EPA-670/2-75-017^
March 1975
Environmental Protection Technology Series
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EPA-670/2-75-017
March 1975
STORM WATER MANAGEMENT MODEL
USER'S MANUAL
Version II
By
Wayne C. Huber, James P. Heaney, Miguel A. Medina,
W. Alan Peltz, Hasan Sheikh, and George F. Smith
Department of Environmental Engineering Sciences
University of Florida
Gainesville, Florida 32611
Project No. R-802411
Program Element No. 1BB034
Project Officer
Chi-Yuan Fan
Storm and Combined Sewer Section (Edison, New Jersey)
Advanced Waste Treatment Research Laboratory
National Environmental Research Center
Cincinnati, Ohio 45268
: ••.-' • ' i !^ .':••"on Agency
(JI.K-^O, ..mijis C0b04 .4,-"'
NATIONAL ENVIRONMENTAL RESEARCH CENTER
OFFICE OF RESEARCH AND DEVELOPMENT
U.S. ENVIRONMENTAL PROTECTION AGENCY
CINCINNATI, OHIO 45268
For Bale by the Superintendent of Documents, U.S. Government
Printing Office, Washington, D.C. 20402
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REVIEW NOTICE
The National Environmental Research Center—Cincinnati
has reviewed this report and approved its publication. Approval
does not signify that the contents necessarily reflect the
views and policies of the U.S. Environmental Protection Agency,
nor does mention of trade names or commercial products con-
stitute endorsement or recommendation for use.
Fnvlronmer-t".! Protection Agency
ii
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FOREWORD
Man and his environment must be protected from the adverse
effects of pesticides, radiation, noise and other forms of pollution,
and the unwise management of solid waste. Efforts to protect the
environment require a focus that recognizes the interplay between
the components of our physical environment—air, water, and land.
The National Environmental Research Centers provide this multi-
disciplinary focus through programs engaged in
0 studies on the effects of environmental contaminants
on man and the biosphere, and
0 a search for ways to prevent contamination and to recycle
valuable resources.
This study describes the use of the EPA Storm Water Management Model
(SWMM) for aiding in planning abatement alternatives due to overflows
of combined sewer and storm water runoff in urban areas. The material
supersedes the original User's Manual for the SWMM and reflects the
latest updating and modifications to the Model.
A. W. Breidenbach, Ph.D.
Director
National Environmental
Research Center, Cincinnati
iii
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ABSTRACT
A comprehensive mathematical model (the EPA Storm Water Management
Model (SWMM)) capable of representing urban stormwater runoff and
combined sewer overflow phenoma was developed. SWMM portrays
correctional devices in the form of user-selected options for storage
and/or treatment with associated estimates of cost. Effectiveness
is portrayed by computed treatment efficiencies and modeled changes
in receiving water quality. The original project report published
in 1971 is divided into four volumes: Volume I, "Final Report,"
Volume II, "Verification and Testing," Volume III, "User's Manual,"
and Volume IV, "Program Listing" (EPA Report Nos. 11024 DOC 07/71,
11024 DOC 08/71, 11024 DOC 09/71, and 11024 DOC 10/71, respectively).
Effort on modification and improvement of the SWMM has been, and is
being continued since its release. As a result, this official
"Release 2" of the SWMM includes additional program components, i.e.,
new runoff routine, urban erosion prediction, new treatment process
performance and cost functions, and new receiving water quality.
This report provides a revised and improved User's Manual to accompany
"Release 2" program. As much as possible, instructions for input
formats have been kept the same as in the original User's Manual,
Volume III.
This report was submitted in partial fulfillment of Project R-802411
by the University of Florida under the sponsorship of the Environ-
mental Protection Agency. Work was completed as of August 1974.
iv
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CONTENTS
Abstract iv
List of Figures vii
List of Tables x
Acknowledgments xv
Sections
1 Introduction 1
Problems of Urban Runoff 1
Urban Runoff Models 1
Development of the Storm Water Management Model . 3
Overall SWMM Description 4
User Requirements 9
References 11
2 Initial Job Set-Up 13
Computer System Requirements 13
Program Compilation and Execution Time and Cost . 13
Job Control Language (JCL) 13
Overlay Procedures 17
Dummy Subroutines 17
Data Sets 17
Scratch Data Sets 17
Permanent Data Sets 20
3 Executive Block 21
Block Description 21
Instructions for Data Preparation 23
4 Combine Block 35
Block Description 35
Instructions for Data Preparation 35
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CONTENTS (continued)
Sections
5 Runoff Block 41
Block Description 41
Instructions for Data Preparation 44
Sample Application 88
Runoff Calibration and Sensitivity 101
References 106
6 Transport Block 108
Block Description 108
Instructions for Data Preparation 113
Sample Runs 187
References 216
7 Storage/Treatment Block 217
Block Description 217
Instructions for Data Preparation 221
Sample Runs 251
Calibration of Storage/Treatment Block 257
References 268
8 Receiving Water Block 269
Block Description 269
Instructions for Data Preparation 273
Sample Run 313
References 337
9 Glossary 338
10 Appendix A 341
vi
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FIGURES
No. Page
1-1 Overview of Model Structure 6
3-1 Master Programming Routine 22
3-2 Data Deck for the Executive Block 26
4-1 Combination of SWMM Runs for Overall Lancaster
Simulation 36
4-2 Hypothetical Drainage Network 38
4-3 Hypothetical Drainage Network 38
5-1 Runoff Block 42
5-2 Northwood (Baltimore) Drainage Basin "Fine" Plan . . 46
5-3 Northwood (Baltimore) Drainage Basin "Coarse" Plan . 47
5-4 Standard Infiltration-Capacity Curves for Pervious
Surface 49
5-5 Idealized Subcatchment-Gutter Arrangement 52
5-6 Irregular Shaped Subcatchment-Drainage Conduit
Arrangement 53
5-7 Soil Erodibility Nomograph 61
5-8 Data Deck for the Runoff Block 73
5-9 Sample Application Study Area 89
5-10 Sample Application Subcatchment Boundaries 90
5-11 Inlet Hydrograph 95
vii
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FIGURES (continued)
No. Page
6-1 Transport Block 109
6-2 Data Deck for the Transport Block 114
6-3 The Intersection of the Straight Line and the
Normalized Flow-Area Curve as Determined
in Route 116
6-4 Sewer Cross-Sections 121
6-5 Cunnette Section 127
6-6 Typical Drainage Basin in which Infiltration is
to be Estimated 134
6-7 Components of Infiltration 135
6-8 Prescribed Melting Period 137
6-9 Determination of Subcatchment and Identification to
Estimate Sewage at 8 Points V.-N. . . . 143
6-10 Representative Daily Flow Variation 148
6-11 Representative Hourly Flow Variation 148
6-12 North Lancaster, Pennsylvania, Drainage District . . 188
6-13 Schematic of Smithville Test Area 211
7-1 Storage Block 218
7-2 Options Available in Revised Treatment Model .... 220
7-3 Data Deck for Storage Block 226
7-4 Example 2. Input and Output Quantity and Quality. . 264
viii
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FIGURES (continued)
No. Page
8-1 Programs of the Receiving Water Block ........ 270
8-2 Data Deck for Receiving Water Block ......... 274
8-3 Hypothetical Receiving Water Illustrating Various
Forms of Schematization ............. 276
8-4 Schematization of Portion of St. Johns River
of Jacksonville, Florida ............. 277
8-5 Semi -Diurnal Tide at Mouth of St. Johns River at
Mayport, Florida, August 1, 1970 ......... 282
8-6 Variation of Manning's Roughness with Depth of
Flow Over Sawgrass in the Florida Everglades. . . 284
8-7 Schematization of the St. Johns River for Receiving
Simulation
8-8 Stages at Junction 5 (Dame Pt.), Day 1 ....... 325
ix
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TABLES
No.
2-1
2-2
3-1
3-2
3-3
3-4
4-1
5-1
5-2
5-3
5-4
5-5
5-6
5-7
5-8
5-9
5-10
5-11
Sample Program Compilation and Execution
Time and Cost
Sample JCL Required to Run SWMM on an IBM 370/165 .
Summary of Control Words and Corresponding Action
for Main Program
Executive Block Card Data
Executive Block Variables
Data Input for North Lancaster, Pennsylvania,
Combine Block Card Data
Estimate of Manning's Roughness Coefficients. . . .
MG Pollutant per Gram of Dust and Dirt for Each
Soil Erodibility Index K Values for Maryland
Soils Series
Cropping Management Factor C
Erosion Control Practice Factor P for Construction
Sites
Runoff Block Variables
Page
14
16
25
27
30
34
39
49
57
58
63
71
72
74
80
87
91
93
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TABLES (continued)
No. Page
5-12 Subcatchment Data .................. 94
5-13 Hydrographs Listed and Total Flow Computations ... 96
5-14 Hydrographs Stored and Quality Input Parameters. . . 97
5-15 Subcatchment Quality Definitions .......... 98
5-16 Summary of Quantity and Quality Results ....... 99
5-17 Quantity and Quality Results at a Specific Location. 100
5-18 Effect on BOD Concentrations (mg/1) at Different
Catchbasin Parameters .............. 105
6-1 Different Element Types Supplied with the Storm
Water Management Model .............. 118
6-2 Summary of Area Relationship and Required Conduit
Dimensions .................... 120
6-3 Parameters Required for Non-Conduits ........ 125
6-4 RINFIL Equations for Three Study Areas ....... 139
6-5 Land Use Classification ............... 145
6-6 Transport Block Card Data .............. 154
6-7 Transport Block Variables .............. 176
6-8 Input Data North Lancaster, Pennsylvania, Drainage
District .....................
6-9 Sequence Numbering for TRANS Example Partial Listing 194
6-10 Element Data for TRANS Example Partial Listing . . . 195
6-11 Infiltration .................... 196
xi
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TABLES (continued)
No. Page
6-12 Dry Weather Flow
6-13 Daily and Hourly Correction Factors for Sewage Data
6-14 Initial Concentrations Prior to Storm 199
6-15 Flows and Concentration Initialized to Dry Weather
Flow 200
6-16 Concentrations After Storm 201
6-17 Pollutant Monitoring Results 202
6-18 Inflows from Runoff Block Partial Listing 203
6-19 Input Pollutographs from Runoff Block Partial
Listing 204
6-20 Outflows from Selected Manholes 205
6-21 Outflow Pollutographs from Selected Manholes. . . . 207
6-22 Outflow Pollutographs from Selected Manholes. . . . 208
6-23 Land Use Data for Smithville Test Area 212
6-24 Data Deck for Smithville Test Area 213
6-25 Assumed Hourly and Daily Variation in Sewage Flow
for Smithville Test Area 214
6-26 Data Output for Smithville Test Area 215
7-1 Default Values Used in Subroutine TRCOST 225
7-2 Storage Block Card Data 227
7-3 Storage/Treatment Variables 238
7-4 Example 1. Card Input Data List. . .„ 252
xii
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TABLES (continued)
No. Page
7-5 Example 1. Control Information Passed from
Transport Block 253
7-6 Example 1. Output of Subroutines TRTDAT and STRDAT £54
7-7 Example 1. Output of Performance per Time Step . . 255
7-8 Example 1. Output' of Summary of Treatment
Effectiveness 256
7-9 Example 2. Card Input Data List 258
7-10 Example 2. Control Information Passed from
Transport Block 259
7-11 Example 2. Output of Subroutine TRTDAT 260
7-12 Example 2. Output of Performance per Time Step . . 261
7-13 Example 2. Output of Summary of Treatment
Effectiveness 262
7-14 Example 2. Output of Summary of Treatment Costs. . 263
7-15 Sensitivity of Sedimentation Unit 265
7-16 Sensitivity of Dissolved Air Flotation Unit .... 266
7-17 Sensitivity of High Rate Filteration 267
8-1 Receiving Water Block Card Data 289
8-2 Receiving Water Variables 306
8-3 Input Data for Receiving Example 315
8-4 Summary of Quantity Control Information and
Tidal Data 318
8-5 Channel Data 319
8-6 Junction Data 320
xiii
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TABLES (continued)
No. Page
8-7 Sample Junction Output, Day 1 321
8-8 Sample Channel Output, Day 1 323
8-9 Sample Junction Output, Day 2 326
8-10 Sample Channel Output, Day 2 327
8-11 Quality Control Information 328
8-12 BOD Input Data 329
8-13 DO Input Data 330
8-14 Chlorides Input Data 331
8-15 Quality Output During Day 1 332
8-16 Summary BOD Output, Day 1 333
8-17 Summary Chlorides Output, Day 1 334
8-18 Summary DO Output, Day 1 335
8-19 Quality Output During Day 2 336
A-l Average Monthly Degree-Days for Cities in the
United States (Base 65° F) 341
A-2 Guide for Establishing Water Usage in Commercial
Subareas 345
A-3 Guide for Establishing Water Usage in Industrial
Subareas 347
xiv
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ACKNOWLEDGEMENTS
The material presented In this report is based on extensions
and revisions of the first version of the Storm Water Manage-
ment Model, and that original work is gratefully acknowledged.
Both Metcalf and Eddy, Incorporated and Water Resources Engi-
neers, Incorporated have continued their model development
efforts, and have contributed to the additional work performed
at the University of Florida. In particular, Drs. Robert
Shubinski and Larry Roesner of WRE and Mr. John Lager of M & E
made many useful suggestions concerning program "Bugs" and
modifications and proposed alterations in the presentation for-
mat. In addition, the Release 2 version of the. Runoff Model
is based on development work by WRE for the Seattle District^
Corps of Engineers.
The guidance and considerable interest of Mssrs. Harry Torno,
Chi-Yuan Fan and Richard Field of the Environmental Protection
Agency has been most beneficial and appreciated. Mssrs. M. T.
Augustine and M. A. Ports of the State of Maryland, Department
of Natural Resources were instrumental in obtaining useful infor-
mation on the Universal Soil Loss Equation. Data for the
Lancaster, Pennsylvania example were obtained through the courtesy
of the City of Lancaster and Meridian Engineering, Incorporated
of Philadelphia. Data for the St. Johns: River example were
obtained with the help of Frederic R. Harris, Incorporated of
Jacksonville.
The extensive typing job was performed with, dedication by-
Ms. Mary Polinski. Ms. Gena Ellis conscientiously drafted many
new figures. Computations were performed at the Northeast Regional
Data Center at the University of Florida.
xv
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SECTION 1
INTRODUCTION
PROBLEMS OF URBAN RUNOFF
An enormous pollution load is placed on streams and other receiving
waters by combined and separate storm sewer overflows. It has been
estimated that the total pounds of pollutants (BOD and suspended
solids) contributed yearly to receiving waters by such overflows is
of the same order of magnitude as that released by all secondary
sewage treatment facilities (2,3). The Environmental Protection
Agency (EPA) has recognized this problem and led and coordinated
efforts to develop and demonstrate pollution abatement procedures.
These procedures include not only improved treatment and storage
facilities, but also possibilities for upstream abatement alterna-
tives such as rooftop and parking lot retention, increased infil-
tration, improved street sweeping, retention basins and catchbasin
cleaning or removal (2). The complexities and costs of proposed
abatement procedures require much time and effort to be expended by
municipalities and others charged with decision making for the
solution of these problems.
It was recognized that an invaluable tool for decision makers would
be a comprehensive mathematical computer simulation program that
would accurately model quantity (flows) and quality (concentrations)
during the total urban rainfall-runoff process. This model would not
only provide an accurate representation of the physical system, but
also provide an opportunity to determine the effect of proposed
pollution abatement procedures. Alternatives could then be tested
on the model, and least cost solutions could be developed.
The resulting EPA Storm Water Management Model is introduced below,
and its use is the subject of this report. However, since its
initial release in 1970, there has been an insurgence of urban runoff
modeling, and it is worthwhile to review briefly objectives and
options pertinent to management of urban stormwater runoff.
URBAN RUNOFF MODELS
Objectives
Models are generally used for studies of quantity and quality problems
associated with urban runoff in which three broad objectives may be
identified: planning, design and operation. Each objective typically
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produces models with somewhat different characteristics, and the
different models overlap to some degree.
Planning Models
Planning models are used for an overall assessment of the urban
runoff problem as well as estimates of the effectiveness and costs
of abatement procedures. They may be used for "first cut" analyses
of the rainfall-runoff process and illustrate trade-offs among
various control options, e.g., treatment versus storage. They are
typified by relatively large time steps (hours) and long simulation
times (months and years). Data requirements are kept to a minimum
and their mathematical complexity is low.
A current example of such a model is the Storage, Treatment, Overflow,
and Runoff Model (STORM) (4,12) developed by the Corps of Engineers
Hydrologic Engineering Center (HEC) and Water Resources Engineers,
Incorporated (WRE) for the City of San Francisco. It utilizes hourly
time steps and precipitation inputs and has simple quantity and quality
prediction procedures based on such parameters as per cent impervious-
ness and land use. Included are the effects of snow melt and soil
erosion as well as treatment and storage options. The output may be used
to illustrate, for example, the frequency and/or volumes of discharges
to receiving waters of untreated urban runoff for a given treatment-
storage combination. STORM has been run for simulation periods of up
to 25 years, depending upon the desired definition of return periods.
A planning model such as STORM may also be run to identify hydrologic
events that may be of special interest for design or other purposes.
These storm events may then be analyzed in detail using a more sophi-
sticated design model. Planning or long-term models may also be used
to generate initial conditions (i.e., antecedent conditions) for input
to design models.
Design Models
Design models are oriented toward the detailed simulation of a single
storm event. They provide a complete description of flow and pollutant
routing from the point of rainfall through the entire urban runoff
system and often into the receiving waters as well. Such models may be
used for accurate predictions of flows and concentrations anywhere in
the rainfall/runoff system and can illustrate the detailed and exact
manner in which abatement procedures or design options affect them.
As such, these models are a highly useful tool for determining least-
cost abatement procedures for both quantity and quality problems in
urban areas. Design models are generally used for simulation of a
single storm event and are typified by short time steps (minutes) and
short simulation times (hours). Data requirements may be moderate to
very extensive depending upon the particular model employed.
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The EPA Storm Water Management Model (8,9,10,11), frequently
abbreviated "SWMM," is an example of a model developed specifi-
cally for simulation of urban quantity and quality processes and
useful for the purposes mentioned above. It is also versatile
enough to be used for certain planning studies or adapted to uses
other than were originally intended. For instance, the surface
runoff portion may be used to simulate natural drainage systems,
and the receiving water portion may be applied to a variety of
natural configurations independent of the urban runoff context.
Use of the SWMM is described in detail in this report.
Many other urban runoff models have been described in the liter-
ature and are too numerous to enumerate here. Examples range
from relatively simple models, e.g., RRL (15), Chicago (6), to
highly complex models that utilize the complete dynamic equations
of motion to simulate every aspect of the drainage systems, e.g.,
the WEE version of the SWMM (13), Hydrograph Volume Method (5),
and Sogreah (14). Many of these other models lack quality calcu-
lations ; of the aforementioned ones, quality routing is included
only in the WRE version of the SWMM. Furthermore, many are either
proprietary or ill-documented. The EPA SWMM is well documented,
widely tested and of a fairly high level of sophistication. In
addition, through its broad use, improvements and updating have
been continuous. It is a widely accepted, detailed simulation model.
Operational Models
Operational models are used to produce actual control decisions
during a storm event. Rainfall is entered from telemetered stations
and the model is used to predict system responses a short time into
the future. Various control options may then be employed, e.g.,
in-system storage, diversions, regulator settings.
These models are frequently developed from sophisticated design
models and applied to a particular system. Examples are operational
models designed for Minneapolis-St. Paul (1) and Seattle (7).
DEVELOPMENT OF THE STORM WATER MANAGEMENT MODEL
Under the sponsorship of the Environmental Protection Agency, a
consortium of contractors — Metcalf and Eddy, Incorporated, the
University of Florida, and Water Resources Engineers, Incorporated —
developed in 1969-70 a comprehensive mathematical model capable of
representing urban stormwater runoff and combined sewer overflow
phenomena. The SWMM portrays correctional devices in the form of
user-selected options for storage and/or treatment with associated
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estimates of cost. Effectiveness is portrayed by computed treat-
ment efficiencies and modeled changes in receiving water quality^
The project report is divided into four volumes. Volume I, the
"Final Report" (8), contains the background, justifications, judg-
ments , and assumptions used in the model development. It further
includes descriptions of unsuccessful modeling techniques that were
attempted and recommendations for forms of user teams to implement
systems analysis techniques most effectively. Although many modifi-
cations and improvements have since been added to the SWMM, the
material in Volume I still accurately describes most of the theory
behind updated versions.
Volume II, "Verification and Testing," (9), describes the methods
and results of the application of the original model to four urban
catchments.
Volume III, the "User's Manual" (10), contains program descriptions,
flow charts, instructions on data preparation and program usage,
and test examples. This present report will replace the old User's
Manual and reflects the extensive updating that has occurred since
the completion of the SWMM project in September, 1970.
Volume IV, "Program Listing" (11), lists the entire original program
and Job Control Language (JCL) as used in the demonstration runs.
Since many routines in the updated version are similar or identical to
the original, it is still a useful reference.
All three original contractors have continued to modify and improve
the SWMM, as have numerous other users since its release. Through
EPA research grants, the University of Florida has conducted exten-
sive research on urban runoff and SWMM development, and has evolved
into an unofficial "clearinghouse" for SWMM improvements. As a
result, an official "Release 2" of the SWMM has been made in August,
1974. Although it has been prepared for EPA by the University of
Florida, it also relies heavily upon contributions by Water Resources
Engineers and Metcalf and Eddy. This report provides a revised and
improved User's Manual to accompany Release 2. As much as possible,
instructions for input formats have been kept the same as in the
original User's Manual, Volume III (10).
OVERALL SWMM DESCRIPTION
Overview
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
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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 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
arbitrary rainfall hyetographs, 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 using a modified kinematic
wave approach in accordance with Manning's
equation and continuity; it assumes complete
mixing at various inlet points.
3) The correctional devices:
TSTRDT, TSTCST, STORAG, TREAT, and TRCOST
modify hydrographs and pollutographs at
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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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selected points in the sewer system,
accounting for retention time, treatment
efficiency, and other parameters; associ-
ated costs are computed also.
4) The effect (receiving waters):
RECEIV routes hydrographs and pollutographs
through the receiving waters, which may con-
sist of a stream, river, lake, estuary, or
bay.
The quality constituents considered for simulation are the 5-day
BOD, total suspended solids, total coliforms (represented as a
conservative pollutant), and DO. These constituents were selected
on the basis of available supporting data and importance in treat-
ment effectiveness evaluation. In addition, the Runoff Block also
models COD, settleable solids, total nitrogen, phosphate and
grease. However, routing of these parameters through subsequent
blocks usually involves special programming efforts. The contri-
bution of suspended solids by urban erosion processes is also
simulated by the program.
Program Blocks
The adopted programming arrangement consists of a main control and
service block, the Executive Block, a service block (Combine), and
four computational 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) , deter-
mines 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 accomplished on offline devices
(disk/tape/drum) which may be saved for multiple trials or permanent
record.
Combine Block —
This block allows the manipulation of data sets (files stored on
offline devices) in order to aggregate results of previous runs
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for Input into subsequent blocks. In this manner large, complex
drainage systems may be partitioned for simulation in smaller
segments.
Runoff Block —
The Runoff Block computes the stormwater runoff and its charac-
teristics 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 con-
veyance 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 intermediate points. Of
course, the program may also be used strictly for stormwater
routing, with neither DWF nor infiltration.
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 pro-
vided. 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 or
Runoff Blocks directly, or the modified output of the Storage
Block, and computes the resulting hydrodynamics and concentration
distributions in the receiving river, lake, estuary, or bay.
Total Simulation
In principle, the capability exists to run all blocks together in
a given computer execution, although from a practical and sometimes
necessary viewpoint (due to computer core limitations), typical
runs usually involve only one or two computational blocks together
with the Executive Block. Using this approach avoids overlay and,
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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 operation.
2) Instructions on data preparation with
tables for data card input requirements
and an alphabetical list of variables.
3) Examples of the application of procedure
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 ex-
ceeded 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).
USER REQUIREMENTS
Computer Facilities
A large, high-speed computer is required for operation of the SWMM
such as an IBM 360, UNIVAC 1108 or CDC 6600. The largest of the
blocks requires on the order of 90,000 words of storage. Through
considerable efforts, users have been able to adapt portions of the
program to small-core machines such as the IBM 1130, but only with
extensive use of off-line storage and considerable increase in
execution time.
Data Requirements
As will be seen from a review of following sections, the data require-
ments for the SWMM are extensive. Collection of the data from various
municipal and other offices within a city is possible to accomplish
within a few days. However, reduction of the data for input to the
Model is time consuming and may take up to three man-weeks for a large
area (e.g., greater than 2000 acres). On an optimistic note, however,
-------
most of the data reduction is straight forward (e.g., tabulation
of slopes, lengths, diameters, etc., of the sewer system). The
SWMM is flexible enough to allow different modeling approaches to
the same area, and a specific, individual modeling decision up-
stream in the catchment will have little effect on the predicted
results at the outfall.
Verification and Calibration
The SWMM is designed as a "deterministic" model, in that if all
input parameters are accurate, the physics of the processes are
simulated sufficiently well to produce accurate results without
calibration. This concept may fail in practice because the input
data or the numerical methods may not be accurate enough for
most real applications. Furthermore, many computational procedures
within the Model are based upon limited data themselves. For
instance, surface quality predictions are based almost totally on
data from Chicago, and are unlikely to be of universal applicability.
As a result it is essential that some local verification/cali-
bration data be available at specific application sites to lend
credibility to the predictions of any urban runoff model. These
data are usually in the form of measured flows and concentrations
at outfalls or combined sewer overflow locations. Note that quality
measurements without accompanying flows are of little value. The
SWMM has sufficient parameters that may be "adjusted," particularly
in the Runoff Block, such that calibrating the Model against
measured data is usually readily accomplished.
10
-------
REFERENCES
1. Bowers, C. E., Harris, G. S., and A. F. Pabst, "The Real-
Time Computation of Runoff and Storm Flow in the
Minneapolis-St. Paul Interceptor Sewers," St. Anthony
Falls Hydraulic Laboratory, Memo No. M-118, University of
Minnesota, Minneapolis, MN (December 1968).
2. Field, R., and E. J. Struzeski, Jr., "Management and Control
of Combined Sewer Overflows," J. Water Pollution Control
Federation, Volume 44, No. 7 (1972).
3. Gameson, A. L., and R. N. Davidson, "Storm Water Investi-
gations at Northhampton," Institute of Sewage Purifi-
cation, Conference Paper No. 5, Annual Conference, Leandudno,
England (1962) .
4. Hydrologic Engineering Center, Corps of Engineers, "Urban
Storm Water Runoff: STORM," Generalized Computer Program
723-58-L2520, Davis, CA (May 1974).
5. Klym, H. , Koniger, W., Mevius, F., and G. Vogel, "Urban Hydro-
logical Processes, Computer Simulation," Dorsch Consult, Munich,
Toronto (1972).
6. Lanyon, R. F., and J. P. Jackson, "A Streamflow Model for
Metropolitan Planning and Design," ASCE Urban Water Resources
Program, Technical Memo No. 20, ASCE, 345 E 47 St, NY, NY 10017
(January 1974).
7. Leiser, C. P., "Computer Management of a Combined Sewer System,"
Environmental Protection Agency, Report No. EPA-670/2-74-022
(July 1974).
8. Metcalf and Eddy, Inc., University of Florida, and Water
Resources Engineers, Inc., "Storm Water Management Model,
Volume I - Final Report," Environmental Protection Agency,
Water Quality Office, Report No. 11024DOC07/71.
9. Metcalf and Eddy, Inc., University of Florida, and Water
Resources Engineers, Inc., "Storm Water Management Model,
Volume II - Verification and Testing," Environmental
Protection Agency, Water Quality Office, Report No.
11024DOC08/71.
10. Metcalf and Eddy, Inc., University of Florida, and Water
Resources Engineers, Inc., "Storm Water Management Model,
Volume III - User's Manual," Environmental Protection
Agency, Water Quality Office, Report No. 11024DOC09/71.
11
-------
11. Metcalf and Eddy, Inc., University of Florida, and Water
Resources Engineers, Inc., "Storm Water Management Model,
Volume IV - Program Listing," Environmental Protection
Agency, Water Quality Office, Report No. 11024DOC10/71.
12. Roesner, L. A., et al., "A Model for Evaluating Runoff-
Quality in Metropolitan Master Planning," ASCE Urban Water
Resources Research Program, Technical Memo No. 23, ASCE,
345 E 47 St, NY, NY 10017, 72 pp (April 1974).
13. Shubinski, R. P., and L. A. Roesner, "Linked Process Routing
Models," Spring Meeting, American Geophysical Union,
Washington, DC (April 1973).
14. Sogreah, "Mathematical Flow Simulation Model for Urban
Sewerage Systems," Caredas Program, Partial Draft Report,
Sogreah, Grenoble, France (April 1973).
15. Stall, J. B., and M. L. Terstriep, "Storm Sewer Design —
An Evaluation of the RRL Method," Environmental Protection
Agency, Office of Research and Monitoring, EPA-R2-72-068
(October 1973).
12
-------
SECTION 2
INITIAL JOB SET-UP
COMPUTER SYSTEM REQUIREMENTS
The Storm Water Management Model can be run on a machine having
core storage capacity of at least 350K bytes (or equivalent) and
using overlay. In addition, the program uses peripheral storage
devices which may consist of disk, tape, or drum units, depen-
ding on the machine configuration. All parts of the original
program were initially run on at least two machines, the UNIVAC
1108, IBM 360 and flow an IBM 370/165.
PROGRAM COMPILATION AND EXECUTION TIME AND COST
A sample of the compilation and execution times with run costs
for separate program blocks are shown on Table 2-1. This table
illustrates the savings which were made by storing compiled blocks
of the program in a permanent job library (Load Modules). At most
computer installations, there is a daily or monthly charge for
storing Load Modules. If the SWMM is going to be used more than
a few times, it would be advisable to use Load Modules.
From the Central Processing Unit (CPU) and Execution times in this
table a time and cost estimate can be arrived at for different
machines. A systems analyst can obtain these figures.
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 user must supply the necessary JCL. As a rule, JCi is
highly machine dependent; in fact, it often differs on two identical
machines at different installations. Therefore, the SWMM 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 370/165.
