.11
-1.32
-2.50
-2.79
-2.78
-2.38
-1.37
1.03
2.59
3.14
3.45
3.33
2.59
.83
-1.54
-2.98
-3.21
-2.79
-2.79
-2.44
H e H i
CHANNEL
FLOW
(CFS)
-424169.
-351673.
-310673.
-206B19.
-26286B,
-191454.
-169974.
-237637.
-337.280.
-333775.
-355400.
-301135.
-25S81B.
-?25>352 .
-P19760.
-216373.
-221018.
-223705.
-216794.
-111102.
-59039.
-433751.
-846C61.
-760755.
-585603.
-518490.
S T 0 R
3 4
VEL.
(FPS)
-.13
-.74
-1.05
-1.02
-.64
.79
2.11
2.02
1.45
.76
.01
-.76
-1.10
-1-12
-1.08
-1.03
-1.00
-.95
-.79
.81
2.62
1.13
-.33
1.23
.69
-.73
Y 0 F F
CHANNEL
FLOW
(CFS)
-181465.
-167004.
-166070.
-159632.
-1820/4.
-196331.
-210906.
-250936.
-257302.
-234548.
-215054.
-1971B5.
-177977.
-145549.
-126818.
-121623.
-120403.
-125758.
-141256.
-217906.
-369711.
-397950.
-104C17.
-171647.
-543393.
-611022.
LOW
4 7
VEL.
(FPS)
-3.27
-2.12
-1.40
-1.21
-1.50
-2.73
-4.16
-4.61
-4.43
-3.89
-2.98
-1.87
-1.1.9
-.87
-.73
-.67
-.63
-.64
-.79
-2.36
-5.46
-5.19
-3.48
-6. 09
-6.96
-5.19
AND V
CHANNEL
FLOW
(CFS)
102415.
85393.
81364.
79326.
7753C.
68921.
70859.
61955.
95787.
97266.
83140.
68304.
59181.
58940.
6?281.
63683.
66S?8.
ftb262.
67S56.
5&513.
65643.
152622.
263213.
207325.
119251.
97015.
E L 0 C
6 11
VEL.
(FPS)
.52
.47
.46
.44
.39
.29
.20
.23
.34
.42
.41
.38
.36
.36
.37
.37
.37
.36
.34
.23
-.02
.45
1.17
.95
.55
.49
CHANNEL
FLOW
(CFS)
33990.
17959.
6841.
3033.
2427.
6313.
11632.
22956,
37270.
41130.
31949.
21S69,
15025.
9801.
5517,
4276,
1732.
956.
270.
9806.
29547.
80136.
199230.
130331.
4755.
-15617,
11 12
VEL.
(FPS)
.27
.16
.08
.05
.07
.22
.49
.65
.64
.50
.32
.13
.10
.06
.03
.02
.01
.01
.01
.20
1.12
1.39
1.50
.81
.20
.05
CHANNEL
FLOW
(CFS)
-5077.
-4336.
-9B8.
682.
-163.
-2621.
-1419.
-3745.
-5686.
-5901.
-6072.
-5613.
-4647.
-2062.
2659.
1196.
4002.
2527.
2752.
-963.
-6224.
-55<7.
-7346.
-6814.
-4632.
-5331.
11 14
VEL.
(FPS)
-.60
-.46
-.10
.05
-.05
-.29
-.18
-.38
-.54
-.59
-.63
-.60
-.50
-.20
.27
.12
.36
.21
.22
-.11
-.54
-.35
-.51
-.89
-.70
-.58
-------
Table 6-4 (continued)
TEST SYSTEM ONLY
6.000 I
T
i
I
4,000
2.000
IN
TEET
.000
-2.000
•4.000
.0
'
.-I—
2.5
1
5.0
TIKE IN HOURS
— I-.
7.5
---I I I I I-- I I
10.0 12.5 15.0 17.5 20.0 22.5 25.0
PLOT LEGEND 1« « •
-------
Table 6-5. SAMPLE QUALITY OUTPUT
TEST SAY SYSTEM WITH STORM WATER
TEST SYSTEM USING FINAL MODEL VERSION
DEMONSTRATION DECK
AT NODE 14. MODELING URBAN RUNOFF'
U)
IjO
cn
MAXIMUM JUNCTION NUMBER 18
MAXIMUM CHANNEL NUMBER 28
NUMBER OF QUALITY CYCLES PER DAY 25
NUMBER OF DAYS 2
NUMBER OF CONSTITUENTS 1
LENGTH OF QUALITY INTEGRATION STEP (SECONDS) 3600.
PRINT INTERVAL. 1 PAYS
EXCHANGE REQUIREMENT AT OCEAN .20
THERE, ARE 1 STORHWATER INPUT JUNCTIONS
QUALITY CYCLE CONCENTRA TI ON'S. PRINTOUT STARTS IN TIME CYCLE 2
CONSTITUENT NUMBER 1 TEST CASE, 800-30
SINK CONCENTRATION .00
OXYGEN SATURATION (HGL) 8.00
REAERAT10N COEFFICIENT (1/S3 FT/DAY) .-(00-08
DECAY COEFFICIENT (I/DAY) .20
DISSOLVED OXYGEN FOR THIS CONSTITUENT IS CONSTITUENT 2
PRINTED
•-(S). FOR A TOTAL OF 25 HOURS
JUNCTION
1 TO 10
11 TO 18
1
,0000
.0000
2
.0000
.0000
INITIAL
3
.0000
.0030
CONCENTRATIONS (MGL), BY JUNCTION
4 5 6 /
.0000
.0000
.COOO .0000
.0000 .0000
MASS LOADINGS (MILLIONS OF LBS/DAY). 8Y
JUNCTION
1 TO 10
11 TO 18
1
.ODD
.000
2
.000
.000
3
.000
.000
4
.000
.000
5 6
,000 .000
.003 .000
.0000
.0000
JUNCTION
7
.000
.000
8
,0000
.OOQO
8
.000
.000
9
.0000
9
.000
10
.0000
10
.000
-------
Table 6-5 (continued)
TEST SYSTEM. USING FINAL MODEL VERSION
DEMONSTRATION DECK
TEST BAY SYSTEH WITH STORM WATER INPUT
JUNCTION CONCENTRATIONS. DURING TIME CYCLE
AT NODE 14. MODELING URBAN RUNOFF
2 .QUALITY CYCLE 5
(jO
-J
CONSTITUENT NUMBER
1 2
1 TEST CASE. BOD-DO
345
JUNCTION
1 TO 10
11 TO 16
.0000
.1133-02
.0000
.0000
CONSTITUENT NUM9ER
JUNCTION
1 TO 10
11 TO 18
1
.8000+01
.8000+01
2
.8000+01 .
