PB88-236658
EPA/600/3-88/001b
June 1988
STORM WATER MANAGEMENT MODEL, VERSION 4
Part B: EXTRAN Addendum
by
Larry A. Roesner and John. A. Aldrich
Camp Dresser & McKee, Inc.
Annandale, Virginia 22003
Robert E. Dickinson
Department of Environmental Engineering Sciences
University of Florida
Gainesville, Florida 32611
Cooperative Agreement CR-811607
Project Officer
Thomas 0. Barnwell,. Jr.
Assessment Branch
Environmental Research Laboratory
Athens, Georgia
ENVIRONMENTAL RESEARCH LABORATORY
OFFICE OF RESEARCH AND DEVELOPMENT
U.S. ENVIRONMENTAL PROTECTION AGENCY
ATHENS, GEORGIA 30613
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TECHNICAL REPORT DATA
(Please read Instructions on the reverse before completing)
2.
3. RECIPIENT'S ACCESSION NO.
PB8R-236 658/AS
4. TITLE AND SUBTITLE
STORM WATER MANAGEMENT MODEL, VERSION 4—Part B:
EXTRAN Addendum
5. REPORT DATE
June 1988
6. PERFORMING ORGANIZATION CODE
AUTHOR(S)
L.A. Roesner,*
J.A. Aldrich,* and R.E. Dickinson**
8. PERFORMING ORGANIZATION REPORT NO.
PERFORMING ORGANIZATION NAME AND ADDRESS
*Camp Dresser & McKee, Inc., Annandale, VA 22003
**Department of Environmental Engineering Sciences,
University of Florida, Gainesville, FL 32611
10. PROGRAM ELEMENT NO.
CNWB1E
11. CONTRACT/GRANT NO.
CR-811607
12. SPONSORING AGENCY NAME AND ADDRESS
Environmental Research Laboratory - Athens, GA
Office of Research and Development
U.S. Environmental Protection Agency
Athens, GA 30613
13. TYPE OF REPORT AND PERIOD COVERED
14. SPONSORING AGENCY CODE
EPA/600/Ol
IS. SUPPLEMENTARY NOTES
Part A: User's Manual (EPA/600/3-88/OOla)
16. A
EPA Storm Water Management Model (SWMM) is a comprehensive mathematical
model for simulation of urban runoff water quality and quantity in storm and combined
sewer systems. All aspects of the urban hydrologic and quality cycles are simulated,
including surface and subsurface runoff, transport through the drainage network,
storage and treatment. Part A of the two-volume report is an update of the user's
manuals issued in 1971, 1975, and 1981. Part B is a user's manual for EXTRAN, a flow
routing model that can be used both as a block of the SWMM package and as an indepen-
dent model. The SWMM user's manual provides detailed descriptions for program blocks
for Runoff, Transport, Storage/Treatment, Combine, Statistics, Rain, Temp and Graph
(part of the Executive Block) .^Extensive documentation is provided in the text and
in several appendices. Versidnsof^the model for mainframe, minicomputers, and IBM-
compatible microcomputers are supported. The EXTRAN user's manual provides informa-
tion for applying the model to compute backwater profiles in open channel and/or
closed conduit systems experiencing unsteady flow.^^EXTRAN represents a drainage
system as links and nodes, allowing simulation of parallel of looped pipe networks;
Weirs, orifices, and pumps; and system surcharges. EXTRAN is used most efficiently
if it is only applied to those parts of the drainage system that cannot be simulated
accurately by simpler, less costly models. The manual presents a detailed discussion
of input data and provides a demonstration of seven example problems.
17.
KEY WORDS AND DOCUMENT ANALYSIS
DESCRIPTORS
b.lDENTIFIERS/OPEN ENDED TERMS
c. COS AT I Field/Group
U.S. Environmental
Region III Information
Center (3PM52)
841 Chestnut Street
Philadelphia, PA 19107
Protebtion Agency
f jsource
18. DISTRIBUTION STATEMENT
RELEASE TO PUBLIC
19. SECURITY CLASS (This Report!
UNCLASSIFIED
21. NO. OF PAGES
170
2O. SECURITY CLASS (This page)
UNCLASSIFIED
22. PRICE
Form 2220-1 (R«v. 4-77) PREVIOUS EDITION is OBSOLETE
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DISCLAIMER
The information in this document has been funded wholly or in part by the
United States Environmental Protection Agency. It has been subject to the
Agency's peer and administrative review, and it has been approved for publica-
ton as an EPA document. Mention of trade names or commercial products does
not constitute endorsement or recommendation for use by the U.S. Environmental
Protection Agency.
The Storm Water Management Model (SWMM) described in this manual must be
used at the user's own risk. Neither the U.S. Environmental protection
Agency, the State of Florida, the University of Florida, Camp, Dresser and
McKee, Inc. or the program authors can assume responsibility for model output,
interpretation or usage.
ii
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FOREWORD
As environmental controls become more costly to implement and the penal-
ties of judgment errors become more severe, environmental quality management
requires more efficient management tools based on greater knowledge of the
environmental phenomena to be managed. As part of this Laboratory's research
on the occurrence, movement, transformation, impact, and control of environ-
mental contaminants, the Assessment Branch develops state-of-the-art mathema-
tical models for use in water quality evaluation and mangement.
Mathematical models are an important tool for use in analysis of quantity
and quality problems resulting from urban storm water runoff and combined
sewer overflows. This report is an updated user's manual and documentation
for one of the first of such models, the EPA Storm ¥ater Management Model
(SWMM) and its Extended Transport (Extran) Block. Detailed instructions on
the use of Extran are given, and its use is illustrated with case studies.
Rosemarie C. Russo, Ph.D.
Director
Environmental Research Laboratory
Athens, Georgia
ni
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PREFACE
This document is the user's guide and program documentation for the com-
puter model EXTRAN. EXTRAN is a dynamic flow routing model that routes inflow
hydrographs through an open channel and/or closed conduit system, computing
the time history of flows and heads throughout the system. While_jthe__computer
program was developed primarily for use in urban drainage systems — including
combined systems and separate systems — it also can be used for stream chan-
nels through the use of arbitrary cross sections or if the cross-section can
be adequately represented as a trapezoidal channel.
EXTRA! is intended for application in systems where the assumption of
steady flow, for purposes of computing backwater profiles, cannot be made.
The program solves the full dynamic equations for gradually varied flow (st.
Venant equations) using an explicit solution technique to step forward in
time. As a result, the solution time-step is governed by the wave celerity in
the shorter channels or conduits in the system. Time-steps of 5-seconds to
60-seconds are typically used, which means that computer time is a significant
consideration in the use of the model.
The conceptual representation of the drainage system is based on the
"link-node" concept which does not constrain the drainage system to a. dendri-
tic form. This permits a high degree of flexibility in the type of problems
that can be examined with EXTRAN. These include parallel pipes, looped
systems, lateral diversions such as weirs, orifices, pumps, and partial sur-
charge within the system.
Because of the versatility of the EXTRAN model, there is a tendency for
some users to apply the model to the entire drainage system being analyzed
even though flow routing through most of the system could be performed with a
simpler model such as Runoff or Transport*. The result is a very large system
simulated at relatively small time-steps which produces great quantities of
data that are difficult to digest. Where simpler models are applicable (no
backwater, surcharging, or bifurcations) substantial savings in data prepara-
tion and computer solution time can be realized using the simpler routing
model.
EXTRAN has limitations which, if not appreciated, can result in impro-
perly specified systems and the erroneous computation of heads and flows. The
significant limitations are these:
*That is, the Runoff and Transport Blocks from the EPA SWMM computer program.
iv
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Headloss at manholes, expansions, contractions, bends, etc. are not
explicitly accounted for. These losses must be reflected in the
value of the Manning n specified for the channels or conduits where
the loss occurs.
Changes in hydraulic head due to rapid expansions or contractions
are neglected. At expansions, the headloss will tend to equalize
the heads; but at contractions, the headloss could aggravate the
problem.
At a manhole where the inverts of connecting pipes are different
(e.g., a drop manhole), computational errors will occur during sur-
charge periods if the invert of the highest pipe lies above the
crown of the lowest pipe. The severity of the error increases as
the separation increases.
Computational instabilities can occur at junctions with weirs if: 1)
the junction is surcharged, and 2) the weir becomes submerged to the
extent that the downstream head equals or exceeds the upstream head.
EXTRAN is not capable of simulating water quality. Any quality
information input to EXTRAN is ignored by the program.
Methods for dealing with these problems are discussed in Chapter 4.
Finally, a word of caution. EXTRAN is a tool, like a calculator, that
can assist engineers in the examination of the hydraulic response of a drain-
age system to inflow hydrographs. While the model is physically based, ap-
proximations in time and space are made in order to address real problems.
While the authors have tried to anticipate most prototype configurations,
these approximations may not be appropriate in some system configurations or
unusual hydraulic situations. Therefore, persons using the computer program
must be experienced hydraulicians. The computational results should never be
taken for granted, but rather the computer output should be scanned for each
simulation to look for suspicious results. The checking procedure should be
analogous to that which would be followed in checking a backwater profile that
a junior engineer had performed by hand computation. Remember that the major
difference between the engineer and the computer is that the computer can't
think!
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ABSTRACT
The EPA Storm Water Management Model (SWMM) is a comprehensive mathema-
tical model for simulation of urban runoff water quantity and quality in storm
and combined sewer systems. All aspects of the urban hydrologic and quality
cycles are simulated, including surface and subsurface runoff, transport
through the drainage network, storage and treatment. Part A of the two-
volume report is an update of user's manuals issued in 1971, 1975, and 1981.
Part B is a user's manual for EXTRAN, a flow routing model that can be used
both as a block of the SWMM package and as an independent model.
The SWMM user's manual provides detailed descriptions for program blocks
for Runoff, Transport, Storage/Treatment, Combine, Statistics, Rain, Temp and
Graph (part of the Executive Block). The latter five blocks are "service"
blocks; the first three are the principal computational blocks. In addition,
extensive documentation of new procedures is provided in the text and in
several appendices. Versions of the model for mainframe, minicomputers and
IBM-compatible microcomputers are supported.
The EXTRAN user's manual provides information for applying the model
to compute backwater profiles in open channel and/or closed conduit systems
experiencing unsteady flow. EXTRAN represents a drainage system as links
and nodes, allowing simulation of parallel or looped pipe networks; weirs,
orifices, and pumps; and system surcharges. EXTRAN is used most efficiently
if it is only applied to those parts of the drainage system that cannot be
simulated accurately by simpler, less costly models. The user's manual
presents a detailed discussion of the input data and provides a demonstration
of seven example problems. Typical computer output also is discussed. Pro-
blem areas that the user may confront are described and the theory on which
the FXTRAN model rests is diccussed. The manual concludes with a compre-
hensive discussion of the EXTRAN code.
This report was submitted in partial fulfillment of EPA Cooperative
Agreement No. CR-811607 to the University of Florida under the partial
sponsorship of the U.S. Environmental Protection Agency. Camp Dresser &
McKee, Inc., prepared the EXTRAN manual as a contractor to the University of
Florida. This report covers the period from December 1985 to December 1987,
and work was completed as of December 1987.
vi
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CONTENTS
Disclaimer ii
Foreword iii
Preface iv
Abstract vi
List of Figures ix
List of Tables xi
Acknowledgments xii
1 BLOCK DESCRIPTION 1
BACKGROUND 1
CHANGES FROM 'SWMM VERSION 3 2
PROGRAM OPERATING REQUIREMENTS 2
INTERFACING WITH OTHER SWMM BLOCKS 3
2 INSTRUCTIONS FOR DATA PREPARATION 7
INTRODUCTION AND SCHEMATIZATION 7
INPUT DATA GROUPS 11
RUN IDENTIFICATION AND CONTROL 11
Data Group Al: Run Identification 11
Data Groups Bl and B2: Run Control 11
Data Group B3: Number of Junctions for Printing, Plotting and Input 13
Data Groups B4 and B5: Detailed Printing for Junctions and Conduits 14
Data Groups B6 and B7: Detailed Plotting for Junctions and Conduits 14
CONDUIT AND JUNCTION DATA 14
Data Groups C1-C4: Conduit Data 14
Data Group Dl: Junction Data 16
Data Groups El and E2: Storage Junctions 20
DIVERSION STRUCTURES 20
Data Group Fl: Orifice Data 20
Data Group Gl: Weir Data 22
Data Group HI: Pump Data 24
Data Group II: Free Outfall (No Flap Gate) Pipes 24
Data Group 12: Outfall Pipes With Flap Gates 27
BOUNDARY CONDITIONS AND HYDROGRAPH INPUTS 27
Data Groups J1-J4: Boundary Condition Data 27
Data Groups K1-K3: Hydrograph Input Data 27
3 EXAMPLE PROBLEMS 46
INTRODUCTION 46
EXAMPLE 1: BASIC PIPE SYSTEM 46
EXAMPLE 2: TIDE GATE 47
EXAMPLE 3: SUMP ORIFICE DIVERSION 47
EXAMPLE 4: WEIR DIVERSION 47
EXAMPLE 5: STORAGE FACILITY WITH SIDE OUTLET ORIFICE 47
EXAMPLE 6: OFF-LINE PUMP STATION 47
EXAMPLE 7: IN-LINE PUMP STATION 48'
EXAMPLE 8: DEMONSTRATION OF ALL CONDUIT TYPES 48
4 TIPS FOR TROUBLE-SHOOTING 110
INTRODUCTION 110
STABILITY 110
vii
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CONTENTS
SURCHARGE 111
SIMULATION LENGTH 112
CONDUIT LENGTH 112
PRELIMINARY SYSTEM CHECK 112
INVERT ELEVATIONS AT JUNCTIONS 112
5 FORMULATION OF EXTRAN 114
GENERAL 114
CONCEPTUAL REPRESENTATION OF THE TRANSPORT SYSTEM 114
BASIC FLOW EQUATIONS 118
SOLUTION OF FLOW EQUATION BY MODIFIED EULER METHOD 120
NUMERICAL STABILITY 122
Time-Step Restrictions 122
Equivalent Pipes 123
SPECIAL PIPE FLOW CONSIDERATIONS 123
HEAD COMPUTATION DURING SURCHARGE AND FLOODING 124
Theory 124
Orifice, Weir, Pump and Outfall Diversions 127
Surcharge in Multiple Adjacent Nodes 123
FLOW CONTROL DEVICES 128
Options 123
Storage Devices 128
Orifices 130
Weirs 132
Weirs With Tide Gates 134
Pump Stations 135
Outfall Structures 137
INITIAL CONDITIONS 137
6 PROGRAM STRUCTURE OF EXTRAN 138
GENERAL 138
SUBROUTINE EXTRAN 138
SUBROUTINE TRANSX 138
SUBROUTINE XROUTE .142
SUBROUTINE BOUND 143
SUBROUTINE DEPTHX 144
SUBROUTINE HEAD 144
SUBROUTINE HYDRAD 145
SUBROUTINE IWDAT1, INDAT2 AND INDAT3 145
SUBROUTINE GETCUR 146
SUBROUTINE INFLOW 147
SUBROUTINE TIDCF 147
FUNCTION HTIDES 147
SUBROUTINE OUTPUT 147.
References T49
Appendix A UNSTEADY FLOW EQUATIONS 150
Appendix B INTERFACING BETWEEN SWMM BLOCKS 152
Vlll
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FIGURES
Number Page
1-1 Summary of EXTRAN Run Times 4
1-2 Relationship Among SWMM Blocks. 5
2-1 Runoff Subbasins Tributary to South Boston Interceptor 8
2-2 Schematic Representation of the South Boston Sewerage 9
System for Use in the EXTRAN Model
2-3 Definition of Elevation Terms for Three-pipe Junction 15
2-4 Definition Sketch of an Irregular Cross-Section 17
2-5 Definition of Elevation Terms in an Open Channel System 19
2-6 Definition Sketch of a Variable Area Storage Junction 21
2-7 Definition Sketch of Weir Input Data 23
2-8 Definition Sketch of Pump Input Data 23
2-9 Schematic Presentation of Pump Diversion 25
2-10 Typical Pump Operating Curve 26
3-1 Basic System with Free Outfall 41
3-2 Basic System with Tide Gate 79
3-3 Sump Orifice at Junction 82309 P7
3-4 Weir at Junction-82309 £ .'
3-5 ' Storage Facility and Side Outlet Orifice at Junction 82309
3-6 Off-line Pump Station at Junction 82310
3-7 In-line Pump at Junction 82309
3-8 Schematic for Example 8
5-1 Schematic Illustration of EXTRAN
5-2 Conceptual Representation of the EXTRAN Models
IX
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FIGURES
(Continued)
Number Page
5-3 Modified Euler Solution Method for Discharge
Based on Half-step, Full-step Projection 121
5-4 Special Hydraulic Cases in EXTRAN Flow Calculations 125
5-5 Conceptual Representation of a Storage Junction 129
5-6 Typical Orifice Diversions 131
5-7 Representation of Weir Diversions 133
5-8 Schematic Presentation of Pump Diversion 136
6-1 EXTRAN Block Program Flowchart 139
6-2 Master Flowchart for EXTRAN Block Subroutines 141
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TABLES
Number
2-1 Extran Block Input Data 29
3-1 Input Data for Example 1 50
3-2 Output for Example 1 51
3-3 Input Data for Example 2 SO
3-4 Partial Output for Example 2 81
3-5 Input Data for Example 3 8-3
3-6 Partial Output for Example 3 84
3-7 Input Data for Example 4 86
3-8 Partial Output for Example 4 87
3-9 Input Data for Example 5 89
3-10 Partial Output for Example 5 90
3-11 Input Data for Example 6 92
3-12 Partial Output for Example 6 93
3-13 Input Data for Example 7 95
3-14 Partial Output for Example 7 96
3-15 Input Data for Example 8, Generation of Hot Start File 98
3-16 Parcial Output Example 8, Generation of Hot Start File 99
3-17 Input Data for Example 8, Use of Hot Start File 101
3-18 Parcial Output for Example 8, Use of Hot Start File 102
5-1 Classes of Elements Included in EXTRAN 117
5-2 Properties of Nodes and Links in EXTRAN 118
5-3 Values of CSUB as a Function of Degree of Weir Submergence 134
XI
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ACKNOWLEDGMENTS
The authors are grateful for many suggestions for improvements from
EXTRAK users over the years. Significant improvements to Version 4 have re-
sulted from information supplied by Dr. Lothar Puchs of the University of
Hamburg.
xii
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SECTION 1
BLOCK DESCRIPTION
BACKGROUND
EXTRAN is a hydraulic flow routing model for open channel and/or closed
conduit systems. The EXTRAN Block receives hydrograph input at specific nodal
locations by interface file transfer from an upstream block (e.g., the Runoff
Block) and/or by direct user input. The model performs dynamic routing of
stormwater flows throughout the major storm drainage system to the points of
outfall to the receiving water system. The program will simulate branched or
looped networks, backwater due to tidal or nontidal conditions, free-surface
flow, pressure flow or surcharge, flow reversals, flow transfer by weirs,
orifices and pumping facilities, and storage at on- or off-line facilities.
Types of channels that can be simulated include circular, rectangular, horse-
shoe, egg, and baskethandle pipes, trapezoidal, parabolic and natural chan-
nels. Simulation output takes the form of water surface elevations and dis-
charge at selected system locations.
EXTHAN was developed for the City of San Francisco in 1973 (Shubinski and
Roesner, 1973; Kibler et al., 1975). At that time it was called the Sail Fran-
cisco Model and (more properly) the WRE Transport Model. In 1974, EPA ac-
quired this model and incorporated it into the SWMM package, calling it the
Extended Transport Model - EXTRAN - to distinguish it from the Transport Block
developed by the University of Florida as part of the original SVMM package.
Since that time, the^model has been refined, particularly in the way the flow
routing is performed under surcharge conditions. Also, much experience has
been gained in the use and misuse of the model.
This document is an update of the 1981 User's Manual and Program Documen-
tation (Roesner et al., 1981) with refinements by Camp Dresser & McKee, Inc.
and the University of Florida. The documentation section (Chapter 5) in-
cludes discussions of program limitations, and the input data descriptions
have been revised to provide more guidance in the preparation of data for the
model. The program has been converted to optional metric units (used both for
input/output and internal calculations when employed), and input and output
have been enhanced slightly to reflect a likely microcomputer environment.
EXTRAN input lines (or data groups) now have identifiers in columns 1 and 2
and all input is free format.
The remainder of this chapter discusses program operating requirements
Water Resources Engineers was wholly integrated into Camp Dresser
& McKee, Inc. in 1980.
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and characteristics of EXTRAN and how it interfaces with other SWMM blocks.
Chapter 2 contains instructions for data preparation. Narrative discussions
of the input data requirements contain tips for developing a well defined
system. Chapter 3 consists of several example problems that demonstrate how
to set up EXTRAN for each of the storage/diversion options in the model.
Chapter 4 discusses typical problems that can occur with the use of the model
and what action should be taken to correct them. A discussion of error mes-
sages contained in the program is also presented. Chapter 5 describes the
conceptual, mathematical, and functional representation of EXTRAN; the program
structure and listing is contained in Chapter 6.
CHANGES FROM SWMM VERSION 3
Several enhancements to EXTRAN have been achieved since SWMM 3-0 was
released in 1981 (Roesner et al., 1981). These include:
1. Input and simulation of channels with irregular cross-sections, using
either selected HEC-2 data lines or user-generated input lines (in HEC-2
format).
2. Variable-sized storage junctions, input as stage-area data.
3- Pump operating curves.
4. Use of different boundary conditions at each system outfall.
5. "Hot start" input and output using saved files. This permits a
restart of EXTRAN from the "middle" of a previous run.
6. Optional metric units.
7. Inclusion of data group identifiers on data input lines and free-
format input. Minor editing of. prior EXTRAN input files 'will be neces-
sary to run previous SWMM 3 data.
PROGRAM OPERATING REQUIREMENTS
EXTRAN was originally programmed for the Univac 1108 in FORTRAN V. This
version of the FORTRAN compiler is essentially compatible with the IBM FORTRAN
LEVEL G compiler and the extended compiler used on CDC 6600 series equipment.
The model was subsequently installed on IBM, CDC, VAX, DEC 20, and several
other computers. The latest refinements to the model have been performed on a
Zenith Z-248 AT-compatible microcomputer in Fortran-77 using Ryan-KcFarland
Professional Fortran. The program will run on both main-frames and microcom-
puters (IBM-PC compatible).
EXTRAN is presently sized to simulate drainage systems of up to 200' cha'n-
nels, 200 junctions, 20 storage elements, 60 orifices, 60 weirs, -2t> pumps-, and -
25 outfalls. These limits may be easily altered (within the limits of computer core
capacity) through the use of the Fortran PARAMETER statement described in
Section 2 of the main SWMM user's manual (Huber and Dickinson, 1988). The
core storage and peripheral equipment to operate this program are:
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Main-frame:
High speed core: 130,000o words
45,00010 words
Peripheral storage: 3 drum, disk or tape files
One card reader or input file device
One line printer
Microcomputer:
IBM-PC compatible
512 K bytes
8087 or 30287 math coprocessor
Hard disk recommended
.Execution times for EXTRAN are roughly proportional to the number of
system conduits and the number of time-steps in the simulation period. A
summary of CDM's prior experience in running the EXTRAN on both CDC 6600 and
Univac 1108 systems is presented graphically in Figure 1-1. Using the Univac
1108 operating data in Figure 1-1 as an example, it is estimated that the
total computation time for a network of 100 pipes, using a 10-second time-step
over a 1-hour simulation period, would be approximately 300 system-seconds.
Run time for the example problems in Chapter 3 (9 pipes, 8 hour simulation, 20
second time-step) was about 44 seconds on the DEC 20 computer and about 6
minutes on the Z-248 microcomputer. Note that the curves presented in Figure
1-1 become highly nonlinear for t _<_ 10 seconds because of the increased fre-
quency of internal file transfers and output processing.
INTERFACING WITH OTHER SWMM BLOCKS
The EXTRAN Program is interfaced with the other SWMM Blocks through the
Executive Block. Figure 1-2 shows a schematic of the relationship to SUM
system control and input data lines. The EXTRAN Block receives hydrograph
.input at specific nodal locations either by interface file (e.g., disk, tape)
transfer from a preceding block, usually Runoff, or by line input, described
in Section 2. ("Line" input replaces the use of "card" input in previous
documentation in recognition of the fact that almost all user input will be
through the use of file generation using an editor at a terminal.) Users may
generate their own interface file using other programs; see Appendix B. An
output interface file, which contains hydrographs at all system outfall
points, can be generated if desired. This output file can then be used as
input to any subsequent SWMM Block or plotted using the Graph Block.
The EXTRAN program itself is called as a subroutine by the Executive
Block. The EXTRAN Block, in turn, reads the input data it requires to perform
its flow routing function. Further information on file generation and block
interaction is contained in Section 2 of the main SV/KM user's manual (Huber
and Dickinson, 1988). Any alternative hydrologic program may be used to.pro-
duce input data for EXTRAN by creating an interface file with the require'd"
structure.
Although SWMM is designed to run successive blocks consecutively without
user intervention, it is strongly recommended that this option not be used
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18-1
|.H
14 -
12-
1
5: 8
I
1
T
5
0-
-0 UNIVAC IIO8 including I/O
A-
-A CDC 660O including I/O
10
15 20
STEP-SECONDS
30
Figure 1-1. Summary of EXTRAN Run Times.
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Servi ce
Blocks
STATISTICS
BLOCK
6RAPH
BLOCK
Computati onal
Blocks '
COMBINE
BLOCK
RAIN
BLOCK
TEMP
BLOCK
RUNOFF BLOCK
TRANSPORT BLOCK
EXECUTIVE
BLOCK
EXTRAN BLOCK
STORAGE/TREATMENT
BLOCK
Figure 1-2.
Relationship Among SWMM Blocks. Executive Block
Manipulates Interface File and Other Off-line Files.
All Blocks May Receive Off-line Input (e.g..Tapes,
Disks) and User Line Input (e.g., Terminal,' Cards, "etc.)
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with EXTRAH. Simulation results should be examined before they are used as
input to EXTEAN; EXTRAH results should be reviewed, in turn, for reasonable-
ness before they are input to subsequent blocks. To bypass the inter-block
review process is to invite undetected errors in the analysis results and/or
to require expensive reruns of blocks that used erroneous output data from a
preceding block.
If EXTRAN is the only block called from the Executive Block, input data
for the Executive Block would be structured as follows:
Data Group SW - Interface Files
Stf = enter SW on columns 1 and 2.
NBLOCK = number of SWWM blocks in a run, e.g. 1 or 2 typically for an
EXTRAN simulation.
JIN = input interface file number from, typically, the Runoff Block
if Runoff hydrographs are to be used in simulation.
= 0 if input hydrographs are from data groups only (see Data
Groups K1-K3 in EXTRAN Block input data description).
JOUT = output interface file number that will be used to input outfall
hydrographs from EXTRAN into a subsequent block, such as Graph.
= 0 if the outfall hydrographs are not required by a subsequent
block.
Note that there is no EXTRAN Quality Block. If pollutographs are to be
routed through the drainage system, it is suggested that Runoff or Transport
be used for this purpose.
DATA GROUP MM - Scratch file assignment
J4H = enter MM in columns 1 and 2.
NITCH = number of scratch files. Extran may use up to two scratch
files.
NSCRAT(1)= scratch file used by Subroutine OUTPUT. REQUIRED.
NSCRAT(2)= restart file for "hot start." OPTIONAL.
BLOCK CONTROL - Block control line.
Enter SEXTRAN starting in column 1.
All input is free format. At least one space should separate each number.
Full details of Executive Block input, including options for comment lines
(asterisk in column 1), are contained in Section 2 of the main SWMM User's
Manual (Huber and Dickinson, 1983).
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SECTION 2
INSTRUCTIONS FOR DATA PREPARATION
INTRODUCTION AND SCHEMATIZATION
When a drainage system is to be analyzed with EXTRAN, the first step in
the study is generally to define the sewer system and the watershed ("sewer-
shed") that it drains. This information is usually available from the agency
responsible for operation and maintenance of the system. Care should be taken
in this step to insure that "as built" drawings of the system are used. Where
information is suspect, a field investigation is in order.
Once the sewer system and watershed have been defined, the watershed is
subdivided into subareas in accordance with the guidelines presented in the
SWMM Runoff Block documentation. Figure 2-1 shows the South Boston combined
sewer system and its watershed subdivided into subbasins. Figure 2-2 is a
schematic representation of the South Boston combined sewer system. Note that
"TRANSPORT" refers to EXTRAN in this case. The figure shows all pipes and
channels to be simulated in the study, the location and type of all diversion
structures and all system outlets and overflow points. It may be of interest
to note here that the 6000-series channels at the Columbus Park Headworks
represent the four-channel grit chambers in the headworks that determine the
stage-discharge relationship at junction 60101 in the system.
Note that conduits are distinguished on Figure 2-2 between those that
will be simulated in Runoff and those to be simulated in EXTRAN. As a general
rule, the upstream portions of the drainage system should be represented in
Runoff as much as possible because the data preparation is simpler -and the
flow routing takes less computer time. The dividing point for the two systems
is the point where backwater effects, surcharge, and/or diversion facilities
affect the flow and head computation. Pipes and channels downstream of this
point should be included in EXTRAN.
Junction points should be identified as each:
Upstream terminal point in the system,
— Outfall and discharge point,
— Ocean boundaries
Pump station, storage point, orifice and weir diversion,
junction where inflow hydrographs will be input (either by
line input or from Runoff),
Pipe junction,
point where pipe size/shape changes significantly,
point where pipe slope changes significantly, and
-------
oo
COMBINED SEWER OVERFLOW PHOJICT
DOnCHESUR DAY »llt* FACILITIES PLAN
Figure 2-1. Runoff Subbasins Tributary to South Boston Interceptor.
-------
r Reproduced trom
best available copy.
10 DEER ISLAND WWTP
LEGEND-
ROUTING CONDUIT! RUNOFF I
COMBINED SEWER (TRANSPORT)
--------- OVERFLOW CONDUIT | TflANSPORT )
- MAJOR INTERCEPTOR (TRANSPORT 1
START, END, OR JUNCTION NODE
WEIR-TYPE REGULATOR NODE
ORIFICE ISUMPIUPE REGULATOR NODE
HIGH OUTLET TTPE REGULATOR NODE
PUMP SIMULATION
OVERFLOW OUTLET
- f DRY WEATHER FLOW INPUT
--- f WET WEATHER FLOW INPUT
© SUBAREA DESIGNATION
I A INFLOW HYOROGRAPH FROM OUTSIDE
I/V. STUDY AREAIAT BOUNDARIES)
0
Ql
SI
El
f
HO
mil
• noi
CONDUIT NUMOER
NODE NUMBER
,*J£.
.t.'fiER MAiltiOR
•jTUDrAhEA
' ROM OORCI.ESTER NETWORK IF.QVH-I7BI
COMMONWEALTH OF MASSACHUSETTS
METROPOLITAN DISTRICT COMMISSION
COMBINED SEWER OVERFLOW PROJECT
DORCHESTER BAY AREA FACILITIES PLAN
Figure 2-2. Schematic Representation of the South Boston Sewerage
System for Use in the EXTRAN Model.
-------
— Point where pipe inverts are significantly different.
Following the preliminary identification of junction points, a check should be
made to eliminate extremely long or short distances between junctions. As a
rule of thumb, the longest conduit should not exceed four or five times the
length of the shortest conduit. If this occurs, short conduits can be in-
creased in length by use of equivalent pipes and long conduits can be short-
ened by adding intermediate junction points.
Keep in mind when setting conduits length (placing junctions) that the
time-step is generally controlled by the wave celerity in the system. To
estimate the time-step, first compute:
Atc = L/(gD)1/2 (2-1)
where AtQ = time for a surface wave to travel from one
end of a conduit to the other, seconds,
L = conduit length, ft [m],
g = gravitational acceleration = 32-2 ft/sec2 or 9.8 m/sec2,
D = channel depth or pipe diameter, ft [m].
The time-step can usually exceed Atc by a factor of 1.5 to 2.0 for a few wide-
ly separated conduits. For most problems, conduit lengths can be of such
length that a 15 to 30 second time-step can be used. Occasionally, 35 to 10
second time-step is required. A time-step of 60 to 90 seconds should not be
exceeded even in large open channel systems where the celerity criterion is
not violated with a larger time-step.
If an extremely short pipe is included in the system, as indicated by a
small tc, an equivalent longer pipe can be developed using the following
steps. First, set the Manning equation for the pipe and its proposed equiva-
lent equal to each other:
(2-2)
where m = 1.49 for U-S. customary units (ft and sec) and 1.0 for
metric units (m and sec) ,
p = (subscript) actual pipe,
e = (subscript) equivalent pipe,
n = Manning's roughness coefficient,
A = cross- sectional area,
R = hydraulic radius, and
S = slope of the hydraulic grade line.
Assuming that the equivalent pipe will have the same cross-sectional area and
hydraulic radius as the pipe it replaces results in:
Sp1/2/np - Se'/2/ne (2.?)
Now, since
S = hL/L (2-4)
10
-------
where h,. = the total head loss over the conduit length, and
L = conduit length,
and since the head losses are to be equal in both pipes, equation 2-2 can be
simplified to :
ne = npLp/Le (2_5)
where Le is the desired equivalent pipe length, either no smaller than four to
five times smaller than the longest pipe in the system, or large enough to
give a Atc within the range indicated above. The user, through experience,
will be able to determine the pipe length changes required to achieve stabil-
ity and an acceptable time-step for the simulation.
By coding HEQUAL = 1 on data group B1 the program will automatically
adjust the pipe or channel lengths using an equivalent longer length to
achieve a Atc in balance with the user-selected time-step (At). All pipes in
which At/Atc exceeds 1.0 will be adjusted with the new pipe/ channel lengths
and roughness printed.
At this point, the system schematic should be in satisfactory for devel-
oping model input data. The remaining sections of this chapter describe,
step-by-step, how to develop the input data file for EXTRAN.
INPUT DATA GROUPS
Specifications for input data preparation are contained in Table 2-1 •
The table defines the input sequence and variable description and name. (in-
put is free format; specific column locations are not required.) perusal of
Table 2-1 reveals that the input data are divided into 27 data groups. Data
groups A1 and B1-B7 are control lines that identify the simulation, set the
time-step and start time, and identify junctions for line input hydrograph,
and junction and conduits for printing and plotting of heads and flows. The
identification of conduits and junctions is done in data groups C1-C4 and D1 ,
respectively. Groups E1-H1 identify storage and diversion junctions, while
groups 11 -J4 identify system outfalls and boundary conditions at the outfalls.
Groups K1-K3 define line input hydrographs. Further descriptions of the data
to be entered in each data group are given below.
RUN IDENTIFICATION AND CONTROL
Data Group A1 ; Run Identification
Data group A1 consists of 2 lines, each having 80 columns or less, which
typically describe the system and the particular storm being simulated. Re-
member to enclose all character data in single quotes for free-format input.
Data Groups B1 and B2; Run Control
Data group B1 is a single line defining the number of time-steps (inte-
gration steps) in the simulation period (NTCYC), the length of each time-step
11
-------
(DELT), the starting time of day of the simulation (TZERO), the time-step at
which to begin printing of output (NSTART), output print intervals (INTER and
JITTER) , and information on saving or using'a saved run to start the present
one — the "hot start" capability (REDO).
Data group B2 is a second line defining the choice of U.S. customary or
metric units (METRIC), whether or not to modify short pipe lengths (NEQUAL),
the area of manholes (AMEN), and number of iterations (ITMAX) and allowable
error (SURTOL) during surcharge conditions.
The time-step, DELT, is most critical to the cost and stability of the
EXTRAN model run and must be selected carefully. The time-step should be
selected according to the guideline described in the Introduction to this
chapter (see equation 2-1). The computer program will check each conduit for
violation of the surface wave criterion and will print the message:
**** WARNING **** (C*DELT/LEN) IN CONDUIT is rrr AT FULL DEPTH
where rrr is the ratio
rrr = AtfgD/L (2-6)
where At = the time-step,
g = gravity,
D = conduit height or pipe diameter, and
L = conduit length.
As already noted, if rrr is greater than 1.5 or 2.0 for any conduit, or if
several conduits have rrr over 1.5, the time-step should be reduced, rrr
should never exceed 1.0 in a terminal conduit (i.e., an upstream terminal
conduit or a downstream outfall).
The total simulation period defined as the product of NTCYC and DELT.
This period may extend in time beyond -the simulation period of any preceding
block. However, flow input into the junctions no longer occurs beyond the end
of the input interface file. Outfalls with tidal boundary conditions are
affected by the rise and fall of the tide during the entire simulation.