It is convenient on these machines to use disk storage devices rather
than tape units because of the inherently faster reading and writing
speed of the former. At most installations, the logical unit
13
-------
Table 2-1. SAMPLE PROGRAM COMPILATION AND EXECUTION TIME AND COST
Program blocks
Runoff8
Quantity only
Quantity and Quality
CPU tlmed
(sec)
10.69
11.12
Uncompiled
g
Execution time
(sec)
10.60
18.56
Costf
C$)
5.48
6.46
CPU timed
(sec)
1.58
1.73
Load module
Execution time
(sec)
10.28
18.89
Costf
($)
4.10
5.61
Transport
Quantity only
Quantity and Quality
29.57
29.90
18.04
39.62
11.11
14.57
2.10
2.15
21.14
39.79
4.70
7.75
Storage/Treatment
Quantity and Quality
2.41
4.54
2.40
Receiving Water
Quantity only
Quantity and Quality
19.38
79.67
18.11
2.17
2.29
78.53
83.16
14.00
15.49
Includes compile, link-edit, and execute.
Includes compile, for dummy subroutines only, link-edit, and execute (all subroutines in object form
on data set) .
Q
All blocks include Executive Block (Load Module form), maximum core storage required for any one block
and the Executive Block is 350K.
Time required for compile and link-edit.
Time required for execution only.
Total cost for running block on University of Florida's IBM 370/165 computer at half the commercial rate.
g
North Lancaster, Pennsylvania, Drainage District, Study No. 3, 100 time steps, integration, period
5 minutes, 66 subcatchments and no gutter/pipe network.
Tlorth Lancaster, Pennsylvania, Drainage District, Study No. 3, 100 time steps, integration period
5 minutes, 147 sewer elements, infiltration and sewage flows to be estimated by model.
TJorth Lancaster, Pennsylvania, Drainage District Treatment Plant, Study No. 3, 100 time steps, integration
period 5 minutes, treatment control options used high rate disinfection device for overflow, bar racks,
sedimentation, biological treatment, and contact tank (cost includes graphing input and output).
^Conestoga River, Lancaster, Pennsylvania, with input from North Treatment Plant and rainfall from Study
No. 3, 3 days simulated, vater quality cycles per day 24, length of integration step 60 seconds,
20 junctions and 19 channels.
14
-------
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 assumption that units 5 and 6 are so
used. Typically, the systems programmers have provided the
necessary JCL for these units and also for the card punch
(usually given the logical unit number of 7). 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 ascertained from the systems programmers at the
installation, since there is considerable variation in unit num-
ber 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.
Table 2-2 shows sample JCL, overlay and preliminary input data
to run the SWMM from a tape. Many users may prefer to store a
compiled version on a disk rather than run from the cards or
tape. This example is for the University of Florida's IBM 370/165,
The following is a description of Table 2-2:
Line "0" is the job card unique to the
University of Florida Computing Center.
Line "1" is the tape mount and setup card.
Lines "2-3" are for execution and overlay
of the SWMM source program.
Lines "4-13" describe the files on the source
tape called MASTER. Example: LABEL = 2
stands for the Runoff Block on the tape.
Lines "14-26" describe the overlay of each
block of the SWMM used.
Lines "27-33" describe scratch disk files
for use in running the SWMM. These could
alternatively be set up as permanent files
if the same input or output is to be used
for another run, for example. An example
of a tape or disk unit number:
//GO.FXXF001 DD... where XX stands for the
symbolic unit number.
15
-------
Table 2-2. SAMPLE OF JCL REQUIRED TO RUN SWMM
ON AN IBM 370/165
0000 //SWMM JOB (1006,31*22,30,15,0),'W. ALAN PELTZ1,CLASS»L
0001 /*SETUP TAPE9,1,MASTER
0002 // EXEC Fl*HCLM,PARM.FORT='SIZE=350K,NOSOURCE,NOMAP',
0003 // PARM.LKEO='LIST,MAP,OVLY1
0001* //FORT.SYSIN DD UNIT-TAPE9,VOL=SER=MASTER,DSN=MAIN,DISP-(OLD,PASS),
0005 // LABEL=1
0006 // DD UNIT-TAPES, VOL=SER-MASTER,DSN=RUNOFF,DISP-(OLD,PASS),
0007 // LABEL-2
0008 // DD UNIT=TAPE9,VOL=SER=MASTER,DSN=TRANSPRT,DISP=(OLD,PASS),
0009 // LABEL-3
0010 // DD UNIT=TAPE9,VOL=SER=MASTER,DSN=STORAGE,DISP=(OLD,PASS),
0011 // LABEL=l*
0012 // DD UNIT=TAPE9,VOL=SER=MASTER,DSN=RECEIVE,DISP-(OLD,PASS),
0013 // LABEL=5
0011* //LKED.SYSIN DD •
0015 OVERLAY ALPHA
0016 INSERT RUNOFF,HYDRO,RHYDRO,QSHED1,WSHED,GUTTER,GQUAL,HCURVE,RECAP
0017 OVERLAY ALPHA
0018 INSERT TRANS,DEPTH ,nPSI";DVJLOAD,F1LTH,F I MPA, FIRST, I NFIL, IN ITAL,PSI
0019 INSERT NEWTON,PR I NT,QUAL,RADH,ROUTE,SLOP,VEL,TSTRDT,TSTORG,TSTCST
0020 INSERT TPLUGS,TSROUT,TINTRP,ACOS
0021 OVERLAY ALPHA
0022 INSERT STORAG,TRTPAT,TRCHEK,INTERP,STRDAT,TREAT,BYPASS, TRLI NK,KI LL
0023 INSERT SEDIM,HIGHRF,STRAGE,PLUGS, SPRINT,TRCOST
0021* OVERLAY ALPHA
0025 INSERT RECEIV,SWFLOW,MANING,INDATA,TIDCF,TRIAN,OUTPUT,PRTOUT
0026 INSERT SWQUAL,INQUAL,LOOPQL,QPRINT
0027 //GO.FT01F001 DD UN IT=SYSDA,SPACE=(CYL,(2,1))
0028 //GO.FT02F001 DD UNIT=SYSPA,SPACE=(CYL,(2,1))
0029 //GO.FT03F001 DD UN IT=SYSDA,SPACE=CCYL,(2,1))
0030 //GO.FTOUF001 DD UN IT=SYSDA,SPACE=(CYL,(2,1))
0031 //GO.FT08F001 DD UNIT=SYSDA,SPACE=(CYL,(2,1))
0032 //GO.FT09F001 DD UN IT=SYSDA,SPACE=(CYL,(2,1))
0033 //GO.FT10F001 DD UNIT=SYSDA,SPACE=(CYL,(2,1))
003U //GO.SYSIN DD *
0035 0 9 9 10 10 9 9 10
0036 1 2 3 it 8
0037 RUNOFF
0038
0039 (DATA FOR RUNOFF BLOCK)
OQI»0
001*1
OOU2 TRANSPORT
OOU3
OOUU (DATA FOR TRANSPORT BLOCK)
OOU5
001*6
001*7 STORAGE
OOU8
001*9 (DATA FOR STORAGE/TREATMENT BLOCK)
0050
0051
0052 RECEIVING
0053
005U (DATA FOR RECEIVING WATER BLOCK)
0055
0056
0057 ENDPROGRAM
0058 /*
16
-------
OVERLAY PROCEDURES
In computers with small core capacity the technique of over-
laying is most important. It reduces machine core storage
which is necessary to run the model.
In Table 2-2, Lines "15-26" describe the overlay of each
block of the model in its simplest form, but it can be broken
down even further. A systems programmer would be most helpful
in setting up the overlay.
DUMMY SUBROUTINES
Dummy subroutines are required if only a few of the blocks are
to be used. A programmer would be most helpful in setting up
the dummy subroutines (to avoid compiling unneeded large pro-
grams) .
DATA SETS
Data sets for the SWMM are used to transfer information from
one program block to another or to store and transfer infor-
mation between subroutines. They are usually magnetic tapes or
disks.
SCRATCH DATA SETS
Scratch data sets should be used almost exclusively when running
the SWMM. The information on them is erased after the simulation
is over. The following definitions are for scratch data sets
used to make a typical run of the SWMM. The unit numbers assigned
to the various data sets are arbitrary. Any desired values com-
patible with the descriptions of lines "27-33," Table 2-2, could
be used. Furthermore, the following definitions assume Runoff,
Transport, Storage/Treatment and Receiving are to be run in order.
However, various sequences may be used, and the parameters would
correspond to the sequence defined in lines "37-56" of Table 2-2:
JIN(l) = unit number of tape/disk input
into the first block to be run
(Runoff Block). JIN(l) = 0
means there is no tape/disk
input.
17
-------
Line "34" tells the computer that input data
follow.
Line "35" is tape/disk assignments and
corresponds to card group 1 of the Executive
Block Card Data Section.
Line "35" may be interpreted as follows:
JIN(l), JOUT(l), JIN(2), JOUT(2), JIN(3), JOUT(3) , JIN(4), JOUT(4)
0 9 9 10 10 9 9 10
Here, JIN(N) = I refers to an input device
or file and JOUT(N) = I refers to an output
device or file. For example, a typical read
statement in a FORTRAN program may be
READ(I,80). The I is replaced by the symbolic
unit number of an input device (e.g., card
reader). On most computer systems, I is equal
to 5 for reading cards and 6 or 7 for writing
or punching output. The same applies for
JIN(N) = I or JOUT(N) = I where I is substi-
tuted with the symbolic unit number of an
input or output device such as a tape or disk
unit, as defined by lines "27-33." Since the
numbers 5, 6, and 7 have standard meanings,
their descriptions are omitted.
Line "36" is scratch tape/disk assignments
and corresponds to card group 2 of the
Executive Block Card Data Section. Line "36"
may be interpreted as follows:
NSCRAT(l), NSCRAT(2), NSCRAT(3), NSCRAT(4), NSCRAT(5)
12348
Here, NSCRAT(N) = I refers to an input/output
device or file. I is substituted with the sym-
bolic unit number of an input/output device such
as a tape or disk unit defined in lines "27-33."
There should be a scratch tape/disk assignment
for NSCRAT(l) through NSCRAT(5). Most blocks do
not use all NSCRAT(I) tape/disk assignments;
however, there is no storage or CPU time charged
for the ones not used at most installations.
18
-------
JOUT(l) = unit number of tape/disk output
from the first block to be run
(Runoff Block). JOUT(l) = 9
means there is such output to
be saved and line "32" describes
the disk utilized.
JIN(2) = unit number of tape/disk input
to the second block to be run
(Transport Block). (This is
normally the same as the output
number from the preceeding block.)
JIN(2) = 9 means there is such
input (from the Runoff Block) and
line "32" describes the disk
utilized.
JOUT(2) = unit number of tape/disk output
from the second block to be run
(Transport Block). JOUT(2) =
10 means there is such output
to be saved and line "32" des-
cribes the disk utilized.
JIN(3) = unit number of the tape/disk
input to the third block to be
run (Storage/Treatment Block).
(This is normally the same as
the output unit number from the
preceeding block.) JIN(3) =
10 means there is such input
(from the Transport Block) and
line "33" describes the disk
utilized.
JOUT(3) = unit number of the tape/disk
output from the third block to
be run (Storage/Treatment Block).
JOUT(3) = 9 means there is such
output to be saved and line "32"
describes the disk utilized.
(Note that Runoff output will be
written over.)
JIN(4) = unit number of the tape/disk input
to the fourth block to be run
(Receiving Block). (This is nor-
mally the same as the output unit
19
-------
number from the preceeding block)
and line "32" describes the disk
utilized.
JOUT(4) - unit number of tape/disk output
from the fourth block to be run
(Receiving Block). JOUT(4) = 10
means there is such output and line
"33" describes the disk utilized.
(Note that Transport output will be
written over.)
JIN(5) - JIN(10) and JOUT(5) - JOUT(IO)
allow more than just four blocks
to be run sequentially and are
defined similarly if required.
PERMANENT DATA SETS
Permanent data sets should be used only when the output from
a block is to be saved for later runs. The JCL for set up of
these data sets is not included because of the differences in
computer systems.
20
-------
SECTION 3
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.
No computations as such are performed. A flow chart of the
Executive Block is shown in Figure 3-1.
Program Operation
The Executive Block assigns logical units and files, and controls
the computational 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.
Since the various blocks use logical devices for input and output
of computations, the Executive Block has provision for assigning
logical unit numbers by reading two data cards. (Logical units and
data sets have been discussed in Section 2.) The first card may
contain up to 20 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 development and testing of the model when
more than four units have been needed. The files that are produced
on these units are saved for use by a subsequent 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 provision
for up to five such units, but only one or two are typically needed.
The unit numbers are passed from the Executive Block to all pertinent
blocks. The graphing subroutines enable hydrographs and pollutographs
21
-------
—~Cp
>-„« T
(U
c
00
c
•H
CO
i-i
00
o
(-1
PM
I
CO
00
22
-------
to be plotted on the printer for selected locations on the data
file. 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.
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 joins two coordinate locations with appropriate char-
acters in the output image array A of PPLOT. Subroutine PPLOT
initializes the plotting array, stores individual locations, and out-
puts the final image array A for the printer plot.
INSTRUCTIONS FOR DATA PREPARATION
The instructions for data preparation are divided into two parts
corresponding to control of the SWMM block selection and capability.
Figure 3-2- and Tables 3-2 and 3-3 at the end of these instructions
give the procedure for data card preparation and list the variables
that are used.
Block Selection
The program controls the computation block(s) to be executed by
reading alphameric information, CNAME, on sentinel cards. Thus,
for example, CNAME might be RUNOFF. The program compares this word
with a dictionary of such words. If a match is found, as it would
23
-------
be in this case, control is passed to the appropriate block. Here,
for example, a call would be made to the Runoff Block. After exe-
cution of the Runoff Block, control is eventually returned to the
Executive Block.
The program again reads a sentinel data card, which might indicate
that another block is to be executed. For example, if the Trans-
port Block is to be executed, the control word TRANSPORT 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 ENDPROGRAM is given on the card. A summary of the control
words and corresponding action is given in Table 3-1.
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 ENDPROGRAM. If the entire model were
to be run with graphical output at the end of, say for example, the
Transport and Storage Blocks, the sequence would be RUNOFF, TRANSPORT,
GRAPH, STORAGE, GRAPH, RECEIVING and ENDPROGRAM.
Graph Routine
The data cards required for graphing 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 pol-
lutant to be plotted and for the hydrograph. in the order in which.
they are to be printed out.
24
-------
Table 3-1. SUMMARY OF CONTROL WORDS AND CORRESPONDING ACTION
FOR MAIN PROGRAM
Control word
Action to be taken
RUNOFF
TRANSPORT
STORAGE
RECEIVING
COMBINE
GRAPH
ENDPROGRAM
Any other word
Execute Runoff Block
Execute Transport Block
Execute Storage Block
Execute Receiving Water Block
Execute Combine Block
Produce graphs on line printer
Terminate run
Terminate run
25
-------
/ CNAME = ENDPROGRAM
/RECEIVING DATA CARDS
CNAME= RECEIVING
L
STORAGE DATA CARDS
CNAME = STORAGE
L
GRAPH DATA CARDS
CNAME = GRAPH
r
TRANSPORT BLOCK DATA CARDS
CNAME = TRANSPORT
r
RUNOFF BLOCK DATA CARDS
CNAME= RUNOFF
L
SCRATCH TAPE ASSIGNMENTS
/ INPUT/OUTPUT TAPE ASSIGNMENTS
Figure 3-2. Data Deck for the Executive Block
26
-------
Table 3-2. EXECUTIVE BLOCK CARD DATA
Card Card
group Format columns
Description
Variable
name
Default
value
I/O tape/disk assignments.
2014 1-4 Input tape assignment for first block JIN(l)
to be run.
5-8 Output tape assignment for first block JOUT(l)
to be run.
9-12 Input tape assignment for second block JIN(2)
to be run (usually the same as the output
tape from first block).
13-16 Output tape for second block to be run. JOUT(2)
77-80 Output tape for tenth block to be run.
JOUT(IO)
2
514 1-4
5-8
9-12
13-16
17-20
Scratch tape-disk assignments.
First scratch tape assignment.
Second scratch tape assignment.
Third scratch tape assignment.
Fourth scratch tape assignment.
Fifth scratch tape assignment.
NSCRAT(l)
NSCRAT(2)
NSCRAT(3)
NSCRAT(4)
NSCRAT(5)
0
0
0
0
0
3A4
REPEAT CARD 6 FOR EACH BLOCK TO BE CALLED.
Control cards indicating which blocks
in the program are to be called.
1-12 Name of block to be called.3 CNAME
None
Names must start in column 1. All blocks may be called more than once if overlay
is not used or if overlay is used one or more blocks may be repeated if overlay is
set up for this. See Section 2, Initial Job Set-Up.
NOTE: All non-decimal numbers must be right-adjusted.
27
-------
Table 3-2 (continued) . EXECUTIVE BLOCK CARD DATA
Card
group
Format
Card
columns
Description
Variable
name
Default
value
CNAME •= RUNOFF for Runoff Block,
- TRANSPORT for Transport Block,
- RECEIVING for Receiving Water
Block
- STORAGE for Storage Block,
- COMBINE for Combine Block,
» GRAPH for GRAPH subroutine,
- SUBPROGRAM for ending the
storm water simulation.
INSERT THESE CARDS AFTER EACH CNAME
GRAPH IN CARD GROUP 3.
Control card.
415 1-5
6-10
11-15
16-20
Tape/disk (logical unit) assignment
where graph information is stored.
Number of curves of a graph.
(maximum - 5)a
Number of pollutants to be plotted.
Number of inlets to be plotted.
(If NPLOT = 0 plots all curves on file)
NTAPE
NPCV
NQP
NPLOT
None
5
0
0
1615
IF NPLOT - 0 DELETE THIS CARD.
Inlet selection card.
1-5 First inlet number to be plotted.
6-10 Second inlet number to be plotted.
IPLOT(l)
IPLOT(2)
None
None
Last inlet number to be plotted.
IPLOT(NPLOT) None
This refers to the number of different inlets (curves) that will be plotted
on one graph; e.g. if NPCV = 3, hydrographs, say, from three inlets will be
on ono graph.
28
-------
Table 3-2 (continued) . EXECUTIVE BLOCK CARD DATA
Card Card
group Format columns
Description
Variable Default
name value
Title card.
18A4 1-72 Title printed with the plots.
TITL
None
20A4
Horizontal axis label.
1-80 Horizontal axis label.
HRZZ
None
REPEAT NQP + 1 TIMES.
Vertical axis label.3
2A4 1-8 Line 1 of vertical axis label.
9-16 Line 2 of vertical axis label.
3A4 17-28 Line 3 of vemtical axis label.
VERT(l) None
VERT(2) None
VERT(3) None
first plot to be printed is a flow hydrograph, the second is BOD, the third is
SS, and the last is coliform.
29
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Example
A test area, North Lancaster, Pennsylvania, Drainage District, is.
used to show the data input and portions of the resulting output as
required and accomplished by the Executive Block. Table 3-4 is an
example of the data deck. The first two cards are the tape/disk
(file) assignments for transferring information from one program
block to another, and the scratch tape/disk assignments, respectively.
On the first card 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 two may
be 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 us.ed by the Executive Block
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 the Executive
Block. This card transfers control to the appropriate program
block. In this example, seven such cards exist, RUNOFF, TRANSPORT,
GRAPH, STORAGE, GRAPH and ENDPROGRAM. The data following the
first two control cards have been deleted for clarity. The GRAPH
cards are followed by input data for the plotting of output found
on tape/disk nine and eight. ENDPROGRAM needs no succeeding cards.
33
-------
Table 3-4. DATA INPUT FOR NORTH LANCASTER PENNSYLVANIA
DRAINAGE DISTRICT
DATA
08899889
1 2 3 U 0
RUNOFF \
CARD
GROUP
NO.
1
2
TRANSPORT
GRAPH
9130
OUTPUT FROM TRANSPORT BLOCK NORTH LANCASTER, PA. DRAINAGE DISTRICT
TIME IN HOURS
FLOW IN CFS
BOD LBS/MIH
SS ' LBS/MIN
COLI FORM MPN/MIH
STORAGE
GRAPH
8130
OUTPUT FROM STORAGE/TREATMENT BLOCK NORTH LANCASTER, PA. DRAINAGE DISTRICT
TIME IN HOURS
FLOW IN CFS
BOD LBS/MIt!
SS LBS/MIM
COLIFORM MPN/MIIJ
RECEIVING
ENDPROGRAM
4
6
7
4
6
7
34
-------
SECTION 4
COMBINE BLOCK
BLOCK DESCRIPTION
In order to add the capability of modeling larger areas, the
Combine Block has been added to the Storm Water Management Model.
This block has two main objectives.
The first objective is to collate different data sets into one,
e.g., three separate output data sets, two Transports and one
Storage/Treatment, are to be inputted into the Receiving Water
Block. The Combine Block would be used to collate the three out-
put data sets into one which, in turn, would be input into the
Receiving Water Block.
The second objective is to combine different data sets and nodes
into a single data set and one node, e.g., using the Transport
Block on two different drainage networks gives two separate output
data sets. Both data sets go to the same treatment facility at
the same inlet node. This program would be used to combine the
two different Transport output data sets into one data set with a
single node which then could be inputted into the Storage/Treatment
Block.
The Combine Block can be used in a number of different ways and now
gives the Storm Water Management Model the capability of simulating
the largest and most diverse cities. For example, Figure 4-1 shows
how the Combine Block was used on a combination of SWMM runs for
Lancaster, Pennsylvania.
INSTRUCTIONS FOR DATA PREPARATION
Instructions on the use of the Combine Block are divided into two
sections, Collate and Combine.
Collate
The first objective is to collate two or more different output data
sets from Runoff, Transport, Storage/Treatment, or any combination
thereof. This new data set could then be used as input into any
block (Transport, Storage/Treatment or Receiving Water), except
35
-------
SOUTH
B
RUNOFF ft
STEVENS
AVE.
RUNOFF a
TRANSPORT
RUNOFF ft
TRANSPORT
RUNOFF a
TRANSPORT
STEVENS
AVE.
TREATMENT
COMBINE
SOUTH
COMBINE
SOUTH
STEVENS
SILO
SOUTH
TREATMENT
PLANT
NOHTH
TREATMENT
PLANT
COLLATE
SOUTH, NORTH
a STEVENS
OVERFLOW
Figure 4-1. Combination of SWMM Runs for Overall
Lancaster Simulation
36
-------
Runoff. For example (Figure 4-2), an output data set from Trans-
port area 'A* with manhole numbers 5, 6, 12 was collated with an
output data set from Transport area 'B* with manhole numbers 1, 3,
6, 19. Manhole number 6 is common between both output data sets,
therefore the hydrographs and pollutographs from both manholes are
added together. The new output data sets produced from the Combine
Block has manhole numbers 1, 3, 5, 6, 12, 19. This new data set could
then be used as input to either the Transport, Storage/Treatment, or
Receiving Water Blocks.
Combine
The Combine section combines different data sets and manholes into a
single data set with one manhole. For example (Figure 4-3), an out-
put data set from Transport area 'X* with manhole number 16 and an
output data set from Transport area *Y' with manhole number 23 are
to be used as input into the Receiving Water Block junction3 number 14.
The Combine portion of the Combine Block would be used to combine the
two output data sets into one data set with one manhole. This manhole
number would correspond to the junction number of the Receiving Water
Block. The Combine Block card data are shown in Table 4-1.
aJunction number and manhole number are synonymous.
37
-------
Figure 4-2. Hypothetical Drainage Network
Figure 4-3. Hypothetical Drainage Network
38
-------
Tattle 4-1. COMBINE BLOCK CARD DATA
Card Card
group Format columns
Description
Variable Default
name value
15 1-5 Program Control.a
= 1, Collate only,
= 2, Collate and then combine,
= 3, Combine only,
= 4, Combine then collate.
ICOMB
20A4 1-fiO
IF ICOMB = 1, INCLUDE CARDS 2, 3
AND 4 ONLY.
IF ICOMB = 2, INCLUDE CARDS IN THE
FOLLOWING ORDER: 2, 3, 4, 5, 6, 7.
IF ICOMB = 3 OR 4, SKIP TO CARD 5 FIRST.
Title cards: two cards with heading to TITLE
be printed on output.
None
3 215 1-5
6-10
4 1615 1-5
6-10
76-80
Output data set number.
Number of input data sets.
(maximum = 16)
Input data set numbers.
First input data set number.
N input data set number.
NDOUT
NIN
NDATAS
NDATAS(l)
NDATAS (2)
NDATAS (NIN)
None
None
IF ICOMB = 1, SKIP CARDS 5, 6, AND 7
IF ICOMB = 3, INCLUDE CARDS 5, 6, AND 7 ONLY.
The collate portion of the Combine Block uses two scratch data-sets.
It is desirable to use the Graphing Routine in the Executive Block after
the Combine Block has been run.
i>
See Section 2, Initial Job Set-up, for discussion of data sets and input/output
files.
39
-------
Table 4-1 (continued) . COMBINE BLOCK CARD DATA
Card Card
group Format columns
Description
Variable Default
name value
20A4
1-80
IF ICOMB = 4, INCLUDE CARDS IN THE FOLLOWING
ORDER: 5, 6, 7, 2, 3, 4.
Title cards: two cards with heading to TITLE
be printed on output.
None
6
7
315 1-5
6-10
11-15
1615
1-5
6-10
•
76-80
Node number for output.
Output data set number.
Number of input data sets.
(maximum = 16)
a
Input data set numbers.
First input data set number.
•
•
N input data set number.
NODEOT
NDOUT
NIN
NDATAS
NDATAS(l)
NDATAS (2)
NDATAS (NIN)
None
None
None
See Section 2, Initial Job Set-up, for discussion of data sets and input/output
files.
40
-------
SECTION 5
RUNOFF BLOCK
BLOCK DESCRIPTION
Introduction
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 repre-
sents 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 rainfall infiltration
losses in pervious areas, surface detention, overland flow, gut-
ter 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 200 sub-
catchment areas. These, in turn, may drain into a maximum of 200
gutters or pipes which finally connect to the inlet points for the
Transport Model. However, the user must be cautioned that if the
Transport Model is to be run also, the total number of sewer ele-
ments (conduit and non-conduit) must not exceed 160.a The maximum
number of non-conduit elements (manholes) into which there can be
input hydrographs and pollutographs is 70 for the Transport Model.
The maximum number of time steps that may be computed is 150 for
both Runoff and Transport.
This section describes the program operation of the Runoff Block,
provides instructions on data preparation and input data card
formats, defines Runoff Block variables, shows sample runs, and
presents the results of a calibration of the Runoff Block.
Program Operation
The relationships among the subroutines which make up the Runoff
Block are shown in Figure 5-1. The subroutine RUNOFF is called by
the Executive Block to gain entrance to the Runoff Block. The
is the total for the Transport Model only. Up to 200 addi-
tional gutter/pipes may be contained in Runoff.
These correspond to inlets in the Runoff Model.
41
-------
o
CD
o
cr
o
x
a:
o
UJ
x
to
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oc.
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42
-------
program prints "ENTRY MADE TO RUNOFF MODEL" and then acts as the
driver routine for the block. Subroutine Runoff directly calls
subroutines HYDRO and RECAP. Although BLOCK DATA is not actually
a subroutine, it is automatically activated by RUNOFF. Its main
function is to set the initial pollution loadings such as pounds
of pollutant per day per 100 feet of curb, and milligrams of
pollutant per gram of dust and dirt. Subroutine RECAP reads tape
headers, and prints the table headings and results of the quantity
and quality simulations.
Subroutine HYDRO computes the hydrograph coordinates and the
watershed quality contributions with the assistance of four core
subroutines, i.e., RHYDRO, WSHED, QSHED, and GUTTER. It ini-
tializes all the variables to zero before calling RHYDRO to read
in the rainfall hyetograph and information concerning the inlet
drainage basin. Next HYDRO sets up an ordering array to sequence
the computational order for gutters/pipes according to the up-
stream and downstream relationships. If quality is to be simulated,
QSHED is called to initialize the watershed pollution loads.
HYDRO then sets up a DO loop 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. If quality is to be simulated, QSHED
is called to compute the watershed quality contributions from
catchbasins, erosion, dust and dirt, and other sources. GUTTER is
then called to compute the instantaneous water depth and flow rate
for the gutters/pipes and to route the flow. Water flowing into
the inlet point, be it from gutters/pipes or direct drainage from
subcatchments, is added up for a hydrograph coordinate. A con-
tinuity check is then made for the deposition of rainfall water
in the form of runoff, detention, and infiltration loss. The error
in continuity is computed and printed as a percentage of rainfall.
With the assistance of subroutine HCURVE, HYDRO plots the rainfall
hyetograph and the runoff hydrograph for the drainage basin. Sub-
routine GQUAL routes quality in each gutter/pipe for the flow
values computed in subroutine GUTTER.
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.
43
-------
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 Horton'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 as explained under
Program Operation (subroutine QSHED). The quantity of pollutants
washed off the land surface of the drainage basin is added to gutter/
pipes or inlet manholes. Initially the program calculates the
amount of contaminants 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
routed through any gutter/pipes to generate pollutographs at in-
let manholes.
Output from the program consists of hydrographs and pollutographs
on tape/disk for use in the Transport Block and printed and/or
plotted information for the user.
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:
44
-------
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 hydro-
graphs, 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 5-2 and 5-3 indicate possible discretizations of
the Northwood section of Baltimore, Maryland. In Figure 5-2, a
"fine" approach was used resulting in 12 subcatchments and 13 pipes
leading to the inlet. In Figure 5-3, 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 deter-
mined 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 Trans-
port Model is required.
3) If solids deposition or suspension is
important (e.g., to simulate a first
flush phenomenon), the Transport Model
should be used.
45
-------
Roin Goge #2
b
DRAINAGE AREA
-~- SUBCATCHMENT BOUNDARY
3
SUBCATCHMENT NUMBER
Figure 5-2.
Northwood CBaltlmore) Drainage Basin "Jine" Plan
(9)
46
-------
Rain Gage #2
b
—... DRAINAGE AREA BOUNDARY !.
—• •• — SUBCATCHMENT BOUNDARY
STORM CONDUIT
INLET
SUBCATCHMENT NUMBER
Figure 5-3. Northwood (Baltimore) Drainage Basin "Coarse" Plan
(9)
47
-------
Subcatchments represent idealized runoff areas with uniform slope.
Parameters such as roughness values, detention depths and infil-
tration values are taken as constant for the area and usually
represent averages, although pervious and impervious areas have
different characteristics within the model. If roofs drain onto
pervious areas, such as lawns, they are usually considered part
of the pervious area, although conceivably, they could be treated
as miniature subcatchments themselves.
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.