.8000+01 .
0000
0000
2 TEST
3
8-000 + 01
8000+01
.0000
.4486+01
.0000
.0000
CASE, BOD-DO (DO)
4
.8000+01
.7976+01
5
.8000+01
.8000+01
INPUT, POUNDS PER DAY. CONSTITUENT NUMBER
14 .0000
INPUT. ROUNDS PER DAY, CONSTITUENT NUMBER
14 .0000
TEST SYSTEM USING FINAL MOUEL VERSION
DEMONSTRATION DECK
.0000
.0000
.0000
.0000
.0000
.0000
9 10
.0000 .0000
6 78 9 10
.8000+01 .8000+01 .8000+01 .8000+01 .8000+01
.8000+01 .8000+01 .8000+01
1 AT 5.33 HOURS FHOU START
1 AT 277.78 HOURS FROM START
TEST BAY SYSTEM WITH STORM WATER INPUT
JUNCTION CONCENTRATIONS. DURING TIME CYCLE
AT NODE 14. MODELING URSAN RUNOFF
2 .QUALITY CYCLE 10
JUNCTION
1 TO 10
11 TO 18
CONSTITUENT NUMBER 1 TEST CASE, BOD-DO
12345
10
.2203-05 .85?9-05 .6994-04 .1923-03 .8262-04 .1051-04 .2342-02 .1003-03 .1626-04 .0000
.5911-01 .2658-02 .3333-04 .1188+01 .0000 .0000 .0000 .0000
CONSTITUENT NUMBER 2 TEST CASE, BOD-DO (DO)
123456789 10
JUNCTION
1 TO 10 .8000+01 .8000+01 .8000+01 .8000+01 .8000+01 .8000+01 .8000+01 .8000+01 .8000+01 .8000+01
11 TO 18 .7998+01 .8000+01 .8000+01 .7989+01 ,8000+01 .8000+01 .8000+01 .3000+01
-------
Table 6-5 (continued)
TEST SYSTEM USING FINAL MODEL VERSION
DEMONSTRATION DECK
TEST flAY SYSTEM WITH STORM WATER INPUT
JUNCTION CONCENTRATIONS. DURING TIME CYCLE
AT NODE 14, MODELING URBAN RUNOFF
2 .DUALITY CYCLE 15
CO
oo
CONSTITUENT NUMBER
1 . 2
1 TEST CASE. BOD-DO
3 4
JUNCTION
1 TO 10
11 TO 18
JUNCTION
1 TO 10
11 TO 18
.1631-04
.5286-01
.1751-04
.4983-02
.7024-03
.6069-04
CONSTITUENT NUMBER 2 TEST
123
.8000+01 .8000+01 .8000+01
.7997+01 .8000+01 .8000+01
.1135-02
.5320+00
.8014-03
.8680-02
CASE. BOD-DO (DO)
4 5
.8000 + 01 .8000+01
.8000+01 .8000+01
.2706-03
.0000
6
.8000+01
.8000+01
.5647-02
,0000
7
.8000+01
.8000+01
.4227-03
.0000
8
.8000+01
.8000+01
9 10
.3226-03 .3391-05
TEST BAY SYSTEM WITH STORM HATER INPUT
TEST SYSTEM USING FINAL MODEL VERSION
DEMONSTRATION DECK
.8000+01
AT NODE 14, MODELING URBAN RUNOFF
10
.8000 + 01
AVERAGE JUNCTION CONCENTRATIONS DURING TIDAL OR TIME CYCLE
JUNCTION
1 TO 10
11 TO 18
.1367-03
.3027-01
.1971-03 .5739-03
.3300-02 .3708-03
.7695-03
.8653+00
TEST BAY SYSTEM WITH STORM WATER INPUT
TEST SYSTEM USING FINAL MODEL VERSION
DEMONSTRATION DECK
2, CONSTITUENT NUMBER
7 8
.6055-03
.2227-01
.3538-03
.0000
.2799-02
.6683-06
.5402-03
.0000
TES
.3872-03
T CAS=. B03-D3
10
.6226-05
AT NODE 14, MODELING URBAN RUNOFF
AVERAGE JUNCTION CONCENTRATIONS DURING TIDAL OH TIME CYCLE
123456
2. CONSTITUENT NUMBER 2
789
1 TO 10 .8000+01 .8000+01 .8000+01 .8000+01 .8000+01 .8000+01 .8000+01 .8000+01 .8000+01 .8000+01
11 TO 18 .7998+01 .8000+01 .8000+01 .7994+01 .7999+01 .8000+01 .8000+01 .8000+01
RECEIVING SIMULATION COMPLETED
ENOPROGR
TEST CASE, 3CD-DO (DO)
10
-------
SECTION 7
REFERENCES
339
-------
SECTION 7
REFERENCES
Runoff Block (Section 3)
1. Tucker, L.S., "Northwood Gaging Installation, Baltimore-
Instrumentation and Data," Technical Memorandum No. 2, August
15, 1968, American Society of Civil Engineers, Urban Water
Resources Research Program.