The printing interval, INTER, controls the interval at which heads, velo-
cities, and flows are printed during the simulation (intermediate printout),
beginning at time step NSTART. (Surcharge information is also printed during
the simulation at these intervals.) Interval JNTER serves the same purpose
for the summary printout at the end of the run. Intermediate printout is for
all junctions and conduits, whereas the summary printouts are only for those
specified in data groups B4 and B5» The intermediate printout is very useful
in case an error occurs before the program reaches its desired simulation
length, but tends to produce bulky output. If intermediate printout, is .to be
avoided entirely, set INTER to a number greater than NTCYC, but be warned that
debugging may be more difficult. Subroutine OUTPUT prints nodal water depth,
elevation, conduit flow, and velocity. The output looks better if NSTART and
JNTER are selected so that the first and subsequent output occurs at an even
minutes or half-minutes. EXTRAS uses an off-line file, indicated by unit
12
-------
number NSCRAT(l), to store data for the summary printouts.
A "hot start" or restart capability is available for EXTEAN, governed by
parameter REDO on data group B1. Basically, a file may be read and/or created
to establish initial conditions for a run. This may avoid re-running of, say,
dry-weather flow conditions prior to the start of a storm runoff simulation.
Another use would be with a run that fails late in the program. The initial
portion of the run could be saved and used as initial conditions for the lat-
ter portion during the debugging phase. If REDO is 0 then a "hot start" file
is neither read or created. Coding REDO as 1 will cause EXTRAN to read
NSCRAT(2) for the initial conduit flows and velocities and junction depths,
but a new restart file is not created. Coding REDO as 2 causes EXTRAN to
create a new "hot start" file, but the initial conditions are defined on data
groups C1 and D1. REDO = 3 reads the previously created "hot start" file for
the simulation initial conditions, then erases the file to create a new re-
start file.
The input/output and computation units are governed by parameter METRIC
on data group B2; U.S. customary units, typically ft, cfs or ft/sec are METRIC
= 0, and metric units, m, m^/sec or m/sec, are METRIC = 1.
The user can modify the pipe length and roughness as in equation 2-2, or
if NEQUAL is set equal to 1 , the program will automatically create an equiva-
lent longer pipe for pipes exceeding an rrr of 1.0.
AMEN is the default surface area for all junctions that may be sur-
charged. The junction surface area is used in the junction continuity equa-
tion and is especially important during surcharge. If 0.0 is entered for AMEN
a 4 ft [l.22 m] diameter manhole is assumed.
The variables ITMAX and SURTOL control the accuracy of the solution in
surcharged areas; details of the computations are described in Section 5. In
reality, the inflow to a surcharged area should equal the outflow from it.
Therefore, the flows and heads in surcharged areas are recalculated until
either the difference in inflows and outflows is less than a tolerance, de-
fined as SURTOL (a fraction error) time the average flow in the surcharged
area, or else the number of iterations exceeds ITMAX. It has been found that
good starting values for ITMAX and SURTOL are 30 and 0-05, respectively. The
user should be careful to check the intermediate printout to determine whether
or not the surcharge iterations are converging. Also, if there is more than
one surcharged section of the drainage system, special rules apply. More
details on checking convergence of the surcharge iterations are found in Sec-
tions 4 and 5.
Data Group B3; Number of Junctions for printing, plotting and Input
The numbers of junction numbers to be entered in subsequent data groups
for printing, plotting and user-input hydrographs (line-input .hydrographs in
data groups K1-K3) are listed on this group. Regarding the latter, the NJSW
points are additions to input generated by an upstream block, or EXTRAN may be
run with only this user-input.
13
-------
Data Groups B4 and B5: Detailed printing for Junctions and Conduits
Data group B4 contains the list of individual junctions (up to 20) for
which water depth and water surface elevations are to be printed in summary
tables at the end of the simulation period. Data group B5 contains the list
of individual conduits (up to 20) for which flows and velocities are to be
printed.
Data Groups B6 and B7: Detailed plotting for Junctions and Conduits
Data groups B6 and F7 contain, respectively, the lists of junctions and
conduits for which time histories and water surface elevation and flows are to
be plotted (up to 20 for each).
CONDUIT AND JUNCTION DATA
Data Groups C1-C4: Conduit Data
Regular Conduits —
Data groups C1-C4 contain data input specification for conduits including
shape, size, length, hydraulic roughness, connecting junctions, initial flows
and invert distances referenced from the junction invert. Conduit shapes are
standard, except for parabolic and irregular. The latter is discussed sub-
sequently. A parabolic shape is an open channel, defined by
VIDE = 2*a'DEEP°-5 (2-7)
where WIDE = top width,
DEEP = depth when full, and
a = coefficient.
The shape is defined by DEEP and WIDE entered on group C1; parameter a is
not required. The factor of 2 in equation 2-7 accounts for the fact that the
half-width would actually be used in the calculation.
Most other input data parameters on data group C1 are self-explanatory,
with the exception of junction/conduit invert elevations. Basic definitions
of conduit invert distances ZP(N,1) and ZP(N,2) are illustrated in Figure 2-3-
The junction invert elevation is specified in data group D1 . The distance ZP
is height of the invert of connecting conduits above the junction floor.
Note, however, that the lowest pipe connected to the junction (pipe N in Fig-
ure 2-3) must have a ZP of zero. If it does not, the junction will behave
like a mass sink in the system. ¥ater will flow into the junction but none
will flov out.
Initialization of Flows —
Frequently, it is desired to initialize the drainage network with start-
ing flow values which represent either the dry weather or antecedent flow
conditions just prior to the storm to be simulated. Q(j) on data group C1
14
-------
STREET SURFACE
THIS SEPARATION.
NOT ALLOWED
JUNCTION J
GROUND ELEV. ^7777-
7777777777777777777777777^
JUNCTION J '"
(beginning of nodal flooding)
CROWN OF
JUNCTION J
(beginning of surcharge)
invert
pipe N-1
inyert
pipe N
NOT TO SCALE
INVERT JUNCTION J
-Figure 2-3. Definition of Elevation Terms for Three-pipe Junction.
-------
supplies these initial conditions throughout the drainage system at the 'begin-
ning of the simulation. These in turn will be used to estimate initial depths
— if initial heads are not entered in data group D1. This is accomplished by
computing normal depth in each conduit. Alternatively, initial depths may
also be entered (in data group D1), and the model will begin the simulation
based on these values, but unless they are taken from a prior run, depths and
flows input in this manner may not be consistent, leading to irregular output
during the first few time-steps. Finally, constant inflows may be input to a
dry system and "initial conditions" established by letting the model run for
enough time steps to establish steady-state flows and heads. The "hot start"
capability may then be used to provide these initial conditions to other runs,
or more laboriously, heads and flows from the EXTRAN output may be entered in
data groups D1 and C1.
Irregular Cross-Section Data —
Data groups C2, C3 and C4 define irregular (e.g., natural channel) cross-
sections. Irregular cross-section channels may be mixed with regular cross-
section channels, but the data for the irregular channels are grouped together
in the C2-C4 lines after all of the C1 lines are entered. Irregular cross-
section data are entered in the same format as used in the HEC-2 computer
program. In fact, the relevant data may be extracted from an existing HEC-2
input data file for use in groups C2 - C4- Some of the required parameters
are illustrated in Figure 2-4 which also shows that a trapezoidal approxima-
tion may not be very good for many natural channels.
Elevations entered on data group C4 are used only to determine the shape
of the cross section. Invert elevations for EXTRAN are defined in the Junc-
tion Data (group D1) and the ZP parameter group C1. The total cross-section
depth is computed as the difference between the highest and lowest points on
the cross section. A non-zero value of the variable DEEP (group C1 ) may be
entered to reduce the total cross-section depth if the maximum depth of flow
for a particular simulation is significantly less than the maximum cross-
section depth. This option increases the accuracy of the interpolation per-
formed by EXTRAN. Data group C2 is the first entry for irregular cross sec-
tions and should be inserted again wherever Manning's n changes.
Conduits Generated by the Program —
In addition to conduits, EXTRAN must compute a flow through all orifices,
weirs and outfalls. In order to maintain internal connectivities for all
flows, artificial conduits (labeled with numbers in the 90000-range) are gene-
rated for these elements. Some have real conduit properties since they are
used for routing (equivalent pipes for orifices), while the others are in-
serted only for bookkeeping purposes.
Data Group D1 : Junction Data
The explanation of ground and invert elevations is also shown in Figure
2-3- One junction data line is required for every junction in the network
including regular junctions, storage and diversion (orifice and weir) junc-
tions, pump junctions, and outfall junctions. It is emphasized again that the
16
-------
EL(1), STA(l)
EKNUMSTj.iTAlNUHST)
TOP OF BANK ELEVATION
NATURAL CROSS-SECTION
'BEST FIT" TRAPEZOIDAL
CROSS-SECTION
LEFT
OVERBANK
MANNING'S N - XNL
MAIN
A CHANNEL A
STCHL STCHR
XNCH
RIGHT
OVERBANK
XNR
Figure 2-4. Definition Sketch of an Irregular Cross-Section.
-------
junction invert elevation is defined as the invert elevation of the lowest
pipe connected to the•junction. The program execution will terminate with an.
error message:
**** ERROR **** ALL CONDUITS CONNECTING TO JUNCTION
LIE ABOVE THE JUNCTION INVERT
unless there is at least one pipe having a zero ZP at the junction.
The surcharge level or junction crown elevation is defined as the crown
elevation of the highest connecting pipe and is computed automatically by
EXTRAN. Note that the junction must not surcharge except when the water sur-
face elevation exceeds the crown of the highest pipe connected to the junc-
tion.Pipe N+1 in Figure 2-3 is too high.This junction would go into sur-
charge during the period when the water surface is between the crown of pipe
N-1 and the invert of pipe N+1. If a junction is specified as shown in Figure
2-3 and the water surface rises above the crown of pipe N-1 , the program will
print an error message:
**** ERROR **** SURFACE AREA AT JUNCTION IS ZERO,
CHECK FOR HIGH PIPE
and will then stop. To correct this situation, a new junction should be spe-
cified that connects to pipe N+1. A "dummy conduit" is specified which con-
nects the old junction with pipes N-1 and N to the new junction which connects
to pipe N+1. The pipe diameter should be that of N+1 and the length selected
to meet the stability criterion given by equation 2-6. The Manning n for the
"dummy pipe" is computed to reflect the energy'loss that occurs during sur-
charge as water moves up through the manhole and into pipe N+1 .
The exceptions to this rule are storage junctions. Pipes connected to
storage nodes do not have to overlap if they are within the elevation of the
facility.
The "ground elevation," GRELEV(j), is the elevation at which the assump-
tion of pressure flow is no longer valid. Normally, this will be the street
or ground elevation; however, if the manholes are bolted down, the GRELSV(j)
should be set sufficiently high so that the simulated water surface elevation
does not exceed it. When the hydraulic head must exceed GRELEV(j) to maintain
continuity at the junction, the program allows the excess junction inflow to
"overflow onto the ground" and become lost from the system for the remainder
of the simulation period (but the "lost" water is included in the final con-
tinuity check).
If an open channel (trapezoidal or irregular cross section) is connected
to a junction, EXTRAN will compute GRELEV(j). The elevation where surface
flooding occurs is set at the elevation where the HGL exceeds the defined
cross section. It is important that cross-sections are defined to .be^ .la,rge .
enough to convey the peak flow. Nodal flooding of open-channel systems should
only be allowed if the HGL elevation cannot significantly rise above a certain
elevation. Figure 2-5 is a definition sketch of junctions in an open-channel
system.
18
-------
TOP OF BANK
/
JUNCTION JUNCTION
J J+l
GRELEV(J)'
DEEP(N-l)
ZCROWN(J)
GRELEV(J+1)
ZCROWN(J-H)
TOP OF BANK
DEEP(N+1)
CONDUIT N-l
CONDUIT N
CONDUIT N+l
Figure 2-5. Definition of Elevation Terms in an Open Channel System.
-------
Occasionally it is necessary to perform routing on the water that sur-
charges onto the ground. In this case, the ground surface (e.g., a street and
gutter system) must be simulated as a conduit in order to route the flows and
maintain continuity. In addition, manholes must be simulated as vertical
pipes in order to transport water to and from the surface channel. Since an
infinite slope (vertical) is not permitted, equivalent pipes are used for the
manholes. With this arrangement, water may surcharge (move vertically out of
a "manhole-pipe") and return to the sewer system at a downstream location
through another "manhole-pipe."
QINST(j) is the net constant flow entering (positive) or leaving (nega-
tive) the junction.
Initial heads at junctions are optional. If they are entered they will
be used to begin the simulation, in conjunction with initial flows entered in
data group C1. If initial heads are omitted but initial flows are entered,
then initial heads will be estimated on the basis of normal depth in adjacent
conduits.
Data Groups E1 - E2: Storage Junctions
Constant Surface Area —
Conceptually, storage junctions are "tanks" of constant surface area over
their depth. A storage "tank" may be placed at any junction in the system,
either in-line or off-line. The elevation of the top of the tank is specified
in the storage junction data and must be at least as high as the highest pipe
crown at the junction. If this condition is violated, the system will go into
simulated surcharge before the highest pipe is flowing full.
If ASTORE(l) is negative, then NTJMST depth-area data points describing a
variable-area storage junction must be given for this junction immediately
following in data group E2.
Variable Area Junctions —
Data group E2 is required only if ASTORE(l) < 0 on the preceding line.
The depth-area data are integrated to determine the depth-volume relationship
for the junction. A variable-area storage junction is illustrated in Figure
2-6.
DIVERSION STRUCTURES
Data Group F1; Orifice Data
EXTRAN simulates orifices as equivalent pipes (see Section 5)- , Data
entry is straightforward. For sump orifices, the program automatically sets
the invert of the orifice one diameter below the junction invert so that the"
orifice is flowing full before there is any discharge (overflow) to conduits
downstream of the junction containing the orifice.
20
-------
ZTOP(I) = ZCROWN(J) = GRELEV(J)
ZP(N,2)
CONDUIT N
Z(J)
STORAGE JUNCTION I
NODE J
CONDUIT N+l
Figure 2-6. Definition Sketch of a Variable Area Storage Junction.
-------
Data Group G1: ¥eir Data
The following types of weirs can be simulated in EXTRAN:
Internal diversions (from one junction to another via a transverse
or side-flow weir).
Outfall weirs which discharge to the receiving waters. These weirs
may be transverse or side-flow types, and may be equipped with flap
gates that prevent back-flow.
Transverse weir and side-flow weirs are distinguished in EXTRAN by the value
of the exponent to which the head on the weir is taken. For transverse weirs,
head is taken to the 3/2 power (i.e., QW~H^2) while for side-flow weirs the
exponent is 5/5 (i.e., QW~H^'^). Weir parameters are illustrated in Figure 2-
7-
When the water depth at the weir junction exceeds YTOP (see Figure 2-7)
the weir functions as an orifice (QW~H''2). The discharge coefficient for the
orifice flow conditions is computed internally in EXTRAN (see Section 5). An
equivalent pipe automatically replaces the weir for the duration of surcharge.
Stability problems can be encountered at weir junctions. If this happens
or is suspected of happening, the weir may be represented as an equivalent
pipe. To do this, equate the pipe and weir discharge equations, e.g.,
(m/n)AR2/5s1/2 = CJltf/2 (2-8)
where m = 1 .49 for units of feet and seconds or 1 .0 for units of
meters and seconds,
n = Manning n for the pipe,
A = cross-sectional area,
H = hydraulic radius,
S = hydraulic grade line for the pipe,
H = head across the weir,
Cw = weir discharge coefficient, and
tf = weir length.
In this equation, S = H/L where L is the pipe length, and A = WH. If R is set
at the value of the hydraulic radius where the head is half way between YCREST
and YTOP, and L is set in accordance with equation 2-6, then n can be computed
as
R2/3
n=—r^r (2-9)
for the equivalent pipe.
22
-------
n
YTOP
YCRE5T
Weir submerged
above this point
Downstream conduit
= NJUNC (N,2)
Upstream jet.
= MJUNC (N,l)
Downstream jet.
= NJUNC (N,2)
Figure 2-7. Definition Sketch of Weir Input Data.
500
Well floods at this level
300
11
100
•o
= 5OOcu.ft.
= capacity of
wet-well
VRATE2= 3OOcu.ft.
VRATEj = IOO cu.ft.
>- PRATE3=l5cfs
PRATE= lOcfs
PRA TE, = 5 cfs
Figure 2-8. Definition Sketch of Pump Input Data.
23
-------
Data Group H1 : Pump Data
Pumps may be of three types:
1 . An off-line pump station with a wet well; the rate of pumping
depends upon the volume (level) of water in the wet well.
2. An on-line station that pumps according to the level of the water
surface at the junction being pumped.
3. Either an on-line or off-line pump that pumps according to the head
difference over the pump, i.e., uses a three-point pump curve.
The definition sketch in Figure 2-8 defines the input variable for Type 1
pump. For a Type 2 pump station, the following operating rule is used:
Y <_ VRATE(I,1) Qp = Junction inflow or PRATE(l,O,
whichever is less
VRATE(I,1) < Y <_ VRATE(l,2) Qp = PRATE(l,2) (2-10)
VRATE(I,2) < Y Qp = PRATE(l,3)
Note that for pump stations of type 2 and 3 VRATE is the water depth at the
pump junction, while for a Type 1 station it is the volume of water in the wet
well. Note also that only one conduit may be connected to a Type 1 pump sta-
tion junction.
A type 3 pump station in EXTRAN uses a storage junction upstream for a
wet well. (Multiple pumps with different characteristics may be connected to
the same storage junction to simulate more than one pump in a pumping sta-
tion.) The dynamic head difference between the upstream and downstream nodes
determines the pumping rate according to a three-point head-discharge rela-
tionship for the pump. The operating condition (i.e., on/off) for the pump is
determined from the wet well elevation from the previous half-step computa-
tion, as shown in Figure 2-9- If the model detects that a pump is on (wet
well elevation above PON — data group H1), then its flow is computed from the
dynamic head difference based on a linearized pump operating curve shown in
Figure 2-10. The pump's operating range is limited to the range between
PRATEd) and PRATE(3) regardless of the detected dynamic head, pump rates
will remain fixed at either PRATEd ) or PRATED) until the system returns to
the normal operating range of the pump.
Data Group 11; Free Outfall (No Flap Gate) Pipes
Three types of outfalls can be simulated in EXTRAN:
1. A weir outfall with or without a flap (tide) gate (da'ta group G1 ),
2. A conduit outfall without a flap (tide) gate (data group 11), or
3. A conduit outfall with a flap (tide) gate (data group 12).
24
-------
Node being
pumped
Node receiving
pumped flow
oumo
PON-
Operating Range for
Pump
POFF'
WET WELL
On - Elevation
Off - Elevation
Wet Well Floor Elevation
Figure 2-9. Schematic Presentation of Pump Diversion.
25
-------
(VRATE(I.l), PRATE(I.D)
(VRATE(I,2), PRATE(I,2))
(VRATE(I,3), PRATE(I,3))
PUMP FLOW (Q). GPM
Figure 2-10. Typical Pump Operating Curve.
26
-------
Note that outflows through any outfall junction can be saved on an inter-
face file if JOUT ^ 0 in Executive Block data group Stf. These flows can then
be graphed (using the Graph Block) or input to a subsequent block. For exam-
ple, flows may be input to a subsequent Extran run in the event of disaggrega-
tion of a large drainage system. (The graphing option is an alternative to
that provided within Extran itself using data group B7-) An interface file
may be converted to an ASCII/text file using the Combine Block of SWMI-1. Such
a file can easily be read by other programs.
Under data group 11 , enter the outfall junction number (JFREE) for out-
fall conduits or weirs without flap gates and the boundary condition number
(NBCF) to which it applies. The boundary condition is indicated by the se-
quence of J-group lines entered below. E.g., if NBCF = 3, junction JFREE is
governed by the third group of J1 - J4 lines entered.
Data Group 12: Outfall Pipes With Flap Gates
Enter the outfall junction number (JGATE) and boundary condition number
(NBCG) for outfall conduits or weirs with flap gates.
BOUNDARY CONDITIONS AND HYDROGRAPH INPUTS
Data Groups J1-J4: Boundary Condition Data
Up to five sets of data groups J1 - J4 are used to describe the boundary
conditions which may be applied to any outfall (identified in data groups 11
and 12) in the drainage system. The sequence of the J-data groups determines
the value of NBCF or NBCG on data groups 11 and 12. Parameter NTIDE specifies
the type of boundary condition: 1) no water surface at the outfall (pipe or
weir discharges above any tail water); 2) a water surface at constant eleva-
tion A1 (data group J2); 3) a tide whose period and amplitude are described by
user supplied tide coefficients (equation 2-1 1); or 4) a tide for which coef-
ficients for equation 2-11 will be computed by EXTRAN based on a specified
number of stage-time points describing a single tidal cycle.
HTIDE = A1 + A2 sin wt + A3 sin 2wt + A4 sin 3ut
+ A5 sin 4«t + A6 sin 5^t + A7 sin 6wt (2-11)
where HTIDE = elevation of outfall water surface, ft [m],
t = current time, hrs,
u) = angular frequency 2 pi/W, radians/hr,
W = tidal period, hrs, and
A1 - A7 = coefficients, ft [m].
Typical tidal periods are 12.5 and 25 hours, although any value may be used.
Data Groups K1-K3: Hydrograph Input Data
EXTRAN provides for input of up to 20 inflow hydrographs as input data
lines in cases where it is desirable to run EXTRAN alone without prior use of
an upstream (e.g., Runoff) block or to add additional input hydrographs,
27
-------
either at the same or different nodes, to those computed by an upstream block.
The specification of individual junctions receiving hydrograph input by data
lines is given in data group K2. Multiple hydrographs coming into a given
junction can be indicated by repeating the junction number in group K2 for
each inflow hydrograph. The order of hydrograph time-discharge points in data
group K3 must correspond exactly with the order specified by data group K2.
The time of day, TEO, of each discharge value is given in decimal clock hours;
e.g., 10:45 a.m. is entered as 10.75- Should the simulation extend beyond
midnight, times should continue beyond 24 (e.g., 1:30 a.m. would be 25-5 if
the simulation began the previous day). The first value of TEO should be _>
TZERO (data group B1).
Hydrograph time input points can be specified at any convenient time (not
necessarily evenly spaced) as long as a value is included for each junction
specified in data group K2. The number of input times per line is defined by
parameter NINC on data group K1. The hydrographs at each time step are then
formed by linear interpolation between consecutive time input points.
28
-------
Table 2-1. Extran Block Input Data
EXTRAN INPUT GUIDELINES
There have been many changes made to the input format of EXTRAN. Follow-
ing is a short list of the major changes along with explanations and guide-
lines.
1. Free format input. Input is no longer restricted to fixed columns. ' Free
format has the requirement, however, that at least one space separate each
data field. Free format input also has the following strictures on real,
integer, and character data.
a. No decimal points are allowed in integer fields. A variable is inte-
ger if it has a 0 in the default column. A variable is real if it has a
0.0 in the default column.
b. Character data must be enclosed by single quotation marks, including
both of the two title lines. Use a double single-quote ('') to represent
an apostrophe within a character field, e.g., USER"S MANUAL.
2. Data group identifiers are a requirement and must be entered in columns 1
and 2. The program uses these for line and input error identification, and
they are an aid to the EXTRAN user. 99999 lines no longer are required to
signal the end of sets of data group lines; the data group identifiers are
used to distinguish one data group from another.
3. The data lines may be up to 230 columns long.
4. Input lines can wrap around. For example, a line that requires 10 numbers
may have 6 on the first line and 4 on the second line. The FORTRAN READ
statement will continue reading until it finds 10 numbers, e.g.,
Z1 1 2 3 4 5 6
78 9 10
Notice that the line identifier is not used on the second line.
5. In most cases an entry must be made for every parameter in a data group,
even if it is not used or zero and even if it is the last required field on a
line. Trailing blanks are not assumed to be zero. Rather, the program will
continue to search on subsequent lines for the "last" required parameter.
Zeros can be used to enter and."mark" unused parameters on a line. This re-
quirement also applies to character data. A set of quotes must be found for
each character entry field. E.g., if the two run title lines (data group A1)
are to consist of one line followed by a blank line, the entry would be:
A1 'This is line 1.'
A1 "
6. See Section 2 of the SWMM User's Manual for use of comment lines (indi-
cated by an asterisk in column 1) and additional information.
29
-------
Table 2-1 (continued). Extran Block Input Data
Since EXTRAN is often run by itself as a "stand alone" model, necessary input
to the SWMH Executive Block is repeated here from the main SV.'MH User's Manual.
VARIABLE
DEFAULT
DESCRIPTION
Executive Block Input Data
I/O File Assignments (Unit Numbers)
Group identifier None
Number of blocks to be run (max of 25). 1
Input file (logical unit number) for the first block. 0
Output file for the first block. 0
SW
NBLOCK
JOUT(1)
JIN(NBLOCK) Input file for the last block. 0
JOUT(NBLOCK) Output file for the last block. 0
Scratch File Assignments (Unit Numbers)
MM Group identifier None
NITCH Number of scratch files to be opened (max of 6). 0
EXTRAN requires at least one scratch file.
NSCRAT(1) First scratch file assignment. 0
•
•
Last scratch file assignment. 0
Control Data Indicating Files To Be Permanently Saved (Optional)
REPEAT THE @ LINE FOR EACH FILE TO BE SAVED.
© Group identifier None
FILENUM Unit number of the JIN, JOUT, or NSCRAT file to None
be permanently saved (or used) by the SWHM program.
FILENAM Name for permanently saved file. Enclose •None-
in single quotes, e.g. 'SAVE.OUT'.
Following SW and KM lines, enter JEXTRAN in columns 1-? to call EXTRAN Block.
-------
Table 2-1 (continued). Extran Block Input Data
VARIABLE
DESCRIPTION
DEFAULT
A1
ALPHA
Run Title
Group identifier
Description of computer run (2 lines, maximum of
80 columns per line). Both lines must be enclosed
in quotes. Will be printed on output (2 lines).
Hone
Blank
B1
NTCYC
DELT
TZERO
NSTART
INTER
JNTER
REDO
First Group of Run Control Parameters
Group identifier
Number of integration steps (time-steps) desired.
Length of time-step, seconds.
Start time of simulation, decimal hours.
First time-step to begin print cycle.
Interval between intermediate print cycles during
simulation. Number of cycles printed is
(NTCYC - NSTART)/INTER.
Interval between time-history summary print
cycles at end of simulation. Number of cycles
printed is (NTCYC - NSTART)/JNTER.
Hot-start file manipulation parameter.
= 0, No hot-start file is created or used,
= 1, Read NSCRAT(2) for initial flows, heads,
and velocities,
= 2, Create a new hot-start file on NSCRAT(2),
= 3, Create a new hot-start file but use the old
file as the initial conditions. The old file
is subsequently erased and a new file created.
None
1
1.0
0.00
1
i
-------
Table 2-1 (continued). Extran Block Input Data
VARIABLE DESCRIPTION DEFAULT
Second Group of Hun Control Parameters
B2 Group identifier None
METRIC U.S. customary or metric units for input/output. 0
= 0, U.S. customary units,
= 1, Metric units.
NEQUAL
Modify short pipe lengths using an equivalent pipe 0
to ease time step limitations (see equation 2-2).
= f\ T\t»i Y\r\ +• mr\/^T "f*v
= 0, Do not modify,
= 1, Modify short pipe lengths.
AMEN Default surface area for all manholes ft2 [m ]. 12.566
Used for surcharge calculations in Extran.
Manhole default diameter is 4 ft (1.22 m).
UMAX Maximum number of iterations to be used in Rone
surcharge calculations (30 recommended).
SURTOL Fraction of average flow in surcharged areas None
to be used as convergence criterion for
surcharge iterations (0.05 recommended).
Undocumented option: Inputting a negative value for SURTOL will invoice a rel-
atively untested implicit solution algorithm (Subroutine YROUTE), changing the
form of eqns. 5-3 and 5-4. Longer time steps can be used with this option.
Results are the same as for the traditional Extran solution method to 2 or 3
significant figures. SURTOL has the same meaning; the absolute value is used.
Third Group of Run Control Parameters
B3 Group identifier None
NHPRT Number of junctions for detailed printing 0
of head output (20 nodes max.)-
KQPRT Number of conduits for detailed printing 0
of discharge output (20 conduits max.).
NPLT Number of junction heads to be plotted (20 max.). 0
32
-------
Table 2-1 (continued). Extran Block Input Data
VARIABLE
LPLT
NJS¥
DESCRIPTION
Number of conduit flows to be plotted (20 max.).
DEFAULT
0
0
Number of input junctions (data group K2), if
user input hydrographs are used (100 max.).
B4
JPRT(1)
JPRT(2)
Printed Heads
Enter 10 junction numbers per line. Data group
B4 is required only if NHPRT is greater than 0
on data group B3-
Group identifier
First junction number for detailed printing.
Second junction number, etc., up to number of
nodes defined by NHPRT.
None
0
0
B5
CPRT(1)
CPRT(2)
Printed Flows
Enter 10 conduit numbers per line. Data group
B5 is required only if NQPRT is greater than 0
on data group B3-
Group identifier
First conduit number for detailed printing.
Second conduit number, etc., up to number of
nodes defined by NQPRT.
Hone
0
0
B6
JPLT(1)
JPLT(2)
Plotted Heads
Enter 10 junction numbers per line. Data group
B6 is required only if NPLT is greater than 0
on data group B3-
Group identifier
First junction number for plotting.
Second junction number, etc., up to number of
nodes defined by NPLT.
None
•o
0
-------
Table 2-1 (continued). Extran Block Input Data
VARIABLE
DESCRIPTION
DEFAULT
AFULL(H)
DEEP(N)
Plotted Flows
Enter 10 conduit numbers per line. Data group
B7 is required only if LPLT is greater than 0
on data group B3-
B7
KPLT(1)
KPLT(2)
C1
NCOND(N)
NJUNC(K, 1)
NJUKC(N,2)
Q(N)
NKLASS(N)
Group identifier
First conduit number for plotting.
Second conduit number for plotting, etc., up to
the number of nodes defined by LPLT. This
option is for the conduit flow rate.
Conduit Data (1 line/conduit, 200 Max.)
Group identifier
Conduit number (any valid integer, but some output
is awkward for values greater than 5 digits).
Junction number at upstream end of conduit.
Junction number at downstream end of conduit.
Initial flow, ft^/s [m5/s].
Type of conduit shape.
None
0
0
None
1
0
0
0.0
1
1 = circular
2 = rectangular
3 = horseshoe
4 = egg
5 = baskethandle
6 = trapezoidal channel
7 = parabolic channel
8 = irregular (natural) channel
(Types 9 and 10 are used internally for
orifice and weir connections.)
2 r 2~i
Cross sectional area of conduit, ft |_m J
enter only for types 3, 4, and 5- (Geometric
properties for types 3-5 may be found in Section-
6 of the main SV/HM User's Manual.)
Vertical depth (diameter for type 1)
of conduit, ft [m]. Not required for type 8.
0.0
c.o
34
-------
Table 2-1 (continued). Extran Block Input Data
VARIABLE DESCRIPTION DEFAULT
____________________— ____,— -._ — _.-.. — _ — — -. — — —. — — — — — — — — — — — — _—...-.. ___ __.. ______ — -,_ — —_ —
WIDE(N) Maximum width of conduit, ft [ml. . 0.0
Bottom width for trapezoid, ft [m].
Top width for parabolic, ft [m].
Not required (N.R.) for types 1 and 8.
Note, bold face text below describes differences for type 8 channels.
LEN(N) Length of conduit, ft [m]. 0.0
N.R. for type 8. Enter in data group C3-
ZP(N,1) Distance of conduit invert above junction invert 0.0
at NJUNC(?I,1), ft [m].
ZP(N,2) Distance of conduit invert above junction invert 0.0
at NJUNC(B,2), ft [m].
ROUGH(N) Manning coefficient (includes entrance, exit, 0.014
expansion, and contraction losses). N.R. for
type 8. Uses XNCH in data group C2.
STKETA(N) Slope of one side of trapezoid. Required only for 0.0
type = 6, (horizontal/vertical; 0 = vertical walls).
For type 8, the cross-section identification number
(SEGNO, group C3) of the cross section used for
this EXTRAtf channel. Unlike HEC-2, EXTRAN uses only
a single cross section to represent a natural
channel reach for type 8 channels.
SPHI(N) Slope of other side of trapezoid. Required only for 0.0
type = 6, (horizontal/vertical; 0 = vertical walls).
The average channel slope for type 8. This slope
is used only for developing a rating curve for
the channel. Routing calculations use invert
elevation differences divided by length.
-------
Table 2-1 (continued). Extran Block Input Data
VARIABLE
DESCRIPTION
DEFAULT
The C2 (NC), C5 (X1), and C4 (GR) data lines for any type 8 conduits follow as
a group after all C1 lines have been entered.
Data groups C2, CJ and C4 correspond to HEC-2 lines NC, X1 and GR- HEC-2
input may be used directly if desired. Lines may be identified either by
EXTRAN identifiers (C2, CJ, C4) or HEC-2 identifiers (NC, X1 , GR).
Channel Roughness
This is an optional data line that permanently
modifies the Manning's roughness coefficients (n) for the
remaining natural channels. This data group may
repeated for later channels. It must be included
for the first natural channel modeled.
C2 or NC
XNL
XNR
XNCH
Group identifier
n for the left overbank.
= 0-0, No change,
> 0-0, New Manning's n.
n for the right overbank.
= 0-0, No change,
> 0-0, New Manning's n.
n for the channel.
= 0.0, No change,
> 0.0, New Manning's n.
None
0.0
0.0
0.0
C5 or X1
SECNO
NUKST
STCHL
Cross Section Data
Required for type 8 conduits in earlier C1 data lines.
Enter pairs of C3 and C4 lines.
Group identifier None
Cross section identification number. 1
Total number of stations on the following 0
C4 (GR) data group lines. NUMST must be < 99.
The station of the left bank of the channel, 0-0
ft [m]. Must be equal to one of the STA(N)
on the C4 (GR) data lines.
-------
Table 2-1 (continued). Extran Block Input Data
VARIABLE
STCHR
DESCRIPTION
DEFAULT
The station of the right bank of the channel, . 0.0
ft [ml. Must be equal to one of the STA(K)
on the C4 (GR) data lines.
Not required for EXTRAN (enter 0.0). 0.0
Not required for EXTHAN (enter 0.0). 0.0
Length of channel reach represented 0.0
by this cross section, ft [mj.
Factor to modify the horizontal dimensions 0.0
for a cross section. The distances between
adjacent C4 (GR) stations (STA) are multiplied by
this factor to expand or narrow & cross section.
The STA of the first C4 (GR) point remains the same.
The factor can apply to a repeated cross section
or a current one. A factor of 1.1 will increase
the horizontal distance between the C4 (GR) stations
by 10 percent. Enter 0.0 for no modification.
Constant to be added (f or -) to C4 (GR) 0.0
elevation data on next C4 (GR) line. Enter
0.0 to use C4 (GR) values as entered.
XLOBL
XLOBR
LEN(H)
PXSECR
PSXECE
C4 or GR
EL(1)
STA(1)
EL(2)
STA(2)
Cross-Section Profile
Required for type 8 conduits in data group C1 .
Enter C3 and C4 lines in pairs.
Group identifier
Elevation of cross section at STA(l). May be
positive or negative, ft [mj.
Station of cross section 1, ft [mj.
Elevation of cross section at STA(2), ft [mj.
Station of cross section 2, ft [m].
None
0.0
0.0
0.0
0.0
Enter KUMST elevations and stations to describe the cross section._ Enter 5
pairs of elevations and stations per data line. (Include group Identifier,' C4
or GR, on each line.) Stations should be in increasing order progressing from
left to right across the section. Cross section data are traditionally
oriented looking downstream (HEC, 1982).
-------
Table 2-1 (continued). Extran Block Input Data
VARIABLE
DESCRIPTION
Junction Data (1 line/junction, 200 Max.)
D1 Group identifier
JUN(j) Junction number (any valid integer,
but some output is awkward for numbers
greater than 5 digits).
GRELEV(j) Ground elevation, ft [m].
Not required if a trapezoidal, irregular,
or parabolic channel connects to the
junction.
Z(j) Invert elevation, ft [m],
QINST(j) Net constant flow into junction, cfs [m^/s].
Positive indicates inflow.
Negative indicates withdrawl or loss.
Y(j) Initial depth above junction invert elevation,
ft [m].
DEFAULT
Hone
0
0.0
0-0
0.0
0.0
El
JSTORE(l)
ZTOP(I)
ASTORE(j)
NUMST
Storage junctions (1 line/junction, 20 Max.)
Note: A storage junction must also have been
entered in the junction data (Group D1 )•
Group identifier
Junction containing storage facility.
Junction crown elevation (must be higher than
crown of highest pipe connected to the
storage junction), ft [m].
Storage volume per foot (or meter) of depth
(i.e., surface area) ft^/ft [m^/m].
Set ASTORE(j) < 0 to indicate a variable-
area storage junction.
NUMST required only if ASTORS < 0.
Total number of stage/storage area points
on following E2 data lines. NUMST < 99.
None
0
0.0
0.0
0
38
-------
Table 2-1 (continued). Extran Block Input Data
VARIABLE DESCRIPTION DEFAULT
Follow E1 line with E2 line(s) only if ASTORE < 0 on line E1.