Step 2. Estimate of Coefficients —
Coefficients and parameters necessary to characterize the hydraulic
properties of a subcatchment include surface area, approximate total
width of overland flow, ground slope, roughness coefficients, deten-
tion depths, infiltration rates (maximum, minimum, and decay rate),
and percent imperviousness. For a given amount of rainfall over the
subcatchment, these parameters ultimately determine the outflow rate
of surface runoff and the transient water depth over the subcatch-
ment. Since real subcatchments are not rectangular areas experi-
encing uniform overland flow, average values must be selected for
computation purposes.
For the roughness coefficient, the values given in Table 5-1, as
suggested by Crawford and Linsley (3 ), may be used. Detention
depths (retention storage) are taken by the program as 0.062 inch
for impervious areas and 0.184 inch for pervious areas, unless
otherwise specified by the user. Infiltration rates can be esti-
mated from "standard infiltration capacity curves" as shown in
Figure 5-4, which was produced by the American Society of Civil
Engineers (ASCE). The program calculates the amount of infiltra-
tion loss using Horton's equation (subroutine WSHED):
Infiltration loss I = f + (f. - f )e~°Ct (5-1)
to i o
where f = minimum infiltration rate (WLMIN),
inches/hour
48
-------
Table 5-1. ESTIMATE OF MANNING'S ROUGHNESS COEFFICIENTS ( 3 )
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
-rrr
ndustnal and commercial areas (reduced curve
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Ttme in minutes
Figure 5-4. Standard Infiltration-Capacity
Curves for Pervious Surface
( 2 )
49
-------
f = maximum infiltration rate (WLMAX),
inches/hour
« = decay rate of infiltration (DECAY),
I/second
t = time from the start of rainfall,
seconds
The user specifies WLMAX, WLMIN, and DECAY; otherwise, the pro-
gram defaults to 3.00 inches/hour, 0.52 inch/hour, and 0.00115
second , respectively. 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 remain-
der of the computation is skipped. Resistance factors for the
pervious and impervious parts of a subcatchment are specified
separately with default values of 0.250 and 0.013 (Manning's n
for overland flow) being taken in the absence of other information.
The water depth over the subcatchment will thus increase without
inducing an outflow until it reaches the specified detention
requirement. If and when the resulting water depth of the subcatch-
ment, D , is larger than the specified detention requirement, D,, an
outflow rate is computed using Manning's equation:
(5-2)
and
0^ = VW(Dr - Dd> (5-3)
where V = velocity
n = Manning's coefficient
s = ground slope
W = width of overland flow
0 = outflow rate
50
-------
The parameter W, width of overland flow, must be supplied by the
user for each subcatchment. This value is read in by subroutine
RHYDRO along with other physical descriptors of the subcatchment.
In RHYDRO, the width is lumped with all of the constants in
Manning's equation into a single watershed constant. This con-
stant multiplies the water depth (used as the hydraulic
radius) in the subcatchment per time interval in subroutine WSHED.
The change in depth due to outflow rate is determined by the con-
tinuity equation.
The definition of what constitutes the width of overland flow in
a subcatchment is best visualized by the use of several examples.
In Figure 5-5, an idealized rectangular subcatchment experiencing
uniform overland flow is shown. The total width of overland flow
is twice the length of the drainage gutter, since two plane
catchments contribute flow along a distance L. Overland flow is
perpendicular to gutter flow. In Figure 5-6, irregular-shaped
subcatchments are shown, but the same principle applies. These
approximations are accurate enough, since the continuity equation
adjusts the water depth and outflow rate during each time interval.
Step 3. Data Card Preparation —
The data cards should be prepared according to Figure 5-8 and
Tables 5-7 and 5-8 found at the end of this subsection. Figure
5-8 shows the layout of the data cards, including those for the
quality routines, in the order in which they must appear. Tables
5-7 and 5-8, respectively, show how the data cards are to be
punched and list the description of variables used in this program
block.
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
(see Table 5-7, card group 2). The time step length (integration
period) is usually 3 or 5 minutes, but may range from 1 to 30
minutes, depending on the length and intensity of the storm and
the degree of accuracy required. The number of time steps is
limited to a maximum of 150. Enough time steps should be allowed
to extend the simulation past the storm termination and thus
account adequately for the storm runoff. Along with the input of
time steps, the number of hyetographs for the drainage basin is
required. If the percent impervious area with zero detention is
known, this value must be supplied; otherwise, the Model uses a
51
-------
UNIFORM RAINFALL INTENSITY
q * RATE OF OVERLAND FLOW/UNIT WIDTH
W = 2L = TOTAL WIDTH OF OVERLAND FLOW
Figure 5-5. Idealized Subcatchment-Gutter Arrangement
52
-------
MAI-N DRAINAGE CONDUIT
THROUGH SUBCATCHMENT
L= TOTAL LENGTH OF MAIN DRAINAGE CONDUIT
W=2L= TOTAL WIDTH OF OVERLAND FLOW
qL=AVERAGE RATE OF OVERLAND FLOW/UNIT WIDTH
MAIN DRAINAGE CONDI) IT-
Figure 5-6. Irregular-Shaped Subcatchment-Drainage Conduit Arrangement
53
-------
default value of 25 percent. This insures an immediate runoff
response and a steep rising limb on the inlet hydrograph for
the basin. If erosion is to be included in the quality simu-
lation, it must be so stated in card group 2, and the highest
average 30-minute rainfall intensity in inches per hour provided.
It is convenient to do so because erosion is a function of a
rainfall factor which is in turn a function of time interval,
intensity, total depth per interval, and the 30-minute rainfall
intensity.
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 the inte-
gration period in the quantity and quality portions of the Runoff
Block. If 5-minute interval rainfall data are available, they
would be preferred over 15-minute interval data because a more
accurate runoff hydrograph would be produced. Up to one different
hyetograph for each subcatchment may be provided by the user.
However, the number of data points and the time interval between
values for each hyetograph must remain constant, as specified by
the rainfall control card.
For larger catchments, runoff and consequent model predictions are
very sensitive to spatial variations of the rainfall. For instance,
summer thunderstorms may be very localized, and nearby gages may
have very dissimilar readings. For modeling accuracy, it is thus
essential that rain gages be located within the catchment. Averages
of gages surrounding the catchment will produce much less satis-
factory results unless the storm is uniform spatially.
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 to 3
feet with no backwater effects, flow dividers, or lift stations
are usually designated as gutters/pipes for computation by the
Rnnoff 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. The elements (gutters, larger pipes,
manholes) may be numbered by any scheme, for example:
OOl-lOO : Existing manholes (known invert
elevations)
200's: Pipe elements leaving an imaginary
manhole; for example, 246 carries
flow out of imaginary manhole 546
(where two large pipes come together
and no manhole is indicated)
54
-------
300's: Large pipe elements carrying flow
out of existing manholes (350
leaves MH 50)
400's: Gutters/pipes carrying runoff
into system (460 flows into
MH 60)
500's: Imaginary manholes.
Once the sewer system is labeled with numbers less than 1000,
the subcatchment areas are formed reflecting the existing sewer
network, ground cover, and land slope. The gutter/pipe cards
are then punched giving the required information. Next, data
cards are 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.
Care must be exercised by the user to specify the hyetograph
number (based on the order in which they are read in) which
applies to each subcatchment if this number is other than one
(default value). The manhole number specified for drainage
in card group 7, for each subcatchment, automatically designates
the inlet manholes to which inlet hydrographs and pollutographs
are routed for further simulation by the Transport Block.
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 con-
taining a single type of land use. Five land uses which may be
modeled are: single family residential, multi-family residential,
commercial, industrial, and undeveloped or parklands.
The start time, number of time steps, and length of integration
period for the quality portion of the Runoff Block are identical
to those in the quantity portion, where they are specified
only once for the entire Runoff Block. The number of dry days
prior to the storm event being modeled must be specified. This
number may be obtained from rainfall records and includes all
days, prior to the storm events, in which cumulative rainfall is
less than 1 inch. The street cleaning frequency is determined
by specifying the number of days between cleanings. The number of
passes per cleaning made by the street sweeper is also specified.
The accumulation of dust and dirt on city streets is a function of
the street cleaning frequency. If the interval between storms is
long and the cleaning frequency is low, a shock loading of sus-
pended and settleable solids is imposed on the sewer system. These
55
-------
solids also generate an organic demand (BOD, COD). Pollutant
loading rates in the SWMM are based on the studies made by APWA
in Chicago ( 1 ) . Industrial areas tended to provide maximum
street litter. Commercial areas tended to generate a somewhat
lesser quantity of dust and dirt than industrial areas, but
higher than residential areas. The residential areas tended to
show increasing amounts of dust and dirt as the population den-
sity increased, reflecting the increased usage made of the streets
by pedestrians and vehicles.
From estimates of factors such as average daily traffic and average
daily litter production, APWA developed dust and dirt accumulation
factors for each type of land use, as listed in Table 5-2. The
program generates the initial mass of dust and dirt (DD) as a
function of total curb length, dry days, and the APWA factors for
pounds'of DD per day per 100 feet of curb (parameter DDFACT). The
mass of each pollutant (including the organic demand parameters
BOD and COD) is in turn generated as a fraction of the DD present.
These factors (QFACT) are expressed as milligram of pollutant per
gram of DD (or MPN/g for coliforms). In addition to BOD, COD, and
coliforms, the Runoff Block quality portion simulates suspended
solids (SS), erosion and its sediment contribution, settleable
solids, nitrogen, phosphate (PO,), and grease. The pollutant
loading factors used are listed in Table 5-3, except for erosion.
The calculations for erosion and its SS contribution are handled
separately and are discussed later in this section. The catch-
basin storage volume in card group 9 refers to the volume of
water stored or trapped in the catchbasin prior to the storm event.
The concentration of BOD (mg/1) of the stored water in each catch-
basin should be verified by the SWMM user; otherwise, a value of
100 is recommended. If an initial concentration of 100 mg/1 is
chosen, the program automatically assigns a value of 300 mg/1
for catchbasin COD (DATA CBFACT statement in BLOCK DATA). An
average ratio of COD:BOD of 3.0 has been found in catchbasins
from Chicago field tests ( 1 ) .
Although not routinely required as card input data, all of the
above loading and pollutant generation factors may be easily
changed by altering appropriate DATA statements in subroutine
BLOCK DATA. This is encouraged if the user has better values
based upon local data.
Two different methods are included for suspended solids gene-
ration. If ISS = 0 (Card 9, Table 5-7), the exponential washoff
described in Volume I (4) will be used. If ISS = 1, a special method
included in the original SWMM Release 1 (see statement SFQU215 of
56
-------
SFQUAL in Volume IV (4)) will be used. The latter method
(ISS = 1) is based on calibrations in San Francisco and will
produce concentrations early in the storm that are one or two
orders of magnitude higher than the former method (ISS = 0).
Later in the storm, the former method (ISS = 0) will still pro-
duce some suspended solids while the latter is likely to have
already removed the entire surface load. No clear recommendation
can be given to either method due to the lack of surface quality
data measured at a catchbasin or other inlet point.
Urban Erosion
An erosion modeling capability has been added to the SWMM by appli-
cation of the Universal Soil Loss Equation. The user specifies
IROS = 1 in card group 2 (see Table 5-7) and the highest average
30-minute rainfall intensity (RAINIT), inches per hour. This latter
value may be obtained from the input hyetograph.
The Universal Soil Loss Equation was derived from statistical
analyses of soil loss and associated data obtained in 40 years
of research by the Agricultural Research Service (ARS) and assembled
Table 5-2. DUST AND DIRT ACCUMULATION3
Type Land use Pounds DD/dry day/100 ft-curb
1. Single family residential 0.7
2. Multi-family residential 2.3
3. Commercial 3.3
4. Industrial 4.6
5. Undeveloped or park 1.5
aBased on 1969 APWA report for Chicago ( 1 ).
57
-------
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58
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at the ARS runoff and soil loss data center at Purdue University.
The data include more than 250,000 runoff events at 48 research
stations in 26 states, representing about 10,000 plot-years of
erosion studies under natural rain. It was developed by Wischmeier
and Smith (12) as an estimate of the average annual soil erosion
from rainstorms for a given upland area, expressed as the average
annual soil loss per unit area, A (tons per acre):
A = (R) (K) (LS) (C) (P) (5_4)
where R = the rainfall factor
K = the soil erodibility factor
LS = the slope length gradient ratio
C = the cropping management factor or
cover index factor
P = the erosion control practice factor
This equation represents the most comprehensive attempt at
relating the major factors in soil erosion. It is used in
the SWMM to predict the average soil loss for a given storm or
time period. It is recognized that the Universal Soil Loss
Equation was not developed for making predictions based on
specific rainfall events. There are many random variables which
tend to cancel out when computing annual time averages which
would not cancel out when predicting individual storm yields:
for example, the initial soil-moisture condition, or antecedent
moisture condition (AMC), is a parameter which cannot be deter-
mined directly and used reliably. It should be understood by
the SWMM user that Equation 5-4 enables land management planners
to estimate gross erosion rates for a wide range of rainfall, soil,
slope, crop, and management conditions.
The user supplies:
1) The area of each subcatchment subject to
erosion
2) The flow distance in feet from the point
of origin of overland flow over the
erodible area to the point at which run-
off enters the gutter or manhole
3) the soil factor K
59
-------
4) The cropping management factor C
5) The control practice factor* P.
The program obtains the ground slope from the information supplied
on each subcatchment in card group 7. Note, however, that the
subcatchment numbers in card group 10 must be read in the same order
as the subcatchment numbers in card group 7.
The rainfall factor, R, is equal to the sum of the rainfall erosion
indexes for all storms during the period of prediction,^EI. For
a single storm, R would simply equal El for that storm. If we sum
over all the time intervals, then the total storm's rainfall energy
is given by:
R - El = £[(9.16 + 3.31 log X )D ]I (5-5)
i
where E = storm's rainfall energy (hundreds of
foot-tons/acre)
" IXD, - E(9.16 + 3.31 log X.)D.
± i i ± ii
i « rainfall hyetograph time intervals
Y. = kinetic energy in hundreds of foot-
tons /acre-inch
X = rainfall intensity during time interval
i, inches/hour
D = inches of rainfall during time interval
i
I = maximum average 30-minute intensity
of rainfall
It is important to note that the R factor does not account for
soil losses due to snowmelt and wind erosion.
The soil factor, K, is a measure of the potential erodibility
of a soil and has units of tons per unit of erosion index, El.
The soil erodibility nomograph shown in Figure 5-7 (10) is used
to find the value of the soil factor once five soil parameters
have been estimated. These parameters are: percent silt plus
60
-------
OO
^r
QNVS 3NIJ A«3A 4 JL1IS iN30«3d
§•
DO
S5
b
•H
3
>°.
S
w
o
CO
in
a)
I
61
-------
very fine sand (0.05-0.10 mm), percent sand greater than 0.10 mm,
organic matter content, structure, and permeability. To use the
nomograph, enter on the left vertical scale with the appropriate
percent silt plus very fine sand. Proceed horizontally to the
correct percent sand curve, then move vertically to the correct
organic matter curve. Moving horizontally to the right from
this point, the first approximation of K is given on the vertical
scale. For soils of fine granular structure and moderate perme-
ability, this first approximation value corresponds to the final
K value and the procedure is terminated. If the soil structure
and permeability is different than this, it is necessary to con-
tinue the horizontal path to interact the correct structure curve,
proceed vertically downward to the correct permeability curve, and
move left to the soil credibility scale to find K. This procedure
is illustrated by the dotted line on the nomograph. For a more
complete discussion on this topic, see Wischmeier, Johnson and
Cross (10).
Table 5-4 ( 6) lists soil factor values for soil types found in
Maryland. The user should request assistance from local Soil Con-
servation Service or Agricultural Research Service experts to
obtain similar information.
The slope length-gradient ratio is a function of runoff length
and slope and is given by:
1/2 2
LS = L ' (0.0076 + 0.0053S + 0.00076S ) (5-6)
where L = the length in feet from the point of
origin of overland flow to the point
where the slope decreases to the ex-
tent that deposition begins or to the
point at which runoff enters a defined
channel
S = the average percent slope over the given
runoff length.
In using the average percent slope in calculating the LS factor,
the predicted erosion will be different from the actual erosion
when the slope is not uniform. Meyer and Kramer ( 7) show that
when the actual slope is convex, the average slope prediction will
underestimate the total erosion whereas for a concave slope, the
62
-------
Table 5-4. SOIL ERODIBILITY INDEX K VALUES FOR MARYLAND SOIL SERIES
( 6 )
Soil series
Adelphia
Athol
Aura
Bertie
Berks
Bermudian
Bibb
Horizon
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
A
B
Texture range
Sl,fsl,l
L,scl,f si
SI, Is
Sil
Gsil.gl
Sicl,cl
G,cl
Sicl.cl
Gsl.gl
Sl,l
Gl.gsl
Ls
Scl
Gscl,gsl
Scl, si
Gsl.gcl
Ls
811,1
Sil,sicl,l
Stratified
81, 1,1s
Gsl
Shsil,chsil
Sh to vshsil
Vshsil
Shattered shale
Sil,l
Fsl
Stratified silt
S
G
SI to sicl
Highly variable
K Value
0.32
0.40
0.20
0.37
0.32
0.30
0.30
0.30
0.30
0.43
0.30
0.20
0.40
0.30
0.40
0.30
0.20
0.37
0.40
0.30
0.20
0.24
0.20
0.20
0.20
0.43
0.40
0.50
0.30
0.20
0.32
0.20
63
-------
Table 5-4 (continued). SOIL ERODIBILITY INDEX K VALUES
FOR MARYLAND SOIL SERIES
Soil series
Birdsboro
Bucks
Chalf ont
Chlllum
Colemantown
Collington
Colts Neck
Croton
Donlonton
Horizon
A
B
C
A
B
C
A
B
C
A
B
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
Texture range
Sil.l
Sicl,cl
Sl.s.g
Sicl.l
Sil
Sicl,sil
Shsil,vshsil
Sil,vstl
Sil,sicl
Shsil,shl
Sil.sicl
Gl
Gscl,gl
Gsl
L,sl
Sc,scl
Sl,cl,scl
Sl.fsl.l
Ls
Scl,cl,sl,l
SI, Is
SI
Us
Scl,sl,l
SI
Sil
Sil,sicl
Shsil,shsicl
Fsl,ls,sil
Sc,cl,sic
Sc,sicl,cl,ls
K Value
0.28
0.30
0.20
0.30
0.32
0.40
0.20
0.43
0.60
0.60
0.32
0.30
0.30
0.20
0.43
0.40
0.40
0.28
0.20
0.40
0.20
0.28
0.20
0.40
0.30
0.43
0.50
0.40
0.43
0.40
0.30
64
-------
Table 5-4 (continued). SOIL ERODIBILITY INDEX K VALUES
FOR MARYLAND SOIL SERIES
Soil series
Duf field
Edgemont
Elkton
Evesboro
Fallsington
Fort Mott
Freneau
Galestown
Howell
Keansburg
Keyport
Klej
Horizon
A
B
C
A
B
C
A
B
C
A
A
B
C
A
B
C
A
A
A
B
C
A
B
A
B
C
Sandy substratum
A
B
Texture range
Sil
Sicl
Sicl
Shsil
Chi
Chl,chscl
Chl.shsl
Sic,c
Sic,sicl,scl
Ls , s
Sl,fsl,l
Scl.sl
S,ls,sl
S,ls
SI
S
si.i
Ls,s
Cl.sicl
C,sic,sicl
si;i
C ,sic ,cl
Sicl, sic
Scl.sl
Ls ,f s,lf s
Ls,f s,lf s,sl
K Value
0.32
0.30
0.40
0.30
0.24
0.30
0.20
0.43
0.40
0.40
0.17
0.28
0.30
0.20
0.20
0.30
0.20-
0.28
0.17
0.43
0.40
0.30
0.28
0.30
0.43
0.40
0.40
0.30
0.17
0.20
65
-------
Table 5-4 (continued). SOIL ERODIBILITY INDEX RVALUES
FOR MARYLAND SOIL SERIES
Soil series
Lakeland
Lansdale
Legore
Lehigh
Matapeake
Mat aw an
Mat tap ex
Monmouth
Neshaminy
Horizon
A
A
B
C
A
B
C
A
B
C
A
B
C
A
B
A
B
C
A
B
C
A
B
C
Texture range
Ls,lfs
L,sl
Scl,sl
L
Chsil,gsl
Chsl.gsl
Sil.sicl
Gl
Cl
Gcl.gl.gsicl
L,sil,sicl
Gl,vgl,gcl
Sil
Chsil
Chsicl
Chsicl,vchsil
Sil,fsl,l
Sil.sicl
S,ls,sl,l,gs
Sl.ls.fsl
Cl,scl,sc,sl
Sil,l,fsl
Sicl,sil,cl
Sl,ls,s,l,gs
Fsl,l,lfs
Sc,scl
SI ,scl,sc
Sil
Vstsil
Sicl,cl,scl,sl
Diabase bedrock
K Value
0.17
0.28
0.30
0.40
0.30
0.20
0.24
0.20
0.30
0.20
0.30
0.20
0.43
0.37
0.40
0.30
0.32
0.40
0.30
0.32
0.40
0.37
0.40
0.20
0.43
0.40
0.30
0.32
0.28
0.30
66
-------
Table 5-4 (continued). SOIL ERODIBILITY INDEX K VALUES
FOR MARYLAND SOIL SERIES
Soil series
Norton
Othello
Penn
Pocomoke
Raritan
Readington
Rowland
Rutlege
Sassafras
Horizon
A
B
C
A
B
C
A
B
A
B
A
B
C
A
B
C
A
B
A
B
A
B
C
Texture range
Sil.l
Sicl
Sil
Vgl,shl
Sil,l,fsl,sicl
Sicl, sil
Sl,ls,scl
L
Shsil
Sil
Shsil, sicl
Sl,l,fsl,ls,lfs
Ls,s
Sil
Cl.sicl
Stratified silt, f si
C,sil,l,g
Sil
Sil, sicl
Sil
Vshsil
Sil,l
Sicl
Stratified silt
and gravel
Sil
Ls,lf s
S,fs,ls,lfs
Fsl,l,sl,lfs
Ls
Gfsl,gsl
Scl.sl.l
Sl,ls,fsl,gsl,gls
K Value
0.32
0.40
0.40
0.30
0.37
0.40
0.30
0.32
0.28
0.40
0.30
0.28
0.20
0.43
0.30
0.20
0.30
0.43
0.40
0.40
0.30
0.43
0.40
0.30
0.40
0.17
0.20
0.28
0.20
0.24
0.30
0.20
67
-------
Table 5-4 (continued). SOIL ERODIBILITY INDEX K VALUES
FOR MARYLAND SOIL SERIES
Soil series
Shrewsbury
Steinsburg
Watchung
Westphalia
Woodstown
Horizon
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
Texture range
Sl,fsl,l
Scl.sl
S,ls,sl
SI
Gsl.vgsl
Gsl
Sandstone
Sil
C,cl,sicl
Sil.sicl.l
Fsl.lfs
Fsl.lfs.vfsl
Fs,lfs,fsl
Sl.fsl.l
Ls
Scl.l.sl
S,ls,sl,gsl,gls
K Value
0.28
0.30
0.20
0.28
0.24
0.20
0.43
0.40
0.40
0.49
0.40
0.30
0.28
0.20
0.40
0.20
68
-------
USDA SOIL TEXTURE ABBREVIATIONS USED IN TABLE 5-4
C Clay
Ch. Channery
Cl Clay loam
Co Coarse
Fs Fine sand
Fsl Fine sandy loam
G Gravelly
Gel Gravelly clay loam
Gl Gravelly loam
Gscl Gravelly sandy clay loam
Gsl Gravelly sandy loam
L Loam
Lfs Loamy fine sand
Ls Loamy sand
S Sand
Scl Sandy clay loam
Sh Shaly
Sic Silty clay
Sicl Silty clay loam
Sil Silt loam
SI Sandy loam
St Stony
Vfs Very fine sand
Vfsl Very fine sandy loam
69
-------
prediction equation will overestimate the actual erosion. If
possible, to minimize these errors, large eroding sites should
be broken up into areas of fairly uniform slope.
The cropping management factor, C, is dependent upon the type
of ground cover, the general management practice and the condition
of the soil over the area of concern. The C factor is set equal
to one for continuous fallow ground which is defined as land that
has been tilled and kept free of vegetation and surface crusting.
Values for the cropping management factor are given in Table 5-5
(6). Again consultation with local soils experts is recommended.
The control practice factor is similar to the C factor except that
P accounts for the erosion-control effectiveness of superimposed
practices such as contouring, terracing, compacting, sediment
basins and control structures. Values for the control practice
factor for construction sites are given in Table 5-6 (8). Agri-
cultural land use P factor values can be found in Agriculture
Handbook 282 (11).
The C and P factors are the subject of much controversy among
erosion and sedimentation experts of the US Department of Agricul-
ture (USDA) and the Soil Conservation Service (SCS). These factors
are estimates and many have no theoretical or experimental justifi-
cation. It has been suggested that upper and lower limits be
placed on these factors by local experts to increase flexibility
of Universal Soil Loss Equation for local conditions.
The P factors in the upper portion of Table 5-6 were designated
as estimates when they were originally published. SCS scientists
have found no theoretical or experimental justification for
factors significantly greater than 1.0. Surface conditions
4, 6, 7 and 8 (P £ 1.0), Table 5-6 also are estimates with no
experimental verification.
After the erosion calculations are made, the program computes
the suspended solids contribution from erosion and adds the value
to the suspended solids from other sources. When erosion is modeled,
the program prints out, for each subcatchment the total suspended
solids and the suspended solids without erosion, as shown in
Table 5-9. Following the erosion cards, the subcatchment surface
quality cards are prepared. These pertain to land use information
which can be obtained from city maps (see card group 11, Table 5-7).
The last two card groups refer to print control information. Figure
5-8 shows the sequencing of the data deck for the Runoff Block.
70
-------
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71
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Table 5-6- EROSION CONTROL PRACTICE FACTOR P FOR CONSTRUCTION SITES
( 8 )
Surface condition with no cover Factor P
1. Compact, smooth, scraped with bulldozer
or scraper up and down hill 1.30
2. Same as above, except raked with bulldozer
root raked up and down hill 1.20
3. Compact, smooth, scraped with bulldozer
or scraper across the slope 1.20
4. Same as above, except raked with bulldozer
root raked across slope 0.90
5. Loose as a disced plow layer 1.00
6. Rough irregular surface, equipment
tracks in all directions 0.90
7. Loose with rough surface greater than 12" depth 0.80
8. Loose with smooth surface greater than 12" depth 0.90
Structures
1. Small sediment basins:
0.04 basin/acre 0.50
0.06 basin/acre 0.30
2. Downstream sediment basins:
with chemical flocculants 0.10
without chemical flocculants 0.20
3. Erosion control structures:
normal rate usage 0.50
high rate usage 0.40
4. Strip building 0.75
72
-------
PRINT CARDS
L
PRINT CONTROL CARD
L
SURFACE QUALITY CARDS
EROSION CARDS
L
L
SURFACE QUALITY CONTROL CARD
BLANK CARD
L
SUBCATCHMENT CARDS
BLANK CARD
GUTTER/PIPE CARDS
r
RAINFALL DATA
L
INLET, NSTEP, NHR, NMN, DELT, NRGAG
L
TITLE CARD
RUNOFF (READ IN EXECUTIVE BLOCK)
Figure 5-8. Data Deck for the Runoff Block
73
-------
Table 5-1. RUNOFF BLOCK CARD DATA
Card
group Format
1 20A4
2
215
13
12
F5.0
15
F5.0
15
F5.0
3
15
F5.0
Card
columns
1-5
6-10
11-13
14-15
16-20
21-25
26-30
31-35
36-40
1-5
6-10
Description
Title cards: two cards with heading
to be printed on output.
Control card : one card .
Basin identification number.
Number of time-steps to be calculated
(maximum = 150) .
Hour of start of storm (24-hour clock).
Minutes of start of storm.
Integration period (time step), min.
Number of hyetographs (rain gages)
(maximum = 10) .
Percent of impervious area with zero
detention (immediate runoff).
IROS = 1, Erosion for subcatchment
is to be modeled.
If IROS - 1, Highest average 30-minute
rainfall intensity, in/hr.
Rainfall control card.
Number of data points for each
hyetograph (maximum = 200) .
Time interval between values, min.
Variable
name
TITLE
BASIN
NSTEP
NHR
NMN
DELT
NRGAG
PCTZER
IROS
RAINIT
NHISTO
THISTO
Default
value
Blanks
0
None
0
0
None
None
25.0
0
0.0
None
None
NOTE: The Runoff block requires only one scratch data-set.
All non-decimal numbers must be right-justified.
74
-------
Table 5-7 (continued). RUNOFF BLOCK CARD DATA
Card
group Format
Card
columns
Description
Variable
name
Default
value
REPEAT CARD GROUP 4 FOR EACH HYETOGKAPH.
Rainfall hyetograph cards: 10 intervals
per card" (maximum number of values = 200).
Rainfall intensity, first interval, RAIN(l) None
in/hr.
Rainfall intensity, second interval, RAIN(2) None
in/hr.
Rainfall intensity, third interval, RAIN(3) None
in/hr.
Rainfall intensity, fourth interval, RAIN(4) None
in/hr.
10F5.0 1-5
6-10
11-15
16-20
REPEAT CARD 5 FOR EACH GUTTER/PIPE.
Gutter/pipe cards: one card per gutter/
pipe (if none, leave out) (maximum number
= 200).
110
215
7F8.0
1-10
11-15
16-20
21-28
Gutter /pipe number.
Gutter or inlet number for drainage.
f = 1 for gutter,
t. = 2 for pipe.
Bottom width of gutter or pipe
diameter, ft.
NAMEG
NGTO
NP
GWIDTH=G1
None
None
None
None
Problems may occur when zero rainfall occurs several time-steps before the actual
start of the rainfall (the computer underflows).
Numbers may be arbitrarily chosen. However, if inlet number is to correspond to
inlet manhole for Transport Block, it must be _<_ 1000. The maximum total number
of inlets must be 5 50 for input to Receiving or <_ 70 for input to Transport.
75
-------
Table 5-7 (continued). RUNOFF BLOCK CARD DATA
Card Card
group Format columns
29-36
37-44
45-52
53-60
61-68
69-76
6
Description
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.
Blank card to terminate gutter cards :
one card (must always be included).
Variable
name
GLEN -G2
GSLOPE-G3
GS1 -G4
GS2 -G5
GN =G6
DFULL =G7
Default
value
None
None
None
None
0.018
10.0
REPEAT CARD 7 FOR EACH SUBCATCHMENT.
315 1-5 Hyetograph number (based on the order JK
in which they are read in).