2. Crawford, N.H. and Linsley, R.K., "Digital Simulation in
Hydrology, Stanford Watershed Model IV," Technical Report
No. 39, July 1966, Department of Civil Engineering, Stanford
University.
3. American Society of Civil Engineers, Manual of Engineering
Practice No. 37, "Design and Construction of Sanitary and
Storm Sewers," (Water Pollution Control Federation, Manual
of Practice No. 9), 1960.
Transport Block (Section 4)
1. American Society of Heating and Air Conditioning Engineers,
"Heating, Ventilating, Air Conditioning Guide," Annual
Publication.
2. Lentz, J.J., Estimation of Design Maximum Domestic Sewage Flow
Rates, Johns Hopkins University, Department of Sanitary Engi-
neering and Water Resources, Baltimore, Maryland, 1963.
3. Geyer, J.C., and Lentz, J.J., "An Evaluation of the Problems
of Sanitary Sewer System Design," Johns Hopkins University,
Department of Sanitary Engineering and Water Resource,
Baltimore, Maryland, 1963.
4. U.S. Department of Commerce, Environmental Data Service, Nation
National Weather Records Center, Asheville, North Carolina
28801, "Local Climatological Data."
5. Portland Cement Association, "Design and Construction of
Concrete Sewers," 1968, p. 13.
6. Tucker, L. Scott, "Sewage Flow Variations in Individual Homes,"
Technical Memorandum No. 2, 1967, American Society of Civil
Engineers, Combined Sewer Separation Project, p. 8.
7. U.S. Department of Commerce, Office of Business Economics,
Survey of Current Business, "Consumer Prices - All Items."
341
-------
References (continued)
8. U.S. Department of Commerce, Statistical Abstracts of the
United States, "Consumer Prices - All Items" and "Composite
Construction Cost Index."
9. Chow, V.T., Open Channel Hydraulics, McGraw-Hill Book Company,
1959.
10. Davis, C.V., Handbook of Applied Hydraulics second ed.,
McGraw-Hill, 1952.
11. Metcalf, L. and Eddy, H.P., American Sewerage Practice, Design
of Sewers, Vol. 1, first ed., McGraw-Hill, 1914.
12. American Society of Civil Engineers, Manual of Engineering
Practice No. 37, "Design and Construction of Sanitary and
Storm Sewers," (Water Pollution Control Federation, Manual of
Practice No. 9), 1960.
13. Henderson, P.M., Open Channel Flow, MacMillan, New York, 1970.
Appendix A
1. American Society of Heating and Air Conditioning Engineers,
"Heating, Ventilating, Air Conditioning Guide," Annual
Publication.
2. Hittman Associates, Inc., "A System for Calculating and
Evaluating Municipal Water Requirements."
3. Linaweaver, P.P. and Geyer, J.C., "Commercial Water Use
Project," Johns Hopkins University, Baltimore, Maryland.
342
-------
SECTION 8
GLOSSARY AND ABBREVIATIONS
343
-------
SECTION 8
GLOSSARY
WATERSHED - The area which is drained by a river system.
DRAINAGE BASIN (STUDY AREA) - The area which contributes runoff to a
stream at a given point (an individual section of a watershed).
SUBCATCHMENT - A subdivision of a drainage basin (generally determined
by topography and pipe network configuration).
SUBAREA - A subdivision of a subcatchment (generally based upon a single
land use but may be identical to a subcatchment).
ABBREVIATIONS
APWA - American Public Works Association
ASCE - American Society of Civil Engineers
EPA - Environmental Protection Agency
M&E - Metcalf & Eddy, Inc.
UF - University of Florida
USPH - U.S. Public Health Service
WRE - Water Resources Engineers, Inc.
BOD - biochemical oxygen demand (5-day)
cf - cubic feet
cfs - cubic feet per second
COD - chemical oxygen demand
DO - dissolved oxygen
DWF - dry weather flow
fpm - feet per minute
345
-------
fps
ft
gal.
gal./capita/day
gpd
gph
gpm
gpm/sq ft
gpsf
hr
in.
in./hr
JCL
Ib
Ib/acre/day
Ib/acre/yr
Ib/capita/day
Ib/cf
Ib/day/cfs
Ib/ft
Ib/sec
mgd
rag/gram
mg/L
min
nun
feet per second
feet
gallons
gallons per capita per day
gallons per day
gallons per hour
gallons per minute
gallons per minute per square foot
gallons per square foot
hour
inches
inches per hour
job control language
pounds
pounds per acre per day
pounds per acre per year
pounds per capita per day
pounds per cubic foot
pounds per day per cubic feet per second
pounds per foot
pounds per second
million gallons per day
milligrams per gram
milligrams per liter
minutes
millimeters
346
-------
MPN
ppra
psf
psi
rpm
sec
sq ft
sq ft/min
SS
tons/mo
tons/sq mi/mo
VSS
yr
A
a
Z
3
P
n
e
- most probable number
- parts per million
- pounds per square foot
- pounds per square inch
- revolutions per minute
- second
- square feet
- square feet per minute
- suspended solids
- tons per month
- tons per square mile per month
- volatile suspended solids
- year
SYMBOLS
delta
alpha
sigma
less than
greater than
partial differentiation
rho
psi
Pi
theta
347
-------
SECTION 9
APPENDIX A
349
-------
Table A-l. AVERAGE MONTHLY DEGREE-DAYS FOR CITIES
IN THE UNITED STATES (BASE 65F)
State
Ala.
Ariz.
Ark.
Calif.
Colo.
Conn.
D. C.
Fla.
Ga.
Idaho
111.
Ind.