Variable-Area Storage, Stage vs. Surface Area Points
E2 Group identifier None
QCURVE(N,1,1) Surface area of storage junction at depth point 0-0
1, acres [hectares].
QCURVE(N,2,1) Depth above junction invert at point 1, ft [ml. 0.0
QCURVE(N,1,2) Surface area of storage junction at depth point 0.0
2, acres [hectares].
QCURVE(N,2,2) Depth above junction invert at point 2, ft [m]. 0-0
Note: Continue entering total of NUMST (data group El) area-stage points.
F1
NJUNC(N,1)
NJUNC(N,2)
NKLASS(N)
AORIF(l)
CORIF(I)
ZP(I)
Orifice Data (1 line/orifice, 60 Max.)
Group identifier
Junction containing orifice .
Junction to which orifice discharges
Type of orifice.
1 = side outlet,
2 = bottom outlet.
Orifice area, ft2 [m2].
Orifice discharge coefficient.
Distance of orifice invert above junction
None
None
None
1
o.o
1 .0
o.o
floor (define only for side outlet
orifices), ft [m].
-------
Table 2-1 (continued). Extran Block Input Data
VARIABLE
G1
NJUNC(N,1)
NJUNC(N,2)
DESCRIPTION
Weir Data (1 line/weir, 60 Max.)
Group identifier
Junction at which weir is located
Junction to which weir discharges.
DEFAULT
None
0
0
KWEIR(l)
H1
IPTYP(I)
NJUNC(N.l)
NJUNC(N,2)
Note: To designate outfall weir,
set NJUNC(N,2) equal to zero.
Type of weir.
1 = transverse,
2 = transverse with tide gates,
3 = side flow,
4 = side flow with tide gates.
YCREST(I)
YTOP(l)
WLEN(I)
COEF(l)
Height of weir crest above invert, ft [m].
Height to top of weir opening above invert
(surcharge level) ft [mj.
Weir length, ft [m].
Coefficient of discharge for weir.
0.0
o.o
o.o
1 .0
Pump Data (1 line/pump, 20 Max.)
Note: ONLY ONE PIPE CM BE CONNECTED TO A PUMP NODE
Group identifier None
Type of pump.
1 = off-line pump with wet well,
2 = in-line lift pump,
J = three-point head-discharge pump curve.
Junction being pumped.
Pump discharge goes to this junction.
1
0
0
40
-------
Table 2-1 (continued). Extran Block Input Data
VARIABLE
PRATE (I,
PRATE (I,
PRATE(I,
VRATE(I,
1)
2)
3)
1)
DESCRIPTION
Lower pumping
DEFAULT
rate
Mid-pumping rate,
High pumping
If IPTYP - 1
rate ,
, ft3/s
ft3/s
ftVs
enter the
[m
[
[m3/s].
Vs].
m3/sj.
wet well volume for
0.
0.
0,
0
0
0
.0
.0
VRATE(I,2)
VRATE(I,3)
WELL(I)
PON(I)
POFF(I)
mid-rate pumps to start, ftj [mj]. If IPTYP = 2
enter the junction depth for mid-rate pumps to
start, ft [m]. If IPTYP = 3 enter the head
difference (head at junction downstream of pump
minus head at junction upstream of pump)
associated with the lowest pumping rate, ft [m].
(This will be the highest head difference.)
If IPTYP = 1 enter the wet well volume for
high-rate pumps to start, ft3 [m3]. If IPTYP = 2
enter the junction depth for high-rate pumps to
start, ft [m]. If IPTYP - 3 enter the head
difference associated with the raid-pumping rate,
fti[m].-
Non-zero VRATE(I,3) and WELL(I) required only if
; IPTYP = 1 or 3.
1 enter total wet well capacity,
If IPTYP - 3 then enter the head
difference associated with highest pumping rate,
ft [m]. (This will be the lowest head difference.)
If IPTYP
ft3 [m3].
1 then enter initial wet well volume,
If IPTYP - 3 then enter the initial
depth in pump inflow junction, ft [m].
If IPTYP
ft3 [m3].
Enter PON(I) and POFF(I) if IPTYP = 2 or 3.
Depth in pump inflow junction to turn pump on,
ft [m].
Dep'th in pump inflow junction to turn pump
off, ft [m].
0.0
0.0
0.0
0.0
0.0
A 1
-------
Table 2-1 (continued). Extran Block Input Data
VARIABLE
DESCRIPTION DEFAULT
Outfalls Without Tide Gates (1 line/outfall, 25 Max.)
Note: ONLY ONE CONNECTING CONDUIT IS PERMITTED
TO AN OUTFALL NODE
11
JFREE(l)
NBCF(l)
Group identifier
Number of outfall junction without tide gate
(free outfall).
Type of boundary condition, from sequence of
data group J1 - J4.
None
0
1
Outfalls with Tide Gates (1 line/outfall, 25 max.)
Note: ONLY ONE CONNECTING CONDUIT IS PERMITTED
TO AN OUTFALL NODE
12 Group identifier
JGATE(l) Number of outfall junction with tide gate.
NBCG(l) Type of boundary condition, from sequence of
data groups J1 - J4.
None
0
1
Boundary Condition Information
Note: Repeat sequence of data groups J1-J4 for up to 5 different boundary
conditions. Appearance in sequence (e.g., first, second... fifth) determines
value for NBCF and NBCG in data groups 11 and 12.
J1
NTIDE(l)
Group identifier None
Boundary condition index. 1
1 = no water surface at outfalls (elevated discharge),
2 = outfall control water surface
at constant elevation A1, ft [m],
3 = tide coefficients provided by user,
4 = program will compute tide coefficients.
42
-------
Table 2-1 (continued). Extran Block Input Data
VARIABLE DESCRIPTION DEFAULT
Stage and/or Tidal Coefficients
Note: REQUIRED ONLY IF NTIDE(l) > 1 ON DATA GROUP J1.
J2 Group identifier None
Al(l) First tide coefficient, ft [m]. 0-0
W(l) Tidal period, hours. 0.0
Required only if NTIDE(l) = 3 or 4.
Note: NEXT SIX FIELDS NOT REQUIRED UNLESS NTIDE(l) = J
See equation 2-11 for definition of coefficients.
A2(l) Second tide coefficient, ft [m]. 0.0
A3(l) Third tide coefficient, ft [m]. 0.0
A4(l) Fourth tide coefficient, ft [m]. 0.0
A5(l) Fifth tide coefficient, ft [m]. 0.0
A6(l) Sixth tide coefficient, ft [m]. 0.0
A7(l) Seventh tide coefficient, ft [m]. 0.0
J3
KO
NI
MCHTID
Tidal Information
REQUIRED ONLY IF NTIDE = 4
Group identifier
Type of tidal input.
= 0, the input is in the form of a time series
of NI tidal heights.
= 1, the input is in the form of the high and low
water values found in the tide tables, (HHW,
LLW, LH¥, and HLV). NI must be 4.
Number of information points.
Tide information print control.
= 0, do not print information,
= 1, print information on tide coefficient
development.
None
-------
Table 2-1 (continued). Extran Block Input Data
VARIABLE DESCRIPTION DEFAULT
Tidal time and stage information
REQUIRED IF NTIDE = 4
J4 Group identifier None
TT(1) Time of day, first information point, hours, 0.0
YY(1) Tidal stage at time above, ft [m]. 0.0
TT(2) Time of day, second information points, hours. 0.0
YY(2) Tidal stage, at time above, up to number 0.0
of points as defined by NI, ft [m].
Jlote: Enter 5 pairs of time and stage information per data line.
(Repeat group identifier on each line.)
User Input Hydrographs
IF NJS¥ = 0, SKIP DATA GROUPS K1, K2 AND K3
K1 Group identifier None
NINC Number of input nodes and flows per line. 1
Hydrograph Nodes
K2 Group identifier None
JSW(l) First input node for line hydrograph. 0
JSW(2) Second input node for line hydrograph. 0
Enter NINC nodes per line until NJS¥ nodes are entered.
(Repeat group identifier on each line.)
44
-------
Table 2-1 (continued). Extran Block Input Data
VARIABLE
DESCRIPTION
User Input Hydrographs
K3 Group identifier
TEO Time of day, decimal hours.
QCARD(1,1) Flow rate for first input node, JS¥(l),
ft?/a [m3/s].
QCARD(2,1) Flow rate for second input node, JSW(2),
ft5/s [m^/s].
DEFAULT
None
0.0
0.0
c.o
Enter TEO plus NINC flows per line until NJSW flows are entered. Enter
TEO only on first of multiple ("wrapped around") lines and do not include
group identifier K3 on lines that are "wrapped around." Repeat the sequence
for each TEO time. Times do not have to be evenly spaced; linear interpola-
tion is used to interpolate between entries. The last J3 line will signal the
end of the user hydrograph input. The last TEO value should be _>_ length of
simulation.
END OF EXTRAN DATA INPUT
Control now returns to the Executive Block of SWMJ1.
If no more SWMM blocks are to be called, end input with SENDPROGRAM
in columns 1-11.
45
-------
SECTION 3
EXAMPLE PROBLEMS
INTRODUCTION
Seven test runs of EXTRAN have been made and are included in this report.
They will demonstrate how to set up the input data sets for each of the flow
diversions included in the model. The complete or partial results of these
runs have also been included as an example of typical output and an aid in
interpreting EXTRAN results. (Complete sets of input and output files are
included in the distribution files for EXTRAN.) Output values for these
examples differ slightly from SWMM Version 3 EXTRAN output (Roesner et al.,
1981) due to slight changes in coefficients affecting upstream junctions
during surcharging (see Section 5)-
EXAMPLE 1: BASIC PIPE SYSTEM
Figure 3-1 shows a typical system of conduits and channels conveying
stormwater flow. In this system, which is used in all the example problems
below, conduits are designated with four-digit numbers while junctions have
been given five-digit numbers. There are three inflow hydrographs, which are
input in data group K3, and one free outfall. Table 3-1 is the input data set
for Example 1.
The complete output for Example 1 is found in Table 3-2. The first sec-
tion is an echo of the input data and a listing of conduits created internally
by EXTRAN to represent outfalls and diversions caused by weirs, orifices, and
pumps.
The next section of the output is the intermediate printout. This lists
system inflows as they are read by EXTRAN and gives the depth at each junction
and flow in each conduit in the system at a user-input time interval. A junc-
tion in surcharge is indicated by printing an asterisk beside its depth. An
asterisk beside a conduit flow indicates that the flow is set at the normal
flow value for the conduit. The intermediate printout ends with the printing
of a continuity balance of the water passing through the system during the
simulation, printed outflows from junctions not designated as outfalls in the
input data set are junctions which have flooded.
The final section of the output gives the time history of depths and'
flows for those junctions and conduits input by the user, as well as a- summary
for all junctions and conduits in the system. The output ends with the user-
requested plots of junction heads and conduit flows.
46
-------
EXAMPLE 2: TIDE GATS
Figure 3-2 shows the system simulated in Example 2, which is the basic
pipe system with a tide gate at the outfall and constant receiving water depth
of 94-4 feet. Two changes to the input data set, shown in Table 3-3, are
required for this situation. These, shown in Table 3-3, are:
1. placing the outfall junction number (10208) in data group 11, and
2. changing NTIDE in data group J1 to 2 and inputting A1 = 94.4.
The summary statistics for this run are in Table 3-4.
EXAMPLE 3: SUMP ORIFICE DIVERSION
Example 3 (Figure 3-3) uses a 2-foot diameter sump orifice to divert flow
to junction 15009 in order to relieve the flooding upstream of junction 82309.
A free outfall is also used in this example. Table 3-5 indicates that the
sump orifice is inserted simply by changing data group D1 as shown. A summary
of the results from this example is found in Table 3-6.
EXAMPLE 4: WEIR DIVERSION
A weir can also be used as a diversion structure to relieve the flooding
upstream of junction 82309, as shown in Figure 3-4. Data group G1 has been
revised as shown in Table 3-7 in order to input the specifications for this
weir. Summary results are shown in Table 3-8.
EXAMPLE 5: STORAGE FACILITY WITH SIDE OUTLET ORIFICE
Inclusion of a storage facility requires several changes to the basic
pipe system. Figure 3-5 shows that a new junction, 82308, has been inserted
to receive the outflow from the orifice in the storage facility. Table 3-9
shows that this requires a new junction in data group D1, the invert of which
is set to that of conduit 1602. This change, however, also requires that the
invert of junction 82309 be raised to that of conduit 8060. Table 3-1 shows
that, for the basic pipe system, conduit 8060 is 2-2 feet (ZP(lJ,2)) above the
invert of junction 82309- Thus, the invert of 82308 is set at 112-3 feet (the
original elevation of 82309), the invert of 82309 is 114-5 feet, and ZP(N,2)
for 8060 is 0-0. Data group E1 is revised to show the size of the storage
facility, and data group F1 is changed to show the specifications of the 2-
foot diameter orifice. Table 3-10 gives the results of this example.
EXAMPLE 6: OFF-LINE PUMP STATION
Inclusion of an off-line pump station requires the addition of a junction
to represent the wet-well and a conduit to divert the flow to it, as Figure 3-
6 demonstrates. Examination of data groups C1 and D1 in Table 3-11 shows the
specifications for conduit 8061 and junction 82310. However, the length and
Manning's n of conduit 8061 shown here have been altered for stability" pur-
poses to those of a pipe equivalent to the actual 8061 , the real dimension of
which is 20 feet long with an n of .015- Section 2 gives the details of the
equivalent pipe transformation. Also, data group H1 now includes a line giv-
47
-------
ing the pump specifications. Results from this example are found in Table 3-
12.
EXAMPLE 7: IN-LINE PUMP STATION
The pump in Example 6 can be moved to junction 82309 to simulate an in-
line pump station. Figure 3-7 shows that this requires no alteration to the
basic pipe system of Example 1. The only change to the input data set, shown
in Table 3-13, is the pump data in group H1. It should be noted, though, that
the WELL variables are now water elevations at junction 82309 rather than the
volume of a wet-well. Results are found in Table 3-14-
EXAMPLE 8: DEMONSTRATION OF ALL CONDUIT TYPES
All eight conduit types are illustrated in Example 8, the schematic of
which is shown in Figure 3-8. Two natural channels are placed at the down-
stream end of the system to represent a "natural" receiving stream.
In order to produce an initial flow of 20 cfs in the natural channels,
the "hot start" mechanism is used. A first run is made with the only inflow
being a constant flow of 20 cfs to junction 30081 (input data are shovm in
Table 3-15). At the end of the 1-hr simulation, the flow is approximately 20
cfs in channels 10081 and 10082 (Table 3-16). A possibly unexpected result of
the initialization run is that water flows upstream into channel 10006 since
its downstream invert elevation is the same as channel 10081. The flow in
channel 10006 tends to "surge" in positive and negative directions while fill-
ing.
Input data for the main simulation are shown in Table 3-17, and partial
output is shown in Table 3-18. This run uses the previously generated file
(EX8.HOT) to initialize heads, areas, flows and velocities. The natural chan-
nels produce additional output describing their geometric and hydraulic pro-
perties.
-------
t 1
\1
1630
1602
0060
8040
1600
V
1570
0130
0100
Figure 3-1. Basic System with Free Outfall.
-------
Reproduced from
best available copy.
Table 3-1. Input Data for Example 1.
SVJ 1 C 0
MM 3 10 ii 12
3E;TRAN
Hi 'EXVRAH USErr'S HANUAL EXAMPLE T
Ai : BaSIC PIPE SYSTEM FROM FIBURt 3-1'
* MTCVC CELT TZERO NBTART INTER -3NTER
81 144-j 20.0 O.y 45 45 45
i METRIC MEQuHL AHEM ITBAX SURTOL
REDO
B2 00 0,0 30 0.05
i NHPST NQPRT NPLT LPLT MJSW
B3 6 6 6 6 • 3
* PRINT HEADS
B4 80603 16009 16109 15009 S2309 80408
* PRINT FLOisS
B5 1030 1630 1600 1602 1570 8130
* PLOT HEADS
B6 8060S 16009 16109 15009 62309 30408
* PLOT FLOWS
B7 1030 1630 1600 1602 1570 8130
* CONDUIT DAT
n
w 1
Cl
Cl
Cl
Cl
Cl
Cl
Cl
Cl
t
Dl
01
01
Di
i'i
Di
Dl
Dl
Si
01
Ii
3 0 u n
J V " V
8060
8100
3130
1030
1570
1600
la 30
1602
JUNC
8040
Bfmoa
O *.' . v w
80608
31009
61309
10309
15009
16009
16009
82309
A
qfjijfjg
u V u v O
82309
81309
15009
10208
16009
16109
10309
16109
0 ft i 0 Ti
V • V ± V • *.*
0.0 1 O.U
0.0 1 0,0
0.0 1 0.0
0.0 6 0.0
0.0 1 0.0
0.0 1 0.0
0.0 6 0.0
0.0 1 0.0
4,
4.
4.
4.
9.
5.
6.
9.
5.
o
V
0
5
r
0
5
0
0
o
0.
0.
0.
0.
0.
0.
0.
0.
0.
(1
0
0
0
0
0
0
0
0
1BOO.
2075.
5iOO.
3500.
4500.
soooi
500.
300.
5000.
;> . (: f; , 0 t't , ii ' ~ :• . i" '' , i':
0.0 2.2 -. - . 0 i 5 '.• . 0 •) . 0
0.0 0.0 0 . v i 5 v . -j 0 . 0
0.0 0.0 C.0i5 0.0 O.v
0 . 0 0 . 0 0 . 0 36 3.0 3.0
0. 0 0. 0 .0154 ••'.>. •'.- 0. •'.•
0.0 0.0 0 . 0 i 5 0.0 0.0
0.0 0,0 0.015 3.0 3.C
0.0 0. '.' !.' • ;-:3-i '•'•, v i> .- v
TIQM DATA
S 138
60*03 135
3100? 137
81309 130
8230
IQkO
9 155
S 1 00
1030-? ill
150'-
1600
9 125
9 120
la 109 125
10208
1
.0 124
.0 US
,0 123
.0 117
= 0 112
. 0 69
.0 101
.0 111
.0 102
.0 102
.6 0.0 0.
.3 0.0 0.
.2 0.0 0.
.5 0.0 0.
.3 0.0 0.
.9 0.0 0.
. 6 0 .0 0 ,
.3 0.0 0.
. 0 0.0 0.
.8 0.0 0.
0
0
ij
0
0
0
0
0
0
0
K2 S2309 S040S 8100?
K3 O.v 0.0 0.0 0.0
K3 0.25 40.0 45.0 50.0
K3 3.0 40.0 45.0 50.0
K3 3.25 0.0 0.0 0.0
K3 12.0 f,.C 0.0 0.0
SENDPSQ3RAM
50
-------
Table 3-2. Output for Example 1.
tilt t»t«*iit **»*»« tiittttt»*liittitttft**ttt»titt
* ENVIRONMENTAL PROTECTION ftSENCY t
* STORM HATER MANAGEMENT MODEL *
» VERSION 4.0 *
tttmtttftttttttttttftttttiitittmtmttHittt*
DEVELOPED BY
* HETCALF t EDDY, INC. t
* UNIVERSITY OF FLORIDA t
» HATER RESOURCES ENGINEERS, IMC. t
* SEPTEMBER 1970 t
UPDATED BY
tiMMt OUTPUT FROM A BLOCK *
BLOCK! 1) JIH( 1) 0 JOUTI II 9
* SCRATCH DISKS OR TAPES *
i THESE CAN BE USED BY ANY BLOCK >
tttttttttt»tt*tmtm*ttitmtftm
-------
i ENTRY HADE TO EXTENDED TRANSPORT IfflDEL (EITRANI *
* UPDATED BY THE UNIVERSITY OF FLORIDA (UF) AND *
t CAHP DRESSER AND HCKEE INC. (CDH), JUNE, 198S. *
«Mfi*««imttttm«i«i«tHH»MiMHi«tftm
EXTRAN USER'S KANUAL EXAMPLE PROBLEM 1
BASIC PIPE SYSTEM FROM FI6URE 3-1
CONTROL INFDRHATION FOR SIMULATION
INTEBRATION CYCLES 1440
LEN6TH OF INTEBRATION STEP IS 20. SECONDS
DO NOT CREATE EBUIV. PIPESINEflUAL). 0
USE U.S. CUSTONARY UNITS FOR 1/0... 0
PRINTING STARTS IN CYCLE t
INTERMEDIATE PRINTOUT INTERVALS OF. 45 CYCLES
SUMMARY PRINTOUT INTERVALS OF 45 CYCLES
HOT START FILE MANIPULATION(REDO).. 0
INITIAL TIME 0.00 HOURS
ITERATION VARIABLES: ITlttX 30
SURTOL 0.050
DEFAULT SURFACE AREA OF JUNCTIONS.. 12.57 CUB FT.
IU5V INPUT HYDR06RAPH JUNCTIONS.... 3
PRINTED OUTPUT FOR THE FOLUMIN6 6 JUNCTIONS
80608 16009 16109 15009 82109 80408
PRINTED OUTPUT FOR THE FOUOH1NE 6 CONDUITS
1030 1630 1400 1602 1570 B130
NATER SURFACE ELEVATIONS HILL BE PLOTTED FOR THE FOLLOWING 6 JUNCTIONS
80MB 16009 16109 15009 . 82309 80408
FLO» RATE NILL BE PLOTTED FOR THE FOLLDBINS 6 CONDUITS
1030 1630 1WO 1602 1570 8130
52
-------
1-«»_.--.».-._.—..»_nw_.«.. -„„—•.___
ENVIRONMENTAL PROTECTION ftEENCY m«
HASHIKSTON, D.C. *t«
*t*t
EXTENDED TRANSPORT PR06RAH
ANALYSIS MODULE
EXTRAN USER'S MANUAL EXAMPLE PROBLEM 1
BASIC PIPE SYSTEM FROM FIGURE 3-1
CONDUIT DATA
»*»« KATER RESOURCES DIVISION
**<* CAMP DRESSER i «CK££ INC.
m* ANNANDALE, VIRBIN1A
CONDUIT
NUMBER
i
2
3
4
5
6
7
8
9
8040
8060
8100
8130
1030
1570
1600
1630
1602
LENGTH CLASS AREA
IFT) (SQ FT)
1800. 1 12.57
2075.
5100.
3500.
4500.
5000.
500.
12.57
15.90
15.90
243.00
23.76
28.27
300. 6 243.00
5000. 1 19.63
MANNING MAX WIDTH
COEF. (FT)
0.015
0.015
0.015
0.015
0.016
0.015
0.015
0.015
0.034
4.00
4.00
4.50
4.50
0.01
5.50
6.00
0.01
5.00
DEPTH
IFT)
4.00
4.00
4.50
4.50
9.00
5.50
6.00
9.00
5.00
JUNCTIONS
AT ENDS
80406 60608
80606 82309
81009 81309
81309 15009
10309 10208
15009 16009
16009 16109
16009 10309
82309 16109
INVERT HEIGHT
ABOVE JUNCTIONS
TKAPEZDID
SIDE SLOPE
«=> KARNINE !!! (C*DELT/LEN) IN CQH0UIT 1630 IS 1.1 AT FULL DEPTH.
=~> DARNING !! UPSTREAM AND DOMNSTREAM FOR CONDUIT
~> REVERSED TO CORRESPOND TO POSITIVE
~) FLDK AND DECREASINE SLOPE CONVENTION.
1600
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2.20
0.00
0.00
0.00
0.00
0.00
0.00
0.00
3.00 3.00
3.00 3.00
53
-------
1 — •• •• — •— ••• ».-»«! — • •.---•....••• ^
ENVIRONMENTAL PROTECTION AGENCY «»« EXTENDED TRANSPORT PROBRMI «t« HATER RESOURCES DIVISION
VASH1N6TQN, D.C. *»ti itii CAMP DRESSER t MCKEE INC.
*m ANALYSIS MODULE *•** ANNANDftLE, VIRGINIA
ESTRAN USER'S MANUAL EXAMPLE PROBLEM 1
BASIC PIPE SYSTEM FROM FIGURE 3-1
tti*
-------
EITRAH USER'S MANUAL EXAMPLE PROBLEM 1
BASIC PIPE SYSTEM FROM FISURE 3-1
=-> SYSTEM INFLOW (DATA BROUP K3) AT 0.00 HOURS ( JUNCTION / INFLON,CF5 )
82309/ 0.00 B040B/ 0.00 81009/ 0.00
==> SYSTEM INFLOWS (DATA BROUP K3) AT 0.25 HOURS I JUNCTION / INFLOH.CFS )
82309/ 40.00 60408/ 45.00 81009/ 50.00
CYCLE
1
TIME 0 HRS - 0.33 HIN
JUNCTION/ DEPTH /ELEVATION ===> "§• SIGNIFIES A SURCHARBED JUNCTION.
30408 / 0.01 / 124.61 60608 / 0.00 / 118.30 81009 / 0.00 / 128.20
81309 / 0.00 / 117.50 82309 / 0.00 / 112.30 10208 / 0.00 / 89.90
10309 / 0.00 / 101.60 15009 / 0.00 / 111.50 16009 / 0.00 / 102.00
16109 / 0.00 / 102.80
CONDUIT / FLO* =—> '*• SIGNIFIES NORMAL FLOW OPTION.
8040 / 0.01 8060 / 0.00 8100 / 0.00 8130 /
1030 / 0.00 1570 / 0.00 1600 / 0.00 1630 /
1602 / 0.00 90010 / 0.00
0.00
0.00
===> SYSTEM INFLOWS (DATA BROUP K3) AT 3.00 HOURS ( JUNCTION / INFLOW,CFS )
82309/ 40.00 80408/ 45.00 81009/ 50.00
CYCLE 46
TIME 0 HRS - 15.33 HIN
JUNCTION/
S040B /
81309 /
103C9 /
16109 /
CONDUIT /
80<0 /
1030 /
U02 /
CY!XE 91
DEPTH /ELEVATION =-> '§'
2.59 / 127.19 80608 / 1.42
0.41 / 117.91 82309 / 2.26
0.00 / 101.60 15009 / 0.01
0.18 / 102.98
SIGNIFIES A SURCHARBED JUNCTION.
/ 119.72 81009 / 2.34 / 130.54
/ 114.56 10208 / 0.00 / 89.90
/ 111.51 16009 / 0.00 / 102.00
FLOW =—> '§' SIGNIFIES NORMAL FLOW OPTION.
43.20 8060 / 11.59 8100 / 18.42 8130 /
0.00 1570 / 0.00 1600 / 0.11 1630 /
6.66 90010 / 0.00
0.36
0.00
TIME 0 HRS - 30.33 HIN FLOW DIFFERENTIAL IN SURCHARGED
AREA = O.OOCFS ITERATIONS REQUIRED = 1
JUNCTION/ DEPTH /ELEVATION ===> '«• SIGNIFIES A SURCHARBED JUNCTION.
30408 / 2.26 / 126.86 80608 / 2.83 / 121.13 81009 / 3.15 / 131.35
81309 / 2.24 / 119.74 82309 / li.49« / 123.79 10208 / 0.00 / 89.90
10309 / 0.11 / 101.71 15009 / 0.45 / 111.95 16009 / 0.65 / 102.65
16109 / 1.65 / 104.45
55
-------
CONDUIT / FLON -=> '*' SIGNIFIES NORMAL FLON OPTION.
B040 / 45.02* B060 / 13.23 B100 / 55.56 8130 / 16.87
1030 / 0.01 1570 /- 1.62* 1600 / 23.49 1630 / 1.04
1602 / 53.23 90010 / 0.01
CYCLE 136 TIME 0 HRS - 45.33 NIN
JUNCTION/ DEPTH /ELEVATION «=> •*• SIGNIFIES A SURCHARGED JUNCTION.
8040B / 12.75* / 137.35 B0608 / 16.70* / 135.00 81009 / 2.6B / 130.88
81309 / 3.28 / 120.7B 82309 / 21.74* / 134.04 10208 / 1.62 / 91.52
10309 / 1.92 / 103.52 15009 / 1.62 / 113.12 16009 / 2.21 / 104.21
16109 / 2.54 / 105.34
CONDUIT / ' FLON => •*• SIGNIFIES NORMAL FLON OPTION.
8040 / 45.00 B060 / 26.62 8100 / 51.94* 8130 / 47.54
1030 / 41.20 1570 / 23.15* 1600 / 64.42 1630 / 74.64
1602 / 66.63 90010 / 41.20
OVERFLON VOLUME FROH NODE B060B 12609.2 CFS. FLOOD VOLUME IS 18. CU. FT. AT HOUR 0.76
CYCLE 181 TIME 1 HRS - 0.33 KIN
JUNCTION/ DEPTH /ELEVATION *"> "*• SIGNIFIES A SURCHARGED JUNCTION.
80408 / 12.75* / 137.35 80608 / 16.70* / 135.00 81009 / 2.62 / 130.82
81309 / 3.22 / 120.72 82309 / 21.66* / 133.96 10208 / 2.25 / 92.15
10309 / 2.56 / 104.16 15009 / 2.31 / 113.81 16009 / 2.68 / 104.68
16109 / 2.76 / 105.56
CONDUIT / FLOH ==> **• SIGNIFIES NORMAL FLON OPTION.
8040 / 45.00 8060 / 27.84 8100 / 50.16* 8130 / 53.70
1030 / 92.72 1570 / 45.45* 1600 / 66.53 1630 / 106.64
1602 / 67.84 90010 / 92.72
OVEfifLOU VOLUKE FROM NODE BOMB 2B539.5 CFS. FLOOD VOLUME IS 17. CU. FT. AT HOUR 1.01
CYCLE 226 TIKE 1 HRS - 15.33 HIM
JUNCTION/ DEPTH /ELEVATION *»> '*• SIGNIFIES A SURCHARGED JUNCTION.
B040B / 12.75* / 137.35 80608 / 16.70* / 135.00 81009 / 2.62 / 130.82
B1309 / 3.07 / 120.57 B2309 / 21.62* / 133.92 10208 / 2.45 / 92.35
10309 / 2.76 / 104.36 15009 / 2.47 / 113.97 16009 / 2.84 / 104.84
16109 / 2.85 / 105.65
CONDUIT / FLOH *==> **• SIGNIFIES NORMAL FLON OPTION.
B040 / 45.00 B060 / 28.35 8100 / 50.01* 8130 / 52.27
1030 / 114.07 1570 / 51.33* 1600 / 67.95 1630 / 117.90
1602 / 68.35 90010 / 114.07
OVERFLOH VOLUME FROM NODE B060B 43705.2 CFS. FLOOD VOLUME IS 17. CU. FT.'AT HOUR 1.26
56
-------
CYCLE 271 TIME 1 HRS - 30.33 HIN
JUNCTION/ DEPTH /ELEVATION =~> '*' SIGNIFIES ft SURCHARGED JUNCTION.
B04CB / 12.75* / 137.35 80608 / 16.70* / 135.00 81009 / 2.62 / 130.B2
61309 / 2.99 / 120.49 82309 / 21.42* / 133.92 1020B / 2.50 / 92.40
10309 / 2.80 / 104.40 15009 / 2.47 / 113.97 16009 / 2.87 / 104.87
16109 / 2.87 / 105.67
CONDUIT / FLOH ==> '*' SIGNIFIES NORMAL FLOW OPTION.
8040 / 45.00 8060 / 2B.46 8100 / 50.00* 8130 / 50.87
1030 / 119.09 1570 / 51.34* 1600 / 68.41 1630 / 119.60
1602 / 68.46 90010 / 119.09
OVERFLOW VOLUME FROM NODE 80608 5B625.3 CFS. FLOOD VOLUME IS 17. CU. FT. AT HOUR 1.51
CYCLE 314 TIME 1 HRS - 45.33 HIN
JUNCTION/ DEPTH /ELEVATION ==> "f SIGNIFIES A SURCHARGED JUNCTION.
80408 / 12.75* / 137.35 80608 / 16.70* / 135.00 81009 / 2.62 / 130.82
81109 / 2.97 / 120.47 82309 / 21.62* / 133.92 10208 / 2.50 / 92.40
1C309 / 2.80 / 104.40 15009 / 2.45 / 113.95 16009 / 2.87 / 104.87
16109 / 2.68 / 105.68
CONDUIT / FLO* =—> '*• SIGNIFIES NORMAL FLOW OPTION.
8040 / 45.00 8060 / 28.47 B100 / 50.00* 8130 / 50.24
1030 / 119.30 1570 / 50.62* 1600 / 68.4B 1630 / 119.18
1602 / 68.47 90010 / 119.30
OVERFLOK VOLUME FROM NODE 80608 73504.2 CFS. FLOOD VOLUME IS 17. CU. FT. AT HOUR 1.76
CYCIE 361 TIME 2 HRS - 0.33 BIN
JUNCTION/ DEPTH /ELEVATION --> •*• SIGNIFIES A SURCHARGED JUNCTION.
B040B / 12.75* / 137.35 80608 / 16.70* / 135.00 81009 / 2.62 / 130.82
81309 / 2.96 / 120.46 82309 / 21.62* / 133.92 1020B / 2.50 / 92.40
10309 / 2.80 / 104.40 15009 / 2.44 / 113.94 16009 / 2.86 / 104.86
16109 / 2.87 / 105.67
COMDU1T / FLOW ==> '*" SIGNIFIES HORHAL FLOM OPTION.
8040 / 45.00 8060 / 28.46 8100 / 50.00* 8130 / 50.03
1030 / 118.87 1570 / 50.21* 1600 / 68.47 1630 / 118.74
1602 / 68.46 90010 / 118.87
OVERFLOW VOLUME FROM NODE 80608 88387.9 CFS. FLOOD VOLUME IS 17. CU. FT. ftT HOUR 2.01
CYCLE 406 TIME 2 HRS - 15.33 HIN
JUNCTION/ DEPTH /ELEVATION =»> '*' SIGNIFIES A SURCHARGED JUNCTION.
80408 / 12.75* / 137.35 80608 / 16.70* / 135.00 81009 / 2.62 / 130.82
81309 / 2.96 / 120.46 82309 / 21.62* / 133.92 10208 / 2.49 / 92.39
10309 / 2.80 / 104.40 15009 / 2.44 / 113.94 16009 / 2.86 / 104.86
16109 / 2.87 / 105.67
57
-------
CONDUIT / FLO* ===> '*' S16HIFIES NORMAL FLON OPTION.
B040 / 45.00 8060 / 28.45 8100 / 50.00* 8130 / 49.99
1030 / 118.59 1570 / 50.05* UOO / 68.46 1630 / 118.53
U02 / 68.45 90010 / 118.5?
OVERFLOW VOLUME FROM NODE 8060B 103278.9 CFS. FLOOD VOLUME IS 17. CU. FT. AT HOUR 2.26
CYCLE 451 TIKE 2 MRS - 30.33 HIM
JUNCTION/ DEPTH /ELEVATION —> '*' S1BKIFIES A SURCHARGED JUNCTION.
80408 / 12.75* / 137.35 80608 / U.70« / 135.00 81009 / 2.42 / 130.82
81309 / 2.97 / 120.47 82309 / 2l.62« / 133.92 10208 / 2.49 / 92.39
10309 / 2.80 / 104.40 15009 / 2.44 / 113.94 16009 / 2.86 / 104.86
16109 / 2.87 / 105.67
CONDUIT / FLO* =«> '*' S1BNIFIES NORHAL FLON OPTION.
8040 / 45.00 8060 / 28.45 8100 / 50-OOt 8130 / 49.99
1030 / 118.48 1570 / 50.00* UOO / 68.45 1630 / 118.46
1602 / 68.45 90010 / 118.48
OVEHFLOtl VOLUME FRDH NODE 80608 118173.5 CFS. FLOOD VOLUME IS 17. CU. FT. AT HOUR 2.51
CYCLE 496 TIDE 2 HRS - 45.33 «IN
JUNCTION/ DEPTH /&EVAT10N =«> '«' SIGNIFIES A SURCHARGED JUNCTION.
B0408 / 12.75* / 137.35 80608 / 16.70* / 135.00 81009 / 2.62 / 130.82
81309 / 2.97 / 120.47 82309 / 21.62* / 133.92 10208 / 2.49 / 92.39
J0309 / 2.80 / 104.40 15009 / 2.44 / 113.94 16009 / 2.86 / 104.86
16109 / 2.87 / 105.67
CONDUIT / FLOB «=> '*' SI6NIFIES NORMAL FLO* OPTION.
8040 / 45.00 8060 / 28.45 8100 / 50.00* 8130 / 50.00
1030 / 118.45 1570 / 50.00* 1600 / 68.45 1430 / 118.45
1602 / 68.45 90010 / 118.45
OVERFUM VOLUK FROtl NODE 80608 133069.5 CFS. FLOOD VOLUME IS 17. CU. FT. AT HOUR 2.76
==> SYSTEM INFLONS (DATA GROUP K3J AT 3.25 HOURS ( JUNCTION / INFLDU,CFS I
82309/ 0.00 B040B/ 0.00 B1009/ 0.00
CYCLE 541 TIME 3 HRS - 0.33 BIN
JUNCTION/ DEPTH /ELEVATION «=> •»• S1SNIFSES A SURCHARBED JUNCTION.