6-10 Subcatchment number.3 NAMEW
11-15 Gutter or manhole number for NGTO
drainage.a'b
10F5.0 16-20 Width of subcatchment, ft. WWIDTH=W1
This term actually refers to the physical
width of overland flow in the subcatchment
and may be obtained as illustrated under
Instructions for Data Preparation.0
21-25 Area of subcatchment, acres. WAREA =W2
26-30 Percent imperviousness of subcatchment. PCIMP =W3
31-35 Ground slope, ft/ft. WSLOPE=W4
None
None
None
None
0.001
0.030
Numbers may be arbitraily chosen. However, if inlet number is to correspond
to inlet manhole for Transport Block, it must be. <_ 1000. The maximum total
number of inlets must be j< 70 for Input to Transport or £ 50 for input to
Receiving.
Need one inlet or gutter/pipe for each subcatchment basin.
°As an approximation, twice the length of the principal drainage couduit through
the subcatchment may be used.
76
-------
Table 5-7 (continued). RUNOFF BLOCK CARD DATA
Card Card
group Format columns
36-40
41-45
46-50
51-55
56-60
-61-65
F10.5 66-75
8
9
110 1-10
2F10.0 11-20
21-30
110 31-40
2F10.0 41-50
51-60
Description
Impervious area. <\
I Resistance factor.
Pervious area. J (Manning's n)
Impervious area.^
1 Retention storage,
f in.
Pervious area. ~J
Maximum infiltration rate, in/hr.
Minimum infiltration rate, in/hr.
Decay rate of infiltration in Horton's
equation, I/sec.
Blank card to terminate subcatchment
cards: one card.
SURFACE QUALITY CONTROL CARD
Surface Quality
NQS = 0, no quality modeled
NQS - 1, quality to be modeled
THE FOLLOWING PARAMETERS ARE NEEDED ONLY
IF NQS = 1:
Number of dry days prior to this storm
in which the accumulative rainfall is
less than 1.0 inch.
Street cleaning frequency, clays.
Number of street sweeper passes.
Catchbasin storage volume, ft .
Concentration of BOD (mg/1) , of the
Variable
name
W5 «W5
W6 -W6
WSTORE=W7
WSTORE=W8
WLMAX =W9
WLMIN =W10
DECAY =W11
NQS
******
DRYDAY
CLFREQ
NPASS
CBVOL
CBFACTH4)
Default
Value
0.013
0.250
0.062
0.184
3.00
0.52
0.00115
0
0.0
0.0
0
0.0
0.0
15 61-65
stored water in each catchbasin (100
recommended)
Method for calculating suspended solids ISS
77
-------
Table 5-7 (continued). RUNOFF BLOCK CARD DATA
Card Card
group Format columns
Description
Variable
name
Default
value
ISS =0, same as for all other pollutants
(Vol. I).
ISS = 1, special technique. Same as in
original Release 1 of the SWMM.
10
15 1-5
5F5.0 6-10
11-15
Erosion card.
If IROS = 0 on Card 2, SKIP TO CARD 11.
REPEAT CARD 10 FOR EACH SUBCATCHMENT.
Subcatchment number (must be read in
same order as Card Group 7).
Area of subcatchment subject to erosion,
acres.
Flow distance in feet from point of
origin of overland flow over credible
area to point at which runoff enters
gutter or manhole.
N
ERODAR(N)
ERLEN(N)
None
0.0
0.0
16-20
21-25
26-30
11
5X 1-5
215 6-10
Soil factor- 'K' . SOILF(N)
Cropping management factor 'C1. CROPMF(N)
Control practice factor 'P1. CONTPF(N)
SUBCATCHMENT SURFACE QUALITY DATA CARDS
(one card per subcatchment and must
be read in the same order as Card
Group 7). If NQS = 0, skip to Card 12.
Not used.
Subcatchment number N
0.0
0.0
0.0
None
See instructions for data preparation
See instructions for data preparation and consult with local Soil Conservation
Service or Agricultural Research Service experts.
78
-------
Table 5-7 (continued). RUNOFF BLOCK CARD DATA
Card Card
group Format columns
Description
Variable
name
Default
value
11-15 Land use classification.
= 1, For single family residential,
= 2, For multiple family residential,
= 3, For commercial,
= 4, For industrial,
= 5, For undeveloped or park lands.
KL
2F10.0
16-25
26-35
Number of catchbasins in subcatchment.
Total length of all gutters within
subcatchment, hundreds of feet.
BA
GQ
None
None
12
215
GUTTER/INLET PRINT CONTROL: ONE CARD
1-5 Number of gutters/inlets for which
flows are to be printed (maximum =
200).
NPRNT
6-10 Number of time-steps between printings. INTERV
None
13 IF NPRNT = 0, SKIP CARD 13.
GUTTER/INLET PRINT CARDS: 16 VALUES/CARD.
1615 1-5 Gutter/inlet numbers for which flows IPRNT(l) None
and/or pollutants are to be printed.
6-10 IPRNT(2) None
11-15 IPRNT(3) None
IPRNT(NPRNT) None
79
-------
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87
-------
SAMPLE APPLICATION
An example of an application of the Runoff Block, SWMM, to the North
Lancaster Drainage District, Lancaster, Pennsylvania, is presented
in this section. Both surface quantity and quality are modeled.
The study area is marked by a dotted ellipse in Figure 5-9. Some
of the subcatchments, their boundaries, and inlet manholes are shown
in Figure 5-10. A coarse discretization of the physical drainage
system was followed. The storm event of March 22, 1972, with an
approximate duration of 4 hours, was selected because an accurate
rainfall history was available. Input data are shown in Table 5-10.
The rainfall history, in 5 minute intervals, is shown in Table 5-11.
Included are the number of time steps, percent impervious area with
zero detention depth (immediate runoff), and the integration time
interval. For simulation purposes, the time of start of storm is
1100 hours, with actual rainfall first observed at 1125 hours. The
information displayed in Table 5-12 may be obtained by the user from
city sewer maps, topographic maps, or zoning maps. The values shown
for the resistance factors, surface storage, and infiltration rate
are default values. If values more appropriate than these are avail-
able, then they should be specified by the user (see the following
section on calibration of the Runoff Block). Note that the subcatch-
ments are numbered for identification purposes only, i.e., they are not
used in the execution of the program. No gutter/pipes are used. Figure
5-11 shows the total basin inlet hydrograph computed from the input
rainfall hyetograph and subcatchment data. Table 5-13 lists the inlets
for which hydrographs will be listed (specified by user). It also
shows the computed total rainfall, infiltration, gutter flow, surface
storage, and the error in continuity (numerical solution technique).
In Table 5-14, the program prints the inlets for which hydrographs
will be stored (for transfer to Transport), and the quality input
parameters. Table 5-15 identifies land use types for each subcatch-
ment, the number of catchbasins in each subcatchment, and the total
gutter length within each subcatchment. The catchbasin density for
Lancaster is approximately one per acre. These parameters are impor-
tant elements of the quality simulation.
The final quantity and quality results for each subcatchment are
summarized in Tables 5-16 and 5-17. Table 5-16 is essentially a
heading printed by the program to advise the user of the summary
that follows (Table 5-17). The inlets for which quantity and quality
results are to be printed are specified by the user in the print
control cards.
88
-------
7L
— v rr ULJ ui
xj i I \\[~} ril
HBLJDDUDL:
P*r i r 1 r 1 r~ ir~:
cfl
I
3
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o
I
in
-------
SECTION OF
NORTH LANCASTER
DRAINAGE DISTRICT
HZ LEGEND
INLET MANHOLE
SUBCATCHMENT
CONDUIT NOT USED
— SU8C&TCHMENT
BOUNDARY
~1
Figure 5-10. Sample Application Subcatchment Boundaries
90
-------
Table 5-10. INPUT DATA NORTH LANCASTER, PENNSYLVANIA, DRAINAGE DISTRICT
DATA
CARD GROUP
NUMBER
RUNOFF
LAMCASTtR
STORM Op
66 100 11
46 .5.0
PrNNSYLVAMIA MOPTH pPAlNARf DISTRICT
MARCH 22, 1"72 DURATION 4 MRS, S1UPY 3 (ST"RM «7)
0 5." 1 25.
(READ IN EXECUTIVE BLOCK)
):
T *-* . J •
0.0 0.0
,06 .06
.06 .06
q.o 0,0
.06 .fib
5
b
7
8
9
10
13
14
15
L8
>Q
26
11
30
32
\ ft
39
40
42
43
44
46
47
49
51
S3
54
55
56
IX
60
62
63
64
65
66
67
6fl
69
72
74
76
77
78
80
81
82
83
84
85
fi6
87
89
89
90
92
93
94
95
0.0
.12
.06
,56
5
6
7
fl
9
10
13
14
15
18
26
?l
30
32
~$ o
39
40
4 1
42
43
46
47
49
5 i
^ ^
54
55
56
11
60
62
63
64
65
66
67
68
69
7,1
74
76
77
81
(i (^
8.5
8s
86
87
88
89
91
92
93
94
95
0.0
.12
.06
6.0
.56
1 fl 0 o
1 672.
16108.
11700.
1 1010.
1 730.
1 684.
1 684.
1 6.
1 928.
12354!
tngo.
12370.
17032.
1 420.
16358.
113664
13100.
12465,
15554.
1 1606.
1 130.
1 120!
1 120.
1 36o.
1 290.
1 1633.
1 598.
1 780,
1 210.
1 210.
1 1 600.
1 1200.
1 1600.
1 1 \0g!
125581
1 78o.
1 800.
1 400.
1 6 3 0 .
1 96Q.
i 1020.
17830.
1225Q.
13/0o!
1 880.
1 560.
1 700.
1 400.
MS?8:
1 1400.
1 1200.
1 360.
1 1810.
1 290.
1 1080.
1 1150.
1 360.
12920.
14160.
15110.
.12
.24
,1?
0.0
.36
7.
9.
46.
J6.
fl.
12.
9.
5.
3l!
3.
12!
?9l
34!
4.
47.
76.
5.
19.
25.
9.
0.4
0.3
3.
2.
|7.
18.
14 .
1 .
1 .
48.
32.
30.
IB.
6.
8.
9.
6.
13.
9.
21.
14!
2.
21.
19".
1 1 .
6.
8:
1 1 .
1 2.
29 .
2.
6!
30.
3.
8.
20.
56.
.36 .48 .36 .12 .12
0,0 o.o O.o o.n .12
0,0 0.0 0,0 0,0 0,0
0.0 12 .48 .24 .36
.06 rt.O 0.0 /t,, , „ ,x
(Blank Card)
31 .0.028
20.0.051
32.0.044
46.0.035
17.0.020
10.0.025
46.0.025
37.0.025
0.0.030
47.0,025
§8:8:8§§
54,0.032
58.0.035
47.0.019
42.0.019
24.0.025
28, 0.022
43,0 018
51 .0,019
57.0.019
59.0.016
59.0.018
51.0.008
51.0.007
51.0.012
45.0.005
45.0.007
38.0.012
38.0.010
23.0 .008
38.0.017
3«.0.n09
23,0,012
23.0.008
23.0.006
23.0.006
58.0.021
58. 0.01 H
49.0.009
54.0.010
51 .0.018
45.0.010
43.0.008
51.0.005
57.0.0 1«
51.0.023
51 .0.015
51. 0.^21
61.0.012
56.o!o24
58.0.018
63.0.007
52.0.017
56.0.020
52.0.021.
24.0.015
38.0.003
22.0.004
45.0.004
40.0.004
17.0.004
10.0.019
23.0.011
32.0,021
22.0.021
5,6
(Blank Card)
91
-------
Table 5-10 (continued).
INPUT DATA NORTH LANCASTER, PENNSYLVANIA,
DRAINAGE DISTRICT
1
5
6
7
8
10
13
14
15
1«
11
26
27
28
11
~tt
30
39
40
"I
42
43
44
46
47
49
Si
54
55
56
57
58
60
62
63
6/4
65
66
67
68
69
71
72
7u
76
77
78
80
81
82
25
«4
2s
66
87
88
89
I"
0$
23
94
95
1 f) 1
* " 1
7 8 27
5.
3
3
1
1
1
1
4
1
2
2
1
1
1
1
1
1
1
2
2
4
2
j
3
4
b
5
3
3
t
4
1
1
4
3
1
]
1
1
4
j
1
1
33
7.
23.10
29.70
152.00
52.80
39.60
29.70
16.50
19.80
9.90
39.60
69.30
39.60
72.60
29.70
112.20
13.20
155.00
258.00
16.50
62.70
82.50
29.70
1 .30
1 .00
1.00
9.90
6.60
SS:i8
46.20
3.30
3.30
32.80
35.20
99.no
59.40
19.80
26.40
29.70
19.80
42.80
?9.70
69.30
6.60
115.50
46.20
6.60
69. 30
23. 10
62.70
36.30
19.80
26.40
29.70
36.30
39.60
9.90
9SI70
6.60
1^.80
99.00
3.30
26.40
66.00
185.00
38 1 1
12
1 3
92
-------
Table 5-11. RAINFALL HISTORY
LANCASTER PENNSYLVANIA NOPTH DRAINAGE DISTRICT
BASIN NUMBER 66
NUMBER^ JjFT IMC STFPS 100
INTEGRATION TIME INTERVAL (MINUTES). 5.00
85.0 PEPCFNT OF IMPERVIOUS ABEA HAS ZERO DETENTION DEPTH
FOR 47 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES
HISTORV~IS~~
0.0 0.0 0.0 0.0 0.12 0.36 O.48 0.36 0.12 0.12
O.O6 0.06 0.12 0.12 0.2» 0.0 0.0 0.0 C .0 _0.12
~0.0« 0.06 Oi06 0.06 O."12 0.0 C.O 0.0 ' 0.0 "~ •" '0.0
0.0 0.0 0.0 0.0 0.0 0.0 0.12 0.48 0.24 0.36
C.06 0.06 O.06 0.06 O.C6 0.06 0.0
93
-------
O — — -MM— M-- —— - — — - — — M-MMM ——— — -MM--MM — —— — MM— ——- — —-— —— — -M— - — -— — — —~ —— —> —
Stt OOOOOOOOGOoOOwOOOtJoOOoOOoOoOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO
Z OOuOOOOoOOOOOOOOOOOOOO OOOOOOOO O (JO UOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO
UIU ° ° °° ° ° OOOO00000°00C>00lfiUl^tflU'lUlUl^
h z ooooooooOooooooooooooooooooOooOooooooooooooooooooooOoooooooooooOoo
— D OOOOOOOoOOOOOoOOOOOOOOOOOOoOOoOOOOoOOOOOOOoOOoOoOOOOOOOOoOOOOOO°OO
ll I OOOOOOOOOOoOOoOOOOoOOO^OOOoOOoO OOOoOOOOOQOoOOoOOOOOOOOOOOOOOOOOOOO
I X
u a oooooooooooooooooooooooooooooooooooooooooooooooooooooooooooooooooo
i
« •
Ul'l OOoOO OOoOOOQOOOoOO OOoOOOOOOOOOOOOOQOOOOOOOOOOOOOOOOOOOOQOOOoOOOOOO
< a *•••*.*..•..*....•.......*...*.•.•*.•.*..••.••..•>.••••.••••••••••
U.3E OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOQOOO
!T
D* • OOOOoOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO«3OO
< u oooooooooooooooooooooooooooooooooooooooooooooooooooooooooooooooooo
u.
O i
z •
lOLu OOOOOOOOOOOOOOCOOOOOOOUOOOOOOOOOCJOOOOOOOOOOOOOOOOOOOOOOO^OOOOOOOOO
I/ Z OOoOOOOOOOOOOOOOOOOOOoOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO
* Jt- • ...••*....•.••.•...«••.•.....**•••••..••••**•••••••»•••.•••• i
< I" ! ; i i ' : I I ' i
>- * ' I III
K z> oooooooooooooooooooooooOoooooooooooooooooooooooooooooooooooooooooo '
LJQ •*••.•....•....•••....*...........•...•••.•*•.*..«•••••.>••••••*•»• I
O Ul I
; Q ^^,,;=,.^:^™^.:3^.,^^,m:r^^
* I I ! ! i ' i ' ! ' ' ' ' ' ' : ! , Z Z
,3T OOOOCOOOoC'OOooOOOOOOC OOOOOO OOOO OOOO OOoO OOOOOOOOCOOOOOOOOOO O OOOOO OO X a
u >-~ I O
< < «,— , Wr,ywf. .onny- - --- -« -Ncv n • ~«u> y <
° t^ JON.. I ' o. * «L«O ! j L n L r *
I i ill i i i lift
I I I I I I I'll
94
-------
I o
I IM
*
ft •
*» ft ft **
*
ft * ft
*
* * * *
I
I o
t p)
I -'I
M
00
O
w
I
l
l
l
I
l o
fr-* *
l m
i -i
l
11
I
i
»
l
l o
0)
"s
I
m
-------
Table 5-13. HYDROGRAPHS LISTED AND TOTAL FLOW COMPUTATIONS
HYDROGRAPHS WTLL BE LISTED FOR THE FOLLOWING 10 GUTTERS OR INLETS
7 8 27 33 38 62 91 93 94 95
TOTAL RAINFALL (CU FT) 0.128749F 07
TOTAL INFILTRATION ( CU FT) 0.807409E 06
TOTAL GUTT5R FLOW AT INLET (CU FT) 0.4I6127E 06
TO^AL SU3FAC5 STOqAQF AT END OF STORM (CU FT) 0 .6»488_4E 05
EFROR IN CONTINUITYt PFPC^NTAGE OF RAINcALLt -0.04155
96
-------
Table 5-14. HYDRuGRAPHS STORED AND QUALITY INPUT PARAMETERS
HVDR3GRAPHS WILL BE STORED FOR
5678
20
40
54
66
80
90
22
41
55
67
81
91
26
42
?6
68
P2
92
27
43
57
69
63
93
THE FOLLOWING"
9 10 13
28
44
58
71
64
94
30
46
60
72
85
95
3£
47
62
74
B6
66 INLETS
14 15 18
33
49
63
76
38
51
64
77
88
53
65
78
B9
QUALITY SIMULATION INCLUDED IN THIS RUN.
1NPUT PAPAMF.TFRS AS FOLLOWS
NUMBER CF CONSTITUENTS
STRFET CLEANING FREQ
PASSES PER CLEANING
8
5.0
7.0 DAYS
1
STD CATCHBASIN VCLUM£ 16.04 FT3
TO"0~rorM57C~
METHOD «=•<"><* OLCULATING SS:
CP~CI*L TFCHNIOU^.
UIF" * S""T N ^ RIGI N"AL"
RELEASE I Oc TH= SWfM.
ISS = 1
97
-------
Table 5-15. SUBCATCHMENT QUALITY DEFINITIONS
WATERSHED QUALITY CEP I!
SUBAPCA LAND USr T(
NUM!
1
2
r i
6
-7
8
9
10
11
12
, 12
16
16
17
13
10
20
21
22
23
24
25
26
- "27 —
28
20
30
31
32
33
34
35 "
36
37
38
39
40
41
42
43
44
45
46
47
43
49
50
51
52
53
54
55
56
57
58
50
60
61
62
63
64
65
l^.P
5
6
"7
8
9
10
13
14
15
18
20
22
26
27
2 fl
30
32
33
38
39
40
41
42
43
44
46
47
49
51
53
54
55
56
57
60
62
63
64
65
66
67
68
69
71
72
74
76
77
78
ao
81
"2
33
84
85
37
88
39
90
91
02
93
94
05
CLASS. LF.r
3
3
3
1
1
1
1
4
1
1
2
2
2
i
i
i
2
2
4
2
2
1
2
3
4
5
5
3
3
1
1
1
1
1
1
4
1
1
4
3
1
a
•JITIONS
DTAL GUTTER f
-------
Table 5-16. SUMMARY OF QUANTITY AND QUALITY RESULTS
THIS IS A SUMMARY OF TH5 QUANTITY AND QUALITY RESULTS
LANCAST~P PENNSYLVANIA NORTH DRAINAG^ DISTRICT
STOOM OF MAPCH 22. 1972 DURATION 4 MRS, STUDY 3 (STCRM »7)
NSTFP NPTS NQS DELT TZERO TAREA
100 10 8 _.3_00_. A08CO.O 101A.O
THE FOLLOWING INLET/GUTTER NUMBERS WILL BE PRINTED FCR SELECTED TIME STEPS
***** NOTE: ONLY THE FIRST THREE POLLUTANTS ARF TRANSFERED TO OTHER BLOCKS,
99
-------
Table 5-17. QUANTITY AND QUALITY RESULTS AT A SPECIFIC LOCATION
'LANCASTER PFNNSYLVANIA NORTH 09AINAGE DISTRICT
STOPM 9 = MARCH 22. 1972 OUHATITN 4 MRS. STUDY 3 (STORM »7)
SUMMARY Oc QUANTITY AND DUALITY RESULTS AT LOCATION 62
FLOW IN C^S AND QUALITY IN MG/L (AND COLIF IN MPN/L)
TIME
FLOW
BOD
sus-s
COLIF
CCD
SET-S
NIT
PO*
GREASE
11
11
11
11
11
11
11
12
12
12
12
12
12
12
12
12
12
12
12
13
13
13
13
13
13
13
13
13
13
13
13
M
14
1*
14
14
14
14
14
14
14
14
14
15
IS
15
15
15
15
1?
IS
15
IS
IS
15
16
16
16
16
16
16
16
16
16
16
16.
16
I'
1"
IT
17
25.0
30.0
35. C
4C.O
45.0
50. O
55. C
0.0
5.C
10.0
1 5.0
20.0
25. C
3C .0
35.0
40.0
45.0
=0 . ^
55.0
C .0
5.0
10.0
15. C
20 .0
25.0
30.0
35. C
4C.C
45.0
50.0
5E.C
0.0
5.0
10.0
15. C
20.0
25.0
30.0
35.0
40.0
45. C
50. C
5-3.0
O.C
5.C
10.0
15. P
2". C
25. C
3C .0
35.0
40. 0
45.0
50 .C
55. 0
0.0
5.C
1 C.O
15.0
20.0
25.0
30.0
35.0
40.0
45.0
51.0
55.0
C.O
5.0
10 .0
15.0
" " - 0.0
e.o
C.O
0.0
" — o.eo
C.06
0. 19
c.«-7
C . 72
0.62
f .53
C .42
0.41
C .44
0.56
<• .53
" — 0.34
C.24
0. 17
C.I 9
0.24
P. 25
0.25
0.25
C . 2 9
0.23
0.21
0.15
o.u
0 .09
C.07
C .Oft
"• C.35
C.04
P.<53
0 .03
' O.C 6
0.39
O.P2
1 .02
'"" C.O?
C .65
0.49
0.41
P. 35
0.32
0.26
0. 1"
r .14
C.I 1
0 .08
C.07
0.06
0 .05
0.0*
0.03
" "0 .03
0.02
0.02
0.02
0.02
0.02
0.01
0.0 1
0.01
C.fll
O.C I
0.01
• o.ci
0 .0 1
0.01
" " 0.0
0.0
0.0
0 .0
0.0
38.22
44.58
44.57
53.31
50.53
39.85
32.43
24. C6
21.60
20.06
22.3?
~ 23.25
1 7.43
14.45
10. 86
10.60
12.01
1 1 .70
I 1 .57
~" 10.02
1 1.95
12.92
1 1 .2?
"" 10.32
9.71
9.31
9.03
fl.82
8.67
«.=4
6.44
5.71
5.56
10.63
1 6. "6
10.14
19.35
14.41
11.11
~ 10.40
0.61
9.52
9.37
8.52
8.01
7.68
7.46
7.31 - "
•'.zo
7. 11
7. O4
6.99
6.04
6.00
6. 86
6.83 -
6.81
6.78
6.76
6.74
6.72
6.71
6.69
" 6.66
6.67
6.66
0.0
0.0
O.O
0.0
"" 0.0
6.52
25.40
103.09
2"'1.39
335. 10
276.68
219.46
1*6. 13
157.40
176. 12
210.70
206.30
1 14.33
60. 1 1
46.50
54.36
68.89
63. 10
67.1 1
67.81
77.40
71 .00
44.73
30.21
21.69
16.42
13.03
10.74
a.l?
8. CO
7.14
5.86
24 .6.1
105.24
202.20
230. 36
210.84
1 34. 14
92.27
69. f 3
56.06
47.02
34.41
21 .51
14.38
10.18
7.50
6.21
5.29
4.64
4. 1 P
3.85
3.ftO
3.42
3.27
3.16
3.07
3 .00
2. 94
2.<30
2.86
2.82
2.80
" 2.77
2.75
2.74
.0
.0
.0
.0
.0
.101E
.121"?
.12SF
.16SF
. 196E
. 106=
.190 =
.1 30 =
.16PE
. 155=
.174 =
.216F
.205E
. 190F
.1 57F
. 148^
.164 =
. 163 =
. 163F
. 151F
. 164F
. 103=.
.187=
. 133 =
.I3GC
.170 =
. 1 76=.
.174E
. 173=
. 172 =
.1 70 =
.114--
.917 =
.114 =
.139 =
.15Sr
. 1 12 =
. 168T
. 159=
. 153 =
. 149F
.1573
. 167F
. fj3c
. 159-
. 157 =
. 155 =
. 153E
.152?
. 150F
.149 =
. 148 =
. 148 =
. 147F
. 1»6E
.145=
. 145 =
.145 =
. 144 =
. 144E
. 144=.
. I44T
.143=
. 143F
. 143=
.142F
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
07
06
07
C'
07
07
07
07
07
07
07
07
07
07
07
C 7
C7
07
07
07
07
07
07
07
07
07
07
07
07
C7
07
07
07
07
07
C .0
0.0
O .0
0.0
O.C
23.21
27.68
28.63
37.95
44 .97
45.07
45.61
41 .22
3P.50
35.49
30.05
49.48
47.13
45.55
36.07
33 .96
37.64
37.48
37.32
34.69
37.72
44 .24
42.99
42.07
41 .35
40 .79
4C .33
39.04
30.62
39.35
30. 1 1
26.20
21.03
26.22
31 .79
35. "0
41 .66
3B.51
36.49
35. 10
34. 11
35.93
31.34
37.32
36.55
35. ?5
35.47
35.08
34.76
34 .49
34.25
34 .05
33.es
33. 72
33.53
33 .45
33.34
33.24
33. 15
33.07
32.99
32.92
32.86
32 .80
32.74
32.69
C.O
0.0
0.0
0.3
0.0
1 .67
2.00
2.14
3.00
3.62
3.60
3.62
3.27
3.0 8
2.90
3.33
4.0 9
3.85
3.70
2.94
2.79
3.1 1
3. 1 1
3.12
2.°2
3.20
3.75
3.64
3.56
3.51
3.46
3.43
3.40
3.37
3.35
3.33
2.23
1 .82
2.42
3.22
3.74
4.25
3.78
3.54
3.40
3.31
3.49
3.7]
3.61
3.^4
3. «S
3.44
3.41
3.38
3.35
3.33
3.32
3.30
3.29
3.27
3.26
3.25
3.24
3.24
3.23
3.22
3.22
3.2 I
3.21
3.20
3.20
0.0
0.0
0.0
0.0
0.0
0.5S
1.45
5.19
12.64
15.59
12.96
10.39
7.94
7.52
6.33
10 .34
9.84
5.68
3.63
2.50
2.83
3.53
3.49
3 .44
3.45
3.0 1
3.70
2.50
1 .34
1 .45
1 .20
1 .34
0.94
0.86
0.3 1
0.77
0 .56
I .35
5 .04
9 .47
11.18
10.37
6.48
4.57
3.53
2.91
2 .53
1 .00
1 .40
1.07
0.87
0.75
0 .68
0 .64
0.60
0 .58
0.56
0.55
0 .54
0.53
0 .53
0 .52
0.52
0.51
0.51
O.SI
0 .51
0.50
0 .50
0.50
0.50
0.0
0.0
0.0
0.0
0.0
0 .07
0.17
0 .54
1.29
1 .59
1 .33
1 .07
0.82
0.78
O.S6
1 .06
1.02
0.60
0.40
0.28
0.3!
0.38
0 .33
0.37
0.37
0 .42
0.40
0.28
0.22
0.1 S
0.15
0.13
0.12
0.12
0.11
0. 1 1
0.08
0.15
0.52
0 .97
1.14
1 .07
0.68
0.48
0.38
0.32
0.23
0.23
0. 17
0. 13
0.11
0 . 1C
0 .09
0.09
0 .09
O.C8
O.C8
0.03.
0.03
0 .09
0 .08
0.08
0.08
0.08
0.08
O.CS
0.08
O.O7
0.07
0.07
0.07
0.0
0.0
0.0
0.0
0.0
0 .60
0. 71
0 .74
0.97
1.15
1.16
1.17
1 .06
0 .09
0.91
1 .02
1 .27
1 .21
1 .17
O.Q2
0.87
0 .97
0.96
0 .96
0. 89
0. 97
1.13
1 . 10
1 .08
1 .06
.05
.03
.02
.02
.01
1 .00
C.67
0 .C4
O.f
0 .32
0.91
1 .07
0 .99
0.04
0.90
0.87
0.92
0 .98
0.96
0 .94
0 . 92
0.91
0.90
0.89
0. 88
0 .88
0 .37
0 ,°7
0.36
0 . 86
~ 0 .86
0 .85
0. 85
0 .85
0.85
0.85
0 .84
0. 84
0 . P4
0.84
0.64
100
-------
RUNOFF CALIBRATION AND SENSITIVITY
In an overall urban runoff simulation, the origin of all flows
and pollutants, aside from contributions by DWF or infiltration,
occurs in the Runoff Block. Hence, an accurate representation
of hydrographs and pollutographs at all points within the system
depends heavily upon the Runoff results. For this reason, a
special section is devoted to its calibration and sensitivity.
Calibration
A model that requires a large amount of input data, such as Run-
off, generally needs calibration and verification because, in
most cases, the user is unable to supply accurate values for
every input parameter. Hence, default values are often used by
the program. Default values represent values considered accep-
table, in most cases, in lieu of better substitute information
locally obtained. For example, infiltration rates, surface
storage, and resistance factors are seldom measured in the field.
Yet, the default values written into the program may not
accurately represent the study area. When good flow measurements
at selected inlets are available, input parameters may be adjus-
ted until a good fit exists between the computed hydrographs
and the measured transient flows. These measurements pertain only
to a specific storm event. However, once the calibration efforts
are completed for one storm event, little adjustment is needed for
others. After adequate calibration and verification, any storm
event occurring over the study area may be modeled by inserting
the appropriate input hyetograph.