Station
Anniston
Birmingham
Mobile
Montgomery
Flagstaff
Phoenix
Yuma
Bentonville
Fort Smith
Little Rock
Eureka
Fresno
Independence
Los Angeles
Needles
Point Reyes
Red Bluff
Sacramento
San Diego
San Francisco
San Jose
Denver
Durango
Grand Junction
Leadville
Pueblo
Hartford
New Haven
Washington
Apalachicola
Jacksonville
Key West
Miami
Pensacola
Tampa
Atlanta
Augusta
Macon
Savannah
Thomasville
Boise
Lewiston
Pocatello
Cairo
Chicago
Peoria
Springfield
Evansville
Fort Wayne
Indianapolis
Royal Center
Terre Haute
July
0
0
0
0
49
0
0
1
0
0
267
0
0
0
0
350
0
0
11
189
7
0
25
0
280
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
11
0
Aug
0
0
0
0
78
0
0
1
0
0
248
0
0
0
0
336
0
0
7
177
11
5
37
0
332
0
14
18
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
0
0
17
0
19
5
Sept
17
13
0
0
243
0
0
38
9
10
264
0
28
17
0
263
0
17
24
110
26
103
201
36
509
74
101
93
32
0
0
0
0
0
0
8
0
0
0
2
135
133
183
28
90
86
56
59
107
59
116
77
Oct
118
123
23
55
586
13
0
216
131
110
335
86
216
41
19
282
59
75
52
128
97
385
535
333
841
383
384
363
231
17
11
0
0
18
0
107
59
63
38
48
389
406
487
161
350
339
259
215
377
247
373
295
Nov Dec Jan Feb
438 614
396 598
198 357
267 458
876 1135
182 360
105 259
516 810
435 698
405 654
411 508
345 580
512 778
140 253
217 416
317 425
319 564
321 567
147 255
237 406
270 450
711 958
861 1204
792 1132
1139 1413
771 1051
699 1082
663 1026
510 831
154 304
129 276
0 18
5 48
177 334
60 163
387 611
282 494
280 481
225 412
208 361
762 1054
747 961
873 1184
492 784
765 1147
759 1128
666 1017
570 871
759 1122
642 986
740 1104
681 1023
614 485
623 491
412 290
483 360
1231 1014
425 275
318 167
879 716
775 571
719 543
552 465
629 400
799 619
328 244
447 243
467 406
617 423
614 403
317 247
462 336
487 342
1042 854
1271 1002
1271 924
1470 1285
1104 865
1178 1050
1113 1005
884 770
352 263
303 226
28 24
57 48
383 275
201 148
632 515
521 412
497 391
424 330
359 299
1169 868
1060 815
1333 1022
856 683
1243 1053
1240 1028
1116 907
939 770
1260 1036
1051 893
1239 976
1107 913
Mar April
381
378
209
265
949
175
88
519
418
401
493
304
477
212
124
437
336
317
223
317
308
797
859
738
1245
775
871
865
606
184
154
7
15
203
102
392
308
275
238
178
719
663
880
523
868
828
713
589
874
725
860
715
128
128
40
66
687
62
14
247
127
122
432
145
267
129
26
413
117
196
151
279
229
492
615
402
990
456
528
567
314
33
14
0
0
45
0
135
62
62
43
52
453
408
561
182
507
435
350
251
516
375
502
371
May
25
30
0
0
465
0
0
86
24
18
375
43
120
68
3
415
51
85
97
248
137
266
394
145
740
203
201
261
80
0
0
0
0
0
0
24
0
0
0
5
249
222
317
47
229
192
127
90
226
140
245
145
June
0
0
0
0
212
0
0
7
0
0
282
0
18
19
0
363
0
5
43
180
46
60
139
23
434
27
31
52
0
0
0
0
0
0
0
0
0
0
0
1
92
68
136
0
58
41
14
6
53
16
54
24
351
-------
Table A-l (continued)
State
Iowa
Kan.
Ky.
La.
Me.
Md.
Mass.
Mich.
Minn.
Miss.
Mo.
Mont.
Neb.
Station
Charles City
Davenport
Oes Moines
Dubuque
Keokuk
Sioux City
Concord! a
"Dodge 6ity
lola
Topeka
Wichita
Louisville
Lexington
New Orleans
Shreveport
Eastport
Greenville
Portland
Baltimore
Boston
Fitchburg
Nantucket
Alpena
Detroit-Willow Run
Detroit City
Escanaba
Grand Rapids
Houghton
Lans iixg
Ludington
Marquette
Sault Ste. Marie
Duluth
Minneapolis
Moorhead
St. Paul
Corinth
Meridian
Vicksburg
Columbia
Hannibal
Kansas City
St. Louis
Springfield
Billings
Harve
Helena
Kalispell
Miles City
Missoula
Drexel
Lincoln
North Platte
Omaha
Valentine
July
17
0
0
8
1
8
0
0
0
0
0
0
0
0
0
141
69
15
0
0
12
22
50
0
0
62
0
70
13
41
69
109
66
8
20
12
0
0
0
0
1
0
0
0
8
20
51
47
6
22
4
0
7
0
11
Aug.