80408 / 12.53* / 137.13 80608 / 16.70* / 135.00 BI009 / 2.62 / 130.82
81309 / 2.97 / 120.47 82309 / 21.42* / 133.72 10208 / 2.49 / 92.39
10309 / 2.80 / 104.40 15009 / 2.44 / 113.94 16009 / 2.86 / 104.86
U109 / 1.97 / 105.67
COKSUIT / FLOK =«> '«• SI6NIFIES NORMAL FUM OPTION.
8040 / 44.46 8060 / 29.03 8100 / 49.97* 8130 / 50.00
1030 / 118.45 1570 / 50.00* 1600 / 68.45 1630 / 118.45
1602 / 68.25 90010 / 118.45
58
-------
OVERFLOW VOLUME FfiDH NODE B060B 147943.3 CFS. FLOOD VOLUME IS 15. CU. FI. AT HOUR 3.01
—> SYSTEM INFLOWS (DATA 6ROUP K3) AT 12.00 HOURS ( JUNCTION / INFLOW,CFS )
32309/ 0.00 B0408/ 0.00 B1009/ 0.00
CYCLE 586
TIME 3 MRS - 15.33 KIN
JUNCTION/ DEPTH /ELEVATION -—> '*' SIGNIFIES ft SURCHARGED JUNCTION.
BOWS / 0.83 / 125.43 BOMB / 2.57 / 120.B7 81009 / 1.50 / 129.70
B13C9 / 2.50 / 120.00 82309 / 5.90 / 118.20 10208 / 2.38 / 92.28
10309 / 2.70 / 104.30 15009 / 2.35 / 112.85 16009 / 2.73 / 104.73
14109 / 2.52 / 105.32
CONDUIT / FLON =-=> •»• SIGNIFIES NORMAL FLOH OPTION.
BC40 / 7.29* 8060 / 39.07 8100 / 19.21* 8130 / 40.54
1030 / 106.48 1570 / 46.92* 1600 / 47.95 1630 / 98.66
1602 / 44.84 90010 / 106.48
CYCLE 631 TINE 3 HRS - 30.33 HIM
JUNCTION/ DEPTH /ELEVATION ~=> '»' SIGNIFIES A SURCHARGED JUNCTION.
B0408 / 0.21 / 124.81 B060B / 0.82 / 119.12 81009 / 0.70 / 128.90
81309 /
10309 /
16109 /
CONDUIT /
B040 /
1030 /
1602 /
CYCLE
JUNCTION/
B0408 /
81309 /
10309 /
16109 /
CONDUIT /
3040 /
1030 /
1602 /
CYCLE
JUNCTION/
B040B /
81309 /
10309 /
16109 /
1.56
2.50
2
.26
/ 119.06 82309 /
/ 104.10
/ 105.06
FLO* =->
676
0.
85.
32.
DEPTH
0
1
2
1
.10
.03
.21
.84
41* 8060
60 1570
98 90010
I1HE 3
/ELEVATION
/ 124.70
/ 118.53
/ 103.81
/ 104.64
15009
/
3.99
1.89
'»• SIGNIFIES
/
/
1
HRS -
5.
31.
85.
45.
05*
45*
60
/ 116.
/ 113.
NORNAL
8100 /
1600 /
29
39
10208 /
16009 /
2.19 /
2.50 /
92.09
104.50
FLOH OPTION.
4.15*
38.55
8130 /
1630 /
18.46*
75.68
33 H1N
=-> •*•
80608
B2309
15009
FLOK =«> '*•
721
0.
59.
18.
DEPTH
0
0
1
1
.06
.74
.90
.42
11* 6060
86 1570
86 90010
TINE 4
/ELEVATION
/ 124.66
/ 118.24
/ 103.50
/ 104.22
/
/
'
HRS -
80608
82309
15009
/
/
/
0.43
2.66
1.39
SIGNIFIES
1.
17.
59.
0.
/
/
/
31*
37*
86
SIGNIFIES
/ 118.
/ 114.
/ 112.
NORMAL
8100 /
1600 /
73
96
89
A SURCHARGED JUNCTION.
81009 /
10208 /
16009 /
0.43 /
1.89 /
2.16 /
128.63
91.79
104.16
FLON OPTION.
1.50*
25.35
8130 /
1630 /
8.25«
49.08
33 HIN
. 'i-
0.33
1.73
1.04
SIGNIFIES
/ 11B.
/ 114.
/ 112.
63
03
54
A SURCHARGED JUNCTION.
81009 /
10208 /
16009 /
0.30 /
1.58 /
1.B3 /
128.50
91.48
103.83
59
-------
CONDUIT /
8040 /
10 JO /
1602 /
CYCLE 766
FLOH ==s> •*• SIGNIFIES NORrtAL FLOK OPTION.
0.05* 8040 / 0.4B 8100 / 0.70f 8130 /
3B.87 1570 / 9.76* 1600 / 15.11 1630 /
9.53 90010 / 38.87
4.18*
30.33
TIHE 4 HRS - 15.31 DIN
JUNCTION/ DEPTH /ELEVATION ~=> "*
90408 / 0.04 / 124.64 80608 / 0.28
81309 / 0.56 / 118.06 82309 / 1.21
10309 / 1.63 / 103.23 15009 / 0.81
16109 / 1.07 / 103.87
SIGNIFIES A SURCHARGED JUNCTION.
/ 11B.58 81009 / 0.22 / 128.42
/ 113.51 10208 / 1.32 / 91.22
/ 112.31 16009 / 1.54 / 103.54
CONDUIT /
B040 /
1C30 /
1602 /
CYCLE
JUNCTION/
BC406 /
81309 /
10309 /
16109 /
CONDUIT /
8040 /
1030 /
1602 /
FLOK ="> '*•
811
0.
24.
4.
02*
92
98
8060
1570
90010
TINE 4
DEPTH
0.
0.
1.
0.
03
44
41
80
/
/
/
HRS -
/ELEVATION
/
/
/
1
124.63
117.94
103.01
103.60
80608
82309
15009
FLOW =«>'«•
0.
16.
2.
01*
66
74
8060
1570
90010
/
/
/
SIGNIFIES
0.
5.
24.
30.
=«>
/
/
/
33
83*
92
33 KIN
•*•
0.24
0.90
0.65
SIGNIFIES
0.
3.
16.
20
67*
66
NORIIAL FLOW
8100 /
1600 /
SIGNIFIES A
/ 118.54
/ 113.20
/ 112.15
NORMAL FLON
8100 /
1600 /
OPTION.
0.38*
8.93
8130 /
1630 /
2.35*
18.96
SURCHARGED JUNCTION.
81009 /
10208 /
16009 /
OPTION.
0.22*
5.46
0.17 /
1.13 /
1.30 /
8130 /
1630 /
128.37
91.03
103.30
1.44*
12.25
CYCLE 856
TIHE 4 HRS - 45.33 BIN
JUNCTION/ DEPTH /ELEVATION ==> •*• SIGNIFIES ft SURCHARGED JUNCTION.
B04C8 / 0.02 / 124.62 80608 / 0.21 / 118.51 81009 / 0.14 / 128.34
81309 / 0.36 / 117.86 82309 / 0.70 / 113.00 10208 / 0.94 / 90.84
10309 / 1.23 / 102.83 15009 / 0.53 / 112.03 16009 / 1.11 / 103.11
161C9 / 0.61 / 103.41
CONDUIT /
6040 /
1030 /
1602 /
CYCLE 901
FLO* =«> '*• SIGNIFIES NORHAL FLON OPTION.
0.01* 8060 / 0.14 B100 / 0.16* 8130 /
10.98 1570 / 2.45* 1600 / 3.19* 1630 /
1.61 90010 / 10.98
TINE 5 HRS - 0.33 KIN
0.92*
8.09
JUNCTION/
80408 /
81309 /
10309 /
16109 /
DEPTH /ELEVATION
0.01 / 124.61
0.30 / 117.80
1.08 / 102.68
0.48 / 103.28
=«> '*• SIGNIFIES A SURCHARGED JUNCTION.
80606 / 0.19 / 118.49 81009 / 0.11 / 128.31
82309 / 0.57 / 112.87 10208 / 0.81 / 90.71
15009 / 0.45 / 111.95 16009 / 0.95 / 102.55
60
-------
CDMDUIT /
8040 1
1030 /
1602 /
CYCLE 946
FLOW ===> •»• SIGNIFIES NORMAL FLOW OPTION.
0.01» 8060 / 0.11 8100 / 0.1U 8130 /
7.67 1570 / 1.68* 1600 / 1.95* 1630 /
1.03 90010 / 7.67
0.65*
5.46
TIME 5 HRS - 15.33 HIM
JUNCTION/
80408 /'
B1309 /
10309 /
16109 /
CONDUIT /
8040 /
1030 /
1602 /
CYCLE 991
DEPTH /ELEVATION =~> •§•
0.01 / 124.61 80608 / 0.17
0.26 / 117.76 82309 / 0.48
0.95 / 102.55 15009 / 0.38
0.40 / 103.20
SIGNIFIES A SURCHARGED JUNCTION.
/ 118.47 81009 / 0.10 / 128.30
/ 112.78 10208 / 0.73 / 90.63
/ 111.88 16009 / 0.83 / 102.83
FLOM ===> •«" SIGNIFIES NORMAL FLOW OPTION.
0.00* 8060 / 0.09 8100 / 0.08* 8130 /
5.61 1570 / 1.23* 1600 / 1.33* 1630 /
0.70 90010 / 5.61
TIME 5 HRS - 30.33 HIM
0.46*
3.89
JUNCTION/
80408 /
81309 /
10309 /
16109 /
DEPTH /ELEVATION
0.01 ,
0.22 i
0.86 i
0.34 ;
' 124.
' 117.
' 102.
' 103.
61
72
46
14
«=>
80608 /
82309 /
15009 /
0.
0.
0.
'*• SIGNIFIES
16 I
42 i
33 /
' 118.
' 112.
' 111.
46
72
83
A SURCHARGED JUNCTION.
81009 /
10208 /
16009 /
0.08 /
0.60 /
0.73 /
128.28
90.50
102.73
CONDUIT / FLOW «=> •»• SIGNIFIES NORMAL FLOW OPTION.
8040 / 0.00* 8060 / 0.07 8100 / 0.07* 8130 /
1030 / 3.84 1570 / 0.92* 1600 / 0.93* 1630 /
1602 / 0.51 90010 / 3.84
CYCLE 1036 TIME 5 HRS - 45.33 HIN
0.34*
2.86
JUNCTION/
80408 /
81309 /
10309 /
16109 /
CONDUIT /
8040 /
1030 /
1602 /
DEPTH /ELEVATION
0.
0.
0.
0.
01 /
19 /
79 /
29 /
FLOtf
0.00*
2.90
0.38
124.61
117.69
102.39
103.09
===>
8060
1570
90010
80608
82309
15009
•*•
/
/
/
===> •*•
/
/
/
0.14
0.36
0.29
SIGNIFIES
0.
0.
2.
06
69*
90
SIGNIFIES
/ 118.
/ 112.
/ 111.
NORMAL
8100 /
1600 /
44
66
79
A SURCHARGED JUNCTION.
81009 /
10208 /
16009 /
0.07 /
0.52 /
0.65 /
128.27
90.42
102.65
FLOH OPTION.
0.05*
0.68*
8130 /
1630 /
0.25*
2.13*
CYCLE 1081
TIME 6 HRS - 0.33 HIN
JUNCTION/
80408 /
81309 /
30309 /
16109 /
DEPTH /ELEVATION
0.01 / 124.61
0.17 / 117.67
0.72 / 102.32
0.25 / 103.05
-=> '»• SIGNIFIES A SURCHARGED JUNCTION.
80608 / 0.13 / 118.43 81009 / 0.06 / 128.26
B2309 / 0.32 / 112.62 10208 / 0.47 / 90.37
15009 / 0.26 / 111.76 16009 / 0.59 / 102*.59
61
-------
CONDUIT / FLOH =«> "«• SIENIFIES NORMAL FLOW OPTION.
6040 / 0.00* 8060 / 0.05 8100 / 0.04* 8130 /
1030 / 2.27 1570 / 0.53« 1600 / 0.50» 1630 /
1602 / 0.30 90010 / 2.27
0.20*
1.62*
CYCLE 1126
TINE 6 HftS - 15.33 KIN
JUNCTION/ DEPTH /&EVATION =-> •*•
BM08 / 0.00 / 124.60 80608 / 0.12
B1309 / 0.16 / 117.66 82309 / 0.29
10309 / 0.66 i 102.26 15009 / 0.23
16109 / 0.23 / 103.03
SIENIFIES A SURCHAR6ED JUNCTION.
/ 11B.42 81009 / 0.05 / 128.25
/ 112.59 10208 / 0.43 / 90.33
/ 111.73 16009 / 0.54 / 102.54
CONDUIT
6040
1030
1602
FLOU
0.00*
1.B1
0.23
- = > '•' SIGNIFIES NOfiHAL FLOH OPTION.
8060
1570
90010
0.05 8100 /
0.41* 1600 /
1.81
0.03*
0.40*
8130 /
1630 /
0.17*
1.27*
CYCLE 1171
TINE 6 MRS - 30.33 BIN
JUNCTION/
80408 /
81309 /
10309 /
16109 /
CONDUIT /
8040 /
1030 /
1602 /
DEPTH /ELEVATION -«> '*•
0.00 / 124.60 80608 / 0.11
0.14 / 117.64 82309 / 0.26
0.61 / 102.21 15009 / 0.21
0.20 / 103.00
SIGNIFIES A SURCHARGED JUNCTION.
/ 118.41 81009 / 0.05 / 128.25
/ 112.56 10208 / 0.40 / 90.30
/ 111.71 16009 / 0.50 / 102.50
FUJI ===> •*• S16NIFIES NORMAL FLOK OPTION.
0.00* 8060 / 0.04 B100 / 0.03* 8130 /
1.48 1570 / 0.34* 1600 / 0.34* 1630 /
0.19 90010 / 1.4B
0.14*
1.02*
CYCLE 1216
TIME 6 HRS - 45.33 HIM
JUNCTION/
60408 /
81309 /
10309 /
16109 /
CONDUIT /
8040 /
1030 /
1602 /
DEPTH /ELEVATION
0.
0.
0.
0.
00 /
13 /
56 /
IB /
FLOH
0.00*
1.22
0.15
124.60
117.63
102.16
102.98
==> •*•
B0608
B2309
15009
=~> •*•
8060
1570
90010
/
/
/
/
/
/
0.11
0.24
0.19
SIGNIFIES
0
0
1
.04
.30»
.22
SIGNIFIES
/ 118.
/ 112.
/ 111.
NORMAL
8100 /
1600 /
41
54
69
A SURCHARGED JUNCTION.
81009 /
10208 /
16009 /
0.04 /
0.38 /
0.46 /
128.24
90.28
102.46
FLOW OPTION.
0.02*
0.2B*
B130 /
1630 /
0.12*
0.85*
CYCLE 1261
TIKE 7 HRS - 0.33 HIN
JUNCTION/ DEPTH /ELEVATION «=> '*'
B0408 / 0.00 / 124.60 B060B / 0.10
81309 / 0.12 / 117.62 B2309 / 0.22
10309 / 0.52 / 102.12 15009 / 0.1B
16109 / 0.16 / 102.96
SIENIFIES A SURCHARGED JUNCTION.
/ 11B.40 81009 / 0.04 / 128".24
/ 112.52 10208 / 0.37 / 90.27
/ 111.68 16009 / 0.43 / 102.43
62
-------
CONDUIT /
8C40 /
1030 /
1602 /
CYCLE 1306
FLOkl =-> •»• SIGNIFIES NORMAL FIOH OPTION.
0.00* 8060 / 0.03 8100 / 0.02* 8130 /
1.03 1570 / 0.26* 1600 / 0.23* 1630 /
0.13 90010 / 1.03
0.11*
0.72*
TIME 7 HRS - 15.33 HIM
JUNCTION/ DEPTH /ELEVATION =«> •*•
80408 / 0.00 / 124.60 80608 / 0.09
81309 / 0.11 / 117.61 82309 / 0.21
10309 / 0.49 / 102.09 15009 / 0.16
16109 / 0.15 / 102.95
SIGNIFIES A SURCHAR6ED JUNCTION.
/ 118.39 81009 / 0.03 / 128.23
/ 112.51 10208 / 0.27 / 90.17
/ 111.66 16009 / 0.41 / 102,41
CONDUIT /
8040 /
1030 /
UC2 /
CYCLE 13
JUNCTION/
80408 /
81309 /
10309 /
16109 /
CONDUIT /
8040 /
1030 /
1602 /
FLOW
51
0
0
0
-=> '«• SIGNIFIES
.00* 8060
.70
.11
1570
90010
TIME 7
DEPTH
0.
0.
0.
0.
00
10
48
13
/ 0
/ 0
/ 0
HRS - 30
/ELEVATION -~
1
1
1
1
124.60
117.60
102.08
102.93
FLOK ===)
0
0
0
CYCLE 1396
JUNCTION/
80408 /
31309 /
10309 /
16109 /
CONDUIT /
BC40 /
1030 /
1602 /
DEPTH
0.
0.
0.
0.
00
09
47
12
.00* 8060
.60
.09
1570
90010
TIHE 7
/ELEVATION
/
/
/
/
FLQV
0.00*
0.53
0.
08
124.60
117.59
102.07
102.92
=->
8060
1570
90010
80608 /
82309 /
15009 /
.03
.22*
.70
NOflMAL
8100 /
1600 /
FLOW OPTION.
0.02*
0.20*
8130 /
1630 /
0.09*
0.62*
.33 MIN
> '*•
0.09
0.20
0.15
1 '»' SIGNIFIES
/ 0
/ 0
/ 0
HRS - 45
.03
.20*
.60
SIGNIFIES A SURCHARGED JUNCTION.
/ 118.39
/ 112.50
/ 111.65
NORMAL
8100 /
1600 /
81009 /
10208 /
16009 /
0.03 /
0.23 /
0.39 /
128.23
90.13
102.39
FLOW OPTION.
0.01*
0.17*
8130 /
1630 /
0.08*
0.541
.33 MIN
«=> '*•
80608 /
B2J09 /
15009 /
0.08
0.18
0.14
•*' SIGNIFIES
/ 0.03
/ 0.17*
SIGNIFIES A
/ 118.
/ 112.
/ 111.
NORMAL
8100 /
1600 /
3B
48
64
FLOW
SURCHARGED JUNCTION.
81009 /
10208 /
16009 /
OPTION.
O.OH
0.15*
0.03 /
0.20 /
0.37 /
8130 /
1630 /
128.23
90.10
102.37
0.07*
0.47*
/ 0.53
f*t*t*it***t*t**«*tt*tt*ttfifttt<*mt*******t*t*tfff
* SURCHARGE ITERATION SUMMARY *
*t*t »*****«*** tl
-------
1 CONTINUITY BALANCE AT END OF RUN
INITIAL SYSTEM VDLUHE = 27.77 CU FT
TOTAL SYSTEM INFLOH VOLUME = 1458000.00 CU FT
INFLOM + INITIAL VOLUHE = 1458027.75 CU FT
JUNCTION OUTFLOWS/STREET FLOOD1KB
JUNCTION OUTFLON, FT3
80408 647.56
80608 149023.33
10208 1306197.87
TOTAL SYSTEM OUTFLOW = 1455868.75 CU FT
VOLUHE LEFT IN SYSTEM = 6064.61 CU FT
OUTFLOW + FINAL VOLUME = 1461933.37 CU FT
ERROR IN CONTINUITY, PERCENT = -0.27
64
-------
6ROUNO
JUNCTION ELEVATION
NUMBER (FT)
80408
80608
81009
81309
B2309
10208
10309
55009
16009
16109
CONDUIT
NUMBER
B040
8060
8100
8130
1030
1570
HOC
1630
1602
DESIGN
FLOW
(CFS)
73.65
53.27
78.06
70.56
3028.41
123.56
146.82
2313.27
43.41
90010 «4t**i»f»
V STATIST
UPPERMOST
PIPE CROWN
ELEVATION
(FT)
138.00 128.60
135.00 122.30
137.00 132.70
130.00 122.00
155.00 118.50
100.00 98.90
111.00 110.60
125.00 117.00
120.00 111.00
125.00 108.80
II H M fl P V QTATICT
CONDUIT MAXIMUM
DESIGN
VELOCITY
(FPS)
5.86
4.24
4.91
4.44
12.46
5.20
5.19
9.52
2.21
«»tt*tt
VERTICAL
DEPTH
(IN)
48.00
48.00
54.00
54.00
108.00
66.00
72.00
108.00
60.00
60.00
COMPUTED
FLOW
(CFS)
49.35
42.59
58.60
53.70
119.41
51.60
68.48
119.60
68.47
119.41
C S FOR ] U N C T 1
MAX I HUH TIKE
COMPUTED OF
DEPTH OCCURENCE
(FT) HR. M1N.
13.40 0 34
16.70 0 32
3.21 0 26
3.31 0 49
21.90 0 35
2.50 38
2.80 39
2.48 21
2.87 36
2.88 39
FEET OF
SURCHARGE
AT MAI.
DEPTH
ICS FOR C 0 N D U I i s
TIME MAXIMUM TIME
OF
OCCURENCE
HR. MIN.
0 22
0 29
0 36
1 0
1 38
1 21
1 49
1 30
1 38
1 38
COMPUTED
VELOCITY
(FPS)
6.87
5.01
5.62
5.40
5.64
4.52
7.32
7.81
3.98
ll*«f
OF
OCCURENCE
HR.
0
0
0
0
1
1
0
0
0
0
MIN.
16
24
29
48
38
17
34
38
30
0
9.40
12.70
0.00
0.00
15.70
0.00
0.00
0.00
0.00
0.00
RATIO OF
MAI. TO
DESIGN
FLOW
0.66
0.80
0.75
0.76
0.04
0.42
0.47
0.05
1.58
ttiltft
FEET MAX. LENGTH
DEPTH IS OF
BELOH GROUND SURCHARGE
ELEVATION (MIN)
0.00 151.0
0.00 157.3
5.59 0.0
9.19 0.0
20.80 164.0
7.60 0.0
6.60 0.0
11.02 0.0
15.13 0.0
19.32 0.0
MAXIMUM DEPTH ABOVE
INVERT AT
UPSTREAM
(FT)
13.40
16.70
3.21
3.31
2.80
2.48
2.88
2.87
21.90
tftiit
CONDUIT ENDS
DOWNSTREAM
IFT)
16.70
19.70
3.31
2.«B
2.50
2.87
2.87
2.80
2.88
itftfi
65
-------
EITRAN USER'S MANUAL EXAMPLE PROBLEM 1
BASIC PIPE SYSTEM FROM FI6URE 3-1
TIME
HR:«IN
0:15
0:30
0:45
1: 0
1:15
1:^0
1:45
2: 0
2:15
2:30
2:45
3: 0
3:15
3:30
3:45
4: 0
4:15
4:30
4:45
5: 0
5:15
5:30
5:45
6: 0
6:15
6:30
6:45
7: 0
7:15
7:30
7:45
8: 0
MEAN
MAXIMUM
H1NINUH
JUNCTION
6RND
ELEV
119.66
121.02
135.00
135.00
135.00
135.00
135.00
135.00
135.00
135.00
135.00
135.00
120.96
119.14
118.73
118.63
118.58
118.54
118.51
118.49
118.47
118.46
118.44
118.43
116.42
118.41
116.41
118.40
llfl.39
118.39
118.36
118.18
123.94
135.00
11B. 30
IJMt H1SIUKY OF H. b. I,
(VALUES IN FEET)
80608 JUNCTION 16009 JUNCTION
135.00 BRND 120.00 6RNG
DEPTH ELEV DEPTH ELEV
1.36
2.72
16.70
16.70
16.70
16.70
16.70
16.70
16.70
li.70
16.70
16.70
2.66
O.B4
0.43
0.33
0.28
0.24
0.21
0.19
0.17
0.16
0.14
0.13
0.12
0.11
0.11
0.10
0.09
0.09
O.OB
O.OB
5.64
16.70
0.00
102.00
102.60
104.20
104.68
104.84
104.87
104.87
104.86
104.86
104.86
104.86
104.66
104.73
104.50
104.17
103.83
103.54
103.31
103.11
102.96
102.83
102.73
102.65
102.59
102.54
102.50
102.46
102.43
102.41
102.39
102.37
102.35
103.52
104.87
102.00
0.00
0.60
2.20
2.68
2.84
2.87
2.87
2.86
2.B6
2.86
2.86
2.86
2.73
2.50
2.17
1.83
1.54
1.31
1.11
0.96
O.B3
0.73
0.65
0.59
0.54
0.50
0.46
0.43
0.41
0.39
0.37
0.35
1.52
2.87
0.00
102.97
104.34
105.34
105.55
105.65
105.67
105.68
105.67
105.67
105.67
105.67
105.67
105.33
105.07
104.65
104.23
103.88
103.61
103.41
103.29
103.20
103.14
103.09
103.06
103.03
103.00
102.98
102.96
102.95
102.93
102.92
102.91
104.16
105.68
102.80
16109 JUNCTION
125.00 GRND
DEPTH ELEV
0.17
1.54
2.54
2.75
2.85
2.87
2.68
2. 87
2.87
2.87
2.87
2.87
2.53
2.27
1.85
1.43
1.08
0.81
0.61
0.49
0.40
0.34
0.29
0.26
0.23
0.20
0.18
0.16
0.15
0.13
0.12
0.11
1.36
2.88
0.00
111.50
111.93
113.10
113.81
113.97
113.97
113.95
113.94
113.94
113.94
113.94
113.94
113.85
113.40
112.90
112.55
112.31
112.15
112.03
111.95
111.88
111.83
111.79
111.76
111.73
111.71
111.69
111.68
111.66
111.65
111.64
111.63
112.61
113.98
111.50
i
15009 JUNCTION
125.00 BRND
DEPTH ELEV
0.00
0.43
1.60
2.31
2.47
2.47
2.45
2.44
2.44
2.44
2.44
2.44
2.35
1.90
1.40
1.05
0.81
0.65
0.53
0.45
0.3B
0.33
0.29
0.26
0.23
0.21
0.19
0.1B
0.16
0.15
0.14
0.13
1.11
2.48
0.00
114.48
128.17
134.04
133.96
133.92
133.92
133.92
133.92
133.92
133.92
133.92
133.92
118.21
116.33
114.99
114.05
113.51
113.20
113.00
112.88
112.78
112.72
112.67
112.62
112.59
112.56
112.54
112.52
112.51
112.50
112.48
112.47
120.11
134.20
112.30
82309 JUNCTION
155.00 BRND
DEPTH ELEV
2.16
15.87
21.74
21.66
21.62
21.62
21.62
21.62
21.62
21.62
21.62
21.62
5.91
4.03
2.69
1.75
1.21
0.90
0.70
0.58
0.4B
0.42
0.37
0.32
0.29
0.26
0.24
0.22
0.21
0.20
0.18
0.17
7.81
21.90
. -0.00
127.18
126.86
137.35
137.35
137.15
137.35
137.35
137.35
137.35
137.35
137.35
137.15
125.47
124.B1
124.71
124.66
124.64
124.63
124.62
124.61
124.61
174.61
124.61
124.61
124.60
124.60
124.60
124.60
124.60
124. bO
124.60
124.60
128.BO
138.00
. 124.60
80408
138.00
DEPTH
2.58
2.26
12.75
12.75
12.75
12.75
12.75
12.75
12.75
12.75
12.75
12.75
0.87
0.21
0.11
0.06
0.04
0.03
0.02
0.01
O'.Ol
0.01
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
4.20
• 13.40
0.00
66
-------
EXTRAN USER'S HAJttJAL EXAMPLE PROBLEM 1
BASIC PIPE SYSTEM FROH FI6URE 3-1
T1HE
HRiHIN
0:15
0:30
0:45
1: 0
1:15
1:30
1:45
2: 0
2:15
2:30
2:45
3: 0
3:15
3:30
3:45
4: 0
4:55
4:30
4:45
5: 0
5:15
5:30
5:45
6: 0
6:15
4:30
6:45
7: 0
7:15
7:30
7:45
8: 0
MEflti
HAXinun
NINlnUH
TOTAL
CONDUIT
FLOM
0.00
0.00
39.67
91.96
113.83
119.06
119.31
118.87
118.60
118. 48
118.45
118.45
106.95
86.12
60.37
39.24
25.17
16.80
11.07
7.73
5.64
3.86
2.92
2.28
1.82
1.48
1.23
1.03
0.71
0.60
0.53
0.48
45.35
119.41
0.00
1.31E+06
lint
1030
VELOC.
0.00
0.35
4.28
5.29
5.58
5.64
5.64
5.64
5.63
5.63
5.63
5.63
5.49
5.20
4.76
4.27
3.82
3.45
3.10
2.83
2.61
2.38
2.21
2.08
.96
.86
.78
.70
.54
1.48
1.43
1.36
3.43
5.64
0.00
H 1 S 1 0 H Y 0
fl(CFS), VEL1FPS),
CONDUIT IfcJO
FLOU VELOC.
0.00
O.B3
73.75
106.19
117.80
119.60
119.19
118.74
118.53
118.46
118.45
118.45
99.10
76.29
49.59
30.66
19.16
12.37
6.16
5.50
3.91
2.88
2.15
1.63
1.28
1.03
0.85
0.72
0.62
0.54
0.47
0.41
45.41
119.60
0.00
1.31E+06
0.00
1.64
5.90
5.18
5.02
4.96
4.94
4.93
4.93
4.93
4.93
4.93
4.47
4.07
3.44
2.93
2.54
2.23
1.98
1.76
1.63
.51
.37
.25
.16
.10
.07
.04
.00
0.93
0.87
0.82
2.82
7.81
0.00
F F L 0 K AND
TOTAL (CUBIC FEET)
CONDUIT 1600
FLOK VELOC.
0.10
20.11
64.37
66.49
67.93
68.40
68.48
68.47
68.46
68.45
68.45
68.45
48.19
38.83
25.62
15.29
9.04
5.52
3.23
1.97
1.34
0.94
0.68
0.51
0.40
0.34
0.28
0.23
0.20
0.17
0.15
0.13
26.80
68.48
0.00
7.72E*05
0.67
5.59
6.24
5.36
5.15
5.12
5.12
5.13
5.13
5.13
5.13
5.13
4.06
3.72
3.09
2.46
1.98
1.63
1.27
1.01
0.85
0.73
0.64
O.S6
0.51
0.48
0.45
0.41
0.39
0.36
0.35
0.33
2.63
7.32
0.00
V E L 0 C I
CONDUIT
FLOM
6.19
63.71
66.60
67.82
68.34
68.46
68.47
68.46
68.45
68.45
68.45
68.45
44.82
33.33
19.12
9.67
5.05
2.78
1.62
1.04
0.71
0.51
0.38
0.30
0.24
0.19
0.15
0.13
0.11
0.09
0.08
0.08
26.68
68.47
0.00
7.6BE+05
1602
VELOC.
1.56
2.75
3.87
3.88
3.88
3.88
3.88
3.88
3. 88
3. 88
3.88
3. 88
2.75
2.59
2.21
1. 81
1.49
1.25
1.06
0.93
0.83
0.75
0.68
0.63
0.58
0.55
0.51
0.48
0.46
0.44
0.42
0.40
2.00
3.98
0.00
CONDUIT
FLOW
0.00
1.46
22.48
45.17
51.30
51.35
50.64
50.21
50.05
50.00
50.00
50.00
47.12
31.84
17.60
9.8B
5.B9
3.70
2.47
1.69
1.24
0.92
0.69
0.53
0.41
0.34
0.30
0.26
0.23
0.20
0.1B
0.16
18.70
51.60
0.00
5.3BE+05
1570
VELOC.
0.25
1.27
3.03
4.31
4.52
4.49
4.45
4.43
4.42
4.42
4.42
4.42
4.40
3.61
2.64
1.98
1.57
1.27
1.09
0.94
0.84
0.75
0.68
0.61
0.54
0.51
0.49
0.47
0.45
0.43
0.41
0.39
2.13
4.52
0.00
CONDUIT B130
FLOU VELUC.
0.30
16.12
47.16
53.70
52.31
50.89
50.24
50.04
49.99
49.99
50.00
50.00
41.00
18.82
8.38
4.24
2.38
1.45
0.93
0.65
0.47
0.34
0.26
0.20
0.17
0.15
0.12
0.11
0.09
0.08
0.07
0.07
18.78
53.70
0.00
5.41E+05 -
1.01
3.92
5.37
5.26
5.10
5.04
5.02
5.02
5.02
5.02
5.02
5.02
4.67
3.34
2.41
1.88
1.54
1.31
1.12
1.01
0.91
0.82
0.74
0.69
0.68
0.67
0.65
0.62
0.59
0.56
0.54
0.52
2.53
5.40
0.00
67
-------
13i.OOO 1
I
1 <
I
I
I
I
I
1
1S2.000 -
1
I
I
1
I
I
1
I
I
128.000 -
I
I
JUNCTION 1
1
MATE! SURF I
t
ELEVim I
I
1
124.000 -
1
I
I
1
1
1
I
1 «
1 i
120.000 - i
1 f
I t
I t
I**
I
I
I
I
116.000 1
0.0
~ 1 1 1—
MMitt*»MttM*M*tt«tM
•""I •'"•••• 1 ' • rl~~
0.8 1.6 2.4
1-
-I—
t
M
It
MtHllt
1.2
LOCATION NO. : BOMB CLOCK TIME IN HOURS
PLOT OF JUNCTION ELEVATION
INVERT ELEV - 118.30 FEET
OHM ELEV - 122.30 FEET
GROUND EL£V • 135.00 FEET
1
1
I
I
I
1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
J
I
I
1
I
I
I
I
I
I
I
I
68
-------
105.600 I 1 1 1 1 1 1 I ' l J
! I
! ;
104.800 - »»* »»
I < •* '
I * t I
i
I * * '
I « M 1
1 ' !
1 *
1 f
it * *
104.000 - » * "
; : '.
JUNCTION 1 * «
1
HATER SURF I * ** '
' '
ELEVIFT) I * *
; ;
105.200 - » * '
! : '•• i
: : ". '
i « **** '
i • "" !
i «
i . "'"„.„«„ 1
i »
102.400 - * „
: •' ;
: : :
H«» J
i j
101'6°°o!r" o!8 " ~!t 2!4 1.2 *.» i 5.4 4-4 7.2 8.0
LOCftTIOd NO. : U009 aOCK TIHE IK HOURS
PLOT OF JUNCTION ELEVATION
INVERT ELEV - 102.00 KET
CROW ELEV - 111.00 FEET
GROUND ELEV - 120.00 FEET feg
-------
104.400 I-
I
I
I
I
I
I
1
I
I
105.400 -
I
I
1
I
I
I
I
1
1
104.800 -
I
1
JUNCTION
j ______ j _______ i
WTEBSURf
ELEV(R)
104.000 -
I
I
I
1
I
I
I
I
1
103.200 -
I
J
I
«Mt«§«tMtttt»Mtlit»
»»l i
I I
f I
« **
* **
» «
» *
I
«
i
I
II
I
1*
ft
II
II
M
HI
MM
1
I
I
I
I
I
I
I
I
I "
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
MM* I
*MH«««« I
tfMMMttfitff* I
ttll
102.400 1
0.0
LOCATION NO. : 14109 CLOCK TIDE III (OURS
PLOT OF JUNCTION ELEVATION
INVERT aEV - 102.80 FEET
CKMN ELEV - 108.80 FEET
GROUND ELEV - 125.00 FEET
70
-------
JUNCTION
MATER SURF
ELEV(FT)
114.000 I
I
I
I
1
1
I
I
I
113.500 -
1
I
I
I
I
I
I
I
113.000 -
I
I
I
I
I
I
I
1
I
112.500 -
1
1
I
I
I
I
I
I
1
112.000 -
1
I
I
I
I
1 <
I <
I •
I »
111.500 !««*•
0.0
J.». T _»__ 1. __ _«. I ~
~ t»» 1 1 ———»{ —- —
IH IIIIIHflHMHimil
l> II
» I
I i
i I
i I
I I
I *
I I
I I
< I
t I
i
I
t
i
I
t
i
t
I
*
*
i
i
*
I
I
I
I
I
I
t
I
I
t
t
I
I
I
*
I
*
I
I
t
i
*
I
t
it
I
II
I*
II
V*
II
fit
IHH
IHI1II
IHIIMIt
0.8
1.4
2.4
3.2
-1—
4.0
4.8
1—
5.6
—I—
6.4
I
I
1
I
I
I
I
I
I
I
1
I
I
I
J
1
1
1
1
1
I
I
1
I
I
1
I
I
I
1
\
HIIIIIIMIII
I
I
7.2 8.0
LOCATION NO. : 15009 CLOCK TIKE IK HOURS
PLOT OF JUNCTION ELEVATION
IMVERT ELEV - 111.50 FEET
CRflWi ELEV - 117.00 FEET
6ROUNO ELEV - 125.00 FEET
71
-------
UJ.VUU J*
I
1
1
I
1
1
I
I
1
130.000 -
I
I
I
I
I
I
I
I
I
125.000 -
I
I
JUNCTION I
I
HATER SURF I
I
ELEV (FT) 1
]
I
120.000 -
I
I
I
]
I
I
1
1
3
115.000 -
I
I
I •
!«*
K
I
I
I
I
0.0
t
tfitHtmtmmttMmmtm
t
t
t
»
*
i
i
4
f
i i
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« t
i t
* 1
t i
1 t
f t
* t
* i
1 «
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1 <
i 1
* 1
« 1
i t
t 1
* f
* »
t t
» t
* i
* t
1 i
< *l
» 1
t ti
* f
< f*
* ft*
1
- . - . ...1 i ii in . • | n i • 1 1 t
0.8 1.6 2.4 3.2 4.0
fttiittitft*
4.8
5.6
—J-
6.4
7.2
LOCATION NO. : 82309 CLOCK TIKE IN HOURS
PLOT OF JUNCTION ELEVATION
INVERT ELEV - 112.30 FEET
CROW ELEV - 118.50 FEET
GROUND ELEV - 155.00 FEET
J
1
I
1
I
I
I
I
I
I
I
1
I
I
I
1
I
I
I
I
J
I
I
I
I
I
1
I
I
1
I
I
1
I
I
I
I
I
I
I
I
-I
8.0
72
-------
I
1
I
140.000 -
1
I
136.000
JUNCTION
NftTER SURF
aEV(FT)
132.000
12B.OOO
I*
I«
124.000 1-
0.0
-I--
0.8
ttM**H»if*M»i»ttimttMM»ttfttn«M*»H»i«Mt*i»t
--]"
1.6
-I-
2.4
3.2
-I--
4.0
4.B
j
5.6
_. T,,.