Sensitivity
In an application of the Runoff Model to the Washington, DC, metro-
politan area, Graham, Costello, and Mallon ( 5 ) performed a
sensitivity analysis to show the relative importance of model input
parameters and identify the significant effects of imperviousness
and specific curb length on the watershed BOD^ washoff per storm.
Their report contains much useful information for the Runoff user
and should be examined. They found that the greatest effect on
both quantity and quality results was due to the interrelated
parameters representing land use and characteristics of the impervious
areas. Infiltration rates had a smaller effect, primarily on the
total runoff volume.
101
-------
It should be noted that an awareness of the sensitivity of the
Model to input parameters is an invaluable aid towards a success-
ful application, but it is not implied that a modification of all
of these parameters is appropriate or valid in a calibration
attempt. Modification of physical watershed parameters for which
"accurate" measurements are available or obtainable from existing
maps, would constitute a misrepresentation of the drainage basin.
Comparison of computed quantity and quality with measured quantity
and quality for a specific storm event may reveal the need for:
(1) a more refined discretization of the physical system, (2) a
more accurate evaluation of such factors as percent imperviousness
and width of overland flow, and/or (3) a revision of the pollutant
loading rates, catchbasin pollutant concentrations, and land use
classifications.
Quantity Examples
The storm event of January 21, 1974, over the Stevens Avenue
District, Lancaster, Pennsylvania, was chosen for these runs.
One parameter at a time was varied, while all other input data
remained constant. Assuming that a careful and thorough, evaluation
of physical data (such as area, ground slope, percent imperviousness)
has been made, the user has flexibility to adjust seven quantity input
parameters:
1) Resistance factor for impervious areas
2) Resistance factor for pervious areas
3) Surface storage on impervious areas
4) Surface storage on pervious areas
5) Maximum rate of infiltration
6) Minimum rate of infiltration
7) Decay rate of infiltration.
The resistance factor for impervious areas had little effect. A
100 fold increase in magnitude resulted in an 18 percent increase
in surface storage, but resulted in only a 1.5 percent reduction
of the total gutter flow (runoff volume). A 50 fold increase in the
resistance factor for pervious areas had no effect. Impervious area
surface storage (or detention depth) was more important: increasing
its magnitude from 0.001 inch to 0.200 inch resulted in a 100
percent increase in surface storage, and an 18 percent decrease in
the total gutter flow. The Model was totally insensitive to a. 50 told
102
-------
increase in the magnitude of the pervious area surface storage
parameter. Variation of the maximum rate of infiltration from
1.50 inches per hour to 6.00 inches per hour produced no effects
on runoff volume. Variation of the minimum rate of infiltra-
tion from 1.50 inches per hour to 0.01 inches per hour (holding
the maximum rate and the decay rate constant) resulted in a net
decrease of- 8 percent in the total volume of infiltration. The
runoff volume increased by 75 percent as a result of the de-
creased infiltration.
The relative effect of the maximum versus minimum infiltration
rates is affected by the decay ra.te (DECAY) . As DECAY is in-
creased, the infiltration curve (Figure 5-4) moves rapidly
towards its minimum value. As DECAY is decreased, the infil-
tration curve remains near its maximum value longer. These
examples illustrate that the default value for DECAY leads to the
former situation.
The results presented above pertain to a specific drainage basin
(41 subcatchments, 134.59 acres) subjected to a specific storm
event. Results will vary somewhat depending on the rainfall and
the geomorphology of the drainage basin. However, the same
parameters should remain sensitive on a relative basis. In summary,
the Model is considered sensitive to the following quantity input
parameters for calibration purposes:
1) Surface roughness for impervious areas
2) Detention depth for impervious areas
3) Maximum or minimum values of infiltration,
the former only for values of the decay rate
less than the default value.
Quality Examples
If the user has measured values that indicate different pollutant
loadings from those given in Table 5-3, the new factors may be
supplied through the BLOCK DATA subroutine (see Program Operation),
An accurate computation of suspended solids requires erosion data.
The most significant parameter in the quality simulation is land
use classification, since the APWA loading rates are a function of
land use types. Other important factors include: (1) the number
of dry days preceding the storm event, (2) the street cleaning
frequency and number of passes, (3) the volume of water trapped
103
-------
in the catchbasin between storm events, and (4) the BOD (COD)
demand exerted by the trapped fluid in the catchbasin.
The number of dry days can be determined from rainfall records
and should not be varied for calibration. The volume of trapped
water in the catchbasins can usually be determined from sewer
plans obtainable from the municipality. In the event of several
catchbasin types, an average value may be used. If this estimate
is not accurate, this parameter may have to be adjusted during
calibration. Few municipalities measure the catchbasin organic
demand, thus the user should assume the default value and adjust
this parameter according to the results. The street cleaning
frequency and number of passes may also be obtained from the
municipality.
Table 5-18 illustrates the effect of catchbasin volume and initial
concentration on resulting concentrations for a sample run.
Neither has a dramatic effect, and all catchbasin effects decay as
the runoff continues, and disappear entirely after about the first
hour of the storm, depending on its magnitude.
104
-------
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REFERENCES
1. American Public Works Association, "Water Pollution Aspects
of Urban Runoff," Federal Water Pollution Control Admini-
stration Contract WP-20-15 (1969).
2. 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).
3. Crawford, N. H., and Linsley, R. K., "Digital Simulation in
Hydrology, Stanford Watershed Model IV," Technical Report
No. 39, Department of Civil Engineering, Stanford University
(July 1966).
4. Environmental Protection Agency, "Storm Water Management
Model," Water Pollution Control Research Series,
Washington, DC (1971):
a. "Volume I, Final Report," Report No. 11024DOC07/71
b. "Volume II, Verification and Testing," Report No.
11024DOC08/71
c. "Volume III, User's Manual," Report No. 11024DOC09/71
d. "Volume IV, Program Listing," Report No. 11024DOC10/71.
5. Graham, Philip H., et al., "Estimation of Imperviousness
and Specific Curb Length for Forecasting Stormwater Quality
and Quantity," Journal of Water Pollution Control Federation,
Volume 46, No. 4 (1974).
6. Maryland Water Resources Administration, "Technical Guide
to Erosion and Sediment Control Design," Maryland Department
of Natural Resources (September 1973).
7. Meyer, L. D., and L. A. Kramer, "Erosion Equations Predict
Land Slope Developments, Agricultural Engineer, Volume 50
(1969) .
8. Ports, M. A., "Use of the Universal Soil Loss Equation as a
Design Standard," ASCE Water Resources Engineering Meeting,
Washington, DC (1973).
106
-------
9. Tucker, L. S., "Northwood Gaging Installation, Baltimore-
Instrumentation and Data," Technical Memorandum No. 2,
American Society of Civil Engineers, Urban Water Resources
Research Program (August 1968) .
10. Wischmeier, W. H., C. B. Johnson, and B. U. Cross, "A
Soil Eredibility Nomograph for Farmland and Construction
Sites," Journal of Soils and WaterConservation, Volume 26
(1971).
11. Wischmeier, W. H., and D. D. Smith, "Predicting Rainfall-
Erosion Losses from Cropland East of the Rocky Mountains,"
Agricultural Handbook 282, US Department of Agriculture,
Washington, DC (1965).
12. Wischmeier, W. H., and D. D. Smith, "Rainfall Energy and
Its Relationship to Soil Loss," Transactions, American
Geophysical Union, Volume 39, No. 2 (1958).
107
-------
SECTION 6
TRANSPORT BLOCK
BLOCK DESCRIPTION
Introduction
Flow routing through the sewer system is controlled in the Storm
Water Management Model (SWMM) by subroutine TRANS which is called
from the Executive Block program. TRANS has the responsibility
of coordinating not only routing of sewage quantities but also
such functions as routing of quality parameters (subroutine QUAL),
estimating dry-weather flow (DWF) (subroutine FILTH), estimating
infiltration (subroutine INFIL), and calling internal storage
(subroutine TSTRDT). The relationships among the subroutines which
make up the Transport Block are shown in Figure 6-1. The FORTRAN
program is about 4,100 cards long, consisting of 25 subroutines
and functions.
This section describes the Transport Block, provides instructions
on data preparation, and furnishes examples of program usage.
A description of each subroutine or function is contained in com-
ment cards at the beginning of the subroutine in the program
listing.
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, infiltra-
tion and DWF computations. Internal storage procedures are similar
to those described in Section 7; hence, they are not presented here.
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 represen-
tation of the system in a manner similar to that of links and nodes.
Elements may be conduits, manholes, lift stations, overflow struc-
108
-------
-»|TINTRP 1-4-jTSROUT) | FINDA J
I TPLUGS |-4—JTSTORG
DPSI
r psrn««-
Note: Arrows point from the calling program to the called program.
Boxes with double underline represent major subroutines.
Figure 6-1. Transport Block
109
-------
tures, 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 sequen-
cing 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.
The solution procedure basically follows a kinematic wave approach
in which disturbances are allowed to propagate only in the down-
stream direction. As a consequence, backwater effects are not
modeled beyond the realm of a single conduit, and downstream condi-
tions (e.g., tide gates, diversion structures) will not affect
upstream computations. Systems that branch in the downstream direc-
tion can be modeled using "flow divider" elements to the extent that
overflows, etc., are not affected by backwater conditions. Sur-
charging is modeled simply by storing excess flows (over and above
the full-flow conduit capacity) at the upstream manhole until
capacity exists to accept the stored volume. Pressure-flow condi-
tions are not explicitly modeled and no attempt is made to determine
if ground surface flooding exists. However, a message is printed
at each time step for each location at which surcharging occurs.
The Transport routine has proven its ability to model accurately
flows in most sewer systems, within the limitations discussed above,
and as such it should be more than adequate for most applications.
However, it will not accurately simulate systems with extensive
interconnections or loops, systems that exhibit flow reversals or
significant backwater effects, or systems in which surcharging must
be treated as a pressure-flow phenomenon.
An option in the program is the use of the internal storage model
which acts as a transport element. The model provides the possibi-
lity of storage-routing of the 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 continuity equation in a manner analogous to flood
routing through a reservoir. Extensive backwater conditions may
thus be modeled by treating portions of the sewer system as a storage
unit with a horizontal water surface. Entry to the internal storage
subroutines is through TSTKDT (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 to the sewer system by three means:
110
-------
1) Storm-generated pollutographs computed by
the Runoff Blocka are transferred on tape/
disk devices to enter the system at desig-
nated 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
subroutine QUAL. The maximum number of contaminants that can be
routed is four, although suspended solids, BOD and coliforms are
the only ones commonly input from Runoff.
Program Operation
Most of the input to TRANS is related 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 param-
eters 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/disk in the order in which
hydrograph and pollutograph ordinates will be read at each time
step from tape/disks. 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 INITIAL initializes flows and
pollutant concentrations in each element to values corresponding to
a condition of dry-weather flow and infiltration only.
o
Although only the Runoff Block will be mentioned in the text, the
Transport Block can receive inputs from the Runoff, Storage/Treatment
and Transport Block itself.
Ill
-------
The main iterations of the program consist of an outer loop on
time steps and an inner loop on element numbers in order to cal-
culate flows and concentrations in all elements at each time
step. Inlet hydrographs and pollutograph ordinates are read
from a tape at each time step prior to entering the loop on ele-
ment 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 upstream (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.
A simple hydraulic design routine is available at this point. If
desired (NDESN = 1), when a surcharge condition is encountered, the
conduit will be increased in size in standard increments (for cir-
cular pipes) or in six-inch width increments for rectangular conduits
until capacity exists to accept the flow. (Conduits that are neither
circular nor rectangular will be converted to circular if they need
to be resized.) A message is printed indicating the resizing, and
a table of final conduit dimensions is printed at the end of the simu-
lation. This design operation will effectively eliminate surcharging
but will also minimize in-system storage within manholes, etc. The
net effect is to increase hydrograph peaks at the downstream end of
the system. An obvious conflict can thus exist between controls aimed
at curing in-system hydraulic problems and controls intended for pol-
lution abatement procedures at the outfall.
Flows are routed through each element in subroutine ROUTE and quality
parameters are routed in subroutine QUAL. When routing flows in con-
duits, 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.
Upon completion of flow and quality routing at all time steps for all
elements, TRANS then performs the task of outputting the various data.
Hydrograph and pollutograph ordinates for the outfall point(s) are
112
-------
written onto tape for further use by the Executive Block, and sub-
routine PRINT is then called for printing outflows for any other
desired elements.
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: (1) Transport, (2) Internal
Storage, (3) Infiltration and (4) 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 6-2. 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 drainage area characteristics 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
6-6.)
Transport Block
Use of the Transport program involves three primary steps:
1) Preparation of theoretical data for use
by subroutines engaged in hydraulic cal-
culations in the program.
2) Preparation of physical data describing
the combined sewer system.
3) Generation of inlet hydrographs and pollu-
tographs required as input to the Transport
Model and computational controls.
Data for Step 1 are supplied with the Storm Water Management program
for 13 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 incorporated into the sewer system. Generation of such
data will be discussed below.
The primary data requirements for the user are for Step 2, the phys-
ical description of the combined sewer system, i.e., the tabulation
113
-------
DATA FOR FILTH
DATA FOR INFIL
NPE
NYN
JN
INTERNAL STORAGE DATA
L
L
SEWER ELEMENT DATA
NCNTRL, NINFIL, NFILTH, JPRINT
DT, EPSIL, DWDAYS
NE, NOT, MINPUT, ETC.
TITLE CARD
DATA DESCRIBING USER SUPPLIED
CONDUIT SHAPES (NKLASS TYPES)
NKLASS, KPRINT
I
' TRANSPORT (READ IN EXECUTIVE BLOCK)
Figure 6-2. Data Deck for the Transport Block
114
-------
of seven shapes, dimensions, slopes, roughness, etc., which will
be discussed in detail below.
The data for Step 3 will be generated by the Runoff Block, des-
cribed in Section 5 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 6-3 through the parameters ANORM and QNORM des-
cribed below. A similar depth-area relationship is also required
using the parameter DNORM.
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/Qf = A*R**0.667/(Af*Rf**0.667) = f(A/Af) (6-1)
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/Q (interpolated between values of QNORM) is a function only of
A/Af (interpolated between values of ANORM). This function is tabu-
lated for circular conduits in Appendix I of Reference 3, for
example, and on page 443 of Reference 4 for a Boston horseshoe sec-
tion. It is shown in graphical form for several conduit shapes in
Chapter XI, Reference 8, 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 is given in Table 6-1. The conduits are illustrated in Figure
6-4. If y = depth of flow, values of y/y corresponding to A/Af
(ANORM) are tabulated as the variable DNORM.
115
-------
1.0
A/Af =
Figure 6-3. The Intersection of the Straight
Line and the Normalized Flow-Area
Curve as Determined in Route. The
i/i-« Curve is Formed by Straight Line
Segments Delineated by the Variables
ANORM and QNORM, for Conduits with- a
Tabular Q-A Relationship. Q Denotes
Flow, A Denotes Area, and the Subscript
f Denotes Values at Full-Flow. The
Line -C]_ ^ -G£ is Formed by the Program
from the Continuity Equation.
116
-------
It will often be satisfactory to represent a shape not included
in Table 6-1 by one of similar geometry. 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 con-
duit shape from Table 6-1 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.
If it is desired to have the exact flow-area and depth-area
2/3
relationships, 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 Equation 6-1 may then be tabu-
lated 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 roughness. Finally, inflows to the system (i.e., stormwater,
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 conveniently in conjunction with the preparation
of data for these other subroutines.
Each element (conduit or non-conduit) must be identified with a
number which may range from 1 to 1000. They need not be sequential
or continuous. Experience has shown that a schematic map showing
117
-------
Table 6-1. DIFFERENT ELEMENT TYPES SUPPLIED WITH THE
STORM WATER MANAGEMENT MODEL
NTYPE
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 Trapezoid
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
118
-------
the complete sewer network and the numbering system will be very
useful for debugging and identification purposes. It is diffi-
cult to rely upon detailed (and often cluttered) sewer plans alone.
Description of Conduits — The 13 conduit shapes supplied with the
SWMM are shown in Figure 6-4. For each shape, the required dimen-
sions are illustrated in the figure and specified in Table 6-2.
In addition, Table 6-2 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 6-4 for
the proper conduit type and dimensions. If the shape does not cor-
respond 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 6-2, in
which the area is given as a function of the conduit dimensions.
If desired, the flow-depth area parameters for up to three addi-
tional conduit shapes may be read in at the beginning of the program
as discussed previously. (See also Card Group 2-10, Table 6-6.)
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
2 2
an area of 4.58 feet (0.425 meters ) 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 6-4 that the ratio of depth to width for an egg-shaped conduit
is 1.5:1. Finally, the area of an egg-shaped conduit of 3 foot depth
is 0.5105 x 9 = 4.59 feet (0.426 meters ). It is concluded that
the conduit should be type 3 with GEOM1 = 3 feet.
Because of the limits on the size of the computer program, it will
usually not be possible to model every conduit in the drainage basin.
Consequently, aggregation of individual conduits into longer ones
will usually be the rule. Average slopes and sizes may be used pro-
vided that the flow capacity of the aggregate conduit is not signifi-
cantly 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, flow calculations are relatively insensitive to conduit
119
-------
Table 6-2. SUMMARY OF AREA RELATIONSHIPS AND
REQUIRED CONDUIT DIMENSIONS3
NTYPE
1
2
3
4
5
6
7
8
9
10
11
12
13
Shape
Circular
Rectangular
Egg-shaped
Horseshoe
Gothic
Catenary
Semielliptic
Basket-handle
Semi-circular
Modified basket-
handle
Rectangular ,
triangular bottom
Rectangular ,
round bottom
Trapezoidal channel
Area
O/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(Gl+(ir/8)G2)
G2(Gl-G3/2)
0 = 2*ARSIN
*(G2/(2G3))
Area = G1*G2
+ (G3)**2/2
*(0-SIN(0))
G1(G2+G1/G3)
Required dimensions
(ft)
GEOM1 = Diameter
GEOM1 = Height
GEOM2 = Width
GEOM1 = Height
GEOM1 = Height
GEOM1 = Height
GEOM1 = Height
GEOM1 = Height
GEOM1 = Height
GEOM1 = Height
GEOM1 = Side height
GEOM2 = Width
GEOM1 = Height
GEOM2 = Width
GEOM3 = Invert height
GEOM1 = Side height
GEOM2 = Width
GEOM3 = Invert radius
GEOM1 = Depth
GEOM2 = Bottom width
GEOM3 = Side slope (verti
cal /horizontal)
Refer to Figure 6-4 for definition of dimensions, G2, and G3.
Note that Gl = GEOM1, G2 = GEOM2, G3 = GEOM3.
120
-------
T
Cl
Type 1: Circular
Type 2: Rectangular
Type 3: Phillips Standard
Egg Shape
Type 4: Boston Horseshoe
ci i? oi 0.4 «s c; oj u oj u u i
«otio«f Ih, HyirjgKc ttciwr.li of IV Riled jtyntat
t>
-------
04 O.Z 03 0.4 05 0.6 0.7 08 CJ 10
Type 1: Louisville Semiellipnc
M W C.I O.i « 0.5 06 0.7 0.6 09 1.0 I. U
tot* «T tht K-itrmMiOaotntt of th« filled Stjmcnt
totU»e«f the Ditire Section.
Tyre 8: Basket-handle
'00 Ql 02 0.3 04 0.5 06 07 08 0.9 10 U 12
ftotio «f Hydrou!c" Elements of the Filled 5*yn»nt to
those of ths Entire Section.
Type 9: Semi-circular
Type 10: Modified BasTcet-handle
Gl
G2
T"
Gl
i
-G2
Type 11: Rectangular, Triangular Bottom Type 12: Rectangular, Round Bottom
Figure 6-4 (continued). Sewer Cross-Sections
122
-------
Gl
G2
TYPE 13: TRAPEZOID
Figure 6-4 (continued). Sewer Cross-Section
123
-------
lengths although with conduits over 4000 to 5000 feet (1200 meters
and 1500 meters) long some loss of routing accuracy will
result. 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 manholes. A further means
of simulating large systems lies in simulating different portions
with separate Transport runs and combining the results using the
Combine Block (see Section 4).
Values of Manning's roughness may be known by engineers familiar
with the sewer system. Otherwise, they may be estimated from
tables in many engineering references (e.g., References 1, 3, 4, 6)
as a function of the construction material and sewer conditions. 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 insen-
sitive to small changes in Manning's n.
Description of Non-Conduits — The sewer system consists of many
clifferent structures, each with its own hydraulic properties.
Elements 16 through 22 are designed to simulate such structures.
Data requirements for these elements are given in Table 6-3. Brief
descriptions of these elements follow.
Manholes (NTYPE = 15) — 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 join at a point, two manholes could be placed in
series, allowing a total of five branches to joint at that point, etc.
Flow routing is accomplished in manholes by specifying that the outflow
equals the sum of the inflows.
Lift Stations (NTYPE = 17) — The data requirements for lift stations
are given in Table 6-3. 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). When the volume of sewage in the wet well reaches
its specified capacity, the pumps begin to operate at a constant rate.
This continues until the wet well volume equals zero.
Flow Dividers (NTYPE = 18 and 21) — The routing procedure through
these elements is explained in the discussion below. Typical uses
are given.
124
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t/1
H
M
^
O
o
1
1
o
FH
Q
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frf
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PS
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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 speci-
fied 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.
2) Cunnette section — A type 21 flow divider
may be used to model a downstream cunnette
section. The cunnette section is consi-
dered as a separate circular conduit to be
placed parallel to the primary conduit as
shown in Figure 6-5. 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 dis-
tance, slope and roughness will be the
same as for the primary conduit.) A type
21 flow divider is then the upstream ele-
ment common to both conduits, as shown in
Figure 6-5. (The program assigns a value
of GEOM1 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.
Routing at Flow Dividers (NTYPE = 18 and 21) — Both types will
divide the inflow, QI, into two outflows, Q01 and Q02. The divider
then acts as follows:
For 0 <_ QI <_ GEOMl, Q01 = QI
Q02 = 0.0
(6-2)
For GEOMl <_ QI, Q01 = GEOMl
002 = QI - GEOMl
126
-------
SECTION OF SEWER
WITH CUNNETTE
PRIMARY CONDUIT PRIMARY CONDUIT
CUNNETTE (TYPE I) \CUNNETTE ITYPE I)
•FLOW DIVIDER (TYPE 21)
a. SCHEMATIC OF HYPOTHETICAL FLOW DIVISION
H-
PRIMARY
CONDUIT
CUNNETTE
CONDUIT WITH
CUNNETTE
b. SPLIT OF CONDUIT INTO PRIMARY CONDUIT AND CUNNETTE
Figure 6~5. Cunnette Section
127
-------
The undiverted outflow, Q01, will flow into the downstream element
denoted by GEOM3. (The element into which Q02 flows does not need
to be specified.)
Flow Divider (NTYPE = 20) — 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 into the weir
structure. Input parameters are defined in Table 6-3. 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 .
The flow divider behaves as a function of the inflow, QI, as follows:
For Q <_ QI <_ DIST, Q01 = QI
Q02 = 0.0
For DIST <_ QI, Q01 and Q02 are computed
as follows:
1) Compute depth of flow above the weir,
assuming a linear flow-depth relation-
ship :
DH = (QI-DIST)*(GEOM2-GEOM1)/(SLOPE-DIST)
2) Compute the diverted flow from the weir
formula:
Q02 = ROUGH*DH**1.5
3) Compute the undiverted flow:
Q01 = QI - Q02
Storage Unit (NTYPE 19) — This element is specified only when
internal storage computations are required. The supporting data
must have been fed previously into the program (subroutine TSTRDT).
The inflowing pollutant concentrations are determined first. Then
quantity and quality routing are accomplished in subroutine TSTORG,
and its subroutines: TSROUT and TPLQGS. Subroutine TSTORG is
called from ROUTE each time step to compute movements within the
storage unit. TSROUT provides the hydraulic routing computation and
128
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TPLUGS traces and identifies the plug elements when the plug
flow-through option is selected. If the alternate option, com-
plete mixing, is selected, necessary computations are completed
within TSTORG. A more comprehensive description of the storage
routine is presented in Section 7 of this manual.
A storage unit may be placed anywhere in the sewer system where
appreciable storage may exist, such as at an outflow or diversion
structure. The required data inputs are described later. It
should be noted that the storage area or "reservoir" now consists
of a portion of the sewer system itself, and area-depth relation-
ships must be worked out accordingly.
Backwater Element (NTYPE = 22) — 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 in a manner analogous
to reservoir flood routing as follows:
1) A storage element (NTYPE 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 backwater. The reach
between this point and the structure may
encompass several conduit lengths. A back-
water element (NTYPE 22) is placed at this
point of maximum backwater ,• in place of
a manhole, for instance.
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 backwater extends all the way to the
backwater element, the total flow is diverted
to the storage element; none is diverted to
the conduits.
129
-------
4) The amount of diverted flow (Q01) is assumed
directly proportional to the length of the
backwater. The storage area in reality con-
sists of the conduits. Since most conduits
can be assumed to have a constant width, on
the average, the backwater length is assumed
proportional to the square root of the cur-
rent storage volume, obtained from the storage
routine.
5) The parameter GEOM3 of the backwater element
must contain the element number of the down-
stream 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 com-
putes the ratio of current to maximum storage
volume in the downstream storage element. Call
this ratio r. Then
Q01 = QI*r**0.5
and (6-4)
Q02 = QI - Q01
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 con-
trols are available within Transport.
130
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Choice of Time Step (DT) — The size of the time step must be
chosen to coincide with the spacing of the ordinates of the in-
flow hydrographs and pollutographs. In tests of sensitivity, it
was found that except for very small values of DT (10 seconds),
the output from Transport is insensitive to the length of the time
step. Between values of two minutes and 30 minutes, hydrograph
ordinates varied by less than one percent. For extremely short
time step values, the peak flow moved downstream faster and never
attained the maximum value that it had with a DT of two minutes
and longer. Within the range commonly needed by SWMM users (two
minutes to 30 minutes), the choice of time step will not signifi-
cantly affect results.
Choice of Number of Time Steps (NDT) — 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 (NITER) — The purpose of iterations
in the computations is to eliminate flow oscillations in the out-
put. 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
sufficient in most cases.
Choice of Allowable Convergence Error (EPSIL) — Convergence of
the flow routing procedure should not be any problem, and the
default value for EPSIL, 0.0001, may be used. It will provide
sufficient accuracy and result in only a very minimal increase
in computer time over larger values. The only convergence prob-
lems that may exist can occur when flow enters a dry conduit. For
instance, this could occur at the beginning of a storm in a storm-
sewered area with no infiltration. Messages to this effect will
be printed if parameter NPRINT j4 0. These may almost always be
ignored since the default options in subroutine ROUTE will conti-
nue program execution and only result in a very small error in
continuity (a fraction of a percent).
Alternate Hydrograph and Pollutograph Inputs — Hydrograph and pollu-
tographs may be entered from a tape/disk file (e.g., as generated in
the Runoff Block) or, alternatively, entered from cards, using card
groups 28, 46 and 47 in Table 6-6. Parameter NCNTRL on card 14 is set
accordingly. Note that input from both cards and tape/disk may not be
131
-------
performed simultaneously. If, for some reason, input from cards is
not desired, a tape/disk file containing the specified input values
could be created and specified as an input file to Transport in place
of, say, a file generated by the Runoff Block. These data and their
sequence can be determined from the tape/disk read statements in
subroutine TRANS.
Internal Storage Model
Use of the internal storage routine involves five basic steps. A
somewhat more detailed data description may be found in Section 7.
Step 1. Call —
The internal storage routine is called by subroutine TRANS when
element NTYPE 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 node (inline); construction (natural, man-
made and covered, manmade and uncovered); and type of outlet device
(orifice, weir, or pumped). A manmade unit is assumed to have the
shape of an (inverted) truncated right circular cone.
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 suppressed; and
3) Costs estimated or cost suppressed.
Step 4. Description; Part 2 —
Describe the basin flood depth and geometry. Describe design param-
eters of outlet control. Describe initial conditions in basin.
132
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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.
Infiltration Model
The infiltration program, INFIL, has been developed to estimate
infiltration into a given sewer system based upon existing infor-
mation about the sewer, its surrounding soil and groundwater, and
precipitation. It should be bourne in mind throughout that the
accuracy of infiltration prediction is dependent upon the accuracy
and extent of data descriptive of infiltration in the system being
modeled.
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 infiltration might be estimated is shown in Figure 6-6.
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 setting the variable, NINFIL, equal to 1, thus signaling the com-
puter to estimate infiltration.
For the purposes of analysis, infiltration is 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 6-7 which excludes surface runoff. Figure 6-7 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
rises above the sewer invert, it is assumed that groundwater inflow
GINFIL alone will be the dominant source of infiltration. Thus,
infiltration is defined as:
rDINFIL + RINFIL + SINFIL
QINF = <> or (6-5)
•GINFIL for high groundwater table
133
-------
LATERAL SEWERS
CONDUITS TO WHICH TOTAL
INFILTRATION IS APPORTIONED
DRAINAGE BASIN BOUNDARY
NON-CONDUIT ELEMENT
Figure 6-6. Typical Drainage Basin in which
Infiltration is to be Estimated
134
-------
-J
o
_l
u.
TU4E
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 6-7. Components of Infiltration
135
-------
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:
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; and
4) Use generalized estimates based upon country-
wide observations.
Dry Weather Infiltration (DINFIL) —
If the study area under consideration has been gaged, base dry
weather infiltration can be taken by inspection from the flow data.
In the absence of flow data, an estimate of the unit infiltration
rate XLOCAL (gpm/inch - diameter/mile) for dry weather must be
obtained from local professionals. From data in the form of cal-
culated values of DIAM and PLEN, Equation 6-6 can then be used to
determine DINFIL:
DINFIL = XLOCAL*DIAM*PLEN (6-6)
where DIAM = average sewer diameter, inches
PLEN = pipe length, miles
Residual Melting Ice and Frost Infiltration (SINFIL) —
SINFIL arises from residual precipitation such as snow as it melts
•following cold periods. Published data (1 ) in the form of monthly
degree days (below 65°F) provide an excellent index as to the signi-
ficance of SINFIL. Average monthly degree-days for cities in the
United States are reproduced in Appendix A. The onr-et and duration
of melting can be estimated by noting the degree days NDD above and
immediately below a value of 750. Refer to Figure 6-8 for the fol-
lowing 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 AI equals A«. In the absence of evidence to the contrary, it is
136
-------
co
M
MOO-
(000-
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too
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coo-
600-
400-
MO-
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100-
MELTING
VULt I
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-------
assumed that the melting rate is sinusoidal. The maximum contri-
bution 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 the following equation:
1RSMAX*sin [180* (NDYUD-MLTBE) / (MLTEN-MLTBE) ]
(6-7)
0.0 if NDYUD is not in melting period or if
NDD never exceeds 750.
where NDYUD = 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 nine
days prior to an estimate. If antecedent rainfall is unavailable
or less than 0.25 inch (6.4 mm), the RINFIL contribution to QINFIL
is sec 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 + ALF1*RNI + ... + ALF9*RN9 (6-8)
where RINFIL = SWFLOW - DINFIL - SMMDWF
ALFN = coefficient to rainfall for N days prior to
estimate
RNN = precipitation on N days prior to estimate,
inches
SWFLOW = daily average sewer flow excluding surface
runof f, gpm
SMMDWF = accounted for sewage flow, gpm
To determine the coefficients in Equation 6-8, a linear regression
should be run on existing flow and rainfall data. For comparative
purposes, the results of regression analyses for study areas ( 7 )
in three selected cities are given in Table 6-4.