30
7
6
28
3
17
0
0
1
0
0
0
0
0
0
136
113
56
0
7
29
34
85
10
8
95
20
94
33
55
87
126
91
17
47
21
1
0
0
6
3
0
0
8
20
38
78
83
11
57
6
7
11
5
10
Sept
151
79
89
149
71
128
55
40
40
42
32
41
56
0
0
261
315
199
29
77
144
111
215
96
96
247
105
268
140
182
236
298
277
157
240
154
13
0
0
62
66
44
38
61
194
270
359
326
187
292
95
79
120
88
145
Oct
444
320
346
444
303
405
277
262
236
242
219
206
259
5
53
521
642
515
207
315
432
372
530
393
381
555
394
582
455
472
543
639
614
459
607
459
142
90
51
262
288
240
202
249
497
564
598
639
525
623
405
310
425
331
461
Nov Dec
912 1352
756 1147
777 1178
882 1290
680 1077
885 1290
687 1029
669 980
579 930
630 977
597 915
549 849
636 933
141 283
305 490
798 1206
1012 1464
825 1238
489 812
618 998
774 1139
615 924
864 1218
759 1125
747 1101
933 1321
756 1107
965 1355
813 1175
794 1135
933 1299
1005 1398
1092 1550
960 1414
1105 1609
951 1401
418 669
338 528
268 456
654 989
652 1037
621 970
570 893
615 908
876 1172
1023 1383
969 1215
990 1249
966 1373
993 1263
788 1271
741 1113
846 1172
783 1166
891 1212
Jan Feb
1494 1240
1262 1044
1308 1072
1414 1187
1191 1025
1423 1170
1144 899
1076 840
1026 817
1088 851
1023 778
911 762
1008 854
341 223
550 386
1333 1201
1625 1443
1373 1218
880 776
1113 1002
1240 1137
1020 949
1358 1263
1231 1089
1203 1972
1473 1327
1215 1086
1535 1421
1277 1142
1271 1183
1435 1291
1587 1442
1696 1448
1562 1310
1815 1555
1553 1305
696 570
561 413
507 374
1091 876
1139 980
1085 851
983 792
1001 790
1305 1089
1513 1291
1438 1114
1386 1120
1516 1257
1414 1100
1353 1096
1240 1000
1271 1016
1302 1058
1361 1100
Mar
1001
834
849
983
761
930
725
694
599
669
619
605
710
163
272
1063
1251
1039
611
849
940
880
1156
915
927
1203
939
1251
986
1056
1181
1302
1252
1057
1225
1051
396
309
273
698
710
666
620
632
958
1076
992
970
1048
939
843
794
887
831
970
April
537
432
425
543
397
474
341
347
232
295
280
270
368
19
61
774
842
693
326
534
572
642
762
552
558
804
546
820
591
698
789
846
801
570
679
564
149
85
71
326
374
292
270
295
564
597
660
639
570
609
493
377
489
389
543
May
256
175
183
267
136
228
146
135
98
112
101
86
140
0
0
524
468
394
73
236
254
394
437
244
251
471
248
474
287
418
477
499
487
259
327
256
32
9
0
135
128
111
94
118
304
313
427
391
285
365
219
172
243
175
288
June
70
35
41
76
18
54
20
15
8
13
7
0
15
0
0
288
194
117
0
42
70
139
135
55
60
166
58
195
70
153
189
224
200
SO
98
77
1
0
0
14
15
8
7
16
119
125
225
215
106
176
38
32
59
32
83
352
-------
Table A-l (continued)
State
Nev.
N.H.
N.J.
N.M.
N.Y.
N.C,
N.D.
Ohio
Okla.
Ore.
Pa.
R.I.
S.C.
Station
Reno
Tonopah
Winnenucca
Concord
Atlantic City
Cape May
Newark
Sandy Hook
Trenton
Albuquerque
Roswell
Santa Fe
Albany
Binghatnton
Buffalo
Canton
Ithaca
New York
Oswego
Rochester
Syracuse
Asheville
Charlotte
Hatteras
Manteo
Raleigh
Wilmington
Bismarck
Devils Lake
Grand Porks
Willtston
Cincinnati
Cleveland
Columbus
Dayton
Sandusky
Toledo
Broken Arrow
Oklahoma City
Baker
Medford
Portland
Roseburg
Erie
Harrisburg
Philadelphia
Pittsburgh
Reading
Scranton
Block Islandr
Narragansett Pier
Providence
Charleston
Columbia
Due West
Greenville
July
27
0
0
11
0
1
0
1
0
0
0
12
0
0
1&
27
17
0
20
9
0
0
0
0
0
0
0
29
47
32
29
0
0
0
0
0
0
0
0
25
0
13
14
0
0
0
0
0
0
6
1
0
0
0
0
0
AUR
61
5
17
57
0
2
0
2
0
0
0
15
6
36
30
61
40
0
39
34
29
0
0
0
0
0
0
37
61
60
42
0
9
0
5
0
12
0
0
47
0
14
10
17
0
0
0
5
18
21
26
7
0
0
0
0
Sept
165
96
180
192
29
38
47
40
55
10
8
129
98
141
122
219
156
31
139
133
117
50
7
0
7
10
0
227
276
274
261
42
60
59
74
66
102
28
12
255
77
85
98
76
69
33
56
57
115
88
121
68
0
0
9
10
Oct
443
422
508
527
230
221
301
268
285
218
156
451
388
428
433
550
451
250
430
440
396
262
147
63
113
118
73
598
654
663
605
222
311
299
324
327
387
169
149
518
326
280
288
352
308
219
298
285
389
330
366
330
34
76
142
131
Nov Dec
744 986
723 995
822 1085
849 1271
507 831
527 852
603 961
579 921
582 930
630 899
501 750
772 1071
708 1113
735 1113
753 1116
898 1368
770 1129
552 902
738 1132
759 1141
714 1113
552 769
438 682
244 481
358 595
387 651
288 508
1098 1535
1197 1558
1160 1631
1101 1528
567 880
636 995
654 983
693 1032
684 1039
756 1119
513 805
459 747
852 1138
624 822
534 701
531 694
672 1020
630 964
516 856
612 924
588 936
693 1057
591 927
691 1012
624 986
214 410
308 524
393 594
411 648
Jan Feb
1048 804
1082 860
1153 854
1392 1226
905 829
936 876
1039 932
1016 973
1004 904
970 714
787 566
1094 892
1234 1103
1218 1100
1225 1128
1516 1385
1236 1156
1001 910
1249 1134
1249 1148
1225 1117
794 678
704 577
527 487
642 594
691 577
533 463
1730 1464
1866 1576
1895 1608
1705 1442
942 812
1101 977
1051 907
1094 941
1122 997
1197 1056
881 646
843 630
1268 972
862 627
791 594
744 563
1128 1039
1051 921
933 837
992 879
1017 902
1141 1028
1026 955
1113 1074
1076 972
445 363
538 443
651 491
673 552
Mar
756
763
794
1029
729
737
760
833
735
589
443
786
905
927
992
1139
978
747
995
992
955
572
449
394
469
440
347
1187
1314
1298
1194
645
846
741
781
853
905
506
472
837
552
515
508
911
750
667
735
725
849
865
916
809
260
318
411
442
April
519
504
546
660
468
459
450
499
429
289
185
544
531
570
636
695
606
435
654
615
570
285
172
171
249
172
104
657
750
718
663
314
510
408
435
513
555
212
169
591
381
347
366
573
423
369
402
411
516
603
622
507
43
77
158
161
May
318
272
299
316
189
188
148
206
133
70
28
297
202
240
315
340
292
130
355
289
247
105
29
25
75
29
7
355
394
359
360
103
223
153
179
217
245
61
38
384
207
199
223
273
128
93
137
123
196
335
342
197
0
0
39
32
June
165
91
111
82
24
33
11
31
11
0
0
60
31
48
72
107
83
7
90
54
37
5
0
0
7
0
0
116
137
123
138
0
49
22
39
41
60
5
0
200
69
70
83
55
14
0
13
11
35
96
113
31
0
0
2
0
353
-------
Table A-l (continued)
State
S.D.