6.4
—j—
7.2
8.0
LOCATION NO. i 60408 CLOa T1HE IN HOURS
PLOT OF JUNCTION ELEVATION
INVERT &EV - 124.60 FEET
CftOHN REV - 128.60 FEET
GROUND ELEV - 138.00 FEET
73
-------
200.000 I 1 1—
160.000
I
J
120.000 -
CONDUIT
FLOU IN
CFS
80.000
40.000
*4 *
• t
1 *
t I
« 1
t »
t 1
i *
t *
* *
* *
* *
t *
t *
* *
t •
t 1
1 *
< <
< *
< «*
4 »•
4
4
t
t
t
0.000 I«**»tH--I 1 1 1 1
0.0 0.8 1.6 2.4 1.2 4.0
H»
HI
1*11*
tmtMtttMt
] ]
-------
200.000
I
I
I
1
1
160.000 -
I
I
1
I
1
I
I
I
I
J20.000 -
CONDUIT
FLOH IN
CFS
4M44444444444444444444
444 4
44 4
4 4
4 4
4 4
4 4
4 4
4 4
80.000 -
I
]
40.000
0.000
0
4 4
4 t
4 1
4 t
4 4
4 4
4 4
4 4
4 4
4 4
4 4
4 4
4 44
4 4
4 44
4 44
4 44
4 4444
4 44444
< 44444444444
0 0.8 1.4 2.4 3.2 4.0 4.B 5.4
—I
I
J
I
1
I
I
I
I
1
J
1
1
I
1
I
1
I
I
I
I
I
I
I
I
I
I
I
I
1
I
I
I
J
I
I
1
J
I
1
I
•444444444*444414444444444444
4.4 ' 7.2 :. 8.0
IOCAIIOK NO. : U30 CLOCK TIBE IN HOURS
PLOT OF CONDUIT FUN
75
-------
I HI«*«tftff*»«M«tU
-------
100 i>0() I 1 - - T i J- fc i i
80.000 -
I
1
I
I
I
I
I
I
I
60.000 -
I
I
CONDUIT I
I ittitt
FLOH IN I *
I « t
20.000 - » »
I * t
I « t
I 4 1
I * •
1 1 *«
I * *i
I « Itt
I » t»t«t
I <» »»»»«*
0.0 0.8 1.6 2.4 3.2 4.0 4.8
J
J
I
I
1
I
I
1
I
_
1
1
I
I
I
I
1
I
I
*
I
I
1
1
I
1
1
1
I
-
I
I
I
1
I
I
J
I
1
-
I
I
I
I
I
I
I
I
H*f» I
— -— —ft-tttttttt HtitittHt-fHlttittm
5.6 4.4 7.2 8.0
LOCATION NO. : 1570 CLOCK TIKE IN HOURS
PLOT OF CONDUIT FLOK
77
-------
100.000 I 1 1 1 1 1 1 1
I
I
1
1
I
1
]
I
1
80.000 -
I
1
1
I
I
I
I
I
!
40.000 -
I
I
COWUIT I HI
I f
-------
VO
1 V
1630
1602
1600
1570
0060
• V
0130
80^0
0100
Figure 3-2. Basic System with Tide Gate.
-------
Table 3-3. Input Data for Example 2.
SW 1 0 0
MM 3 10 11 12
*EXTRAN
Al 'EXTRAN USER"S MANUAL EXAMPLE 2'
Al ' BASIC PIPE SYSTEM WITH TIDE GATE FROM FIGURE 3-2'
t
Bl
t
B2
t
63
t
B4
t
B5
t
B6
t
B7
t
Cl
Cl
Cl
Cl
Cl
Cl
Cl
Cl
Cl
1
Dl
Dl
Dl
Dl
Dl
Dl
Dl
Dl
Dl
Dl
12
Jl
J2
Kl
K2
K3
K3
K3
K3
K3
NTCYC DELT T2ERO NSTART INTER JNTER REDO
1440 20.0 0.0 45 500 45 0
METRIC NEQUAL AMEN ITMAX SURTOL
0 0 0.0 30 0.05
NHPRT NQPRT NPLT LPLT NJSW
11113
PRINT HEADS
B060B 16009 16109 15009 82309 B040B
PRINT FLOWS
1030 1630 1600 1602 1570 8130
PLOT HEADS
80608 16009 16109 15009 82309 80408
PLOT FLOWS
1030 1630 1600 1602 1570 8130
CONDUIT DATA
B040 80408 80608 0.0 1 0.0 4.0 0.0 1800.
8060 80608 82309 0.0 1 0.0 4.0 0.0 2075.
8100 81009 81309 0.0 1 0.0 4.5 0.0 5100.
8130 81309 15009 0.0 1 0.0 4.5 0.0 3500.
1030 10309 10208 0.0 6 0.0 9.0 0.0 4500.
1570 15009 16009 0.0 1 0.0 5.5 0.0 5000.
1600 16009 16109 0.0 1 0.0 6.0 0.0 500.
1630 16009 10309 0.0 6 0.0 9.0 0.0 300.
1602 82309 16109 0.0 1 0.0 5.0 0.0 5000.
JUNCTION DATA
80408 138.0 124.6 0.0 0.0
80608 135.0 118.3 0.0 0.0
81009 137.0 128.2 0.0 0.0
81309 130.0 117.5 0.0 0.0
82309 155.0 112.3 0.0 0.0
10208 100.0 89.9 0.0 0.0
10309 111.0 101.6 0.0 0.0
15009 125.0 111.5 0.0 0.0
16009 120.0 102.0 0.0 0.0
16109 125.0 102.8 0.0 0.0
10208 1
2
94.4
3
82309 80408 81009
0.0 0.0 0.0 0.0
0.25 40.0 45.0 50.0
3.0 40.0 45.0 50.0
3.25 0.0 0.0 0.0
12.0 0.0 0.0 0.0
0.0 0.0 0.015 0.0 0.0
0.0 2.2 0.015 0.0 0.0
0.0 0.0 0.015 0.0 0.0
0.0 0.0 0.015 0.0 0.0
0.0 0.0 0.016 3.0 3.0
0.0 0.0 .0154 0.0 0.0
0.0 0.0 0.015 0.0 0.0
0.0 0.0 0.015 3.0 3.0
0.0 0.0 0.034 0.0 0.0
$ENDPR06RAM
80
-------
Table 3-4. Partial Output for Example 2.
ENVIRONMENTAL PROTECTION AGENCY UU EXTBfflED TRANSPORT PROGRAM tttt
HftSHIKTON, D.C. tut Utt
tw ANALYSIS HODULE tut
EXTRA* USER'S MMML EXAtPLE 2
BASIC PIPE SYSTEM WITH TIDE BATE FROM FI6URE 3-2
HATER RESOURCES DIVISION
Utf DRESSER I MCKEE INC.
ANNANDALE, VIRGINIA
11)1111
1 I » I f I I
SUMMARY STATISTICS FOR JUNCTIONS
j i i i t
JUNCTION
MJKBER
80406
80606
61009
B1309
62309
10206
10309
15009
16009
16109
GROUND
ELEVATION
(FT)
138.00
135.00
137.00
130.00
155.00
100.00
111.00
125.00
120.00
125.00
UPPERMOST MAXIMUM TIKE
PIPE CROWN COMPUTED OF
ELEVATION DEPTH OCCURENCE
(FT) (FT) HR. «IN.
128.60
122.30
132.70
122.00
118.50
98.90
110.60
117.00
111.00
106.80
ENVIRONMENTAL PROTECTION ABENCY
WASHINGTON,
EXTRAN USER'
BASIC PIPE
,,,,,,
CONDUIT
WISER
8040
8060
B100
8130
1030
1570
1600
1630
1602
D.C.
13.40
16.70
3.36
3.57
21.66
4.50
2.66
2.51
3.04
3.12
0
0
0
0
0
0
1
1
0
0
29
27
27
51
41
16
35
22
46
35
tttt EXTENDED TRANSPORT PROGRAM
tttt
tttt
MALYSIS
MODULE
FEET OF
SURCHARGE
AT MAX.
DEPTH
9.40
12.70
0.00
0.00
15.46
0.00
0.00
0.00
0.00
0.00
tttt
tttt
tttt
FEETHAX.
DEPTH IS
BELOW GROUND
ELEVATION
0.00
0.00
5.44
8.93
21.04
5.60
6.72
10.99
14.96
19.08
LENGTH
OF
SURCHffiGE
WIN)
156.3
162.7
0.0
0.0
169.0
0.0
0.0
0.0
0.0
0.0
WATER RESOURCES DIVISION
CAMP DRESSER t MCKEE INC.
ANNANDALE, VIRGINIA
S MANUAL EXAMPLE 2
SYSTEM
DESIGN
FLOW
(CFS)
73.6
53.3
78.1
70.6
3028.4
123.6
146.6
2313.3
43.4
WITH TIDE BATE
,,,,,,,
DESIGN
VELOCITY
(FPS)
5.9
4.2
4.9
4.4
12.5
5.2
5.2
9.5
2.2
FROM FIGURE 3-2
SUMMARY STAT I
CONDUIT
VERTICAL
DEPTH
(IN)
46.0
48.0
54.0
54.0
108.0
66.0
72.0
106.0
60.0
MAXIMUM
ctwura
FLO*
(CFS!
46.3
51.4
61.1
55.0
120.4
52.8
75.5
120.8
69.3
STI
TINE
OF
OCCURENCE
HR.
0
0
0
1
1
1
0
1
0
MIN.
30
23
37
4
35
22
38
26
35
CS FOR
MAXIMUM
COMPUTED
VELOCITY
(FPS)
6.0
5.2
5.5
5.1
3.0
4.5
6.2
5.4
4.1
CONDUI
TIME
OF
OCCURENCE
KR. MIN.
0 13
0 22
0 34
0 57
1 35
1 22
0 35
0 48
0 26
TS ' "
RATIO OF
MAX. TO
DESIGN
FLOW
0.6
1.0
0.8
0.8
0.0
0.4
0.5
0.1
1.6
,,,,.,.
MAXIMUM
INVERT AT
UPSTREAM
(FT)
13.40
14.70
3.36
3.57
•2.68
-2.51
3.12
3.04
21.66
,,,,,,,
DEPTH ABOVE
CONDUIT ENDS
DOWNSTREAM
(FT)
16.70
19.46
3.57
2.51
4.50
3.04
3.04
2.63
3.12
81
-------
V
1 V
&
00
K)
1630
1602
B060
1600
V
1570
nno
V
8040
V
0100
Figure 3-3. Sump Orifice at Junction 82309.
-------
sw
MM
1 0 0 Table 3-5.
3 10 11 12
Input Data for Example 3.
*EXTRAN
Al
Al
t
Bl
'EXTRAN USER"S MANUAL EXAMPLE 3'
' BASIC PIPE SYSTEM WITH SUMP
NTCYC DELT TZERO NSTART INTER
1440 20.0 0.0 45 45
ORIFICE AT JUNCTION 82309 FROM FIG 3-3'
JNTER REDO
45 0
* METRIC NEQUAL AMEN ITMAX SURTOL
B2
t
B3
t
B4
1
B5
t
66
t
B7
t
Cl
Cl
Cl
Cl
Cl
Cl
Cl
Cl
Cl
t
Dl
Dl
Dl
Dl
Dl
Dl
Dl
Dl
Dl
Dl
t
Fl
11
Jl
Kl
K2
K3
K3
K3
K3
K3
0 0 0.0 30 0.05
NHPRT NQPRT NPLT LPLT NJSW
66663
PRINT HEADS
B060B 16009 16109 15009 82309
PRINT FLOWS
1030 1630 1600 1602 1570 8130
PLOT HEADS
B060B 16009 16109 15009 82309
PLOT FLOWS
1030 1630 1600 1602 1570 B130
CONDUIT DATA
8040 B040B 80608 0.0 1 0.0 4.
8060 80608 82309 0.0 1 0.0 4.
8100 83009 81309 0.0 1 0.0 4.
8130 81309 15009 0.0 1 0.0 4.
1030 10309 1020B 0.0 6 0.0 9.
1570 15009 16009 0.0 1 0.0 5.
1600 16009 16109 0.0 1 0.0 6.
1630 16009 10309 0.0 6 0.0 9.
1602 82309 16109 0.0 1 0.0 5.
JUNCTION DATA
B040B 138.0 124.6 0.0 0.0
80608 135.0 118.3 0.0 0.0
81009 137.0 12B.2 0.0 0.0
81309 130.0 117.5 0.0 0.0
82309 155.0 112.3 0.0 0.0
10208 100.0 89.9 0.0 0.0
10309 111.0 101.6 0.0 0.0
15009 125.0 111.5 0.0 0.0
16009 120.0 102.0 0.0 0.0
16109 125.0 102.8 0.0 0.0
B040B
80408
0 0.0 1800. 0.0 0.0 0.015 0.0 0.0
0 0.0 2075. 0.0 2.2 0.015 0.0 0.0
5 0.0 5100. 0.0 0.0 0.015 0.0 0.0
5 0.0 3500. 0.0 0.0 0.015 0.0 0.0
0 0.0 4500. 0.0 0.0 0.016 3.0 3.0
5 0.0 5000. 0.0 0.0 .0154 0.0 0.0
0 0.0 500. 0.0 0.0 0.015 0.0 0.0
0 0.0 300. 0.0 0.0 0.015 3,0 3.0
0 0.0 5000. 0.0 0.0 0.034 0.0 0.0
SUMP ORIFICE AT JUNCTION 82309
82309 15009 2 3.14 .85 0.0
10208 1
I
3
82309 80408 81009
0.0 0.0 0.0 0.0
0.25 40.0 45.0 50.0
3.0 40.0 45.0 50.0
3.25 0.0 0.0 0.0
12.0 0.0 0.0 0.0
$ENDPROSRAM
83
-------
Table 3-6. Partial Output for Example 3.
EKVIROS.1SI1TAL F.ROTECTIOfc AGENCY tn EIIENDED TRANSPORT PR06RAK *«* MATER RESOURCES DIVISION
XASKlKGTOti. O.C. »•» "* Cflw> DOSSER i I1CKEE INC.
««» ANALYSIS HOD'AE «» ANNANMLE. VIRSINIft
EITRAM USER'S 1AXWL EXAMPLE 3
MSIC PIPE SYSTEH >IITH SUHP OfilFICi AT JUMCT10H S2309 FROK FIE 3-3
*<*«*< * i' « & • u r
FEET OF
SURCHARGE
AT fttl.
DEPTH
T C
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
coHCun Miinys Tint RaxidUM TI«E RATIO OF
DEEISN EE316S VERTICAL COKHITES OF COrtPUTED OF HAJ. TO
CMDUIT FLOS VELOCITY IEPTH FLD» QCCiMiEttE VELBCITY OCCURENCE DESI6N
»0!8ER (CFS) (FPS) (W (CF5) hft. Mli. (FPS) HR. BIN. FLOW
8040 73. 65
8060 53.27
8100 78.06
8130 70.56
1030 3028.41
1570 123.56
1600 146.62
1630 2313.27
1602 43.41
90010 tM»»«ft« i
won «*»»*•»*« •
S.&
4.24
4.9!
4.44
12.46
5.I-C
5.19
9.52
2.21
»»!««««
43.00
48.00
54.00
54.00
103.00
66.00
72.00
108.00
60.00
60.00
60.00
54.00
44.44
59.45
52.79
135.41
69.74
43.08
140.35
46.03
39.67
135.41
0
0
0
0
1
1
1
0
0
0
1
20
43
40
55
35
23
1
59
54
54
35
6.46
4.96
5.4B
4.30
5.74
5.76
3.61
5.37
2.76
mutt
ttMM*
0
0
0
0
1
1
1
0
1
0
0
21
35
40
53
13
26
3
57
32
55
0
0.73
0.93
0.76
0.75
0.04
0.71
*.31
Q.Ob
l.Oo
txttti
ItitKi
FEET BAI. LENGTH
DEPTH IS OF
BELOW GROUND SURCHARGE
ELEVATION (KIN)
10.11 0.0
13.49 0.0
5.08 0.0
9.60 M
36.52 0.0
7.46 0.0
6.43 0.0
9.72 0.0
14.82 0.0
19.54 0.0
NAXllttJ!! DEPTH ABOVE
INVERT AT CONDUIT ENDS
UPSTREAM DDHNSTREAfl
(FT) (FT)
3.29
3.21
3.72
2.90
2.97
3.76
2.66
3.18
6.13
ttltit*
**'*"*
3.21
3.96
2.90
3.78
2.62
3.18
3.18
2.97
2.66
t«t»»*»
nntn
8A
-------
00
U)
V
V
Xi
Free
Outfall
1630
1602
1600
1570
0060
0130
' V
4i
8040
0100
Figure 3-4. Weir at Junction 82309.
-------
Table 3-7. Input Data for Example 4.
SW 1 0 0
Ml 3 10 11 12
«EXTRAN
Al 'EXTRAN US£R"S HANUAL EXAHPLE 4'
Al ' BASIC PIPE SYSTEM WITH A HEIR AT JUNCTION
» HICYC DECT TZERO NSTART INTER OUTER REDO
Bl 1440 20.0 0.0 45 500 45 0
t HETRIC NEQUAL AHEN ITKAX SURTQL
B2 0 0 0.0 30 0.05
1 NHPRT NQPRT NPLT LPLT NJSW
63 1 1 1 13
* PRINT HEADS
B4 80606 16009 16109 15009 82309 60406
1 PRINT FLOWS
B5 1030 1630 1600 1602 1570 8130
» PLOT HEADS
&6 80608 36009 16109 15009 82309 60406
1 PLOT FLOWS
67 1030 1630 1600 1602 1570 8130
t CONDUIT DATA
CJ 8040 80408 80606 0.0 1 0.0 4.0 0.0 1800. 0
Cl B060 00606 62309 0.0 1 0.0 4.0 0.0 2075. 0
Cl 8100 81009 81309 0.0 1 0.0 4.5 0.0 5100. 0
Ct 81SO B1309 15009 0.0 1 0.0 4.5 0.0 3500. 0
Cl 1030 10309 10206 0.0 6 0.0 9.0 0.0 4500. 0
Cl 1570 15009 16009 0.0 1 0.0 5.5 0.0 5000. 0
Cl UOO 16009 16109 0.0 1 0.0 6.0 0.0 500. 0
Cl USO 16009 10309 0.0 6 0.0 9.0 0.0 300. 0
Cl 1602 82309 16109 0.0 1 0.0 5.0 0.0 5000. 0
* JUNCTION DATA
01 80408 138.0 124.6 0.0 0.0
Dl 80606 135.0 118.3 0.0 0.0
Di 81009 137.0 128.2 0.0 0.0
Dl 81309 130.0 117.5 0.0 0.0
Dl 82309 155.0 112.3 0.0 0.0
Dl 10208 100.0 89.9 0.0 0.0
Dl 10309 111.0 101.6 0.0 0.0
01 15009 125.0 111.5 0.0 0.0
Dl 16009 120.0 102.0 0.0 0.0
Dl 16109 125.0 102.8 0.0 0.0
* TRANVERSE HEIR AT JUNCTION 82309
61 82309 15009 1 3.0 6.0 3.0 0.80
11 10208 1
01 1
Kl 3
K2 82309 80408 81009
K3 0.0 0.0 0.0 0.0
K3 0.25 40.0 45.0 50.0
K3 3.0 40.0 45.0 50.0
K3 3.25 0.0 0.0 0.0
K3 12.0 0.0 0.0 0.0
»ENDPR06Rftrt
82309 FROM FIS 3-4'
.0 0.0 0.015 0.0 0.0
.0 2.2 O.OV5 0.0 0.0
.0 0.0 0.015 0.0 0.0
.0 0.0 0.015 0.0 0.0
.0 0.0 0.016 3.0 3.0
.0 0.0 .0154 0.0 0.0
.0 0.0 0.015 0.0 0.0
.0 0.0 0.015 3.0 3.0
.0 0.0 0,034 0.0 0.0
86
-------
Table 3-8. Partial Output for Example 4.
BWIRWBffflL PROTECTION AGENCY tttt EXTENDED TRANSPORT PR06RW1 UM
WASHINGTON, B.C. tttt ttlt
tttt ANALYSIS MODULE ttlt
EXTRAN USER'S MANUAL EXAMPLE 4
BASIC PIPE SYSTEM WITH A WEIR AT JUNCTION 82309 FROM FIB 3-4
WATER RESOURCES DIVISION
CA*> DRESSER t MCXEE INC.
ANNANDOI, VIRGINIA
JUNCTION
NUMBER
80408
80608
81009
81309
82309
10206
10309
15009
16009
16109
GROUND
ELEVATION
(FT)
138.00
135.00
137.00
130.00
155.00
100.00
111.00
125.00
120.00
125.00
' SUMMARY
UPPERMOST
PIPE CROWN
ELEVATION
(FT)
128.60
122.30
132.70
122.00
118.50
98.90
110.60
117.00
111.00
106.80
STATIST
MAXIMUM
COMPUTED
DEPTH
(FT)
9.28
12.62
3.37
3.08
15.91
2.63
2.98
3.15
3.09
2.78
I CS FOR
TIME
OF
OCCURENCE
HR. MIN.
0 35
0 44
0 28
0 48
0 43
1 34
1 35
1 17
1 26
1 30
JUNCTIONS
FEET Of
SURCHARGE
AT MAX.
DEPTH
5.28
8.62
0.00
0.00
9.71
0.00
0.00
0.00
0.00
0.00
' ' ' ' ' ' '
FEET MAX.
DEPTH IS
BELOW GROUND
ELEVATION
4.12
4.08
5.43
9.42
26.79
7.47
6.42
10.35
14.91
19.42
1 P J 1 > » 9 * 1
LENGTH
OF
SURCHARGE
(MIN)
147.3
156.7
0.0
0.0
164.7
0.0
0.0
0.0
0.0
0.0
ENVIROHMENTAL PROTECTION AGENCY tttt EXTENDED TRANSPORT PROGRAM tttt
WASHINGTON, D.C. tttt tttt
tttt ' ANALYSIS MODULE tttt
EXTRAN USER'S MANUAL EXAMPLE 4
BASIC PIPE SYSTEM WITH A WEIR AT JUNCTION 82309 FROM FIG 3-4
HATER RESOURCES DIVISION
COT DRESSER I MCKEE INC.
ftfWNDALE, VIRGINIA
' > i > >
CONDUIT
NUMBER
8040
8060
8100
8130
1030
1570
1600
1630
1602
DESIGN
FLOW
(CFS)
73.6
53.3
78.1
70.6
3028.4
123.6
146.B
2313.3
43.4
DESIGN
VELOCITY
(FPS)
5.9
4.2
4.9
4.4
12.5
5.2
5.2
9.5
2.2
' SUMM
CONDUIT
VERTICAL
DEPTH
(IN)
48.0
48.0
54.0
54.0
106.0
66.0
72.0
106.0
60.0
ARY STA
MAXIMUM
COMPUTED
FLOW
(CFS)
45.4
51.5
59.0
55.2
135.7
76.1
63.5
135.9
59.9
Tl
1
ST1
HE
OF
DCCURENCE
HR.
0
0
0
0
1
1
0
1
0
MIN.
36
24
38
57
34
18
38
24
36
CS FOR
MAXISJM
COMPUTED
VELOCITY
(FPS)
6.0
5.2
5.5
5.0
5.7
5.5
5.7
5.4
3.6
CONDUI
TIME
OF
OCCURENCE
HR. MIN.
0 13
0 22
0 34
0 48
1 34
1 17
0 36
0 46
0 27
TS
RATIO OF
MAX. TO
DESIGN
FLOW
0.6
1.0
O.B
0.8
0.0
0.6
0.4
0.1
1.4
MAXIMUM
INVERT AT
UPSTREAM
(FT)
9.28
12.62
3.37
3.08
2.98
3.15
• 2.78
3.09
15.91
DEPTH ABOVE
CONDUIT ENDS
DOWNSTREAM
(FT)
12.62
13.71
3.06
3.15
2.63
' 3.09'
: -3.09
2.98
2.78
87
-------
\
4i
00
00
1630
1602
\
\
0060
8010
» •'
1600
\
41
1570
0130
0100
Figure 3-5. Storage Facility and Side Outlet Orifice at Junction 82309.
-------
Table 3-9. Input Data for Example 5.
sw
MM
1 0 0
3 10 11 12
»EXTRAN
Al
Al
t
Bl
t
S2
t
B3
t
B4
t
B5
t
B6
f
B7
t
Cl
Cl
Cl
Cl
Cl
Cl
Cl
Cl
t
Cl
f
Dl
Dl
Dl
Dl
Dl
•EXTRAN USER"S MANUAL
' STORAGE FACILITY
AND
EXAMPLE
SIDE
NTCYC CELT T2ERO NSTART
1440 20.0 0.0 45
METRIC NEQUAL AMEN
0 0 0.0
NHPRT NDPRT NPLT LPLT
6666
PRINT HEADS
B0608 16009 16109
PRINT FLOWS
5'
OUTLET ORIFICE AT JUNCTION 82309, FIG 3-!'
INTER
UMAX
30
45
JNTER REDO
45
0
SURTOL
0.
05
NJSW
3
15009
1030 1630 1600 1602
PLOT HEADS
80608 16009 16109
PLOT FLOWS
82309
1570
15009
1030 1630 1600 1602
CONDUIT DATA
8040 B0408 8060B 0
8060 80606 82309 0
B100 81009 81309 0
8130 81309 15009 0
1030 10309 10208 0
1570 15009 16009 0
1600 16009 16109 0
1630 16009 10309 0
NOTE, PIPE 1602 NOW
1602 82308 16109 0
JUNCTION DATA
80408 136. 0 124.
B060B 135.0 118.
81009 137.0 12B.
81309 130.0 117.
82309 155.0 114.
4
.
,
,
,
f
.
,
0
0
0
0
0
0
0
0
B0408
8130
62309
1570
1
1
1
1
6
1
1
6
0
0
0
0
0
0
0
0
t
,
.
,
.
t
t
,
80408
B130
0
0
0
0
0
0
0
0
CONNECTS
.
6
3
2
5
5
0
1
0.0
0.0
0.0
0.0
0.0
0
« NEW JUNCTION FOR ORIFICE
Dl
Dl
Dl
Dl
Dl
Dl
8230B 155.0 112.
10208 100.0 89.
10309 111.0 101.
15009 125.0 111.
16009 120.0 102.
16109 125.0 102.
3
9
6
5
0
6
0.0
0.0
0.0
0.0
0.0
0.0
.
0
0
0
0
0
0
.0
.0
.0
.0
.0
4.
4,
4.
4.
9.
5.
6.
9.
0
0
5
5
0
0.
0.
0.
0.
0.
5 0.
0
0
TO
5.
0
0.
0.
0 1800. 0.0 0.0 0.015 0.0 0.0
0 2075. 0.0 2.2 0.015 0.0 0.0
0 5100. 0.0 0.0 0.015 0.0 0.0
0 3500. 0.0 0.0 0.015 0.0 0,0
0 4500. 0.0 0.0 0.016 3.0 3.0
0 5000. 0.0 0.0 .0154 0.0 0.0
0 500. 0.0 0.0 0.015 0.0 0.0
0 300. 0.0 0.0 0.015 3.0 3.0
JUNCTION 82308
0.
0 5000. 0.0 0.0 0.034 0.0 0.0
CONNECTION
0
0
0
0
0
0
.0
.0
.0
.0
.0
.0
t STORAGE JUNCTION AT JUNCTION 82309
82309 155.0 800.0 0
SIDE-OUTLET ORIFICE AT JUNCTION 82309
82309 B230B 1 3.14 0.85 0.0
10206 1
1
El
t
Fl
II
Jl
Kl 3
K2 82309 80408 81009
K3 0.0 0.0 0.0 0.0
K3
K3
K3
K3
0.25
3.0
3.25
12.0
40.0
40.0
0.0
0.0
45.0
45.0
0.0
0.0
50.0
50.0
0.0
0.0
$ENDPR06RAM
89
-------
Table 3-10. Partial Output for Example 5.
ENVIRONJCNTAL PROTECTION MENCY tttt EXTENDED TRANSPORT PROERftl UU
WASHINGTON, D.C. tttt tttt
Utl ANALYSIS HOLE tttt
EXTRAN USER'S fWWL EXAfli 5
STORAGE FACILITY AND SIDE OUTLET ORIFICE AT JUNCTION B2309, FI6 3-5
HATER RESOURCES DIVISION
CMP DRESSER V NCKEE INC,
ANWCALE, VIRSINIA
JUNCTION
MIQER
B040B
80606
B1009
81309
B2309
S2306
10208
10309
15009
16009
16109
BOUND
ELEVATION
(FT)
138.00
135.00
137.00
130.00
155.00
155.00
100.00
111.00
125.00
120.00
125.00
b unnflK r
UPPERMOST
PIPE CROWN
ELEVATION
(FT)
128.60
122.30
132.70
122.00
155.00
117.30
98.90
110.60
117.00
111.00
108.80
STATIST
mxiKK
OJfUTED
DEPTH
1 1 1 > > 1 I
FEETHAX.
DEPTH IS
BEL* GROUND
ELEVATION
0.40
0.00
5.45
8.98
20.45
0.45
7.69
6.64
11.00
15.14
19.38
LB6TH
OF
SURDttftGE
(HIN)
164.0
173.0
0.0
0.0
0.0
167.0
0.0
0.0
0.0
0.0
0.0
ENVIRONMENTAL PROTECTION ABENCY tttt EXTEWO TRANSPORT PROGRAM tttt
WASHINGTON. D.C. tttt tttt
tttt flMLVSIS NODULE tttt
EXTRAN USER'S HANUAL BAFFLE 5
STORAGE FACILITY AND SUE OUTLET ORIFICE AT JUNCTION 82309, FIE 3-5
HATER RESOURCES DIVISION
CAff DRESSER t HCKEE INC.
AtMANDALE, VIRGINIA
SUHHARY STATISTICS FOR CONDUITS ' '
CONDUIT
NUKR
8040
8060
8100
8130
1030
1570
1600
1630
1602
DESIGN
FLOU
(CFS)
73.6
53.3
78.1
70.6
3028.4
123.6
146.8
2313.3
43.4
OESIStf
VELOCITY
(FPS)
5.9
4.2
4.9
4.4
12.5
5.2
5.2
9.5
2.2
COfOUIT
VERTICAL
DEPTH
(IN)
48.0
48.0
54.0
54.0
108.0
66.0
72.0
108.0
60.0
NAXIHUn
COMPUTED
FLOW
(CFS)
53.8
44.9
60.9
54.6
110.1
52.5
63.3
110.4
65.4
Tilt
OF
OCQJBCE
HR.
0
0
0
1
1
1
0
1
0
HIK.
19
26
37
4
38
22
45
28
31
MXIflUH
COMPUTED
VELOCITY
(FPS)
6.5
3.6
5.5
5.1
-5.9
4.6
5.8
5.2
4.2
TIME
OF
OCOJRBCE
HR.
0
0
0
0
0
1
0
0
0
HIN.
19
27
34
57
1
20
42
53
31
RATIO OF
W. TO
DESIGN
FUM
0.7
0.8
0.8
0.8
0.0
0.4
0.4
0.0
1.5
WXinUK DEPTH ABOVE
INVERT AT COMJUIT ENDS
UPSTREAM
(FT)
13.00
16.70
3.35
3.52
2.76
2.50
2.82
2.86
42.25
OONNSTREAfl
(FT)
16.70
20.05
3.52
2.50
2.41
2.B6
' 2.'86
2.76
2.82
90
-------
Free
Outfall
1630
1602
1600
1570
0
00
v
0060
0130
•T
80/10
\
\i
0100
Figure 3-6. Off-line Pump Station (Activated by Wet Well Volume) at Junction 82310.
-------
Table 3-11. Input Data for Example 6.
6M 1 0 0
«M 3 10 11
»EXTRAN
Al
Al
t
Bl
t METRIC NEQUAL
B2 0 0
12
'EXTRAN USER"S MANUAL EXAMPLE 6'
' OFF-LINE PUMP STATION AT JUNCTION B2310 FROM FIGURE 3-6'
NTCYC CELT TZERO NSTART INTER JNTER REDO
1440 20.0 0.0 45 45 45 0
AtlEN ITMAX SURTQL
0.0 30 0.05
» NHPRT NQPRT NPLT LPLT NJ5U
B3 6 6 6 6 3
PRINT HEADS
60608 16009 16109 15009 B2309 B040B
PRINT FLOWS
1030 1630 1600 1602 1570 8130
PLOT HEADS
8060B 16009 16109 15009 32309 60408
PLOT FLOWS
1030 1630 1600 1602 1570 8130
CONDUIT DATA
8040 B040B B060B 0.0
6060 80608 82309 0.0
8100 B1009 81309 0.0
EXTRA PIPE FOR PUHP
8061 82309 62310 0.0
8130 81309 15009 0.0
1030 10309 10206 0.0
1570 15009 16009 0.0
1600 16009 16109 0.0
1630 16009 10309 0.0
1602 82309 16109 0.0
JUNCTION DATA
80408 136.0 124.6 0.0 0.0
EXTRA JUNCTION FOR PUMP
155.0 112.3 0.0 0.0
135.0 118.3 0.0 0.0
137.0 128
t
B4
t
B5
t
B6
t
B7
t
Cl
Cl
Cl
t
Cl
Cl
Cl
Cl
Cl
Cl
Cl
t
01
t
Dl
01
Dl
01
01
01
01
01
Dl
01
1
1
1
1
1
6
1
1
6
1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
4.0
4.0
4.5
4.0
4.5
9.0
5.5
6.0
9.0
5.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1600.
2075.
5100.
300.
3500.
4500.
5000.
500.
300.
5000.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0
0
0
0
0
0
0
0
0
0
0.0
2.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0
0
0
0
0
0
g
0
0
0
.015
.015
.015
.004
.015
.016
0154
.015
.015
.034
0.0
0.0
0.0
0.0
0.0
3.0
0.0
0.0
3.0
0.0
0.0
0.0
0.0
0.0
0.0
3.0
0.0
0.0
3.0
0.0
62310
80608
81009
81309
82309
10206
10309
15009
16009
16109
,2 0.0 0.0
130.0 117.5 0.0 0.0
155.0 112.3 0.0 0.0
100.0 69.
111.0 101.
125.0 111.
t 0.0 0.0
6 0.0 0.0
5 0.0 0.0
120.0 102.0 0.0 0.0
125.0 102.8 0.0 0.0
» OFF-LINE PUHP
« IPTYP NJUNCJ NJUNC2 PRATE1 - PRATE3 VRATE1
HI 1 82310 15009 5.0 10.0 20.0 200.0 600.0
II 10208 1
Jl 1
Kl 3
K2 82309 60406 61009
K3 0.0 0.0 0.0 0.0
K3 0.25 40.0 45.0 50.0
K3 3.0 40.0 45.0 50.0
K3 3.25 0.0 0.0 0.0
K3 12.0 0.0 0.0 0.0
fENDPROGRAM
VRATE3 VWELL
1200.0 60.0
92
-------
Table 3-12. Partial Output for Example 6.