138
-------
Table 6-4. RINFIL EQUATIONS FOR THREE STUDY AREAS
Study Area Equation
Bradenton,
Florida
RINFIL = 4.1 + 2.9RNO + 17.5RN1 + 15 .ORN2 +
12.8RN3 + 13.0RN4 + 10.4RN5 +
13.2RN6 + 10.1RN7 + 11.8RN8 + 9.5N9
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.RN5 + 5.2RN6 +
4.6RN7 + 4.4RN8 + 1.3RN9
139
-------
High Groundwater Table (GINFIL) --
For locations and times of the year that cause the groundwater
table to be above the sewer invert, groundwater infiltration
GINFIL supersedes contributions from DINFIL, RINFIL, and SINFIL.
GINFIL can be determined from historical sewer flow data by
inspection or regression analysis. Regression analysis would
involve determination of the BETA coefficients in Equation 6-9:
GINFIL = BETA + BETA1*GWHD + BETA2*GWHD**2 + (6-9)
BETA3*GWHD**0.5
where GWHD = groundwater table elevation above sewer
invert, feet
BETAN = coefficient for term N
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 suscep-
tible to infiltration. Pipe joints constitute the primary avenue
for entry of infiltration (5). OPINF for an entire study area is
determined using Equation 6-10:
OPINF = ) (TT*DIAM*DIST/ULEN) (6-10)
/ i
conduits
where 7r*DIAM = pipe circumference, feet
DIST/ULEN = number of joints in each conduit
ULEN = average distance between joints, feet
Hydrologic Data —
Concurrent historical rainfall, water table, and sewer flow data of
several weeks' duration are needed to completely describe infiltra-
tion. In addition, rainfall for the nine days prior to the flow
estimate is required to satisfy the regression equation for RINFIL.
140
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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 measurements 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 Records Center for assistance (11).
Should some other form of precipitation, e.g., snowfall, be
encountered, it will be necessary to convert this to equivalent
rainfall. If estimates are unavailable from the Weather Bureau,
the ratio of 10 inches of snow to one 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 US Geological Sur-
vey 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 Q1NF 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 determining the number of joints in the trunk sewer, an estimate
of the average pipe section length ULEN should be supplied.
Summary of Infiltration Data
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.
141
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Step 1. Determine Groundwater Condition —
If the groundwater table is predominantly above the sewer invert,
all infiltration is attributed to this source (GINFIL). 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 infiltration
data input. If the groundwater table is not predominantly 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.
Dry Weather Flow Model
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 6-9.
To save repetition all drainage basin subdivisions will be referred
to 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
boundaries 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 one. Flow and characteristic estimates and corresponding manhole
input numbers 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.
The subroutine is omitted when modeling separate storm sewers.
142
-------
— X ft\ ^ MANHOLE
SEWER ELEMENT NUMBERS
SUBCATCHMENT OR SUBAREA
NUMBER
INPUT MANHOLES
CONDUITS
SUBAREA BOUNDARIES
SUBCATCHMENT BOUNDARIES
Sewer and Siibcatchr\ent Data
1. Manhole 32 is the most downstream point.
2. Stibcatchraents 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.
ASUB,
acres in
subcatchment
or subarea
KNUM,
subcatchment
or subarea
1
2
3
4
5
6
7
8
INPUT,
input manhole
number
3
17
29
8
26
21
24
21
KLAND,
land use
category
1
1
1
1
4
5
4
3
100
100
100
100
220
250
220
SO
Figure 6-9.
Determination of Subcatchment and Identifi-
cation to Estimate Sewage at 8 Points
143
-------
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 com-
bined number exceeds 160, which is a limit set by the Transport
Model.
Quantity Estimates —
Three data categories are used to estimate sewage flow:
(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), is being divided. ADWF, which is optional depending upon
its availability, gives the average sewage flow (cfs) originating
from the entire drainage basin (e.g., average flow data from a treat-
ment 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 approxi-
mately corresponds to zoning classification,
is categorized according to Table 6-5. KLAND
serves as an important factor in deciding
subarea locations and sizes. Figure 6-9 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
144
-------
Table 6-5. LAND USE CLASSIFICATION
KLAND
1 Single-family residential
2 Multi-family residential
3 Commercial
4 Industrial
5 Park and open area
145
-------
industrial sewage flow or water use measure-
ments should be input using the variable
SAWPF. Flows from commercial and industrial
establishments located in residential subareas
may be included using SAQPF, also.
Metering at lift stations and other flow con-
trol 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, considerable 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 establishment, 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, one subarea may be established
with estimated water use tabulated as SAQPF
for that subarea. On the other hand, esti-
mates of water use for established non-resi-
dential areas (e.g., industrial parks or
shopping centers) may be summed and tabulated
as SAWPF 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, DWLINGS, 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
seven numbers that are ratios of daily average sewage flows to
weekly average flow. Likewise, HVDWF is comprised of 24 numbers
that are ratios of hourly average sewage flows to daily average
146
-------
flow. Both groups of numbers have been derived from observed
flow variation patterns throughout the country (9,10).
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 6-10 and 6-11.
Even though these flow patterns are suggested, locally observed
patterns more accurately describe local variations and should be
used when available.
KDAY, KHOUR, and KMINS denote the day, hour, and minute at which
simulation is to begin. As simulation proceeds, these values are
continually updated to their correct values. By noting the cur-
rent 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 midnight to 1 am 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 (12,13).
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.
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 am).
147
-------
° 1,10
t>0
1
— .
-*
Jit!
2
lir/* _, , - ,.„
-t - -- -
1
1
6
'I 1 1 1 1 I "I 1 J | 1 J 1
1
i
1 1 1 1 ( 1 1 1 l i 1 l 1 II
12 6 1
,.._-„ v l -r . >.
>- , -s >~
a. .m.
p.m.
HOUR OF THE DAY
Figure 6-11. Representative Hourly Flow Variation
148
-------
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 A1BOD, A1SS, and
A1COLI, which are the average weighted DWF characteristics in
pound/day/cfs for BOD and SS and in MPN/day/capita for total coli-
forms. Depending upon the instructions given, computations proceed
along Case 1 or Case 2 channel.
Case 1 — In this instance, the total DWF quality
characteristics are known at a point well down-
stream 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
of coliforms are then calculated. Then, infil-
tration is subtracted 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
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
149
-------
the DWF only in a single area. A1BOD, A1SS,
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 catchments.
The default values for A1BOD, A1SS, and A1COLI
are 1300, 1420 and 200 billion, respectively.
These values assume 85 gal/capita/day (322
I/capita/day), 0.20 Ibs/capita/day BOD
(0.091 kg/capita/day), 0.22 Ibs/capita/day SS
(0.1 kg/capita/day), 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, con-
trol returns to TRANS.
Following execution of FILTH, the initial sediment
load settled in the sewer system is estimated in sub-
routine DWLOAD. For an assumed particle size
distribution, the daily sediment accumulation is
calculated using Shield's erosion criteria and sus-
pended solids concentrations in the dry weather
flow. A constant daily buildup occurs during con-
secutive dry weather days, DWDAYS, prior to the
storm. This sediment may subsequently be eroded
(in subroutine QUAL) during the storm, providing
a "first flush" phenomenon.
150
-------
Subroutine FILTH will initialize all flows,
areas and concentrations to their dry weather
flow values. This is accomplished simply by
adding flows together and computing weighted
average concentrations at manholes. Infil-
tration is assumed to contain no pollutants.
Summary of Dry Weather Flow Requirements
Step 1. Establishing Subareas —
Establishment of the 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
(81 ha) 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 simula-
tion is to proceed. Daily and hourly flow variation should be com-
pared to assumed values as described earlier in the text. A gaging
site with less than 200 acres (81 ha) contributing flow provides a very
convenient data input situation. A subarea should be established
upstream from the gage with average sewage flow tabulated as SEWAGE
for that subarea. It is convenient, though not necessary, for the
subareas to correspond to subcatchments in Runoff.
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.
If neither gaging nor metered water use are input, sewage estimates
must be made. Subareas should then be established to yield appropri-
ate 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 sub-
area sewage flow, subareas should be located and sized to include land
with uniform land use and property valuation. To utilize existing
151
-------
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
(81 ha) in size;
b. Be less than or equal to 160 in
number; and
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; and
c. Coincide with census tracts.
Step 2. Collection of Data —
Other than the establishment of measured data described earlier,
the primary data source is the US Bureau of Census for census tract
information. This source provides readily available data on popu-
lation 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.
152
-------
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 pre-
viously 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 appro-
priate 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.
153
-------
Table 6-6. TRANSPORT BLOCK CARD DATA
Card
group
Format
Card
columns
Description
Variable Default
name value
1615 5 Number of sewer cross-sectional
shapes, in addition to the 12 pro-
gram-supplied for which element
routing parameters are to follow
(maximum value = 3).
10 Control parameter for printing
out flow routing parameters for
all shapes, i.e.
KPRINT = 0 to suppress printing,
KPRINT = 1 to allow printing (for
all shapes, program-
supplied and additional)
NKLASS
KPRINT
204A
1-16
17-32
DELETE CARD GROUPS 2 TO 10 IF
NKLASS = 0.
Name of user-supplied shapes.
16-letter name of shape 1.
16-letter name of shape 2.
NAME
NAME(I,14) None
NAME(I,15) None
1615
4-5
9-10
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.
NN
NN(14)
NN(15)
None
None
NOTE: All non-decimal numbers must be right-justified.
NOTE: Must always specify output tape or disk, two scratch data sets needed.
154
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card
group
Format
Card
columns
Description
Variable
name
Default
value
Number of values of QNORM to
be read (maximum value • 51,
minimum value = 2).
MM
1615
4-5
9-10
Number of values for shape 1.
Number of values for shape 2.
MM (14)
MM (15)
None
None
Value of A/A. corresponding to
^ *
the maximum Q/Q, value for each
shape.
Maximum Q/Q, value for each shape.
8F10.5 1-10 Maximum Q/Q value for shape 1.
11-20 Maximum Q/Q, value for shape 2.
ALFMAX
8F10.5
1-10
11-20
A/A_ value for shape 1.
A/A_ value for shape 2.
ALFMAX (14)
ALFMAX (15)
None
None
PSIMAX
PSIMAX(14) None
PSIMAX(15) None
Factor used to determine full flow
area for each shape, -i.e., for use in
AFULL = AFACT(GEOMl) .
AFACT
A/A, = ANORM is the cross-sectional.flow area divided by the cross-sectional flow area
of the pipe running full. Tabular values of ANORM are generated in the program
by dividing the ANORM axis (0.0 - 1.0) into NN-1 or MM-1 equal divisions.
Q/Qf = QNORM is the flow rate divided by the flow rate of the conduit flowing full.
155
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card
group
Forma t
Card
columns
Description
Variable
name
Default
value
8F10.5 1-10 Factor for shape 1.
11-20 Factor for shape 2.
AFACT(14)
AFACT(15")
None
None
Factor used to determine full flow
hydraulic radius for each shape,
i.e., for use in equation
RADH - RFACT(GEOMl).
8F10.5 1-10
11-20
REPEAT CARD GROUP 9 FOR EACH
ADDED SHAPE.
Input of tabular data (depth of
flow, y, divided by total depth
of conduit, y, (y/y,)) for each
added shape corresponding to the
NN-1 equal divisions of A/A, of
the conduit as given by NN on
card group 3.a
First value for y/yf for shape 1.
Second value for y/y, for shape
RFACT
8F10.5
1-10
11-20
Factor for shape 1.
Factor for shape 2.
RFACT (14)
RFACT (15)
None
None
DNORM
DNORM(I.l) None
DNORM(I,2) None
Last value of y/y, for shape 1.
(Total of NN(14)/8 + NN(15)/8
data cards)
DNORM(I,NN(I)) None
y/y, = DNORM is the depth of flow, y, divided by the maximum flow depth, y,
(e.g., diameter of a circular conduit).
156
-------
Table 6-6 Ccontinued). TRANSPORT BLOCK CARD DATA
Card Card
group Format columns
Description
Variable
name
Default
value
10
8F10.5 . 1-10
11-20
REPEAT CARD GROUP 10 FOR EACH
ADDED SHAPE.
Input of tabular data (flow rate,
Q, divided by the flow rate of the
conduit running full, Q, (Q/Q,)).
for each added shape corresponding
to the MM-1 equal divisions of A/A,
of the conduit as given by MM on
card group A.
First value of Q/Q for shape 1.
Second value of Q/Q, for shape 1.
QNORM
QNORM(I,1) None
QNORM(I,2) None
Last value for Q/Q, for shape 1.
(Total of MM(14)/8 + MM(15)/8
data cards)
QNORM(I,MM(I)) None
11 20A4
Title card containing a one-line
heading to be printed above output.
TITLE
Blanks
12 Execution control data.
1615 3-5 Total number of sewer elements NE None"
(maximum = 160).
8-10 Total number of time-steps NOT None
(maximum = 150).a
14-15 Total number of non-conduit elements NINPUT None
into which there will be input hydro-
graphs and pollutographs (maximum =
70, minimum = 1) .a
Not required if input is from tape or disk.
157
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card
group Format
Card
columns
Description
Variable
name
Default
value
19-20 Total number of non-conduit elements at NNYN None
which input hydrographs and polluto-
graphs are to be printed out (maximum =
20, minimum = 1).
24-25 Total number of non-conduit elements NNPE None
at which routed hydrographs and
pollutographs are to be printed out
(maximum = 20, minimum = 1).
30 Total number of non-conduit elements NOUTS None
at which flow is to be transferred
to a subsequent block by tape or disk
(maximum = 5, minimum = 1).
35 Control parameter for program-generated NPRINT 0
error messages occurring in the exe-
cution of the flow routing scheme.
These errors do not normally affect the
program execution.
NPRINT = 0 to suppress messages
(recommended),
NPRINT = 1 to print messages from
ROUTE,
NPRINT = 2 to print messages from
ROUTE and TRANS.
40 Total number of pollutants .being routed NPOLL 0
(maximum = 4 , minimum = 0) . When
NPOLL = 0, program will route flows only
and all quality operations will be by-
passed.
45 Total number of iterations to be used NITER 4
in routing subroutine (4 recommended).
aThese are the only points that can be plotted by subroutine GRAPH after being
routed by TRANSPORT.
The three pollutants ordinarily routed are BOD, SS and coliforms. A fourth
conservative pollutant may be routed if provided for on input tapes, but internal
storage should not be used in this case. Not required if input is from tape
or disk.
158
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card
group
Fornat
Card
columns
Description
Variable
name
Default
value
13
8F10.5 1-10
11-20
21-30
Execution control data.
Size^of time-step for computation,
sec.
Allowable error for convergence of
iterative methods in routing routine
(0.0001 recommended).
DT
EPSIL
Total number of days (dry weather clays) DWDAYS
prior to simulation during which solids
were not flushed from the sewers.
None
0.0001
1615
10
15
Execution control data.
Control parameter specifying means NCNTRL
to be used in transferring inlet hydro-
graphs, i.e.,
NCNTRL « 0, normal transfer by tape or
disk,
NCNTRL - 1, input from cards, utilizing
card groups 28, 46 and 47.
Control parameter in estimating ground- N1NFIL
water infiltration inflows, -i.e.,
NINFIL = 0, infiltration not estimated
(INFIL not called and corres-
ponding data omitted),
NINFIL = 1, infiltration to be esti-
mated (subroutine INFIL
called) .
Control parameter in estimating sani-
tary sewage inflow, i.e.,
NFILTH = 0, sewage inflows not esti-
mated (FILTH not called and
corresponding data omitted)t
NFILTH
8 Not required if input is from tape or disk.
159
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card Card
group Format columns
Description
Variable Default
name value
NFILTH - 1, sewage inflows to be
estimated (subroutine
FILTH called).
20 Control parameter concerning printed JPRINT
output, i.e.,
JPRINT = 0, flows and concentration
not printed,
JPRINT = 1, flows and concentrations
printed out in tabular form.
25 Control parameter concerning plotting JPLOT
of output,
JPLOT = 0, plotting routine noi, called
from within TRANSPORT,
JPLOT = 1, plotting routine ic, called
from within TRANSPORT.3
30 Control parameter for hydraulic design NDESN
routine, i.e.}
NDESN = 0, hydraulic design routine is
not called,
NDESN = 1, hydraulic design routine is
to be called.
15
514
1-4
REPEAT CARD GROUP 15 FOR EACH
NUMBERED SEWER ELEMENT (maximum
number of cards = 160). THESE
CARDS MAY BE READ IN ANY ORDER.
Sewer element data.
External .element number. No
element may be labeled with a
number greater than 1000, and
it must be a positive numeral.
NOE
None
Not operational.
b"External" numbers are those assigned by the user to the various sower system
components. "Internal" numbers are assigned within the program. All input to
HIP Trnn
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card
group
Format
Card
columns
Description
Variable
name
Default
value
However, numbering need not be
consecutive or continuous.
EXTERNAL SVMBSP.(S) 0V UPSTP.FAM
****** ELFiEOT(S). VP TO THREE ARE ******
ALLOWED. A ZERO DENOTES NO UP-
STREAM ELEMENT (maximum value =
1000) .
5-8 First of three possible upstream NUE(l) None
elements .
9-12 Second of three possible upstream NUE(2) None
elements .
13-16 Third of three possible elements. NUE(3) None
17-20 Classification of element type. NTYPE 16
Obtain value from Table 6-1.
7F8.3
******
21-28
29-36
37-44
45-52
53-60
61-68
THE FOLLOWING VARIABLES ARE DEFINED
BELOW FOR CONDUITS ONLY. REFER TO
TABLE 6-1 FOR REQUIRED INPUT FOR
NON-CONDUITS .
Element length for conduit, ft. DIST None
First characteristic dimension of GEOM1 None
conduit, ft. See Figure 6-4 and
Table 6-2 for definition.
Invert slope of conduit, ft/100 ft. SLOPE 0.1
Manning's roughness of conduit. ROUGH 0.013
Second characteristic dimension of GEOM2 None
conduit, ft. See Figure 6-4 and
Table 6-2 for definition. (Not
required for some conduit shapes.)
Number of barrels3 for this element. BARREL 1.0
The barrels are assumed to be identi-
cal in shape and flow characteristics.
(Must be integer ^ 1.)
Example: A two barrelled conduit would consist of two identical parallel
conduits adjacent to each other.
161
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card
group
Format
Card
columns
Description
Variable
name
Default
value
69-76 Third characteristic dimension
of conduit, ft. See Figure 6-4
and Table 6-2 for definition.
(Not required for some conduit
shapes.)
GEOM3
None
CARDS 16 THROUGH 26 ARE DATA INPUT
FOR INTERNAL STORAGE. (NTYPE = 19) .
OMIT THESE DATA CARDS IF INTERNAL
IS NOT DESIRED.
REPEAT STORAGE MODEL DATA FOR EACH
STORAGE ELEMENT (maximum =2).
16 Storage unit data card.
1015 1-5 Storage mode parameter. ISTMOD
= 1 in-line storage.
6-10 Storage type parameter. ISTTYP
= 1 irregular (natural) 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..
be set equal to one since other storage mode parameters are not programmed.
162
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card
group
Format
Card
columns
Description
Variable
name
18
F10.2
Reservoir flood depth data card.
1-10 Maximum (flooding) reservoir depth, ft. DEPMAX
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 computations,
m 1 costs to be computed.
None
19
F10.2
F10.0
1-10
11-20
INCLUDE EITHER CARD GROUP 19 OR 20,
NOT BOTH.
INCLUDE CARD GROUP 19 ONLY IF ISTTYP
ON CARD 16 HAS THE VALUE 1.
Reservoir depth-area data card.
A reservoir water depth, ft.
Reservoir surface area corres-
ponding to above depth, ft^.
F10.2 61-70 A reservoir water depth, ft.
ADEPTH(l)
AASURF(2)
ADEPTH(4)
None
None
None
163
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card Card
group Format columns
Description
Variable
name
Default
value
F10.0 71-80 Reservoir surface area corres-
ponding to above depth, ft^.
(NOTE: The above pair of
variables is repeated 11 times,
4 pairs per card.)
AASURF(4)
None
20
2F10.0 1-10
11-20
F10.5 21-30
INCLUDE CARD 20 ONLY IF ISTTYP
ON CARD 16 HAS THE VALUE 3.
Reservoir dimensions data card.
Reservoir has shape of inverted
truncated cone.
2
Reservoir base area, ft .
Reservoir base circumference, ft.
Cotan of sideslope (horizontal/
vertical).
BASEA
BASEC
COTSLO
None
None
None
21
F10.3
1-10
INCLUDE ONLY ONE OF THE OUTLET DATA
CARDS 21, 22, 23 or 24.
INCLUDE CARD 21 ONLY IF ISTOUT ON
CARD 16 HAS THE VALUE 1.
Orifice outlet data card.
Orifice outlet area x discharge
coefficient, ft2.
CDAOUT
None
22
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.
WEIRHT
WEIRL
None
None
164
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Car4
group
23
24
25
Card
FonMC coluMi*
3F10.3 1-10
11-20
21-30
8F10.5 1-10
11-20
21-30
31-40
2F10.2 1-10
11-20
Description
INCLUDE CARD 23 ONLY IF ISTOUT ON
CARD 16 HAS THE VALUE 6.
Pump outlet data card.
Outflow pumping rate, cfs.
Depth (ft) at pump startup.
Depth (ft) at pump shutdown
(DSTOP > 0.0).a
INCLUDE CARD 24 ONLY IF ISTOUT HAS
THE VALUE 9.
Weir and orifice outlet data card.
Weir height above depth - 0, ft.
Weir length, ft.
Orifice outlet area x discharge
coefficient, ft .
Orifice centerline elevation above
zero depth, ft.
Initial conditions data card.
Storage (ft ) at time zero.
Outflow rate (cfs) at time zero.
Variable
MM
QPUMP
DSTART
DSTOP
WEIRHT
WEIRL
CDAOUT
ORIFHT
STORO
QOUTO
Default
value
None
None
None
None
None.
None
None
None
None
26
CARD 26 MUST BE INCLUDED: IT MAY
BE BLANK IF ICOST ON CARD 17 HAS
THE VALUE-0.
Cost data card.
DSTOP must equal or be greater than the level In storage that contains enough volume
to handle the pumping rate, QPUMP, for one time-step.
165
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card
group
Format
F10.2
2F10.0
Card
columns
1-10
11-20
21-30
Description
$/yard for storage excavation.
$/acre for stqrage land.
$/pump station with related structures.
Variable
name
CPCUYD
CPACRE
CPS
Default
value
None
None
None
27
1615
1-5
6-10
List of external non-conduit clement JN
numbers at which outflows are to he
transferred to subsequent blocks for
a total of NOUTS (card 12) non-conduit
elements.
First element nuuber.a JN(1)
Second element number. JN(2)
None
None
Last element number.
JN(NOUTS)
None
28
1615
1-5
6-10
IF NCNTRL - 0 ON CARD 14, SKIP TO
CARD GROUP 29.
Non-conduit element numbers into
which hydrographs and pollutographs
(from card input) enter the sewer
system. These must be in the order
in which hydrograph and pollutograph
ordinates appear at each time step.
First element number.
Second element number.
NORDER(l)
NORDER(2)
None
None
Last element number.
NORDER(NINPUT)
None
"Element numbers transferred to subsequent blocks must be numbered less than or equal
to 100.
166
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card Card
group Format coluona
Variable
Description
Default
value
29
1615
List of external non-conduit element NYN
numbers at which input hydrographs
and pollutographs are to be stored
and printed out for a total of NNYN
(card 12) non-conduit elements.
1-5 First input location number. NYN(l)
6-10 Second input location number. NYN(2)
None
None
Last input location number.
NYN(NNYN)
None
30
31
10F8.1
List of external non-conduit element
numbers at which output hydrographs
and pollutographs are to be stored and
printed out for a total of NNPE (card
12) non-conduit elements.
NPE
1615 1-5
6-10
•
First output location number.
Second output location number.
Last output location number.
NPE(l)
NPE (2)
NPE (NNPE)
None
None
None
IF SUBROUTINE INFCL IS TO BE CALLED
(N1NFIL * 1), INSERT CARDS 31 THROUGH
33 OTHERWISE OMIT.
Estimated infiltration.
1-8 Base dry weather infiltration, gal/min.
9-16 Groundwater infiltration, gal/min.
17-24 Rainwater infiltration, gal/min.
DINFIL
GINFIL
RINFIL
0.0
0.0
0.0
167
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card
group
32
33
Cn nl
Format columns
15 3-5
6V8.1 6-13
14-21
1615 1-5
6-10
56-60
Description
Control parameters.
Day of year of estimate.
Peak residual moisture, gal/min.
Average distance between joints, ft.
Monthly degree-days..
July degree-days.
August degree-days.
June degree-days.
Variable
n.imc
NDYUD
RSMAX
ULEN
NDD
NDO(l)
NDfJ(2)
NDD (12)
Default
value
None
0.0
6.0
None
None
None
34
7F10.0
1-10
11-20
IT SUBROUTINE FILTH IS TO BE CAI.UW
(INKU/ri! = 1), INSERT CARD GROUPS 34
THROUGH 45, OTHERWISE OMIT.
F.ictors to correct yearly average
sewage flows to daily avcrauc by
accounting for daily variations through-
out a typical week.
Flow correction for Sunday. DVDWl'(l)
Klow correction for MunViay. DVDV.T(2)
1.0
1.0
61-70 Flow correction for Saturday
DVDWl-(7)
1.0
g
Day one is July 15.
Sec Table A-l for values at selected locations.
168
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card Card
group Format columns
Description
Variable Default
name value
IF NPOLL - 0 SKIP TO CARD GROUP 37
35 Factors to correct BOD 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
7F10.0 1-10
Factors for correction of yearly SS
averages to daily averages.
SS correction for Sunday.
DVSSCD 1.0
61-70 SS correction for Saturday.
DVSS(7) 1.0
37 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) 1.0
1-10 8 a.m. to 9 a.m. factor (second card). HVDWF(9) 1.0
1-10 A p.m. to 5 p.m. factor (third card). HVDWF(17) 1.0
169
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card Card Variable Default
group Format columns Description name value
IF NPOLL = 0 SKIP TO CARD GROUP 41
<38 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
39 Factors for SS hourly corrections
(3 cards needed).
8F10.0 1-10 Midnight to 1 a.m. factor (first card). IIVSS(I) 1.0
71-80 11 a.m. to midnight factor (third card). 11VSS(24) 1.0
INCLUDE ONLY WHEN 3 POLLUTANTS ARK
SPECIFIED.
40 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). 1IVCOH(24) 1.0
41 Study area data.
615 1-5 Total number of subaroas within a given KTNUM None
study area in which sewage flow and
quality are to estimated.
6-10 Indicator as to whether study area data, KASE 1
such as treatment plant records, are to
be used to estimate sewage quality, i.e.,
170
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card
group
Card
Format columns Description
KASE = 1, yes,
KASE = 2, no.
Variable Default
name value
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.
2F5.1
F10.3
31-35
36-40
A 1-50
Consumer Price Index.
Composite Construction Cost Index.
Total population in all areas,
thousands.
CPI
CCCI
POPULA
109.5
103.0
None
42
3F10.0
1-10
IF KASE = 1, INCLUDE CARD GROUPS 42, 43 and 44.
Average study area data.
Total study area average sewage flow, ADWF
i.e.. from treatment plant records,
11-20 Total study area average BOD, rag/1.
21-30 Total study area average SS, mg/1.
E10.2 31-40 Total coliforms, MPN/100 ml.
0.0
ABOD 0.0
ASUSO 0.0
ACOCI 0.0
*If ADWF - 0.0, then total BOD, SS, and COLI will - 0.0, Predicted DWP out downstream
end of system will be adjusted to this value.
171
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card Card
group Format columns
Description
Variable
name
Default
value
'3 Categorized study area data.
8F8.0 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.
25-32 Total contributing high income (above TRHA None
$15,000) residential area, acres.
33-40 Total contributing average income TRAA None
(above $7,000 but below $15,000)
residential area, acres.
41-48 Total contributing low income (below TRLA None
$4,000) residential area, acres.
49-56 Total area from the above three rest- TP.G-GA None
dential areas that contribute additional
waste from garbage grinders, acres.
57-64 Total park and open area within the TPOA None
study area, acres.
IF PROCESS FLOW DATA ARE AVAILABLE (NPF
NOT EQUAL 0 AND KASE = 1), REPEAT CARD
GROUP 44 FOR EACH PROCESS FLOW. OTHERWISE,
SKIP TO CARD GROUP 45.
44 Process flow characteristics.
15 1-5 External manhole number into which flow INPUT None
is assumed to enter (maximum value =
1000, minimum value = 1).
6FI0.3 6-15 Average daily process Clow entering the QPK None
study area system, cfs.
16-25 Average daily BOD of process flow, mg/1. BODPF 0.0
26-35 Average daily SS of process flow, mg/1. SUSPF 0.0
172
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card Card
group Format columns
Description
Variable
name
KNUM
INPUT
KLAND
METHOD
METHOD " 1, metered water use,
METHOD " 2, incompJete or no metering.
Parameter indicating units in which
water usage estimates (WATER) are
tabulated.
KUNIT = 0, thousand gal/mo,
KUNIT - 1, thousand ft3/mo.
KUNIT
Default
value
None
None
REPEAT CARD GROUP 45 FOR EACH OF THE
KTNUM SUBAREAS. THESE SUBAREAS DO NOT
NECESSARILY HAVE TO CORRESPOND TO RUNOFF
SUBCATCHMENTS.
45 Subarea data.
213 1-3 Subarea number.
4-6 External number of the manhole into
which flow is assumed to enter for
subarea KNUM (maximum value = 1000,
minimum value = 1).