Term.
Texas
Utah
Vt.
Va.
Wash.
W.Va.
Wis.
Wyo.
Station
Huron
Pierre
Rapid City
Chattanooga
Knoxville
Memphis
Nashville
Abilene
Amarillo
Austin
Brownsville
Corpus Christ!
Dallas
Del Rio
El Paso
Fort tforth
Galveston
Houston
Palestine
Port Arthur
San Antonio
Taylor
Mo clena
Salt Lake City
Burlington
Northfield
Cape Henry
Lynchburg
Norfolk
Richmond
Wytheville
North Head L.H.
Reservation
Seattle
Spokane
Tacoma
Tatoosh Island
Walla Walla
Yakiraa
Elkins
Parkersburg
Green Bay
La Crosse
Madison
Milwaukee
Wausau
Cheyenne
Lander
Yellowstone Park
July
10
4
32
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6
0
19
62
0
0
0
0
7
239
49
17
66
295
0
0
9
0
32
11
10
11
26
33
7
125
Aug
16
11
24
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
0
47
112
0
0
0
0
13
205
45
28
62
288
0
7
31
0
58
20
30
24
58
39
23
173
Sept
149
136
193
24
33
13
22
5
37
0
0
0
0
0
0
0
0
0
0
0
0
2
156
61
172
283
0
49
5
31
82
234
134
205
177
315
93
150
122
56
183
152
137
112
216
241
244
424
Oct
472
438
500
169
179
98
154
98
240
30
0
0
53
26
70
58
0
0
45
8
25
56
499
330
521
602
120
236
118
181
352
341
329
508
375
406
308
446
412
272
515
447
419
397
568
577
632
759
Nov Dec
975 1407
887 1317
891 1218
477 710
498 744
392 639
471 725
350 595
594 859
214 402
59 159
113 252
299 518
188 371
390 626
299 533
131 271
162 303
260 440
170 315
201 374
234 462
832 1142
714 995
858 1308
947 1389
366 648
531 809
354 636
456 750
662 916
486 636
540 679
879 1113
579 719
528 648
675 890
807 1066
726 995
600 896
945 1392
921 1380
864 1287
795 1.184
982 1427
897 1125
1050 1383
1079 1386
Jan Feb
1597 1327
1460 1253
1361 1151
725 588
760 630
716 574
778 636
673 479
921 711
484 322
219 106
330 192
607 432
419 235
670 445
622 446
356 247
378 240
531 368
381 258
462 293
494 375
1190 944
1119 857
1460 1313
1524 1384
698 636
846 722
679 602
787 695
945 836
704 585
753 602
1243 988
797 636
713 610
1023 748
1181 862
1017 910
949 826
1516 1336
1528 1280
1417 1207
1302 1117
1594 1381
1225 1044
1494 1179
1464 1252
Mar
1032
971
1045
467
500
423
498
344
586
211
74
118
288
147
330
308
176
166
265
181
190
214
816
701
1107
1176
512
584
464
529
677
598
558
834
595
629
564
660
797
672
1132
1035
1011
961
1147
1029
1045
1165
April
558
516
615
179
196
131
186
113
298
50
0
6
75
21
110
90
30
27
71
27
34
64
567
414
681
754
267
289
220
254
410
492
396
561
435
525
338
408
477
347
696
552
573
606
680
717
687
841
May
279
233
357
45
50
20
43
0
99
0
0
0
0
0
0
5
0
0
0
0
0
8
338
208
307
405
60
82
41
57
168
406
246
330
282
437
171
205
224
119
347
250
266
335
315
315
396
603
June
80
52
148
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0-'
0
0
0
0
97
64
72
166
0
5
0
0
35
285
107
146
143
330
38
53
53
13
107
74
79
100
100
100
163
334
Source: American Society of Heating and Air Conditioning Engineers,
"Heating, Ventilating, Air Conditioning Guide," Annual
Publication (Ref. 1).
354
-------
Table A-2. GUIDE FOR ESTABLISHING WATER USAGE
IN COMMERCIAL SUBAREAS
Commercial
category
Barber Shops
Beauty Shops
Bus-Rail Depots
Car Washes
Churches
Golf-Swim Clubs
Bowling Alleys
Colleges Resid.
Hospitals
Hotels
Laundromats
Laundries
Medical Offices
Motels
Drive- In Movies
Nursing Homes
New Office Bldgs.
Old Office Bldgs.