ENVIRONMENTAL PROTECTION AGENCY tut EXTENOrO TRANSPORT PROGRAM UU
NASHINGTON, D.C. tttt tttt
tut ANALYSIS MODULE UU
EITRAN USER'S MANUAL EXAMPLE 6
OFF-LINE PUMP STATION AT JUNCTION 82310 FROM FI6URE 3-6
HATER RESOURCES DIVISION
CAMP DRESSER t NCKEE INC.
AKNANDALE, VIRGINIA
JUNCTION
NUMBER
80408
82310
60608
81009
B1309
82309
10208
10309
15009
16009
16109
6ROUND
ELEVATION
(FT)
138.00
155.00
135.00
137.00
130.00
155.00
100.00
in. oo
125.00
120.00
125.00
' S U M H A R Y
UPPERMOST
PIPE CROHN
ELEVATION
(FT)
128.60
116.30
122.30
132.70
122.00
118.50
98.90
110.60
117.00
111.00
108.80
STATIST
MAXIMUM
COMPUTED
DEPTH
(FT)
13.33
0.00
16.70
3.46
2.89
20.15
2.62
2.97
2.98
3.08
2.87
I C S FOR
TIDE
OF
OCCURENCE
HR. KIN.
0 39
0 0
0 40
0 29
0 56
0 41
I 34
1 36
1 19
1 27
1 30
JUNCTIONS
FEET DF
SURCHARSE
AT MAX.
DEPTH
9.33
0.00
12.70
0.00
0.00
13.95
0.00
0.00
0.00
0.00
0.00
FEET MAX.
DEPTH IS
BELCH GROUND
ELEVATION
0.07
HIM
0.00
5.34
9.61
22.55
7.48
6.43
10.52
14.92
19.33
LEN6TH
OF
SURCHARGE
(KIN)
143.0
0.0
15!. 0
0.0
0.0
157.7
0.0
0.0
0.0
0.0
0.0
ENVIRONHENTAL PROTECTION ftBENCY
NASHINSTON, D.C.
ttU EXTENDED TRANSPORT PROSRAH tttt
tttt tttt
tttf ANALYSIS MODULE tltl
EITRAN USER'S MANUAL E!AMPLE 6
OFF-LINE PUMP STATION AT JUNCTION 82310 FROH FIGURE 3-6
HATER RESOURCES DIVISION
CAMP DRESSER V MCKEE INC.
ANNANJALE, VIRBINIA
CONDUIT
NUMBER
8040
6060
8100
6061
6130
1030
1570
1600
1630
1602
1 1 ) > )
DESIGN
FLOW
(CFS)
73.6
53.3
78.1
0.0
70.4
3028.4
123.6
146.8
2313.3
43.4
1 1 1 1 I f
DESIGN
VELOCITY
(FPS)
5.9
4.2
4.9
0.0
4.4
12.5
5.2
5.2
9.5
2.2
' S U M H
CONDUIT
VERTICAL
DEPTH
(IN)
48.0
48.0
54.0
48.0
54.0
108.0
66.0
72.0
108.0
60.0
A R Y 5 T A
MAXIMUM
COMPUTED
FLOK
(CFS)
45.4
51.7
57.3
116.7
52.4
135.4
70.6
65.4
135.5
65.5
T I ST I
TIME
OF
OCCURENCE
HR. KIN.
0 40
0 28
0 42
3 10
0 59
1 34
1 19
0 54
1 24
0 48
C S F 0 R
MAXIMUM
COMPUTED
VELOCITY
(FPS)
6.0
5.2
5.5
14.3
4.9
5.7
5.3
5.0
5.5
3.7
CON
DU I
TIME
OF
OCCURENCE
HR.
0
0
0
3
0
1
3
0
0
0
KIN.
13
25
38
10
55
35
10
37
47
46
T S ' ' ' '
RATIO OF
MAX. TO
DESISN
FLO*
0.6
1.0
0.7
0.0
0.7
0.0
0.6
0.4
0.1
1.5
MAXIMUM
INVERT AT
UPSTREAM
(FT)
13.33
16.70
3.46
20.15
2.89
2.97
2'. 98
2.87
3.08
20.15
DEPTH ABOVE
CONDUIT ENDS
DOKNSTREAH
(FT)
16.70
17.95
2.69
ttttt
2. 98
2.62
3.08'
3.08
2.97
2.87
93
-------
* V
Free
Outfall
vo
1630
1600
1570
0060
0130
' V
/
Bl)4U
0100
Figure 3-7. In-line Pump (Stage Activated) at Junction 82309.
-------
SW 1 0 0 Table 3-13. Input Data for Example 7.
MM 3 10 11 12
tEXTRAN
Al 'EXTRAN USER"S MANUAL EXAMPLE 7'
Al ' IN-LINE PUMP STATION AT JUNCTION 82309 FROM FIGURE 3-7'
» NTCYC DELT TZERO NSTART INTER JNTER REDO
Bl 1440 20.0 0.0 45 45 45 0
* METRIC NEQUAL AMEN ITMAX SURTOL
B2 0 0 0.0 30 0.05
t NHPRT NQPRT NPLT LPLT NJSW
B3 6 6 6 6 3
* PRINT HEADS
B4 80608 16009 16109 15009 82309 80408
» PRINT FLOWS
B5 1030 1630 1600 1602 1570 8130
* PLOT HEADS
B6 80608 16009 16109 15009 82309 B040B
* PLOT FLOWS
B7 1030 1630 1600 1602 1570 8130
1
Cl
Cl
Cl
Cl
Cl
Cl
Cl
Cl
Cl
t
Dl
Dl
Dl
Dl
Dl
Dl
Dl
Dl
Dl
Dl
CONDUIT DATA
8040 80408 80608 0.0 1 0.0 4.0
B060 80608 B2309 0.0 1 0.0 4.0
B100 81009 B1309 0.0 1 0.0 4.5
6130 B1309 15009 0.0 1 0.0 4.5
1030 10309 10208 0.0 6 0.0 9.0
1570 15009 16009 0.0 1 0.0 5.5
1600 16009 16109 0.0 1 0.0 6.0
1630 16009 10309 0.0 6 0.0 9.0
1602 82309 16109 0.0 1 0.0 5.0
JUNCTION DATA
B040B 138. 0 124.6 0.0 0.0
80608 135.0 118.3 0.0 0.0
B1009 137.0 128. 2 0.0 0.0
81309 130.0 117.5 0.0 0.0
82309 155.0 112.3 0.0 0.0
10208 100.0 89.9 0.0 0.0
10309 111.0 101.6 0.0 0.0
15009 125.0 111.5 0.0 0.0
16009 120.0 102.0 0.0 0.0
16109 125.0 102.8 0.0 0.0
0.
0.
0.
0.
0.
0.
0.
0.
0.
0
0
0
0
0
0
0
0
0
» IPTYP NJUNC1 NJUNC2 PRATE1 - PRATE3
HI
2 82309 15009 5.0 10.0 20
.0
1800.
2075.
5100.
3500.
4500.
5000.
500.
300.
5000.
VRATE1
B.O
0
0
0
0
0
0
0
0
0
.0
.0
.0
.0
.0
.0
.0
.0
.0
0.0
2.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0
0
0
0
0
.
0
0
0
VRATE3
25.0
0.
0
.015
.015
.015
.015
.016
0154
.015
.015
.034
0.0
0.0
0.0
0.0
3.0
0.0
0.0
3.0
0.0
0.0
0.0
0.0
0.0
3.0
0.0
0.0
3.0
0.0
VWELL
0
.0
II 10208 1
Jl 1
Kl 3
K2 82309 80408 81009
K3 0.0 0.0 0.0 0.0
K3 0.25 40.0 45.0 50.0
K3 3.0 40.0 45.0 50.0
K3 3.25 0.0 0.0 0.0
K3 12.0 0.0 0.0 0.0
$ENDPROBRAM
95
-------
Table 3-14. Partial Output for Example 7.
PROTECTION AGDCY
NASHINSTOK, O.L
tut EXTEMED TRANSPORT PROGRAM tttt
tut tut
tttt AWLYSIS IODULE Wt
EXTRAN USER'S HANML EXMFU 7
IN-LINE IW STATION AT JUCTIW 82309 FRW FI6URE 3-7
HATER RESOICS DIVISION
CMP DRESSER t IOEE 1C.
AMHAMDALE, VIRSINIA
JUNCTION
(USER
80406
80408
81009
B1309
62309
10206
10309
15009
16009
16109
6RQUND
El£VATION
(FT)
138.00
135.00
137.00
130.00
155.00
100.00
111.00
125.00
120.00
125.00
ENVIRBieiTM. PROTECTION A6DCY
MASHINSTON, D.C.
EXTRAN USER'S KWJAL EXAMPLE 7
IN-UNE PUf STATION AT JUNCTION
CONDUIT
(USER
6040
B060
6100
8130
1030
1570
1600
1630
1602
DESI8N
FLO*
. (ffSl
73.6
53.3
78.1
70.6
3026.4
123.6
146.6
2313.3
43.4
DESIEN
\axrn
(fPS)
5.9
4.2
4.9
4.4
12.5
5.2
5.2
9.5
2.2
Sunn AR
UPPERWST
PIPE CROW
ELEVATION
(FT)
126.60
122.30
132.70
122.00
116.50
99.90
110.60
117.00
111.00
106.80
Y STATISTICS FDH J
flMIfUl THE
OJfUTED OF
DEPTH OCCURENCE
(FT) *. HIN.
13.40
16.70
3.43
3.17
20.91
2.57
2.92
2.75
3.03
2.91
0
0
0
0
0
1
1
1
1
0
32
32
28
53
33
35
35
21
27
36
tUt EXTENDED TRANSPORT PfflGR*
tttt
tUt ANALYSIS SHJLE
62309 FROH FISURE 3-7
SUHHARV STATISTIC
COfflUIT KUIIVI TIK£
VERTICAL ornne OF
8EPTH
(IN)
48.0
46.0
54.0
54.0
106.0
66.0
72.0
106.0
60.0
FLON
(CFS)
4t>.3
52.0
59.4
53.4
128.5
61.9
70.5
12B.B
67.2
OCCURENCE
HR.
0
0
0
1
1
1
0
1
0
KIN.
33
25
41
3
35
21
39
25
37
5 t UK
IHXINjn
OmiTED
1GDCITY
(FPSI
6.0
5.2
5.5
5.0
5.7
4.9
5.9
5.3
3.9
U H U 1 J UH
FEET OF
SUROMRSE
AT MI.
DEPTH
9.40
12.70
0.00
0.00
14.71
0.00
0.00
0.00
0.00
0.00
tttt
utt
mt
CONDUIT
nie
OF
COURBG
W.
0
0
0
0
1
1
0
0
0
HIN.
13
23
36
54
34
20
36
45
27
FEETHAJ.
DEPTH IS
BELWBROK1
ELEVATION
0.00
0.00
5.37
9.33
21.79
7.53
6.48
10.75
14.97
19.29
LENGTH
OF
SURDWSE
miKi
152.0
156.7
0.0
0.0
165.7
0.0
0.0
0.0
0.0
0.0
HATER RESOURCES DIVISION
CAT DRESSER I KKEE INC.
OMMNDALE, VIRSINIA
RATIO OF
mi. TO
DESIGN
FUM
0.6
1.0
0.8
0.6
0.0
0.5
0.5
0.1
1.5
HAIINUH DEPTH ABOVE
INVERT AT CONDUIT ENK
UPSTREAM
(FT)
13.40
16.70
3.43
3.17
2.92
2.75
2.91
3.03
20.91
DOHNSTKAH
ffT)
16.70
16.71
3.17
2.75
2.57
3.03
3.03
2.92
2.91
96
-------
30001
30002
30003
30083
Figure 3-8. Schematic for Example 8.
97
-------
Table 3-15. Input Data for Example 8, Generation of Hot Start File.
sw i o o
MM 3 1O 11 12
* MUST SAVE NSCRAT2 FOR FUTURE HOT START.
3 11 'EX8.HOT'
SEXTRAN
Al 'EXTRAN EXAMPLE SHOWING MOST CONDUIT TYPES. USER"S MANUAL EXAMPLE 8.'
Al 'GENERATE HOT START FILE HERE TO BET INITIAL 20 CFS IN NATURAL CHANNELS.'
* RUN FOR 1 HR TO USE AS HOT START FOR NEXT RUN.
* NTCVC DELT T2ERO NSTART INTER JNTER REDO
Bl ISO 2O.O O.O & 12 6 2
* METRIC NEQUAL AMEN ITMAX SURTOL
B2 O O O.O 3O O.O5
B3 1O 9 2 2 3
B4 30OO1 3OOO2 3OO03 3OOO4 3OOO5 3OOO& 3OOQ7 3OO81 30082 30083
B5 1OOO1 1OOO2 1OOO3 1OOO4 1OOO5 IOOO7 1OOO6 10081 1OO82
B& 3OO81 3OOS2
B7 1O061 1OO82
* CONDUIT DATA
* NCOND NJUNC1 NJUNC2 Q AFULL DEEP LEN ZP1 ZP2 STHETA
* NKLASS WIDE ROUGH SPHI
Cl 1OOO1 30OOJ 30OO2 O.O 1 O.O 3.O O.O 51O. O.O O.O O.O15 0.0 O.O
Cl 1OOO2 3OOO2 3OOO3 O.O 2 0.0 3.0 3.5 52O. O.O O.O 0.015 0.0 O.O
* GEOMETRIC PROPERTIES OF HORSESHOE, ESG AND BASKET-HANDLE ARE IN
« SECTION 6 OF MAIN SWUM MANUAL.
Cl 10003 3OO03 3OOO6 O.O 3 13.26 4.O 4.0 S3O. O.O O.O O.015 O.O O.O
Cl 1OOO4 30OO4 3OOOS O.O 4 B. 17 4.O 2.67 54O. O.O O.O O.015 0.0 O.O
Cl 1OOO5 3OOO5 3OOO6 O.O 5 12.58 4.O 3.78 55O. O.O 1.0 O.015 0.0 O.O
Cl 1OO07 3OOO7 3OOO6 O.O 7 O.O 3.O 4.O 57O. O.O 2.O O.01B 0.0 O.O
Cl 1OOO6 3OOO& 3OOB1 O.O 6 O.O 5.0 8.0 56O. O.O 0.0 0.020 0.25 0.25
Cl 1OO81 3OOBI 30O82 2O. 8 O.O 5.0 O.O 10OO. O.O 0.0 0,001 91 O.O
Cl 10O82 3OOB2 3OOB3 20. 8 O.O 5.0 O.O 1OOO. O.O 0.0 0.002 92 O.O
* DATA FOR IRREGULAR (NATURAL CHANNEL) CROSS-SECTIONS
* XML XNR XNCH
C2 O.O4 O.O4 O.O4
* SECNO NUMST STCHL STCHR XLOBL XLOPR LEN PXCECR PSXECE
C3 91 6 SO.O 11O.O 0.0 O.O IOOO. 0.0 799.0
* ELI STA1 EL2 STA2 EL3 STA3 EL4 STA4 ELS STA5
C4 5.0 O.O 4.O SO.O 1.0 55.0 O.O 1OO.O 3.O 11O.O
* EL6 STA6
C4 S.O 1SO.O
*
* OTHER NATURAL CHANNEL
C3 92 6 . 55.O 115.0 O.O O.O IOOO. O.O 798.0
C4 S.O O.O 4.5 5S.O O.O 6O.O 2.O 95.0 4.O 115.0
C4 6.O 16O.O
* JUNCTION DATA
* JUN GRELEV I OINST Y
Cl 3OOO1 610.O 8O2.0 O.C O.O
31 3OOO2 81O.O 8O1.O O.O O.O
Dl 3OOO3 81O.O BOO.5 O.O O.O
Dl 3OOO4 81O.O 8O2.5 O.O O.O
Dl 30OOS 81O.O 8O1.S O.C O.O
Dl 3OOO7 8O6.O 8O3.O O.O O.O
Dl 3OOO6 BO6.O 8OO.O O.O O.O
« INPUT 2O CFS AT BEGINNING OF NATURAL CHANNELS (E.G.. RECEIVING STREAM)
Dl 3OO81 8O6.O 799.O 2O. O.O
Dl 3OO82 8O6.O 798.0 O.O O.O
« INPUT INITIAL HEAD OF 2 FT TO CORRESPOND TO CONTSANT HEAD AT 3OO83
Dl 3OO83 8O6.O 796.O O.O 2.O
t FREE OUTFALL TO CONSTANT HEAD AT DOWNSTREAM END
II 30OS3 1
JI 2
J2 798.O
* INPUT HYDROGRAPHS AT THREE UPSTREAM ENDS OF SEWERS
Kl 3
K2 3OOO1 3OOO4 3OOO7
* FEED IN ZERO FLOWS FOR HOT START FILE CREATION.
* JUST USE CONSTANT INFLOW OF 2O CFS AT JUNCTION 30081.
-------
Table 3-16. Partial Output Example.8, Generation of Hot Start File.
ENVIRONS PROTECTION AGENCY .... EXTENDED TRANSPORT PROSRU .... ™'
NASHIN6TON, D.C. ^ ftKALYSIS KOOULE »»» ANNANDALE, VIRGINIA
EITRAN EXAMPLE SHtWINB HOST CONDUIT TYPES. USER'S MANUAL EXAMPLE B.
6ENERATE HOT STftRT FILE HERE TO BET INITIAL 20 CFS IN NATURAL CHANNELS.
0 INTEGRATION CYCLES 180
0 LEHBTH OF INTE6RATIOK STEP IS 20. SECONDS
0 DO NOT CREATE EQUIVALENT PIPES.
0 USE U.S. CUSTOKARY UNITS FOR I/O.
0 PRINTIN6 STARTS IN CYCLE 6
INTERMEDIATE PRINTOUT INTERVALS OF. 12 CYCLES
SUMMARY PRINTOUT INTERVALS OF 6 CYCLES
HOT START FILE MANIPULATION 2
0 INITIAL TIME 0.00 HOURS
0 ITERATION VARIABLES: ITMftX.... 30
SURTOL 0.050
NJSK INPUT HYDR06RAPH JUNCTIONS 3
PRINTED OUTPUT FOR THE FOLLON1NB 10 JUNCTIONS
30001 30002 30003 30004 30005 3000b 30007 30081 30082 30083
PRINTED OUTPUT FOR THE FOLUWIN6 9 CONDUITS
10001 10002 10003 10004 10005 10007 10006 10081 10082
HATER SURFACE ELEVATIONS HILL BE PLOTTED FOR THE FOLLOWING 2 JUNCTIONS
30081 30082
FLOM RATE HILL BE PLOTTED FOR THE FOLLOWS 2 CONDUITS
10081 10082
99
-------
I t t I t I I I t ( M I t I TIHE HI
STORY OF FLOW AND VELOCITY
BICFS), VEL(FPS), TOTftL(CUBIC FEET)
I t t t t I t * t t t t I t t
TIDE
HRiHIN
0: 2
0: 4
0: 6
0: 8
0:10
0:12
0:14
OiU
OilS
0:20
0:22
0:24
0:26
0:28
0:30
0:32
0:34
0:36
0:38
0:40
Ot42
0:44
0:46
0:48
0:50
0:52
0:54
0:56
0:58
li 0
KEAN
MAXIKUH
HINiHUH
TOTAL
CONDUIT
FLOH
0.00
0.00
0.00
-1.29
-2.47
-2.26
-1.01
0.27
0.38
-0.40
-0.68
0.0?
0.90
0.77
0.32
0.21
0.51
0.76
0.72
0.56
0.40
0.27
0.20
0.16
0.15
0.12
0.08
0.05
0.0!
0.03
-0.04
0.94
-2.55
-1.41E+02
10006
VELOCITY
0.00
0.00
0.00
-0.23
-0.48
-0.44
-0.22
0.02
0.08
-0.04
-0.12
-0.01
0.14
0.14
0.07
0.03
0.08
0.14
0.14
0.12
0.09
0.06
0.04
0.04
0.03
0.03
0.02
0.01
0.01
0.01
-0.01
0.16
-0.50
CONDUIT
FLW
0.00
0.00
0.00
B.24
10.11
31.92
13.84
15.71
17.76
19.44
20.70
21.SO
22.75
23.75
24.46
24.80
24.97
25.17
25.21
24.32
23.32
22,55
21.96
21.51
21.17
20.91
20.71
20.55
20.42
20.32
18.07
25.22
0.00
6.51E+04
10081
VELOCITY
0.00
0.00
0.00
0.73
0.79
O.B4
0.87
0.90
0.93
0.94
0.94
0.94
0.93
0.93
0.92
0.90
0.88
0.87
0.85
0.82
0.77
0.74
0.71
0.69
0.67
0.66
0.65
0.64
0.64
0.63
0.72
0.94
0.00
CONDUIT
FLOti
0.00
0.00
0.00
0.01
0.05
0.13
0.36
0.68
1.18
1.85
2.63
3.65
4.70
5.88
7.20
8.50
9.77
11.15
12.46
13.65
14.65
15.47
16.21
16.84
17.36
17.78
18.13
18.43
18.67
18.87
8.28
18.87
0.00
2.9BE+04
10082
VELOCITY
0.00
0.00
0.00
0.00
0.00
0.01
0.02
0.04
0.06
0.10
0.14
0.1B
0.23
0.26
0.33
0.38
0.43
0.48
0.53
0.57
0.60
0.63
0.65
0.67
0.69
0.70
0.71
0.72
0.73
0.73
0.35
1.43
0.00
100
-------
Table 3-17. Input Data for Example 8. Use of Hot Sta.rt File.
sw i o o
MM 3 10 H 12
* USE HOTSTART FILE FOR INITIAL CONDITIONS OF 20 CFS IN NATURAL CHANNELS
3 11 'EXB.HOT'
*EXTRAN
Al 'EXTRAN EXAMPLE SHOWING MOST CONDUIT TYPES. USER"S MANUAL EXAMPLE 8. •
Al 'USE HOT START FILE FOR INITIAL 2O CFS IN TWO NATURAL CHANNELS.'
* NTCYC DELT TZERO NSTART INTGER JNTER REDO
Bi 36O 2O. O O.O 6 12 fa 1
* METRIC NEQUAL AMEN I TMAX SURTOL
E2 0 0 0.0 30 0.05
B3 1C> 9 5 6 3
B4 3OOO1 3OO02 3OOO3 3OOO4 30OO5 3OOO6 30O07 30OB1 30OB2 3OO83
B5 1OOO1 10O02 10003 1OOO4 1OO05 1OOO7 1OO06 10OB1 1OOB2
B6 3O003 30O05 30006 3OOB1 30O82
B7 1O002 10O05 1OOO6 1OOO7 10O81 1OOS2
* CONDUIT DATA
* NCOND NJUNC1 NJUNC2 Q AFULL DEEP LEN 2PI 2P2 STHETA
* NKLASS WIDE ROUGH SPHI
Cl iOOOl 3OOO1 30002 O.O 1 O.O 3.O 0.0 510. O.O O.O 0.015 0.0 O.O
Cl 1OO02 3OOO2 3O003 O.O 2 O.O 3.O 3.5 520. O.O O.O O.015 O.O O.O
* GEOMETRIC PROPERTIES OF HORSESHOE, EGG AND BASKET-HANDLE ARE IN
* SECTION 6 OF MAIN SWMM MANUAL.
Cl 1OOO3 3OOO3 3OOO6 O.O 3 13.26 4. 0 4.0 530. O.O O.O O.O15 O.O O.O
Cl 1OOO4 3OOO4 3O003 O.O 4 B.17 4.O 2.67 54O. O.O O.O O.O15 O.O O.O
Cl 1OOO5 3OOO5 30006 O.O 5 12.58 4.0 3.78 550. O.O 1.0 O.015 O.O O.O
Cl IOOO7 3OO07 300O6 O.O 7 O.O 3.O 4.O 570. O.O 2.O O.01B O.O 0.0
Cl 1OOO6 30OO
-------
Table 3-18. Partial Output for Example 8, Use of Hot Start File.
ENVIRONMENTAL PROTECTION AGENCY MM EXTENDED TRANSPORT PROGRAM MM WATER RESOURCES DIVISION
WASHINGTON, B.C. MM MM CAHP DRESSER k HCKEE INC.
MM ANALYSIS MODULE MM ANNAHDALE, VIRGINIA
EITRAN EXAMPLE SHOVING HOST CONDUIT TYPES. USER'S MANUAL EIAKPLE 8.
USE HOT START FILE FOR INITIAL 20 CFS IN TMO NATURAL CHANNELS.
0 INTEGRATION CYCLES 340
0 LENGTH OF INTEGRATION STEP IS 20. SECONDS
0 DO NOT CREATE EQUIVALENT PIPES.
0 USE U.S. CUSTOHARY UNITS FOR I/O.
0 PRINTING STARTS IN CYCLE 6
INTERMEDIATE PRINTOUT INTERVALS OF. 12 CYCLES
SUMMARY PRINTOUT INTERVALS OF 6 CYCLES
HOT START FILE MANIPULATION 1
0 INITIAL TIME 0.00 HOURS
0 ITERATION VARIABLES: I THAI 30
SURTOL 0.050
NJSW INPUT KYMOGRAPH JUNCTIONS 3
PRINTED OUTPUT FOR THE FOLLOWING 10 JUNCTIONS
30001 30002 30003 30004 30005 30006 30007 30081 300B2 IOOBJ
PRINTED OUTPUT FOR THE FOLLOWING 9 CONDUITS
10001 10002 10003 10004 10005 10007 10006 10081 10082
HATER SURFACE ELEVATIONS HILL BE PLOTTED FOR THE FOLLOWINE 5 JUNCTIONS
30003 30005 30006 300B1 300B2
ROM RATE HILL BE PLOTTED FOR THE FOLLOWING 6 CONDUITS
10002 10005 10006 10007 10061 100B2
102
-------
ENVIRONMENTAL PROTECTION AGENCY
HASHIK6TON, O.C.
till EXTENDED TRANSPORT PR06RAN till
mi im
mi ANALYSIS MODULE till
EITRAN EXAMPLE SHON1N6 HOST CONDUIT TYPES. USER'S HANUAL EXAMPLE B.
USE HOT START FILE FOR INITIAL 20 CFS IN TNO NATURAL CHANNELS.
HATER RESOURCES DIVISION
CAMP DRESSER I MCKEE INC.
ANNANDALE, VIRGINIA
NATURAL CROSS-SECTION INFORMATION FOR CHANNEL 10081
ssssssssgsassss=ssssssssassssssss«sc«=acasssr»Kg«css
CROSS-SECTION ID (FROM XI CARD) I ?1.0
LEN6TH : 1000.0 FT
SLOPE » 0.0010 FT/FT
MANNING N : 50.000 TO STATION 315.0
• : 1.361 IN MAIN CHANNEL
• ' i 0.040 BEYOND STATION 110.0
MAXIMUM ELEVATION
MAXIMUM DEPTH
HAXIHUH SECTION AREA
HAXINUN HYDRAULIC RADIUS
MAX TOPHIDTH
604.00 FT.
0.00 FT.
0.04 SQ. FT.
i 150.00 FT.
CROSS-SECTION POINTS
THE FOLLOWING 6 STATIONS HERE READ AND ADJUSTED 799.000 FT VERTICALLY AND HORIZONTALLY BY A RATIO OF 1.000
ELEVATION STATION
FT FT
804.00
804.00
0.00
150.00
ELEVATION STATION
FT FT
603.00
0.00
50.00
0.00
ELEVATION STATION
FT FT
600.00
0.00
55.00
0.00
ELEVATION STATION
FT FT
799.00
0.00
100.00
0.00
ELEVATION STATION
FT FT
802.00
0.00
110.00
0.00.
POINT HYDRAULIC
MO. RADIUS
AREA TOPHIDTH
CROSS-SECTION DIHENSIONLESS CURVES
POINT HYDRAULIC
NO. RADIUS
AREA TOPHIDTH
POINT HYDRAULIC
NO. RADIUS
AREA TOPMIDTH
i
2
3
4
5
6
7
B
9
0.0000
0.0297
0.0593
O.OB90
0.1 186
0.1483
0.2053
0.2616
0.3173
0.0000
0.0031
0.0123
C.0276
0.0491
0.0767
0.1077
0.1394
0.1716
0.0644
0.0644
0.1289
0.1933
0.2578
0.3222
0.32B9
0.3356
0.3422
10
11
12
13
14
15
16
17
18
0.3723
0.4266
0.4806
0.5339
0.5866
0.6387
0.6904
0.7429
0.7907
0.2045
0.23B1
0.2723
0.3071
0.3425
0.3786
0.4153
0.4536
0.4949
0.3489
0.3556
0.3622
0.36S9
0.3756
0.3822
0.3889
0.4178
0.4467
19
20
21
22
23
24
25
26
O.B349
0.8762
0.9150
0.9473
0.96*0
0.9834
0.9931
1.0000
0.5388
0.5B55
0.6349
0.6902
0.7543
O.B273
0.9092
1.0000
0.47S6
0.5044
O.S333
0.6267
0.7200
0.6133
0.9067
1.0000
103
-------
ENVIROW1ENTAL PROTECTION A6EMCY
NASHINETON, O.C.
MM EXTENDED TRANSPORT PR06RAH tilt
till (*"
MM ANALYSIS MODULE MM
ESTRAN EXAMPLE SHOMINE HOST CONDUIT TYPES. USER'S MANUAL EXAMPLE B.
USE HOT START FILE FOR INITIAL 20 CFS IN TWO NATURAL CHANNELS.
HATER RESOURCES DIVISION
CAHP DRESSER It MCKE INC.
ANNANDALE, VIREIKIA
NATURAL CROSS-SECTION INFORMATION FOR CHANNEL 10082
-rT~~~-~T:rr—f~,~f~~frr-~-~f^~~-ffmsfms^*ffffICmmS*
CROSS-SECTION ID (FRQK XI CARD) I 92.0
LENGTH : J000.0 FT
SLOPE : 0.0020 FT/FT
NANN1N6 N : 55.000 TO STATION 218.7
• ' t 2.954 IN MAIN CHANNEL
- ' t 0.040 BEYOND STATION 115.0
MAXIMUM ELEVATION :
HAXINUH DEPTH :
MAXIMUM SECTION AREA t
MX1HUH HYDRAULIC RADIUS t
MAX TOPNIDTH I
80!.00
0.00
0.04 SB.
FT.
FT.
FT.
1J7.50 FT.
CROSS-SECTION POINTS
THE FOLLOWS 6 STATIONS HERE READ AM) ADJUSTED 798.000 FT VERTICALLY AND HORIZONTALLY Bt A RATIO OF 1.000
ELEVATION STATION
FT FT
803.00
804.00
0.00
160.00
ELEVATION STATION
FT FT
802.50
0.00
55.00
0.00
ELEVATION STATION
FT FT
798.00
0.00
60.00
0.00
ELEVATION STATION
FT FT
800.00
0.00
95.00
D.OO
ELEVATION STATION
FT FT
802.00
0.00
115.00
0.00
POINT HYDRAULIC
NO. RADIUS
AREA TOPMIDTH
CROSS-SECTION DIHENSIONLESS CURVES
POINT HYDRAULIC
NO. RADIUS
AREA
TOPNIDTH
POINT HYDRAULIC
NO. RADIUS
AREA TOPHIDTH
1
2
3
4
5
6
7
8
»
0.0000
0.0333
9.0MS
0.0998
0.1330
0.1663
0.1995
0.2328
0.2661
0.0000
0.0017
0.0068
0.0153
0.0272
0.0425
0.0613
0.0834
0.1089
0.0271
0.0271
0.0541
0.0612
C.I 083
0.1354
0.1624
0.1895
0.2166
10
11
12
13
14
15
16
17
18
0.2993
0.3326
0.3952
0.4544
0.5110
O.S6S4
0.6181
0.6693
0.7191
0.1378
0.1702
0.2052
0.242?
0.2814
0.3225
0.3657
0.4109
0.4582
0.2436
0.2707
0.286"
0.3030
0.3192
0.3354
0.3515
0.3677
0.3838
19
20
21
22
23
24
25
26
0.7678
0.8154
0.8621
0.9124
0.95B1
0.9969
1.0084
1.0000
0.5074
0.5587
0.6121
0.6486
0.7294
0.7970
0.8864
1.0000
0.4000
0.4162
0.4323
0.4667
0.5010
0.6145
0.8073
1.0000
104
-------
ENVIRONMENTAL PROTECTION AEENCY
HASHIN6TON, D.C.
till EXTENDED TRANSPORT PROBRAH till
itu iw
tilt ANALYSIS NODULE lltt
EXTRAN EXAMPLE SHONIN6 HOST CONDUIT TYPES. USER'S MANUAL EXAMPLE 8.
USE HOT START FILE FOR INITIAL 20 CFS IN TUO NATURAL CHANNELS.
CONDUIT LEMSTH CLASS
AREA HANNIN6
MAX WIDTH
(FT)
3.00
3.50
4.00
2.67
3.78
4.00
8.00
150.00
137.50
tttl EXTENDED TRANSPORT PR06RAH
Mil
tttl ANALYSIS MODULE
EXTRAN EXAMPLE SHOWING HOST CONDUIT TYPES. USER'S MANUAL EXAMPLE 8.
USE HOT START FILE FOR INITIAL 20 CFS IX THO NATURAL CHANNELS.
1
2
3
4
5
6
7
8
9
NUMBER
10001
10002
10003
10004
10005
10007
10006
10081
10082
IFT)
510.
520.
530.
540.
550.
570.
560.
1000.
1000.
1
2
3
4
5
7
6
8
8
(SB FT)
7.07
10.50
13.26
8.17
12.58
8.00
46.25
315.00
218.75
COEF.
0.015
0.015
0.015
0.015
0.015
0.018
0.020
0.040
0.040
ENVIRONMENTAL PROTECTION AGENCY
UASHIN6TON, J.C.
1
2
3
4
5
6
7
8
1
10
JUNCTION
NUMBER
30001
30002
30003
30004
30005
30007
30006
30081
30082
30083
GROUND
ELEV.
810.00
810.00
810.00
810.00
810.00
606.00
806.00
806.00
806.00
806.00
CROMN
ELEV.
805.00
804.00
804.50
806.50
805.50
806.00
805.00
804.00
803.00
801.00
INVERT
ELEV.
802.00
601.00
800.50
802.50
801.50
803.00
800.00
799.00
79B.OO
796.00
BINS!
CFS
0.00
0.00
0.00
0.00
0.00
0.00
0.00
20.00
0.00
0.00
DEPTH
FEET
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2.00
HATER RESOURCES DIVISION
CAMP DRESSER t HCKEE INC.
ANNANDALE, VIRGINIA
DEPTH
(FT)
3.00
3.00
4.00
4.00
4.00
3.00
5.00
5.00
5.00
JUNCTIONS
AT ENDS
30001
30002
30003
30004
30005
30007
30006
30081
30082
30002
30003
30006
30005
30006
30006
30081
30082
30083-
INVERT HE16HT
ABOVE JUNCTIONS
0.
0.
0.
0.
0.
0.
0.
0.
0.
00
00
00
00
00
00
00
00
00
0.00
0.00
0.00
0.00
1.00
2.00
0.00
0.00
0.00
TRAPEZOID
SIDE SLOPE
0.25 0.25
tttl HATER RESOURCES DIVISION
Ittt CAMP DRESSER k HCKEE INC.
till ANNANDALE, VIRGINIA
CONNECTING CONDUITS
10001
10001 10002
10002 10003
10004
10004 10005
10007
10003 10005 10007 10006
10006 10081
10081 10082
10082
FREE OUTFALL DATA
FREE OUTFALL JUNCTION
30083 HAS BOUNDARY CONDITION NUMBER 1 ON DATA GROUP Jl.
ENVIRONMENTAL PROTECTION AGENCY
WASHINGTON, D.C.
Ittl EXTENDED TRANSPORT PROGRAM Mil
till till
MM ANALYSIS MODULE Mil
EXTRAN EXAMPLE SHOVING HOST CONDUIT TYPES. USER'S MANUAL EXAMPLE 8.
USE HOT START FILE FOR INITIAL 20 CFS IN TNO NATURAL CHANNELS.
MTER RESOURCES DIVISION
CAMP DRESSER t HCKEE INC.
ANNANDALE, VIRGINIA
INTERNAL CONNECTIVITY INFORMATION
CONDUIT JUNCTION JUNCTION
90010 30083 0
OOUTFLOM CONTROL HATER SURFACE ELEVATION IS 796.00 FEET
105
-------
CONTINUITY BALANCE AT END OF RUN
INITIAL SYSTEM VOLUME
TOTAL SYSTEM INFUM VOLUME *
INFLOM + INITIAL VOLUME =
JUNCTION OUTFLWS ADO
STREET FLOOOIN6
JUNCTION OUTFLOH, FT3
30083 224814.95
TOTAL SYSTEM OUTFLON
VOLUME LEFT IN SYSTEM *
OUTROH * FINAL VOLUME *
ERROR IN CONTINUITY, PERCENT *
61009.U CD FT
237160.00 CD FT
288169.U CU FT
224814.95 CU FT
63317.12 CU FT
288132.28 CU FT
0.01
106
-------
ENVIRONMENTAL PROTECTION AGENCY tltt EXTENDED TRANSPORT PR06RAH MM HATER RESOURCES DIVISION
WASHINGTON, O.C. Mil till CANP DRESSER t KCKEE INC.
till ANALYSIS KOOULE till ANNANDALE, VIRE1NIA
EITRAN EJAHPLE SHOWING HOST CONDUIT TYPES. USER'S HANUAL EXAMPLE S.