311 7 Predominant land use within subarea,
i.e.,
KLAND - 1, Single-family residential,
KJ.AND = 2, Multi-family residenticil,
KLAND = 3, Commercial,
KLAND " 4, Industrial,
KLAND = 5, Undeveloped or park lands.
8 Parameter indicating whether or not
water usage within subarea KNUM is
metered.
173
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card
group
Format
Card
columns
Description
Variable
name
Default
value
13F5.1 10-14
15-19
Measured winter water use for subarea
KNUM in the unts specified by KUNIT
(not required).
Cost of the last thousand gal. of water
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/acres.
35-39 Total number of dwelling units within
subarea KNUM.
40-44 Number of people living in avernp.e
dwelling unit within subarea KNUM.
45-49 Market'value of average dwelling unit
within subarea KNUM, thousands of
dollars.
WATER
PRICE
SEWAGE
ASUB
POl'DEN
DWL1NGS
FAMILY
VALUE
50-54 Percentage of dwelling units possessing PCGG
garbage grinders within subarea KNUM.
55-59 Total industrial process flow originating SAQPF
SABI'F
i\J L-t*. J- J.llV^U?»WkJb«lJL. J* l- V*~V- .J O *. .
within subarea KNUM, cfs.b
60-64 JJOt) contributed from industrial process
flow originating within subarea KNUM,
mg/1.
65-69 SS contributed from industrial process
flow originating within subarea KNUM,
mg/1.
70-74 Income of average family living within
subarea KNUII.
SASPF
None
None
None
None
None
10.0/ac.
3.0
20.0
None
0.0
0.0
0.0
XINCOM VALUE/2.5
required if KLAND greater than 2.
blf SAQPF = 0.0, then DWBOD and DWSS will be zero for land use 4 (i.e., for
Industrial flow to be considered KLAND must equal 4).
174
-------
Table 6-6 (continued). TRANSPORT BLOCK CARD DATA
Card
group
Format
Card
columns
Description
Variable
name
Default
value
12 75-76 MSUBT = 0, subtotals not made,
MSUBT - 1, subtotal made.
END OF FILTH DATA CARDS.
MSUBT
46
F10.0
1-10
IF NCNTKL = 0 ON CARD 14, SKIP
CARDS 46 and 47.
Time for start of storm.
Time of day of start of storm,
sec.
TZERO
0.0
47
REPEAT CARD 47 FOR EACH INLET FOR
FIRST TIME STEP AND THEN REPEAT
CARD 47 FOR EACH INLET FOR SECOND
TIME STEP, ETC. REPEAT THIS COM-
BINATION UNTIL ALL TIME STEPS HAVE
BEEN READ.3
Hydrograph and pollutograph input
cards.
4F10.0 1-10
11-20
21-30
31-40
41-80
Input flow for this time step at
first inlet, cf s .
Input BOD for this time step at
first inlet, Ibs/min.
Input SS for this time step at
first inlet, Ibs/min.
Input coliform for this time step
at first inlet, MPN/min.
Not used.
RNOFF(l)
PLUTO (1,1)
PLUTO (1,2)
PLUTO (1,3)
0.0
0.0
0.0
0.0
FOR GRAPHING TRANSPORT OUTPUT, CALL
GRAPH SUBROUTINE THROUGH THE EXECUTIVE
BLOCK.
END OF TRANSPORT BLOCK DATA CARDS.
Note: Order of inlets must be the same as indicated in card group 28.
175
-------
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tt **
\ IM
£ 4J ** >M «M ^?
£ IM IM u U C,
§
i 5
2 3
Daily adjusted sewage coliform concent
Weir height
Weir length
Wat well volume for lift stations
Wet well volume for lift stations
Slope of water surface
Weight on time derivative in routing f
u u
H a
n S sJ 'I 1 ft
| 5 5 d 3 S
1 g g g g $ g
Data array member
Input to interpolation routine
X S
186
-------
SAMPLE RUNS
Three examples of the use of the Transport Block or its sub-
routines are given:
Example 1 The complete Transport Block
but with Internal Storage 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 6-12 will be used to illustrate
I/O sections of the Transport program. The system is in the North
Lancaster Drainage District, Lancaster, Pennsylvania, composed of
147 elements. The system outfall is at element 1.
Description of Sample Data —
Table 6-8 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 specifi-
cations:
• No new conduit shapes are to be added
• It is not desired to print flow-area
relationships
• Title card
• There are 147 total elements in the
system
• Simulation will occur over 100 time steps
• There are 66 inflows to the system; 10
of these inputs are to be printed out
187
-------
4-1
O
•H
0)
•H
Q
c
•H
ta
s
P4
M
M
-------
Table 6-8. INPUT DATA NORTH LANCASTER, PENNSYLVANIA, DRAINAGE DISTRICT
DATA
TRANSPORT
A •
B •
Q
300,
j
5 9
'
6 9
1
n
a
Q
|U?
J
i
!:: "" cr"!" '
6
1 1745. 10.90
j «oo; 10.00
23 16
CARD GROUP
NUMBER
(READ IN EXECUTIVE BLOCK)
1
HRS, JTUDY 3 (STORM »7)
*
s 2 } liflo* 6'!S9
1?
63
67 205
68 172
jj»J
09
j! |*l 2U
85
0
i! it; i58
Je I
IS 1
t«
"
H
u \
I }
76 259
1?
60
6 37Z
79 373
is
374
ai a
!«
in
47 375
ll 532
} 563. 3.50
6
6
g
^
6
6
6
f 369. 3.50
6
6
J
|
6
6
t
6
j
6
b
6
6
6
6
6
6
6
6
t
3.41
0,79
0.76
0.36
I,. 87 468 16 J
II
i!
15
189
-------
Table 6-8 (continued).
INPUT DATA NORTH LANCASTER, PENNSYLVANIA,
DRAINAGE DISTRICT
' «8 a7a
89 OT6
B •<
15
use
188
.512
.069
.05«
.701
,970
,407
!:?§i
\:W
.950
6
37
38
190
-------
Table 6-8 (continued). INPUT DATA NORTH LANCASTER, PENNSYLVANIA,
DRAINAGE DISTRICT
190.
1.01000. 820.
2.01000. 820.
0,71000. 820.
1.01000. 820.
0,71000. 820.
1.31000. 820.
191
-------
• Ten outflows are to be printed out
• Outflow for one element is to be
written on tape or disk
• No tracing messages are to be generated
• Three pollutants (BOD, SS, and coliform)
are to be routed
• Four iterations will be used in the
routing routine
• Time step interval is 300 seconds
• The iteration convergence criterion is
0.0001
• Five days 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 6-3 for
data requirements of each type of conduit shape.
Section C — These input records specify that the outflow hydro-
graph and pollutograph for element 1 will be provided on tape or
disk for subsequent use by other programs of the Storm Water
Management Model, that input hydrographs and pollutographs will
be printed out for elements 5, 27, 39, 44, 46, 63, 66, 78, 91 and
95, and that the ten elements for which outflow hydrographs and
pollutographs to be printed out are elements 86, 78, 66, 63, 56,
37, 9, 4, 3, 1.
192
-------
The next three input records are inserted because subroutine
INFIL is to be called. The first establishes the infiltration
from dry weather flow groundwater and rainwater. The last two
determine which day of the year the storm occurs on and read
in the monthly degree days. A further example of INFIL data
is shown in Example 2.
Section D — These data satisfy the requirements of subroutine
FILTH as applied to this particular system. Waste water enters
the system at the 66 nodes listed. The description of FILTH
data for a simplified system is covered in Example 3.
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 the following tables.
Table 6-9 shows 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 6-10,
which describes the sewer system in terms of element types, dimen-
sions, 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 using data
preparation.
The output from subroutines INFIL and FILTH follow and is shown in
Tables 6-11, 6-12 and 6-13. Tables 6-14 and 6-15 contain the sec-
tions of output describing the initial conditions prior to the
storm to be simulated.
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 6-16.
Table 6-17 shows the results of Transport's Pollutant Monitoring
Routine.
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. Tables 6-18 and 6-19 show some of the described in-
flows. Table 6-20 shows the desired outflow hydrographs. The
193
-------
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194
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tJJ *v ••»•••••••••«•••••*••••••••••••••••••••••••••••••••••••••••••••••
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195
-------
Table 6-11. INFILTRATION
TOTAL A»EA IKFILTRATICNUN GPM) DUE TO:
FLOW ORCUNC WATER MELT RAIN
35.0000 35.0000 0.0 0.0
APPORTIONED INFILTRATION
ELEMENT NO. OINFIL(CFS)
45 O.OOt
29 0.001
136 0.001
1*8 O.OOt
leo o.ooo
172 0.001
167 O.OOO
237 0.001
210 0.002
245 0.001
211 0.002
209 0.001
205 0,001
163 0.001
160 0.000
1S9 0.000
isa o.ooo
291 0.001
200 0.001
276 0.001
366 0.001
379 0.001
J90- O.COO
447 O.OO1
462 0.001
476 O.OO1
»74 0.000
469 0.001
460 0.001
584 0.001
535 0.000
S3* O.OO1
532 0.002
463 0.001
375 0.001
J7» 0.001
373 0.001
372 O.OOt
371 0.001
370 0.002
2cO 0. 000
259 O.O01
250 O.OO2
247 0.002
21S O.OO2
130 0.002
128 0.002
127 0.001
126 0.001
129 0.000
123 0.001
119 0.001
117 0.001
115 O.OO2
76d O.OO1
755 0.000
747 0.001
461 0.001
878 0.001
637 0.001
027 0.000
29 0.000
24 0.001
23 0.001
21 O.OOt
19 0.001
17 0.002
tie o.oot
913 0.000
C07 '0.000
16 0.004
PROP. .TOT. INFIL.
0.0071
0.0106
0.013S
0.0071
0.0034
0.0112
0.0026
0.0132
0.0223
0.0116
0.0231
0.0124
•0.0149
0.0119
0.0019
0.0013
0.0037
0.0066
0.0161
0.0173
0..0117
0.0124
0.0062
0.0065
0.0096
0. 0083
0.0060
0.0109
0.0154
0.0028
0.0103
0.0279
0. 0091
O.C072
0. 0105
0.0122
0.0114
0.0141
0.0206
0.0044
0.0190
0.0223
0.0217
0.0206
0.02*3
O. 0223
0.0113
0.0110
0. 0055
0.01J2
0. 0110
0.0174
0.026«
C.C1 01
0.0069
0.0121
0.0042
0.0089
0.0092
0.0048
O.0040
0. 0171
0.0162
o.ona
0. 0170
0.0198
0. 0122
0.00t>2
0.0057
0.0502
INFIL . INPUT AT
UPSTREAM ELE. NO.
30
28
38
SI
54
S3
49
58
57
62
60
56
55
•47
46
44
43
69
68
67
81
80
77
84
91
90
89
88
87
95
94
93
92
86
85
63
82
78
76
74
72
71
66
fa 5
64
63
42
41
4O
39
37
36
35
34
33
32
10
22
27
20
20
18
15
14
13
9
8
7
6
5
4
196
-------
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z a j o
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OKMOO
V ••— lA
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o
z
u.
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an.
c o
o
n
ni">i"i — — -*-«-*« — •>!¥««•••«•«—««»- —^N«»Nm—fgnin«mmin.
OOOOOOOO-.OOOOOOOOOOO^OOOO(MOOOOOOOOOoOOOOOOOOOOOoOOOO-.OOOOOOOOO-OOO «
aoooo OO-«O-"»Q-«O — -»o-» —
O *-> O O O UOOUOOOOUOOOO
ooooo
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oo ooOoo 0*^*4
oo oouoo ouo •->
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VI
,~_ . i . .•-.-. wl...1,^i-»w«—".« .- «"l > ---l*--.*-^> I'.". -J
«^^(\iNnn^n^t*»**»?*^irt>fl^^^'rt5o«««3!o3i^Ni^^^K5fli»^^|0*<»3aSuio»o> jj
o
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«NT^^Nojrom>"in'*)->r4 «•*« •* « < A >n ui ui ji A -n -u «14141 -o « o-o--ON|*'NKNfvQ.).»«)W4)'-uw.o.flOw*^'>oVfji
197
-------
Table 6-13. DAILY AND HOURLY CORRECTION
FACTORS FOR SEWAGE DATA
OAIUV AND HOURLY CORRECTION FACTORS
FOR SEWAGE DATA
DAY
1
2
3
*
6
6
7
HOUR
t
2
3
A
S
6
7
a
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
OVDWF
0.906
.018
.042
.018
.032
.012
0.970
0.906
0.819
0.732
0.718
0.689
0.701
0.792
0.950
.092
. 148
.196
.174
.158
.144
. 124
.096
.tal
.072
.076
.074
.115
.070
.057
.015
CVdOO
0.929
i.iau
C.964
1 .030
C.953
1.089
0.907
.000
.000
.000
.OOO
.000
.000
.000
.000
.000
. 000
.000
.000
.000
.000
.000
.000
.000
. 000
.000
.000
.000
.000
. 000
.000
ovss
0.739
.042
.009
.044
.053
.054
1.005
1 .000
l.OOO
.000
.000
.OOO
.000
.030
.000
.000
. 000
.000
.000
.000
.000
.000
.000
.000
.ooc
.000
.000
.000
.000
.000
.000
DVCOLI
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
198
-------
Table 6-14. INITIAL CONCENTRATIONS
PRIOR TO STORM
INITIAL BED CF
5.0 DAYS OF
ELEMENT
NVM6ER
45
29
136
168
ISO
172
167
237
210
24S
211
209
205
163
160
1S9
158
291
280
276
386
379
390
447
402
476
474
466
460
564
935
534
532
453
375
374
373
372
371
J70
260
2S9
250
247
215
130
126
127
126
I2S
123
119
117
US
768
755
747
861
»78
837
027
25
24
23
21
19
17
91 a
913
907
16
12
11
SOLIDS (L6S) IN SEVER DUE TO
URV »tATM£R PH1CR TO STURM
SOLIDS IN
BOTTOM
CLBSI
1.27562
0.45083
0.91770
0. 64334
0.06132
0.4X229
1 . 46624
0.0
0.0
O.O
O.O
0.39018
29.40700
Oi 43152
4.80974
3. 543SO
0.00423
0.2741J
1. 02050
0^49451
0.07072
0.08509
0.093S2
0.02091
1.40712
3.S2432
3.87139
15.47214
3.65693
0.57519
0.09626
0.06865
0. 50324
0.64968
2.45b20
2. 95066
S. 20603
1.06216
2.40260
4.01223
4.03845
1.69322
0.81072
0.44261
0.0
1.75247
0. 16582
0.0
0. 07986
0.06645
0.0
0. 04625
2.02105
0.0
0. 05O67
0.43326
0.4*284
0.01721
0.02302
0.05265
0.00951
0 . 1 7666
1 . 75903
1.39705
0.0
0.28073
0.727?8
0.0
O.O
O.O
0.41280
0.0
O.O
199
-------
Table 6-15. FLOWS AND CONCENTRATION INITIALIZED TO DRY WEATHER FLOW
ELEMENT FLOt'S. AHEAS. ANO CONCENTRATIONS ARE
FLO» />K£A IMT.
ELE . SC. TYPE (CF£)
4S
29
lo 6
lod
160
172
Ic7
237
210
245
21 1
20 9
205
1 1 3
loO
Ib9
156
291
260
27o
3t!6
J79
390
<•. 7
4S2
476
4 74
4o3
4oQ
564
335
534
S32
453
375
374
373
372
371
370
2cO
259
250
247
21 5
130
1 2 ci
127
126
12 =
12 J
1 19
1 17
1 15
76d
7t5
747
Sol
E7C
837
827
25
24
23
21
19
17
918
913
0
0
0
0
0
0
0
0
0
0
0
0
0
I
3
3
3
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2
2
3
3
4
4
4
4
4
4
5
5
0
O1
9
9
9
9
9
4
9
V
0
0
0
0
0
0
0
0
1
1
1
2
2
0
0
907 I 0
16 1 2
12 1 11
11 1 11
. 104
.135
. 109
. 051
.029
. K:9
.119
. 00 I
. COJ
.001
.003
.95-
. 9^o
. Oa9
. 74t
.799
. bOl
.OL.2
.079
. 120
.017
. Co 4
• 0* o
.046
. 01 3
.027
.0-2
.OeO
• Ov 3
.140
.252
.271
. 0 J3
.129
. 078
. 1 t-1
• £• 1 o
. r.02
. t>o 0
.709
• 6e -
.dS-4
. Of: C
.0^2
. 153
. S> GO
.Ot 3
• 1 9 9
. J03
.JJ3
.504
. 50 o
.50o
. soe
. 120
.137
• 1 a 9
.090
. OvO
.141
.279
. 42S
. 733
.014
• d-* -
.070
. 101
.001
.001
.002
.107
. 61 7
.0^4
( SO
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
1
1
1
1
1
1
0
1
1
1
1
1
1
1
1
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
o
0
1
1
. FT.)
.063
.055
.045
. 023
.017
.021
.Oo6
.OCO
.UU1
.001
.001
.222
.539
.27d
. ft £ 7
.dJO
• t> £4
.020
.OJ7
.037
.004
.023
.010
.0 13
. 0 Oo
.Old
.029
.06d
.05d
. 055
.077
.004
. 443
.4bd
.603
.b75
.2 oci
• 9 7cJ
.Obi
.215
.2Stl
.0 $4
.040
.010
• rt 3 3
.600
.5 J4
.537
.777
.7bl
.obO
• o7->
.92')
.440
.030
. OL.7
.075
.0 17
. Ul 9
• 04 5
.043
.139
.^32
.506
.286
.434
.507
.000
.000
.000
• 4 v4
.947
.063
INITIALIZED TO DRy WEATHUR
VEU. BOU S.S.
(FPS.) (1_US/CF>
1 .
2.
3.
1 .
1.
2.
1 .
2.
2.
1.
2.
4.
1.
3.
4.
4 .
5.
2.
2.
3.
3.
3.
2.
3.
2.
1.
1 .
1.
1 .
2.
3.
4 .
4.
4 .
3.
3.
3.
4.
4.
3.
3.
4.
4.
5.
t .
4,
5.
b.
S.
5,
6.
5.
4.
6.
3.
2.
2.
5.
4 .
3.
6.
3.
3.
3.
O.
4.
4.
5.
5.
t.
4.
5.
6.
6546
40 41
7401
do2 1
7770
81 16
oOuo
3bb7
21 15
Ca46
o4bO
301 0
7733
91L4
2=19
= 772
B120
56 £9
1629
2o26
9344
0066
2252
0064
0264
5104
4329
1 7£o
6303
5578
2oOo
1 9 t*o
5 a 94
3029
8328
0107
So 12
7075
29r3
8761
ftti 2d
47 2o
S675
0425
1499
9914
S408
9837
2366
24C5
01 33
6^24
9279
5749
3-* j5
•*041
£400
'£. V 6 1
06 do
1 1 7S
5350
Co 9 4
3533
b8 73
4593
772d
1427
S337
31 59
c522
5382
9o75
0048
0.0115
0.01 13
0. 01<-2
0.0122
0.0122
0.0121
0 .0 1 1 9
0.0
0.0
0. 0
0.0
0 . Oo 4 9
0. 0648
0 .Oo27
0 . 06 a2
O.Oob2
O.Oodl
0. 01 15
0.0114
0.0113
0.01 1 C
0.0113
0. 01 I 5
0.0115
0.0109
0.01 1 0
O.O1 1 1
0.01 12
0.0112
0 .01 15
O.Ol 16
0 .01 15
0 . 0 o 2 5
0. 0002
0 .0033
O.OUl 9
0 .0645
0 ,0t 35
0. 062e
0 .O023
O.OoOo
0.0604
0.0'J»7
0 . 0:> do
u .0579
0 .0621
O.Ool c
0.0009
0. Oo03
0. Co02
0 .0593
0. OS93
0 . 0 1>4' 3
0 .05')3
0.0115
0.0112
0.0107
0.0115
0 .0 1 15
0.01 15
0.01 15
0.0115
O.OSc.2
O.OS.04
O.OS47
0.0499
0 .0493
0.0
0.0
0.0
0 .0492
0.0574
0.0674
(LBS/CF)
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
.0107
.01 06
.0113
.0113
.0113
.0112
.01 1 0
.0
.0
.0
.0
.0530
.0529
.0473
.051 7
.051 7
.051 7
.0106
.0105
.0105
. 0102
.0104
.0106
.0100
.0 10 1
. 0102
.0 103
.01 04
.0103
.0106
.0107
.0106
.0476
.0459
.04o2
,0-»72
.0490
• 04o3
. 0470
. 0474
.046 1
. 04 6 0
.0449
.04*7
. 0442
.0473
.0470
.0-c4
.0-460
.0459
.0453
. 0453
.OJ53
. 0453
.0107
.0 Iu4
. 0098
.0100
.01 07
.0106
.0106
.0106
. 0»30
.0425
.0419
.0304
.0380
. 0
.0
.0
.0379
.0439
. 0439
FLOW ANO INFILTRATION VALUES.
ECOLI .
(MPN/ML) CPOLL NO. 4
S.01E
4 .94E
4.37E
4.33E
4.tiot
4.83E
4 .29E
6.8 OE
7.59C
4.3 7E
3.8 tit
3.30E
3.29=
0.24E
2 .36E
2 . 3oE
2 .3 13 £.
S.57E
5.49E
5.43h
4.29E
4.23E
4 .45E
4.49E
b.lhE
5. 14E
5.12E
b.29E
b.23E
5.62E
5.85C
b.72E
7.C 1 fc
9.93E
7.34t
8 .2 9 c.
6.1 2E
6.80E
7.1 o£
7.56E
9 .OoE
9.0-.t
1 .OSE
1 .07E
1. 1 IE
7.54E
7.6dE
8 . 4 dc
B.9 3L
9. Dot
9.0dE
9 . c 8E
9.67E
9.676
4 . b5C
4 .246
3.016
5 . f~. 4 £
b.736
5.66E
5.476
5.296
1.27E
1 .336
1.3SE
1.51E
1 .56E
7.7o£
6 .16E
0.06E
2.01E
1 . lot
I. lot
06
06
06
06
06
06
06
07
07
or
07
OS
05
05
05
OS
05
Oo
06
06
06
06
06
06
06
06
06
06
06
06
06
06
05
05
05
05
05
05
05
05
OS
05
Oo
06
06
05
05
05
05
05
Ob
05
05
05
Oo
Oo
Oo
06
06
06
06
Oo
06
06
06
06
06
08
OS
03
06
Oo
06
200
-------
Table 6-16. CONCENTRATIONS
AFTER STORM
BED OF SCLZDS
ELEMENT
NUMBER
45
29
136
168
160
172
167
237
210
245
211
209
20S
163
160
159
158
291
260
276
J8o
379
390
447
482
476
474
468
460
584
535
S3 4
532
433
375
374
373
372
371
370
260
259
250
247
215
130
128
127
126
125
123
119
117
115
768
755
747
861
078
637
627
25
24
23
21
19
17
918
913
907
16
12
11
IN SEKEK AT END OF STORM
SOLIDS IN
BOTTOM
(LBS)
0.02279
0.00732
O.OI5J7
0.01133
0.01276
0.00775
O. 02555
0. OOOOO
0 .00004
0.00252
0.00021
0.00614
O. 50449
0.00697
O. 09092
0.06726
0.00034
0.00403
O. 01 756
0.00694
O.O0095
0.00060
0.00138
0.0003d
0.01946
0.05392
0.05964
0.25048
0.05229
0.00956
O. 00175
0.00122
0. 00768
0.01021
0.04285
0. OS237
0.09282
0.01629
0.04034
0.07011
0.07051
0.03096
0.01169
0.00559
0.0
0.02557
0.00069
0.0
0.01100
0.01081
O.O
0.00000
0.03004
O.O
0. 00093
O. 00704
O.007O2
0. C0030
0.00040
O.O0095
0.00012
0.00322
0. 031 J6
0.02450
0.0
0. 00396
0.01 187
O. OOOOO
0. OOOOO
0.00000
0.00623
0.0
0.0
201
-------
Table 6-17. POLLUTANT MONITORING RESULTS
RESULTS OF POLLUTANT MCNITCRINCi ROUTINE
POLLUTANTS ASSOCIATED WITH MANHOLES (INLET POINTS) RANKED IN ORDER OF SIGNIFICANCE OF SUSPENDED SOLIDS.
SUSPENDED SOLIDS (LE) S - CAY BOO .F
.342fc
.222E
.171 =
.171=.
.120 =
. 120£
.0
. 45JE
.0
.44..E
.22 tfc
.2266
. 3 b Jt
• J4 3 =
. J03E
• 2o 2E
.0
.2t>2fc
• 26 6t
.2t2b
. O
.129=
.78b =
. 192=
. 131 =
. 121b
.131 =
.121 =
• 9b d=
• 1 J 7c"
.0
. 151 =
. 1 2 1 b
.3b.j£
.0
. 10 1 =
. 7ci =='
. 12 1 =
. 11 IE
.7-_.7t
. 03 ,iC
. 7-_.7u
.40 4t
• 7b 7E
. T.. 7E
. I03fc
.(JTOE
,7b ?=
• 7b 7 E
. J03L
• 6 9 OC
« Jb 3 =
.35JC
.0
.0
. 4b 4 =
. 1 72t
. 3b 3~
. 1 b7E
. 23 cC.
. 34 bt.
.31 4£
. 172E
.0
.0
.O
.O
.0
. 0'
.0
.0
.0
P. SCOUR
04
04
01
04
04
04
C2
02
02
02
02
02
02
02
02
0 1
02
02
01
02
02
02
02
02
01
02
02
02
01
02
01
02
02
Cl
0 1
0 1
01
0 1
01
02
01
01
0 1
01
0 1
01
01
0 L
01
01
01
01
01
00
01
00
01
0 .42
0 .07
2.90
0.17
0.04
-O.JO
0 .0
0.0
-0 .00
3.94
0.0
0 .0
0.0
0 . 16
0 .0
0 . 0
0 .0
0 .0
30.34
0 .57
4.10
0 .02
0 .35
1 .73
0 .07
0 .0
0.0
2.36
3.01
0 .0
-0 .00
0.44
0 .07
15.22
-0.00
1 .00
0.0
0 .0
2 .35
0.28
2 .43
1 .37
5. E
. 797 =
.743 =
. 7426
. 69oE
. t3 7 v El
. =4 «="
• 53 9 b
.493E
. 4 J7E
• 4 1 4 E
. 40£t
. 199 =
. 1 7 Ob
. 7 1 fcc
.407£
.462E-
.0
.0
.0
ss
04
04
04
04
O4
04
03
02
02
02
02
02
02
02
02
02
02
02
02
02
02
02
02
02
02
02
02
02
Oil
02
02
02
02
02
02
02
02
02
02
02
02
02
02
02
02
02
02
02
02
02
02
02
0 1
01
01
01
01
01
0 1
01
01
01
01
01
01
01
01
01
00
00
-01
RUNOFF
0.03
1 .28
16.12
0.0
24 .82
1 .04
68.55
141.42
32.41
S3. 13
£3 • 9 1
51 .59
52 .82
Ol .34
56 .15
CO. 23
19.40
45 .08
5.72
27.20
13 .02
27. S3
29.35
22.04
44.10
44.81
J7.67
29.66
27.2o
27.27
10 .07
19 .29
28.95
4 .76
6.47
27 .58
14 .Cl
20.97
13 .40
30.90
17.37
17.34
17. c6
1 7.74
16.40
5. 16
16 .94
7.75
14.45
2o .40
10.04
21 .04
b. d2
3.73
1 0 .08
31.27
4o .77
7 .00
4. i J
b .oa
3.oO
0 .ol
4 .07
0. 83
4 .22
1 .72
0.0
0.0
o.c
0.0
c.o
0.0
0 .0
0 .0
D.W.F.
.4 loE
.271E
.20LE
. 2Ct=
. 140E
. 1 4 tc.
.0
.453E
. 0
• 44 4 £
.22oE
. 2 e. 1 1
• 3 £3£
.343 =
.303L
. 2c2£
. 0
.262E
. 3ot t
.262t
.0
. 129E.
.76bE
. 1 92E
. 13 IE
. I21E
.1 Jit
.121L
.956E
. 137E
.0
. 1 51E
. 12 Ib
. 3 SJF.
. 0
.1 C1E
. 7 oo b
.121 =
.1Mb
. 7 o7 =
. G = i3c
.7£7E-
. 4 C4E
. 75 7(.
.7b7 =
. 103b
. o5t/ £.
.757=
.404C.
. 757c
. 3 C3 E
.690fc
. 3J3E
.3bJE.
. 0
.0
.45*e
. 1 72E
. 3'- 3E
. 157E
.22 cE
. 34& E
.314fc
. 1 72E
.0
.0
.0
.0
.0
.0
.0
.0
.0
04
04
04
04
04
04
02
02
02
02
02
02
U2
02
02
01
02
02
01
02
02
02
02
02
01
02
02
02
01
02
01
02
02
01
01
01
01
01
01
02
01
01
0 1
01
01
01
01
01
01
01
01
01
01
00
01
00
01
TOTAL
. 41 7E
.271t
.210E
. 2 Obu
.I4ti£
• 1 4o £
.6Soc
^324E
. 7t'f»C
.741 =
*936E
. 864E
• BoftE
• 1 94E
.7136
• 93d£
.55bE
.1 Jot
. 4 0'» E.
. 3 72 =
.412 =
.572 =
. 5o^E
.51 OE
.420=
.368E
. 4 1 Ob"
.101="
.344E
.41 IE
.821* L
.047C
.377E
• 2 1 9 F
.331 =
.24o£
.3o5c
. 2 39iL
• 2*. )£.
.217E
.2S3E
.2l>0c
. 1 5b£
.2.iDfc
.154E
. 220b"
.305E
. lf>2E
. 249 1
. 1 2 7 £
.72CE
.13oE
.313 =
.46UE
.124E
. 5 9b =
.942 c.
.037E
. 84 3 =
. V '3 2 £
. 1 I b E
. b 94 b
.172E
.0
.0
.0
.0
.0
.0
.0
.0
800
04
04
04
04
04
O4
02
03
02
03
02
02
02
02
02
02
02
02
Ol
02
02
02
02
02
02
02
02
02
02
02
02
02
02
O 1
01
02
O2
02
02
02
02
O2
02
O2
02
02
02
02
O2
02
O 2
02
02
01
O2
02
O2
O2
Ol
Ol
01
CO
Ol
0 1
01
Ol
TOTAL
INFLOW (CF)
.253E
.169E
'« 1 29E
.111 =
.541 =
.139E
.254E
.b9dfc
.t-52f
li-osE
.070E
.S97L
.62JE
. 4 v6£
.633E
.341E
.1 06E
.2b7£
. 2 70f-
*2c8 b"
.437t
.439 =
. 379 t
.309£
• 270E
.2b6£
. BJ1E
.22it
.3U1E
.567 =
.6666
.2BOE
. 1 4o t;
.231 =
. Io2£
.3005
.18oE
.181E
.1 72£
. 1 84L"
.191E.