Jails and Prisons
Restaurants
Drive- In Restaurants
Parameter
Barber Chair
Station
Sq ft
Inside Sq ft
Member
Member
Alley
Student
Bed
Sq ft
Sq ft
Sq ft
Sq ft
Sq ft unit
Car Stall
Bed
Sq ft
Sq ft
Occupant
Person
Seat
Car Stalls
Coefficients, mean
annual water use,
gpd/unit of parameter
97.5
532.0
5.0
4.78
0.14
33.3-100.0
200.0
179.0
150.0-559.0
0.256
6.39
0.64
0.62
0.33
8.0
75.0-209.0
0.16
0.27
10.0-15.0
200.0
10.0-90.0
109.0
355
-------
Table A-2 (continued)
Commercial
category
Night Clubs
Retail Space
Schools, Elementary
Schools , High
YMCA-YWCA
Service Stations
Theaters
Apartments
Shopping Centers
Parameter
Person Served
Sale Sq ft
Student
Student
Person
Inside Sq ft
Employee
Seat
Dwelling Unit
Sq ft
Coefficients, mean
annual water use ,
gpd/unit of parameter
2.0
0.16
6.0-15.0
10.0-19.9
50.0
0.49
30.0
5.0
50.0-195.0
0.20
Sources: Hittman Associates, Inc., "A System for Calculating and
Evaluating Municipal Water Requirements" (Ref. 2); and
F. P. Linaweaver and J. C. Geyer, "Commercial Water Use
Project," Johns Hopkins University, Baltimore, Maryland.
356
-------
Table A-3. GUIDE FOR ESTABLISHING WATER USAGE
IN INDUSTRIAL SUBAREAS
Industrial
category
Meat Products
Dairies
Can, Frozen Food
Grain Mills
Bakery Products
Sugar
Candy
Beverages
Miscellaneous Foods
Cigarettes
Weaving, Cotton
Weaving, Synthetics
Weaving, Wool
Knitting Mills
Textile Finish
Floor Covering
Yarn-Thread Mill
Miscellaneous Textile
Whit Apparel Industry
Saw-Planning Mill
Millwork
Wood Containers
Miscellaneous Wood
Home Furniture
Furniture Fixture
Pulp Mills
Paper Mills
Paperboard Mills
Paper Products
Paperboard Boxes
Building Paper Mills
Whl. Print Industry
Basic Chemicals
Fibers, Plastic
Drugs
Soap-Toilet Goods
Paint Allied Products
Gum-Wood Chemicals
Agricultural Chcm.
Miscellaneous Chemicals
Standard
Industrial
Classification Number
201
202
203
204
205
206
207
208
209
211
221
222
223
225
226
227
228
229
230
242
243
244
249
251
259
261
262
263
264
265
266
270
281
282
283
284
285
286
287
2C9
Mean Annual
Usage Coefficients
gpd/employee
903.890
791.350
784,739
488.249
220.608
1433,611
244.306
1144.868
1077.360
193.613
171.434
344.259
464.439
273.429
810.741
297.392
63.558
346,976
20.000
223.822
316.420
238.000
144.745
122.178
122,178
13494.110
2433.856
2464.478
435.790
154.804
583.355
15.000
2744,401
864.892
457.356
672.043
845.725
332.895
449.836
984.415
357
-------
Table A-3 (continued)
Standard
Industrial Industrial
category Classification Number
Petroleum Refining
Paving-Roofing
Tires, Tubes
Rubber Footware
Reclaimed Rubber
Rubber Products
Plastic Products
Leather Tanning
Flat Glass
Pressed, Blown Glassware
Products of Purchased Glass
Cement, Hydraulic
Structural Clay
Pottery Products
Cement, Plaster
Cut Stone Products
Non-Metallic Mineral
Steel-Rolling
Iron, Steel Foundries
Prime Noii~Ferrou3
Secondary Non-Ferrous
Non-Ferrous Rolling
Non-Ferrous Foundries
Prime Metal Industries
Metal Cans
Cutlery, Hardware
Plumbing, Heating
Structure, Metal
Screw Machine
Metal Stamping
Metal Service
Fabricated Wire
Fabricated Metal
Engines, Turbines
Farm Machinery
Construction Equipment
291
295
301
302
303
306
307
311
321
322
323
32/i
325
326
327
328
329
331
332
333
334
335
336
339
341
342
343
344
345
346
347
348
349
351
352
353
Mean Annual
Usage Coefficients
gpd/employee
3141.100
829.592
375.211
82.592
1031.523
371.956
527,784
899.500
590.140
340.753
872.246
279.469
698.197
326.975
353,787
534.789
439.561
494.356
411.052
716.626
1016.596
675,475
969.586
498.331
162,547
459,300
411.576
319.875
433.193
463.209
1806.611
343.367
271.186
197.418
320.704
218.365
358
-------
Table A-3 (continued)
Standard
Industrial Industrial
category Classification Number
Metalwork, Machinery
Special Industry Machinery
General Industrial Machinery
Office Machines
Service Industrial Machine
Miscellaneous Machines
Electric Distribution Products
Electric Industrial Apparatus
Home Appliances
Light-Wiring Fixtures
Radio TV Receiving
Communication Equipment
Electronic Comp.
Electric Product
Motor Vehicles
Aircraft and Parts
Ship and Boat Building
Railroad Equipment
Motorcycle, Bike
Scientific Instruments
Mechanical Measure
Medical Instrument
Photo Equipment
Watches, decks
Jewelry, Silver
Toys, Sport Goods
Costume Jewelry
Miscellaneous Manufacturing
Miscellaneous Manufacturing
354
355
356
357
358
359
361
362
363
364
365
366
367
369
371
372
373
374
375
381
383
384
386
387
391
394
396
398
399
Mean Annual
Usage Coefficients
gpd/employee
196.255
290.494
246.689
138.025
334.203
238.839
272.001
336.016
411.914
369.592
235.763
86.270
203.289
393.272
318.233
154.769
166.074
238.798
414.858
181.007
237,021
506.325
120.253
164.815
306.491
213.907
423.124
258.270
258.270
Source: Hittman Associates, Inc., "A System for Calculating and
Evaluating Municipal Water Requirements" (Ref. 2).