USE HOT START FILE FOR INITIAL 20 CFS IN THO NATURAL CHANNELS.
0 I t I I I * I S I t I I I I I TINE HISTORY OF FLOU AND VELOCITY Itlllllltlllllt
Q(CFS), VEL(FPS), TOTAL (CUBIC FEET)
TINE
HR:NIN
0: 2
0: 4
0: 6
0: 8
0:1*
0:12
0:14
0:16
0:18
0:20
0:22
0:24
0:26
0:28
0:30
0:32
0:34
0:36
0:38
0:40
0:42
0:44
0:46
0:48
0:50
0:52
0:54
0:56
0:58
1: 0
i: 2
1: 4
1: 6
1: 8
1:10
CONDUIT
FLOW
0.04
0.11
0.27
0.89
2.56
5.15
8.58
12.69
16.74
20.32
23.61
26.78
29.85
32.85
35.84
38.40
39.08
38.16
36.60
34.73
32.70
30.61
28.49
26.35
24.19
22.04
19.91
17.76
15.58
13.49
11.48
9.52
7.63
5.91
4.4B
10006 CONDUIT
VELOCITY
0.01
0.02
0.05
0.15
0.42
0.79
1.20
1.63
1.99
2.26
2.48
2.66
2.82
2.97
3.11
3.23
3.25
3.19
3.09
2.98
2.86
2.75
2.63
2.51
2.38
2.25
2.12
1.97
1.81
1.65
1.48
1.30
1.11
0.91
0.74
FLO*
20.25
20.20
20.20
20.26
20.58
21.34
22.68
24.68
27.32
30.38
33.67
37.05
40.45
43.82
47.15
50.43
53.26
55.13
55.94
55.88
55. 18
54.02
52.55
50.88
49.06
47.16
45.21
43.24
41.23
39.20
37.20
35.24
33.32
31.46
29.71
100B1 CONDUIT
VELOCITY
0.63
0.63
0.62
0.62
0.63
0.64
0.67
0.70
0.75
0.80
0.84
0.8B
0.92
0.95
0.9B
1.01
1.02
1.03
1.02
1.00
0.98
0.96
0.93
0.91
0.8B
0.66
0.64
0.81
0.79
0.77
0.74
0.72
0.70
0.68
0.66
FLOW
19.03
19.17
19.29
19.40
19.52
19.68
19.93
20.35
21.00
21.91
23.11
24.69
26.59
28.74
31. OB
33.61
36.49
39.36
42.03
44.35
46.26
47.80
48.63
49.39
49.52
49.28
48.74
47.93
46.91
45.74
44.50
43.13
41.68
40.16
36.61
10082
VELOCITY
0.74
0.74
0.74
0.75
0.75
0.75
0.76
0.77
0.79
0.81
0.64
0.88
0.93
0.9B
1.04
1.10
1.16
1.22
1.28
1.33
1.36
1.40
1.42
1.43
1.43
1.43
1.42
1.41
1.39
1.37
1.34
1.32
1.29
1.26
1.22
107
-------
1:12
1:14
1:16
1:18
1:20
1:22
1:24
1:26
1:26
1:30
1:32
1:34
1:36
1:38
1:40
1:42
1:44
1:46
1:46
1:50
1:52
1:54
1:56
1:58
2: 0
MEAN
NAIIHUH
RIIIIUM
TOTAL
3.40
2.60
2.01
1.57
1.25
1.01
0.83
0.70
0.60
0.51
0.44
0.39
0.35
0.31
0.28
0.25
0.23
0.21
0.19
0.18
0.16
0.15
0.14
0.13
0.12
11.52
39.10
0.03
8.30E+04
0.59
0.47
0.38
0.31
0.25
0.21
0.17
0.15
0.13
0.11
0.10
0.09
O.OB
0.07
0.06
0.06
O.OS
0.05
0.04
0.04
0.04
0.03
0.03
0.03
0.03
1.17
3.25
0.01
28.13
26.75
25.56
24.57
23.75
23.08
22.53
22.08
21.72
21.43
21.19
21.00
20.84
20.71
20.61
20.53
20.45
20.40
20.35
20.31
20.28
20.25
20.22
20.20
20.18
31.54
56.00
20.18
2.27E+05
0.64
0.62
0.61
0.60
0.59
0.59
0.58
O.SB
0.58
0.58
O.SB
O.SB
0.58
0.59
0.59
0.59
0.59
O.S9
0.59
0.60
0.60
0.60
0.60
0.60
0.60
0.72
1.03
O.SB
37.04
35.50
34.01
32.69
31.46
30.31
29.25
28.27
27.37
26.57
25.64
2S.18
24.60
24.08
23.61
23.24
22.90
22.60
22.33
22.09
21.87
21.68
21.50
21.35
21.21
31.22
49.52
18.90
2.25E+05
1.19
.16
.12
.09
.06
.04
.01
0.99
0.96
0.94
0.92
0.91
0.69
0.88
0.87
0.86
0.85
0.84
0.83
0.82
O.B2
0.81
0.61
0.60
0.80
1.04
1.43
0.73
108
-------
COKOUIT
FLOH IN
CFS
56.000
I
I
I
I
I
48.000 -
1
1
I
1
I
I
1
I
I
40.000 -
1
I
1
i
I
1
1
1
1
32.000 -
1
1
. I
J
1
I
I
J
I
24.000
—IUU 1—
It III
t IJ
I I
I «
t I
tt
t
t
t
t
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t
t
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t
t
t
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t
t
t
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1
1
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it
It
t
tt
i
t
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it
t
i
it
i
it
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it
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it
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ttt
titt
III!!!
tttttltllltl
titttmtit
14.000 1-
0.0
0.2
*
0.4
.--I-.
0.6
0.8
1.0
-I-
1.4
-I-
'1.6
-1-
1.8
-1
2.0
CLOCK TltlE IN HOURS
CONDUIT NUKiER
LOCATION NO. ! 10081
10081
109
-------
SECTION 4
TIPS FOR TROUBLE-SHOOTING
INTRODUCTION
The preceding three chapters have described in detail the individual data
input elements for EXTRAN. Careful study of the data input instructions to-
gether with the example problems of the last section will go a long way in
answering the usual questions of "how to get started" in using a computerized
stormwater model as intricate as this one.
Obviously, it is not possible to anticipate all problems in advance and
therefore certain questions are bound to occur in the user's initial attempts
at application. The purpose of this section is to offer a set of guidelines
and recommendations for setting up EXTRAN which will help to reduce the number
of problem areas and thereby alleviate frequently encountered start-up pains.
Most difficulties in using the EXTRAN MODEL arise from three sources:
(l) improper selection of time step and incorrect specification of the total
simulation period; (2) incorrect print and plot control variables; and (3)
improper system connectivity in the model. These and other problems are dis-
cussed below:
STABILITY
Numerical stability constraints in the EXTRAN Model require that DELT,
the time-step, be no longer than the time it takes for a dynamic wave to tra-
vel the length of the shortest conduit in the transport system (equation 2-1).
A 10-second time-step is recommended for most wet-weather runs, while a 45-
second step may be used satisfactorily for most dry weather conditions. The
numerical stability criteria for the explicit finite-difference scheme used by
the model are discussed in Section 2.
Numerical instability in the EXTRAN Block is signaled by the occurrence
of the following hydraulic indicators:
i. Oscillations in flow and water surface elevation which are undampened
in time are sure signs of numerical instability. Certain combinations of pipe
and weir structures may cause temporary resonance, but this is normally short
lived. The unstable pipe usually is short relative to other adjacent pipes'
and may be subject to backwater created by a downstream weir. The correction
is a shorter time-step, a longer pipe length or combination of both. Neither
of these should be applied until a careful check of system connections on all
sides of the unstable pipe has been made as suggested below.
110
-------
2. A second indicator of numerical instability is a node which continues
to "dry up" on each time-step despite a constant or increasing inflow from
upstream sources. The cause usually is too large a time-step and excessive
discharges in adjacent downstream pipe elements which pull the upstream water
surface down. The problem is related to items (1) and (3) and may usually be
corrected by a smaller time-step.
3. Excessive velocities (over 20 ft/sec) and discharges which appear to
grow without limit at some point in the simulation run are manifestations of
an unstable pipe element in the transport system. The cause usually can be
traced to the first source above and the corrections are normally applied, as
suggested in item (1) above.
4. A large continuity error is a good indicator of either stability or
other problems. A continuity check, which sums the volumes of inflow, out-
flow, and storage at the end of the simulation, is found at the end of the
intermediary printout. If the continuity error exceeds + 10$, the user should
check the intermediate printout for pipes with zero flow or oscillating flow.
These could be caused by stability or an improperly connected system.
SURCHARGE
Systems in surcharge require a special iteration loop, allowing the ex-
plicit solution scheme to account for the rapid changes in flows and heads
during surcharge conditions. This iteration loop is controlled by two vari-
ables, ITMAX, the maximum number of iterations, and SURTOL, a fraction of the
flow through the surcharged area. It is recommended that ITMAX and SURTOL be
set initially at 30 and 0.05, respectively. The user can check the conver-
gence of the iteration loop by examining the number of iterations actually
required and the size of the net difference in the flows through the sur-
charged area, shown in the intermediate printout. These are significant since
the iterations end when either SURTOL times the average flow through the sur-
charged area is less than the flow differential discussed above, or when the
number of iterations exceeds ITMAX. If ITMAX is exceeded many times, leaving
relatively large flow differentials, the user should increase ITMAX to improve
the accuracy of the surcharge computation. If, on the other hand, the user
finds that most or all of the iterations do converge, he may decrease ITMAX or
increase SURTOL to decrease the run-time of the model and, consequently, the
cost. The user should also keep an eye on the continuity error to insure that
a large loss of water is not caused by the iterations.
In some large systems, more than one area may be in surcharge at the same
time. If this occurs and the flows in these areas differ appreciably, those
areas with the smallest flows may not converge, while areas with large flows
will. This is because both the tolerance and flow differential are computed
as sums of all flows in surcharge. It is possible, therefore,.to assume con-
vergence has occurred even when relatively large flow errors still exist in
surcharge areas with small flows. If the user suspects this situation exists
he/she can compute a flow differential for any particular surcharge area by
adding the differences between inflow to and outflow from each node in that
surcharge area. Such information can be found in the intermediary printout.
Ill
-------
Whenever the flow differential computed in this way is a significantly large
fraction of the average flow in this area, inaccurate results may be expected.
To correct this, SURTOL can be decreased until the flow differential for the
area in question decreases to a small value over time. It should be noted,
however, that large flow differentials for a short period of time are not
unusual providing they decrease to near or below the established tolerance for
most of the simulation.
SIMULATION LENGTH
The length of the simulation is defined by the product NTCYC x CELT (data
group B1 ), that is, the product of the number of time-steps and length of
time-step. This simulation period should be compatible with any inflow hydro-
graphs on the SVMM interface file or else an end-of-file message may be en-
countered and execution stops. If this happens, the earlier block may be run
again for a longer simulation time, or NTCYC may be reduced.
CONDUIT LENGTH
The length of all conduits in the transport system should be roughly
constant and no less than about 100 ft (30 m). This constraint may be diffi-
cult to meet in the vicinity of weirs and abrupt changes in pipe configura-
tions which must be represented in the model. However, the length of the
shortest conduit does directly determine the maximum time step and the number
of pipe elements, both ot. which in turn control the cost of simulation as
indicated in Section 2. The use of longer pipes should be facilitated through
use of equivalent sections and slopes in cases where significant changes in
pipe shape, cross sectional area and gradient must be represented in the
model. Bear in mind that very short, steep pipes have a negligible effect on
routing (since water is transported through them almost "instantaneously"
compared to the overall routing) and may ordinarily be omitted from the simu-
lation or aggregated with other pipes.
PRELIMINARY SYSTEM CHECK
Prior to a lengthy run of EXTRAN for a new system, a short test run of
perhaps five integration cycles should be made to confirm that the link-node
model is properly connected and correctly represents the prototype. This
check should be made on the echo of the input data, which show the connecting
links at each node. The geometric-hydraulic data for each pipe and junction
should also be confirmed. Particular attention should be paid to the nodal
location of weirs, orifices, and outfalls to ensure that these conform to the
prototype system. In addition, the total number of conduits and junctions,
including internal links and nodes created for weirs, orifices, pumps and
outfalls, can be determined from the Internal Connectivity Table. This infor-
mation is necessary for proper specification of initial heads and flows at
time zero in the simulation.
INVERT ELEVATIONS AT JUNCTIONS
The introduction of a ZP invert elevation difference for all pipes con-
necting a single junction will cause the junction invert elevation to be in-
112
-------
correctly specified. This, in turn, will create errors in hydraulic computa-
tion later in the simulation. The junction invert must be at the same eleva-
tion as the invert of the lowest pipe either entering or leaving the junction,
otherwise it is improperly defined. This problem is readily corrected by
checking the input conduit data lines (group C1) to determine where a non-zero
ZP should be set to zero.
113
-------
SECTION 5
FORMULATION OF EXTRAN
GENERAL
A conceptual overview of EXTRAN is shown in Figure 5-1. As shown here,
the specific function of EXTRAN is to route inlet hydrographs through the
network of pipes, junctions, and flow diversion structures of the main sewer
system to the treatment plant interceptors and receiving water outfalls. It
has been noted in Section 2 that the boundary between the Runoff (or Trans-
port) and EXTRAN Blocks is dependent on the objectives of the simulation.
EXTRAN must be used whenever it is important to represent severe backwater
conditions and special flow devices such as weirs, orifices, pumps, storage
basins, and tide gates. Normally, these conditions occur in the lower reaches
of the drainage system when pipe diameters exceed roughly 20 inches (500 mm).
The Runoff Block, on the other hand, is well suited for the simulation of
overland and small pipe flow in the upper regions of the system where the non-
linear reservoir assumptions of uniform flow hold.
As shown in Figure 5-1, EXTRAN simulates the following elements: pipes,
manholes (pipe junctions), weirs, orifices, pumps, storage basins, and outfall
structures. These elements and their associated properties are summarized in
Tables 5-1 and 5-2. Output from EXTRAN takes the form of 1) discharge hydro-
graphs and velocities in selected conduits in printed and plotted form, and 2)
flow depths and water surface elevations at selected junctions in printed and
plotted form. Hydrographs may be supplied to a subsequent block on the output
interface file.
CONCEPTUAL REPRESENTATION OF THE TRANSPORT SYSTEM
EXTRAN uses a link-node description of the sewer system which facilitates
the discrete representation of the physical prototype and the mathematical
solution of the gradually-varied unsteady flow (St. Venant) equations which
form the mathematical basis of the model.
As shown in Figure 5-2, the conduit system is idealized as a series of
links or pipes which are connected at nodes or junctions. Links and nodes
have well-defined properties which, taken together, permit representation of
the entire pipe network. Moreover, the link-node concept is very useful-in
representing flow control devices. The specific properties pf- links -and nodes
are summarized in Table 5-2.
114
-------
OUTFLOW
HYDROGRAPHS FROM
SURFACE RUNOFF MODULE
GEOMETRIC DATA
0 System Geometry
0 Pipe sizes, shapes & slopes
0 Location of inlets, diversions
i overflows
OPERATION RULES
o Pumps
0 Off Iine storage
0 Regulated flow
di verters
DRAINAGE SYSTEM
FLOW ROUTING
MODEL
Hydrographs at
System OutfalIs
Time History of
Heads and Flows
i n the System
PRINTED
OUTPUT
INPUT TO
RECEIVING WATER
FLOW ROUTING MODEL
Figure 5-1. Schematic Illustration of EXTRAN.
115
-------
LINK N-
OlnEx1
QOUIEX,
Q = flow
S = storage
Figure 5-2. Conceptual Respresentation of the EXTRAN Model.
-------
Table 5-1. Classes of Elements Included in EXTEAN.
Element Class
Conduits or Links
Types
Junctions or Nodes (Manholes)
Diversion Structures
Pump Stations
Storage Basins
Outfall Structures
Rectangular
Circular
Horseshoe
Eggshape
Baskethandle
Trapezoid
Power function
Natural Channel (irregular cross section)
Orifices
Transverse weirs
Side-flow Weirs
On-line or off-line pump station
On-line, enlarged pipes or tunnels
On-line or off-line,
arbitrary stage-area relationship
Transverse weir with tide gate
Transverse weir without tide gate
Side-flow weir with tide gate
Side-flow weir without tide gate
Outfall with tide gate
Free outfall without tide gate
Links transmit flow from node to node, properties associated with the
links are roughness, length, cross-sectional area, hydraulic radius, and sur-
face width. The last three properties are functions of the instantaneous
depth of flow. The primary dependent variable in the links is the discharge,
Q. The solution is for the average flow in each link, assumed to be constant
over a time-step. Velocity and the cross-sectional area of flow, or depth,
are variable in the link. In the early development of EXTRAN, a constant
velocity approach was used, but this was later found to produce highly un-
stable solutions.
117
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Table 5-2. Properties of Nodes and Links in EXTRAN.
Properties and Constraints
NODES Constraint
Properties computed at
each time-step
Constant Properties
LINKS Constraint
Properties computed at
each time-step
Constant Properties
ZQ = change in storage
Volume
Surface area
Head
Invert, crown, and ground elevations
Qin = Qout
Cross-sectional area
Hydraulic radius
Surface width
Discharge
Velocity of flow
Head loss coefficients
Pipe shape, length, slope, roughness
Nodes are the storage elements of the system and correspond to manholes
or pipe junctions in the physical system. The variables associated with a
node are volume, head, and surface area. The primary dependent variable is
the head, H (elevation to water surface = invert elevation plus water depth),
which is assumed to be changing in time but constant throughout any one node.
(A plot of head versus distance along the sewer network yields the hydraulic
grade line, HGL.) Inflows, such as inlet hydrographs, and outflows, such as
weir diversions, take place at the nodes of the idealized sewer system. The
volume of the node at any time is equivalent to the water volume in the half-
pipe lengths connected to any one node. The change in nodal volume during a
given time step, At, forms the basis of head and discharge calculations as
discussed below.
BASIC FLO¥ EQUATIONS
The basic differential equations for the sewer flow problem come from the
gradually varied, one-dimensional unsteady flow equations for open channels,
otherwise known as the St. Venant or shallow water equations (Lai, 1986). For
use in EXTRAN, the momentum equation is combined with the continuity equation
to yield an equation to be solved along each link at each time-step, .
3Q/3t + gASf - 2V3A/3t - V23A/3x
where Q = discharge through the conduit,
V = velocity in the conduit,
(5-1
118
-------
A = cross-sectional area of the flow,
H = hydraulic head (invert elevation plus water depth), and
Sf = friction slope.
The interested reader is referred to Appendix A for the equation derivation.
Terms have their usual units. For example, when U.S. customary units are
used, flow is in units of cfs. When metric units are used, flow is in m-Vsec.
These units are carried through internal calculations as well as for input and
output.
The friction slope is defined by Manning's equation, i.e.
Qlv| (5-2)
where k = g(n/1 .49)2 for U.S. customary units and gn2 for metric units,
n = Mannings roughness coefficient ,
g = gravitational acceleration (numerically different depending on units
chosen) , and
R = hydraulic radius.
Use of the absolute value sign on the velocity term makes Sf a directional
quantity and ensures that the fractional force always opposes the flow. Sub-
stituting in equation 5-1 and expressing in finite difference form gives
Qt+At = Qt - Jg| |Vt|Qt+At + 2V(AA/At)tAt + V2[( A^
- gA[(H2-H1)/L]At (5-3)
where At = time-step, and
L = conduit length.
Solving equation 5-3 for Qt+ At gives the final finite difference form of the
dynamic flow equation,
Q A = - 1 [ Qt + 2V(AA/At)tAt + V2[(A2-A1)/L]At
! + J^lvl
R4/3
- gl[(H2-H1)/L]At ] (5-4)
In equation 5-4, the values 7, R, and A are weighted averages of the conduit
end values at time t, and (AA/At)t is the time derivative from the previous
time step.
The basic unknowns in equation 5-4 are Qt+ /* H2 and H^. The variablea
V, H, and I can all be related to Q and H. Therefore, another equation is. re-
quired relating Q and H. This can be obtained by writing the continuity equa-
tion at a node,
119
-------
3H/att- sQt/A8 (5.5)
or in finite difference form
Ht +
where As = surface area of node.
SOLUTION OF FLOW EQUATION BY MODIFIED EULER METHOD
Equations 5-4 and 5-6 can be solved sequentially to determine discharge
in each link and head at each node over a time-step At. The numerical inte-
gration of these two equations is accomplished by a modified Euler method,
basically identical to a second-order Runge-Kutta technique. The results have
proven to be relatively accurate and, when certain constraints are followed,
stable. Figure 5-3 shows how the process would work if only the discharge
equation were involved. The first three operations determine the slope 3Q/3t
at the "half-step" value of discharge. In other words, it is assumed that the
slope at time t •*• At/2 is the mean slope during the interval. The method is
extended easily to more than one equation, although graphic representation is
then very difficult. The corresponding half-step and full-step calculations
of head are shown below:
Half-step at node j; Time t + At/2
Hj(t+At/2) = Hj(t) + ( At/2) {(l/2)l[Q(t) + Q(t+ At/2)]
conduits,
surface runoff
+l[Q(t+At/2)]l/Aa.(t) (5.7)
j
diversions,
pumps ,
outfalls
Full- step at node j; Time t + At
Hj(t+At) = H-j(t) * Atf (1/2)1 [Q(t) + Q(t+At)] +Z Q(t+ At)}/A3 .(t) (5-8)
j
conduits, diversions,
surface runoff pumps,
outfalls
Note that the half-step computation of head uses the half-step computa-
tion of discharge in all connecting conduits. Similarly, the' full- step 'compu-
tation requires the full-step discharge at time t + At for all connecting
pipes. In addition, the inflows to and diversions from each node by weirs,
orifices, and pumps must be computed at each half and full-step. The total
sequence of discharge computations in the links and head computations in the
120
-------
•t
/
X
/
/
Slope = (fl)
Q(t+At) 3t
X
/
ACTUAL
VALUE
COMPUTED
VALUE
t,At
t+z-
t+At
TIME
L) Compute (|2.) from properties of system at time t
Project
as
= Q(t) + ()
Ij a. Compute system properties at t+jp-
b. Form (^E) At from properties of system at time "
L) Project Q(t+At) as Q(t+At) = Q(t) * (|f) ... At
-^ a *• *.,*it
Figure 5-3. Modified Euler Solution Method for Discharge
Based on Half-step, Full-step Projection.
121
-------
nodes can be summarized as:
1 . Compute half-step discharge at t + At/2 in all links based on pre-
ceding full-step values of head at connecting junctions.
2. Compute half-step flow transfers by weirs, orifices, and pumps at
time t + At/2 based on preceding full-step values of head at trans-
fer junction.
J. Compute half-step head at all nodes at time t +A t/2 based on
average of preceding full-step and current half-step discharges in
all connecting conduits, plus flow transfers at the current half-
step.
4. Compute full-step discharge in all links at time t +A t based on
half-step heads at all connecting nodes.
5- Compute full-step flow transfers between nodes at time t +A t based
on current half-step heads at all weir, orifice, and pump nodes.
6. Compute full-step head at time t +A t for all nodes based on average
of preceding full-step and current full-step discharges, plus flow
transfers at the current full-step.
NUMERICAL STABILITY
Time-Step Restrictions
The modified Euler method yields a completely explicit solution in which
the motion equation is applied to discharge in each link and the continuity
equation to head at each node,with implicit coupling during the time-step; It
is well known that explicit methods involve fairly simple arithmetic and re-
quire little storage space compared to implicit methods. However, they are
generally less stable and often require very short time-steps. From a prac-
tical standpoint, experience with EXTHAN has indicated that the program is
numerically stable when the following inequalities are met:
Conduits:
At£L/(gD)1/2 (5-9)
where At = time-step, sec,
L = the pipe length, ft [m],
g = gravitational acceleration, 52.2 ft/sec2 [9.8 m/sec2], and
D - maximum pipe depth, ft [m].
This is recognized as a form of the Courant condition, in which the time step
is limited to the time required by a dynamic wave to propagate the length of a
conduit. A check is made at the beginning of the program to see if all condu-
its satisfy this condition (see discussion of equation 2-1).
122
-------
Nodes;
At <_ C' As
where C' = dimensionless constant, determined by experience to approximately
equal 0.1,
AHmax = maximum water-surface rise during the time-step, At,
AS = corresponding surface area of the node, and
ZQ = net inflow to the node (junction).
Examination of inequalities 5-9 and 5-10 reveals that the maximum allow-
able time-step, At, will be determined by the shortest, smallest pipe having
high inflows. Based on past experience with EXTRAN, a time-step of 10 seconds
is nearly always sufficiently small enough to produce outflow hydrographs and
stage-time traces which are free from spurious oscillations and also satisfy
mass continuity under non-flooding conditions. If smaller time steps are
necessary the user should eliminate or aggregate the offending small pipes or
channels. In most applications, 15 to 30 second time-steps are adequate;
occasionally time steps up to 60 seconds can be used.
Equivalent Pipes
An equivalent pipe is the computational substitution of an actual element
of the drainage system by an imaginary conduit which is hydraulically identi-
cal to the element it replaces. Usually, an equivalent pipe is used when it
is suspected that a numerical instability will be caused by the element of the
drainage system being replaced in the computation. Short conduits and weirs
are known at times to cause stability problems and thus occasionally need to
be replaced by an equivalent pipe. (Orifices are automatically converted to
equivalent pipes by the program; see the description below.)
The equivalent pipe substitution used by EXTRAN involves the following
steps. First the flow equation for the element in question is set equal to
the flow equation for an "equivalent pipe." This in effect, says that the
head losses in the element and its equivalent pipe are the same. The length
of the equivalent pipe is computed using the numerical stability equation 5-9-
Then, after making any additional assumptions which may be required about the
equivalent pipe's dimensions, a Manning's n is computed based on the equal
head loss requirement. In the case of orifices, this conversion occurs inter-
nally in EXTRAN, but in those cases where short pipes and weirs are found to
cause instabilities, the user must make the necessary conversion and revise
the input data set. Section 2 of this report outlines the steps needed to
make these conversions. The program will automatically adjust short pipes and
weirs if parameter NEQUAL = 1 on data group B1.
SPECIAL PIPE FLOW CONSIDERATIONS
The solution technique discussed in the preceding paragraphs cannot be
applied without modification to every conduit for the following reasons.
First, the invert elevations of pipes which join at a node may be different
since sewers are frequently built with invert discontinuities. Second, criti-
cal depth may occur in the conduit and thereby restrict the discharge. Third,
123
-------
normal depth may control. Finally, the pipe may be dry. In all of these
cases, or combinations thereof, the flow must be computed by special tech-
niques. Figure 5-4 shows each of the possibilities and describes the way in
which surface area is assigned to the nodes. The options are:
1. Normal case. Plow computed from motion equation. Half of surface
area assigned to each node.
2. Critical depth downstream. Use lesser of critical or normal depth
downstream. Assign all surface area to upstream node.
3. Critical depth upstream. Use critical depth. Assign all surface
area to downstream node.
4. Flow computed exceeds flow at critical depth. Set flow to normal
value. Assign surface area in usual manner as in (1).
5. Dry pipe. Set flow to zero. If any surface area exists, assign to
downstream node.
Once these depth and surface area corrections are applied, the computations of
head and discharge can proceed in the normal way for the current time-step.
Note that any of these special situations may begin and end at various times
and places during simulation. EXTRAN detects these automatically.
HEAD COMPUTATION DURING SURCHARGE AND FLOODING
Theory
Another hydraulic situation which requires special treatment is the oc-
currence of surcharge and flooding. Surcharge occurs when all pipes entering
a node are full or when the water surface at the node lies between the crown
of the highest entering pipe and the ground surface.
Flooding is a special case of surcharge which takes place when the hy-
draulic grade line breaks the ground surface and water is lost from the sewer
node to the overlying surface system. While it would be possible to track the
water lost to flooding by surface routing, this is not done automatically in
EXTRAN. To track water on the surface the user must 1) simulate the surface
pathways as conduits, and 2) simulate the vertical pathways through manholes
or inlets as conduits also. Since a conduit cannot be absolutely vertical,
equivalent pipes must be used.
During surcharge, the head calculation in equations 5-7 and 5-8 is no
longer possible because the surface area of the surcharged node (area of man-
hole) is too small to be used as a divisor. Instead, the continuity equation
for each node is equated to zero,
EQ(t) = 0 (5-11)
where EQ(t) is the sum of all inflows to and outflows from the node from
surface runoff, conduits, diversion structures, pumps and outfalls.
124
-------
NORMAL CASE
Normal Cue
HI • Head ? Node 1
Hj • Hud
Node 2
Z. Assign storage in regu-
lar manner
Hj - Head at Node I
HZ • »cr1t1cal * Z2
Assign all conduit
storage to upstrea*
node
HI • "critical • zl
Hj • Head » Kode 2
Assign all conduit
storage to downstream
node
5UPERCIIITICAL flOW
1. Use Normal Flow Value
2. Assign Storage in
Regular Manner
1. Ufa t * °
HI • 0
H2 * Head at Node 2
2. Assign all conduit
storage do«nslrean .
Figure 5-4. Special Hydraulic Cases in EXTRAN Flow Calculations.
125
-------
Since the flow and continuity equations are not solved simultaneously in
the model, the flows computed in the links connected to a node will not ex-
actly satisfy equation 5-11. However, an iterative procedure is used in which
head adjustments at each node are made on the basis of the relative changes in
flow in each connecting link with respect to a change in head: 3Q/3H. Ex-
pressing equation 5-11 in terms of the adjusted head at node j gives
l[Q(t) + (3Q(t)/3H.j)AH.j(t)] = 0 (5-12)
Solving for AH.: gives
u
AHj(t) = - ZQ(t) / I3Q(t)/DHj (5-13)
This adjustment is made by half-steps during surcharge so that the half-step
correction is given as
H.j(t+At/2) = H-j(t) + kA Hj(t+At/2) (5-14)
where H.;(t+At/2) is given by equation 5-13 while the full-step head is com-
puted as
Hj(t+At) = Hj(t+At/2) + k AHj(t) (5-15)
where AHj(t) is computed from equation 5-11. The value of the constant k
theoretically should be 1.0. However, it has been found that equation 5-12
tends to over-correct the head; therefore, a value of 0.5 is used for k in the
half-step computation in order to improve the results. Unfortunately, this
value was found to trigger oscillations at upstream terminal junctions. To
eliminate the oscillations, values of 0.3 and 0.6 are automatically set for k
in the half-step and full-step computations, respectively, at upstream termi-
nal nodes.
The head correction derivatives are computed for conduits and system
inflows as follows:
Conduits
3Q(t)/SH.j = [g/(l-K(t»] At (A(t)/L) (5-16)
where K(t) = - At [g n2 / m2 R4/5] |v(t)j (5-17)
At = time-step,
A(t) = flow cross sectional area in the conduit,
L = conduit length,
n = Manning n,
m = 1.49 for U.S. customary units and 1.0 for metric units,
g = gravitational acceleration,
R = hydraulic radius for the full conduit, and
V(t) = velocity in the conduit.
126
-------
System Inflows
3Q(t)/3Hj = 0 (5-18)
Orifice , Veir , Pump and Outfall Diversions
Orifices are converted to equivalent pipes (see below); therefore, equa- .
tion 5-16 is used to compute 3Q/3H. For weirs, 3Q/9H in the weir link is
taken as zero, i.e., the effect of the flow changes over the weir due to a
change in head is ignored in adjusting the head at surcharged weir junctions.
(The weir flow, of course, is computed in the next time-step on the basis of
the adjusted head.) As a result, the solution may go unstable under surcharge
conditions. If this occurs, the weir should be changed to an equivalent pipe
as described in Section 2.
For pump junctions, 3Q/3H is also taken as zero. For off-line pumps
(with a wet well), this is a valid statement since Qpump is determined by the
volume in the wet well, not the head at the junction. For in-line pumps,
where the pump rate is determined by the water depth at the junction, a prob-
lem could occur if the pumping rate is not set at its maximum value at a depth
less than surcharge depth at the junction. This situation should be avoided,
if possible, because it could cause the solution to go unstable if a large
step increase or decrease in pumping rate occurs while the pump junction is
surcharged.
For all outfall pipes, the head adjustment at the outfall is treated as
any other junction. Outfall weir junctions are treated the same as internal
weir junctions (3 Q/3 H for the weir link is taken as zero). Thus, unstable
solutions can occur at these junctions also under surcharge conditions. Con-
verting these weirs to equivalent pipes will eliminate the stability problem.
Because the head adjustments computed in equations 5-14 and 5-15 are
approximations, the computed head has a tendency to "bounce" up and down when
the conduit first surcharges. This bouncing can cause the solution to go
unstable in some cases; therefore, a transition function is used to smooth the
changeover from head computations by equations 5-7 and 5-8 to equations 5-14
and 5-15. The transition function used is
= 3Q(t)/DENOM (5-19)
«
where DENOM is given by
DENOM = 3Q(t)/3H.j + [A3 _(t)/(At/2) - 3Q(t)/3H.j] exp[-1 5(yj-D.j)/D.j] (5-20)
_
where D-; = pipe diameter,
y- = water depth, and
A = nodal surface area at 0-96 of full depth.
sj
The exponential function causes equation 5-20 to converge to within two per-
cent of equation 5-13 by the time the water depth is 1.25 times the full-flow
depth .
127
-------
Surcharge in Multiple Adjacent Nodes
Use of 8Q(t)/aHj in the manner explained above satisfies continuity at a
single node, but may introduce a small continuity error when several consecu-
tive nodes are surcharged. These small continuity errors combine to artifi-
cially attenuate the hydrograph in the surcharged area. Physically, inflows
to all surcharged nodes must equal outflows during a time-step since no change
in storage can occur during surcharge. In order to remove this artificial
attenuation, the full-step computations of flow and head in surcharge areas
are repeated in an iteration loop. The iterations for a particular time-step
continue until one of the following two conditions is met:
1 . The net difference of inflows to and outflows from all nodes in sur-
charge is less than a tolerance, computed every time-step, as a fraction
of the average flow through the surcharged area. The fraction (SURTOL,
data group B2) is input by the user.
2. The number of iterations exceeds a maximum set by the user (iTMAX,
data group B2).
The iteration loop has been found to produce reasonably accurate results with
little continuity error. The user may need to experiment somewhat with ITMAX
and SURTOL in order to accurately simulate all surcharge points without incur-
ring an unreasonably high computer cost due to extra iterations.
FLOW CONTROL DEVICES
Options
The link-node computations can be extended to include devices which di-
vert sanitary sewage out of a combined sewer system or relieve the storm load
on sanitary interceptors. In EXTRAN, all diversions are assumed to take place
at a node and are handled as inter-nodal transfers. The special flow regula-
tion devices treated by EXTRAN include: weirs (both side-flow and trans-
verse), orifices, pumps, and outfalls. Each of these is discussed in the
paragraphs below.
Storage Devices
In-line or off-line storage devices act as flow control devices by pro-
viding for storage of excessive upstream flows thereby attenuating and lagging
the wet weather flow hydrograph from the upstream area. The conceptual repre-
sentations of a storage junction and a regular junction are illustrated in
Figure 5-5• Note that the only difference is that added surface area in the
amount of ASTORE is added to that of the connecting pipes. Note also that
ZCROWN(j) is set at the top of storage "tank." When the hydraulic head'at
junction J exceeds ZCROVN(j), the junction goes into surcharge.
An arbitrary stage-area-volume relationship may also be input (data group
E2), e.g., to represent detention ponds. Routing is performed by ordinary
level-surface reservoir methods. This type of storage facility is not allowed
to surcharge.
128
-------
N3
Q.(N-I)
LINK N-
ZCROWN(O)
ASTORE
ASN(J)
NODE J
(STORAGE NODE)
EQx.A
ASTORE+'AS
Q = flow
S = sloroge
ASTORE * 0
Figure 5-5. Conceptual Representation of a Storage Junction.
-------
Orifices
The purpose of the orifice generally is to divert sanitary wastewater out
of the stormwater system during dry weather periods and to restrict the entry
of stormwater into the sanitary interceptors during periods of runoff. The
orifice may divert the flow to another pipe, a pumping station or an off-line
storage tank.
Figure 5-6 shows two typical diversions: 1) a dropout or sump orifice,
and 2) a side outlet orifice. EXTRAS simulates both types of orifice by con-
verting the orifice to an equivalent pipe. The conversion is made as follows.