. 9 34 c
.1 7»C
. 1 bw=
.249E
.122E
.1 9v=
.833E
.4 oob
. 102ET
.27Jfc
.4CcE
.354 =
• 467C
.t> = 3="
.40JE
.602 =
.518E
.925E
.4co£
.151E
.206E
. 103E
. 39 1 1
. I72E
.137E
.0
. 74 8E
• aadE
03
03
03
03
03
02
02
03
02
02
02
02
02
02
02
02
02
02
01
02
02
02
02
02
02
02
02
02
02
02
01
02
02
01
01
02
02
02
02
02
02
02
02
02
02
01
02
01
02
02
O2
02
01
01
02
02
02
01
01
Ol
01
00
01
00
01
01
00
00
00
00
00
00
-01
202
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205
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outflow pollutographs are shown In Tables 6-21 and 6-22 in
pounds per minute and milligrams per liter, respectively.
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 climatological and flow data are available
for estimating infiltration on April 15.
1) INFIL
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 hand-
book ( 2), 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., 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)) (6-11)
= 65*SIN(172°)
= 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.
206
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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 (6-12)
where SWFLOW(I) = Average sewer flow
on day I
Linear regression was then performed on
the following data yielding Equation
RINFILf X. X— X~ X- X|- X,- X-^ Xp XQ X-i /-i
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-L + 11.6X2 + 5.5X3 (6-13)
+ 6.4X, + 4.8X5 + 3-6X6 + l.QX7
+ 1.5Xg + 1.4Xg + 1-8X10
For April 15, RINFIL was then calculated to
be 10.2 gpm. Therefore,
QINFIL = 20.0 + 52.0 + 10.2 = 82.2 gpm.
209
-------
Example 3. Subroutine FILTH
A hypothetical test area, Smithville, total population 15,000,
is used as an example to demonstrate the application of sub-
routine FILTH. The test area is made up of six subcatchment
basins and nine land use areas as shown in Figure 6-13. 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
A1BOD, A1SS 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 6-23. The start of the storm simulation is on
a Monday at 1:30 pm.
The data deck for FILTH is shown in Table 6-24. 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 am condition. These factors are reproduced in
the computer output as a check (shown in Table 6-25). The
remaining card groups represent the information about each, subarea.
Card group 40 is a control card. It should be noted that for
subareas 3, 4, and 5, dummy subareas (31, 41, and 51) were intro-
duced giving a total of 12 subareas to account for the multiple
land uses.
The output from FILTH (Table 6-26) 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.
210
-------
41
LEGEND
o
GUTTER
© s
MULTI- FAMILY
a
'HJT IMFM ICTDIAI
KJ INUUo 1 nlAL
10
GE AREA
A (LAND USE)
NUMBER
RANSPORT)
3
A
-PIPE
© 0
COMMERIAL
a
MULTI -FAMILY ^
J
jcj
L^-l MULTI -FAMILY
a
INDUSTRIAL
' J
MH II
k i u i^ f
MM lev.
1
MW «f
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^ ^
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5 S
< <
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UJ —
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V y 1 8 1
/
PARK
OR
UNDEVELOPED LAND
© HI
/
/
PARK
OR
UNDEVELOPED LAND
/
K
DIRECTION OF FLOW
Figure 6-13. Schematic of Smithville Test Area
211
-------
Table 6-23, LAND US? DATA FOR SMITHVILLE TEST AREA
Area,
Subarea acres
1 10.0
2 10,7
3 140.1
4 60.0
5 38.1
6 50.0
7 44.1
8 73.5
9 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.
212
-------
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213
-------
Table 6-25. ASSUMED HOURLY AND DAILY VARIATION IN SEWAGE FLOW
FOR SMITHVILLE TEST AREA
DAILY AND HIM/PLY CDRKFCMGN FACTOKS
fit* SFKAC.P OAI4
DAY nvnwF ovHon nvss DVCQLI
1
2
HOUR
1
I
1
4
5
6
7
8
9
10
1 1
12
13
14
15
16
17
13
1<»
20
21
2?
2J
2*
0.960
1 .010
1.050
0.900
1 .040
1 .000
O.T 10
O.T.O
Q.hTCI
O.h<0
0.590
0.5<,0
0.560
0.670
0.960
1 .A?0
1. 190
l.?QQ
1. 150
1.170
1.110
1.010
1.1 50
1.210
1.230
1 .250
1.210
1.170
1 .150
0.880
1.070
1.000
1.000
1.000
1.000
1 .000
I. 000
1 .noo
O.fl50
0. "MO
O.f>00
O.MO
0.460
0. 4^0
0. 770
0.^70
0.770
1.S70
l.0?0
O.»*70
0.9 10
0. •»<•(>
1.070
1.070
I. 140
0.990
1.450
1. 1^-0
1.550
1.290
0.990
l.AOO
1 .000
1.000
1 .000
1.000
1.000
1.000
1 .000
1 .C50
1.050
1 .100
0.500
0.660
1 .T^O
i. loo
0. fl80
KO^O
0.9 13
0.660
0.630
0.9'.Q
0.940
1.0'JD
1 .051
1. 160
0.940
1.310
1.223
1 . 440
1.100
0.8BO
1.050
1 . 1 00
0.6<-0
O.'.iJ
0. 870
0.543
0.480
1.2 )0
1 . 1-iO
1.370
1 .4 JO
1 .300
1. 120
O.H 10
0. 580
C.450
0.670
0.960
1 .180
O.M40
1.010
2.620
1.770
0.840
0.71U
214
-------
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REFERENCES
1. 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).
2. American Society of Heating and Air Conditioning Engineers,
"Heating, Ventilating, Air Conditioning Guide," Annual
Publication.
3. Chow, V. T., Open Channel Hydraulics, McGraw-Hill Book
Company (1959).
4. Davis, C. V., Handbook of Applied Hydraulics, Second Edition,
McGraw-Hill (1952).
5. Geyer, J. C., and J. J. Lentz, "An Evaluation of the Problems
of Sanitary Sewer System Design," Johns Hopkins University,
Department of Sanitary Engineering and Water Resources,
Baltimore, Maryland (1963).
6. Henderson, F. M., Open Channel Flow, MacMillan, New York (1970).
7. Lentz, J. J., Estimation of Design Maximum Domestic Sewage
Flow Rates, Johns Hopkins University, Department of Sanitary
Engineering and Water Resources, Baltimore, Maryland (1963).
8. Metcalf, L., and H. P. Eddy, American Sewerage Practice,
Design of Sewers. Volume 1, First Edition, McGraw-Hill (1914).
9. Portland Cement Association, "Design and Construction of
Concrete Sewers," p. 13 (1968).
10. Tucker, L. S., "Sewage Flow Variations in Individual Homes,"
Technical Memorandum No. 2, American Society of Civil Engineers,
Combined Sewer Separation Project, p. 8 (1967).
11. US Department of Commerce, Environmental Data Service, Nation
National Weather Records Center, Asheville, North Carolina
28801, "Local Climatological Data."
12. US Department of Commerce, Office of Business Economics,
Survey of Current Business, "Consumer Prices - All Items."
13. US Department of Commerce, Statistical Abstracts of the
United States, "Consumer Prices - All Items" and "Composite
Construction Cost Index."
216
-------
SECTION 7
STORAGE/TREATMENT BLOCK
BLOCK DESCRIPTION
The routing of flow through the storage/treatment package is
controlled by subroutine STORAG which is called from the Exe-
cutive Block program. STORAG coordinates the sewage quantities
and qualities, the specifications of storage and treatment
facilities to be modeled, and the estimation of their costs. The
FORTRAN program is about 3,700 lines in length, comprising 16
subroutines. The relationships among the subroutines which com-
prise the Storage Block are shown in Figure 7-1.
This section describes the Storage/Treatment Block, provides
instructions on data preparation, and furnishes examples of pro-
gram usage. A description of each subroutine is contained in
comment cards at the beginning of the subroutine in the program
listing.
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.
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
characteristics 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.
217
-------
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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 resuspension 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 7-2,
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 7-1) as needed.
Treatment packages not including storage may be modeled by speci-
fying the appropriate bypass, Option 01.
Broad Description of Cost Estimation
Subroutine TRCOST handles the estimation of all storage and treat-
ment 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.
Programming Limitations
The following programming limitations apply to the Storage/Treat-
ment 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.
219
-------
(BYPASS)
(01)
INFLOW
1
STORAGE
MODEL
PRECEDING
f
(02)
(BYPASS)
Ch
t
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, DESIGN FLOW
"1
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EM -*! DESIGN FLOW j
HIGH -RATE [OYPA«S) (?n INLET f??l
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t 1
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132, [FINE SCREENS!
(BYPASS) (3D ' (33) -
1
DISSOLVED AIR /34i
FLOTATION
t ' ^ < )'
|< CHEM
f |
MICRO- HIGH -RATE
(BYPASS) (41) STRAINERS «2) FILTERS («)
' ' i f
J
(BYPASS) (51) EFFLUENT «»
SCREENS
t
t
IBVDACTCI fen OUTLET . „
(BYPASS) (61) PUMPING (62)
|
, CHEM
i
(BYPASS) (71) CONTACT (?2) HIG
TANK U*' DISIN
i f
,
(35)
ISEDIMENTATIONI
T
(44)
BIOLOGICAL
TREATMENT
I
"1
H-RATE (73J
FECTION
j
_ — »»T orrriMr>iMtrn DIITPI nuu
LEVEL 2
LEVEL 4
LEVEL 5
LEVEL 6
Figure 7-2. Options Available in Revised Treatment Model
220
-------
4) Maximum number of Transport Model out-
falls 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.
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.
Programming options permit the deletion of the cost and/or storage
routines; 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 7-3. Storage data describe the
physical characteristics of the storage system and controls. Treat-
ment data specify the treatment string sequence and provide
supplemental data based upon the processes selected. Cost estimation
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 7-2
followed by an alphabetical listing of the variable names and des-
criptions in Table 7-3.
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. When it is
desired to run different treatment options, the number of such runs and
the treatment options for each run must be specified. In addition to the
221
-------
hydrographs and pollutographs, data Bead from the tape listing are
the number and size of time steps, time zero, and the total tribu-
tary area.
Step 2. -Storage/Treatment String —
Set ISTOR = 02 and specify treatment string (see instructions under
Treatment Model below for option selection). Option 35 = sedimen-
tation 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.
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.
222
-------
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. This may
be different from the time of start of storm.
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 7-1)
must be specified. The first digit in each option identified repre-
sents 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. Similarly, 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, 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:
1) Inlet and/or outlet pumping.
2) Swirl concentrator.
3) High rate disinfection for overflow.
223
-------
4) Dissolved air flotation.
5) Sedimentation.
6) High rate filters.
The pumping options require that the total pumping head be given
(for computation of operating costs). The swirl concentrator option
requires specifications regarding unit size, design flow, particle
size and specific gravity. The high rate disinfection option re-
quires specification of the design flow. The dissolved air flotation
units require specifications regarding polymer use, chlorine use,
design overflow 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 7-2.
Cost Estimation 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 (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 are listed in Table 7-1).
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
224
-------
Table 7-1. 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 percent
25 year
1.0
$20,000.00/acre
.02/kwh
.20/lb
1.25/lb
.03/lb
3.00/cy
225
-------
COST DATA CARDS
(ONLY IF ICOST= I)
KHOUR, KMIN
TREATMENT DATA CARDS
EXTERNAL STORAGE DATA CARDS
(OMI T IF ISTOR = 01)
QDESYN (OMIT IF DESF .GT. 0.00)
IPRINT, ICOST, IRANGE, ITABLE
,ISTOR, ITREAT (1-7)
NRUNS, DESF
JNS
STORAGE (READ IN EXECUTIVE BLOCK)
Figure 7-3. Data Deck for Storage Block
226
-------
Table 7-2. STORAGE BLOCK CARD DATA
Card
group
Format
Card
column
Description
Variable Default
name value
110 1-10 External element numbers from the
Transport Block (NOUTS) which route
the flow to the Storage Block
(maximum = 1 for each run).
JN§
None
110 1-10
F10.2 11-20
F10.2 21-30
110 31-40
Execution control data.
Number of different treatment execu-
tions to be made on the output from
the Transport Block, element JNS NRUNS
The ratio of the maximum flow to be DESF
treated to the maximum flow arriving
(if unknown leave blank and include
Card Group 5).
Design flow for high-rate disinfection QDHIGH
for overflows, cfs.
High-rate disinfection for overflow. IQDHO
- 0, No,
= 1, Yes.
None
QDESYN.
0.0
Treatment control data.
1615 1-5 Parameter indicating if external
storage is to be called.
ISTOR « 1, External storage not
called,
ISTOR - 2, External storage called.
Inflow, (up to treatment capacity)
bypasses storage directly to treat-
ment.
ISTOR = 3, External storage called.
All inflow is routed to storage
prior to treatment.
6-10 Bar racks and swirl concentrator
(level 1).
ISTOR
ITREAT(l) 11
227
-------
Table 7-2 (continued). STORAGE BLOCK CARD DATA
Card Card Variable Default
group Format column Description. name value
= 11, Bar racks and swirl concen-
trator bypassed,
= 12, Bar racks are in waste stream,
= 13, Swirl concentrator is in waste
stream,
= 14, Bar racks followed by swirl con-
centrator are in waste stream.
11-15 Inlet pumping parameter (level 2). ITREAT(2) 21
= 21, No pump station,
= 22, Pump station exists.
16-20 Primary treatment parameter (level 3). ITREAT(3) 31
= 31, No primary treatment (flow bypassed),
= 32, Dissolved air flotation,
= 33, Fine screens and dissolved air
flotation,
= 34, Fine screens only,
= 35, Sedimentation.
21-25 Secondary treatment parameter (level 4). ITREAT(4) 41
= 41, No secondary treatment (flow
bypassed),
= 42, Microstrainers,
= 43, High rate filter,
= 44, Biological treatment.
26-30 Effluent screens (level 5). ITREAT(5) 51
= 51, No screens,
= 52, Effluent screens.
228
-------
Table 7-2 (continued). STORAGE BLOCK CARD DATA
Card
group
Format
Card
column
Description
Variable Default
name value
31-35 Outlet pumping parameter (level 6).
= 61, No pumping,
« 62, pumping required.
36-40 Chlorine contact tank or high-rate
disinfection (level 7).
= 71, No chlorine contact tank or
high-rate disinfection (flow
bypassed),
• 72, Chlorine contact tank,
= 73, High-rate disinfection.
ITREAT(6) 61
ITREAT(7) 71
Computation print control card.
4110 1-10 Printout of treatment results for IPRINT
each 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 Flow quantities summarization control IRANGE
parameter.
=0, Flow quantity range not summarized,
= 1, Quantity ranges summarized.
229
-------
Table 7-2 (continued). STORAGE BLOCK CARD DATA
Card
group
Format
Card
column
Description
Variable Default
name value
31-40 Control of tabular output of the
inlet and outlet flows from the
treatment model.
» 0, Flows not summarized in tabular
form,
« 1, Flows summarized in tabular
form.
ITABLE
F10.2 1-10
IF DESF IN CARD GROUP 2 IS ZERO
INCLUDE CARD GROUP 5, OTHERWISE
OMIT.
Design flow rate of treatment
facilities, cfs.
QDESYN
None
110
1-10
IF TREAT(1) J 13 OR 14, SKIP
CARDS 6 AND 7.
Swirl concentrator data.
Number of particles sizes
(maximum number = 9).
Swirl concentrator particle size
data card.
16F5.0 1-5 Particle size, cm.
6-10 Fraction of total particlesf
11-15 Particle size, cm.
NOPART
None
2F10.0
11-20
21-30
Swirl concentrator diameter, ft.
Specific gravity of particles.
DIAMSP
SPGRAV
None
None
PSIZE(l) None
PCENT(l) None
PSIZE(2) None
aAll values of PCENT are entered as fractions.
230
-------
Table 7-2 (continued).. STORAGE BLOCK CARD DATA
Card
group
Format
Card
column
Description
Variable Default
name value
Fraction of total particles
PCENT(2) None
Particle size, cm.
Fraction of total particles
PSIZE(NOPART) None
PCENT(NOPART) None
CARDS 8 THROUGH 17 ARE DATA INPUT
FOR EXTERNAL STORAGE. (ISTOR - 2
ON CARD 3). OMIT THESE DATA CARDS
IF EXTERNAL STORAGE IS NOT DESIRED.
Storage unit data card.
1015 1-5 Storage mode parameter.
= 1, In-line storage.
6-10 Storage type parameter.
«• 1, Irregular (natural)
reservoir,
= 2, Geometric (regular) covered
reservoir,
™ 3, Geometric (regular) uncovered
reservoir.
11-15 Storage outlet control parameter.
• 1, Gravity with orifice center
line at zero storage tank depth,
- 2, Gravity with fixed weir,
- 5, Dual rate pumps*
- 6, Existing fixed-rate pumps,
» 9, Gravity with both weir and
or if ice.b
ISTMOD
ISTTYP
ISTOUT
Second pump starts if first pump does not lower water level.
This type of storage outlet is not presently programmed, if modelling is
desired, use internal storage from Transport Block.
231
-------
Table 7-2 (continued). STORAGE BLOCK CARD DATA
Card
group
Format
Card
columns
Description
Variable
name
Default
value
3110
1-10
11-20
Computation/print control card.
Basin flow parameter. 1POL*
• 0, Mo pollutants, (hydraulic* only),
- 1, Perfect plug flow through
basin,
• 2, Perfect feixing in basin.
Print control parameter.
= 0, No print each time step,
• 1, Print each time step in
storage.
ISPRIN
10
F10.2 1-10
110 11-20
Reservoir flood depth data card.
Maximum (flooding) reservoir depth,
ft.
Chlorination option.
INCLUDE EITHER CARD GROUP 11 OR 12,
NOT BOTH.
DEPMAX
ICL2
None
None
11
F10.2 1-10
F10.0 11-20
INCLUDE CARD GROUP 11 IF ISTTYP ON
CARD 8 HAS THE VALUE 1.
Reservoir depth-area data card.
A reservoir water depth, ft.
Reservoir surface area corres-
ponding to above depth, ft .
ADEPTH(l) None
AASURF(2) None
F10.2 61-70 A reservoir water depth, ft.
ADEPTH(4) None
Not presently programmed, leave blank.
232
-------
Table 7-2 (continued). STORAGE BLOCK CARD DATA
Card
group
Format
Card
columns
Description
Variable Default
name value
F10.0 71-80
Reservoir surface area corres-
ponding to above depth, ft2.
(NOTE: The above pair of variables
is repeated 11 times, 4 pairs per
card.)
AASURF(4) None
12
2F10.0 1-10
11-20
F10.5 21-30
INCLUDE CARD 12 ONLY IF ISTTYP ON
CARD 8 HAS THE VALUE 2 OR 3.
Reservoir dimensions data card.
2
Reservoir base area, ft .
Reservoir base circumference, ft.
Cotan of sideslope (horizontal/
vertical).
BASEA None
BASEC None
COTSLO None
13
F10.3
1-10
INCLUDE ONLY ONE OF THE OUTLET DATA
CARDS 13, 14 OR 15.
INCLUDE CARD 13 ONLY IF ISTOUT ON
CARD 8 HAS THE VALUE 1.
Orifice outlet data card.
Orifice outlet area x discharge
coefficient, ft2.
CDAOUT
None
14
2F10.3 1-10
11-20
INCLUDE CARD 14 ONLY IF ISTOUT ON
CARD 8 HAS THE VALUE 2.
Weir outlet data card.
Weir height above depth = 0, ft.
Weir length, ft.
WEIRHT
WEIRL
None
None
233
-------
Table 7-2 (continued). STORAGE BLOCK CARD DATA
Card
group Format
15
3F10.3
16
2F10.2
Card
columns Description
INCLUDE CARD 15 ONLY IF ISTOUT ON
CARD 8 HAS THE VALUE 5 OR 6.
Pump outlet data card.
1-10 Outflow pumping rate,a cfs.
11-20 Depth at pump startup, ft.
21-30 Depth at pump shutdown, ft.
(DSTOP > 0.0)b
Initial conditions data card.
1-10 Storage at time zero, ft .
11-20 Outflow rate at time zero, cfs.
Variable Default
name value
QPUMP None
DSTART None
DSTOP None
STORO 0.0
QUOTO 0.0
17 Cost data card.
3
F10.2 1-10 $/yard for storage excavation.
END OF EXTERNAL STORAGE CARDS.
CPCUYD
0.0
18
F10.2
1-10
IF ITREAT(2) = 22 ON CARD 3,
INCLUDE CARD 18.
Pump head for inlet lift station
of the treatment facilities, ft.
HEAD1
None
INCLUDE ONLY ONE OF THE LEVEL 3
TREATMENT CARDS 19 OR 20 IF
ITREAT(3) IS NOT EQUAL TO 31 OR
34 ON CARD 3.
INCLUDE CARD 19 ONLY IF ITREAT(3)
ON CARD 3 HAS THE VALUE OF 32 OR 33.
"Pumping rate is for a single pi-mp. Dual pumping (ISTOUT = 5) doubles
this rate when second pump is on.
bDSTOP must equal or be greater than the level in storage that contains
enough yolume to handle the pumping rate, QPUMP, for one time step.
234
-------
Table 7-2 (continued). STORAGE BLOCK CARD DATA
Card
group
Format columns
Description
Variable
name
Default
value
19
215 1-5
6-10
3F10.2 11-20
21-30
31-40
Dissolved air flotation data cards.
Chemical addition to the unit. ICHEM
» 0, No chemical addition,
- 1, Chemical addition.
Chlorine addition to the unit. ICL2
• 0, No chlorine addition,
• 1, Chlorine addition.
2
Design overflow rate, gal/day/ft . OVRDAF
(5,000.0 suggested).
Mount of flow recirculation, RECIRC
percent (15% suggested).
Depth of dissolved air flotation DEEP
tank, ft.
None
None
None
20
2F10.2 1-10
11-20
110 21-30
INCLUDE CARD 20 IF ITREAT(3) = 35
AND ISTOR = 1 ON CARD 3.
Primary sedimentation tank cards.
Primary sedimentation tank overflow
rate, gal/day/ft2 (1,000.0 suggested),
Depth of sedimentation tank, ft
(8.0 suggested).
Chlorine addition to unit.
= 0, No chlorine addition,
= 1, Chlorine addition.
OVRSED
SEDEP
ICL2
None
None
21
INCLUDE CARD 21 ONLY IF ITREAT(4)
43 ON CARD 3.
High rate filter data cards.
235
-------
Table 7-2 (continued). STORAGE BLOCK CARD DATA
Card
group
Format
Card
columns
Description
Variable Default
name value
F10.2 1-10
110 11-20
2F10.2 21-30
31-40
Maximum operating rate of the filter, OPRAMA None
gal/min/ft2.
Addition of chemicals. ICHEMH 0
= 0, No chemicals added,
* 1, Chemicals added.
Maximum design head loss of filter, HM None
ft.
Maximum solids holding capacity at SQM None
maximum head and maximum flow rate,
Ib/ft2.
22
24
F10.2 1-10
INCLUDE CARD 22 ONLY IF ITREAT(6) =
62 ON CARD 3.
Pump head for outflow lift station from HEAD2
treatment facilities, ft.
END OF TREATMENT CARDS.
F10.2 1-10
2110
INCLUDE CARDS 24 THROUGH 26 ONLY
IF ICOST = 1 ON CARD 4.
ENR cost data.
Amortization interest rate for con-
struction of treatment facilities,
percent.
11-20 Amortization period, yr.
RATEPC
NYRS
None
23
Time for start of treatment-storage
simulation.
215 1-5 Hour of start, 24 hour clock. KHOUR
6-10 Minute of start, min. KMIN
0
0
7.0
25
236
-------
Table 7-2 (continued). STORAGE BLOCK CARD DATA
Card
group
Format
Card
columns
Description
Variable
name
Default
value
21-30 Year of computer simulation (minimum
• 1970, maximum = 1980).
MMDDYR
F10.4 31-40 ENR factor for the geographic location SITEF
of treatment facilities.
None
1.0
25
8110 1-10
11-20
ENR cost index for year and location.
ENR for 1970.
ENR for 1971.
IENR
IENR(1)
IENR (2)
None
None
71-80
ENR for 1977.
IENR(8)
None
21-30
ENR for 1980.
IENR(11) None
26
F10.0
F10.5
3F10.2
1-10
11-20
21-30
31-40
41-50
Unit cost data card.
Unit cost of land, $/acre.
Unit cost of power, $/KWH.
Unit cost of chlorine, $/lb.
Unit cost of polymers, $/lb.
Unit cost of alum, $/lb.
END OF STORAGE BLOCK CARDS.
UCLAND
UCPOWR
UCCL2
UCPOLY
UCALUM
20000.0
0.02
0.20
1.25
0.03
237
-------
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250
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SAMPLE RUNS
Two examples Illustrating the use of the Storage/Treatment Block
are included herein. Example 1 incorporates external storage and
sedimentation due to storage. All other treatment options are
bypassed. Example 2 bypasses external storage and provides treat-
ment by bar racks, sedimentation, biological treatment unit, and
chlorination. High rate disinfection of the overflow is also
included in this example.
Example 1. Storage Only
This example receives most of its data from the Transport Block
output file created for Stevens Avenue District of the City of
Lancaster, Pennsylvania.
Description of Input Data —
Table 7-4 shows a listing of the card data presented to the program
for execution. The first two cards identify the outfall (7), sad the
number of complete runs through the program desired (1). The ratio
of the maximum flow to be treated to the maximum flow arriving is
set equal to zero on card 2, thereby necessitating the use of card 5.
High rate disinfection of the overflow is not included for this
example. The third and fourth cards identify the treatment string and
print control options. The treatment string includes only the sedimen-
tation due to storage. All other treatment options have been bypassed.
The fifth card specifies the design flow rate of treatment facilities.
The next six cards describe the geometry and design parameters of the
storage unit. The next card is the cost data card for storage exe-
ctuion. The value of CPCUYD on this card has been set equal to zero.
The last card specifies the clock time of start of storm.
Description of the Sample Output —
The output for Example 1 is shown, somewhat abbreviated, in Tables 7-5
through 7-8 inclusive. Table 7-5 shows the control information read
from the Transport Block output file. Table 7-6 shows the input data
and design computations accomplished in subroutine TRTDAT and STRDAT.
Note that the storage unit and all treatment units are fully described.
Table 7-7 shows the performance in each level for each time step.
This table has been abbreviated to show output only for the first 13
time steps. Table 7-8 shows a summary of the treatment performance
at each level and at representation time periods (all levels combined).
251
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252
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Table 7-5. EXAMPLE 1. CONTROL INFORMATION PASSED FROM TRANSPORT BLOCK
STORAGE BLOCK CALLED
ENTRY MADE^TO STORAGE/TREATMENT MODEL _ _
STORAGE/TREATMENT MODEL UPDATED BY UNIVERSITY OF KLORIDA JAN. 197«
LANCASTER PFNNSYLVANIA STEVENS AVE DISTRICT **** RELEASE II ****
OUTPUT FROM EXTERNAL STORAGE/TREATMENT MODELS
INPUT DATA-SET OUTFALLS AT THE FOLLOWING ELEMENT NUMBERS!
~ " " ~
INPUT TO STORAGE/TREATMENT MODEL SUPPLIED FRON EXTERNAL ELEMENT NUMBER 7
NUMBER OF RUNS » I
TIME - S TEP~S IIE ~^ "s7o 0
NO, TIME-STEPS MODELED s 100
TRIBUTARY AREA »~ ~
NO, TRAN3P, MQp, OUTFALLS « I
NO, OF^TOLLUTANTSs3
TIMF. ZERO e aOBOO.O SEC
253
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Example 2. Treatment and Cost Only
This example receives most of its data from the Transport Block
output file created for the North Drainage District of the City
of Lancaster, Pennsylvania.
Description of the Input Data —
Table 7-9 shows the listing of the card data presented to the
program for execution. Note that the high, rate disinfection is
specified, and cards relating to the storage unit have been deleted,
Cards were inserted to describe the design parameters of the sedi-
mentation unit. Cost cards are also included.
Description of Sample Output —
The output for Example 2 is shown in Tables 7-10 through 7-14,
inclusive. Figure 7-4 illustrates the input flow, BOD and SS as
well as the output flow, BOD and SS.
CALIBRATION OF STORAGE/TREATMENT BLOCK
Computer runs were made to test the sensitivity of the Storage/
Treatment Block to various input design parameters.
Table 7-15 shows the effect of varying the design overflow rate of
the sedimentation unit on the treatment efficiency. Variation of the
depth of the unit has no effect on the treatment efficiency. Table
7-16 shows the effect of varying the design overflow rate and the
recirculation flow on the efficiency of dissolved air flotation unit.
The depth variation has no effect on the efficiency of the unit. As
shown in Table 7-15, variation in the recirculation flow also has no
effect on the removal efficiency. Table 7-17 shows the effect of
varying the maximum operating rate, maximum design head loss and the
maximum solids holding capacity of the high rate filters. This table
illustrates that variation in the design head loss has no effect on
the efficiency of the high rate filters.
257
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258
-------
Table 7-10. EXAMPLE 2. CONTROL INFORMATION PASSED
FROM TRANSPORT BLOCK
3TOR>SE BLOCK CALLED
. ENTRY HADE TO STngABE/TREATHENT rtPDEL,
STORAGE/TREATMENT MODEL UPDATED BY UNIVERSITY OF FLORIDA JAN. 1974
I ANCASTER PffNN3Yt,V»NlA NORTH DRAINAGE DISTRICT
F«
,
OUTPUT F«OH EXTERNAL STnBASE/TSEATMENT M03EL3
I^PIlT DATA-SET OUTFALLS AT THE FOLLO^INS ELEMENT NUH3ER3I
INPUT TO STOSACE/TREATMENT
SUPPLIED FRON EXTERNAL ELEMENT NUMBER 1
NUMBER OF
TIME-STEP SIZE
NO.' TIME-STEPS MODELED
5,00 MIN,
190
TRIBUTARY AREA a 1010.01 ACRES
NO.' TH>»SP, MH9. OUTFALLS - i
NO/ OF POLLUTANTS * 3
TIME ZERO a 40900.0 SEC
HIGH RATE DISINFECTION DEVICE FOR OVERFt.04 USED,
OESI.6N FLO1'! t50,00_CF3
259
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