359
-------
Accession Number
Subject Fivld & Group
013B
SELECTED WATER RESOURCES ABSTRACTS
INPUT TRANSACTION FORM
Organization
Metcalf & Eddy, Inc., Palo Alto, California
Florida University, Gainesville, Dept. of Environmental Engineering
Water Resources Engineers, Inc., Walnut Creek. California
Title
STORM WATER MANAGEMENT MODEL
10
Authors)
Lager, John A.,
Pyatt, Edwin E., and
Shubinski, Robert P.
16
Project Designation
EPA Contract Nos. 14-12-501, 502, 503
21
Note
Set of four volumes: Volume I - Final Report,
Volume II - Verification and Testing, Volume III
User's Manual, Volume IV - Program Listing
22
Citation
23 I Descriptors (Starred First)
—•—water Quality Control*, Computer Model*, Storm Water*, Simulation Analysis, Rainfall-
Runoff Relationships, Sewerage, storage, Waste Water Treatment, Cost Benefit Analysis
25
Identifiers (Starred First)
Combined Sewer Overflows*, Urban Runoff
27
Abstract
A comprehensive mathematical model, capable of representing urban storm water runoff,
has been developed to assist administrators and engineers in the planning, evaluation,
and management 'of overflow abatement alternatives. Hydrographs and pollutographs
(time varying quality concentrations or mass values) were generated for real storm
events and systems from points of origin in real time sequence to points of disposal
(including travel in receiving waters) with user options for intermediate storage
and/or treatment facilities. Both combined and separate sewerage systems may be
evaluated. Internal cost routines and receiving water quality output assisted in
direct cost-benefit analysis of alternate programs of water quality enhancement.
Demonstration and verification runs on selected catchments, varying in size from
180 to 5,400 acres, in four U.S. cities (approximately 20 storm events, total) were
used to test and debug the model. The amount of pollutants released varied significantly
with the real time occurrence, runoff intensity duration, pre-storm history, land
use, and maintenance. Storage-treatment combinations offered best cost-effectiveness
ratios. A user's manual and complete program listing were prepared.
Abstractor
John
A.
Lager
Institution
Project
Manaaer,
Metcalf
&
Eddy,
Inr.
WR:I02 (REV. JULY «••»!
WRSIC
U.S. DEPARTMENT OF THE INTERIOR
WASHINOTON. D. C. 20240
«U.S. GOVERNMENT PRINTING OFFICE: 1972 484-485/Z09 1-3
-------
Continued from inside front cover....
11022 08/67
11023 09/67
11020 12/67
11023 05/68
11031 08/68
11030 DNS 01/69
11020 DIH 06/69
11020 DES 06/69
11020 06/69
11020 EXV 07/69
11020 DIG 08/69
11023 DPI 08/69
11020 DGZ 10/69
11020 EKO 10/69
11020 10/69
11024 FKN 11/69
11020 DWF 12/69
11000 01/70
11020 FKI 01/70
11024 DOK 02/70
11023 FDD 03/70
11024 DMS 05/70
11023 EVO 06/70
11024 06/70
11034 FKL 07/70
11022 DMU 07/70
11024 EJC 07/70
11020 08/70
11022 DMU 08/70
11023 08/70
11023 FIX 08/70
11024 EXF 08/70
Phase I - Feasibility of a Periodic Flushing System for
Combined Sewer Cleaning
Demonstrate Feasibility of the Use of Ultrasonic Filtration
in Treating the Overflows from Combined and/or Storm Sewers
Problems of Combined Sewer Facilities and Overflows, 1967
(WP-20-11)
Feasibility of a Stabilization-Retention Basin in Lake Erie
at Cleveland, Ohio
The Beneficial Use of Storm Water
Water Pollution Aspects of Urban Runoff, (WP-20-15)
Improved Sealants for Infiltration Control, (WP-20-18)
Selected Urban Storm Water Runoff Abstracts, (WP-20-21)
Sewer Infiltration Reduction by Zone Pumping, (DAST-9)
Strainer/Filter Treatment of Combined Sewer Overflows,
(WP-20-16)
Polymers for Sewer Flow Control, (WP-20-22)
Rapid-Flow Filter for Sewer Overflows
Design of a Combined Sewer Fluidic Regulator, (DAST-13)
Combined Sewer Separation Using Pressure Sewers, (ORD-4)
Crazed Resin Filtration of Combined Sewer Overflows, (DAST-4)
Stream Pollution and Abatement from Combined Sewer Overflows •
Bucyrus, Ohio, (DAST-32)
Control of Pollution bjr Underwater Storage
Storm and Combined Sewer Demonstration Projects -
January 1970 -
Dissolved Air Flotation Treatment of Combined Sewer
Overflows, (WP-20-17)
Proposed Combined Sewer Control by Electrode Potential
Rotary Vibratory Fine Screening of Combined Sewer Overflows,
(DAST-5)
Engineering Investigation of Sewer Overflow Problem -
Roanoke, Virginia
Microstraining and Disinfection of Combined Sewer Overflows
Combined Sewer Overflow Abatement Technology
Storm Water Pollution from Urban Land Activity
Combined Sewer Regulator Overflow Facilities
Selected Urban Storm Water Abstracts, July 1968 -
June 1970
Combined Sewer Overflow Seminar Papers
Combined Sewer Regulation and Management - A Manual of
Practice
Retention Basin Control of Combined Sewer Overflows
Conceptual Engineering Report - Kingman Lake Project
Combined Sewer Overflow Abatement Alternatives -
Washington, D.C.
------- |