The standard orifice equation is:
Qo « C0A/2ih (5-21)
where Co = discharge coefficient (a function of the type of opening and
the length of the orifice tube),
A = cross-sectional area of the orifice,
g = gravitational acceleration, and
h = the hydraulic head on the orifice.
Values of C0 and A are specified by the user. To convert the orifice to a
pipe, the program equates the orifice discharge equation and the Manning pipe
flow equation, i.e.,
(m/n) AR2/3 S1/2 = COJJ5gE (5-22)
where m « 1.49 f°r U.S. customary units and 1.0 for metric units, and
S = slope of equivalent pipe.
The orifice pipe is assumed to have the same diameter, D, as the orifice
and to be nearly flat, the invert on the discharge side being set 0.01 ft (3
mm) lower than the invert on the inlet side. In addition, for a sump orifice,
the pipe invert is set by the program 0.96D below the junction invert so that
the orifice pipe is flowing full before any outflow from the junction occurs
in any other pipe. For side outlet orifices, the user specifies the height of
the orifice invert above the junction floor.
If S is written as HS/L where L is the pipe length, Hg will be identi-
cally equal to h when the orifice is submerged. When it is not submerged, h
will be the height of the water surface above the orifice centerline while Ha
will be the distance of the water surface above critical depth (which will
occur at the discharge end) for the pipe. For practical purposes, it is as-
sumed that Hs - h for this case also. Thus, letting S = h/L and substituting
R * D/4 (where D is the orifice diameter) into equation 5-22 and simplifying
gives,
(5-23)
The length of the equivalent pipe is computed as the maximum of 200 feet (61
130
-------
TO RECEIVING WATER
r- DRY WEATHER FLOW
\ CONNECTION TO
\ INTERCEPTOR
COMBINED SEWER
OVERFLOW WEIR
DRY WEATHER FLOW
CONNECTION TO
INTERCEPTOR
_L
J)
PLAN
PLAN
1,1, I I I I 1
'SECTION
SECTION
SUMP WITH HIGH OUTLET
WEIR WITH SIDE OUTLET ORIFICE
Figure 5-6. Typical Orifice Diversions.
131
-------
meters) or
L = 2At/gT (5-24)
to ensure that the celerity (stability) criterion for the pipe is not vio-
lated. Manning's n is then computed according to equation 5-23« This algor-
ithm produces a solution to the orifice diversion that is not only as accurate
as the orifice equation but also much more stable when the orifice junction is
surcharged .
Weirs
A schematic illustration of flow transfer by weir diversion between two
nodes is shown in Figure 5-7. Veir diversions provide relief to the sanitary
system during periods of storm runoff. Flow over a weir is computed by
Qw = CwLw[(h*V2/2g)a - (V2/2g)a] (5-25)
where Cw * discharge coefficient,
1^ = weir length (transverse to overflow),
h * driving head on the weir,
V - approach velocity, and
a = weir exponent, 3/2 for transverse weirs and
5/3 for side-flow weirs.
Both Cw and L^ are input values for transverse weirs. For side-flow weirs, Cw
should be a function of the approach velocity, but the program does not pro-
vide for this because of the difficulty in defining the approach velocity.
For this same reason, V, which is programmed into the weir solution, is set to
zero prior to computing Qw.
Normally, the driving head on the weir is computed as the difference h =
Yi-Y , where Y1 is the water depth on the upstream side of the weir and Yc is
the height of the weir crest above the node invert. However, if the down-
stream depth Y2 also exceeds the weir crest height, the weir is submerged and
the flow is computed by
e. • OSOT 3/2 <5-26)
where CSUB is a submergence coefficient representing the reduction in driving
head, ana all other variables are as defined above.
The submergence coefficient, CSUB, is taken from Roessert's Handbook of
Hydraulics (in German, reference unavailable) by interpolation from Table 5-3,
where CJ^JQ is defined as:
CRATIO - (Y2-Yc)/(Y1-Yc) (5-27)
and all other variables are as previously defined.
The values of CRATIO and CSUB are computed automatically by EXTRAN and no
input data values are needed.
132
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PROFILE VIEW
PLAN VIEW
Schematic of a Weir Diversion
*g
PROFILE VIEW
PLAN VIEW
Conceptual Representation of a Weir Diversion
Figure 5-7. Representation of Weir Diversions.
133
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Table 5-3. Values of CGTTQ as a Function of Degree of Weir Submergence,
CRATIO CSUB
o.oo
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
0.85
0.90
0.95
1.00
1 .00
0.99
0.98
0.97
0.96
0.95
0.94
0-91
0.85
0.80
0.68
0.40
0.00
If the weir is surcharged it will behave as an orifice and the flow is
computed as:
(y - Y)7 (5-28)
Qw - CSUH LW TOP
where YTOp = distance to top of weir opening shown in Figure 2-7
h = Y1 - maximum(Y,Yc), and
SUR
weir surcnarSe coefficient
The weir surcharge coefficient, CSUR, is computed automatically at the begin-
ning of surcharge. At the point where weir surcharge is detected, the preced-
ing weir discharge just prior to surcharge is equated to Qw in equation 5-26,
and equation 5-28 is then solved for the surcharge coefficient, CSUR. Thus,
no input coefficient for surcharged weirs is required.
Finally, EXTRAN detects flow reversals at weir nodes which cause the
downstream water depth, Y2, to exceed the upstream depth, Y1 . All equations
in the weir section remain the same except that Y1 and Y2 are switched so that
Y, remains as the "upstream" head. Also, flow reversal at a side- flow weir
causes it to behave more like a transverse weir and consequently the exponent
a in equation 5-25 is set to 1.5-
Veirs Vith Tide Gates
Frequently, weirs are installed together with a tide gate at points of
overflow into the receiving waters. Flow across the weir is restricted by the
tide gate, which may be partially closed at times. This is accounted for by
reducing the effective driving head across the weir according to an empirical
factor published by Armco (undated):
134
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h' = h - (4/g)V2 exp(-1.15V/h1/2) (5-29)
where h is the previously computed head before correction for flap gate and V
is the velocity of flow in the upstream conduit.
Pump Stations
A pump station is conceptually represented as either an in-line lift sta-
tion or an off-line node representing a wet-well, from which the contents are
pumped to another node in the system according to a programmed rule curve.
Alternatively, either in-line or off-line pumps may use a three-point pump
curve (head versus pumped outflow).
For an in-line lift station, the pump rate is' based on the water depth,
Y, at the pump junction. The step- function rule is as follows:
Pump Rate = Rt for 0 < Y < Y!
= R2 Y, < Y < Y2
= R3 Y2 <_ Y < Y5 (5-50)
For Y = 0, the pump rate is the inflow rate to the pump junction.
Inflows to the off-line pump must be diverted from the main sewer system
through an orifice, a weir, or a pipe. The influent to the wet-well node must
be a free discharge regardless of the diversion structure. The pumping rule
curve is based on the volume of water in the storage junction. A schematic
presentation of the pump rule is shown in Figure 5-8. The step- function rule
operates as follows:
1 . Up to three wet-well volumes are prespecified as input data for each
pump station: V1 < V2 < Vj, where V-j is the maximum capacity of the
wet well.
2. Three pumping rates are prespecified as input data for each station.
The pump rate is selected automatically by EXTRAN depending on the
volume, V, in the wet-well, as follows:
Pump Rate = R« for 0 < V < V1
V < V2
V < V (5-31)
R2 V, < V < V2
3. A mass balance of pumped outflow and inflow is performed in the wet-
well during the model simulation period.
4. If the wet-well goes dry, the pump rate is reduced below rate B^
until it just equals the inflow rate. When the inflow rate again
equals or exceeds R-, , the pumping rate goes back to operating on the
rule curve.
5. If V-* is exceeded in the wet-well, the inflow to the storage node is
reduced until it does not exceed the maximum pumped flow. When the
inflow falls below the maximum pumped flow, the inflow "gates" are
135
-------
Node being
pumped
Node receiving
pumped flow
"pump
1
Pumping rate
R3
Pumping rate
R2 -
Pumping rate
Rl
t
Z(J) = -100
WET WELL
Pumping rate = Rj for V < V1
= R2 for V < V < V2
= R3 for V < V < V3
V is volume in wet well
Figure 5-8. Schematic Presentation of Pump Diversion.
136
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opened. The program automatically steps down the pumping rate by
the operating rule of (2) as inflows and wet-well volume decrease.
A conceptual head-discharge curve for a pump is shown in Figure 2-10.
When this method is used for either type of pump, an iteration is performed
until the dynamic head difference between the upstream and downstream nodes on
either side of the pump corresponds to the flow given on the pump curve. In
other words, the pump curve replaces equation 5-4
Outfall Structures
EXTRAN simulates both weir outfalls and free outfalls. Either type may
be subject to a backwater condition and protected by a tide gate. A weir
outfall is a weir which discharges directly to the receiving waters according
to relationships given previously in the weir section. The free outfall is
simply an outfall conduit which discharges to a receiving water body under
given backwater conditions. The free outfall may be truly "free" if the ele-
vation of the receiving waters is low enough (i.e., the end of the conduit is
elevated over the receiving waters), or it may consist of a backwater condi-
tion. In the former case, the water surface at the free outfall is taken as
critical or normal depth, whichever is less. If backwater exists, the receiv-
ing water elevation is taken as the water surface elevation at the free out-
fall.
Up to five different head versus time relationships can be used as bound-
ary conditions. Any outfall junction can be assigned to any of the five
boundary conditions.
When there is a tide gate on an outfall conduit, a check is made to see
whether or not the hydraulic head at the upstream end of the outfall pipe
exceeds that outside the gate. If it does not, the discharge through the
outfall is equated to zero. If the driving head is positive, the water sur-
face elevation at the outfall junction is set in the same manner as that for a
free outfall subjected to a backwater condition.
INITIAL CONDITIONS
Initial flows in conduits may be input by the user on data group C1. For
each conduit, EXTEAN then computes the normal depth corresponding to the ini-
tial flow. Junction heads are then approximated as the average of the heads
of adjacent conduits for purposes of beginning the computation sequence. The
initial volume of water computed in this manner is included in the continuity
check. A more accurate initial condition for any desired flows may be estab-
lished by letting EXTRAN "warm up" with the initial inflows and restarted
using the "hot start" feature explained in Section 2.
137
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SECTION 6
PROGRAM STRUCTURE OF EXTRAN
GENERAL
The EXTRAN Block is a set of computer subroutines which are organized to
simulate the unsteady, gradually-varied movement of stormwater in a sewer
netwo~k composed of conduits, pipe junctions, diversion structures, and free
outfalls. A program flowchart for the major computational steps in the EXTRAN
Block is presented in Figure 6-1. The complete Fortran code, together with
key variable definitions, is contained on the SWMM4 program distribution disks
or tape.
The EXTRAN Block contains 15 subroutines, in addition to the SVMM MAIN
program which controls execution, and four line-printer graphing subroutines
(CURVE, PPLOT, SCALE AND PINE). The organization of each subroutine and its
relation to the main program has been diagrammed in the master flowchart of
Figure 6-2. A description of each subroutine follows in the paragraphs below.
SUBROUTINE EXTRAN
EXTRAN is the executive subroutine of the Block. It sets the unit num-
bers of the device containing the input data and the device where printed
output will be directed. The device numbers of the input and output hydro-
graph files, if used, are also set here. EXTRAN calls the three input data
subroutines INDAT1, INDAT2 and INDAT3 for reading all input data groups defin-
ing the length of the transport simulation run, the physical data for the
transport system, and the instructions for output processing.. The arrays in
the common blocks of the Extran program are initialized in Subroutine EXTRAN.
Various file manipulations are handled, including use of any "hot-start" files
(i.e., restart from previous saved file), and then subroutine TRANSX is called
to supervise the computations of the EXTRAN Block.
SUBROUTINE TRANSX
TRANSX is the main controlling subprogram of the EXTRAN Block which
drives all other subprograms and effectively controls the execution of EXTRAN
as it has been presented graphically in the flowchart of Figure 6-1 ., Princi-
pal steps in TRANSX are outlined below in the order of their_execution:
1. Initialize the system flow properties and set time = TZERO.
2. Advance time = t+At and begin main computation loop contained in steps
2 through 5 below.
138
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u«n
rood,
TO MIAIK incurs
TO SEME* SriTW naOCS
nan swr*ct WHOFF
uo on UCAIIIO FLOW
moucttc KtAS
»T CC:tTJITS QlBI
EOUM.S HTOBUXIC
MEAO AT txt 1UTCXSKEO NOOCS
o
Figure 6-1. EXTRAN Block Program Flowchart.
139
-------
Figure 6-1. EXTRAN Block Program Flowchart.
(Continued)
140
-------
EXTRAN
INDAT1
INDAT2
INDAT3
TIDCF
TRANSX
Figure 6-2. Master Flowchart for EXTRAN Block Subroutines.
(Connection between BOUND and HTIDES not shown.)
-------
3. Select current value of inflow hydrographs for all input nodes by call
to INFLOW, which interpolates runoff hydrograph records either on device
number N21 (interface file supplied by upstream block) or on data group
K1 - K3-
4. Call subroutine XROUTE for the calculation of the transient proper-
ties of nodal depth and conduit flow.
5. Store nodal water depth and water surface on NSCRATd) to be used
later by OUTPUT. Also, store conduit discharges and velocities for later
printing. Print intermediate output.
6. Return to step 2 and repeat through step 5 until the transport simu-
lation is complete for the entire period.
7. Call subroutine OUTPUT for printing and plotting of conduit flows and
junction water surface elevations.
SUBROUTINE XROUTE
Subroutine XROUTE performs the numerical calculations for the open chan-
nel and surcharged flow equations used in EXTRAN. The solution uses the modi-
fied Euler method and a special iterative procedure for surcharged flow. The
following principal steps are performed:
1. For all the physical conduits in the system, compute the following
time-changing properties based on the last full-step values of depth and
flow:
Hydraulic head at each conduit end.
Full-step values of cross-sectional area, velocity, hydraulic rad-
ius, and surface area corresponding to preceding full-step flow. This is
done by calling subroutine HEAD.
Half-step value of discharge at time t = t+At/2 by modified Euler
solution.
Check for normal flow, if appropriate. Normal flow is indicated by
an asterisk in the intermediate printout.
get system outflows and internal transfers at time t+At/2 by call to
subroutine BOUND. BOUND computes the half-step flow transfers at all
orifices, weirs, and pumps at time t=t+At/2. It also computes the cur-
rent value of tidal stage and the half-step value of depth and discharge
at all outfalls.
2. For all physical junctions in the system, compute the half-step depth
at time t=t+At/2. This depth computation is based on the current net
inflows to each node and the nodal surface areas computed previously in
step 1. Check for surcharge and flooding at each node and compute water
142
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depth accordingly.
3. For all physical conduits, compute the following properties based on
the last half-step values of depth and flow (repeat step 1 for time t+
At/2):
Hydraulic head at each pipe end.
Half-step values of pipe cross-sectional area, velocity, hydraulic
radius, and surface are corresponding to preceding half-steep depth and
discharge.
Full-step discharge at time t+At by modified Euler solution.
Check for normal flow if appropriate.
Set system outflows and internal transfer at time t+At by calling
BOUND.
4. For all junctions, repeat the nodal head computation of step 6 for
time t+At. Sum the differences between inflow and outflow for each junc-
tion in surcharge.
5. Repeat steps 3 and 4 for the surcharged links and nodes until the sum
of the flow differences from step 4 is less than fraction SURTOL multi-
plied by the average flow through the surcharged area or the number of
iterations exceeds parameter ITMAX.
6. Return to subroutine TRANSX for time and output data updates.
SUBROUTINE BOUND
The function of subroutine BOUND is to compute the half-step and full-
step flow transfers by orifices, weirs, and pump stations. BOUND also com-
putes the current level of receiving water backwater and determines discharge
through system outfalls. A summary of principal calculations follows:
1 . Compute current elevation of receiving water backwater. Depending on
the tidal index, the backwater condition will be constant, tidal or below
the system outfalls (effectively non-existent). The tidally-varied back-
water condition is computed by a Fourier series about a mean time equal
to the first coefficient, A1.
2. Compute the depth at orifice junctions for all sump orifices flowing
less than full.
?, Compute discharge over transverse and side-flow weirs. Check for re-
verse flow, surcharge, and weir submergence. If the weir'is surbharged,-
compute flow by orifice-type equation. If weir is submerged, compute the
submergence coefficient and re-compute weir flow. If a tide gate is
present at weir node, then compute head loss, reduce driving head on weir
and re-compute weir discharge.
143
-------
4. Compute pump discharges based on current junction or wet-well level
and corresponding pump rate. If wet-well is flooded, set puinp rate at
maximum level and reduce inflow.
SUBROUTINE DEPTHX
Subroutine DEPTHX computes the critical and normal depths corresponding
to a given discharge using the critical flow and Manning uniform flow equa-
tions, respectively. Tables of normalized values for the cross-sectional
area, hydraulic radius and surface width of each pipe class are initialized in
a Block Data subroutine to speed the computations of critical and normal
depth. Subroutine DEPTHX is used by subroutines BOUND and HEAD.
SUBROUTINE HEAD
Subroutine HEAD is used to convert a nodal water depth to the depth of
flow above the invert of a connecting pipe. Based on the depths of flow at
each pipe end, HEAD computes the surface width and assigns surface area to the
upstream and downstream node according to the following criteria:
1. For the normal situation in which both pipe inverts are submerged and
the flow is sub-critical throughout the conduit, the surface area of that
conduit is assigned equally to the two connecting junctions.
2. If a critical flow section is detected at the downstream end of a
conduit, then surface area for that conduit is assigned to the upstream
node.
3. If a critical section occurs at the upstream end, the conduit surface
area is assigned to the downstream node.
4. For a dry pipe (pipe inverts unsubmerged), the surface area is zero.
The velocity, cross-sectional area and hydraulic radius are set to zero
for this case.
5. If the pipe is dry only at the upstream end, then all surface area for
the conduit is assigned to the downstream junction.
Note that adverse flow in the absence of a critical section is treated as
in (1) above. If a critical section occurs upstream, then all surface area
for the adverse pipe is assigned downstream as in (3). The assignment of
nodal surface area, based on the top width and length of conduit flow, is
essential to the proper calculation of head changes computed at each node from
mass continuity as discussed in Section 5. Following surface area assignment,
HEAD computes the current weighted average values of cross-sectional area,
flow velocity, and hydraulic radius for each pipe. Subroutine HEAD if called .
by subroutine XBOUTE and in turn uses subroutines DEPTHX and HfDRAD in'its
surface area computations.
144
-------
SUBROUTINE HYDRAD
The function of subroutine HYDRAD is to compute average values of hydrau-
lic radius, cross-sectional area, and surface width for all conduits in the
transport system. Based on the current water depth at the ends and midpoint
of each conduit, HYDRAD computes from a table of normalized properties the
current value of hydraulic radius, cross-sectional area, and surface width.
HYDRAD is used by subroutine HEAD for computing nodal surface areas as de-
scribed above. It is also called by BOUND for computing the cross-sectional
area and average velocity of flow in the outfall pipe protected by a tide
gate.
SUBROUTINES INDAT1, INDAT2 AND INDAT3
"Subroutine INDATA" really consists of three subroutines, INDATA1, INDAT2
and INDAT3, but will just be called "INDATA" in this discussion. INDATA is
the principal input data subroutine for the EXTRAN Block; it is used once at
the beginning of subroutine EXTRAN. Its primary function is to read all input
data specifying the links, nodes, and special structures of the transport
network. It also establishes transport system connectivity and sets up an
internal numbering system for all transport elements by which the computations
in XROUTE can be carried out. The principal operations of INDATA are listed
below in the order they occur in the program:
1. Read first two title lines for output headings and run control data
groups specifying the number of time-steps (integration cycles), the
length of the time-step, DELT, and other parameters for output and run
control.
2. Read external junction and conduit numbers for detailed printing and
plotting of simulation output.
3. Read physical data for conduits and irregular (natural) channels and
print a summary of all conduit data.
4. Read physical data for junctions and print summary of all junction
data.
5 Set up internal numbering system for junctions and conduits and estab-
lish connectivity matrix. This matrix shows the connecting nodes at the
end of each conduit and conversely the connecting links for each node in
the transport system.
6. Read orifice input data and print summary. Assign internal link be-
tween orifice node and node to which it discharges.
7. Read weir input data and assign an internal link and node to each weir
in the system. Print summary of all weir data.
8 Read pump data and assign an internal link number to each pump node.
Print suLary of all pumping input data. Set invert elevation and inflow
index for pumped node.
145
-------
9. Read free outfall data and print a data summary for outfalls, includ-
ing which set of boundary condition data will be used. Assign an inter-
nal link for each free outfall in the internal numbering system.
10. Read tide-gated (non-weir) outfall data from cards and print a sum-
mary of tide gate data. Assign an internal link for each free outfall in
the internal numbering system.
11. Print a summary of internal connectivity information showing the in-
ternal nodes and connecting links assigned to orifices, weirs, pumps, and
free outfalls.
12. Read up to five sets of boundary condition input data. Depending
on the tidal index, one of the following four boundary condition types
will exist:
1 ) No control water surface at the system outfall.
2) Outfall control water surface at the same constant elevation, A1.
3) Tide coefficients are read on data group J2.
4) Tide coefficients A1 through A? will be generated by TIDCF and
are printed in subroutine TIDCF using data from data group J4.
Print summary of tidal boundary input data, including the tide coeffici-
ents generated (and printed) by TIDCF.
13. Set up print and plot arrays for output variables in the internal
numbering system.
14. Initialize conduit conveyance factor in Manning equation.
15. Read in initial system information on file unit N21 generated by the
block immediately preceding the EXTRAN Block, usually the Runoff Block.
16. Read first two hydrograph records either from file unit N21 and/or
from data input lines (group K3)«
17. Write out initial transport system information on interface file unit
N22 (which equals Executive Block file JOUT) which will contain the hy-
-------
and stored in Block Data.
SUBROUTINE INFLOW
Subroutine INFLOW is called from subroutine TRANSX at each time-step to
compute the current value of hydrograph inflow to each input node in the sewer
system. INFLOW reads current values of hydrograph ordinates from file unit
N21 if the Runoff Block (or any other block) immediately precedes the EXTEAN
Block, and/or from line input runoff hydrographs (data group K?). INFLOW
performs a linear interpolation between hydrograph input points and computes
the discharge at each input node at the half-step time, t+At/2.
SUBROUTINE TIDCF
Subroutine TIDCF is used once for each boundary condition type (if
needed) by subroutine INDATA to compute seven tide coefficients, A1 through
A7, which are used by subroutine BOUND to compute the current tide elevation
according to the Fourier series:
HipjDg = A1 + A2 sin u)t + AT sin 3u)t
+ A.A sin 5ut + Ac sin 4.0) t
+ Ag sin 5ut + AY sin 6u>t (6-1 )
where t = current time, seconds,
u = 2 pi radians/W, sec~^, and
W = tidal period, seconds, entered in data group J2.
Typical tidal periods are 12-5 or 25 hours. The coefficients Ag through A^
are developed by an interactive technique in TIDCF in which a sinusoidal ser-
ies is fitted to the set of tidal stage-time points supplied as input data by
subroutine INDATA (data groups J3 and J4).
FUNCTION HTIDES
HTIDES is merely a function that evaluates equation 6-1 . It is called
from TIDCF as part of the determination of the tidal coefficients and from
BOUND during the simulation to determine the current tidal elevation for mul-
tiple boundary conditions.
SUBROUTINE OUTPUT
Subroutine OUTPUT is called by subroutine TRANSX at the end of the simu-
lation run to print and plot the hydraulic output arrays generated by the
EXTRAN Block, printed output includes time histories of: 1) the water depths
and water surface elevations at specified junctions, and 2) the discharge and
flow velocity in specified conduits. In addition, there is a continuity check
and summaries of stage and depth information at each node and flow and velo-
city information for every conduit. Surcharging, if any, is"summarized- in
these tables.
The plotting of junction water surface elevation and conduit discharge is
carried out by a line-printer plot package (subroutine CURVE of the Graph
147
-------
Block) which is called by OUTPUT after printed output is complete. Documenta-
tion of the graph routines may be found in the main SWMM User's Manual (Huber
et al., 1987). The output is either in U.S. customary units or metric units
depending on the value of parameter METRIC on data group B2.
User's of SWMM and EXTRAN on microcomputers may wish to use the superior
graphics available with various software on those machines. Hydrographs
stored on the SWMM interface file may be accessed for this purpose (through a
program written by the user). EXTRAN will save all outfall hydrographs (i.e. ,
from designated weirs or from outfalls identified in data groups 11 and 12) on
SWMM interface file JOUT if JOUT > 0. The structure of this file is described
in Section 2 of the main SWMM User's Manual (Huber and Dickinson, 1988), from
which a program may be written to access and plot the hydrographs. Similarly,
this file structure must be followed if the user wishes to generate input
hydr graphs by a program external to SWMM.
148
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REFERENCES
Armco Water Control Gates, Armco Design Manual, Metal Products Division, Mid-
dletown, OH (undated).
Henderson, P.M., Open Channel Flow. Macmillan Publishing Co, Inc., New York,
1966.
Huber, W.C. and R.E. Dickinson, "Storm Water Management Model, SWMM, User's
Manual, Version 4," EPA Report in press, Environmental Protection Agency,
Athens, GA, 1988.
Hydrologic Engineering Center, "HEC-2 Water Surface Profiles, User's Manual,"
Generalized Computer Program 723-X6-L202A, HEC, Corps of Engineers, Davis, CA,
September 1982.
Kibler, D.F., J.R. Monser and L.A. Roesner, "San Francisco Stormwater Model,
User's Manual and Program Documentation," prepared for the Division of Sani-
tary Engineering City and County of San Francisco, Water Resources Engineers,
Walnut Creek, CA, 1975.
Lai, C., "Numerical Modeling of Unsteady Open-Channel Flow" in Advances in
Hydroscience. Volume 14, B.C. Yen, ed., Academic Press, Orlando, FL, 1986. pp.
161-333.
Roesner, L.A. , Shubinski, R.P. andJ.A. Aldrich, "Storm Water Management Model
(SWMM) User's Manual: Addendum I, EXTRAN," EPA-600/2-84-109b (NTIS PB84-
198341), Environmental Protection Agency, Cincinnati, OH, November 1981.
Shubinski, R.P. and L.A. Roesner, "Linked Process Routing Models," paper pre-
sented at the Symposium on Models for Urban Hydrology, American Geophysical
Union Meeting, Washington, DC, 1973.
Yen, B.C., "Hydraulics of Sewers" in Advances in Hvdroscience. Volume 14, B.C.
Yen, ed., Academic Press, Orlando, FL, 1986. pp. 1-122.
149
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APPENDIX A
UNSTEADY FLOW EQUATIONS
The basic differential equations for the sewer flow problem come from the
gradually varied, one-dimensional, unsteady flow equations for open channels,
otherwise known as the St. Venant or shallow water equations. The unsteady
flow continuity equation with no lateral inflow and with cross-sectional area
and flow as dependent variables is (Yen, 1986; Lai, 1986):
3A/3t + 3Q/3x = 0 (A-1)
where A = cross sectional area,
Q = conduit flow,
x = distance along the conduit/channel, and
t = time.
The momentum equation may be written in several forms depending on the choice
of dependent variables. Using flow, Q, and hydraulic head (invert elevation
plus water depth), H, the momentum equation is (Lai, 1986):
3Q/3t + 8(Q2/A)/3x + gA8H/8x •*• gASf = 0 (A-2)
where g = gravitational constant,
H = z + h = hydraulic head,
z = invert elevation,
h = water depth, and
Sf = friction (energy) slope.
(The bottom slope is incorporated into the gradient of H.)
EXTRAN uses the momentum equation in the links and a special lumped con-
tinuity equation for the nodes. Thus, momentum is conserved in the links and
continuity in the nodes.
Equation A-2 is modified by substituting the following identities:
Q2/A = V2A (A-3)
3(V2A)/3x = 2AV3V/3X + V23A/3x (A~4)
where V = conduit average velocity,
Substituting into equation A-2 leads to an equivalent form:
150
-------
2AV3V/3X + V23A/3x + gA3H/V + gASf = 0 U-5)
This is the form of the momentum equation used by EXTRAN and it has the depen-
dent variables Q, A, V, and H.
The continuity equation (A-l) may be manipulated to replace the second
term of equation A-5, using Q = AV,
3A/3t + A3V/3x + V3A/3x = 0 (A~6)
or, rearranging terms and multiplying by V,
AV3V/3X = -V3A/3t - V23A/3x (A~7)
Substituting equation A-7 into equation A-5 to eliminate the V/ x term leads
to the equation solved along conduits by EXTRAN:
3Q/3t + gASf - 2V9A/3t - V23A/8x * gA3R/3x = 0
Equation A-8 is the same as equation 5-1 , whose solution is discussed in de-
tail in Section 5.
151
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APPENDIX B
INTERFACING BETWEEN SWMM BLOCKS
Data may be transferred or interfaced from one block to another through
the use of the file assignments on Executive Block data group SW. The inter-
face file header consists of:
1) descriptive titles,
2) the simulation starting date and time,
3) the name of the block generating the interface file,
4) the total catchment or service area,
5) the number of hydrograph locations (inlets, outfalls, elements, etc.)i
6) the number of pollutants found on the interface file,
7) the location identifiers for transferred flow and pollutant data,
8) the user-supplied pollutant and unit names,
9) the type of pollutant concentration units, and
10) flow conversion factor (conversion to internal SWMM units of cfs).
Following the file header are the flow and pollutant data for each time
step for each of the specified locations. The detailed organization of the
interface file is shown in Table B-l, and example Fortran statements that
will write such a file are shown in Table B-2. These tables may be used as
guidelines for users who may wish to write or read an interface file with a
program of their own. Further information on required pollutant identifiers,
etc. may be found in the Runoff Block input data descriptions, but these are
not required for Extran.
The title and the values for the starting date and time from the first
computational block are not altered by any subsequent block encountered by the
Executive Block. All other data may (depending on the block) may be altered
by subsequent blocks. The individual computational blocks also have limita-
tions on what data they will accept from an upstream block and pass to a down-
stream block. These limitations are summarized in Table B-3. Detailed dis-
cussions for each block are presented in the user's manuals.
Block limitations can be adjusted upwards or downwards by the user by
modifying the PARAMETER statement found in the include file TAPES.INC. Follow
the instructions of Table B-4.
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Table B-l. Detailed Organization of SWMM Interface File
Variable Name
Description0
FROM
FIRST
COMPUTATIONAL
BLOCK
TITLE(l)
TITLE(2)
IDATEZ
TZERO
FROM
CURRENT
INTERFACING
BLOCK
TITLE(3)
TITLE(4)
SOURCE
LOCATS
NPOLL
TRIBA
(NLOC(K), K-l,
LOCATS)
(PNAME(J),J-l,NPOLL)
(PUNIT(J),J-l,NPOLL)
(NDIM(J),J-l,NPOLL)
First line of title from first
block, maximum of 80 characters.
Second line of title from first
block, maximum of 80 characters.
Starting date; 5-digit number,
2-digitr year plus Julian date
within year, e.g. February 20,
1987 is 87051.
Starting time of day in seconds,
e.g., 5:30 p.m. is 63000.
This date and time should also
be the first time step values
found on the interface file.
First line of title from immedi-
ately prior block, maximum of
80 characters.
Second line of title from im-
mediately prior block, maximum
of 80 characters.
Name of immediately prior
block, maximum of 20 characters.
Number of locations (inlets,
manholes.outfalls,etc.) on in-
terface file.
Number of pollutants on inter- -
face file.
Tributary or service area,
acres.
Location numbers for which
flow/pollutant data are found
on interface file.
NPOLL pollutant names, maximum
of 8 characters for each.
NPOLL pollutant units, e.g.
mg/1, MPN/1, JTU, umho, etc.,
max. of 8 characters for each.
Parameter to indicate type of
pollutant concentration units.
-0, mg/1
-1, "other quantity" per liter,
e.g. for bacteria, units could
be MPN/1.
-2, other concentration units,
e.g., JTU, umho,°C, pH.
153
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Table B-l. Concluded.
Variable Name
Description*
QCONV
Conversion factor to obtain
units of flow of cfs, (multi-
ply values on interface file
by QCONV to get cfs).
FLOW AND POLLUTANT
DATA FOR EACH
LOCATION.
REPEAT
FOR EACH
TIME STEP.
JULDAY
TIMDAY
DELTA
(Q (K),(POLL(J,K),J-l,NPOLL),K-l,LOCATS)
Starting date; 5-digit number,
2-digit year plus Julian date
within year, e.g. February 20,
1987 is 87051.
Time of day in seconds at
the beginning of the time step,
e.g.,12:45 p.m. is 45900.
Step size in seconds for the
next time stepc.
Flow and pollutant loads for
LOCATS locations at this time
step. Q(K) must be the instan-
taneous flow at this time
(i.e.,at end of time step) in
units of volume/time. POLL(J.K)
is the flow rate times the
concentration (instantaneous
value at end of time step) for
Jth pollutant at Kth
location, e.g..units of
cfs'mg/1 or nT/sec-JTU.
Unformatted file. Use an integer or real value as indicated by the variable
names. Integer variables begin with letters I through N.
blf units other than cfs are used for flow, this will be accounted for by
multiplication by parameter QCONV.
cl.e., the next date/time encountered should be the current date/time plus
DELTA.
154
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Table B-2. FORTRAN Statements Required to Generate an Interface File
FILE WRITE(NOUT) TITLE(l),TITLE(2)
HEADER WRITE(NOUT) IDATEZ.TZERO
WRITE(NOUT) TITLE(3),TITLE(4)
WRITE(NOUT) SOURCE,LOCATS,NPOLL,TRIBA
WRITE(NOUT) (NLOC(K),K-1,LOCATS)
IF(NPOLL.GT.O)WRITE(NOUT) ((PNAME(L.J) ,L-1,2) .J-l.NPOLL)
IF(NPOLL.GT.O) WRITE(NOUT) ((PUNIT(L, J) ,L-1,2) ,J=1,NPOLL)
IF(NPOLL.GT.O)WRITE(NOUT) (NDIM(J).J-l.NPOLL)
WRITE(NOUT) QCONV
NOUT is the interface file or logical unit
number for output, e.g., NOUT - JOUT(l) for first
computational block.
FLOW AND POLLUTANT IF (NPOLL.GT.O) THEN
DATA FOR EACH WRITE (NOUT) JULDAY, TIMDAY, DELTA, (Q(K) ,
LOCATION: REPEAT (POLL(J,K),J-l.NPOLL).K-l.LOCATS)
FOR EACH TIME STEP ELSE
WRITE(NOUT) JULDAY,TIMDAY,DELTA,
(Q(K),K-1,LOCATS)
ENDIF
Note: The interface file should be unformatted. The time step read/write
statements must include IF statements to test for the appearance of
pollutants.
155
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Table B-3. Interface Limitations for Each Computational Block*
Block
Runoff
Input
--
Output13
200 elements (inlets) ,
10 pollutants
Transport 200 elements (inlets), 200 elements (non-
4 pollutants conduits), 4 pollutants
Extended 200 elements (inlets), 200 junctions
Transport no pollutants (ignored
if on the file)
Storage/ 10 elements (inlets 10 elements0,
Treatment or non-conduits), 3 pollutants
3 pollutants
aThese limitations are based on the "vanilla" SWMM sent to the user. As
explained in Table 2-5 these limitations can easily be changed by the user by
modifying the PARAMETER statement accompanying the file 'TAPES.INC'.
bThe number of pollutants found on the output file from any block is the
lesser of the number in the input file or that specified in the data for each
block.
cAlthough the Storage/Treatment Block will read and write data for as many
as 10 elements, the data for only one element pass through the storage/treat-
ment plant; the rest are unchanged from the input file.
156
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Table B-4. SWMM Parameter Statement Modification
This is file TAPES.INC in SWMM Fortran source code.
NW - NUMBER OF SUBCATCHMENTS IN RUNOFF BLOCK
NGW - NUMBER OF RUNOFF SUBCATCHMENTS WITH GROUNDWATER COMPARTMENTS
NG = NUMBER OF CHANNEL/PIPES IN RUNOFF BLOCK
NET - NUMBER OF ELEMENTS IN TRANSPORT BLOCK
NC - NUMBER OF CONDUITS IN EXTRAN BLOCK
NJ - NUMBER OF JUNCTIONS IN EXTRAN BLOCK
NEA - NUMBER OF EVENTS ANALYZED IN STATISTICS BLOCK
INSTRUCTIONS - INCREASE DIMENSIONS OF SUBCATCHMENTS ETC.
BY MODIFYING THE PARAMETER STATEMENT
AND RECOMPILING YOUR PROGRAM
PARAMETER (NW-200,NG-200, NET-200, NC-200,NJ-200 .NGW-100,NEA-4000)
COMMON /TAPES/ INCNT,IOUTCT,JIN(25),JOUT(25),
* NSCRAT(7),N5,N6,CC,JKP(57),CMET(11,2)
CHARACTER*2 CC
157
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